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HomeMy WebLinkAbout11-05 Traffic Impact AnalysisLI JUN 2 4 FPEt.. PLAM:!, u A Phased Traffic Impact Analysis of Carpers Valley Located in: Frederick County, Virginia Prepared for: Miller Smith 8401 Greensboro Drive Suite 300 McLean, VA 22102 Prepared by: Patton Harris Rust Associates, pc End reefs. Surveyors. Planners. Lcndsccpe Architects. 300 Foxcroft Avenue, Suite 200 7 T' TT� A Martinsburg, West Virginia 25401 F 304.264.3671 June 23, 2005 OVERVIEW Report Summary Patton Harris .Rust Associates, pc (PHR +A) has prepared this document to present the traffic impacts associated with the proposed Carpers Valley development located along the south side of Route 50 (Millwood Pike), between Prince Frederick Drive and Victory Road, in Frederick County, Virginia. The proposed development will be built out in two (2) transportation phases by the year 2010. Phase 1 (2008 partial built -out) assumes a residential development of 487 multi- family units and 263 townhouse units with access provided via Coverstone Drive (future roadway). Additionally, PHR +A has provided analysis for two (2) alternative land use scenarios for Phase 2 (2010 full built out): Scenario #1 assumes 1,200,000 square feet of office plus total residential development, and Scenario #2 assumes 620,000 square feet of retail plus total residential development. Primary access to the office /retail development is provided via Prince Frederick Drive. Figure 1 is provided to illustrate the location of the proposed Carpers Valley development with respect to the surrounding roadway network. Methodology The traffic impacts accompanying the Carpers Valley development were obtained through a sequence of activities as the narratives that follow document: Assessment of background traffic including other planned projects in the area of impact, Calculation of trip generation for the proposed Carpers Valley development, Distribution and assignment of the Carpers Valley generated trips onto the completed roadway network, Analysis of capacity and level of service using the latest version of the highway capacity software, HCS -2000, for existing and future conditions. A Phased Traffic hnpact Analysis of Carpers Valley Project Number: 13415 -1 -0 June 23, 2005 Page 1 EXISTING CONDITIONS PHR +A conducted AM and PM peak hour manual turning movement counts at the intersections of Route 50 /Victory Road, Route 50 /Sulphur Springs Road, Route 50/ Prince Frederick Drive, Victory Road/Arbor Court, Route 522 /Costello Drive and Prince Frederick Drive /Costello Drive. 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 8.4% based on the published Virginia Department of Transportation (VDOT) traffic count data. Figure 2 shows the existing ADT and AM /PM peak hour traffic volumes at key locations throughout the study area network. Figure 3 shows the respective existing lane geometry and AM/PM peak hour levels of service. All traffic count data and HCS -2000 levels of service worksheets are included in the Appendix section of this report. p A Phased Traffic Impact Analysis of Carpers Valley Project Number: 1 3415 -I -0 June 23, 2005 Page 2 No Scale -PHRA Figure 1 Vicinity Map: Carpers Valley in Frederick County, Virginia ,4 Phased Traffic: hnpact Analysis of Careers Valley Project Number: 13415 -1 -0 June 23, 2005 Page 3 PII 1 Existing Traffic Conditions A Phased Traffic Impact Analysis of Careers Vallev Project Number: 13415-1 -0 June 23, 2005 Page 4 Q- LC Signalized Intersection LOS =C(C) Unsignalized Q Intersection Unsignalized Intersection P \P d� No Scale -P r Figure 3 P SITE 0 cA a Sul Existing Lane Geometry and Levels of Service Signalized Intersection LOS =B(B) hu S rings Ro Unsignalized le Intersection Denotes stop sign control Denotes traffic signal control Denotes Unsignalized Critical Movement AM Peak Hour (PM Peak Hour) A Phased Traffic Impact Analysis of Carpers Valley Project Number: 13415 -1 -0 June 23, 2005 Page 5 Code Land Use Amount In AM Peak Hour Out Total In PM Peak Hour Out Total ADT Ravens Subdivision 210 Single-Family Detached 315 units 57 172 230 193 109 302 3.150 Total 57 172 230 193 109 302 3,150 Phase 1 assumes a residential development of 487 multi- family units and 263 townhouse units. Access to the residential development is provided via Coverstone Drive (future roadway) 2008 BACKGROUND CONDITIONS Based on VDOT (Virginia Department of Transportation) historical average daily traffic data (between years 2001 and 2003) for Route 50 (Millwood Pike) within the vicinity of the site, a growth rate of less than one percent (1 was calculated. PHR +A, however, applied a conservative annual growth rate of four percent (4 per year to the existing traffic volumes along. Route 50, Route 522 and Sulphur Springs Road (shown in Figure 2) to obtain 2008 base conditions. Additionally, PHRA incorporated all trips relating to the Ravens development located along Route 50 opposite to the porposed Carpers Valley site. Using the 7 Edition of ITE's Trip Generation Report, PHR +A has provided Table 1 to summarize the 2008 "other development" trip generation. Figure 4 shows the 2008 background ADT and AM /PM peak hour traffic volumes at key locations throughout the study area network. Figure 5 shows the respective 2008 background lane geometry and AM/PM peak hour levels of service. All HCS -2000 levels of service worksheets are included in the Appendix section of this report. Of the 565 units proposed for the Ravens Subdivison development. only 315 SFD' occupied when the existing traffic counts were conducted. P PHASE 1 TRAFFIC ANALYSES (2008) Table 1 2008 "Other Development" Trip Generation Summary ?ere considered since 250 SFD's were A Phased Traffic Impact Analysis of Carpus Valley Project Number: 13415 -1 -0 June 23, 2005 Page 6 No Scale 0 -Pi-v Figure 4 iwa Phase 1: 2008 Background Traffic Conditions ,Average �Dail}�T�ips AM Peak Hour(PM Peak Hour) A Phased Traffic Impact Analysis of Carpers Valley Project Number: 13415 -1 -0 June 23, 2005 Page 7 Signalized Intersection LOS =C(C) Unsignalized Intersection C c_ Signalized Intersection LOS =B(C) zed In Signali tersecti o n LOS =B(B) Sul hurS drtgs Road SITE In i R Iv I Irt a s a`• No Scale P Figure 5 SITE %E p Unsignalized o° C Intersection G�� I'. Signalized LOS =11(C) "Suggested Improvements" Signal'rzalion Denotes stop sign control I Denotes traffic signal control Denotes Unsignalized Critical Movement AM Peak Hour (PM Peak Hour) Phase 1 :2008 Background Lane Geometry and Levels of Service A Phased Traffic Impact Analysis of Carpers Valley Project Number: 13415 -1 -0 June 23, 2005 Page 8 Code Land Use Amount In AM Peak Hour Out Total In PM Peak Hour Out Total ADT Land Bay 1 220 230 Apartment Townhouse /Condo 487 units 263 units 48 19 194 93 242 112 186 89 100 44 286 133 3,077 2,288 Total 67 287 354 275 144 418 5,365 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 Carpers Valley development. 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 Carpers Valley site. Figure 7 shows the respective development generated AM/PM peak hour trips and ADT assignments at key locations throughout the study area network 2008 BUILD -OUT CONDITIONS Table 2 Carpers Valley Development Phase 1(Residential) Trip Generation Summary The Carpers Valley assigned trips (Figure 7) were added to the 2008 background traffic volumes (Figure 4) to obtain 2008 build -out conditions. Figure 8 shows the 2008 build -out ADT and AM/PM peak hour traffic volumes at key locations throughout the study area network. Figure 9 shows the respective 2008 build -out lane geometry and AM/PM peak hour levels of service. All HCS -2000 levels of service worksheets are included in the Appendix section of this report. A Pha.ved Traffic I,npact Analysis of Carpers Valley Project Number: 13415 -1 -0 June 23, 2005 Page 9 Phase 1: Trip Distribution Percentages (Residential) A Phased Traffic Impact Analysis of Corners Valley Project Number'. 13415 -1 -0 June 23, 2005 Page 10 P F Figure 7 P Phase 1:Development- Generated Trip Assignments A Phased Traffic Impact Analysis of Careers Valley Project Number: 13415 -1 -0 June 23, 2005 Page 11 PHPJ Figure 8 P Phase 1: 2008 Build -out Traffic Conditions A Phased Traffic Impact Analysis of Carperr Valley Project Number: 13415 -1 -0 June 23, 2005 Page 12 Unsignalized o Intersection 0' (CiC C(C) Signalized Intersection Interseion LOS =C(C) �G C Si ized Intersection LOS=C(C) No Scale PHRA Figure 9 Unsignalized Intersection LP .J �n ry /le SITE A z Signalized Intersection LOS=C(C) "Suggested Improvements" NB -4' "Leg WB -1 Left Sul hu Spd 6 1 Road Unsignalized 4 C y Intersection Signalized "Suggested Intersection Improvements" U)S =C(C) Srgnalization Denotes stop sign control Denotes traffic signal control Denotes Unsignalized Critical Movement AM Peak Hour (PM Peak Hour) Phase 1: 2008 Buildout Lane Geometry and Levels of Service A Phased Traffic Impact Analysis of Carpers Valley Project Number: 13415 -1 -0 June 23, 2005 Page 13 Code Land Use Amount In AM Peak Hour Out Total In PM Peak Hour Out Total ADT Ravens Subdivision 210 Single Family Detached 315 units 57 172 230 193 109 302 3,150 Total 57 172 230 193 109 302 3,150 PHASE 2 TRAFFIC ANALYSES (2010) PHR +A has provided analysis for two (2) alternative land use scenarios for Phase 2 (2010 full built -out): Scenario #1 assumes 1,200,000 square feet of office plus total residential development, and Scenario #2 assumes 620,000 square feet of retail plus total residential development. Primary access to the office /retail development is provided via Prince Frederick Drive. 2010 BACKGROUND CONDITIONS Based on VDOT (Virginia Department of Transportation) historical average daily traffic data (between years 2001 and 2003) for Route 50 (Millwood Pike) within the vicinity of the site, a growth rate of less than one percent (1 was calculated. PHR +A, however, applied a conservative annual growth rate of four percent (4 per year to the existing traffic volumes along Route 50, Route 522 and Sulphur Springs Road (shown in Figure 2) to obtain 2010 base conditions. Additionally, PHRA incorporated all trips relating to the Ravens development located along Route 50 opposite to the porposed Carpers Valley site. Using the 7 Edition of ITE s Trip Generation Report, PHR +A has provided Table 3 to summarize the 2010 "other development" trip generation. Figure 10 shows the 2010 background ADT and AM/PM peak hour traffic volumes at key locations throughout the study area network. Figure 11 shows the respective 2010 background lane geometry and AM /PM peak hour levels of service. All HCS -2000 levels- of service worksheets are included in the Appendix section of this report. Table 3 2010 'Other Development" Trip Generation Summary Of the 565 units proposed for the Ravens Subdivison development, only 315 SFD' were considered since 250 SFD's were occupied when the existing traffic counts were conducted. A Phased Traffic Impact Analysis of Carpers Valley Project Number: 13415 -1 -0 June 23, 2005 Paee 14 Unsignalized Intersection L Signalized Intersection LOS=C(C) No Scale y t a T k SITE Nt�- gnlized ��I Si OS$ a 4 fio C• LOS =a(6 n 9 J, y Sul h` }or rin Road 4‘` er n °e 15 �o r i O SITE Unsignaliied 9L� Intersection y JY Signalized "Suggested Intersection Improvements" LOS 13(C). Signalization Denotes stop sign control Denotes traffic signal control Denotes Unsignalized Critical Movement AM Peak Hour (PM Peak Hour) PHZA F Figure 11 P Phase 2:2010 Background Lane Geometry and Levels of Service A Phased Traffic Impact Analysis of Carpers Valley Project Number: 13415 -1 -0 June 23, 2005 Page 16 No Scale -P Figure 10 1 17 9 4 SITE eU SITE S Phase 2: 2010 Background Traffic Conditions �AverageiDatly�T�ip`s AM Peak Hour(PM Peak Hour) A Phased Traffic Impact Analysis of Carriers Valley Project Number: 13415 -1 -0 June 23, 2005 Page 15 Code Land Use Amount AM Peak Hour In Out Total PM Peak Hour In Out Total ADT Land Bay 1 Land Bay 1 220 Apartment 487 units 48 194 242 186 100 286 3,077 230 Townhouse /Condo 263 units 19 93 112 89 44 133 2288 2.288 Sub Total 67 287 354 275 144 418 5.365 Land Bay 2 820 Retail 620,000 SP 285 182 468 1,002 1,085 2,087 22.233 9,040 Total 353 469 822 1,276 1,229 2,506 27.598 Code Land Use Amount AM Peak Hour In Out Total In PM Peak Hour Out Total ADT Land Bay 1 220 Apartment 487 units 48 194 242 186 100 286 3.077 230 Townhouse /Condo 263 units 19 93 112 89 44 133 2.288 Sub Total 67 287 354 275 144 418 5,365 Land Bay 2 710 Office 1.200,000 SP 1,205 164 1,369 242 1,181 1,423 9,040 Total 1,272 451 1,724 516 1,325 1,841 14,405 TRIP GENERATION Using the 7th Edition of the Institute of Transportation Engineers' (ITE) Trip Generation Report PHR +A has prepared Table 4a and Table 4b to summarize the trip generation for the proposed Carpers Valley development Phase 2, Scenario #1 and Scenario #2, respectively. Table 4a Carpers Valley Development Phase 2 Scenario #1 (Residential Office) Trip Generation Summary Table 4b Carpers Valley Development Phase 2 Scenario #2 (Residential Retail) Trip Generation Summary TRIP DISTRIBUTION AND TRIP ASSIGNMENT The distribution of trips, shown in Figure 12, was based upon local travel patterns for the roadway network surrounding the proposed Carpers Valley site. Figures 13a and 13b shows the respective development- generated AM /PM peak hour trips and ADT assignments at key locations throughout the study area network for Phase 2, Scenario #1 and Scenario #2, respectively. P A Phased Traffic Impact Analysis of Carpers Valley Project Number: 13415 -1 -0 June 23, 2005 Page 17 2010 BUILD -OUT CONDITIONS The Carpers Valley assigned trips (Figures 13a and 13b) were added to the 2010 background traffic volumes (Figure 10) to obtain 2010 build -out conditions. Figures 14a and 14b shows the 2010 build -out ADT and AM /PM peak hour traffic volumes at key locations throughout the study area network. Figures 15a and 15b shows the respective 2010 build -out lane geometry and AM /PM peak hour levels of service. All HCS -2000 levels of service worksheets are included in the Appendix section of this report. P II =L° A Phased Traffic Impact Analysis of Carpers Vallee Project Number: 13415 -1-0 June 23, 2005 Page 18 rr' Figure 12 Phase 2: Trip Distribution Percentages A Phased Traffic Impact Analysis of Carpets Valley Project Number: 13415 -1 -0 June 23,2005 Page 19 ;J} A verage`DailymTrips s; F iH Figure13a P Phase 2, Scenario #1: Development- Generated Trip Assignments A Phased Traffic Impact Analysis of Carpet's Valles Project Number: 13415 -1 -0 June 23. 2005 Page 20 P F Figure 13b Phase 2, Scenario #2: Development- Generated Trip Assignments B PH i I. A Phased Traffic impact Analysis of Careers Valley Project Number: 13415 -1 -0 June 23, 2005 Page 21 _pHRA Figure 14a Phase 2, Scenario #1: 2010 Build -out Traffic Conditions A Phased Traffic Impact Analysis of Careers Valley Project Number: 13415 -1 -0 June 23, 2005 Page 22 e P Phase 2, Scenario #2: 2010 Build -out Traffic Conditions A Phased Traffic hnpact Analysis of Carpers Vallee Projcct Number: 13415 -1 :0 June 23,2005 Page 23 No Scale ICj Signalized Intersection R(C) 522 Unsignalized Intersection a Signalized LOS=C(C) "Suggested Improvements" Signalization NB I Left Signalized "Suggested Intersection Improvements" LOS_C(C) NR- 4" Leg WR l Left 6R -I Right v Signalized. Intersection LOS =C(C) "Suggested Improvements" NB 4th Leg \5'R I Left 7 9 -9 Sul hur x og.r R oad Unsignalized rt Intersection Signalized "Suggested Intersection. Improvements" IAS_C(C) Signalization -t Denotes stop sign control Denotes traffic signal control Denotes Unsignalized Critical Movement AM Peak Hour (PM Peak Hour) PHII. F igure 15a Phase 2,Scenario #1: 2010 Buildout Lane Geometry and Levels of Service A Phased Traffic Impact Analvxi,s of Carpets Vallee Project Number: 13415-1-0 June 23. 2005 Page 24 Unsignalized Intersection /o No Scale r Signalized LOS=R(C) (1 4 "Suggested Improvements" Signalization NB 1 Left .'Signalized'. "Suggested Intersection Improvements' LOS =C(C) NB -4 °Leg n'R I Left EB- 1 Right M;A 0 'Signalized Intersection LOS=C(C) Sul.hur Spn Suggested Improvement'" NB 4° Leg %C8 1 Left EB 1 Riehl Unsignalized is,, Intersection Signalized Intersection LOS=C(C) "Suggested Improvements" Signalization Denotes stop sign control Denotes traffic signal control Denotes Unsignalized Critical Movement AM Peak Hour (PM Peak Hour) p H RA F igure 15b Phase 2,Scenario #2: 2010 Buildout Lane Geometry and Levels of Service A Phased Traffic Impact Analysis of Carpets Valley Project Number: 13415 -1 -0 June 23, 2005 Page 25 CONCLUSION The traffic impacts associated with the proposed Carpers Valley development are acceptable and manageable. All intersections, assuming suggested improvements, will maintain levels of service to "C" or better during 2008 and 2010 build -out conditions. The following describes the off -site roadway improvements recommended for each of the study area intersections: 2008 Background Conditions (Phase 1) Route 50 Victory Road: In order to achieve acceptable levels of service, this intersection will require traffic signalization. 2008 Builtout Conditions (Phase 1) Route 50 Victory Road: In order to achieve acceptable levels of service, this intersection will require traffic signalization. Route 50 Sulphur Springs Road: In order to achieve acceptable levels of service, this intersection will require a westbound left turn-lane and eastbound right turn -lane along with the fourth leg (Coverstone Drive). 2010 Background Conditions (Phase 2) Route 50 Victory Road: In order to achieve acceptable levels of service, this intersection will require traffic signalization for both Scenarios #1 and #2. 2010 Builtout Conditions (Phase 2) Prince Frederick Drive Costello Drive: In order to achieve acceptable levels of service, this intersection will require traffic signalization as well as an northbound left turn -lane (currently there is one shared lane) for both Scenarios #1 and #2 Route 50 Sulphur Springs Road: In order to achieve acceptable levels of service, this intersection will require a westbound left turn-lane and eastbound right turn -lane along with the fourth leg (Coverstone Drive) for both Scenarios #1 and #2 Route 50 Victory Road: In order to achieve acceptable levels of service, this intersection will require traffic signalization for both Scenarios #1 and #2. Route 50 Prince Frederick Drive: In order to achieve acceptable levels of service, this intersection will require a westbound left turn -lane and eastbound right turn -lane along Route 50 for both Scenarios #1 and #2. Additionally, a northbound right turn-lane is required along Prince Frederick Drive for Scenario #2. A Phased Traffic fnpact Analysis of Carpery Valley Project Number: 13415 -1 -0 June.23, 2005 Pine 26 INTERSECTION CAPACITY ANALYSIS and LEVEL OF SERVICE The most current analysis methodologies used for evaluating the capacity of intersections were developed by the Transportation Research Board (TRB) in conjunction with the Federal Highway Administration (FHWA) and other members of the transportation profession. This methodology is represented in TRB Special Report Number 209, The Highway Capacity Manual (HCM). Computerized methods for conducting these analyses were developed by FHWA; and are the methods used in this report. The following brief explanations of the methodologies are adapted from the HCM. UNSIGNALIZED INTERSECTIONS TWSC At an unsignalized two -way stop controlled (TWSC) intersection, the major street has continuous right of way while the side street is controlled by a stop sign or yield sign. In operation, vehicles exiting the side street and crossing or turning into the main street flow must wait for "acceptable gaps" in the main street flow. The same is true of left- turning traffic from the main street that must cross the opposing flow. The analysis takes into account the probability of a gap in the main street traffic. The probability and number of acceptable gaps is lower in higher volume flows. The acceptability of a gap is modified by physical factors (sight distance, turning radius, etc.) and by characteristics of the traffic flow (percentage trucks, buses, etc.). In the analysis in these reports, all default values suggested by the HCM were used unless additional information was available. These defaults include the estimated percentage of trucks (single unit and tractor trailer), buses and motorcycles. The level of service for TWSC intersections is determined only for individual movements not for the intersection as a whole. The total delay is defined as the total elapsed time from when a vehicle stops at the end of the queue until the vehicle departs from the stop line; this time includes the time required for the vehicle to travel from the last -in -queue position to the first -in- queue position. evel of Service Criteria for TWSC Intersections Average Total Delay Service (sec /veh) UNSIGNALIZED INTERSECTIONS AWSC At an unsignalized all -way stop- controlled (AWSC) intersection, all directions are controlled by a stop sign. Operation of AWSC intersections requires that every vehicle stop at the intersection before proceeding. Since each driver is required to stop, the judgment as to whether to proceed into the intersection is a function of the traffic conditions on the other (opposing and conflicting) approaches. Therefore, a driver proceeds only after determining that there are no vehicles currently in the intersection and that it is safe to proceed. The analysis takes into account the problem of determining, under capacity conditions for a given approach, the factors that influence the rate at which vehicles can depart successfully from the STOP line. Traffic at other approaches, which increases potential conflict, translates directly into longer driver decision times and saturation headways. The saturation headways are also influenced by characteristics of the traffic flow (slow accelerating vehicles, left turns, etc.). In the analysis in this reports, all default values suggested by the HCM were used unless additional information was available. These defaults include the estimated percentage of trucks (single unit and tractor trailer), buses and motorcycles. The level of service for AWSC intersections is determined only for individual movements not for the intersection as a whole. The total delay is defined as the total elapsed time from when a vehicle stops at the end of the queue until the vehicle departs from the stop line; this time includes the time required for the vehicle to travel from the last -in -queue position to the first -in- queue position. bevel of Service Criteria for,AWSC vel of Service Average Total Delay (seclveh) 10 >10 and 15 >15a'nd 525C >25.and 535 >35 and <_50 >50 SIGNALIZED INTERSECTIONS The operation (and therefore the capacity) of a signalized intersection is complicated by the fact that the signal is allocating time between conflicting traffic movements movements that must use the same physical space. The analysis, therefore, must not only look at the physical geometry of the intersection, but the signal timing aspects as well. In the analysis of signalized intersections, two terms are important: volume to capacity ratio (v /c) and; average stopped delay (seconds per vehicle). The theoretical capacity is based on the physical geometry, the available green time (often expressed as G /C), and the traffic mix (e.g. trucks use more capacity than cars). The average stopped delay may be calculated from the v/c ratio, cycle length, quality of progression on the arterial and available green time on each approach. In this report all the default values recommended by the HCM are used unless other specific information is available (percentage of trucks, pedestrians, etc.). Existing signal timings are observed and used whenever possible. When future signals are being evaluated, an "optional" signal timing is calculated based on projected volumes. The level of service is based on the calculated average delay per vehicle for each approach and for the intersection as a whole. Based on extensive research studies, the maximum delay acceptable by the average driver is sixty seconds per vehicle at a signalized intersection. This is defined as the upper limit on the possible range of delay /level of service criteria. The following criteria describe the full range of level of service: Level of Service Criteria for Signalized Intersections iLevel of Service <100 1.>10.0 and <_20.0 >20.0 and <35.0'` >35.0 and .55 .0 >55t0 and <80.0 LEVEL OF SERVICE DESCRIPTIONS FOR SIGNALIZED INTERSECTIONS Level of Service Description A B C D E F Level of Service A describes operations with very low delay, up to 10 sec per vehicle. This level of service occurs when progression is extremely favorable, and most vehicles arrive during the green phase. Most vehicles do not stop at all. Short cycle lengths may also contribute to low delay. Level of Service B describes operations with delay greater than 10 and up to 20 sec per vehicle. This level generally occurs with good progression, short cycle lengths, or both. More vehicles stop than for LOS A, causing higher levels of average delay. Level Of Service C describes operations with delay greater than 20 and up to 35 sec per vehicle. These higher delays may result from fair progression, longer cycle lengths, or both. Individual cycle failures may begin to appear in this level. The number of vehicles stopping is significant at this level, though many still pass though the intersection without stopping. Level of Service D describes operations with delay greater than 35 and up to 55 sec per vehicle. At level D. the influence of congestion becomes more noticeable. Longer delays may result from some combination of unfavorable progression, longer cycle lengths, or high v/c ratios. Many vehicles stop, and the proportion of vehicles not stopping declines. Individual cycle failures are noticeable. Level of Service E describes operations with delay greater than 55 and up to 80 sec per vehicle. This level is considered by many agencies to be the limit of acceptable delay. These high delay values generally indicate poor progression, long cycle lengths, and high v/c ratios. Individual cycle failures are frequent occurrences. Level of Service F describes operations with delay in excess of 80 sec per vehicle. This level, considered to be unacceptable to most drivers, often occurs with over saturation, that is, when arrival. flow rates exceed the capacity of the intersection. It may also occur at high v/c ratios below 1.0 with many individual cycle failures. Poor progression and cycle lengths may also he major contributing causes to such delay levels. HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/9/2005 Time Period AM Peak Hour Intersection Costello Drive Route 522 Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year Existing Conditions Project ID Carpers Valley Development Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 0 1 0 1 1 1 1 2 1 1 2 0 Lane group LTR L LT R L T R LTR Volume, V (vph) 29 3 15 129 7 63 2 587 80 87 601 6 Heavy vehicles, %HV 4 4 4 4 4 4 4 9 4 4 9 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A AA A A A A A A A A Start-up lost time, 1 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 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, Q 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 120 120 120 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, N Buses stopping, N 0 0 0 0 0 0 0 0 0 Min. time fo pedestrians, G 3.2 3.2 3.2 3.2 Phasing WB Only EB Only 03 04 SB Only NS Perm 07 08 Timing G= 18.0 G= 13.0 G= G= G= 120 G= 32.0 G= G= Y= 5 Y= 5 Y= Y= Y= 0 Y= 5 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 50 136 7 66 2 618 84 92 639 Lane group capacity, c 245 347 365 518 266 1,180 949 394 1621 v/c ratio, X 0.20 0.39 0.02 0.13 0.01 0.52 0.09 0.23 0.39 Total green ratio, g/C 0.14 0.20 0.20 0.33 0.36 0.36 0.61 0.49 0.49 Uniform delay, d 33.9 31.2 28.9 20.9 18.7 23.0 7.2 13.4 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 0.13 0.11 0.11 0.11 Incremental delay, d 0.4 0.7 0.0 0.1 0.0 0.4 0.0 0.3 0.2 Initial queue delay, d Control delay 34.4 32.0 28.9 21.0 18.8 23.4 7.2 13.7 14.7 Patton Harris Rust Associates, pc Lane group LOS I C 1 C I C I C 8 I C I A B I B Approach delay 34.4 28.4 21.5 14.6 Approach LOS C C C B Intersection delay 19.7 X 0.45 Intersection LOS 8 HCS2000 Copyright 2000 University of Florida, All Ri hts Reserved Patton Harris Rust Associates, pc Version 4. le HCS2000' DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/9/2005 Time Period PM Peak Hour Intersection Costello Drive Route 522 Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year Existing Conditions Project ID Carpers Valley Development Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 0 1 0 1 1 1 1 2 1 1 2 0 Lane group LTR L LT R L T R LTR Volume, V (vph) 15 6 14 200 6 211 4 776 219 277 611 8 Heavy vehicles, %HV 4 4 4 4 4 4 4 9 4 4 9 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, I 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 20 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, Q 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 60 0 0 0 0 Lane width 12.0 120 12.0 12.0 120 12.0 12.0 12.0 12.0 Parking Grade Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 0 Min. time fo pedestrians, G 3.2 3.2 3.2 3.2 Phasing WB Only EB Only 03 04 SB Only NS Perm 07 08 Timing G= 18.0 G= 13.0 G= G= G= 14.0 G= 30.0 G= G= Y= 5 Y= 5 Y= Y= Y= 0 Y= 5 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 37 211 6 159 4 817 231 292 651 Lane group capacity, c 244 347 365 552 247 1106 915 351 1621 v/c ratio, X 0.15 0.61 0.02 0.29 0.02 0.74 0.25 0.83 0.40 Total green ratio, g/C 0.14 0.20 0.20 0.36 0.33 0.33 0.59 0.49 0.49 Uniform delay, d 33.7 32.8 28.9 20.8 20.1 26.5 8.9 20.6 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 0.19 0.11 0.11 0.11 0.30 0.11 0.37 0.11 Incremental delay, d 0.3 3.1 0.0 0.3 0.0 27 0.1 15.5 0.2 Initial queue delay, d Control delay 34.0 35.9 28.9 21.1 20.1 29.2 9.1 36.2 14.8 Patton Harris Rust Associates, pc Lane group LOS I C 1 D I C IC C IC I A 0 I B Approach delay 34.0 29.5 24.7 21.4 Approach LOS C C C C Intersection delay 24.3 X 0.70 Intersection LOS C HCS2000 Copyright C O00 University of Florida. All Ri his Reserved Patton Harris Rust Associates, pc Version 4.1e TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR +A Intersection Route 50 Victory Road Agency /Co. PHR +A Jurisdiction Frederick County, Virginia Date Performed 6/9/2005 Analysis Year Existing Conditions Analysis Time Period AM Peak Hour Project Description Careers Valley Development East/West Street: Route 50 North /South Street: Victory Road Intersection Orientation: East -West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh /h) 25 537 115 34 418 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 26 565 121 35 440 0 Proportion of heavy vehicles, P P" 4 4 Median type Raised curb RT Channelized? 0 0 Lanes 1 2 1 1 2 0 Configuration L T R L T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh /h) 67 0 17 7 2 11 Peak -hour factor. PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 70 0 17 7 2 11 Proportion of heavy vehicles, Pm/ 4 0 4 4 4 4 Percent grade 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Control Delay, Queue Length, Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L L TR L TR Volume, v (vph) 26 35 70 17 7 13 Capacity, c (vph) 1102 890 375 709 407 635 v/c ratio 0.02 0.04 0.19 0.02 0.02 0.02 Queue length (95 0.07 0.12 0.68 0.07 0.05 0.06 Control Delay (s /veh) 8.3 9.2 16.8 10.2 14.0 10.8 LOS A A C 8 8 B Approach delay (s /veh) 15.5 11.9 Approach LOS C 8 HCS2000 Copyright 0 2003 Unive city of Florida. All Rights Reserved Patton Harris Rust Associates, pc Version 4.Id TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR +A Intersection Route 50 Victory Road Agency /Co. PHR +A Jurisdiction Frederick County, Virginia Date Performed 6/9/2005 Analysis Year Existing Conditions Analysis Time Period PM Peak Hour Project Description Careers Valley Development East/West Street: Route 50 North /South Street: Victory Road Intersection Orientation: East -West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh /h) 88 491 92 60 912 1 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 92 516 96 63 960 1 Proportion of heavy vehicles, P PEN 4 4 Median type Raised curb RT Channelized? 0 0 Lanes 1 2 1 1 2 0 Configuration L T R L T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh /h) 147 3 40 10 1 1 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 154 3 42 10 1 1 Proportion of heavy vehicles, P R/ 4 0 4 4 4 4 Percent grade 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Control Delay, Queue Length, Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L L TR L TR Volume, v (vph) 92 63 154 45 10 2 Capacity, c (vph) 700 950 240 597 183 279 v/c ratio 0.13 0.07 0.64 0.08 0.05 0.01 Queue length (95 0.45 0.21 3.93 0.24 0.17 0.02 Control Delay (s /veh) 10.9 9.1 43.5 11.5 25.8 18.0 LOS B A E 8 D C Approach delay (s /veh) 36.2 24.5 Approach LOS E C ICS2000 Copyright 2003 Unive city of Florida, All Rights Reserved Patton Harris Rust Associates, pc Version 4.Id HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/9/2005 Time Period AM Peak Hour Intersection Route 50 Sulphur Springs Rd Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year Existing Conditions Project ID Carpers Valley Development Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 2 0 0 2 1 0 0 0 1 0 1 Lane group L T T R L R Volume, V (vph) 126 604 382 26 133 151 Heavy vehicles, %HV 4 9 9 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A Start-up lost time, I, 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 20 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 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR volumes 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 Parking Grade Parking N 0 N N 0 N N N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 Min. time fo pedestrians, G, 3.2 3.2 3.2 Phasing EB Only Thru RT 03 04 SB Only 06 07 08 Timing G= 20.0 G= 40.0 G= G= G= 20.0 G= G= G= Y= 0 Y= 5 Y= Y= Y= 5 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 133 636 402 27 140 159 Lane group capacity, c 386 2213 1475 690 386 777 v/c ratio, X 0.34 0.29 0.27 0.04 0.36 0.20 Total green ratio, g/C 0.22 0.67 0.44 0.44 0.22 0.50 Uniform delay, d 29.5 6.2 15.8 14.1 29.6 12.5 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 0.5 0.1 0.1 0.0 0.6 0.1 Initial queue delay, d Control delay 30.0 6.3 15.9 14.2 30.2 12.7 Patton Harris Rust Associates, pc Lane group LOS C I A 1 I B I B 1 1 C I I B Approach delay 10 4 15.8 20.9 Approach LOS 8 8 C Intersection delay 14.0 X 0.31 Intersection LOS B 1IC5 f Copyright 2000 University of Florida, All Righ s Reserved Patton Harris Rust Associates, pc Version 4.1e HCS2000' DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/9/2005 Time Period PM Peak Hour Intersection Route 50 Sulphur Springs Rd Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year Existing Conditions Project ID Carpers Valley Development Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 2 0 0 2 1 0 0 0 1 0 1 Lane group L T T R L R Volume, V (vph) 186 623 953 165 106 151 Heavy vehicles, %HV 4 9 9 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A Start-up lost time, I 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /metering, I 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, O 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR volumes 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 Parking Grade Parking N 0 N N 0 N N N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 Min. time fo pedestrians, G 3.2 3.2 3.2 Phasing EB Only Thru RT 03 04 SB Only 06 07 08 Timing G= 20.0 G= 40.0 G= G= G= 20.0 G= G= G= Y= 0 Y= 5 Y= Y= Y= 5 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 196 656 1003 174 112 159 Lane group capacity, c 386 2213 1475 690 386 777 v/c ratio, X 0.51 0.30 0.68 0.25 0.29 0.20 Total green ratio, g/C 0.22 0.67 0.44 0.44 0.22 0.50 Uniform delay, d 30.7 6.2 19.9 15.6 29.1 12.5 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.12 0.11 0.25 0.11 0.11 0.11 Incremental delay, d 1.1 0.1 1.3 0.2 0.4 0.1 Initial queue delay, d Control delay 31.8 6.3 21.2 15.8 29.5 12.7 Patton Harris Rust Associates, pc Lane group LOS C I A 1 1C 18 I 1 C 1 1 Approach delay 122 20.4 19.6 Approach LOS 8 C g Intersection delay 17.3 X 0.54 Intersection LOS B HCS2000 Copyright 2000 University of Florida, All Rights Reserved Patton Harris Rust Associates, pc Version 4. le HCS2000 DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/9/2005 Time Period AM Peak Hour Intersection Route 50 Prince Frederick Dr Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year Existing Conditions Project ID Carpers Valley Development Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 2 1 1 2 0 1 1 0 0 1 0 Lane group L T R L TR L TR LTR Volume, V (vph) 52 640 48 79 485 4 7 20 19 16 41 96 Heavy vehicles, %HV 4 9 4 9 4 4 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, 1 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 20 2.0 2.0 a 0 2.0 2.0 Arrival type, AT 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 Filtering /metering, I 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, O 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking Grade Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 Min. time fo pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left Thru RT 03 04 NS Perm 06 07 08 Timing G 15.0 G 40.0 G= G G= 20.0. G= G= G= Y= 5 Y= 5 Y= Y= Y= 5 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 55 674 51 83 515 7 41 161 Lane group capacity, c 289 1475 690 276 1544 232 376 361 v/c ratio, X 0.19 0.46 0.07 0.30 0.33 0.03 0.11 0.45 Total green ratio, g/C 0.17 0.44 0.44 0.17 0.44 0.22 0.22 0.22 Uniform delay, d 323 17.4 14.4 329 16.3 27.4 27.9 30.2 Progression factor, PF 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 Incremental delay, d 0.3 0.2 0.0 0.6 0.1 0.1 0.1 0.9 Initial queue delay, d Control delay 326 17.7 14.4 33.5 16.4 27.5 28.0 31.1 Pa ton Harris Rust Associates, pc Lane group LOS C I B I B C I B 1 c I C I I C I Approach delay 18.5 18.8 279 31.1 Approach LOS B B C C Intersection delay 20.2 X 0.42 c Intersection LOS C IC52000 Copyright 2000 University of Florida, All Rights Reserved Patton Harris Rust Associates, pc Version 4. le HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/9/2005 Time Period AM Peak Hour Intersection Route 50 Prince Dr. Area Type All other areas Jurisdiction Frederick County, Analysis Year Existing Conditions Project ID Carpers Valle/ Frederick Virginia Development Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 2 1 1 2 0 1 1 0 0 1 0 Lane group L T R L TR. L TR LTR Volume, V (vph) 125 690 27 70 941 81 58 45 91 11 31 16 Heavy vehicles, %HV 4 9 4 9 4 4 4 4' 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A AA A A A A A Start-up lost time, 1 2.0 2.0 20 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 20 2.0 2.0 20 20 2.0 2.0 Arrival type, AT 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 Filtering /metering. I 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking Grade Parking N O N N O N N O N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 Min. time to pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left Thru RT 03 04 NS Perm 06 07 08 Timing G= 15.0 G= 40.0 G= G= G= 20.0 G= G= G= Y= 5 Y= 5 Y= Y= Y= 5 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 132 726 28 74 1076 61 143 62 Lane group capacity, c 289 1475 690 276 1528 293 365 368 v/c ratio, X 0.46 0.49 0.04 0.27 0.70 0.21 0.39 0.17 Total green ratio, g/C 0.17 0.44 0.44 0.17 0.44 0.22 0.22 0.22 Uniform delay, d 33.8 17.8 14.1 32.7 20.2 28.5 29.8 28.3 Progression factor, PF 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 0.27 0.11 0.11 0.11 Incremental delay, d 1.1 0.3 0.0 0.5 1.5 0.4 0.7 0.2 Initial queue delay, d Control delay 35.0 18.0 14.2 33.2 21.7 28.9 30.5 28.5 Pa ton Harris Ru t Associates, pc Lane group LOS C I B I B C I C 1 C I C 1 I C 1 Approach delay 20 4 22.5 30.0 28.5 Approach LOS C C C C Intersection delay 22.5 X 0.57 Intersection LOS C HC S2000 T M Copyright 2000 University of Florida, All Right Reserved Patton Harris Rust Associates, pc Version 4.1 TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR +A Agency /Co. PHR +A Date Performed 6/9/2005 .Analysis Tithe Period AM Peak Hour Intersection Costello Dr Prince Frederick Jurisdiction Frederick County, Virginia Analysis Year Existing Conditions Project Description Carpers Valley Development East/West Street: Costello Drive North /South Street: Prince Frederick Drive 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 9 11 0 0 89 79 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 9 11 0 0 93 83 Percent Heavy Vehicles 4 4 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 35 0 31 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 0 0 36 0 32 Percent Heavy Vehicles 4 4 4 4 4 4 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 pproach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L R (vph) 9 36 32 C (m) (vph) 1388 818 910 c 0.01 0.04 0.04 95% queue length 0.02 0.14 0.11 Control Delay 7.6 9.6 9.1 LOS A A A pproach Delay 9.4 pproach LOS A Rights Reserved HCS2000TM Version 4.Id Copyright 0 2003 University of Florida, All Rights Reserved Patton Harris Rust Associates, pc Version 4.Id TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR +A Agency /Co. PHR +A Date Performed 6/9/2005 Analysis Time Period PM Peak Hour Intersection Costello Dr Prince Frederick Jurisdiction Frederick County, Virginia Analysis Year Existing Conditions Project Description Carpers Valley Development East/West Street: Costello Drive North /South Street: Prince Frederick Drive 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 34 65 0 0 5 123 Peak -Hour Factor, PHF 0.95 0.95 0. 0.95 0.95 0.95 Hourly Flow Rate, HFR 35 68 0 0 5 129 Percent Heavy Vehicles 4 4 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 129 0 3 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 0 0 135 0 3 Percent Heavy Vehicles 4 4 4 4 4 4 Percent Grade 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 1 0 1 Configuration L R Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L R v (vph) 35 135 3 C (m) (vph) 1438 757 987 v/c 0.02 0.18 0.00 95% queue length 0.07 0.65 0.01 Control Delay 7.6 10.8 8.7 LOS A 8 A Approach Delay 10.7 Approach LOS 8 Rights Reserved HCS2000TM Version 4.Id Copyright 0 2003 University of Florida, All Rights Reserved Patton Harris Rust Associates, pc Version 4.Id TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR +A Agency /Co. PHR +A Date Performed 6/9/2005 Analysis Time Period AM Peak Hour Intersection Arbor Court Victory Road Jurisdiction Frederick County, Virginia Analysis Year Existing Conditions Project Description Careers Valley Development East/West Street: Arbor Court North /South Street: Victory 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 4 5 2 4 4 4 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 4 5 2 4 4 4 Percent Heavy Vehicles 4 4 Median Type Undivided RT Channelized 0 0 Lanes 0 1 1 0 1 0 Configuration LT R LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 2 59 6 13 55 9 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 2 62 6 13 57 9 Percent Heavy Vehicles 4 4 4 4 4 4 Percent Grade 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR LTR LTR v (vph) 4 4 70 79 C (m) (vph) 1599 1601 872 878 v/c 0.00 0.00 0.08 0.09 95% queue length 0.01 0.01 0.26 0.30 Control Delay 7.3 7.3 9.5 9.5 LOS A A A A Approach Delay 9.5 9.5 Approach LOS A A Rights Reserved HCS2000TM Version 4.1d Copyright O 2003 University of Florida, All Rights Reserved Patton Harris Rust Associates, pc Version 4.Id TWO -WAY STOP CONTROL SUMMARY General Information Analyst Agency /Co. Date Performed Analysis Time Period PHR +A PHR +A 6/9/2005 PM Peak Hour Site Information Intersection Jurisdiction Analysis Year Arbor Court Victory Road Frederick County, Virginia Existing Conditions Project Description Carpers Valley Development East/West Street: Arbor Court Intersection Orientation: North -South North /South Street: Victory Road Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movement Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Northbound 1 L 7 0.95 7 4 0 LT 2 T 68 0.95 71 1 0 3 R 32 0.95 33 0 1 R Southbound 4 L 3 0.95 3 4 0 LTR 5 T 3 0.95 3 1 0 6 R 23 0.95 24 Undivided 0 0 Minor Street Movement Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade Flared Approach Storage RT Channelized Lanes Configuration Westbound 7 L 7 0.95 7 4 0 8 T 10 0.95 10 4 N 0 1 LTR 9 R 6 0.95 4 0 0 0 Eastbound 10 L 37 0.95 38 4 0 11 T 2 0.95 2 4 N 0 LTR 12 R 27 0.95 28 4 0 0 0 Delay, Queue Length, and Level of Service Approach Movement Lane Configuration v (vph) C (m) (vph) v/c 95% queue length Control Delay LOS Approach Delay Approach LOS NB 1 LT 7 1574 0.00 0.01 7.3 A SB 4 LTR 3 1475 0.00 0.01 7.4 A Westbound 7 8 LTR 23 830 0.03 0.09 9.5 A 9 9.5 A Eastbound 10 11 LTR 68 900 0.08 0.24 9.3 A 12 9.3 A Rights Reserved HCS2000TM Version 4.1d Copyright O 2003 Univcrsi of Florida, All Rights Reserved Patton Harris Rust Associates, pc Version 4.Id TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR +A Agency /Co. PHR +A Date Performed 6/22/2005 Analysis Time Period AM Peak Hour Intersection Arbor Court Victory Road Jurisdiction Frederick County, Virginia Analysis Year 2008 Background Conditions Project Description Carpers Valley Development Phase 1 East/West Street: Arbor Court North /South Street: Victory 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 4 5 2 4 4 4 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 4 5 2 4 4 4 Percent Heavy Vehicles 4 4 Median Type Undivided RT Channelized 0 0 Lanes 0 1 1 0 1 0 Configuration LT R LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 2 59 6 13 55 9 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 2 62 6 13 57 9 Percent Heavy Vehicles 4 4 4 4 4 4 Percent Grade 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR LTR LTR v (vph) 4 4 70 79 C (m) (vph) 1599 1601 872 878 v/c 0.00 0.00 0.08 0.09 95% queue length 0.01 0.01 0.26 0.30 Control Delay 7.3 7.3 9.5 9.5 LOS A A A A Approach Delay 9.5 9.5 Approach LOS A A Rights Reserved Hcs2000TM Version 4.Id Copyright 2003 University of Florida. All Rights Reserved Patton Harris Rust Associates, pc Version 4.Id General Information nalyst gency /Co. Date Performed nalysis Time Period Project Description Carpers Valley Development Phase 1 East/West Street: Arbor Court Intersection Orientation: North -South ehicle Volumes and Adjustments Major Street Movement Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Minor Street Movement Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade Flared Approach Storage RT Channelized Lanes Configuration PHR +A PHR +A 6/22/2005 PM Peak Hour Northbound 1 L 7 0.95 7 4 0 LT 7 L 7 0.95 7 4 TWO -WAY STOP CONTROL SUMMARY 0 2 T 68 0.95 71 Undivided 1 0 Westbound 8 T 10 0.95 10 4 N 0 1 LTR Site Information Intersection Jurisdiction Analysis Year Arbor Court Victory Road Frederick County, Virginia 2008 Background Conditions North /South Street: Victory Road Study Period (hrs): 0.25 3 R 32 0.95 33 1 9 R 6 0 -95 6 4 0 0 0 Southbound 4 L 3 0.95 3 4 0 LTR 10 L 37 0.95 38 4 0 5 T 3 0.95 3 1 0 11 T 2 0.95 2 4 N 0 1 LTR 6 R 23 0.95 24 0 0 Eastbound 12 R 27 0.95 28 4 0 0 0 Delay, Queue Length, and Level of Service Approach Movement Lane Configuration v (vph) C (m) (vph) v/c 95% queue length Control Delay LOS Approach Delay Approach LOS NB LT 7 1574 0.00 0.01 7.3 A SB 4 LTR 3 1475 0.00 0.01 7.4 A Westbound 7 8 LTR 23 830 0.03 0.09 9.5 A 9 9.5 A Eastbound 10 11 LTR 68 900 0.08 0.24 9.3 A 12 9.3 A Rights Reserved /CS2000TM Version 4.Id Copyright 2003 University of Florida, All Rights Reserved Patton Harris Rust Associates, pc Version 4.Id TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR +A Agency /Co. PHR +A Date Performed 6/22/2005 Analysis Time Period AM Peak Hour Intersection Costello Dr Prince Frederick Jurisdiction Frederick County, Virginia Analysis Year 2008 Background Conditions Project Description Carpers Valley Development Phase 1 East/West Street: Costello Drive North /South Street: Prince Frederick Drive 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 9 11 0 0 89 79 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 9 11 0 0 93 83 Percent Heavy Vehicles 4 4 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 35 0 31 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 0 0 36 0 32 Percent Heavy Vehicles 4 4 4 4 4 4 Percent Grade 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 1. 0 1 Configuration L R Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L R v (vph) 9 36 32 C (m) (vph) 1388 818 910 vlc 0.01 0.04 0.04 95% queue length 0.02 0.14 0.11 Control Delay 7.6 9.6 9.1 LOS A A A Approach Delay 9.4 Approach LOS A Rights Reserved HCS2000TM Version 4.1d Copyright O 2003 University of Florida, All Rights Reserved Patton Harris Rust Associates, pc Version 4.Id TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR +A Agency /Co. PHR +A Date Performed 6/22/2005 Analysis Time Period PM Peak Hour Intersection Costello Dr Prince Frederick Jurisdiction Frederick County, Virginia 2008 Background Analysis Year Conditions Project Description Carpers Valley Development Phase 1 East/West Street: Costello Drive' North /South Street: Prince Frederick Drive 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 34 65 0 0 5 123 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 35 68 0 0 5 129 Percent Heavy Vehicles 4 4 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 129 0 3 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 0 0 135 0 3 Percent Heavy Vehicles 4 4 4 4 4 4 Percent Grade 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 1 0 1 Configuration L R Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L R v (vph) 35 135 3 C (m) (vph) 1438 757 987 v/c 0.02 0.18 0.00 95% queue length 0.07 0.65 0.01 Control Delay 7.6 10.8 8.7 LOS A 8 A Approach Delay 10.7 Approach LOS 8 Rights Reserved HCS2000TM Version 4.Id Copyright O 2003 University of Florida, All Rights Reserved Patton Harris Rust Associates, pc Version 4.I d HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/21/2005 Time Period AM Peak Hour Intersection Route 50 Prince Frederick Dr Area Type All other areas Jurisdiction Frederick County, Virginia 2008 Background Analysis Year Conditions Project ID Carpers Valley Development Phase 1 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 2 1 1 2 0 1 1 0 0 1 0 Lane group L T R L TR L TR LTR Volume, V (vph) 52 750 48 17 576 4 7 22 19 16 41 96 Heavy vehicles, %HV 4 9 4 9 4 4 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A AA A A A A A Start-up lost time, I, 2.0 2.0 a 0 2.0 2.0 2.0 20 2.0 Extension of effective green, e 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 Unit extension, UE 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 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR volumes 0 0 o 0 o 0 0 o Lane width 120 12.0 120 120 12.0 12.0 12.0 12.0 Parking Grade Parking N 0 N N 0 Initial queue delay, d Control delay 32.6 18.6 14.4 31.7 17.0 27.5 28.1 31.1 Lane group LOS C 8 8 C B C C C Approach delay 19 2 17.4 28.0 31.1 Approach LOS 8 8 C C Intersection delay 19.9 X 0.44 Intersection LOS 8 HCS2000TM Copyright O 2000 University of Florida, All Rights Reserved Patton Harris Rust Associates, pc Version A]e HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6'21 /2005 Time Period PM Peak Hour Intersection Route 50 Prince Frederick Dr Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2008 Background Conditions Project ID Careers Valley Development Phase 1 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 2 1 1 2 0 1 1 0 0 1 0 Lane group L T R L T R L TR LTR Volume, V (vph) 125 870 27 30 994 81 58 51 91 11 31 16 Heavy vehicles, %HV 4 9 4 9 4 4 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) .4 A A A A A A A A A A A Start-up lost time, I 20 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 20 2.0 Arrival type, AT 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 Filtering /metering, I 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, O 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 120 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, N Buses stopping, NB 0 0 0 0 0 0 0 0 Min. time fo pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left Thru RT 03 04 NS Perm 06 07 08 Timing G= 15.0 G= 40.0 G= G= G= 20.0 G= G= G= Y= 5 Y= 5 Y= Y= Y= 5 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 132 916 28 32 1131 61 150 62 Lane group capacity, c 289 1475 690 276 1528 293 367 368 v/c ratio, X 0.46 0.62 0.04 0.12 0.74 0.21 0.41 0.17 Total green ratio, g/C 0.17 0.44 0.44 0.17 0.44 0.22 0.22 0.22 Uniform delay, d 33.8 19.2 14.1 31.9 20.7 28.5 Initial queue delay, d Control delay 35.0 20.0 14.2 32.1 22.7 28.9 30.7 28.5 Lane group LOS C B B C C C C C Approach delay 21.7 22.9 30.2 28.5 Approach LOS C C C C Intersection delay 23.1 X 0.59 Intersection LOS C /CS2000 Copyright 2000 University of Florida, All Right Reserved Patton Harris Rust Associates, pc Version 4. le HCS2000' DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/9/2005 Time Period AM Peak Hour Intersection Route 50 Sulphur Springs Rd Area Type All other areas Jurisdiction Frederick County, Virginia 2008 Background Analysis Year Conditions Project ID Careers Valley Development -Phase 1 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 2 0 0 2 1 0 0 0 1 0 1 Lane group L T T R L R Volume, V (vph) 116 754 455 29 150 170 Heavy vehicles, %HV 4 9 9 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A Start-up lost time, 1 2.0 2.0 2.0 20 2.0 20 Extension of effective green, 0 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 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR volumes 0 0 0 0 0 Lane width 12.0 120 12.0 12.0 12.0 12.0 Parking Grade Parking N 0 N N 0 N N N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 Min. time fo pedestrians, G, 3.2 3.2 3.2 Phasing EB Only Thru RT 03 04 SB Only 06 07 08 Timing G= 20.0 G= 40.0 G= G= G= 20.0 G= G= G= Y= 0 Y= 5 Y= Y= Y= 5 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 122 794 479 31 158 179 Lane group capacity, c 386 2213 1475 690 386 777 v/c ratio, X 0.32 0.36 0.32 0.04 0.41 0.23 Total green ratio, 9/0 0.22 0.67 0.44 0.44 0.22 0.50 Uniform delay, d 29.3 6.6 16.2 14.2 29.9 12.7 Progression factor, PP 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 0.5 0.1 0.1 0.0 0.7 0.2 Patton Harris Rust Associates, pc Initial queue delay, d Control delay 29.8 6.7 16.4 14.2 30.7 12.9 Lane group LOS C A 8 8 C 8 Approach delay 9.7 16.2 21.2 Approach LOS A B C Intersection delay 13.8 X 0.37 Intersection LOS 8 HC Copyright 2000 University of Florida, All Rights Reserved Patton Harris Rust Associates, pc Version 4.1e HCS2000' DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 619/2005 Time Period PM Peak Hour Intersection Route 50 Sulphur Springs Rd Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2008 Background Conditions Project ID Carpers Valley Development Phase 1 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N j 1 2 0 0 2 1 0 0 0 1 0 1 Lane group L T T R L R Volume, V (vph) 123 744 1149 186 119 170 Heavy vehicles, %HV 4 9 9 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0,95 0.95 Pretimed (P) or actuated (A) A A A A A A Start-up lost time, h 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 20 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 1.000 Initial unmet demand, (D 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR volumes 0 0 0 0 0 Lane width 12.0 120 12.0 12.0 12.0 12.0 Parking Grade Parking N 0 N N 0 N N N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 Min. time fo pedestrians, G 3.2 3.2 3.2 Phasing EB Only Thru RT 03 04 SB Only 06 07 08 Timing G= 20.0 G= 40.0 G= G= G= 20.0 G= G= G= Y= 0 Y= 5 Y= Y= Y= 5 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 129 783 1209 196 125 179 Lane group capacity, c 386 2213 1475 690 386 777 v/c ratio, X 0.33 0.35 0.82 0.28 0.32 0.23 Total green ratio, g/C 0.22 0.67 0.44 0.44 0.22 0.50 Uniform delay, d 29.4 6.5 21.8 15.9 29.3 12 7 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0,11 0.36 0.11 0.11 0.11 Incremental delay, d 0.5 0.1 3.8 0.2 0.5 0.2 Patton Harris Rust Associates, pc Initial queue delay, d Control delay 29.9 6.6 25.7 16.1 29.8 12.9 Lane group LOS C A C B C 8 Approach delay 9.9 24.3 19.8 Approach LOS A C 8 Intersection delay 18.8 X 0,57 Intersection LOS B ICS2000 Copyright 0 2000 University of Florida, All Righ s Reserved Patton Harris Rust Associates, pc Version 4.le TWO -WAY STOP CONTROL SUMMARY General Information Site Information Intersection Route 50 Victory Road Analyst PHR +A Jurisdiction Frederick County, Virginia Agency /Co. PHR +A Analysis Year 2008 Background Conditions Date Performed 6/22/2005 Analysis Time Period AM Peak Hour Project Description Carpers Valley Development Phase 1 East/West Street: Route 50 North /South Street: Victory Road Intersection Orientation: East -West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh /h) 25 678 115 34 495 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 26 713 121 35 521 0 Proportion of heavy vehicles, PHV 4 4 Median type Raised curb RT Channelized? 0 0 Lanes 1 2 1 1 2 0 Configuration L T R L T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh /h) 67 0 17 7 2 11 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 70 0 17 7 2 11 Proportion of heavy ehicles, PHV 4 4 4 4 4 4 Percent grade 0 0 Flared approach N N Storage 2 2 RT Channelized? 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Control Delay, Queue Length, Level of Service pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L L TR L TR Volume, v (vph) 26 35 70 17 7 13 Capacity, c (vph) 1028 782 307 635 354 576 /c ratio 0.03 0.04 0.23 0.03 0.02 0.02 Queue length (95 0.08 0.14 0.86 0.08 0.06 0.07 Control Delay (s /veh) 8.6 9.8 20.2 10.8 15.4 11.4 LOS A A C 8 C 8 pproach delay (s /veh) 18.3 12.8 pproach LOS C B HCS2000TM Copyright 2003 Unive sity of Florida. All Rights Reserved Patton Harris Rust Associates, pc Version 4 Id TWO -WAY STOP CONTROL SUMMARY General Information Site Information Intersection Route 50 Victory Road Analyst PHR +A Jurisdiction Frederick County, Virginia Agency /Co. PHR +A Analysis Year 2008 Background Conditions Date Performed 6/22/2005 Analysis Time Period PM Peak Hour Project Description Carpers Valley Development Phase 1 East/West Street: Route 50 North /South Street: Victory Road Intersection Orientation: East -West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh /h) 88 595 92 60 1102 1 Peak -hour factor, PHF 0.95 0. 95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 92 626 96 63 1160 Proportion of heavy vehicles, PHV 4 4 Median type Raised curb RT Channelized? 0 0 Lanes 1 2 1 1 2 0 Configuration L T R L T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh /h) 147 3 40 10 1 1 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 154 3 42 10 1 1 Proportion of heavy vehicles, PHV 4 4 4 4 4 Percent grade 0 0 Flared approach N N Storage 2 2 RT Channelized? 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Control Delay, Queue Length, Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L L TR L TR Volume, v (vph) 92 63 154 45 10 2 Capacity, c (vph) 586 863 194 502 139 226 v/c ratio 0.16 0.07 0.79 0.09 0.07 0.01 Queue length (95 0.55 0.24 5.50 0.29 0.23 0.03 Control Delay (s /veh) 12.3 9.5 70.9 129 32.9 21.1 LOS 8 A F 8 D C Approach delay (s /veh) 57.8 30.9 Approach LOS F D IC Copyright 0 2003 Unive city of Florida. Alt Rights Reserved Patton Harris Rust Associates, pc Version 4.Id HCS2000 DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/21/2005 Time Period AM Peak Hour Intersection Route 50 Victory Road Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2008 Background Conditions Carpers Valley Development Project ID Suggested Improvements Phasel Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 2 1 1 2 0 1 1 0 1 1 0 Lane group LT R L T R L TR L TR Volume, V (vph) 25 678 115 34 495 0 67 0 17 7 2 11 Heavy vehicles, %HV 4 9 4 9 4 4 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A AA A AA A A Start-up lost time, 1 2.0 2.0 20 2.0 2.0 2.0 2.0 2.0 20 Extension of effective green, e 20 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, Q 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 120 12.0 120 12.0 12.0 12.0 120 Parking Grade Parking N O N N O N N O N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left Thru RT 03 04 NS Perm 06 07 08 Timing G= 15.0 G= 38.0 G= G= G= 22.0 G= G= G= Y= 5 Y= 5 Y= Y= Y= 5 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 26 714 121 36 521 71 18 7 14 Lane group capacity, c 289 1401 656 276 1468 334 380 333 389 v/c ratio, X 0.09 0.51 0.18 0.13 0.35 0.21 0.05 0.02 0.04 Total green ratio, 9/0 0.17 0.42 0.42 0.17 0.42 0.24 0.24 0.24 0.24 Uniform delay, d 31.7 19.1 16.3 31.9 17.7 271 26.0 25.8 25.9 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 0.12 0.11 0.11 0.11 0.11 0.11 0.11 0.11 Incremental delay, d 0.1 0.3 0.1 0.2 0.1 0.3 a1 0.0 0.0 Patton Harris Rust Associates, pc Initial queue delay. d Control delay 31.9 19.5 16.4 32.2 17.8 27.4 26.0 25.8 26.0 Lane group LOS C 8 8 C 8 C C C C Approach delay 19 4 18.7 27.1 25.9 Approach LOS 8 B C C Intersection delay 19.7 X 0.35 Intersection LOS B HCS2000 M Copyright 0 2000 University of Horida, All Rig is Reserved Patton Harris Rust Associates, pc Version 4_le HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/21/2005 Time Period PM Peak Hour Intersection Route 50 Victory Road Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2008 Background Conditions Carpers Valley Development Project ID Suggested Improvements Phase 1 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 2 1 1 2 0 1 1 0 1 1 0 Lane group LT R L TR L TR L TR Volume, V (vph) 88 595 92 60 1102 1 147 3 40 10 1 1 Heavy vehicles, %HV 4 9 4 9 4 4 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 as 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A .,4 AA A AA A A Start-up lost time, I, 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 20 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, Q 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 120 12.0 Parking Grade Parking N O N N O N N O N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 0 Min. time fo pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left Thru RT 03 04 NS Perm 06 07 08 Timing G= 15.0 G= 40.0 G= G= G= 20.0 G= G= G= Y= 5 Y= 5 Y= Y= Y= 5 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 93 626 97 63 1161 155 45 11 2 Lane group capacity, c 289 1475 690 276 1546 307 349 295 376 v/c ratio, X 0.32 0.42 0.14 0.23 0.75 0.50 0.13 0.04 0.01 Total green ratio, WC 0.17 0.44 0.44 0.17 0.44 0.22 0.22 0.22 0.22 Uniform delay, d 33.0 17.1 14.8 325 20.8 30.7 28.0 27.4 27.3 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.11 0.11 0.31 0.11 0.11 0.11 0.11 Incremental delay, d 0.6 0.2 0.1 0.4 2.1 1.4 0.2 0.1 0.0 Patton Harris Rust Associates, pc Initial queue delay, d Control delay 33.7 17.3 14.9 32.9 23.0 32.0 28.2 27.5 273 Lane group LOS C 8 8 C C C C C C Approach delay 18.9 23.5 31.2 27.5 Approach LOS 8 C C C Intersection delay 22.5 X 0.60 Intersection LOS C IC Copyright 2000 University of Florida. All Rig is Reserved Patton Harris Rust Associates, pc Version 4.1e HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/21/2005 Time Period AM Peak Hour Intersection Costello Drive Route 522 Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2008 Background Conditions Project ID Carpers Valley Development Phase 1 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 0 1 0 1 1 1 1 2 1 1 2 0 Lane group LTR L LT R L T R LTR Volume, V (vph) 29 3 15 129 7 63 2 660 80 87 676 6 Heavy vehicles, %HV 4 4 4 4 4 4 4 9 4 4 9 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start -up lost time, I, 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 20 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, Q 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 120 12.0 120 12.0 Parking Grade Parking N 0 N N O N N O N N O N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 0 Min time fo pedestrians, G 3.2 3.2 3.2 3.2 Phasing WB Only EB Only 03 04 SB Only NS Perm 07 08 Timing G= 18.0 G= 13.0 0= G= G= 120 G= 32.0 G= G= Y= 5 Y= 5 Y= Y= Y= 0 Y= 5 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 50 136 7 66 2 695 84 92 718 Lane group capacity, c 245 347 365 518 246 1180 949 367 1621 v/c ratio, X 0.20 0.39 0.02 0.13 0.01 0.59 0.09 0.25 0.44 Total green ratio, g/C 0.14 0.20 0.20 0.33 0.36 0.36 0.61 0.49 0.49 Uniform delay, d 33.9 31.2 28.9 20.9 18.7 23.6 7.2 13.8 15.0 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.11 0.11 0.11 0.18 0.11 0.11 0.11 Incremental delay, d 0.4 0.7 0.0 0.1 0.0 0.8 0.0 0.4 0.2 Initial queue delay, d Patton Harris Rust Associates, pc Control delay 34.4 32.0 28.9 21.0 18.8 24.4 7.2 14.2 15.2 Lane group LOS C C C C 8 C A 8 B Approach delay 34.4 28.4 22.6 15.1 Approach LOS c c C B Intersection delay 20.3 X 0.48 0 Intersection LOS C Jcs2000 Copyright 2000 University of Florida, All Ri hts Reserved Patton Harris Rust Associates, pc Version 4.1 HCS2000' DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/21/2005 Time Period PM Peak Hour Intersection Costello Drive Route 522 Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2008 Background Conditions Project ID Careers Valley Development Phase 1 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 0 1 0 1 1 1 1 2 1 1 2 0 Lane group L TR L LT R L T R L TR Volume, V (vph) 15 6 14 200 6 211 4 873 219 277 687 8 Heavy vehicles, %HV 4 4 4 4 4 4 4 9 4 4 9 4 Peak -hour factor, PHF 0,95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A AA A A A A A A A A Start-up lost time, 1 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 20 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 20 2.0 2.0 20 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, Q 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 60 0 0 0 0 Lane width 120 12.0 12.0 120 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, N Buses stopping, N 0 0 0 0 0 0 0 0 0 Min. time fo pedestrians, G 3.2 3.2 3.2 3.2 Phasing WB Only EB Only 03 04 SB Only NS Perm 07 08 Timing G= 18.0 G= 13.0 G= G= G= 14.0 G= 30.0 G= G= Y= 5 Y= 5 Y= Y= Y= 0 Y= 5 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 37 211 6 159 4 919 231 292 731 Lane group capacity, c 244 347 365 552 228 1106 915 351 1621 v/c ratio, X 0.15 0.61 0.02 0.29 0.02 0.83 0.25 0.83 0.45 Total green ratio, gJJC 0.14 0.20 0.20 0.36 0.33 0.33 0.59 0.49 0.49 Uniform delay, d 33.7 328 28.9 20.8 20.1 27.7 8.9 21.1 15.1 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 0.19 0.11 0.11 0.11 0.37 0.11 0.37 0.11 Incremental delay, d 0.3 3.1 0.0 0.3 0.0 5.5 0.1 15.5 0.2 Initial queue delay, d Patton Harris Rust Associates, pc HCS2000 Copyright 0 2000 University of Florida, All Ri hts Reserved Patton Harris Rust Associates, pc Version 4 to 34.0 35.9 28 2c 1 20 1 33.2 36.6 15.3 L ne LOS 4 Approach delay 34.0 29.5 28.3 21.4 Approach LOS C C C C Intersection delay 25.8 X 0.74 Intersection LOS C HCS2000 Copyright 0 2000 University of Florida, All Ri hts Reserved Patton Harris Rust Associates, pc Version 4 to TWO -WAY STOP CONTROL SUMMARY General Information Analyst PHR +A Agency /Co. PHR +A Date Performed 6/22/2005 Analysis Time Period AM Peak Hour Site Information Intersection Arbor Court Victory Road Jurisdiction Frederick County, Virginia Analysis Year 2008 Build -out Conditions Project Description Carpers Valley Development Phase 1 East/West Street: Arbor Court Intersection Orientation: North -South North /South Street: Victory Road Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movement Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Percent Heavy Vehicles Minor Street Movement Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Grade Flared Approach Storage RT Channelized Lanes Configuration A pproach Movement ane Configuration (vph) (m) (vph) V /c 9 5% queue length C ontrol Delay L OS Approach Delay Approach LOS Northbound 1 L 4 0.95 4 4 0 LT 7 L 2 0.95 2 4 0 Delay, Queue Length, and Level of Service NB 1 LT 4 1581 0.00 0.01 7.3 A T 8 0.95 8 1 0 8 T 59 0.95 62 4 N 0 1 LTR SB 4 LTR 4 1597 0.00 0.01 7.3 A 3 R 2 0.95 2 0 1 R Westbound 9 R 6 0.95 6 4 0 0 0 4 L 4 0.95 4 4 Undivided 0 LTR 10 L 13 0.95 13 4 0 Westbound 7 8 LTR 70 854 0.08 0.27 9.6 A Southbound Eastbound 0 9 9.6 A 5 T 18 0.95 18 1 0 11 T 55 0.95 57 4 N 0 1 LTR Eastbound 10 6 R 4 0.95 4 0 0 12 R 9 0.95 9 4 0 0 11 LTR 79 859 0.09 0.30 9.6 A 12 9.6 A Rights Reserved HCS2000TM Version 4.Id Copyright C 2003 University of Florida, All Rights Reserved Patton Han Rust Associates, pc Version 4.Id TWO -WAY STOP CONTROL SUMMARY General Information Site Information nalyst PHR +A gency /Co. PHR +A Date Performed 6/22/2005 nalysis Time Period PM Peak Hour Intersection Arbor Court Victory Road Jurisdiction Frederick County, Virginia Analysis Year 2008 Build -out Conditions Project Description Carpers Valley Development Phase 1 East/West Street: Arbor Court North /South Street: Victory 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 olume 7 82 32 3 10 23 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 7 86 33 3 10 24 Percent Heavy Vehicles 4 4 Median Type Undivided RT Channelized 0 0 Lanes 0 1 1 0 1 0 Configuration LT R LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 7 10 6 37 2 27 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 7 10 6 38 2 28 Percent Heavy Vehicles 4 4 4 4 4 4 Percent Grade 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR LTR LTR v (vph) 7 3 23 68 C (m)(vph) 1565 1457 807 879 v/c 0.00 0.00 0.03 0.08 95% queue length' 0.01 0.01 0.09 0.25 Control Delay 7.3 7.5 9.6 9.4 LOS A A A A Approach Delay 9.6 9.4 Approach LOS A A Rights Reserved HCSNIDOTM Version 4.Id Copyright 2003 University of Florida, All Rights Reserved Patton Harris Rust Associates, pc Version 4.Id TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR +A Agency /Co. PHR +A Date Performed 6/21/2005 Analysis Time Period AM Peak Hour Intersection Costello Dr Prince Frederick Jurisdiction Frederick County, Virginia Analysis Year 2008 Build -out Conditions Project Description Carpers Valley Development Phase 1 East/West Street: Costello Drive North /South Street: Prince Frederick Drive 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 9 11 0 0 89 79 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 9 11 0 0 93 83 Percent Heavy Vehicles 4 4 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 35 0 31 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 0 0 36 0 32 Percent Heavy Vehicles 4 4 4 4 4 4 Percent Grade 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 1 0 1 Configuration L R Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L R v (vph) 9 36 32 C (m) (Jph) 1388 818 910 v/c 0.01 0.04 0.04 95% queue length 0.02 0.14 0.11 Control Delay 7.6 9.6 9.1 LOS A A A Approach Delay 9.4 Approach LOS A Rights Reserved HCS2000TM Version 4.Id Copyright 2003 University of Florida. All Rights Reserved Patton Harris Rust Associates, pc Version 4.Id TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR +A Agency /Co. PHR +A Date Performed 6/21/2005 Analysis Time Period PM Peak Hour Intersection Costello Dr Prince Frederick Jurisdiction Frederick County, Virginia Analysis Year 2008 Build -out Conditions Project Description Carpers Valley Development Phase 1 East/West Street: Costello Drive North /South Street: Prince Frederick Drive 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 34 65 0 0 5 123 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 35 68 0 0 5 129 Percent Heavy Vehicles 4 4 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 129 0 3 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 0 0 135 0 3 Percent Heavy Vehicles 4 4 4 4 4 4 Percent Grade 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 1 0 1 Configuration L R Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L R v (vph) 35 135 3 C (m) (vph) 1438 757 987 v/c 0.02 0.18 0.00 95% queue length 0.07 0.65 0.01 Control Delay 76 10.8 8.7 LOS A 8 A Approach Delay 10.7 Approach LOS 8 Rights Reserved //CS2000TM Version 4.IJ Copyright 2003 University of Florida, All Rights Reserved Patton Harris Rust Associates, pc .Version 4.Id HCS2000' DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/21/2005 Time Period AM Peak Hour ntersection Route 50 Prince Frederick Dr Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2008 Buildout Conditions Project ID Careers Valley Development Phase 1 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 2 1 1 2 0 1 1 0 0 1 0 Lane group LT R L T R L TR LTR Volume, V (vph) 52 781 48 17 705 4 7 22 19 16 41 96 Heavy vehicles, %HV 4 9 4 9 4 4 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A AA A A A A A Start-up lost time, I 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 20 2.0 2.0 2.0 20 2.0 2.0 2.0 Arrival type, AT 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 Filtering /metering, I 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 120 120 120 12.0 12.0 12.0 Parking Grade Parking N O N N O N N O N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 Min. time fo pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left Thru RT 03 04 NS Perm 06 07 08 Timing G= 15.0 G= 40.0 G= G= G= 20.0 G= G= G= Y= 5 Y= 5 Y= Y= Y= 5 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 55 822 51 18 746 7 43 161 Lane group capacity, c 289 1475 690 276 1545 232 378 361 v/c ratio, X 0.19 0.56 0.07 0.07 0.48 0.03 0.11 0.45 Total green ratio, g/C 0.17 0.44 0.44 0.17 0.44 0.22 0.22 0.22 Uniform delay, d 323 18.5 14.4 31.6 17.7 27.4 27.9 30.2 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.15 0.11 0.11 0.11 0.11 0.11 0.11 Incremental delay, d 0.3 0.5 0.0 0.1 0.2 0.1 0.1 0.9 Initial queue delay, d Pa ton Harris Rust Associates, pc Control delay 32.6 18.9 14.4 31.7 17.9 27.5 28.1 31.1 Lane group LOS C 8 8 C B C C C Approach delay 19.5 18.2 28.0 31.1 Approach LOS 8 8 C C Intersection delay 20.2 X 0.45 c Intersection LOS C HCS2000 Copyright M 2000 University of Florida, All Right Reserved Patton Harris Rust Associates, pc Version 4.1 HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/21/2005 Time Period PM Peak Hour Intersection Route 50 Prince Frederick Or Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2008 Buildout Conditions Project ID Carpers Valley Development Phase 1 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 2 1 1 2 0 1 1 0 0 1 0 Lane group LT R L T R L TR LTR Volume, V (vph) 125 993 27 30 1058 81 58 51 91 11 31 16 Heavy vehicles, HV 4 9 4 9 4 4 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A AA A A A A A Start-up lost time, I, 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 20 20 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 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 Filtering /metering, I 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, O 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 120 Parking Grade Parking N 0 NN 0 NN 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 Min. time fo pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left Thru RT 03 04 NS Perm 06 07 08 Timing G= 15.0 G= 40.0 G= G= G= 20.0 G= G= G= Y= 5 Y= 5 Y= Y= Y= 5 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 132 1045 28 32 1199 61 150 62 Lane group capacity, c 289 1475 690 276 1529 293 367 368 v/c ratio, X 0.46 0.71 0.04 0.12 0.78 0.21 0.41 0.17 Total green ratio, g/C 0.17 0.44 0.44 0.17 0.44 0.22 0.22 0.22 Uniform delay, d, 33.8 20.3 14.1 31.9 21.3 28.5 29.9 28.3 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.27 0.11 0.11 0.33 0.11 0.11 0.11 Incremental delay, d 1.1 1.6 0.0 0.2 28 0.4 0.7 0.2 Initial queue delay, d Pa ton Harris Ru t Associates, pc Control delay 35.0 21.9 14.2 321 24.1 28.9 30.7 28.5 Lane group LOS C C B C C C C C Approach delay 23.1 24.3 30.2 28.5 Approach LOS C C C C Intersection delay 24.3 X 0.62 Intersection LOS C ICS2000 Copyright 0 2000 University of Florida, All Right Reserved Patton Harris Rust Associates, pc Version 4. le HCS2000' DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 619/2005 Time Period AM Peak Hour Intersection Route 50 Sulphur Springs Rd Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2008 Buildout Conditions Project ID Carpers Valley Development Phasel Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 2 1 1 2 1 1 1 0 1 1 0 Lane group LT R L TR L TR L TR Volume, V (vph) 116 754 30 34 455 29 129 14 143 150 3 170 Heavy vehicles, %HV 4 9 4 4 9 4 4 9 4 4 9 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A AA A A A AA A A Start-up lost time, I, 2.0 2.0 2.0 2.0 20 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 20 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, Q 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 120 120 Parking Grade Parking N O N N O N N O N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 0 0 Min. time fo pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left Thru RT 03 04 NS Perm 06 07 08 Timing G= 10.0 G= 38.0 G= G= G= 270 G= G= G= Y= 5 Y= 5 Y= Y= Y= 5 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 122 794 32 36 479 31 136 166 158 182 Lane group capacity, c 193 1401 656 193 1401 656 325 471 339 467 v/c ratio, X 0.63 0.57 0.05 0.19 0.34 0.05 0.42 0.35 0.47 0.39 Total green ratio, g/C 0.11 0.42 0.42 0.11 0.42 0.42 0.30 0.30 0.30 0.30 Uniform delay, d 38.2 19.7 15.3 36.3 176 15.3 25.2 24.7 25.6 25.0 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 0.21 0.16 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 Incremental delay, d 6.6 0.5 0.0 0.5 0.1 0.0 0.9 0.5 1.0 0.5 Patton Harris Rust Associates, pc Initial queue delay, d Control delay 44.8 20.3 15.4 36.8 17.7 15.4 26.1 25.1 26.6 25.5 Lane group LOS D C 8 D B B C C C C Approach delay 23.3 18.8 25.6 26.0 Approach LOS C 8 C C Intersection delay 22.9 X 0.54 Intersection LOS C HC 52000 TM Copyright 0 2000 University of Florida, All Righ s Reserved Patton Harris Rust Associates, pc Version 4.1e HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/21/2005 Time Period PM Peak Hour ntersection Route 50 Sulphur Springs Rd Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2008 Buildout Conditions Project ID Carpers Valley Development Phase 1 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 2 1 1 2 1 1 1 0 1 1 0 Lane group L T R L T R L TR L TR Volume, V (vph) 123 744 124 137 1149 186 65 7 72 119 14 170 Heavy vehicles, %HV 4 9 4 4 9 4 4 9 4 4 9 4 Peak -hour factor, PHF 0.95' 0.95 0.95 0.95 295 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A,4 A AA A A Start-up lost time, I, 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, B 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, Q 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 120 12.0 120 12.0 12.0 12.0 120 120 Parking Grade Parking N O N N O N N O N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 0 0 Min. time fo pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left Thru RT 03 04 NS Perm 06 07 08 Timing G 11.0 G 42.0 G= G 3 2 2 0 6 G= G= Y= 5 Y= 5 Y= Y= Y= 5 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 129 783 131 144 1209 196 68 83 125 194 Lane group capacity, c 212 1549. 725 212 1549 725 242 384 314 383 v/c ratio, X 0.61 0.51 0.18 0.68 0.78 0.27 0.28 0.22 0.40 0.51 Total green ratio, g/C 0.12 0.47 0.47 0.12 0.47 0.47 0.24 0.24 0.24 0.24 Uniform delay, d 37.5 16.8 14.0 37.8 20.1 14.6 27.6 27.1 28.5 29.3 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 0.19 0.11 0.11 0.25 0.33 0.11 0.11 0.11 0.11 0.12 Incremental delay, d 5.0 0.3 0.1 8.5 as 0.2 0.6 0.3 0.8 1.1 Patton Harris Rust Associates, pc Initial queue delay, d Control delay 42.5 17.0 14.1 46.3 22.8 14.9 28.2 27.4 29.3 30.4 Lane group LOS D 8 8 D C B C C C C Approach delay 19.8 24.0 27.8 30.0 Approach LOS 8 C C C Intersection delay 23.4 X 0.69 Intersection LOS C /CS2000TM Copyright 2000 University of Florida. All Rights Resented Patton Harris Rust Associates, pc Version 4.1e TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR +A Intersection Route 50 Victory Road Agency /Co. PHR +A Jurisdiction Frederick County, Virginia Date Performed 6/21/2005 Analysis Year 2008 Buildout Conditions Analysis Time Period AM Peak Hour Project Description Carpers Valley Development Phase 1 East/West Street: Route 50 North /South Street: Victory Road Intersection Orientation: East -West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh /h) 25 906 129 34 925 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (vehlh) 26 953 135 35 973 0 Proportion of heavy vehicles, P Pm 4 4 Median type Raised curb RT Channelized? 0 0 Lanes 1 2 1 1 2 0 Configuration L T R L T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh /h) 70 0 17 7 2 11 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 73 0 17 7 2 11 Proportion of heavy vehicles, PHV 4 4 4 4 4 4 Percent grade 0 0 Flared approach N N Storage 2 2 RT Channelized? 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Control Delay, Queue Length, Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L L TR L TR Volume, v (vph) 26 35 73 17 7 13 Capacity, c (vph) 692 625 207 530 198 396 v/c ratio 0.04 0.06 0.35 0.03 0.04 0.03 Queue length (95 0.12 0.18 1.50 0.10 0.11 0.10 Control Delay (s /veh) 10.4 11.1 31.6 12.0 23.8 14.4 LOS 8 B D 8 C 8 Approach delay (s /veh) 279 17.7 Approach LOS D C HCS Copyright O 2003 University of Florida, All Rights Reserved Patton Harris Rust Associates, pc Version 4.1d TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR +A Intersection Route 50 Victory Road Agency /Co. PHR +A Jurisdiction Frederick County, Virginia Date Performed 6/21/2005 Analysis Year 2008 Buildout Conditions Analysis Time Period PM Peak Hour Project Description Carpers Valley Development Phase 1 East/West Street: Route 50 North /South Street: Victory Road Intersection Orientation: East -West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh /h) 88 1059 99 60 1382 1 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 92 1114 104 63 1454 1 Proportion of heavy vehicles, P HV 4 4 Median type Raised curb RT Channelized? 0 0 Lanes 1 2 1 1 2 0 Configuration L T R L T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh /h) 161 3 40 10 1 1 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 169 3 42 10 1 1 Proportion of heavy vehicles, PHV 4 4 4 4 4 4 Percent grade 0 0 Flared approach N N Storage 2 2 RT Channelized? 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Control Delay, Queue Length, Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10- 11 12 Lane Configuration L L L TR L TR Volume, v (vph) 92 63 169 45 10 2 Capacity, c (vph) 451 557 104 296 84 124 v/c ratio 0.20 0.11 1.63 0.15 0.12 0.02 Queue length (95 0.76 0.38 13.00 0.53 0.39 0.05 Control Delay (s /veh) 15.0 12.3 392.6 19.3 53.6 34.5 LOS C B F C F D Approach delay (s /veh) 314.1 50.4 Approach LOS F F HCS2000 Copyright O 2003 Unive city of Florida. All Rights Reserved Patton Harris Rust Associates, pc Version 4.Id HCS2000TM DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/21/2005 Time Period AM Peak Hour Intersection Route 50 Victory Road Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2008 Buildout Conditions Careers Valley Development Project ID Suggested Improvements Phasel Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 2 1 1 2 0 1 1 0 1 1 0 Lane group LT R L TR L TR L TR Volume, V (vph) 25 808 129 34 525 0 70 0 17 7 2 11 Heavy vehicles, %HV 4 9 4 9 4 4 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A AA A AA A A Start-up lost time, I 2.0 2.0 20 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 20 20 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, O 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 120 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, N Buses stopping, N 0 0 0 0 0 0 0 0 0 Min. time fo pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left Thru RT 03 04 NS Perm 06 07 08 Timing G= 15.0 G= 38.0 G= G= G= 220 G= G= G= Y= 5 Y= 5 Y= Y= Y= 5 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 26 851 136 36 553 74 18 7 14 Lane group capacity, c 289 1401 656 276 1468 334 380 333 389 v/c ratio, X 0.09 0.61 0.21 0.13 0.38 0.22 0.05 0.02 0.04 Total green ratio, g/C 0.17 0.42 0.42 0.17 0.42 0.24 0.24 0.24 0.24 Uniform delay, d 31.7 20.2 16.5 31.9 17.9 27.2 26.0 25.8 25.9 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 0.19 0.11 0.11 0.11 0.11 0.11 0.11 0.11 Incremental delay, d 0.1 0.8 0.2 0.2 0.2 0.3 0.1 0.0 0.0 Initial queue delay, d Patton Harris Rust Associates, pc Control delay 31.9 21.0 16.6 322 18.0 27.5 26.0 25.8 26.0 Lane group LOS C C 8 C 8 C C C C Approach delay 20.7 18.9 27.2 25.9 Approach LOS C 8 C C Intersection delay 20.5 X 0.40 Intersection LOS C ICS2000 Copyright O 2000 University of Florida, All Righ s Reserved Patton Harris Rust Associates, pc Version 4.le HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/21/2005 Time Period PM Peak Hour Intersection Route 50 Victory Road Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2008 Buildout Conditions Carpers Valley Development Project ID Suggested Improvements Phase 1 Volume and Timing Input EB WB NB SB _LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 2 1 1 2 0 1 1 0 1 1 0 Lane group L T R L TR L TR L TR Volume, V (vph) 88 660 99 60 1226 1 161 3 40 10 1 1 Heavy vehicles, %HV 4 9 4 9 4 4 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A AA A AA A A Start-up lost time, I, 2.0 2.0 2.0 20 2.0 2.0 20 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 20 2.0 2.0 2.0 20 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, Q 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 120 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, N Buses stopping, N 0 0 0 0 0 0 0 0 0 Min. time fo pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left Thru RT 03 04 NS Perm 06 07 08 Timing G= 15.0 G= 40.0 0= G= G= 20.0 G= G= G= Y= 5 Y= 5 Y= Y= Y= 5 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 93 695 104 63 1292 169 45 11 2 Lane group capacity, c 289 1475 690 276 1546 307 349 295 376 v/c ratio, X 0.32 0.47 0.15 0.23 0.84 0.55 0.13 0.04 0.01 Total green ratio, giC 0.17 0.44 0.44 0.17 0.44 0.22 0.22 0.22 0.22 Uniform delay, d 33.0 17.6 14.9 32.5 22.1 31.0 28.0 27.4 27.3 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.11 0.11 0.37 0.15 0.11 0.11 0.11 Incremental delay, d 0.6 0.2 0.1 0.4 4.2 2.1 0.2 0.1 0.0 Initial queue delay, d Patton Harris Rust Associates, pc Control delay 33.7 17.8 15.0 32.9 26.3 33.1 28.2 27.5 27.3 Lane group LOS C B 8 C C C C C C Approach delay 19 1 26.6 32.1 27.5 Approach LOS 8 C C C Intersection delay 24.4 X 0.66 Intersection LOS C 7CS2000 Copyright 2000 University of Florida, All Rights Reserved Patton Harris Rust Associates, pc Version 4.le HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/21/2005 Time Period AM Peak Hour Intersection Costello Drive Route 522 Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2008 Buildout Conditions Project ID Careers Valley Development Phase 1 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 0 1 0 1 1 1 1 2 1 1 2 0 Lane group LTR L LT R L T R LTR Volume, V (vph) Lane group LOS I C I C I C I C 8 I C I A 8 I B Approach delay 34.4 28.4 22.7 15.3 Approach LOS C C C 8 Intersection delay 20.3 X 0.48 Intersection LOS C HCS2000TM Copyright O 2000 University of Florida. All Ri hts Reserved Patton Harris Rust Associates, pc Version 4. le HCS2000 DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/21/2005 Time Period PM Peak Hour Intersection Costello Drive Route 522 Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2008 Buildout Conditions Project ID Carpers Valley Development Phase 1 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N j 0 1 0 1 1 1 1 2 1 1 2 0 Lane group LTR L LT R L T R LTR Volume, V (vph) 15 6 14 200 6 211 4 900 219 277 702 8 Heavy vehicles, %HV 4 4 4 4 4 4 4 9 4 4 9 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A AA A A A A A A A A Start-up lost time, 1 20 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 20 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, Gip 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 60 0 0 0 0 Lane width 120 120 12.0 12.0 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, N Buses stopping, N 0 0 0 0 0 0 0 0 0 Min. time fo pedestrians, G 3.2 3.2 3.2 3.2 Phasing WB Only EB Only 03 04 SB Only NS Perm 07 08 Timing G= 18.0 G= 13.0 G= G= G= 14.0 G= 30.0 G= G= Y= 5 Y= 5 Y= Y= Y= 0 Y= 5 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 37 211 6 159 4 947 231 292 747 Lane group capacity, c 244 347 365 552 224 1106 915 351 1621 v/c ratio, X 0.15 0.61 0.02 0.29 0.02 0.86 0.25 0.83 0.46 Total green ratio, giC 0.14 0.20 0.20 0.36 0.33 0.33 0.59 0.49 0.49 Uniform delay, d 33.7 32.8 28.9 20.8 20.1 28.0 8.9 21.2 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 0.11 0.19 0.11 0.11 0.11 0.39 0.11 0.37 0.11 Incremental delay, d 0.3 3.1 0.0 0.3 0.0 6.8 0.1 15.5 0.2 Initial queue delay, d Control delay 34.0 35.9 28.9 21.1 20.2 34.8 9.1 36.7 15.4 Patton Harris Rust Associates, pc Lane group LOS I C l 0 I C I C C I C I A 0 18 Approach delay 34.0 29.5 29.7 21.4 Approach LOS C C C C Intersection delay 26.5 X 0.75 Intersection LOS C HCS2 000 TM Copyright C 2000 University of Florida, All Ri hts Reserved Patton Harris Rust Associates, pc ersfon 41 TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR +A Agency /Co. PHR +A Date Performed 6/21/2005 Analysis Time Period AM Peak Hour Intersection Arbor Court Victory Road Jurisdiction Frederick County, Virginia Analysis Year 2010 Background Conditions Project Description Carpers Valley Development Phase 2A East/West Street: Arbor Court North /South Street: Victory 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 4 5 2 4 4 4 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 4 5 2 4 4 4 Percent Heavy Vehicles 4 4 Median Type Undivided RT Channelized 0 0 Lanes 0 1 1 0 1 0 Configuration LT R LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 2 59 6 13 55 9 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 2 62 6 13 57 9 Percent Heavy Vehicles 4 4 4 4 4 4 Percent Grade 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR LTR LTR v(vph) 4 4 70 79 C (m) (vph) 1599 1601 872 878 v/c 0.00 0.00 0.08 0.09 95% queue length 0.01 0.01 0.26 0.30 Control Delay 7.3 7.3 9.5 9.5 LOS A A A A Approach Delay 9.5 9.5 Approach LOS A A Rights Reserved HCS2000TM Version 4.Id Copyright 2003 University of Florida, All Rights Reserved Patton Harris Rust Associates Version 4.1d TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst PHR +A Agency /Co. PHR +A Date Performed 6/21/2005 Analysis Time Period PM Peak Hour Intersection Arbor Court Victory Road Jurisdiction Frederick County, Virginia Analysis Year 2010 Background Conditions Project Description Careers Valley Development Phase 2A East/West Street: Arbor Court North /South Street: Victory 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 7 68 32 3 3 23 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 7 71 33 3 3 24 Percent Heavy Vehicles 4 4 Median Type Undivided RT Channelized 0 0 Lanes 0 1 1 0 1 0 Configuration LT R LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 7 10 6 37 2 27 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 7 10 6 38 2 28 Percent Heavy Vehicles 4 4 4 4 4 4 Percent Grade 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR LTR LTR v (vph) 7 3 23 68 C (m) (vph) 1574 1475 830 900 v/c 0.00 0.00 0.03 0.08 95% queue length 0.01 0.01 0.09 0.24 Control Delay 7.3 7.4 9.5 9.3 LOS A A A A Approach Delay 9.5 9.3 Approach LOS A A Rights Reserved HCS2000TM Version 4.Id Copyright 2003 University of Florida, All Rights Reserved Patton Harris Rust Associates Version 4.1d TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR +A Agency /Co. PHR +A Date Performed 6/22/2005 Analysis Time Period AM Peak Hour Intersection Costello Dr Prince Frederick Jurisdiction Frederick County, Virginia Analysis Year 2010 Background Conditions Project Description Carpers Valley Development Phase 2A East/West Street: Costello Drive North /South Street: Prince Frederick Drive 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 9 11 0 0 89 79 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 9 11 0 0 93 83 Percent Heavy Vehicles 4 4 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 35 0 31 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 0 0 36 0 32 Percent Heavy Vehicles 4 4 4 4 4 4 Percent Grade 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 1 0 1 Configuration L R Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L R v (vph) 9 36 32 C (m) (vph) 1388 818 910 v/c 0.01 0.04 0.04 95% queue length 0.02 0.14 0.11 Control Delay 7.6 9.6 9.1 LOS A A A Approach Delay 9.4 Approach LOS A Rights Reserved HC52000TM Version 4.Id Copyright KJ 2003 University of Florida. All Rights Reserved Patton Harris Rust Associates Version 41d TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR +A Agency /Co. PHR +A Date Performed 6/22/2005 Analysis Time Period PM Peak Hour Intersection Costello Dr Prince Frederick Jurisdiction Frederick County, Virginia Analysis Year 2010 Background Conditions Project Description Carpers Valley Development Phase 2A EastWWest Street: Costello Drive North /South Street: Prince Frederick Drive 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 34 65 0 0 5 123 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 35 68 0 0 5 129 Percent Heavy Vehicles 4 4 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 129 0 3 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 0 0 135 0 3 Percent Heavy Vehicles 4 4 4 4 4 4 Percent Grade 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 1 0 1 Configuration L R Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L R v (vph) 35 135 3 C (m) (vph) 1438 757 987 vlc 0.02 0.18 0.00 95% queue length 0.07 0.65 0.01 Control Delay 7.6 10.8 8.7 LOS A 8 A Approach Delay 10.7 Approach LOS 8 Rights Reserved HCS2000CM Version 4.Id Copyright O 2003 University of Florida, All Rights Reserved Patton Harris Rust Associates Version 4.Id HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/22/2005 Time Period AM Peak Hour Intersection Route 50 Prince Frederick Dr Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Carpers Valley Development Project ID Suggested Improvements- Phase 2A Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 0 1 0 0 0 1 1 0 0 1 0 Lane group L R L T TR Volume, V (vph) 35 222 77 126 932 79 Heavy vehicles, %HV 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A Start-up lost time, 1 2.0 2.0 20 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 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 Ped I Bike RTOR volumes 0 0 0 0 20 Lane width 12.0 12.0 12.0 12.0 12.0 Parking Grade Parking N 0 N N N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EB Only 02 03 04 NS Perm 06 07 08 Timing G= 23.0 G= G= G= G= 57.0 G= G= G= Y= 5 Y= Y= Y= Y= 5 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 37 234 81 133 1043 Lane group capacity, c 444 397 244 1157 1148 v/c ratio, X 0,08 0.59 0.33 0.11 0.91 Total green ratio, glC 0.26 0.26 0.63 0.63 0.63 Uniform delay, d 25.5 29.4 7.7 6.5 14.2 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.18 0.11 0.11 0.43 Incremental delay, d 0.1 23 0.8 0.0 10.6 Patton Harris Rust Associates Initial queue delay, d Control delay 25.6 31.7 8.5 6.6 24.9 Lane group LOS C C A A C Approach delay 30.8 7.3 24.9 Approach LOS C A C Intersection delay 23.5 X 0.82 Intersection LOS C IICS2000 Copyright 0 2000 University of Florida All Rights Reserved Patton Harris Rust Associates Version 4. le HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/2A/2005 Time Period PM Peak Hour Intersection Route 50 Prince Frederick Dr Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Carpets Valley Development Project ID Suggested Improvements Phase2A Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 0 1 0 0 0 1 1 0 0 1 0 Lane group L R L T TR Volume, V (vph) 129 80 233 892 174 123 Heavy vehicles, %HV 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A Start -up lost time, I, 2.0 2.0 2.0 2.0 2.0 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 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR volumes 0 0 0 0 6 Lane width 12.0 12.0 12.0 12.0 12.0 Parking Grade Parking N 0 N N N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EB Only 02 03 04 NB Only Thru RT 07 08 Timing G= 20.0 G= G= G= G= 15.0 G= 45.0 G= G= Y= 5 Y= Y= Y= Y= 0 Y= 5 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 136 84 245 939 306 Lane group capacity, c 386 345 289 1218 864 v/c ratio, X 0.35 0.24 0.85 0.77 0.35 Total green ratio, g/C 0.22 0.22 0.17 0.67 0.50 Uniform delay, d 29.5 28.8 36.4 10.3 13.7 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.38 0.32 0.11 Incremental delay, d 0.6 0.4 20.4 3.1 0.3 Patton Harris Rust Associates Initial queue delay, d Control delay 30.1 29.1 56.8 13.4 13.9 Lane group LOS C C E 8 B Approach delay 29.7 224 13.9 Approach LOS C C 8 Intersection delay 21.8 X 0.67 Intersection LOS C HCS2000 Copyright O 2000 University of Florida, All Rights Reserved Patton Harris Rust Associates Version 4.1 TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR +A Intersection Route 50 Victory Road Agency /Co. PHR +A Jurisdiction Frederick County, Virginia Date Performed 6/22/2005 Analysis Year 2010 Background Conditions Analysis Time Period AM Peak Hour Project Description Carpers Valley Development Phase 2A East/West Street: Route 50 North /South Street: Victory Road Intersection Orientation: East -West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R V olume (veh /h) 25 678 115 34 495 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 26 713 121 35 521 0 Proportion of heavy vehicles, PHV 4 4 Median type Raised curb RT Channelized? 0 0 Lanes 1 2 1 1 2 0 Configuration L T R L T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh /h) 67 0 17 7 2 11 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 70 0 17 7 2 11 Proportion of heavy vehicles, PHV 4 4 4 4 4 4 Percent grade 0 0 Flared approach N N Storage 2 2 RT Channelized? 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Control Delay, Queue Length, Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L L TR L TR Volume, v (vph) 26 35 70 17 7 13 Capacity, c (vph) 1028 782 307 635 354 576 v/c ratio 0.03 0.04 0.23 0.03 0.02 0.02 Queue length (95 0.08 0.14 0.86 0.08 0.06 0.07 Control Delay (s /veh) 8.6 9.8 20.2 10.8 15.4 11.4 LOS A A C 8 C 8 Approach delay (s /veh) 18.3 12.8 Approach LOS C 8 HCS2000 Copyright V 2003 Univ rsity of Florida. All Rights Reserved Patton Harris Rust Associates Version 4.Id TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR +A Intersection Route 50 Victory Road Agency /Co. PHR +A Jurisdiction Frederick County, Virginia Date Performed 6/22/2005 Analysis Year 2010 Background Conditions Analysis Time Period PM Peak Hour Project Description Carpers Valley Development Phase 2A East/West Street: Route 50 North /South Street: Victory Road Intersection Orientation: East -West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh /h) 88 640 92 60 1186 1 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 92 673 96 63 1248 1 Proportion of heavy vehicles, PHV 4 4 Median type Raised curb RT Channelized? 0 0 Lanes 1 2 1 1 2 0 Configuration L T R L T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh /h) 147 3 40 10 1 1 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 154 3 42 10 1 1 Proportion of heavy vehicles, PHV 4 4 4 4 4 4 Percent grade 0 0 Hared approach N N Storage 2 2 RT Channelized? 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Control Delay, Queue Length, Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L L TR L TR Volume, v (vph) 92 63 154 45 10 2 Capacity. c (vph) 542 828 177 465 123 206 v/c ratio 0.17 0.08 0.87 0.10 0.08 0.01 Queue length (95 0.61 0.25 6.30 0.32 0.26 0.03 Control Delay (s(veh) 13.0 9.7 90.0 13.6 36.8 22.6 LOS 8 A F B E C Approach delay (s /veh) 72.7 34.5 Approach LOS F D HC S20(XI TM Copyright 2003 Unive sity of Florida, All Rights Reserved Patton Harris Rust Associates Version 4.1d HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/22/2005 Time Period AM Peak Hour Intersection Route 50 Victory Road Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Background Conditions Careers Valley Development Project ID Suggested Improvements Phase2A Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 2 1 1 2 0 1 1 0 1 1 0 Lane group L T R L TR L TR L TR Volume, V (vph) 25 728 115 34 533 0 67 0 17 7 2 11 Heavy vehicles, %HV 4 9 4 9 4 4 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start -up lost time, 1 2.0 2.0 2.0 2.0 20 2.0 2.0 2.0 20 Extension of effective green, e 2.0 2.0 20 2.0 20 2.0 20 20 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 i Bike RTOR volumes 0 0 0 0 0 0 0 0 Lane width 120 120 12.0 120 120 12.0 12.0 120 12.0 Parking Grade Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left Thru RT 03 04 NS Perm 06 07 08 Timing G= 15.0 G= 38.0 G= G= G= 220 G= G= G= Y= 5 Y= 5 Y= Y= Y= 5 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 26 766 121 36 561 71 18 7 14 Lane group capacity, c 289 1401 656 276 1468 334 380 333 389 v/c ratio, X 0.09 0.55 0.18 0.13 0.38 0.21 0.05 0.02 0.04 Total green ratio, g/C 0.17 0.42 0.42 0.17 0.42 0.24 0.24 0.24 0.24 Uniform delay, d 31.7 19.5 16.3 31.9 17.9 27.1 26.0 25.8 25.9 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 0.15 0.11 0.11 0.11 0.11 0.11 0.11 0.11 Incremental delay, d 0.1 0.5 0.1 0.2 0.2 0.3 0.1 0.0 0.0 Patton Harris Rust Associates Initial queue delay, d Control delay 31.9 20.0 16.4 322 18.1 27.4 26.0 25.8 26.0 Lane group LOS C 8 8 C B C C C C Approach delay 19 9 18.9 27 1 25.9 Approach LOS B 8 C C Intersection delay 20.0 X 0.37 Intersection LOS 8 HCS2000 Copyright 2000 University of Florida, All Rights Reserved Patton Harris Rust Associates Version 4.1 HCS2000' DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/22/2005 Time Period PM Peak Hour Intersection Route 50 Victory Road Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Background Conditions Carpers Valley Development Project ID Suggested improvements Phase 2A Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 2 1 1 2 0 1 1 0 1 1 0 Lane group L T R L TR L TR L TR Volume, V (vph) 88 640 92 60 1186 1 147 3 40 10 1 1 Heavy vehicles, %HV 4 9 4 9 4 4 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start -up lost time, I, 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 20 20 2.0 2.0 2.0 20 20 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, a 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR volumes 0 0 0 0 0 0 0 0 Lane width 120 120 120 120 120 120 120 120 12.0 Parking Grade Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left Thru RT 03 04 NS Perm 06 07 08 Timing G= 15.0 G= 40.0 G= G= G= 20.0 G= G= G= Y= 5 Y= 5 Y= Y= Y= 5 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 93 674 97 63 1249 155 45 11 2 Lane group capacity, c 289 1475 690 276 1546 307 349 295 376 v/c ratio, X 0.32 0.46 0.14 0.23 0.81 0.50 0.13 0.04 0.01 Total green ratio, g/C 0.17 0.44 0.44 0.17 0.44 0.22 0.22 0.22 0.22 Uniform delay, d 33.0 17.4 14.8 325 21.7 30.7 28.0 27.4 27.3 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.11 0.11 0.35 0.11 0.11 0.11 0.11 Incremental delay, d 0.6 0.2 0.1 0.4 3.3 1.4 0.2 0.1 0.0 Initial queue delay, d Patton Harris Rust Associa es Control delay 33.7 17.7 14.9 32.9 25.0 32.0 28.2 275 273 Lane group LOS C B 8 C C C C C C Approach delay 19 1 25A 312 27.5 Approach LOS 8 C C C Intersection delay 23.6 X 0.63 Intersection LOS C HCS2000 Copyright O 2000 University of Florida, All Rights Reserved Patton Harris Rust Associates Version 4.1 HCS2000"' DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/22/2005 Time Period AM Peak Hour Intersection Route 50 Prince Frederick Dr Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Background Conditions Project ID Careers Valley Development Phase 2A Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 2 1 1 2 0 1 1 0 0 1 0 Lane group L T R L TR L TR LTR Volume, V (vph) 52 809 48 17 576 4 7 24 19 16 41 96 Heavy vehicles, %HV 4 9 4 9 4 4 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0,95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start -up lost time, I, 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 20 2.0 20 2.0 Arrival type, AT 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 Filtering /metering, I 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 Ped 1 Bike RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 120 12.0 12.0 12.0 12.0 120 120 Parking Grade Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 22 3.2 3.2 3.2 Phasing Excl. Left Thru RT 03 04 NS Perm 06 07 08 Timing G= 15.0 G= 40.0 G= G= G= 20.0 G= G= G= Y= 5 Y= 5 Y= Y= Y= 5 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 55 852 51 18 610 7 45 161 Lane group capacity, c 289 1475 690 276 1544 232 379 361 v/c ratio, X 0.19 0.58 0.07 0.07 0.40 0.03 0.12 0.45 Total green ratio, g1C. 0.17 0.44 0.44 0.17 0.44 0.22 0.22 0.22 Uniform delay, d 323 18.7 14.4 31.6 16.8 27.4 28.0 30.2 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.17 0.11 0.11 0.11 0.11 0.11 0.11 Incremental delay, d 0.3 0.6 0.0 0.1 0.2 0.1 0.1 0.9 Patton Harris Rust Associates Initial queue delay, d Control delay 326 19.3 14.4 31.7 17.0 27.5 28.1 31.1 Lane group LOS C 8 B C 8 C C C Approach delay 19 8 17.4 28 0 31.1 Approach LOS 8 8 C C Intersection delay 20.2 X 0.46 Intersection LOS C HCS2000 Copyright CD 2000 University of Florida. All Rights Reserved Patton Harris Rust Associates Version 4.1 HCS2000' DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/22/2005 Time Period PM Peak Hour Intersection Route 50 Prince Frederick Dr Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Background Conditions Project ID Carpers Valley Development Phase 2A Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 2 1 1 2 0 1 1 0 0 1 0 Lane group L T R L TR L TR LTR Volume, V (vph) 125 933 27 30 994 81 58 51 91 11 31 16 Heavy vehicles, %HV 4 9 4 9 4 4 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start -up lost time, 1 2.0 2.0 2.0 2.0 20 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 Arrival type, AT 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 Filtering /metering, I 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR volumes 0 0 0 0 0 0 0 0 Lane width 120 120 120 120 120 12.0 12.0 120 Parking Grade Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left Thru RT 03 04 NS Perm 06 07 08 Timing G= 15.0 G= 40.0 G= G= G= 20.0 G= G= G= Y= 5 Y= 5 Y- Y= Y= 5 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 132 982 28 32 1131 61 150 62 Lane group capacity, c 289 1475 690 276 1528 293 367 368 v/c ratio, X 0.46 0.67 0.04 0.12 0.74 0.21 0.41 0.17 Total green ratio, g/C 0.17 0.44 0.44 0.17 0.44 0.22 0.22 0.22 Uniform delay, d 33.8 19.7 14.1 31.9 20.7 28.5 29.9 28.3 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.24 0.11 0.11 0.30 0.11 0.11 0.11 Incremental delay, d 1.1 1.2 0.0 0.2 20 0.4 0.7 0.2 Patton Harris Rust Associates Initial queue delay, d Control delay 35.0 20.9 14.2 321 227 28.9 307 28.5 Lane group LOS C C B C C C C C Approach delay 22 3 229 30 2 28.5 Approach LOS C C C C Intersection delay 23.4 X 0.59 Intersection LOS C HCS2000 Copyright 2000 University of Florida, All Rights Reserved Patton Harris Rust Associates Version 4.1e HCS2000' DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/22/2005 Time Period AM Peak Hour Intersection Route 50 Sulphur Springs Rd Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Background Conditions Project ID Carpers Valley Development Phase 2A Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 2 0 0 2 1 0 0 0 1 0 1 Lane group L T T R L R Volume, V (vph) 128 809 490 32 162 184 Heavy vehicles, %HV 4 9 9 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A Start -up lost time, I 2.0 2.0 20 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 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR volumes 0 0 0 0 0 Lane width 120 120 120 12.0 120 12.0 Parking Grade Parking N 0 N N 0 N N N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EB Only Thru RT 03 04 SB Only 06 07 08 Timing G= 13.5 G= 53.5 G= G= G= 13.0 G= G= G= Y= 0 Y= 5 Y= Y= Y= 5 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 135 852 516 34 171 194 Lane group capacity, c 260 2471 1973 923 251 544 v/c ratio, X 0.52 0.34 0.26 0.04 0.68 0.36 Total green ratio, g/C 0.15 0.74 0.59 0.59 0.14 0.35 Uniform delay, d 35.3 4.0 8.8 7.6 36.5 21.7 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.13 0.11 0.11 0.11 0.25 0.11 Incremental delay, d 1.9 0.1 0.1 0.0 7.3 0.4 Patton Harris Rust Associates Initial queue delay, d Control delay 37.1 4.0 8.8 7.6 43.9 22.1 Lane group LOS D A A A D C Approach delay 8.6 8.8 32.3 Approach LOS A A C Intersection delay 13.2 X 0.40 Intersection LOS B IICS2 Copyright 2000 University of Florida, All Rights Reserved Patton Harris Rust Associates Version 4. le HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/22/2005 Time Period PM Peak Hour Intersection Route 50 Sulphur Springs Rd Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Background Conditions Project ID Carpers Valley Development Phase 2A Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N, 1 2 0 0 2 1 0 0 0 1 0 1 Lane group L T T R L R Volume, V (vph) 140 801 1236 201 129 184 Heavy vehicles, %HV 4 9 9 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or (A) A A A A A A Start-up lost time, I 2.0 2. 0 2.0 20 2.0 2.0 Extension of effective green, e 2.0 20 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 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR volumes 0 0 0 0 0 Lane width 12.0 12.0 1 2. 0 12.0 12.0 12.0 Parking Grade Parking N 0 N N 0 N N N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EB Only Thru RT 03 04 SB Only 06 07 08 Timing G= 120 G= 572 G= G= G= 10.8 G= G= G= Y= 0 Y= 5 Y= Y= Y= 5 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 147 843 1301 212 136 194 Lane group capacity, c 231 2552 2109 987 208 480 v/c ratio, X 0.64 0.33 0.62 0.21 0.65 0.40 Total green ratio, g/C 0.13 0.77 0.64 0.64 0.12 0.31 Uniform delay, d 36.9 3.2 9.8 6.9 37.8 24.6 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.22 0.11 0.20 0.11 0.23 0.11 Incremental delay, d 5.7 0.1 0.6 0.1 7.2 0.6 Patton Harris Rust Associates HCS2000' DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/22/2005 Time Period AM Peak Hour Intersection Costello Drive Route 522 Area Type All other areas Jurisdiction Frederick County, Virginia Anal Year 2010 Background Conditions Project ID Carpers Valley Development Phase 2A Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 0 1 0 1 1 1 1 2 1 1 2 0 Lane group LTR L LT R L T R L TR Volume, V (vph) 29 3 15 129 7 63 2 714 80 87 731 6 Heavy vehicles, %HV 4 4 4 4 4 4 4 9 4 4 9 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start -up lost time, 1 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 20 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, Q 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR volumes 0 0 0 0 0 0 0 0 Lane width 120 12.0 120 12.0 120 12.0 12.0 12.0 12.0 Parking Grade Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G, 3.2 3.2 3.2 3.2 Phasing WB Only EB Only 03 04 SB Only NS Perm 07 08 Timing G= 16.0 G= 15.0 G= G= G= 8.0 G= 36.0 G= G= Y= 5 Y= 5 Y= Y= Y= 0 Y= 5 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 .50 136 7 66 2 752 84 92 775 Lane group capacity, c 283 309 325 414 259 1328 984 309 1621 v/c ratio, X 0.18 0.44 0.02 0.16 0.01 0.57 0.09 0.30 0.48 Total green ratio, g/C 0.17 0.18 0.18 0.27 0.40 0.40 0.63 0.49 0.49 Uniform delay, d 322 33.0 30.5 25.3 16.3 20.9 6.4 13.9 15.3 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.11 0.11 0.11 0.16 0.11 0.11 0.11 Incremental delay, d 0.3 1.0 0.0 0.2 0.0 0.6 0.0 0.5 0.2 Initial queue delay, d Patton Harris Rust Associates Initial queue delay, d Control delay 42.6 3.3 10.4 7.0 45.0 25.1 Lane group LOS D A 8 A D C Approach delay 9.1 9.9 33.3 Approach LOS A A C Intersection delay 12.4 X 0.62 Intersection LOS 8 I Copyright C 2000 University of Pbrida, All Rights Reserved Patton Harris Rust Associates Version 4. le Control delay 32.5 34.0 30.6 25.5 16.3 21.5 6.4 14.4 15.6 Lane group LOS C C C C B C A 8 B Approach delay 32.5 31.2 20 0 15.4 Approach LOS C C B 8 Intersection delay 19.5 X� 0.50 Intersection LOS 8 HCS2000 Copyright 0 2000 University of Florida. All Rights Reserved Patton Harris Rust Associates Version 4.1 Control delay 34.0 35.9 28.9 21.1 20.2 38.5 9.1 37.0 15.7 Lane group LOS C D C C C D A D 8 Approach delay 34.0 29.5 32 9 21.4 Approach LOS C C C C Intersection delay 27.9 X 0.77 Intersection LOS C HCS 2000 TM Copyright 2000 University of Florida, All Rights Reserved Patton Harris Rust Associates Version 4. le HCS2000' DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/22/2005 Time Period PM Peak Hour Intersection Costello Drive Route 522 Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Background y Conditions Project ID Carpers Valley Development Phase 2A Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 0 1 0 1 1 1 1 2 1 1 2 0 Lane group LTR L LT R L T R L TR Volume, V (vph) 15 6 14 200 6 211 4 944 219 277 743 8 Heavy vehicles, %HV 4 4 4 4 4 4 4 9 4 4 9 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, 1 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 20 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, CZ 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 60 0 0 0 0 Lane width 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, N Buses stopping, N 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing WB Only EB Only 03 04 SB Only NS Perm 07 08 Timing G= 18.0 G= 13.0 G= G= G= 14.0 G= 30.0 G= G= Y= 5 Y= 5 Y= Y= Y= 0 Y= 5 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 37 211 6 159 4 994 231 292 790 Lane group capacity, c 244 347 365 552 215 1106 915 351 1621 v/c ratio, X 0.15 0.61 0.02 0.29 0.02 0.90 0.25 0.83 0.49 Total green ratio, g/C a14 0.20 0.20 0.36 0.33 0.33 0.59 0.49 0.49 Uniform delay, d 33.7 32.8 28.9 20.8 20.1 28.6 8.9 21.4 15.4 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 0.19 0.11 0.11 0.11 0.42 0.11 0.37 0.11 Incremental delay, d 0.3 3.1 0.0 0.3 0.0 10.0 0A 15.5 0.2 Initial queue delay, d Patton Harris Rust Associates TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR +A Agency /Co. PHR +A Date Performed 6/21/2005 Analysis Time Period AM Peak Hour Intersection Arbor Court Victory Road Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Project Description Carpers Valley Development Phase 2A East/West Street: Arbor Court North /South Street: Victory 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 4 8 2 4 18 4 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 4 8 2 4 18 4 Percent Heavy Vehicles 4 4 Median Type Undivided RT Channelized 0 0 Lanes 0 1 1 0 1 0 Configuration LT R LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 2 59 6 13 55 9 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 2 62 6 13 57 9 Percent Heavy Vehicles 4 4 4 4 4 4 Percent Grade 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR LTR LTR v (vph) 4 4 70 79 C (m) (vph) 1581 1597 854 859 vlc 0.00 0.00 0.08 0.09 95% queue length 0.01 0.01 0.27 0.30 Control Delay 7.3 7.3 9.6 9.6 LOS A A A A Approach Delay 9.6 9.6 Approach LOS A A Rights Reserved HCS? 00 0 TM Version 4.Id Copyright 0 2003 University or Florida, All Rights Reserved Patton Harris Rust Associates Version 4. Id TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR +A Agency /Co. PHR +A Date Performed 6/21/2005 Analysis Time Period PM Peak Hour Intersection Jurisdiction Analysis Year Arbor Court Victory Road Frederick County, Virginia 2010 Buildout Conditions Project Description Carpers Valley Development Phase 2A East/West Street: Arbor Court North /South Street: Victory 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 7 82 32 3 10 23 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 7 86 33 3 10 24 Percent Heavy Vehicles 4 4 Median Type Undivided RT Channelized 0 0 Lanes 0 1 1 0 1 0 Configuration LT R LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 7 10 6 37 2 27 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 7 10 6 38 2 28 Percent Heavy Vehicles 4 4 4 4 4 4 Percent Grade 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR LTR LTR v (vph) 7 3 23 68 C (m) (vph) 1565 1457 807 879 v/c 0.00 0.00 0.03 0.08 95% queue length 0.01 0.01 0.09 0.25 Control Delay 7.3 7.5 9.6 9.4 LOS A A A A Approach Delay 9.6 9.4 Approach LOS A A Rights Reserved HCS2000TM Version 4. Id Copyright 2003 University of Florida, All Rights Reserved Patton Harris Rust Associates Version 4. Id TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR +A Agency /Co. PHR +A Date Performed 6/22/2005 Analysis Time Period AM Peak Hour Intersection Costello Dr Prince Frederick Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Project Description Carpers Valley Development Phase 2A East/West Street: Costello Drive North /South Street: Prince Frederick Drive 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 77 126 0 0 932 79 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 81 132 0 0 981 83 Percent Heavy Vehicles 4 4 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 35 0 222 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 0 0 36 0 233 Percent Heavy Vehicles 4 4 4 4 4 4 Percent Grade 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 1 0 1 Configuration L R Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L R v(vph) 81 36 233 C (m) (vph) 647 150 284 v/c 0.13 0.24 0.82 95% queue length 0.43 0.89 6.69 Control Delay 11.4 36.4 56.7 LOS B E F Approach Delay 54.0 Approach LOS F Rights Reserved HCS2000TM Version 4.Id Copyright 2003 University of Florida, All Rights Reserved Patton Harris Rust Associates Version 4.1 d TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR +A Agency /Co. PHR +A Date Performed 6/22/2005 Analysis Time Period PM Peak Hour Intersection Costello Dr Prince Frederick Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Project Description Carpers Valley Development Phase 2A East/West Street: Costello Drive North /South Street: Prince Frederick Drive 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 233 892 0 0 174 123 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 245 938 0 0 183 129 Percent Heavy Vehicles 4 4 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 129 0 80 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 0 0 135 0 84 Percent Heavy Vehicles 4 4 4 4 4 4 Percent Grade 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 1 0 1 Configuration L R Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L R v (vph) 245 135 84 C (m) (vph) 1237 83 786 v/c 0.20 1.63 0.11 95 %queue length 0.74 11.07 0.36 Control Delay 8.6 416.5 10.1 LOS A F 8 Approach Delay 260.7 Approach LOS F Rights Reserved HC52000TM Version 4.Id Copyright 2003 University of Florida. All Rights Reserved Patton Harris Rust Associates Version 4.1 d HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/22/2005 Time Period AM Peak Hour Intersection Route 50 Prince Frederick Dr Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Careers Valley Development Project ID Suggested Improvements Phase 2A Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 0 1 0 0 0 1 1 0 0 1 0 Lane group L R L T TR Volume, V (vph) 35 222 77 126 932 79 Heavy vehicles, %HV 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A Start -up lost time, I, 2.0 2.0 2.0 2.0 2.0 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 1.000 Initial unmet demand, Op 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR volumes 0 0 0 0 20 Lane width 120 12.0 12.0 12.0 12.0 Parking Grade Parking N 0 N N N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 Min. time for pedestrians. G 3.2 3.2 3.2 Phasing EB Only 02 03 04 NS Perm 06 07 08 Timing G= 23.0 G= G= G= G= 57.0 G= G= G= Y= 5 Y= Y= Y= Y= 5 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 37 234 81 133 1043 Lane group capacity, c 444 397 244 1157 1148 v/c ratio, X 0.08 0.59 0.33 0.11 0.91 Total green ratio, g/C 0.26 0.26 0.63 0.63 0.63 Uniform delay, d 25.5 29.4 7.7 6.5 14.2 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.18 0.11 0.11 0.43 Incremental delay, d 0.1 23 0.8 0.0 10.6 Patton Harris Rust Associates Initial queue delay, d Control delay 25.6 31.7 8.5 6.6 24.9 Lane group LOS C C A A C Approach delay 30.8 7.3 24.9 Approach LOS C A C Intersection delay 23.5 X 0.82 Intersection LOS C HCS2000 Copyright 0 2000 University of Florida, All Rights Reserved Patton Harris Rust Associates Version 4.1 HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/2A/2005 Time Period PM Peak Hour Intersection Route 50 Prince Frederick Dr Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Careers Valley Development Project ID Suggested Improvements Phase2A Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 0 1 0 0 0 1 1 0 0 1 0 Lane group L R L T TR Volume, V (vph) 129 80 233 892 174 123 Heavy vehicles, %HV 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A Start -up lost time, I 2.0 2.0 2.0 2.0 2.0 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 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR volumes 0 0 0 0 6 Lane width 12.0 12.0 12.0 12.0 12.0 Parking Grade Parking N 0 N N N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EB Only 02 03 04 NB Only Thru RT 07 08 Timing G= 20.0 G= G= G= G= 15.0 G= 45.0 G= G= Y= 5 Y= Y= Y= Y= 0 Y= 5 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 136 84 245 939 306 Lane group capacity, c 386 345 289 1218 864 v/c ratio, X 0.35 0.24 0.85 0.77 0.35 Total green ratio, g/C 0.22 0.22 0.17 0.67 0.50 Uniform delay, d 29.5 28.8 36.4 10.3 13.7 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.38 0.32 0.11 Incremental delay, d 0.6 0.4 20.4 3.1 0.3 Patton Harris Rust Associates Initial queue delay, d Control delay 30.1 29.1 56.8 13.4 13.9 Lane group LOS C C E 8 B Approach delay 29.7 224 13.9 Approach LOS C C 8 Intersection delay 21.8 X 0.67 Intersection LOS C HCS2000 Copyright 0 2000 University of Florida, All Rights Reserved Patton Harris Rust Associates Version 4.1 TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR +A Intersection Route 50 Victory Road Agency /Co. PHR +A Jurisdiction Frederick County, Virginia Date Performed 6/22/2005 Analysis Year 2010 Buildout Conditions Analysis Time Period AM Peak Hour Project Description Carpers Valley Development Phase 2A East/West Street: Route 50 North /South Street: Victory Road Intersection Orientation: East -West Study Period hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh /h) 25 906 129 34 925 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 26 953 135 35 973 0 Proportion of heavy vehicles, P HV 4 4 Median type Raised curb RT Channelized? 0 0 Lanes 1 2 1 1 2 0 Configuration L T R L T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh /h) 70 0 17 7 2 11 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 73 0 17 7 2 11 Proportion of heavy vehicles, PHV 4 4 4 4 4 4 Percent grade 0 0 Flared approach N N Storage 2 2 RT Channelized? 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Control Delay, Queue Length, Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L L TR L TR Volume, v (vph) 26 35 73 17 7 13 Capacity, c (vph) 692 625 207 530 198 396 v/c ratio 0.04 0.06 0.35 0.03 0.04 0.03 Queue length (95 0.12 0.18 1.50 0.10 0.11 0.10 Control Delay (s /veh) 10.4 11.1 31.6 12.0 23.8 14.4 LOS B B D 8 C 8 Approach delay (s /veh) 27.9 17.7 Approach LOS D C HC S2000 TM Copyright 0 2003 University of Florida. All Rights Reserved Patton Harris Rust Associates Version 4.1d TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR +A Intersection Jurisdiction Route 50 Victory Road Frederick County, Virginia Agency /Co. PHR +A Date Performed 6/22/2005 Analysis Year 2010 Buildout Conditions Analysis Time Period PM Peak Hour Project Description Carpers Valley Development Phase 2A East/West Street: Route 50 North /South Street: Victory Road Intersection Orientation: East -West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh /h) 88 1059 99 60 1382 1 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 92 1114 104 63 1454 1 Proportion of heavy vehicles, PEN 4 4 Median type Raised curb RT Channelized? 0 0 Lanes 1 2 1 1 2 0 Configuration L T R L T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh /h) 161 3 40 10 1 1 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 169 3 42 10 1 1 Proportion of heavy vehicles, PEN 4 4 4 4 4 4 Percent grade 0 0 Flared approach N N Storage 2 2 RT Channelized? 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Control Delay, Queue Length, Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L L TR L TR Volume, v (vph) 92 63 169 45 10 2 Capacity, c (vph) 451 557 104 296 84 124 v/c ratio 0.20 0.11 1.63 0.15 0.12 0.02 Queue length (95 0.76 0.38 13.00 0.53 0.39 0.05 Control Delay (s /veh) 15.0 12.3 3926 19.3 53.6 34.5 LOS C 8 F C F D Approach delay (s /veh) 314.1 50.4 Approach LOS F F HC SN,OO TM Copyright 2003 University of Florida, Alt Rights Reserved Patton Harris Rust Associates Version 4.Id HCS2000'" DETAILED REPORT General Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/22/2005 Time Period AM Peak Hour Site Information Intersection Area Type Jurisdiction Analysis Year Project ID Route 50 Victory Road All other areas Frederick County, Virginia 2010 Buildout Conditions Carpers Valley Development Suggested Improvements Phase2A Volume and Timing Input Number of lanes, N Lane group Volume, V (vph) Heavy vehicles, %HV Peak -hour factor, PHF Pretimed (P) or actuated (A) Start-up lost time, I, Extension of effective green, e Arrival type, AT Unit extension, UE Filtering /metering, I Initial unmet demand, Q Ped Bike RTOR volumes Lane width Parking Grade Parking Parking maneuvers, N Buses stopping, N Min. time for pedestrians, G EB LT 1 L 25 4 0.95 A 2.0 2.0 3 3.0 1.000 0.0 0 12.0 N 0 TH 2 T 906 9 0.95 A 2.0 2.0 3 3.0 1.000 0.0 12.0 0 0 RT 1 R 129 4 0.95 A 2.0 2.0 3 3.0 1.000 0.0 0 12.0 N 0 3.2 WB LT 1 L 34 9 0.95 A 2.0 2.0 3 3.0 1.000 0.0 0 12.0 N 0 TH 2 TR 925 4 0.95 A 2.0 2.0 3 3.0 1.000 0.0 12.0 0 0 RT 0 0 4 0.95 A 0 N 3.2 NB LT 1 L 70 4 0.95 A 2.0 2.0 3 3.0 1.000 0.0 12.0 N 0 TH 1 TR 0 4 0.95 A 2.0 2.0 3 3.0 1.000 0.0 12.0 0 0 RT 0 17 4 0.95 A 0 N 3.2 SB LT 1 L 7 4 0.95 A 2.0 2.0 3 3.0 1.000 0.0 0 12.0 N 0 TH 1 TR 2 4 0.95 A 2.0 2.0 3 3.0 1.000 0.0 12.0 0 0 RT 0 11 4 0.95 A 0 N 3.2 Phasing Timing Excl. Left G 15.0 Y= 5 Thru RT G 38.0 Y= 5 Duration of Analysis, T 0.25 03 G Y= 04 G= Y NS Perm G 220 Y= 5 06 G= Y 07 G= Y= 08 G= Y= Cycle Length, C 90.0 Lane Group Capacity, Control Delay, and LOS Determination Adjusted flow rate, v Lane group capacity, c v/c ratio, X Total green ratio, g/C Uniform delay, d Progression factor, PF Delay calibration, k Incremental delay, d Initial queue delay, d EB LT 26 289 0.09 0.17 31.7 1.000 0.11 0.1 TH 954 1401 0.68 0.42 21.1 1.000 0.25 1.4 RT 136 656 0.21 0.42 16.5 1.000 0.11 0.2 WB LT 36 276 0.13 0.17 31.9 1.000 0.11 0.2 TH 974 1468 0.66 0.42 20.9 1.000 0.24 1.1 RT NB LT 74 334 0.22 0.24 272 1.000 0.11 0.3 TH 18 380 0.05 0.24 26.0 1.000 0.11 0.1 RT SB LT 7 333 0.02 0.24 25.8 1.000 0.11 0.0 TH 14 389 0.04 0.24 25.9 1.000 0.11 0.0 RT Patton Harris Rust Associates HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/22/2005 Time Period PM Peak Hour Intersection Route 50 Victory Road Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Carpers Valley Development Project ID Suggested Improvements Phase 2 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 2 1 1 2 0 1 1 0 1 1 0 Lane group L T R L TR L TR L TR Volume, V (vph) 88 1059 99 60 1382 1 161 3 40 10 1 1 Heavy vehicles, %HV 4 9 4 9 4 4 4 4 4 4 4 4 Peak -hour factor. PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, I, 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, Q 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR volumes 0 0 0 0 0 0 0 0 Lane width 120 120 120 120 120 12.0 12.0 12.0 12.0 Parking Grade Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G, 3.2 3.2 3.2 3.2 Phasing Excl. Left Thru RT 03 04 NS Perm 06 07 08 Timing G= 15.0 G= 40.5 G= G= G= 19.5 G= G= G= Y= 5 Y= 5 Y= Y= Y= 5 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 93 1115 104 63 1456 169 45 11 2 Lane group capacity, c 289 1494 699 276 1565 299 340 288 366 v/c ratio, X 0.32 0.75 0.15 0.23 0.93 0.57 0.13 0.04 0.01 Total green ratio, g/C 0.17 0.45 0.45 0.17 0.45 0.22 0.22 0.22 0.22 Uniform delay, d 33.0 20.5 14.6 32.5 23.4 31.5 28.4 27.8 27.6 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 0.30 0.11 0.11 0.45 0.16 0.11 0.11 0.11 Incremental delay, d 0.6 2.1 0.1 0.4 10.3 25 0.2 0.1 0.0 Initial queue delay, d Patton Harris Rust Associates Control delay 31.9 22.4 16.6 32.2 22.0 27.5 26.0 25.8 26.0 Lane group LOS c C 8 C C C C C C Approach delay 220 22.4 272 25.9 Approach LOS c C C C Intersection delay 22.4 X 0.44 Intersection LOS C HC S2000 TM Copyright 0 2000 University of Florida, All Rights Reserved Patton Harris Rust Associates Version 4.1 Control delay 33.7 22.6 14.7 32.9 33.7 34.0 28.6 27.9 27.7 Lane group LOS C C 8 C C C C C C Approach delay 22 8 33.7 32 8 27.9 Approach LOS C C C C Intersection delay 28.9 X 0 0.71 Intersection LOS C ACS2000 Copyright 0 200 University of Florida, All Rights Reserved Patton Harris Rust Associates Version 4.1 HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/22/2005 Time Period AM Peak Hour Intersection Route 50 Prince Frederick Dr Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Project ID Carpers Valley Development Phase 2A Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 2 1 1 2 0 1 1 1 0 1 0 Lane group L T R L TR L T R LTR Volume, V (vph) 52 829 590 318 662 4 81 24 60 16 41 96 Heavy vehicles, %HV 4 9 4 9 4 4 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start -up lost time, I, 2.0 2.0 2.0 20 20 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, Q 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 34 0 55 Lane width 120 12.0 120 120 12.0 120 12.0 120 12.0 Parking Grade Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 0 Min time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left EW Perm 03 04 NS Perm 06 07 08 Timing G= 8.0 G= 48.0 G= G= G= 19.0 G= G= G= Y= 5 Y= 5 Y= Y= Y= 5 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 55 873 621 335 701 85 25 27 103 Lane group capacity, c 484 1770 828 391 1853 268 386 552 349 v/c ratio, X 0.11 0.49 0.75 0.86 0.38 0.32 0.06 0.05 0.30 Total green ratio, g/C 0.68 0.53 0.53 0.68 0.53 0.21 0.21 0.36 0.21 Uniform delay, d 5.5 13.3 16.3 8.6 123 30.0 28.4 19.0 29.9 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 0.31 0.39 0.11 0.11 0.11 0.11 0.11 Incremental delay, d 0.1 0.2 3.8 16.9 0.1 0.7 0.1 0.0 0.5 Initial queue delay, d Patton Harris Rust Associates Control delay 5.6 13.5 20.2 25.6 12.4 30.7 28.5 19.1 30.3 Lane group LOS A 8 C C 8 C C 8 C Approach delay 159 16.7 28.0 30.3 Approach LOS 8 8 C C Intersection delay 17.3 X 0.69 Intersection LOS 8 H C.S200 0 TM Copyright 0 2000 University of Florida, All Rights Reserved Patton Harris Rust Associates Version 4.1 HCS2000 DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/22/2005 Time Period PM Peak Hour ntersection Route 50 Prince Frederick Dr Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Project ID Carpers Valley Development Phase 2A Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N, 1 2 1 1 2 0 1 1 1 0 1 0 Lane group L T R L TR L T R LTR Volume, V (vph) 125 1015 136 91 1037 81 589 55 386 11 31 16 Heavy vehicles, %HV 4 9 4 9 4 4 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, I, 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, Q 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 35 0 0 0 8 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, N Buses stopping, N 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left EW Perm 03 04 NB Only NS Perm 07 08 Timing G= 4.0 G= 29.0 G= G= G= 24.0 G= 8.0 G= G= Y= 5 Y= 5 Y= Y= Y= 0 Y= 5 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 132 1068 143 96 1140 620 58 406 53 Lane group capacity, c 178 1203 1126 173 1253 639 731 796 163 v/c ratio, X 0.74 0.89 0.13 0.55 0.91 0.97 0.08 0.51 0.33 Total green ratio, g/C 0.48 0.36 0.73 0.48 0.36 0.40 0.40 0.51 0.10 Uniform delay, d 16.7 24.0 3.3 15.6 24.3 22.4 14.9 129 33.5 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.30 0.41 0.11 0.15 0.43 0.48 0.11 0.12 0.11 Incremental delay, d 15.3 8.4 0.1 3.9 10.0 28.2 0.0 0.6 1.2 Initial queue delay, d Patton Harris Rust Associates Control delay 32.0 323 3.4 19.5 34.2 50.6 14.9 13.4 34.7 Lane group LOS C C A B C D 8 8 C Approach delay 29 2 33.1 34.8 34.7 Approach LOS C C C C Intersection delay 32 X c 0.94 Intersection LOS C HCS2000 Copyright 2000 liniversity of Florida, All Rights Reserved Patton Harris Rust Associates Version 4le HCS2000"' DETAILED REPORT General Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/22/2005 Time Period AM Peak Hour Site Information Intersection Area Type Jurisdiction Analysis Year Project ID Route 50 Sulphur Springs Rd All other areas Frederick County, Virginia 2010 Buildout Conditions Carpers Valley Development Phase 2A Volume and Timing Input Number of lanes, N Lane group Volume, V (vph) Heavy vehicles, %HV Peak -hour factor, PHF Pretimed (P) or actuated (A) Start-up lost time, I Extension of effective green, e Arrival type, AT Unit extension, UE Filtering /metering, I Initial unmet demand, Q Ped Bike RTOR volumes Lane width Parking Grade Parking Parking maneuvers, N Buses stopping, N Min. time for pedestrians, G EB LT 1 L 128 4 0.95 A 2.0 2.0 3 3.0 1.000 0.0 0 12.0 N 0 TH 2 T 850 9 0.95 A 2.0 2.0 3 3.0 1.000 0.0 12.0 0 0 RT 1 R 20 4 0.95 A 2.0 2.0 3 3.0 1.000 0.0 0 12.0 N 3.2 WB LT 1 L 94 4 0.95 A 2.0 2.0 3 3.0 1.000 0.0 0 12.0 N 0 TH 2 T 791 9 0.95 A 2.0 2.0 3 3.0 1.000 0.0 12.0 0 0 RT 1 R 32 4 0.95 A 2.0 2.0 3 3.0 1.000 0.0 0 12.0 N 0 3.2 NB LT 1 L 86 4 0.95 A 2.0 2.0 3 3.0 1.000 0.0 0 12.0 N 0 TH 1 TR 31 9 0.95 A 2.0 2.0 3 3.0 1.000 0.0 12.0 0 0 RT 0 152 4 0.95 A 0 N 3.2 SB LT 1 L 162 4 0.95 A 2.0 2.0 3 3.0 1.000 0.0 0 12.0 N 0 TH 1 TR 124 9 0.95 A 2.0 2.0 3 3.0 1.000 0.0 12.0 0 0 RT 0 184 4 0.95 A 0 N 3.2 Phasing Timing Excl. Left G 10.0 Y= 5 Duration of Analysis. T 0.25 Adjusted flow rate, v Lane group capacity, c v/c ratio, X Total green ratio, g/C Uniform delay, d Progression factor, PF Delay calibration, k Incremental delay, d Initial queue delay, d Thru RT G 38.0 Y= 5 LT 135 193 0.70 0.11 38.6 1.000 0.27 10.7 03 G Y Lane Group Capacity, Control Delay, and LOS Determination EB TH 895 1401 0.64 0.42 20.6 1.000 0.22 1.0 RT 21 656 0.03 0.42 15.2 1.000 0.11 0.0 04 G= Y= NS Perm G 27.0 Y= 5 WB LT 99 193 0.51 0.11 37.7 1.000 0.12 2.3 TH 833 1401 0.59 0.42 20.1 1.000 0.18 0.7 RT 34 656 0.05 0.42 15.4 1.000 0.11 0.0 NB LT 91 207 0.44 0.30 25.4 1.000 0.11 1.5 06 G= Y= Cycle Length, C 90.0 TH 193 476 0.41 0.30 25.1 1.000 0.11 0.6 07 G= Y= RT SB LT 171 316 0.54 0.30 26.3 1.000 0.14 1.9 08 G= Y= TH 325 490 0.66 0.30 27.5 1.000 0.24 3.4 RT Patton Harris Rust Associates Control delay 49.2 21.6 15.2 40.0 20.7 15.4 26.9 25.7 28.2 30.9 Lane group LOS D C 8 D C 8 C C C C Approach delay 25 0 22.5 26 1 30.0 Approach LOS C C C C Intersection delay 25.1 X c 0.66 Intersection LOS C NCS2000 M Copyright 2000 University of Florida, All Rights Reserved Patton Harris Rust Associates Version 4.1e HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/22/2005 Time Period PM Peak Hour Intersection Route 50 Sulphur Springs Rd Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Project ID Carpers Valley Development Phase 2A Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 2 1 1 2 1 1 1 0 1 1 0 Lane group L T R L T R L TR L TR Volume, V (vph) 140 1096 82 149 1297 201 43 125 131 129 38 184 Heavy vehicles, %HV 4 9 4 4 9 4 4 9 4 4 9 4 Peak -hour factor, PHF 0.95 i95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start -up lost time, I, 2.0 2.0 2.0 2.0 20 20 2.0 2.0 2.0 20 Extension of effective green, 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 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, Q 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR volumes 0 0 0 0 0 0 0 0 Lane width 120 /20 120 12.0 120 120 120 120 12.0 120 Parking 1 Grade Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left Thru RT 03 04 NS Perm 06 07 08 Timing G= 11.0 G= 40.0 G= G= G= 24.0 G= G= G= Y= 5 Y= 5 Y= Y= Y= 5 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 147 1154 86 157 1365 212 45 270 136 234 Lane group capacity, c 212 1475 690 212 1475 690 238 439 209 423 v/c ratio, X 0.69 0.78 0.12 0.74 0.93 0.31 0.19 0.62 0.65 0.55 Total green ratio, g/C a12 0.44 0.44 0.12 0.44 0.44 0.27 0.27 0.27 0.27 Uniform delay, d 37.9 21.3 14.7 38.1 23.6 16.1 25.5 28.9 293 28.4 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 0.26 0.33 0.11 0.30 0.44 0.11 0.11 0.20 0.23 0.15 Incremental delay, d 9.4 2.8 0.1 13.0 10.3 0.3 0.4 2.6 7.0 1.6 Initial queue delay, d Patton Harris Rust Associates Control delay 473 24.1 14.8 51.1 33.8 16.3 25.9 31.5 36.3 30.0 Lane group LOS D C 8 D C 8 C C D C Approach delay 26 0 33.3 30 7 32.3 Approach LOS C C C C Intersection delay 30.3 X 0.81 Intersection LOS C HC S2000 T M Copyright 2000 University of Florida, All Rights Reserved Patton Harris Rust Associates Version 4.1e HCS2000' DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Dale Performed 6/22/2005 Time Period AM Peak Hour Intersection Costello Drive Route 522 Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Project ID Carpers Valley Development Phase 2A Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 0 1 0 1 1 1 1 2 1 1 2 0 Lane group LTR L LT R L T R L TR Volume, V (vph) 29 3 15 174 7 86 2 714 207 151 731 6 Heavy vehicles, %HV 4 4 4 4 4 4 4 9 4 4 9 4 Peak -hour factor, PHF 0. 95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, I, 2.0 20 2.0 20 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 20 2.0 2.0 2.0 20 20 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, R 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR volumes 0 0 0 0 0 0 0 0 Lane width 120 120 120 120 12.0 120 12.0 12.0 120 Parking Grade Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 0 Min. time for pedestrians. G, 3.2 3.2 3.2 3.2 Phasing WB Only EB Only 03 04 SB Only NS Perm 07 08 Timing G= 16.0 G= 15.0 G= G= G= 8.0 G= 36.0 G= G= Y= 5 Y= 5 Y= Y= Y= 0 Y= 5 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 50 183 7 91 2 752 218 159 775 Lane group capacity, c 283 309 325 414 259 1328 984 309 1621 v/c ratio, X 0.18 0.59 0.02 0.22 0,01 0.57 0.22 0.51 0.48 Total green ratio, g/C 0.17 0.18 0.18 0.27 0.40 0.40 0.63 0.49 0.49 Uniform delay, d 32.2 34.0 30.5 25.7 16.3 20.9 7.0 14.6 15.3 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.18 0.11 0.11 0.11 0.16 0.11 0.12 0.11 Incremental delay, d 0.3 3.0 0.0 0.3 0.0 0.6 0.1 1.5 0.2 Initial queue delay, d 325 37.0 30.6 26.0 16.3 21.5 7.2 16.1 15.6 Patton Harris Rust Associates Control delay Lane group LOS C D C C B C A B B Approach delay 32.5 33.3 18.3 15.7 Approach LOS C C 8 8 Intersection delay 19 X 0 0.58 Intersection LOS 8 HC S2000 TM Copyright 0 2000 University of Florida, All Rights Reserved Patton Harris Rust Associates Version 4.1 HCS2000 DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/21/2005 Time Period PM Peak Hour Intersection Costello Drive Route 522 Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Project ID Carpers Valley Development Phase 2A Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 0 1 0 1 1 1 1 2 1 1 2 0 Lane group LTR L LT R L T R L TR Volume, V (vph) 15 6 14 332 6 277 4 944 271 303 743 8 Heavy vehicles, %HV 4 4 4 4 4 4 4 9 4 4 9 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A ,4 A A A A A A A A A A Start -up lost time, 1 2.0 2.0 2.0 2.0 2.0 2.0 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, O 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR volumes 0 0 0 0 0 0 0 0 Lane width 120 120 120 120 120 12.0 120 120 120 Parking Grade Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing WB Only EW Perm 03 04 SB Only NS Perm 07 08 Timing G= 20.3 G= 125 G= G= G= 122 G= 30.0 G= G= Y= 5 Y= 5 Y= Y= Y= 0 Y= 5 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 37 349 6 292 4 994 285 319 790 Lane group capacity, c 235 392 412 949 215 1106 954 316 1554 v/c ratio, X 0.16 0.89 0.01 0.31 0.02 0.90 0.30 1.01 0.51 Total green ratio, g/C 0.14 0.23 0.23 0.61 0.33 0.33 0.61 0.47 0.47 Uniform delay, d 34.1 33.8 27.1 8.4 20.1 28.6 8.2 24.3 16.7 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.41 0.11 0.11 0.11 0.42 0.11 0.50 0.12 Incremental delay, d 0.3 21.5 0.0 0.2 0.0 10.0 0.2 53.0 0.3 Initial queue delay, d 34.4 55.3 27.1 8.6 20.2 38.5 8.4 77.4 16.9 Patton Harris Rust Associates Control delay Lane LOS C E C A C D A E 8 Approach delay 34.4 33.9 31 8 34.3 Approach LOS C C C C Intersection delay 33.2 X 0.84 Intersection LOS C HCS2000 Copyright e 2000 University of Florida. All Rights Reserved Patton Harris Rust Associates Version 4. le HCS2000' DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/9/2005 Time Period AM Peak Hour Intersection Costello Drive Route 522 Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Project ID Carpers Valley Development Phase 28 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 0 1 0 1 1 1 1 2 1 1 2 0 Lane group LTR L LT R L T R L TR Volume, V (vph) 29 3 15 176 7 86 2 714 115 105 731 6 Heavy vehicles, %HV 4 4 4 4 4 4 4 9 4 4 9 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, I, 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 20 2.0 2.0 2.0 20 20 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, Q 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 120 120 12.0 12.0 12.0 12.0 12.0 120 Parking Grade Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing WB Only EB Only 03 04 SB Only NS Perm 07 08 Timing G= 16.0 G= 14.0 G= G= G= 13.0 G= 32.0 G= G= Y= 5 Y= 5 Y= Y= Y= 0 Y= 5 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 50 185 7 91 2 752 121 111 775 Lane group capacity, c 264 309 325 500 233 1180 915 368 1658 v/c ratio, X a19 0.60 0.02 0.18 0.01 0.64 0.13 0.30 0.47 Total green ratio, g/C 0.16 0.18 0.18 0.32 0.36 0.36 0.59 0.50 0.50 Uniform delay, d 33.1 34.0 30.5 22.0 18.7 24.2 8.2 13.8 14.7 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.19 on an 0.11 0.22 0.11 0.11 0.11 Incremental delay, d 0.4 3.2 0.0 0.2 0.0 1.2 0.1 0.5 0.2 Initial queue delay, d 33.4 37.2 30.6 221 18.8 25.3 8.3 14.3 14.9 Patton Harris Rust Associates Control delay Lane group LOS C D C C 8 C A B 8 Approach delay 334 32.2 23 0 14.8 Approach LOS C C C 8 Intersection delay 21.0 X 0.55 Intersection LOS C HCS200O Copyright m 2000 University of Florida, All Rights Reserved Patton Harris Rust Associates Version 4. le HCS2000'M DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/9/2005 Time Period PM Peak Hour Intersection Costello Drive Route 522 Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Project ID Carpers Valley Development Phase 28 Volume and Timing Input EB WB NB SB LT TH• RT LT TH RT LT TH RT LT TH RT Number of lanes, N 0 1 0 1 1 1 1 2 1 1 2 0 Lane group L TR L LT R L T R L TR Volume, V (vph) 15 6 14 323 6 272 4 944 347 341 743 8 Heavy vehicles, %HV 4 4 4 4 4 4 4 9 4 4 9 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, 1 2.0 2.0 20 2.0 2.0 2.0 2.0 2.0 20 Extension of effective green, e 2.0 20 20 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, Q 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR volumes 0 6 0 0 0 0 0 0 Lane width 12.0 120 120 12.0 120 120 120 12.0 120 Parking Grade Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing WB Only EW Perm 03 04 SB Only NS Perm 07 08 Timing G= 19.7 G= 120 G= G= G= 14.3 G= 29.0 G= G= Y= 5 Y= 5 Y= Y= Y= 0 Y= 5 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 30 340 6 286 4 994 365 359 790 Lane group capacity, c 229 380 400 966 208 1069 927 357 1595 v/c ratio, X 0.13 0.89 0.01 0.30 0.02 0.93 0.39 1.01 0.50 Total green ratio, g/C 0.13 0.22 0.22 0.62 0.32 0.32 0.60 0.48 0.48 Uniform delay, d 34.4 34.1 27.5 7.9 20.8. 29.5 9.6 25.1 15.9 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 0.42 0.11 0.11 0.11 0.45 0.11 0.50 0.11 Incremental delay, d 0.3 227 0.0 0.2 0.0 13.8 0.3 49.0 0.2 Initial queue delay, d 34.7 56.9 27.6 8.0 20.8 43.3 9.8 74.2 16.1 Patton Harris Rust Associates Control delay Lane group LOS C E C A C D A E B Approach delay 34.7 34.5 34 3 34.3 Approach LOS C C C C Intersection delay 34.3 X 0.84 Intersection LOS C HC S2I900 T M Copyright 0 2000 University of Florida. All Rights Reserved Patton Harris Rust Associates Version 4.7 TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR +A Agency /Co. PHR +A Date Performed 6/9/2005 Analysis Time Period AM Peak Hour Intersection Arbor Court Victory Road Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Project Description Carpers Valley Development Phase 2B East/West Street: Arbor Court North /South Street: Victory 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 4 8 2 4 18 4 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 4 8 2 4 18 4 Percent Heavy Vehicles 4 4 Median Type Undivided RT Channelized 0 0 Lanes 0 1 1 0 1 0 Configuration LT R LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 2 59 6 13 55 9 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 2 62 6 13 57 9 Percent Heavy Vehicles 4 4 4 4 4 4 Percent Grade 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach NB •SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR LTR LTR v (vph) 4 4 70 79 C (m) (vph) 1581 1597 854 859 v/c 0.00 0.00 0.08 0.09 95% queue length 0.01 0.01 0.27 0.30 Control Delay 7.3 7.3 9.6 9.6 LOS A A A A Approach Delay 9.6 9.6 Approach LOS A A Rights Reserved HCS20(WTM Version 4.1d Copyright 2003 University or Florida. All Rights Reserved Patton Harris Rust Associates Version 4.1d TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR +A Agency /Co. PHR +A Date Performed 6/9/2005 Analysis Time Period PM Peak Hour Intersection Arbor Court Victory Road Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Project Description Carpers Valley Development Phase 2B East/West Street: Arbor Court North /South Street: Victory 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 7 82 32 3 10 23 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 7 86 33 3 10 24 Percent Heavy Vehicles 4 4 Median Type Undivided RT Channelized 0 0 Lanes 0 1 1 0 1 0 Configuration LT R LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 7 10 6 37 2 27 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 7 10 6 38 2 28 Percent Heavy Vehicles 4 4 4 4 4 4 Percent Grade 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR LTR LTR v (vph) 7 3 23 68 C (m) (vph) 1565 1457 807 879 v/c 0.00 0.00 0.03 0.08 95% queue length 0.01 0.01 0.09 0.25 Control Delay 7.3 7.5 9.6 9.4 LOS A A A A Approach Delay 9.6 9.4 Approach LOS A A Rights Reserved HCS2000TM Version 4.1d Copyright 0 2003 University of Florida. All Rights Reserved Patton Harris Rust Associates Version 4.1d TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR +A Agency /Co. PHR +A Date Performed 6/9/2005 Analysis Time Period AM Peak Hour I ntersection Costello Dr Prince Frederick Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Project Description Carpers Valley Development Phase 2B East/West Street: Costello Drive North /South Street: Prince Frederick Drive 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 79 139 0 0 289 79 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 83 146 0 0 304 83 Percent Heavy Vehicles 4 4 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 35 0 84 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 0 0 36 0 88 Percent Heavy Vehicles 4 4 4 4 4 4 Percent Grade 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 1 0 1 Configuration L R Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L R v (vph) 83 36 88 C (m) (vph) 1161 396 692 v/c 0.07 0.09 0.13 95% queue length 023 0.30 0.43 Control Delay 8.3 15.0 11.0 LOS A B B Approach Delay 12.1 Approach LOS B Rights Reserved HCS2000TM Version 4.Id Copyright 2003 University of Florida. All Rights Reserved Patton Harris Rust Associates Version 4.Id TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR +A Agency /Co. PHR +A Date Performed 6/9/2005 Analysis Time Period PM Peak Hour Intersection Costello Dr Prince Frederick Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Project Description Carpers Valley Development Phase 28 East/West Street: Costello Drive North /South Street: Prince Frederick Drive 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 218 825 0 0 706 123 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 229 868 0 0 743 129 Percent Heavy Vehicles 4 4 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 129 0 194 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 0 0 135 0 204 Percent Heavy Vehicles 4 4 4 4 4 4 Percent Grade 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 1 0 1 Configuration L R Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L R v (vph) 229 135 204 C (m) (vph) 765 37 378 v/c 0.30 3.65 0.54 95% queue length 1.26 15.51 3.08 Control Delay 11.7 1416 25.1 LOS 8 F D Approach Delay 579.0 Approach LOS F Rights Reserved HCS200& Version 4.Id Copyright O 2003 University or Florida. All Rights Reserved Patton Harris Rust Associates Version 4.Id HCS2000"' DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/9/2005 Time Period AM Peak Hour Intersection Route 50 Prince Frederick Dr Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Carpers Valley Development Project ID Suggested Improvements Phase 28 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 0 1 0 0 0 1 1 0 0 1 0 Lane group L R L T TR Volume, V (vph) 35 84 79 139 289 79 Heavy vehicles, %HV 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A Start -up lost time, I, 2.0 20 2.0 20 20 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 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR volumes 0 0 0 0 20 Lane width 120 12.0 120 12.0 12.0 Parking Grade Parking N 0 N N N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EB Only 02 03 04 NS Perm 06 07 08 Timing G= 23.0 G= G= G= G= 57.0 G= G= G= Y= 5 Y= Y= Y= Y= 5 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 37 88 83 146 366 Lane group capacity, c 444 397 582 1157 1130 v/c ratio, X 0.08 0.22 0.14 0.13 0.32 Total green ratio, g/C 0.26 0.26 0.63 0.63 0.63 Uniform delay, d 25.5 26.4 6.7 6.6 7.6 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 0.1 0.3 0.1 0.0 0.2 Patton Harris Rust Associates Initial queue delay, d Control delay 25.6 26.7 6.8 6.6 78 Lane group LOS C C A A A Approach delay 26.4 6.7 7.8 Approach LOS C A A Intersection delay 10.7 X 0.29 Intersection LOS 8 HCS2000 Copyright ©200(3 University of Florida. All Rights Reserved Patton Harris Rust Associates Version 4.1e HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/9/2005 Time Period PM Peak Hour ntersection Route 50 Prince Frederick Dr Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Carpers Valley Development Project ID Suggested Improvements Phase 28 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N, 1 0 1 0 0 0 1 1 0 0 1 0 Lane group L R L T TR Volume, V (vph) 129 194 218 825 706 123 Heavy vehicles, %HV 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A Start-up lost time, I, 2.0 2.0 2.0 2.0 2.0 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 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR volumes 0 0 0 0 6 Lane width 120 12.0 12.0 12.0 12.0 Parking Grade Parking N 0 N N N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EB Only 02 03 04 NB Only Thru RT 07 08 Timing G= 21.0 G= G= G= G= 120 G= 47.0 G= G= Y= 5 Y= Y= Y= Y= 0 Y= 5 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 136 204 229 868 866 Lane group capacity, c 405 362 231 1198 936 v/c ratio, X 0.34 0.56 0.99 0.72 0.93 Total green ratio, g/C 0.23 0.23 0.13 0.66 0.52 Uniform delay, d 28.7 30.5 38.9 10.2 19.9 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, .k 0.11 0.16 0.49 0.29 0.44 Incremental delay, d 0.5 20 56.6 22 14.6 Patton Harris Rust Associates Initial queue delay, d Control delay 29.2 32.5 95.6 12.4 34.5 Lane group LOS C C F 8 C Approach delay 31.2 298 34.5 Approach LOS C C C Intersection delay 31.8 X 0.84 Intersection LOS C HCS2000 Copyright 2000 University of Florida. All Rights Reserved Patton Harris Rust Associates Version 4.1e TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR +A Intersection Route 50 Victory Road Agency /Co. PHR +A Jurisdiction Frederick County, Virginia Date Performed 6/9/2005 Analysis Year 2010 Buildout Conditions Analysis Time Period AM Peak Hour Project Description Carpers Valley Development Phase 28 East/West Street: Route 50 North /South Street: Victory Road Intersection Orientation: East -West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh /h) 25 912 129 34 649 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 26 960 135 35 683 0 Proportion of heavy vehicles, PHV 4 4 Median type Raised curb RT Channelized? 0 0 Lanes 1 2 1 1 2 0 Configuration L T R L T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh /h) 70 0 17 7 2 11 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 73 0 17 7 2 11 Proportion of heavy vehicles. PHV 4 4 4 4 4 4 Percent grade 0 0 Flared approach N N Storage 2 2 RT Channelized? 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Control Delay, Queue Length, Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L L TR L TR Volume, v (vph) 26 35 73 17 7 13 Capacity, c (vph) 893 622 219 527 273 474 v/c ratio 0.03 0.06 0.33 0.03 0.03 0.03 Queue length (95 0.09 0.18 1.39 0.10 0.08 0.08 Control Delay (s /veh) 9.2 11.1 29.4 12.1 18.5 12.8 LOS A B D B C B Approach delay (s /veh) 26.2 14.8 Approach LOS D 8 HCS2000 Copyright 0 2003 Unive shy of Florida, All Rights Reserved Patton Harris Rust Associates Version 4.Id TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR +A Intersection Route 50 Victory Road Agency /Co. PHR +A Jurisdiction Frederick County, Virginia Date Performed 6/9/2005 Analysis Year 2010 Buildout Conditions Analysis Time Period PM Peak Hour Project Description Carpers Valley Development Phase 28 East/West Street: Route 50 North /South Street: Victory Road Intersection Orientation: East -West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh /h) 88 1031 99 60 1610 1 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 92 1085 104 63 1694 1 Proportion of heavy vehicles, PHV 4 4 Median type Raised curb RT Channelized? 0 0 Lanes 1 2 1 1 2 0 Configuration L T R L T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh /h) 161 3 40 10 1 1 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 169 3 42 10 1 1 Proportion of heavy vehicles, PHV 4 4 4 4 4 4 Percent grade 0 0 Flared approach N N Storage 2 2 RT Channelized? 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Control Delay, Queue Length, Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L L TR L TR Volume, v (vph) 92 63 169 45 10 2 Capacity, c (vph) 363 572 91 170 61 108 v/c ratio 0.25 0.11 1.86 0.26 0.16 0.02 Queue length (95 0.99 0.37 14.21 1.01 0.54 0.06 Control Delay (s /veh) 18.3 121 502.5 33.6 75.3 39.0 LOS C 8 F D F Approach delay (s /veh) 403.9 69.2 Approach LOS F F HCS200 Copyright 2003 University of Florida, All Rights Reserved Patton Harris Rust Associates version 4 Id HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/9/2005 Time Period AM Peak Hour Intersection Route 50 Victory Road Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Carpers Valley Development Project ID Suggested Improvements Phase 28 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 2 1 1 2 0 1 1 0 1 1 0 Lane group L T R L TR L TR L TR Volume, V (vph) 25 912 129 34 649 0 70 0 17 7 2 11 Heavy vehicles, %HV 4 9 4 9 4 4 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start -up lost time, I, 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, Q 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 120 12.0 12.0 12.0 12.0 12.0 120 Parking Grade Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G, 3.2 3.2 3.2 3.2 Phasing Excl. Left Thru RT 03 04 NS Perm 06 07 08 Timing G= 15.0 G= 38.0 G= G= G= 22.0 G= G= G= Y= 5 Y= 5 Y= Y= Y= 5 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 26 960 136 36 683 74 18 7 14 Lane group capacity, c 289 1401 656 276 1468 334 380 333 389 v/c ratio, X 0.09 0.69 0.21 0.13 0.47 0.22 0.05 0.02 0.04 Total green ratio, g/C 0.17 0.42 0.42 0.17 0.42 0.24 0.24 0.24 0.24 Uniform delay, d 31.7 21.1 16.5 31.9 18.7 27.2 26.0 25.8 25.9 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 0.25 0.11 0.11 0.11 0.11 0.11 0.11 0.11 Incremental delay, d 0.1 1.4 0.2 0.2 0.2 0.3 0.1 0.0 0.0 Initial queue delay, d Patton Harris Rust Associates Control delay 31.9 22.5 16.6 32.2 18.9 27.5 26.0 25.8 26.0 Lane group LOS C C 8. C 8 C C C C Approach delay 220 19.6 272 25.9 Approach LOS C 8 C C Intersection delay 21.4 X 0.44 Intersection LOS C HCS2000 Copyright 2000 University of Florida, All Rights Reserved Patton Harris Rust Associates Version 4.1 HCS2000 DETAILED REPORT General Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/9/2005 Time Period PM Peak Hour Site Information Intersection Area Type Jurisdiction Analysis Year Project ID Route 50 Victory Road All other areas Frederick County, Virginia 2010 Buildout Conditions Carpers Valley Development Suggested Improvements Phase 28 Volume and Timing Input Number of lanes, N Lane group Volume, V (vph) Heavy vehicles, %HV Peak -hour factor, PHF Pretimed (P) or actuated (A) Start -up lost time, I Extension of effective green, e Arrival type, AT Unit extension, UE Filtering /metering, I Initial unmet demand, Q Ped Bike RTOR volumes Lane width Parking Grade Parking Parking maneuvers, N Buses stopping, N Min. time for pedestrians, G EB LT 1 L 88 4 0.95 A 2.0 2.0 3 3.0 1.000 0.0 0 12.0 N 0 TH 2 T 1031 9 0.95 A 2.0 2.0 3 3.0 1.000 0.0 12.0 0 0 RT 1 R 99 4 0.95 A 2.0 2.0 3 3.0 1.000 0.0 0 12.0 N 0 3.2 WB LT 1 L 60 9 0.95 A 2.0 2.0 3 3.0 1.000 0.0 0 12.0 N 0 TH 2 TR 1610 4 0.95 A 2.0 2.0 3 3.0 1.000 0.0 12.0 0 0 RT 0 1 4 0.95 A 0 N 3.2 NB LT 1 L 161 4 0.95 A 2.0 2.0 3 3.0 1.000 0.0 0 12.0 N 0 TH 1 TR 3 4 0.95 A 2.0 2.0 3 3.0 1.000 0.0 12.0 0 0 RT 0 40 4 0.95 A 0 N 3.2 SB LT 1 L 10 4 0.95 A 2.0 2.0 3 3.0 1.000 0.0 0 12.0 N 0 TH 1 TR 1 4 0.95 A 2.0 2.0 3 3.0 1.000 0.0 12.0 0 0 RT 0 1 4 0.95 A 0 N 3.2 Phasing Timing Excl. Left G 7.0 Y= 5 WB Only G 120 Y= 0 Duration of Analysis, T 0.25 EW Perm G 34.0 Y= 5 04 G Y= NB Only G 8.0 Y= 0 NS Perm G 14.0 Y= 5 07 G= Y= 08 G Y= Cycle Length, C 90.0 Lane Group Capacity, Control Delay, and LOS Determination Adjusted flow rate, v Lane group capacity, c v/c ratio, X Total green ratio, g/C Uniform delay, d Progression factor, PF Delay calibration, k Incremental delay, d Initial queue delay, d EB LT 93 216 0.43 0.46 17.1 1.000 0.11 1.4 TH 1085 1254 0.87 0.38 25.9 1.000 0.39 6.6 RT 104 587 0.18 0.38 18.7 1.000 0.11 0.1 WB LT 63 522 0.12 0.64 9.9 1.000 0.11 0.1 TH 1696 1778 0.95 0.51 21.0 1.000 0.46 12.2 RT NB LT 169 292 0.58 0.24 28.6 1.000 0.17 2.9 TH 45 384 0.12 0.24 26.4 1.000 0.11 0.1 RT SB LT 11 207 0.05 0.16 324 1.000 0.11 0.1 TH 2 263 0.01 0.16 32.1 1.000 0.11 0.0 RT Patton Harris Rust Associates HCS2000 DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/9/2005 Time Period AM Peak Hour ntersection Route 50 Prince Frederick Dr Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Project ID Carpers Valley Development Phase 28 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 2 1 1 2 0 1 1 1 0 1 0 Lane group L T R L TR L T R LTR Volume, V (vph) 52 829 176 88 662 4 89 24 65 16 41 96 Heavy vehicles, %HV 4 9 4 9 4 4 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, I, 2.0 20 2.0 20 20 2.0 2.0 2.0 20 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 20 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, O 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 6 Lane width 120 12.0 12.0 120 120 12.0 120 120 120 Parking Grade Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers', N Buses stopping, N 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left EW Perm 03 04 NB Only NS Perm 07 08 Timing G= 1&0 G= 33.0 G= G= G= 5.0 G= 19.0 G= G= Y= 5 Y= 5 Y= Y= Y 0 Y= 5 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 55 873 185 93 701 94 25 68 155 Lane group capacity, c 530 1217 742 448 1274 257 487 414 344 v/c ratio, X 0.10 0.72 0.25 0.21 0.55 0.37 0.05 0.16 0.45 Total green ratio, g/C 0.62 0.37 0.48 0.62 0.37 0.27 0.27 0.27 0.21 Uniform delay, d 7.9 24.5 13.9 9.3 226 26.3 24.5 25.3 30.9 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 0.28 0.11 0.11 0.15 0.11 0.11 0.11 0.11 Incremental delay, d 0.1 21 0.2 0.2 0.5 0.9 0.0 0.2 0.9 Initial queue delay, d Patton Harris Rust Associates Control delay 18.4 324 18.8 10.1 33.2 31.5 26.6 32.5 32. Lane group LOS B C 8 8 C C C C C Approach delay 30 3 32.4 30 4 324 Approach LOS C C C C Intersection delay 31.5 X 0.83 c Intersection LOS C HCS2000TM Copyright 2000 University of Florida. All Rights Reserved Patton Harris Rust Associates Version 4 le ecs.>000TM Copyrieh[ 2000 University of Florida, All Rights Reserved Patton Han Rust Associates Version 4.1 2 1 23. 2 2 2 L nergroupLOS A O C 6 8 1 A 6 I 13 Approach delay 23 6 21.5 26.2 31.9 Approach LOS C C C C Intersection delay 23.6 X 0.60 c Intersection LOS C ecs.>000TM Copyrieh[ 2000 University of Florida, All Rights Reserved Patton Han Rust Associates Version 4.1 HCS2000' DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/9/2005 Time Period PM Peak Hour ntersection Route 50 Prince Frederick Dr Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Project ID Carpers Valley Development Phase 28 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 2 1 1 2 0 1 1 1 0 1 0 Lane group L T R L TR L T R LTR Volume, V (vph) 125 1015 478 281 1037 81 546 55 362 11 31 16 Heavy vehicles, %HV 4 9 4 9 4 4 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A ,4 A A A A A A Start -up lost time, I, 2.0 2.0 20 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 20 20 20 2.0 2.0 2.0 20 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, a 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 35 0 0 0 6 Lane width 120 120 12.0 120 120 12.0 12.0 12.0 12.0 Parking Grade Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left WB Only EW Perm 04 NB Only NS Perm 07 08 Timing G= 5.5 G= 3.8 G= 30.2 G= G= 229 G= 126 G= G= Y= 5 Y= 0 Y= 5 Y= Y= 0 Y= 5 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 132 1068 503 296 1140 575 58 381 56 Lane group capacity, c 188 1114 1003 343 1306 596 721 946 233 v/c ratio, X 0.70 0.96 0.50 0.86 0.87 0.96 0.08 0.40 0.24 Total green ratio, g/C 0.40 0.34 0.65 0.49 0.38 0.39 0.39 0.61 0.14 Uniform delay, d 19.3 29.3 8.4 22.7 26.0 25.0 17.0 9.1 34.4 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.27 0.47 0.11 0.39 0.40 0.47 0.11. 0.11 0.11 Incremental delay, d 11.2 17.9 0.4 19.7 6.8 28.2 0.0 0.3 0.5 Initial queue delay, d Patton Harris Rust Associates Control delay 30.4 47.2 8.8 42.4 32.8 53.1 171 9.4 35.0 Lane group LOS C D A D C D 8 A C Approach delay 34 5 34.8 34.6 35.0 Approach LOS C C C C Intersection delay 34.6 X 1.03 Intersection LOS C HC Copyright 2000 University of Florida, All Rights Reserved Patton Harris Rust Associates Version 4.1e HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/9/2005 Time Period AM Peak Hour ntersection Route 50 Sulphur Springs Rd Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Project ID Carpers Valley Development Phase 2B Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 2 1 1 2 1 1 1 0 1 1 0 Lane group L T R L T R L TR L TR Volume, V (vph) 128 855 20 48 561 32 86 33 153 162 32 184 Heavy vehicles, %HV 4 9 4 4 9 4 4 9 4 4 9 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, I. 2.0 2.0 2.0 2.0 2.0 2.0 2.0 20 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, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking Grade Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left Thru RT 03 04 NS Perm 06 07 08 Timing G= 11.0 G= 38.0 G= G= G= 26.0 G= G= G= Y= 5 Y= 5 y= Y= Y= 5 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 135 900 21 51 591 34 91 196 171 228 Lane group capacity, c 212 1401 656 212 1401 656 272 459 298 457 v/c ratio, X 0.64 0.64 0.03 0.24 0.42 0.05 0.33 0.43 0.57 0.50 Total green ratio, g/C 0.12 0.42 0.42 0.12 0.42 0.42 0.29 0.29 0.29 0.29 Uniform delay, d 37.6 20.6 15.2 35.7 18.3 15.4 25.2 26.0 27.3 26.6 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 0.22 0.22 0.11 0.11 0.11 0.11 0.11 0.11 0.17 0.11 Incremental delay, d 6.2 1.0 0.0 0.6 0.2 0.0 0.7 0.6 27 0.9 Initial queue delay, d Patton Harris Rust Associa es Control delay 43.8 21.6 15.2 36.3 18.5 15.4 25.9 26.6 30.0 27.4 Lane group LOS D C 8 D 8 B C C C C Approach delay 24 3 19.7 26 4 28.5 Approach LOS C 8 C C Intersection delay 24.0 X 0 0.62 Intersection LOS C H CS2000 TM Copyright 2000 University of Florida, All Rights Reserved Patton Harris Rust Associates Version 4.1 HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/9/2005 Time Period PM Peak Hour ntersection Route 50 Sulphur Springs Rd Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Project ID Carpers Valley Development Phase 28 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 2 1 1 2 1 1 1 0 1 1 0 Lane group L T R L T R L TR L TR Volume, V (vph) 140 1072 82 187 1487 201 43 116 126 129 114 184 Heavy vehicles, %HV 4 9 4 4 9 4 4 9 4 4 9 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, I, 2.0 2.0 2.0 2.0 2.0 20 2.0 20 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 20 20 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, Q 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR volumes 0 20 0 60 0 20 0 60 Lane width 120 12.0 120 12.0 12.0 120 120 12.0 12.0 120 Parking Grade Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left WB Only EW Perm 04 NS Perm 06 07 08 Timing G= 6.0 G= 9.0 G= 36.0 G= G= 240 G= G= G= Y= 5 Y= 0 Y. 5 Y= Y= 5 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 147 1128 65 197 1565 148 45 234 136 251 Lane group capacity, c 197 1328 621 467 1660 777 224 441 238 439 v/c ratio, X 0.75 0.85 0.10 0.42 0.94 0.19 0.20 0.53 0.57 0.57 Total green ratio, g/C 0.47 0.40 0.40 0.62 0.50 0.50 0.27 0.27 0.27 0.27 Uniform delay, d 17.0 24.5 16.9 125 21.3- 12.4 25.6 28.2 28.6 28.6 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 0.30 0.38 0.11 0.11 0.46 0.11 0.11 0.13 0.17 0.17 Incremental delay, d 14.4 5.4 0.1 0.6 11.3 0.1 0.4 1.2 3.3 1.8 Initial queue delay, d Patton Harris Rust Associates Control delay 31.4 30.0 17.0 13.1 32. 12.6 26.0 29.4 31.8 30.4 Lane group LOS C C 8 8 C B C C C C Approach delay 29 5 29.0 28 9 30.9 Approach LOS C C C C Intersection delay '29.4 X 0.89 Intersection LOS C HCS2000 Copyright 2000 University of Florida. All Rights Reserved Patton Harris Rust Associates Version 4. le Intersection: E -W: Arbor Conn Weather Dry File Name N-S: Victory Read Count By Location Winchester, VA Count 15 Minute Period Begining EB: Arbor Court Leh Thru Right Total \\B: Independence Dr Left Thru Right Total Left Thru Right Total Left Thru Right Total NS. E d W 15 Min. Period Begining 7:00 7:15 7:30 7:45 8:18) 8:15 8:30 2 0 2 14 3 6 1 20 3 4 3 20 4 3 20 3 2 17 I 15 0 5 0 15 0 8 0 8 0 4 1 15 1 5 0 16 1 7 1 19 0 3 4 17 1 4 fi 21 0 5 2 17 25 0 0 0 0 C C o0— lo_ c 0 C 0000 o i.+._ ti J 0 0 0 0-4 P 6 3 5 35 37 52 0 0 0 0 7:00 7:15 7:30 7:45 8:00 8J5 830 8:45 9:00 9:15 930 9.45 AN 138 5 9 4 18 5 8 14 27 21 A.M.Tota1 7:30 7:45 8:00 8:15 8:30 8:45 A N 9 0000 N O C O P O n:N O O O O C C O O N— 0 0 0 0 N T n \D N [`I 0 0 0 0 O N C C 0 C 0 0 0 N— v. O N 0 0 0 O 1 17 1 19 3 24 2 29 3 12 1 16 1 30 2 33 0 2 27 29 1 17 2 20 1 21 2 24 20 1 0 21 0. 0 0 0 0 0 0 0 0 0 0 0 1) 0 0 0 3 26 2 31 0 22 1 23 I 28 1 30 1 27 0 28 1 1 21 23 0 20 2 22 0 18 4 22 0 29 0 29 0 0 0 0 0 0 0 0 0 0 0 0 1) 0 II 0 1 r. 0R 7. n 0 0 00 6 :00 6:15 6:30 6:45 7:00 7:15 730 7:45 8:00 8:15 8:30 8:45 P.M. Tot al 51 4 38 93 13 10 9 32 30 124 37 191 6 171 31 208 524 P.M.Total 1 Hour Period Beginine EB: Arbor Coun left Thm Righi Total WE: Independence Dr left Thru Righi Thud NB: Victory Road Left Thru Right Toed SB: Victory Road Left Thin Right Total N.S. E W 1 Flour Period Begining 7:00 7:15 7:30 7:45 8:00 8:15 8:30 845 9:00 12 53 74 13 55 77 12 51 72 9 52 67 6 52 64 3 40 47 1 28 32 1 13 17 0 0 0 2 54 2 58 2 59 6 67 3 59 11 73 2 59 13 74 2 64 14 80 2 51 10 63 1 37 4 42 1 22 2 25 0 0 0 0 4 2 12 4 2 11 3 I 8 2 2 6 1 2 6 1 2 6 1 5 0 2 1 3 0 0 0 0 3 5 6 14 4 4 4 12 2 3 5 10 3 2 3 8 2 3 8 13 1 3 8 12 1 3 6 10 0 1 6 7 0 0 0 0 58 67 63 55 63 28 89 52 0 7:00 7:15 7:30 7:45 8:00 8:15 8:30 8:45 9:00 6:18) 6:15 6:30 6:45 7:00 7:15 7:30 7:45 8:01 29 0 20 49 37 2 27 66 35 3 27 65 22 4 20 46 22 4 18 44 12 2 9 23 7 1 5 13 4 0 6 0 0 0 0 9 5 7 21 7 I D 6 23 7 8 7 22 3 7 4 14 4 5 2 11 4 0 1 5 3 0 0 3 2 0 0 2 0 0 0 0 8 83 6 97 7 68 32 107 5 61 32 98 3 70 33 106 22 41 31 94 22 39 4 65 21 22 2 45 20 0 21 0 (1 0 0 5 103 4 112 3 78 23 104 3 76 24 103 2 66 27 95 1 68 27 96 0 67 6 73 0 47 4 51 0 29 0 29 0 0 0 0 279 301 238 261 245 66 112 58 0 6:00 6:15 6:30 6:45 7:00 7:15 7:30 7 :45 8:00 1 Hour Period Begining EB: Arbor Court Left Thru Right Told WB: Independence Dr Lefi Thin Right Total NB: Victory Road Left Thru Right Total S11: Victory Road Left Thru Right Total N.S. E W 11lour Period Begining 7:15 A.M. Peuk 13 55 9 77 PHI; 0.96 2 59 6 67 PHF 0.88 4 5 2 11 PHF 0.69 4 4 4 12 PHI 0.60 167 0 93 7:15 AM. Peak 16 :15 P.M. Peak 37 2 27 66 PHF 0.63 7 10 6 23 PHF 0.64 7 68 32 107 I'IIF 0.81 3 78 23 104 PI III 0.87 300 0.93 16:15 P.M. Pe' Intersection: E -W: Costello Drive Weather Dry File Input Name N -S: Prince Frederick Drive Count By SD By SD Location Winchester. VA Count 15 Minute EB: Costello Dr WB: Dr SB: Prince Frederick Dr. 15 Min. Period N.S, Period Begining Left Thru Right Total lift Thru Right Total Left Thru Right Total left Thru Right Total E W Begining 7:00 8 0 5 13 0 0 0 11 5 16 32 7:00 7:15 10 0 7 17 0 0 0 15 8 23 45 7:15 7:30 5 0 10 15 0 0 0 20 18 38 57 7:30 7:45 9 0 14 23 0 0 0 12 31 43 66 7:45 8:00 11 0 0 11 0 0 0 18 22 40 57 8:00 8:15 9 0 0 9 0 0 0 9 9 18 28 8:15 8:30 8 0 0 8 0 0 0 8 13 21 31 8:30 8:45 12 0 0 12 0 0 0 0 5 18 23 4 8:45 9:00 0 0 0 0 0 0 0 0 0 0 0 9:00 9:15 0 0 0 0 0 0 0 0 0 0 0 9:15 9:30 0 0 0 0 0 0 0 0 0 0 0 9:30 9:45 0 0 0 0 0 0 0 0 0 0 0 9:45 A.M. Total 72 0 36 108 0 0 0 14 12 0 26 0 98 124 222 3.6 A.M. Total 6:00 22 1 23 000000000000 0 0 0 0 0 0 0 0 0 0 0 0 000000.000000 000000000000 4 6 0 10 0 2 10 12 45 6:00 6:15 26 0 26 9 20 0 29 0 2 17 19 74 6:15 6:30 28 0 28 13 14 0 27 0 2 29 31 86 6:30 6:45 32 3 35 9 17 0 26 0 1 32 33 94 6:45 7:00 35 '0 35 5 21 0 26 0 0 31 31 92 7:00 7:15 34 0 34 7 13 0 20 0 2 31 33 87 7:15 7:30 30 2 32 4 18 0 22 0 1 29 30 84 7:30 7:45 25 1 26 5 28 0 33 0 0 26 26 85 7:45 8 :00 0 0 0 0 0 0 0 0 0 0 0 0 8:00 8:15 0 0 0 0 0 0 0 0 0 0 0 0 8:15 8:30 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 8:45 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 P.M. Total 232 0 7 239 0 0 0 0 56 137 0 193 0 10 205 215 647 P.M. Total 1 Hour EI3: Costello Dr WB: NB: Prince Frederick Dr S13: Prince Frederick Dr 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 7:00 32 36 68 0 0 0 0 10 2 0 12 0 58 62 120 200 7:00 7:15 35 31 66 0 0 0 0 9 6 0 15 0 65 79 144 225 7:15 7:30 34 24 58 0 0 0 0 6 5 0 11 0 59 80 139 208 7:30 7:45 37 14 51 0 0 0 0 2 7 0 9 0 47 75 122 182 7:45 8:00 40 0 40 0 0 0 0 4 10 0 14 0 40 62 102 156 8:00 8:15 29 0 29 0 0 0 0 2 6 0 8 0 22 40 62 99 8:15 8:30 20 0 20 0 0 0 0 2 5 0 7 0 13 31 44 71 8:30 8:45 12 0 12 0 0 0 0 2 3 0 5 0 5 18 23 40 8:45 9:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:00 6:00 108 4 112 0 0 0 0 35 57 0 92 0 7 88 95 299 6:00 6:15 121 3 124 0 0 0 0 36 72 0 108 0 5 109 114 346 6:15 6:30 129 3 132 0 0 0 0 34 65 0 99 0 5 123 128 359 6:30 6:45 131 5 136 0 0 0 0 25 69 0 94 0 4 123 127 357 6:45 7 :0 124 3 127 0 0 0 0 21 80 0 101 0 3 117 120 348 7:00 7:15 89 3 92 0 0 0 0 16 59 0 75 0 3 86 89 256 7:15 7:30 55 3 58 0 0 0 0 9 46 0 55 0 1 55 56 169 7:30 7:45 25 1 26 0 0 0 0 5 28 0 33 0 0 26 26 85 7:45 8 :00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 I Hour EB: Costello Dr WB: NB: Prince Frederick Dr SB: Prince Frederick Dr 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 7:15 35 0 31 66 0 0 0 0 9 6 0 15 0 65 79 144 225 7:15 A.M. Peak PI1F 0.72 PHF #DIV/0! PHF 0.63 PHF 0.84 0.85 A.M. Peak 16:30 129 0 3 132 0 0 0 0 34 65 0 99 0 5 123 128 359 16:30 P.M. Peak PI IF 0.94 PHF #DIV/0! PILE 0.92 PHF 097 0.95 P.M. Peak Intersection: E -W: Millwood Pike Weather Dry File Input Name Victory Rd. Count By BRK By SD Location Winchester, VA Count Dale 5/31/2005 15 Minute EB: Millwood Pike WB: Millwood Pike NB: Victory Rd. SB: Victory Rd. 15 Min. Period N.S, Period Begining Left Thru Right Total Lett Thru Right Total Left Thru Right Total Left Thru Right Total E W Begining 7:00 0 0 0 0 0 0 0 0 22 0 8 30 0 0 0 0 30 7:00 7:15 0 0 0 0 0 0 0 0 0 0 0 0 1 0 6 7 7 7:15 7:30 6 122 31 59 10 102 1 113 0 0 0 0 0 0 0 0 272 7:30 7:45 9 140 28 77 11 103 0 114 15 0 4 19 0 1 4 5 315 7:45 8:00 4 149 30 83 9 98 0 107 1 0 7 25 0 0 2 2 317 8:00 8:15 3 128 28 59 9 118 0 127 1 0 4 20 0 0 1 1 307 8:15 8:30 9 120 29 58 5 99 0 104 1 0 2 20 7 1 4 12 294 8:30 8:45 8 125 25 58 11 107 0 118 1 0 3 21 0 I 3 4 301 8:45 9:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:00 9:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:15 9:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:30 9:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:45 KM. Total 39 784 171 994 55 627 1 683 1 7 (1 28 135 8 3 20 31 1 843 A.M. Total 6:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:00 6:15 11 94 24 129 7 165 0 172 1 1 5 25 2 0 0 2 328 6:15 6:30 20 127 20 167 12 227 1 240 0 0 3 20 0 8 28 438 6:30 6:45 19 119 15 153 7 198 0 205 3 I 5 44 4 0 0 4 406 6:45 7:00 19 118 23 160 13 227 1 241 2 1 11 37 3 I I 5 443 7:00 7:15 26 122 28 176 23 231 0 254 4 0 15 60 2 0 0 2 492 7:15 7:30 24 132 26 182 17 256 0 273 3 1 9 49 1 0 0 1 505 7:30 7:45 14 110 28 152 10 187 1 198 2- 0 I 33 2 0 I 3 386 7:45 8:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 8:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 8:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 8:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 P.M.Total 133 822 164 1119 89 1491 3 1583 192 4 55 251 34 I 10 45 2998 P.M.Total 1 Hour ER: Millwood Pike WB: Millwood Pike NB: Victory Rd. SR: Victory 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 7:00 15 262 59 336 21 205 1 227 37 0 12 49 1 1 10 12 624 7:00 7:15 19 411 89 519 30 303 1 334 33 0 11 44 I 1 12 14 911 7:15 7:30 22 539 117 678 39 421 1 461 49 0 15 64 0 1 7 8 1211 7:30 7:45 25 537 115 677 34 418 0 452 67 0 17 84 7 2 II 20 1233 7:45 8:00 24 522 112 658 34 422 0 456 70 0 16 86 7 2 10 19 1219 8:00 8:15 20 373 82 475 25 324 0 349 52 0 9 61 7 2 8 17 902 8:15 8:30 17 245 54 316 16 206 0 222 36 0 5 41 7 2 7 16 595 8:30 8:45 8 125 25 158 11 107 0 118 18 0 3 21 0 I 3 4 301 8:45 9:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:00 16:00 50 340 59 449 26 590 1 617 60 2 10 72 26 0 8 34 1172 6:00 16:15 69 458 82 609 39 817 2 858 85 3 21 109 29 1 9 39 1615 6:15 16:30 84 486 86 656 55 883 2 940 III 2 31 144 29 1 9 39 1779 6:30 16:45 88 491 92 671 60 912 1 973 147 3 40 190 10 I 1 12 1846 6:45 17:00 83 482 105 670 63 901 2 966 132 2 45 179 8 1 2 11 1826 7:00 17:15 64 364 82 510 50 674 1 725 107 1 34 142 5 0 1 6 1383 7:15 17:30 38 242 54 334 27 443 1 471 62 1 19 82 3 0 1 4 891 7:30 17:45 14 110 28 152 10 187 1 198 va _3 0 10 33 2 0 1 3 386 7:45 18:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 I Hour EB: Millwood Pike WB: Millwood Pike NB: Victory Rd. S8: Victory Rd. I Hour Period N.S, Period Begining left Thru Right Total Left Thru Right Total Left Thru Right Total Ixft Thru Right Total E W Begining 7:45 25 537 115 677 34 418 0 452 67 0 17 84 7 2 11 20 1233 7:45 A.M. Peak PHF 0.92 PI IF 0.89 PHI' 0.84 PHF 0.42 0.97 A.M. Peak 16:45 88 491 92 671 60 912 1 973 147 3 40 190 10 1 1 12 1846 16:45 P.M. Peak PHF 0.92 PI IF 0.89 PIIF 0.79 PHF 0.60 0.91 P.M. Peak Intersection: E -W: Millwood Pike Weather Dry File Input Name N -S: Prince Frederick Dr Count By hk Bp hk Location Winchester, VA Count Dale 5/31/2005 15 Minute E6: Millwood Pikc WB: Millwood Pike NB: Custer Avenue SB: Prince Frederick Drive 15 Min. Period N,S. Period Begining Let Thru Right Total Loll Thru Right Total Left Thru Right Total Left 'I'hru Right Total E W Begining 7:00 II 162 9 182 13 89 0 02 2 2 3 7 3 8 20 31 322 7:00 7:15 13 142 15 170 19 106 0 25 2 2 6 10 5 9 22 36 341 7:15 7:30 7 156 II 174 23 129 3 55 1 6 3 10 2 9 21 32 371 7:30 7:45 17 169 11 197 20 119 0 39 1 5 7 13 4 16 30 50 399 7:45 8:00 15 173 11 199 17 131 1 49 3 7 3 13 5 7 23 35 396 8:00 8:15 8 124 7 139 10 128 1 39 1 7 3 I1 5 9 25 39 328 8:15 8:30 13 135 7 155 8 142 1 51 3 5 8 16 5 8 23 36 358 8:30 8:45 17 150 8 175 9 157 3 69 2 3 4 9 5 6 27 38 391 8:45 A.M. Total 101 1211 79 1391 119 1001 9 1129 15 37 37 89 �34 72 191 297 2906 A.M. Total 16:00 23 133 4 160 9 188 8 205 2 5 13 30 3 2 4 9 404 6:00 16:15 24 135 7 166 12 197 12 221 1 5 15 31 6 2 3 11 429 6:15 16:30 27 145 7 179 14 212 9 235 4 4 17 35 5 5 5 15 464 6:30 16:45 33 154 8 195 14 222 17 253 5 7 16 38 5 5 4 14 500 6:45 17:00 35 169 6 210 15 236 15 266 8 7 19 44 2 7 3 12 532 7:00 17:15 31 188 9 228 16 243 22 281 5 8 21 44 4 6 6 16 569 7:15 17:30 25 174 6 205 22 235 25 282 2 6 16 34 4 8 3 15 536 7:30 17:45 34 159 6 199 17 227 19 263 3 7 15 35 1 6 4 11 508 7:45 PM. Total 232 1257 53 1542 119 1760 127 2006 110 49 132 291 2130 41 32 103 3942 P.M. Total 1 Hour EB: Millwood Pikc W13: Millwood Pike NB: Custer Avenue SB: Prince Frederick Drive 1 Hour Period N.S. Period Beginine left Thru Right Total Left Thm Right Total Left Thru Right Total Left Thru Right Total E W Begining 7:00 48 629 46 723 75 443 3 521 6 15 19 40 14 42 93 149 1433 7:00 7:15 52 640 48 740 79 485 4 568 7 20 19 46 16 41 96 153 1507 7:15 7:30 47 622 40 709 70 507 5 582 6 25 16 47 16 41 99 156 1494 7:30 7:45 53 601 36 690 55 520 3 578 8 24 21 53 19 40 1111 160 1481 7:45 8:00 53 582 33 668 44 558 6 608 9 22 18 49 20 30 98 148 1473 8:00 16:00 107 567 26 700 49 819 46 914 52 21 61 134 19 14 16 49 1797 16:00 16:15 119 603 28 750 55 867 53 975 58 23 67 148 18 19 15 52 1925 16:15 16:30 126 656 30 812 59 913 63 1035 62 26 73 161 16 23 18 57 2065 16:30 16:45 124 685 29 838 67 936 79 1082 60 28 72 160 15 26 16 57 2137 16:45 17:00 125 690 27 842 70 941 81 1092 58 28 71 157 11 27 16 54 2145 17:00 1 Hour EB: Millwood Pike WB: Millwood Pike NB: Custer Avenue SB: Prince Frederick Drive 1 Hour Period N,S, Period Beginine Left 'Run Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total EBW Begining 7:15 52 640 48 740 79 485 4 568 7 20 19 46 16 41 96 153 1507 7:15 A.M. Peak PHF 0.93 PIIF 0.92 PHF 0.88 PHF 0.77 0.94 A.M. Peak 17:00 125 690 27 842 70 941 81 1092 58 28 71 157 11 27 16 54 2145 17:00 P.M. Peak PHF 0.92 PHF 0.97 PHF 0.89 PHF 0.84 0.94 P.M. Peak intersection: E -W: ROUTE 50 Weather Dry File Input Namel N -S: Sulfersprings Count By JJP By 11P Location winchester.va Count Date 5 /30/2005 15 Minute ER: ROUTE50 WB: ROUTE50 NB: SB: Sulfersprings 15 Min. Period N.S, Period Begining Left Thru Right Total Left Thru Right Total Lett Thru Right Total Lett Thru Right Total E &W Begining 7:00 1 18 41 0 159 0 44 4 48 0 0 0 0 27 0 19 46 253 7:00 7:15 21 44 0 165 0 56 7 63 0 0 0 0 28 0 23 51 279 7:15 7:30 26 54 0 180 0 73 5 78 0 0 0 0 33 0 29 62 320 7:30 7:45 29 61 0 190 0 85 8 93 0 0 0 0 41 0 33 74 357 7:45 8:00 34 58 0 192 0 97 6 103 0 0 0 0 33 0 37 70 365 8:00 8:15 34 45 0 179 0 101 5 106 0 0 0 0 32 0 41 73 358 8:15 8:30 29 40 0 169 0 99 7 106 0 0 0 0 27 0 40 67 342 8:30 8 :45 24 29 0 153 0 103 9 112 0 0 0 0 21 0 36 57 322 8:45 A.M. Total 215 1172 0 1387 0 658 51 709 0 0 0 0 242 0 258 500 2596 A.M. Total 6:00 39 141 0 180 0 185 26 211 0 0 0 23 0 25 48 439 6:00 6:15 43 144 0 187 0 199 33 232 0 0 16 0 33 49 468 6:15 6:30 48 149 0 197 0 215 34 249 0 0 19 0 35 54 500 6:30 6:45 51 154 0 205 0 233 39 272 0 0 23 0 36 59 536 6:45 7:00 52 161 0 213 0 245 44 289 0 0 33 0 35 68 570 7:00 7:15 44 158 0 202 0 239 43 282 0 0 29 0 44 73 557 7:15 7:30 39 150 0 189 0 236 39 275 0 0 21 0 36 57 521 7:30 7:45 36 141 0 177 0 228 35 263 0 0 17 0 35 52 492 7:45 P.M. Total 352 1198 0 1550 0 1780 293 2073 0 0 0 0 181 0 279 460 4083 P.M. Total 1 Hour E13: ROUE 50 WB: ROUTE 50 NB: SB: Sulfersprings 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 94 600 0 694 0 258 24 282 0 0 0 0 129 0 104 233 1209 7:00 7:15 110 617 0 727 0 311 26 337 0 0 0 0 135 0 122 257 1321 7:15 7:30 123 618 0 741 0 356 24 380 0 0 0 0 139 0 140 279 1400 7:30 7:45 126 604 0 730 0 382 26 408 0 0 0 0 133 0 151 284 1422 7:45 8:00 121 572 0 693 0 400 27 427 0 0 0 0 113 0 154 267 1387 8:00 16:00 181 588 0 769 0 832 132 964 0 0 0 0 81 0 129 210 1943 16:00 16:15 194 608 0 802 0 892 150 [042 0 0 0 0 91 0 139 230 2074 16:15 16:30 195 622 0 817 0 932 160 1092 0 0 0 0 104 0 150 254 2163 16:30 16:45 186 623 0 809 0 953 165 [118 0 0 0 0 106 0 151 257 2184 16:45 17:00 171 610 0 781 0 948 161 1109 0 0 0 0 100 0 150 250 2 140 17:00 I (lour EB: ROUTE 50 WB: ROUTE 50 NB: SR: Sulfersprings 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 7:45 126 604 0 730 0 382 26 408 0 0 0 0 133 0 151 284 1422 7:45 A.M. Peak PHF 0.95 PHF 0.96 PHF PRE 0.96 0.97 A.M. Peak 16:45 186 623 0 809 0 953 165 1118 0 0 0 0 106 0 151 257 2184 16:45 P.M. Peak PHF 0.95 PHF 0.97 PHF PHF 0.88 0.96 P.M. Peak Intersection: E-W: Costello Drive Weather Dry File Name N -S: Prince Frederick Drive Count By SD Input By SD 6/1/2005 Location WincIrster, VA Count Date 15 I Period Begining Left Thru Right Total WB: Costello Dr Left Thru Right Total NB: Prince Frederick Dr Left Thru Right Total SB: Prince Frederick Dr. Left Thru Right Total N,S, E W 15 Min. Period Begining 7 f 8:30 8 :45 f S oc co r- m P b 0 0 0 0 a a N ne tan 71' 0000 0 0 0 0 0 0 0 p m a 2 0' y N 0 0 0 0 22 1 12 35 25 3 14 42 30 3 13 46 42 1 21 64 32 0 15 47 2t1 0 18 38 27 1 21 39 15 0 12 27 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 135 15 150 0 148 16 164 1 154 17 172 0 165 23 188 1 120 24 145 2 116 16 134 0 141 22 163 0 131 18 149 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15 14 0 129 17 50 2 169 23 89 0 212 24 25 3 152 23 37 1 161 16 32 0 148 22 31 1 154 37 56 4 197 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 322 383 437 417 372 334 365 379 0 0 0 0 7:00 7 :15 7:30 7:45 8:00 8:15 8:30 8:45 9:00 9:15 9:30 9:45 A.M. 84 213 9 116 338 4 1110 151 1265 177 1134 11 1322 3009 A.M. Iota! :30 7 8:00 8:15 8:30 8:45 T 8 2 P N 0 to 0 0 0 0 er vt h C v■ N en 0 0 0 0 R— CI M 0 0 0 0 0 N a to b rn N O N 0 0 0 0 46 0 59 105 48 0 58 106 48 0 50 98 67 3 60 130 46 1 45 92 44 0 55 99 43 2 51 96 31 1 42 74 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 147 37 184 1 167 35 203 I 182 35 218 0 219 49 268 2 202 56 260 0 196 54 250 2 159 60 221 0 160 45 205 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 37 156 0 193 40 160 1 201 38 133 2 173 56 171 1 228 67 140 3 210 69 151 0 220 85 149 4 238 61 140 1 202 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 491 520 499 639 571 574 563 484 0 0 0 0 16:00 16:15 16:30 16 :45 17:00 17:15 17:30 17:45 18:00 18:15 18:30 18:45 P.M. Total 26 13 28 67 373 7 420 800 6 1432 371 1809 453 1200 12 1665 4341 P.M. Total I Hour Period Reeiniug ER: Fairfield Inn Left Thru Right Total WB: Costello Dr Left Thru Right Total NB: Prince Frederick Dr Left Thru Right Total SR: Prince Frederick Dr Left Thru Right Total N,S, E W 1 Hour Period Beginin 7:00 7:15 7:30 7:45 8:00 8:15 8:30 8:45 9:00 21 2 13 36 29 3 15 47 35 2 16 53 35 2 18 55 27 3 18 48 15 2 12 29 6 2 7 15 2 1 3 6 0 0 0 0 119 8 60 187 129 7 63 199 124 4 67 195 121 2 65 188 94 1 56 151 62 1 41 104 42 1 23 66 15 0 12 27 0 0 0 0 1 602 71 674 2 587 80 669 4 555 80 639 3 542 85 630 3 508 80 591 2 388 56 446 0 272 40 312 0 131 18 149 0 0 0 0 79 578 5 662 87 601 6 694 86 583 4 673 85 525 5 615 98 556 6 660 75 419 5 499 59 287 5 351 37 156 4 197 0 0 0 0 559 609 560 488 450 078 744 379 0 7:00 7:15 7:30 7:45 8:00 8:15 8:30 8:45 9:00 16 :00 16:15 16 :30 16:45 17:00 17:15 17:30 17:45 18:00 15 10 17 42 16 7 19 42 14 7 16 37 15 6 14 35 11 3 11 25 8 2 6 16 6 1 4 11 2 0 1 3 0 0 0 0 209 3 227 439 209 4 213 426 205 4 210 419 200 6 211 417 164 4 193 361 118 3 148 269 74 3 93 170 31 1 42 74 0 0 0 0 2 715 156 873 4 770 175 949 3 799 194 996 4 776 219 999 4 717 215 936 2 515 159 676 2 319 105 426 0 160 45 205 0 0 0 0 171 620 795 201 604 812 230 595 831 277 611 896 282 580 870 215 440 660 146 289 440 61 140 202 0 0 0 2149 2229 2283 2347 2192 1621 1047 484 0 6:00 6:15 6:30 6:45 7:00 7:15 7:30 7:45 8:00 1 Hour Period Begining ER: Fairfield Inn Left Thru Right Total WB: Costello Dr Left Thru Right Total NB-. Prince Frederick Dr Left Thru Right Total SB: Prince Frederick D.: Let l Thru Right Total N.S. E W 1 Hour Period Begining 7:15 A.M. Peak 29 3 15 47 PLIF 0.62 129 7 63 199 PHF 0.78 2 587 80 669 PHF 0.89 87 601 6 694 PHF 0.82 1609 0.92 7:15 A.M. Peak 16:45 P.M. Peak 15 6 14 35 PHF 0.67 200 6 211 417 PIT 0.80 4 776 219 999 PHF 0.93 277 611 8 896 PIIF 0 .94 2347 0.92 16:45 P.M. Peak