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HomeMy WebLinkAbout04-05 Traffic Impact Analysis1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 A Traffic Impact Analysis of the Lambert -Ward Property Located in: Frederick County, Virginia Prepared for: Greenway Engineering 151 Windy Hill Lane Winchester, VA 22602 Prepared by: Patton Harris Rust Associates, pc Engineers. Surveyors. Planners. Landscap e Architects. P 208 Church Street, S.E. Leesburg, Virginia 20175 7 703.777.3616 F 703.777.3725 November 29, 2004 FREDERICK COUNTY PLANNING DEVELOPMENT OVERVIEW Report Summary Patton Han Rust Associates, pc (PHR +A) has prepared this document to present the traffic impacts associated with the proposed Lambert-Ward Property to be located along the south side of Senseny Road (Route 657), east of Greenwood Road, in Frederick County, Virginia. The proposed project will include a total of 285 residential units (145 single family detached and 140 townhouse) with access to be provided along Senseny Road via Rossum Lane and Twinbrook Circle, respectively. The development is to be built -out in a single transportation phase by the year 2010. PHR +A has provided Figure 1 to illustrate the location of Lambert -Ward Property with respect to the surrounding roadway network. Methodology The traffic impacts accompanying the Lambert -Ward Property 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 Lambert-Ward Property development, Distribution and assignment of the Lambert -Ward Property generated trips onto the study area roadway network, Analysis of capacity and level of service using the newest version of the highway capacity software, HCS -2000, for existing and future conditions. EXISTING CONDITIONS PHR +A conducted AM and PM peak hour manual turning movement counts at the intersections: Senseny Road /Greenwood Road, Senseny Road /Rossum Lane and Senseny Road Twinbrook Circle in Frederick County, Virginia. In order to determine the ADT (Average Daily Traffic) along the study area roadway links, a conservative `k" factor (the ratio of PM peak hour traffic volumes to 24 -hour traffic volumes) of 10% was assumed. Figure 2 shows the existing ADT and AM/PM peak hour traffic volumes at key locations throughout the study area roadway network. Figure 3 shows the respective existing lane geometry and AM /PM peals hour HCS -2000 levels of service. All traffic count data and HCS -2000 levels of service worksheets are included in the Appendix section of this report. A Traffic Impact Analysis of the Lambert -Ward Property November 29, 2004 Project Number: 13303 -1 -0 Page 1 rN No Scale r Figure 1 \����11 Vicinity Map Lambert -Ward Property A Traffic Impact Analysis of the Lambert -Ward Property November 29, 2004 Project Number: 13303 -1 -0 Page 2 P Existing ADT and AM /PM Peak Hour Traffic Volumes A Traffic Impact Analysis of the Lambert -Ward Property November 29, 2004 Project Number: 13303 -1-0 Page 3 Signalized Intersection LOS =B(B) A l (13)B.c, A Unsignalized Intersection Unsignalized Intersection No Scale 0 0 U V Figu 030 R SITE Denotes Unsignalized Critical Movement AM Peak Hour (PM Peak Hour) Existing Lane Geometry and Levels of Service A Traffic Impact Analysis of the Lambert -Ward Property November 29, 2004 Project Number: 13303 -1 -0 Page 4 Code Land Use Amount In AM Peak Hour Out Total PM Peak Hour In Out Total ADT Butcher Property 210 Single Family Detached 69 units 14 43 58 43 28 77 690 Total 14 43 58 48 28 77 690 Red -Bud Run 210 Single Family Detached 300 units 55 165 219 182 107 288 3,000 Total 55 165 219 182 107 288 3,000 Fieldstone 210 Single Family Detached 63 units 13 40 54 45 26 71 630 230 Townhouse/Condo 207 units 16 77 92 73 36 109 1,801 Total 29 117 146 118 62 180 2,431 Misc Other Developments along Channing Drive* 210 Single- Family Detached 1,164 units 206 618 824 615 361 976 11,640 230 Townhouse /Condo 130 units 11 53 64 50 25 75 1,131 820 Retail 120,000 SF 107 68 175 339 367 706 7,645 Total 323 739 1,063 1,004 753 1,757 20,416 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 PHRA 1 2010 BACKGROUND CONDITIONS PHR +A increased the existing traffic volumes along Senseny Road and Greenwood Road using a conservative growth rate of five percent (5 per year through Year 2010. Additionally, PHR +A utilized the following reports to incorporate trips associated with specific "other developments" located within the vicinity of the proposed site: Traffic Impact Analysis of Fieldstone, by PHR +A, dated January 16, 2004 and A Traffic Impact Analysis of Butcher Property, by PHR +A, dated September 8, 2004. Using the 7 Edition of the Institute of Transportation Engineers' (1TE) Trip Generation Report, PHR +A has provided Table 1 to summarize the 2010 "other developments" trip generation. Includes Giles Form, Toll Brotlic Abrams' Po Table 1 2010 "Other Developments" Trip Generation Summary Coventry Court and miscellaneous resi dentia Figure 4 shows the 2010 background ADT and AM /PM peak hour traffic volumes at key locations throughout the study area roadway network. Figure 5 shows the corresponding 2010 background lane geometry and AM /PM peak hour HCS -2000 levels of service. All HCS -2000 levels of service worksheets are included in the Appendix section of this report. A Traffic Impact Analysis of the Lambert -Ward Property November 29, 2004 Project Number: 13303 -1 -0 Page 5 No Scale i1/4 66(1 01) 551(475) r- 12(50) AM Peak Hour(PM Peak Hour) r verage Dady _PHRA F igure 4 2010 Background ADT and AM /PM Peak Hour Traffic Volumes P A Traffic Impact Analysis of the Lambert -Ward Property November 29, 2004 Project Number: 13303 -1 -0 Page 6 r No Scale Signalized Intersection LOS =B(C) U A l Signalized I me rsectian LOS =C(C) Unsignalized Intersection c7 U nsignalized Intersection Denotes Unsignalized Critical Movement AM Peak Hour (PM Peak Hour) PHA F igure 5 P 2010 Background Lane Geometry and Levels of Service A Traffic Impact Analysis of the Lambert-Ward Property November 29, 2004 Project Number: 13303-1-0 Page 7 PROPOSED TRIP GENERATION The Lambert -Ward Property is to include a total of 285 residential units with 145 as single- family detached and 140 as townhouses. The number of trips entering and exiting the site were determined using the 7 Edition of Institute of Transportation Engineers' (ITE) Trip Generation Report. Table 2 summarizes the trip generation results for the proposed Lambert-Ward Property. Table 2 Lambert -Ward Property Trip Generation Summary AM Peak Hour PM Peak (lour Code Land Use Amount In Out Total In Out Total ADT 210 Single Family Detached 145 units 28 83 111 94 55 150 1,450 230 Townhouse /Condo 140 units 11 56 6S 53 26 79 1,218 Total 39 139 179 147 82 229 2,668 TRIP DISTRIBUTION AND TRIP ASSIGNMENT The distribution of trips was based upon local travel patterns for the roadway network surrounding the proposed site. PHR =A utilized the trip distribution percentages shown in Figure 6 to assign the Lambert-Ward Property trips (Table 2) through the study area roadway network. Figure 7 shows the development generated AM /PM peak hour trips and ADT assignments. 2010 BUILD -OUT CONDITIONS The Lambert-Ward Property assigned trips (Figures 7) were added to the 2010 background traffic volumes (Figure 4) to obtain 2010 build -out conditions. Figure 8 shows the 2010 build -out ADT and AM /PM peak hour traffic volumes at key locations throughout the study area. Figure 9 shows the corresponding 2010 build -out lane geometry and AM /PM peak hour HCS -2000 levels of service. All HCS -2000 levels of service worksheets are included in the Appendix section of this report. A Traffic Impact Analysis of the Lambert -Ward Property November 29, 2004 Project Number: 13303 -1 -0 Page 8 Trip Distribution Percentages A Traffic Impact Analysis of the Lambert -Ward Property November 29, 2004 Project Number: 13303 -1 -0 Page 9 AM Peak Hour(PM Peak Hour) verageiDaily Development- Generated Trip Assignments A Traffic Impact Analysis of the Lambert -Ward Property November 29, 2004 Project Number: 13303 -1 -0 Page 10 No Scale s N P N N J 94(118) JIL 12235 9 614 logs, 6248 490 (247)103 (648)232.∎0 (66)52'nt 593(500) {33(62) Os R 0 181 442 61 ti SITE k 4) o N s 4 44)1 3 110.1% (37 9) 41267V 3)32 ,11 r ti P r o e o J G U c5 AM Peak Hour(PM Peak Hour) verage1•aIlyrTrips F igure 8 2010 Build -out ADT and AM /PM Peak Hour Traffic Volumes P A Traffic Impact Analysis of the Lambert -Ward Property November 29, 2004 Project Number: 13303 -1-0 Page I1 No Scale Signalized o Intersection 3 LOS =B(C) d U 5 Signalized Intersection LOS C(C) Unsignalized Intersection bl" J Unsignalized Intersection 0 0 0 O Ro Unsignalized d "Suggested Intersection Improvements" rx (1 EB Right) SITE Denotes Unsignalized Critical Movement AM Peak Hour (PM Peak Hour) Figure 9 2010 Build -out Lane Geometry and Levels of Service A Traffic Impact Analysis of the Lambert-Ward Property November 29, 2004 Project Number: 13303 -1 -0 Page 12 CONCLUSION The traffic impacts associated with the proposed Lambert -Ward Property are acceptable and manageable. All intersections, assuming the addition of an eastbound right turn lane at the intersection of Senseny Road /Twinbrook Circle, will maintain levels of service of "C" or better during 2010 build -out conditions. The right -turn lane at the intersection of Senseny Road/ Twinbrook Circle would be designed per the Virginia Department of Transportation (VDOT) standards. A Traffic Impact Analysis of the Lambert -Ward Property November 29, 2004 Project Number. 13303 -1 -0 Page 13 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. Average Total Delay Level @'of Service= (sec /veh) oe TWSC'Iittersections <5 >5 and <10' >l0and <20 >20'‘and 530 >30''and <45 >45 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. verage Total Delay (sec /seh) <5 >5 and <10. >10 and <20 >20 and <30'. >30 and 545 >45 Level of Service, Criteria. for AWSC Intersections 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 or Signalized Intersections Stopped'Delay erVeliicle >100 and _20.0 >20.0 and <35.0 >35:0 and' >55.0 and' <80.0` >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 sce 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 be major contributing causes to such delay levels, TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR +A Intersection Rt 657 Rossum Lane Agency /Co. PHR +A Jurisdiction Date Performed 11/2/2004 Analysis Year 2004 Existing Conditions Analysis Time Period AM Peak Hour Project Description Lambert Ward Property East/West Street: Rt 657 Senseny Road North /South Street: Possum Lane Intersection Orientation: East -West Study Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R olume (veh /h) 0 107 6 1 95 0 Peak -hour factor, PHF 0.95 a 95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 0 112 6 1 100 0 Proportion of heavy vehicles, PHV 0 2 Median type Undivided RT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume (veh /h) 17 0 10 .0 0 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 17 0 10 0 0 0 Proportion of heavy vehicles, PHV 2 0 2 0 0 0 Percent grade 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 0 0 0 0 0 Configuration LR Control Delay, Queue Length, Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR Volume, v (vph) 1 27 Capacity, c (vph) 1470 824 v/c ratio 0.00 0.03 Queue length (95 0.00 0.10 Control Delay (s /veh) 7.5 9.5 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 rage 1 ur L file: /C:A Documents %20and %20Settings \Boyap ally \Local %20Settings \Temp \u2k17CE.tmp 11/9/2004 LOS A I A I I I Approach delay (s /veh) 9.5 Approach LOS A 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 wU- vv ay a Up LARIUM HCS2000 FM Cc pyright (0 2003 Univer ity of Florida, All Rights Reserved rage 6 et 2 Version 4.Id file: /C:\ Documents %20and %2oSettings\Boyapally\ Local %20Settings \Temp \u2k17CE.tmp 11/9/2004 TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR +A Intersection Rt 657 Rossum Lane Agency /Co. PHR +A Jurisdiction Date Performed 11/2/2004 Analysis Year 2004 Existing Conditions Analysis Time Period PM Peak Hour Project Description Lambert Ward Property EasUWest Street: Rt 657 Senseny Road North /South Street: Rossum Lane 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) 0 112 13 10 180 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 0 117 13 10 189 0 Proportion of heavy vehicles, PHV 0 2 Median type Undivided RT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh /h) 14 0 4 0 0 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 14 0 4 0 0 0 Proportion of heavy vehicles, PHV 2 0 2 0 0 0 Percent grade 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 0 0 0 0 0 Configuration LR Control Delay, Queue Length, Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR Volume, v (vph) 10 18 Capacity, c (vph) 1455 702 v/c ratio 0.01 0.03 Queue length (95 0.02 0.08 Control Delay (s /veh) 7.5 10.3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 rage 1 01 4 file: /C:A Documents% 20and% 20Settings \Boyapally\Local %20Settings \Temp \u2k17D1.tmp 11/9/2004 LOS A I 8 Approach delay (s /veh) 10.3 Approach LOS B 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 WU VY 0.y J LVf) %_,WILLU1 HCS2000T I C pyright 2003 University of Florida, All Rights Reserved rage L OIL Version 4, Id file: /C:\ Documents% 20and% 20Settings \Boyapally\Local %20Settings \Temp \u2k17D1.tmp 11/9/2004 HCS2000TM DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 11/2/2004 Time Period AM Peak Hour Intersection Rt 657 Rt 656 Area Type All other areas Jurisdiction Analysis Year 2004 Existing Conditions Project ID Lambert Ward Property 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 1 0 1 1 0 1 1 0 1 1 0 Lane group L TR L TR L TR L TR Volume, V (vph) 75 73 39 9 192 48 33 53 10 59 79 120 Heavy vehicles, %HV 2 2 2 2 2 2 2 2 2 2 2 2 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 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 Extension of effective green, e 2.0 20 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 12.0 12.0 12.0 12.0 120 12.0 12.0 Parking Grade /Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 Min. time for pedestrians, G G 3.2 3.2 3.2 3.2 Phasing EW Perm 02 03 04 NS Perm 06 07 08 Timing G= 39.0 G= G= G= G= 39.0 G= G= G= Y= 5 Y= Y= Y= Y= 5 Y= Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 88.0 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 79 118 9 253 35 67 62 209 Lane group capacity, c 459 783 562 800 499 805 589 751 v/c ratio, X 0.17 0.15 0.02 0.32 0.07 0.08 0.11 0.28 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 L c ia!icu ncpuiL rage 1 01 L file: /C: Documents %20and %20Settings\Boyapally \Local %20Settings \Temp \s2k17DC.tmp 11/9/2004 Total green ratio, g/C Uniform delay, d 14.8 14.6 13.7 15.9 14.1 14.2 14.3 15.6 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 0.2 0.1 0.0 0.2 0.1 0.0 0.1 0.2 Initial queue delay, d Control delay 14.9 147 13.8 16.1 14.1 14.2 144 15.8 Lane group LOS 8 8 8 B 8 8 8 B Approach delay 14 8 16.0 14.2 15.4 Approach LOS 8 8 B 8 Intersection delay 15.3 X 0.30 Intersection LOS B 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 tic tat tcu nc [iuit rage L 01 Z ICS2.000 Copyright 20 0 University or Florida, All Ri hts Reserved Version 4.1 file: /C:\ Documents %20and %20Settings\Boyapally \Local %20Settings \Temp \s2k17DC.tmp 11/9/2004 HCS2000 DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 11/2/2004 Time Period PM Peak Hour Intersection Rt 657 Rt 656 Area Type All other areas Jurisdiction Analysis Year 2004 Existing Conditions Project ID Lambert Ward Property 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 1 0 1 1 0 1 1 0 1 1 0 Lane group L TR L TR L TR L TR Volume, V (vph) 179 162 49 37 144 72 75 107 43 52 142 164 Heavy vehicles, %HV 2 2 2 2 2 2 2 2 2 2 2 2 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 AA A AA A A Start -up lost time, 1 2.0 20 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 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 12.0 120 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 Min. time fo pedestrians, G P 3.2 3.2 3.2 3.2 Phasing EW Perm 02 03 04 NS Perm 06 07 08 Timing G= 39.0 G= G= G= G= 41.0 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 188 223 39 228 79 158 55 322 Lane group capacity, c 467 779 471 767 414 812 557 780 v/c ratio, X 0.40 0.29 0.08 0.30 0.19 0.19 0.10 0.41 0.43 0.43 0.43 0.43 0.46 0.46 0.46 0.46 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1l4L0.111.LL 1N.cpUL L rage 1 01 L file: /C:\ Documents %20and %20Settings \Boyapally \Local %20Settings \Temp \s2k17E7.tmp 11/9/2004 Total green ratio, g/C Uniform delay, d 17.5 16.5 15.0 16.6 146 14.6 14.0 16.4 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 0.6 0.2 0.1 0.2 0.2 0.1 0.1 0.4 Initial queue delay, d Control delay 18.1 16.7 15.1 16.8 14.8 14.8 140 16.8 Lane group LOS 8 B 8 8 8 8 B 8 Approach delay 173 16.6 148 16.4 Approach LOS B 8 8 B Intersection delay 16.4 X 0.41 Intersection LOS 8 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1l l.LQllliu 1'A }JU1 rage L 01 L Hcs2000 Copyright 'J 2000 University of Florida, All Ri hts Reserved Version 4.1 file: /C:\ Documents %20and %20Settings\Boyapally \Local %20Settings Temp \s2k17E7.tmp 11/9/2004 TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR +A Intersection Rt 657 Twinbrook Circle Agency /Co. PHR +A Jurisdiction Date Performed 11/2/2004 Analysis Year 2004 Existing Conditions Analysis Time Period AM Peak Hour Project Description Lambert Ward Property East/West Street: Rt 657 Senseny Road North /South Street: Twinbrook Circle Intersection Orientation: East -West Study Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R plume (veh /h) 10 100 14 2 77 8 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 10 105 14 2 81 8 Proportion of heavy vehicles, PHv 2 2 Median type Undivided RT Channelized? 0 0 Lanes 0 1 0 0 1 1 Configuration LTR LT R Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 •9 10 11 12 L T R L T R Volume (veh /h) 22 1 15 15 1 19 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 a95 Hourly Flow Rate (veh /h) 23 1 15 15 1 20 Proportion of heavy vehicles, PHV 2 2 2 2 2 2 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 Control Delay, Queue Length, Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LT LTR LTR Volume, v (vph) 10 2 39 36 Capacity, c (vph) 1506 1469 778- 838 v/c ratio 0.01 0.00 0.05 0.04 Queue length (95 0.02 0.00 0.16 0.13 Control Delay (s /veh) 7.4 7.5 9.9 9.5 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 [Ay L)LL' 1. rdgc 1 01 L file: /C:\ Documents %20and %20Settings\Boyapally \Local %20Settings \Temp \u2k17EA.tmp 11/9/2004 LOS A A 1 A I I A Approach delay (s /veh) 9 9 9 5 Approach LOS A A 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 WU vv ay OLLJ L. /uuvt ab'C G Ul 4. f/CS Copyright 2003 University of Florida, All Righis Reserved Version 4.1d file: /C:\ Documents% 20and% 20Settings \Boyapally\Local %20Settings Temp \u2k17EA.tmp 11/9/2004 TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR +A Intersection Rt 657 Twinbrook Circle Agency /Co. PHR +A Jurisdiction Date Performed 11/2/2004 Analysis Year 2004 Existing Conditions Analysis Time Period PM Peak Hour Project Description Lambert Ward Property East/West Street: Rt 657 Senseny Road North /South Street: Twinbrook Circle Intersection Orientation: East -West Study Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R olume (veh /h) 33 90 38 20 154 28 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 34 94 40 21 162 29 Proportion of heavy vehicles, PHV 2 2 Median type Undivided RT Channetized? 0 0 Lanes 0 1 0 0 1 1 Configuration LTR LT R Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume (vehlh) 32 1 4 3 1 24 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 33 1 4 3 1 25 Proportion of heavy ehicles, PHV 2 2 2 2 2 2 Percent grade 0 0 Hared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Control Delay, Queue Length, Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LT LTR LTR Volume, v (vph) 34 21 38 29 Capacity, c (vph) 1383 1451 540 812 v/c ratio 0.02 0.01 0.07 0.04 Queue length (95 0.08 0.04 0.23 0.11 Control Delay (s /veh) 7.7 7.5 12.2 9.6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 vvv Vv ay Jwh LAJIIu VI ragc 1 Ul L file: /C:\ Documents %20and %20Settings\Boyapally \Local %20Settings Temp \u2k17ED.tmp 11/9/2004 LOS A A 1 I I A Approach delay (s /veh) 12.2 9.6 Approach LOS 8 A 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i v- vv ay itt*, L.v iv HCS2000 Copyright 2003 University ofFlorida, All Rights Reserved rage z 01 L Version 4.Id file: /C:\ Documents %20and %20Settings\Boyapally \Local %20Settings Temp \u2k17ED.tmp 11/9/2004 HCS2000 DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR +q Date Performed 11/2/2004 Time Period AM Peak Hour Intersection Rt 657 Channing Drive Area Type All other areas Jurisdiction Analysis Year 2010 Background Conditions Project ID Lambert Ward Property 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 1 0 0 1 1 0 0 0 0 0 0 Lane group L T T R LR Volume, V (vph) 122 156 152 53 128 294 Heavy vehicles, %HV 2 2 2 2 2 2 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 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR volumes 0 30 0 0 67 Lane width 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 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= 23.0 G= 28.0 G= G= G= 29.0 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 128 164 160 24 374 Lane group capacity, c 452 1056 580 492 539 v/c ratio, X 0.28 0.16 0,28 0.05 0.69 Total green ratio, g/C 0.26 0.57 0.31 0.31 0.32 Uniform delay, d 26.9 9.3 23.4 21.7 26.6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Q5L 1 v1 L file: /C:\ Documents %20and %20Settings\Boyapally \Local %20Settings \Temp \s2k17F8.tmp 11/9/2004 Progression factor, PF 1.000 1. 000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.11 0.11 0.26 Incremental delay, d 0.3 0.1 0.3 0.0 3.8 Initial queue delay, d Control delay 27.2 9.3 23.6 21.7 30.5 Lane group LOS C A C C C Approach delay 172 23.4 30.5 Approach LOS 8 C C Intersection delay 24.4 X 0.43 Intersection LOS C 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 LLL41Il.LL 1 \L JVll HCS2000TMM Copyright 2000 University of Florida, All Rights Reserved rage L1) Version 4.1e file: /C:\ Documents %20and %20Settings \Boyapally\ Local %20Settings \Temp \s2k17F8.tmp 11/912004 HCS2000' DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 11/2/2004 Time Period PM Peak Hour Intersection Rt 657 Charming Drive Area Type All other areas Jurisdiction Analysis Year 2010 Background Conditions Project ID Lambert Ward Property 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 1 0 0 1 1 0 0 0 0 0 0 Lane group L T T R LR Volume, V (vph) 387 170 265 168 122 282 Heavy vehicles, %HV 2 2 2 2 2 2 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 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering /metering, I 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR volumes 0 30 0 0 67 Lane width 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 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= 25 0 G= 28.0 G= G= G= 27.0 G= G= G= Y= 0 Y= 5 Y= Y= Y= 5 Y= Y= Y= Duration of Analysis, T a25 Cycle Length, C 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 407 179 279 145 354 Lane group capacity, c 492 1097 580 492 502 v/c ratio, X 0.83 0.16 0.48 0.29 0.71 Total green ratio, g/C 0.28 0.59 0.31 0.31 0.30 Uniform delay, d 30.5 8.4 25.1 23.5 28.0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ra8c 1 Vl G file: /C:A Documents %20and %20Settings \Boyapally \Local %20Settings \Temp \s2k1803.tmp 11/9/2004 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.37 0.11 0.11 0.11 0.27 Incremental delay, d 11.2 0.1 0.6 0.3 4.5 Initial queue delay, d Control delay 41.7 8.5 25.7 23,8 32.4 Lane group LOS D A C C C Approach delay 31 5 25.1 32.4 Approach LOS C C C Intersection delay 29 X c 0.67 Intersection LOS C 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 v��aiicu iwpvi rage L OI L HCS2000 M Copyright 2000 University of Florida, All Rights Reserved Version 4.1 file: /C:\ Documents %20and °l %0Settings\Boyapally \Local %20Settings Temp \s2k1803.tmp 11/9/2004 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ,wv V r uy 1.)1A-IF LVUU VI General Information Lambert TWO -WAY STOP CONTROL SUMMARY Ward Property Project Description East/West Street: Rt 657 Senseny Road Intersection Orientation: East -West Site Information North /South Street: Rossum Lane Study Period (hrs): 0.25 rase 1 VL L Vehicle Volumes and Adjustments Major Street Movement Volume (veh /h) Peak -hour factor, PHF Hourly Flow Rate (veh/h) Proportion of heavy vehicles, PHv Median type RT Channelized? Lanes Configuration Upstream Signal Eastbound 1 L 0 0.95 0 0 0 2 T 276 0.95 290 1 0 3 R 8 0.95 8 0 0 TR Westbound 4 L 1 0.95 1 2 0 LT 5 T 182 0.95 191 1 0 6 R 0 0.95 0 Undivided 0 0 Minor Street Movement Volume (veh /h) Peak -hour factor, PHF Hourly Flow Rate (veh /h) Proportion of heavy vehicles, PHv Percent grade Flared approach Storage RT Channelized? Lanes Configuration Northbound 7 L 23 0.95 24 2 0 8 T 0 0. 95 0 0 N 0 0 LR 9 R 13 0.95 13 2 0 0 0 Southbound 10 L 0 0.95 0 0 0 11 T 0 0.95 0 0 0 N 0 0 12 R 0 0.95 0 0 0 0 Control Delay, Queue Length, Level of Service Approach Movement Lane Configuration Volume, v (vph) Capacity, c (vph) v/c ratio Queue length (95 EB WB 4 LT 1 1263 0.00 0.00 Northbound 7 8 LR 37 598 0.06 0.20 9 Southbound 10 11 12 file: /C:\ Documents %20and %20Settings \Boyapally \Local %20Settings \Temp \u2k1806.tmp 11/9/2004 Rt 657 Rossum Lane Analyst PHR +A Intersection Jurisdiction Agency /Co. PHR +A Analysis Year 2010 Background Conditions Date Performed 11/2/2004 Analysis Time Period AM Peak Hour 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ,wv V r uy 1.)1A-IF LVUU VI General Information Lambert TWO -WAY STOP CONTROL SUMMARY Ward Property Project Description East/West Street: Rt 657 Senseny Road Intersection Orientation: East -West Site Information North /South Street: Rossum Lane Study Period (hrs): 0.25 rase 1 VL L Vehicle Volumes and Adjustments Major Street Movement Volume (veh /h) Peak -hour factor, PHF Hourly Flow Rate (veh/h) Proportion of heavy vehicles, PHv Median type RT Channelized? Lanes Configuration Upstream Signal Eastbound 1 L 0 0.95 0 0 0 2 T 276 0.95 290 1 0 3 R 8 0.95 8 0 0 TR Westbound 4 L 1 0.95 1 2 0 LT 5 T 182 0.95 191 1 0 6 R 0 0.95 0 Undivided 0 0 Minor Street Movement Volume (veh /h) Peak -hour factor, PHF Hourly Flow Rate (veh /h) Proportion of heavy vehicles, PHv Percent grade Flared approach Storage RT Channelized? Lanes Configuration Northbound 7 L 23 0.95 24 2 0 8 T 0 0. 95 0 0 N 0 0 LR 9 R 13 0.95 13 2 0 0 0 Southbound 10 L 0 0.95 0 0 0 11 T 0 0.95 0 0 0 N 0 0 12 R 0 0.95 0 0 0 0 Control Delay, Queue Length, Level of Service Approach Movement Lane Configuration Volume, v (vph) Capacity, c (vph) v/c ratio Queue length (95 EB WB 4 LT 1 1263 0.00 0.00 Northbound 7 8 LR 37 598 0.06 0.20 9 Southbound 10 11 12 file: /C:\ Documents %20and %20Settings \Boyapally \Local %20Settings \Temp \u2k1806.tmp 11/9/2004 Control Delay (s /veh) 7.9 11.4 LOS A I 8 I I I Approach delay (s /veh) 11.4 Approach LOS B 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Wv vv ay JLLJ L/M it /I ra'e z 01L HCS2000 NI Copyright 2003 University of Florida. All Rights Reserved Version 4.Id file: /C:A Documents %20and %20Settings\Boyapally \Local %20Settings \Temp \u2k1806.tmp 11/9/2004 1 1 1 1 1 1 1 1 1 1 1 ,1. 1 1 1 1 1 1 ..Jay 'J ,W General Informat ehicle Volumes and Adjustments Major Street Movement olume (veh /h) Peak -hour factor, PHF Hourly Flow Rate (veh /h) Proportion of heavy ehicles, PHv Median type RT Channelized? Lanes Configuration Upstream Signal Minor Street Movement olume (veh /h) Peak -hour factor, PHF Hourly Flow Rate (veh /h Proportion of heavy ehicles, PHv Percent grade Flared approach Storage RT Channelized? Lanes Configuration TWO -WAY STOP CONTROL SUMMARY ion Site Information Eastbound 1 L 0 0.95 0 0 Undivided Northbound 7 L 19 0.95 20 2 0 EB 1 2 T 275 0.95 289 1 0 8 T 0 0.95 0 0 N 0 0 LR Control Delay, Queue Length, Level of Service pproach Movement Lane Configuration olume, v (vph) Capacity, c (vph) /c ratio Queue length (95 WB 4 LT 13 1255 0.01 0.03 North /South Street: Rossum Lane Study Period (hrs): 0.25 3 R 17 0.95 17 0 0 TR 9 R 5 0.95 5 2 0 0 0 Northbound 7 8 LR 25 411 0.06 0.19 Westbound 4 L 13 0.95 13 2 0 LT Southbound 10 L 0 0.95 0 0 0 9 5 T 414 0.95 435 1 0 11 T 0 0.95 0 0 N 0 0 10 6 R 0 0.95 0 0 0 12 R 0 0.95 0 0 0 0 0 Southbound 11 12 Project Description Lambert Ward Property East /West Street: Rt 657 Senseny Road Intersection Orientation: East -West rage 1 VI file: /C:\ Documents% 20and% 20Settings \Boyapally\Local %20Settings Temp \u2k1809.tmp 11/9/2004 Intersection Rt657 Rossum Lane Analyst PHR+A Jurisdiction Agency /Co. PHR +A Analysis Year 2010 Background Conditions Date Performed 11/2/2004 Analysis Time Period PM Peak Hour 1 1 1 1 1 1 1 1 1 1 1 ,1. 1 1 1 1 1 1 ..Jay 'J ,W General Informat ehicle Volumes and Adjustments Major Street Movement olume (veh /h) Peak -hour factor, PHF Hourly Flow Rate (veh /h) Proportion of heavy ehicles, PHv Median type RT Channelized? Lanes Configuration Upstream Signal Minor Street Movement olume (veh /h) Peak -hour factor, PHF Hourly Flow Rate (veh /h Proportion of heavy ehicles, PHv Percent grade Flared approach Storage RT Channelized? Lanes Configuration TWO -WAY STOP CONTROL SUMMARY ion Site Information Eastbound 1 L 0 0.95 0 0 Undivided Northbound 7 L 19 0.95 20 2 0 EB 1 2 T 275 0.95 289 1 0 8 T 0 0.95 0 0 N 0 0 LR Control Delay, Queue Length, Level of Service pproach Movement Lane Configuration olume, v (vph) Capacity, c (vph) /c ratio Queue length (95 WB 4 LT 13 1255 0.01 0.03 North /South Street: Rossum Lane Study Period (hrs): 0.25 3 R 17 0.95 17 0 0 TR 9 R 5 0.95 5 2 0 0 0 Northbound 7 8 LR 25 411 0.06 0.19 Westbound 4 L 13 0.95 13 2 0 LT Southbound 10 L 0 0.95 0 0 0 9 5 T 414 0.95 435 1 0 11 T 0 0.95 0 0 N 0 0 10 6 R 0 0.95 0 0 0 12 R 0 0.95 0 0 0 0 0 Southbound 11 12 Project Description Lambert Ward Property East /West Street: Rt 657 Senseny Road Intersection Orientation: East -West rage 1 VI file: /C:\ Documents% 20and% 20Settings \Boyapally\Local %20Settings Temp \u2k1809.tmp 11/9/2004 Control Delay (slveh) 7.9 14.3 LOS A I 8 I I Approach delay (s /veh) 14.3 Approach LOS 8 1 1 1 1 1 1 1 1 1 1 1 1 1 r 1 1 1 1 1 1 1 wU Qy 1.) ragc L 01 L Ci pyright l9 2003 University of Florida, All Rights Reserved Version 4,1d file: /C:A Documents %20and %20Settings\Boyapally \Local %20Settings \Temp \u2k1809.tmp 11/9/2004 HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 11/2/2004 Time Period AM Peak Hour Intersection Rt 657 Rt 656 Area Type All other areas Jurisdiction Analysis Year 2010 Background Conditions Project ID Lambert Ward Property 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 1 0 1 1 0 1 1 0 1 1 0 Lane group L TR L TR L TR L TR Volume, V (vph) 103 220 52 12 551 66 44 74 13 83 115 167 Heavy vehicles, %HV 2 2 2 2 2 2 2 2 2 2 2 2 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 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 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 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking Grade/ Parking/ 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 G 3.2 3.2 3.2 3.2 Phasing EW Perm 02 03 04 NS Perm 06 07 08 Timing G= 50.0 G= G= G= G= 30.0 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 108 287 13 649 46 92 87 297 Lane group capacity, c 281 1005 573 1018 277 607 433 566 v/c ratio, X 0.38 0.29 0.02 0.64 0.17 0.15 0.20 0.52 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 rage 1 tit 1. file: /C :A Documents% 20and% 20Settings \Boyapally\Local %20Settings Temp \s2k1814.tmp 11/9/2004 Total green ratio, g/C 0.56 0.56 0.56 0.56 0.33 0.33 0.33 0.33 Uniform delay, d 11.3 10.6 9.0 13.8 21.2 21.1 21.4 24.2 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 0.22 0.11 0.11 0.11 0.13 Incremental delay, d 0.9 0.2 0.0 1.3 0.3 0.1 0.2 0.9 Initial queue delay, d Control delay 12.2 10.7 9.0 151 21.5 21.2 21.7 25.1 Lane group LOS 8 8 A B C C C C Approach delay 11.1 15.0 21.3 24.4 Approach LOS 8 8 C C Intersection delay 16.8 X 0.60 Intersection LOS B 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 L0. G VI G /CS2000 Copyright 20 0 University or Florida, All Ri hts Reserved Version 4.1 file: /C:A Documents %20and %20Settings\Boyapally \Local %20Settings \Temp \s2k1814.tmp 11/9/2004 HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 11/2/2004 Time Period PM Peak Hour Intersection Rt 657 Rt 656 Area Type All other areas Jurisdiction Analysis Year 2010 Background Conditions Project ID Lambert Ward Property 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 1 0 1 1 0 1 1 0 1 1 0 Lane group L TR L TR L TR L TR Volume, V (vph) 247 604 66 50 475 101 101 153 58 73 196 224 Heavy vehicles, %HV 2 2 2 2 2 2 2 2 2 2 2 2 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 AA A AA A A Start -up lost time, I 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 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 19 0 30 0 17 0 67 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 NN 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 Min. time for pedestrians, G G 3.2 3.2 3.2 3.2 Phasing EB Only EW Perm 03 04 NS Perm 06 07 08 Timing G= 14.0 G= 36.0 G= G= G= 30.0 G= G= G= Y= 0 Y= 5 Y= Y= Y= 5 Y= Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 920 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 260 685 53 575 106 204 77 371 Lane group capacity, c 374 1024 255 730 217 601 356 579 v/c ratio, X 0.70 0.67 0.21 0.79 0.49 0.34 0.22 0.64 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .i ..t..... file: /C:\ Documents %20and %20Settings\Boyapally \Local %20Settings Temp \s2k181F.tmp 11/9/2004 Total green ratio, g/C 0.56 0.56 0.40 0.40 0.33 0.33 0.33 0.33 Uniform delay, d 16.5 14.1 17.7 23.7 23.9 22.6 21.6 25.4 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.26 0.24 0.11 0.33 0.11 0.11 0.11 0.22 Incremental delay, d 5.5 1.7 0.4 5.8 1.7 0.3 0.3 2.4 Initial queue delay, d Control delay 22.1 15.8 18.1 29.4 25.6 22.9 21.9 27.8 Lane group LOS C B 8 C C C C C Approach delay 17.6 28.5 23.8 26.8 Approach LOS 8 C C C Intersection delay 23.1 X c 0.81 Intersection LOS C 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ucrnooTM Copyright 20 0 University or Florida, All Ri hts Reserved aE,c c vi Version 4.1 file: /C:\ Documents %20and %20Settings\Boyapally \Local %20Settings \Temp \s2k181F.tmp 11/9/2004 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 General Information Project Description Lambert Ward Property East/West Street: Rt 657 Senseny Road Intersection Orientation: East -West ehicle Volumes and Adjustments Major Street Movement olume (veh /h) Peak -hour factor, PHF Hourly Flow Rate (veh /h) Proportion of heavy vehicles, P Hv Median type RT Channelized? Lanes Configuration Upstream Signal TWO -WAY STOP CONTROL SUMMARY Eastbound 1 L 13 0.95 13 2 0 LTR 2 T 267 0.95 281 1 0 Site Information North /South Street: Twinbrook Circle Study Period (hrs): 0.25 3 R 19 0.95 20 0 0 Westbound 4 L 3 0.95 3 2 0 LT 5 T 158 0.95 166 1 0 6 R 11 0.95 11 Undivided 0 1 R Minor Street Movement Volume (veh /h) Peak -hour factor, PHF Hourly Flow Rate (veh /h) Proportion of heavy vehicles, P Hv Percent grade Flared approach Storage RT Channelized? Lanes Configuration Northbound 7 L 29 0.95 30 2 0 8 T 1 0.95 1 2 N 0 1 LTR 9 R 20 0.95 21 2 0 0 0 Southbound 10 L 20 0.95 21 2 0 11 T 1 0.95 1 2 N 0 1 LTR 12 R 25 0.95 26 2 0 0 0 Control Delay, Queue Length, Level of Service Approach Movement Lane Configuration Volume, v (vph) Capacity, c (vph) v/c ratio Queue length (95 EB 1 LTR 13 1399 0.01 0.03 WB 4 LT 3 1260 0.00 0.01 Northbound 7 8 LTR 52 541 0.10 0.32 9 Southbound 10 11 LTR 48 622 0.08 a 25 12 file: /C:\ Documents% 20and% 20Settings \Boyapally\Local %20Settings \Temp \u2k1822.tmp 11/9/2004 Intersection Rt 657 Twinbrook Circle Analyst PHR +A Jurisdiction Agency /Co. PHR +A Analysis Year 2010 Background Conditions Date Performed 11/2/2004 Analysis Time Period AM Peak Hour 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 General Information Project Description Lambert Ward Property East/West Street: Rt 657 Senseny Road Intersection Orientation: East -West ehicle Volumes and Adjustments Major Street Movement olume (veh /h) Peak -hour factor, PHF Hourly Flow Rate (veh /h) Proportion of heavy vehicles, P Hv Median type RT Channelized? Lanes Configuration Upstream Signal TWO -WAY STOP CONTROL SUMMARY Eastbound 1 L 13 0.95 13 2 0 LTR 2 T 267 0.95 281 1 0 Site Information North /South Street: Twinbrook Circle Study Period (hrs): 0.25 3 R 19 0.95 20 0 0 Westbound 4 L 3 0.95 3 2 0 LT 5 T 158 0.95 166 1 0 6 R 11 0.95 11 Undivided 0 1 R Minor Street Movement Volume (veh /h) Peak -hour factor, PHF Hourly Flow Rate (veh /h) Proportion of heavy vehicles, P Hv Percent grade Flared approach Storage RT Channelized? Lanes Configuration Northbound 7 L 29 0.95 30 2 0 8 T 1 0.95 1 2 N 0 1 LTR 9 R 20 0.95 21 2 0 0 0 Southbound 10 L 20 0.95 21 2 0 11 T 1 0.95 1 2 N 0 1 LTR 12 R 25 0.95 26 2 0 0 0 Control Delay, Queue Length, Level of Service Approach Movement Lane Configuration Volume, v (vph) Capacity, c (vph) v/c ratio Queue length (95 EB 1 LTR 13 1399 0.01 0.03 WB 4 LT 3 1260 0.00 0.01 Northbound 7 8 LTR 52 541 0.10 0.32 9 Southbound 10 11 LTR 48 622 0.08 a 25 12 file: /C:\ Documents% 20and% 20Settings \Boyapally\Local %20Settings \Temp \u2k1822.tmp 11/9/2004 Delay (s /veh) 7 1 1 OSrol I I Approach delay (s /veh) 12.4 11.3 Approach LOS 8 8 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 vv u ry ay .3 wN '_JIM vt HCS?000 Copyright 2003 Unive city or Florida, All Rights Reserved rcL8C G ul G Version 4.Id file: /C:A Documents %20and %20Settings \Boyapally \Local %20Settings Temp \u2k1822.tmp 11/9/2004 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 vv kJ- rr ay IJ LAJIJ li VIM v1 General Information Project Description Lambert Ward Property East /West Street: Rt 657 Senseny Road Intersection Orientation: East -West TWO -WAY STOP CONTROL SUMMARY Site Information North /South Street: Twinbrook Circle Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movement Volume (veh /h) Peak -hour factor, PHF Hourly Flow Rate (veh /h) Proportion of heavy vehicles, PHv Median type RT Channelized? Lanes Configuration Upstream Signal Minor Street Movement Volume (veh /h) Peak -hour factor, PHF Hourly Flow Rate (veh /h) Proportion of heavy vehicles, PHv Percent grade Flared approach Storage RT Channelized? Lanes Configuration Eastbound 1 L 44 0.95 46 2 Undivided 0 LTR 7 L 43 0.95 45 2 0 2 T 246 0.95 258 1 0 8 T 1 0.95 1 2 N 0 1 LTR 3 R 51 0.95 53 0 0 Northbound 9 R 5 0.95 5 2 0 0 0 Westbound 4 L 27 0.95 28 2 0 LT Southbound 10 L 4 0.95 4 2 0 5 T 379 0.95 398 1 0 11 T 1 0.95 1 2 N 0 1 LTR 6 R 38 0.95 40 0 1 R 12 R 32 0.95 33 2 0 0 0 Control Delay, Queue Length, Level of Service Approach Movement Lane Configuration Volume, v (vph) Capacity, c (vph) v/c ratio Queue length (95 EB 1 LTR 46 1122 0.04 0.13 WB 4 LT 28 1249 0.02 0.07 Northbound 7 8 LTR 51 261 0.20 0.71 9 Southbound 10 11 LTR 38 549 0.07 0.22 12 file: /C:A Documents %20and %20Settings\Boyapally \Local %2oSettings Temp \u2k1825.tmp 11/9/2004 Intersection Rt 657 Twinbrook Circle Analyst PHR +A Jurisdiction Agency /Co, PHR +A Analysis Year 2010 Background Conditions Date Performed 11/2/2004 Analysis Time Period PM Peak Hour 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 vv kJ- rr ay IJ LAJIJ li VIM v1 General Information Project Description Lambert Ward Property East /West Street: Rt 657 Senseny Road Intersection Orientation: East -West TWO -WAY STOP CONTROL SUMMARY Site Information North /South Street: Twinbrook Circle Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movement Volume (veh /h) Peak -hour factor, PHF Hourly Flow Rate (veh /h) Proportion of heavy vehicles, PHv Median type RT Channelized? Lanes Configuration Upstream Signal Minor Street Movement Volume (veh /h) Peak -hour factor, PHF Hourly Flow Rate (veh /h) Proportion of heavy vehicles, PHv Percent grade Flared approach Storage RT Channelized? Lanes Configuration Eastbound 1 L 44 0.95 46 2 Undivided 0 LTR 7 L 43 0.95 45 2 0 2 T 246 0.95 258 1 0 8 T 1 0.95 1 2 N 0 1 LTR 3 R 51 0.95 53 0 0 Northbound 9 R 5 0.95 5 2 0 0 0 Westbound 4 L 27 0.95 28 2 0 LT Southbound 10 L 4 0.95 4 2 0 5 T 379 0.95 398 1 0 11 T 1 0.95 1 2 N 0 1 LTR 6 R 38 0.95 40 0 1 R 12 R 32 0.95 33 2 0 0 0 Control Delay, Queue Length, Level of Service Approach Movement Lane Configuration Volume, v (vph) Capacity, c (vph) v/c ratio Queue length (95 EB 1 LTR 46 1122 0.04 0.13 WB 4 LT 28 1249 0.02 0.07 Northbound 7 8 LTR 51 261 0.20 0.71 9 Southbound 10 11 LTR 38 549 0.07 0.22 12 file: /C:A Documents %20and %20Settings\Boyapally \Local %2oSettings Temp \u2k1825.tmp 11/9/2004 Delay (s /veh) 7.9 1 22.1 I 1 LOSrol 8 3 A I I 11 I Approach delay (s /veh) 221 12.0 Approach LOS C 8 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 V v V V CU L+ wY UtUU yr HCS2000 Copyright 2003 University of Florida, All Rights Reserved 1 0.bG G Vl G Version 4.Id file /C:A Documents %20and %20Settings \Boyapally \Local %20Settings \Temp \u2k1825.tmp 11/9/2004 HCS2000' DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 11/2/2004 Time Period AM Peak Hour Intersection Rt 657 Channing Drive Area Type All other areas Jurisdiction Analysis Year 2010 Buildout Conditions Project ID Lambert Ward Property 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 1 0 0 1 1 0 0 0 0 0 0 Lane group L T T R LR Volume, V (vph) 122 181 242 81 136 294 Heavy vehicles, %HV 2 2 2 2 2 2 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 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 Ped Bike 1 RTOR volumes 0 30 0 0 67 Lane width 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 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= 23.0 G= 28.0 G= G= G= 29.0 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 Determina 'on EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 128 191 255 54 382 Lane group capacity, c 452 1056 580 492 539 v/c ratio, X 0.28 0.18 0.44 0.11 0.71 Total green ratio, g/C 0.26 0.57 0.31 0.31 0.32 Uniform delay, d 26.9 9.4 24.7 22.1 26.8 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1. U5. 1 VL file: /C:\ Documents %20and %20Settings\Boyapally \Local %20Settings Temp \s2k1830.tmp 11/9/2004 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.11 0.11 0.27 Incremental delay, d 0.3 0.1 0.5 0.1 4.3 Initial queue delay, d Control delay 27.2 9.5 25.3 22.2 31.1 Lane group LOS C A C C C Approach delay 16 6 24.7 31.1 Approach LOS B C C Intersection delay 24.6 X 0.49 Intersection LOS C 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ACS2000 Copyright m 2000 University or Florida, All Righ s Reserved Version 4.1 file: /C:A Documents %20and %20Settings\Boyapally \Local %20Settings \Temp \s2k1830.tmp 11/9/2004 HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 11/2/2004 Time Period PM Peak Hour Intersection Rt 657 Channing Drive Area Type All other areas Jurisdiction Analysis Year 2010 Buildout Conditions Project ID Lambert Ward Property 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 1 1 0 0 1 1 0 0 0 0 0 0 Lane group L T T R LR Volume, V (vph) 387 266 318 185 152 282 Heavy vehicles, %HV 2 2 2 2 2 2 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 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR volumes 0 30 0 0 67 Lane width 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 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= 26.0 G= 25.0 G= G= G= 29.0 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 407 280 335 163 386 Lane group capacity, c 511 1056 518 440 542 v/c ratio, X 0.80 0.27 0.65 0.37 0.71 Total green ratio, g/C 0.29 0.57 0.28 0.28 0.32 Uniform delay, d 29.6 9.9 28.6 26.2 26.8 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 "b' 1 ul c file: /C:\ Documents% 20and% 20Settings \Boyapally\Local %20Settings Temp \s2k183B.tmp 11/9/2004 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.34 0.11 0.22 0.11 0.28 Incremental delay, d 8.6 0.1 2.8 0.5 4.4 Initial queue delay, d Control delay 38.2 10.1 31.4 26.7 31.2 Lane group LOS D 8 C C C Approach delay 26 7 29.9 31.2 Approach LOS C C C Intersection delay 28.8 X 0.72 Intersection LOS C 1 1 1 1 1 1 1 1 1 1 1 1 1 HCS2000 Copyright 2000 University of Florida, All Rights Reserved 1 ue�. a Lit Version 4.1e 1 1 1 1 1 1 file: /C:A Documents %20and %20Settings\Boyapally \Local %20Settings \Temp \s2k183B.tmp 11/9/2004 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 a6c i kJ L file: /C:A Documents %20and %20Settings \Boyapaliy \Local %20Settings \Temp \u2k183E.tmp 11/9/2004 TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR +A Intersection Rt 657 Rossum Lane Agency /Co. PHR +A Jurisdiction Date Performed 11/2/2004 Analysis Year 2010 Buildout Conditions Analysis Time Period AM Peak Hour Project Description Lambert Ward Property East/West Street: Rt 657 Senseny Road North /South Street: Rossum Lane 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 olume (veh /h) 0 290 28 1 230 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h 0 305 29 1 242 0 Proportion of heavy vehicles, PHV 0 2 Median type Undivided RT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume (veh /h) 92 0 13 0 0 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 96 0 13 0 0 0 Proportion of heavy vehicles, PHV 2 0 2 0 0 0 Percent grade 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 0 0 0 0 0 Configuration LR Control Delay, Queue Length, Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR Volume, v (vph) 1 109 Capacity, c (vph) 1225 507 v/c ratio 0.00 0.21 Queue length (95 0.00 0.81 Control Delay (s /veh) 7.9 14.0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 a6c i kJ L file: /C:A Documents %20and %20Settings \Boyapaliy \Local %20Settings \Temp \u2k183E.tmp 11/9/2004 LOS A I 8 Approach delay (s /veh) 14.0 Approach LOS 8 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 may ,r 1 a8t...' U1 HCS2000 C pyright ©2003 Univer iry of Florida, All Rights Reserved Version 4. Id file: /C:A Documents %20and %20Settings \Boyapally \Local %20Settings \Temp \u2k183E.tmp 11/9/2004 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 file: /C:\ Documents %20and %20Settings\Boyapally \Local %20Settings \Temp \u2k1841.tmp 11/9/2004 TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR +A Intersection Rt 657 Rossum Lane Agency /Co. PHR +A Jurisdiction Date Performed 11/2/2004 Analysis Year 2010 Buildout Conditions Analysis Time Period PM Peak Hour Project Description Lambert Ward Property East/West Street: Rt 657 Senseny Road North /South Street: Rossum Lane 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) 0 327 91 13 443 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0,95 0.95 Hourly Flow Rate (veh /h) 0 344 95 13 466 0 Proportion of heavy vehicles, PHV 0 2 Median type Undivided RT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh /h) 60 0 5 0 0 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 63 0 5 0 0 0 Proportion of heavy vehicles, PHV 2 0 2 0 0 0 Percent grade 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 0 0 0 0 0 Configuration LR Control Delay, Queue Length, Level of Service Approach EB WB 'Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR Volume, v (vph) 13 68 Capacity, c (vph) 1121 325 v/c ratio 0.01 0.21 Queue length (95 0.04 0.78 Control Delay (s /veh) 8.2 19.0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 file: /C:\ Documents %20and %20Settings\Boyapally \Local %20Settings \Temp \u2k1841.tmp 11/9/2004 LOS A I C I 1 I Approach delay (s /veh) 19.0 Approach LOS C 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i wu- vv ay LI up U HCS2000 Copyright O 2003 University of Florida, All Rights Reserved 1 aSlr L V L Version 4.Id file: /C:\ Documents %20and %20Settings\Boyapally \Local %20Settings \Temp \u2k 11/9/2004 Analyst PHR +A Intersection Rt 657 Twinbrook Circle /Co. PHR +A Jurisdiction Fn ency to Performed 11/2/2004 Analysis Year 2010 Buildout Conditions alysis Time Period AM Peak Hour 1 1 0.5c L U1 6 TWO -WAY STOP CONTROL SUMMARY I neral Information Site Information ject Description Lambert Ward Property I st /West Street: Rt 657 Senseny Road Intersection Orientation: East -West North /South Street: Twinbrook Circle Study Period (hrs): 0.25 hicle Volumes and Adjustments jor Street Movement I lume (veh /h) Peak -hour factor, PHF urly Flow Rate (veh /h) jo portion of heavy vehicles, PHv dian type Inj Channelized? Lanes 1 nfiguration stream Signal Eastbound 1 L 13 0.95 13 2 0 LTR 2 T 267 0.95 281 0 3 R 32 0.95 33 0 0 Westbound 4 L 9 0.95 9 2 0 LT 5 T 158 0.95 166 1 0 6 R 11 0.95 11 Undivided 0 1 R Minor Street l vement Volume (veh /h) 1 3k-hour factor, PHF urly Flow Rate (veh /h) Proportion of heavy cles, PHv rcent grade Flared approach 'Storage Channelized? es 1nfiguration Control Delay, Queue Length, Level of Service proach i vemenl Lane Configuration f ume, v (vph) pacify, c (vph) ratio ,cue length (95 Control Delay (s /veh) 1 S Northbound 7 L 78 0.95 82 2 0 0 EB 1 LTR 13 1399 0.01 0.03 7.6 A 8 T 1 0.95 1 2 N 0 1 LTR WB 4 LT 9 1246 0.01 0.02 7.9 A 9 R 41 0.95 43 2 0 0 Northbound 7 8 LTR 126 512 0.25 0.96 14.3 B 10 L 20 0.95 21 2 0 0 9 Southbound 11 T 1 0.95 1 2 N 0 1 LTR 10 12 R 25 a 95 26 2 0 0 Southbound 11 LTR 48 592 0.08 0.26 11.6 B 12 fl: /C:\ Documents %20and %20Settings \Giangrande \Local %20Settings \Temp \u2k12BC.tmp 11/22/2004 1 pproach delay (s /veh) proach LOS H. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 U 47tVe I I 14.3 11.6 8 r u6e.2. u1 2. Copyright 2003 University of Florida, All Rights Reserved Version 4.1 fi�: /C:\ Documents %20and %20Settings \Giangrande \Local %20Settings \Temp \u2k12BC.tmp 11/22/2004 TWO -WAY STOP CONTROL SUMMARY l aneral Information Site Information ject Description Lambert Ward Property i st/West Street: Rt 657 Senseny Road Intersection Orientation: East West North /South Street: Twinbrook Circle Study Period (hrs): 025 hide Volumes and Adjustments I jor Street Mo `Fume (veh /h) Peak -hour factor, PHF f urly Flow Rate (veh /h) portion of heavy vehicles, PHv dian type Channelized? Lanes nfiguration stream Signal Eastbound 1 L 44 0.95 46 2 0 LTR 2 T 246 0.95 258 1 0 3 R 103 0.95 108 0 0 Westbound 4 L 49 0.95 51 2 0 LT 5 T 379 0.95 398 1 0 6 R 38 0.95 40 Undivided 0 1 R Minor Street •vement Volume (veh /h) factor, PHF F urly Flow Rate (veh /h) Proportion of heavy icles, PHv cent grade Flared approach I toroge Channelized? 0 L es CInfiguration roach em vement Lane Configuration ume, v (vph) pacity, c (vph) ratio l eue length (95 Control Delay (s /veh) L,S Northbound 7 L 71 0.95 74 2 0 0 EB 1 LTR 46 1122 0.04 0.13 8.3 A 8 T 1 0.95 1 2 N 1 1 LTR WB 4 LT 51 1193 0.04 0.13 8.2 A 9 R 18 0.95 18 2 0 LTR 93 245 0.38 1.69 28.4 0 Southbound 10 L 4 0.95 4 2 0 1 1 T 1 0.95 1 2 0 N 1 1 LTR 12 R 32 0.95 33 2 0 0 Control Delay, Queue Length, Level of Service Northbound Southbound 7 8 9 10 11 12 LTR 38 524 0.07 0.23 12.4 B 6 /C:\ Documents %20and %20Settings \Giangrande \Local %20Settings \Temp \u2k12B7.tmp 11/22/2004 PHR +A Intersection Rt 657 Twinbrook Circle ency /Co. ir nalyst PHR +A Jurisdiction to Performed 11/2/2004 Analysis Year 2010 Bu /dout Conditions nalysis Time Period PM Peak Hour TWO -WAY STOP CONTROL SUMMARY l aneral Information Site Information ject Description Lambert Ward Property i st/West Street: Rt 657 Senseny Road Intersection Orientation: East West North /South Street: Twinbrook Circle Study Period (hrs): 025 hide Volumes and Adjustments I jor Street Mo `Fume (veh /h) Peak -hour factor, PHF f urly Flow Rate (veh /h) portion of heavy vehicles, PHv dian type Channelized? Lanes nfiguration stream Signal Eastbound 1 L 44 0.95 46 2 0 LTR 2 T 246 0.95 258 1 0 3 R 103 0.95 108 0 0 Westbound 4 L 49 0.95 51 2 0 LT 5 T 379 0.95 398 1 0 6 R 38 0.95 40 Undivided 0 1 R Minor Street •vement Volume (veh /h) factor, PHF F urly Flow Rate (veh /h) Proportion of heavy icles, PHv cent grade Flared approach I toroge Channelized? 0 L es CInfiguration roach em vement Lane Configuration ume, v (vph) pacity, c (vph) ratio l eue length (95 Control Delay (s /veh) L,S Northbound 7 L 71 0.95 74 2 0 0 EB 1 LTR 46 1122 0.04 0.13 8.3 A 8 T 1 0.95 1 2 N 1 1 LTR WB 4 LT 51 1193 0.04 0.13 8.2 A 9 R 18 0.95 18 2 0 LTR 93 245 0.38 1.69 28.4 0 Southbound 10 L 4 0.95 4 2 0 1 1 T 1 0.95 1 2 0 N 1 1 LTR 12 R 32 0.95 33 2 0 0 Control Delay, Queue Length, Level of Service Northbound Southbound 7 8 9 10 11 12 LTR 38 524 0.07 0.23 12.4 B 6 /C:\ Documents %20and %20Settings \Giangrande \Local %20Settings \Temp \u2k12B7.tmp 11/22/2004 1 pproach delay (s /veh) proach LOS 1 2000 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 2 Copyright 2003 Univc sity of Florid 12.4 8 II Rights Reserved Version 4.Id fil: /C:A ocuments %20and %20SettingsvGiangrandeA ocal %20Setty ingsvTempvu2k12B7.t p 11/22/2004 HCS2000TM DETAILED REPORT I neral Information Site Information Analyst PHR +A ency or Co. PHR +A to Performed 11/2/2004 ne Period AM Peak Hour Intersection Rt 657 Rt 656 Area Type All other areas Jurisdiction Analysis Year 201C Buildout Conditions Project ID Lambert Ward Property flume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT U mber of lanes, N Umber 1 1 0 1 1 0 1 1 0 1 1 0 group L TR L TR L TR L TR 'plume, V (vph) 103 232 52 33 593 94 44 74 19 91 115 167 Heavy vehicles, %HV 2 2 2 2 2 2 2 2 2 2 2 2 a k -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 5 0.95 timed (P) or actuated (A) A A A A A A A A A A A A o rt -up lost time, h 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 t ension 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 l it 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 •ial unmet demand, Q 0.0 0.9 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR volumes 0 0 0 0 0 0 0 0 1 ne 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 I rking maneuvers, N Uses stopping, N 0 0 0 0 0 0 0 0 I\ time for pedestrians, G I\ 3.2 3.2 3.2 3.2 EW Perm 02 03 04 NS Perm 06 07 08 ming G= 48.0 G= G= G= G= 32.0 G= G= G= Y= 5 Y= Y= Y= Y= 5 Y= Y= Y= ration of Analysis, T 0.25 Cycle Length, C 90.0 Lane Group Capacity, Contro Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Ad flow rate, v 108 299 35 723 46 98 96 297 t� 'usted e group capacity, c 201 966 533 973 306 642 459 603 v/c ratio, X 0.54 0.31 0.07 0.74 0.15 0.15 0.21 0.49 l al green ratio, g/C 0.53 0.53 0.53 0.53 0.36 0.36 0.36 0.36 Uniform delay, d 13.7 11.7 10.2 16.2 19.7 19.8 20.2 22.7 I gression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1 i u55L. 1 fil: /C:A Documents% 20and% 20Settings \GiangrandeALocal %20Settings \Temp \s2k12C7.tmp 11/22/2004 Delay calibration, k 0.14 0.11 0.11 0.30 0.11 0.11 0.11 0.11 Initial queue delay, d i ntro) delay 16.6 11.9 10.2 19.4 20.0 19.9 20.4 23.3 Lane group LOS 8 8 8 8 8 8 C C 1 proach delay 13.2 18.9 19 9 22.6 proach LOS 8 8 8 C 'ersection delay 18.5 X 0.64 Intersection LOS 8 1 2000 1 1 1 1 1 1 1 1 1 1 1 1 1 Copyright O 2000 University of Florida, All Rights Reserved Version 4,1 fl: /C:v Documents %20and %20SettingsvGiangrandev Local %20SettingsvTempvS2k12C7.tmp 11/22/2004 HCS2000TM DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 11/2/2004 Time Period PM Peak Hour Intersection Rt 657 Rt 656 Area Type All other areas Jurisdiction Analysis Year 2010 Buildout Conditions Project ID Lambert Ward Property 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 1 0 1 1 0 1 1 0 1 1 0 Lane group L TR L TR L TR L TR Volume, V (vph) 247 648 66 62 500 118 101 153 80 102 196 224 Heavy vehicles, %HV 2 2 2 2 2 2 2 2 2 2 2 2 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 AA A AA A A Start up lost time, l 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 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 19 0 30 0 17 0 67 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 for pedestrians, G P 3.2 3.2 3.2 3.2 Phasing EB Only EW Perm 03 04 NS Perm 06 07 08 Timing G= 7.0 G= 50.0 G= G= G= 28.0 G= G= G= Y= 0 Y= 5 Y= Y= Y= 5 Y= Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 95.0 Lane Group Capacity, Control Delay, and LOS Determinat on EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 260 731 65 619 106 227 107 371 Lane group capacity, c 353 1106 274 958 165 525 282 512 v/c ratio, X 0.74 0.66 0.24 0.65 0.64 0.43 0.38 0.72 0.60 0.60 0.53 0.53 0.29 0.29 0.29 0.29 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 file: /C:\ Documents %20and %20Settings\Boyapally \Local %20Settings \Temp \s2k1B39.tmp 11/22/2004 Total green ratio, g/C Uniform delay, d 13.2 12.6 12.2 16.2 29.1 27.1 26.6 30.0 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.29 0.24 0.11 0.22 0.22 0.11 0.11 0.29 Incremental delay, d 7.9 1.5 0.4 1.5 8.2 0.6 0.9 5.1 Initial queue delay, d Control delay 21.1 14.1 12.6 17.7 37.4 27.7 27.5 35.1 Lane group LOS C 8 8 8 D C C D Approach delay 159 17.2 30.8 33.4 Approach LOS 8 8 C C Intersection delay 21.6 X c 0.74 Intersection LOS C 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 F /CS2000 Copyright 2000 University of Florida, All Rd hts Reserved Version 4.1 file: /C:\ Documents% 20and% 20Settings \Boyapally\Local %20Settings \Temp \s2k1B39.tmp 11/22/2004 TWO -WAY STOP CONTROL SUMMARY General Information Site Information alyst PHR +A Intersection Rt 657 Twinbrook Circle ency /Co. PHR +A Jurisdiction Date Performed 11/2/2004 Analysis Year 2010 Bulldout Conditions alysis Time Period AM Peak Hour ject Description Lambert Ward Property -With Roadway Improvements EastNVest Street: Rt 657 Senseny Road North /South Street: Twinbrook Circle I ersection Orientation: East -West Study Period (hrs): 0.25 hicle Volumes and Adjustments for Street Eastbound Westbound ivement 1 2 3 4 5 6 L T R L T R Volume (veh /h) 13 267 32 9 158 11 ak -hour factor, PHF lurly 0.95 0.95 0.95 0.95 0.95 0.95 .,urly Flow Rate (veh /h) Flow Rate (veh/h) 13 13 281 281 33 33 9 9 166 166 11 11 Proportion of heavy �ICles, PHV 2 2 NWdian type Undivided RT Channelized? 0 0 es 0 1 1 0 1 1 C, nfiguration LT R LT R Upstream Signal 0 0 or Street Northbound Southbound ovement 7 8 9 10 11 12 L T R L T R I II ume (veh /h) 78 1 41 20 1 25 eak -hour factor, P 0 .95 0.95 0.95 0.95 0.95 0.95 urly Flow Rate (veh /h) 82 1 43 21 1 26 portion of heavy iv Icles, PHV 2 2 2 2 2 2 cent grade 0 0 F P^ red approach N N Storage 0 0 FM Channelized? 0 0 Liles 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, Level of Service Ir trot roach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 L �e Configuration L T LT LTR LTR V o ume, v (vph) 13 9 126 48 Csacity, c (vph) 1399 1246 525 592 v ratio 0.01 0.01 0.24 0.08 Queue length (95 0.03 0.02 0.93 0.26 l Ctrol Delay (s /veh) 7.6 7.9 14.0 11.6 A A B B delay (s /veh) 14.0 11.6 Aa roach roach LOS 8 8 iCS2000TM Copyright 2003 Unive'sity of Florida, All Rights Reserved Version 4 Id fi /C:A Documents% 20and% 20Settings \GiangrandeALocal %20Settings \Temp \u2k2E.tmp 11/29/2004 I alyst PHR +A Intersection Rt 657 Twinbrook Circle ency /Co. PHR +A Jurisdiction Date Performed 11/2/2004 Analysis Year 2010 Buildout Conditions l alysis Time Period PM Peak Hour TWO -WAY STOP CONTROL SUMMARY General Information ject Description Lambert Ward Property -With Roadway Improvements Site Inf East/West Street: Rt 657 Senseny Road Itersection Orientation: East -West ehicle Volumes and Adjustments jor Street i vement Volume (veh /h) l ak -hour factor, PHF urly Flow Rate (veh /h) Proportion of heavy icles, P Hv /Lion type RT Channelized? es nfi guration i ill stream Signal Eastbound 1 L 44 0.95 46 2 0 LT 2 T 246 0.95 258 1 0 North /South Street: Twinbrook Circle Study Period (hrs): 0.25 3 R 103 0.95 108 0 1 R Westbound 4 L 49 0.95 51 Undivided 2 0 LT 5 T 379 0.95 398 1 0 6 R 38 0.95 40 0 1 R 0 or Street N ovement j ume (veh /h) eak -hour factor, PHF urly Flow Rate (veh /h) portion of heavy v icles, PHv P t d cent grade ed approach Storage Channelized? L es Configuration Northbound 7 L 71 0.95 74 2 0 0 8 T 1 0.95 1 2 Y 1 1 LTR 9 R 18 0.95 18 2 0 0 10 L 4 0.95 4 2 0 Southbound 11 T 1 0.95 1 2 Y 1 1 LTR 12 R 32 0. 95 33 2 0 0 0 trot Delay, Queue Length, Level of Service A roach M t vemen e Configuration Volume, v (vph) C c (vph) v ratio Queue length (95 Ciro! Delay (s /veh) ,L roach delay (s /veh) roach LOS EB 1 LT 46 1122 0.04 0.13 8.3 A WB 4 LT 51 1193 0.04 0.13 8.2 A Northbound 7 8 LTR 93 277 0.34 1.43 24.4 C 9 24.4 C Southbound 10 11 LTR 38 751 0.05 0.16 12.2 8 12.2 8 12 vcs200o Copyright 2003 University or Florida. All Rights Reserved rage 1 01 Version 4.1 d fi /C:\ Documents %20and %20Settings \Giangrande \Local %20Settings \Temp \u2k31.tmp 11/29/2004 15 Minim Begining II Period FR: Le11 ROUTE 657 'ITnt Rleft le WW Lell R053 E 657 Thy RigOs Total N L II ROUTE 656 9Tm Right To SB: [ell R0Ur2656 lLm Right Tmul YS E.J. W 15 Min Period Oegining 7.00 6 0 6 26 3 36 9 48 9 0 16 9 9 21 39 129 7:00 5 12 6 12 40 5 41 1 57 12 1 21 14 12 22 53 121 7:15 0 16 4 10 40 50 9 61 15 0 20 10 17 36 63 186 290 5 59 9 9 46 I 52 I 64 16 2 26 I8 21 33 72 208 2:45 0 22 6 II d9 4 49 4 67 12 3 22 16 24 27 67 205 000 5 10 7 9 44 2 44 1 52 II 1 19 l9 18 29 60 180 9 :15 8.30 16 21 II 46 47 61 I 14 4 29 11 16 32 59 192 9 :30 6:45 15 19 7 41 3 42 2 52 9 12 26 16 20 30 66 192 9,45 A.M. To 126 132 76 334 23 361 86 472 66 106 13 165 108 132 2 34 419 1420 A To tal 31 39 12 92 2 22 11 35 12 21 10 43 9 20 22 51 211 6 -00 34 18 10 92 3 27 16 46 14 26 8 48 52 24 27 63 '_40 6 :15 32 39 8 84 7 52 19 57 18 24 11 53 11 33 33 77 391 6:30 44 43 11 101 11 40 15 66 21 23 14 56 12 36 41 69 314 645 j 48 36 15 101 8 41 21 70 20 29 10 59 12 40 48 105 335 2:00 50 42 12 104 11 31 16 60 16 31 6 55 9 33 42 92 306 935 40 59 9 96 6 33 54 53 12 23 9 49 12 26 35 25 265 230 32 41 11 64 35 11 51 8 22 11 41 14 21 31 66 745 P.M. Tole' 316 329 91 736 53 261 IN 438 121 204 91 406 99 235 299 651 P. elm 1 Hoc Eft ROUTE 657 W 0. ROUTE 657 Na 600T9 656 50: ROUTE 656 period N.S. Period Bogining Lell lLm RIO u Total Leo T6nt Right total L ea T.hm Riglp 'FO1al Lefl T6nt RigIst Total deuining 2:00 55 59 38 152 12 179 39 210 32 32 3 62 51 59 12 222 696 7.00 7:15 69 65 41 125 12 192 44 249 22 55 6 93 56 74 23 255 293 2.1e 2:30 75 66 36 129 10 195 44 249 3 1 54 6 91 58 60 24 262 281 7:30 145 25 93 39 182 9 191 40 249 33 53 10 96 59 79 2 0 259 790 7:45 8 71 73 39 182 II 102 49 242 34 54 10 96 52 28 I2 2 224 3:00 1600 146 169 44 359 23 121 60 204 65 94 43 202 44 113 23 260 1045 g 16J5 163 168 47 370 29 140 70 2 39 23 102 43 219 52 133 49 034 1169 16J0 1 129 162 49 390 32 144 22 253 75 102 45 225 52 142 61 356 5226 16:45 182 162 50 394 36 145 69 149 69 III 41 121 53 132 166 356 1220 12:00 170 160 42 329 30 140 64 2 34 56 110 39 201 122 156 323 1148 I Hour Ed ROUTE 652 WB: ROUS 0057 NB: ROUTE 656 513: 0013TE 65n 1 HOU4 Period F3, Jellied Reining Le 11 1luU Rielo Toul Leg Taro Tile) 11 TOn0 Lell Thy Rippl Toial Lea Thy R;ehl Total E3 W 9egining %JS 23 39 192 9 192 46 249 03 53 l0 59 29 120 250 290 7:45 AM. Pe'tk PHE 095 PH? 093 PHP 063 PHF 090 095 AM. Peak 14:3 179 162 49 390 37 144 3 253 25 1 0 2 43 a 5 5_ 142 164 356 1226 16:30 _P.M. Peek PI41 0.94 PH? .9 090 P115— 095 PH? .9 095 091 P.M. Ptak 1 1 1 1 1 1 1 1 1 Interseclioo: E -W N -S Lwwtior Rowe 657 OU FE 656 Winc5c55er 7 Weacher Count By Conn Date Dry Til 9099.9699 file NaoselP:9ProjeclS 13303A1.0ATtunspol lul 8400m Ward [1330391 -01 AExcellPUblishe4 Paul' COUno5RT6S6 &RT62xis 1 put By LOG 1 1 1 1 1 1 1 1 1 1 1 1 1 Location '.M. PEAL( FLOUR 7,45- 8:45 1 DIRE 657 Route 657 ROUTE 656 WIncLUtgVA 345 tat 75 —1 187 73 ti 39 am 22.17% 32 Noah 2433% South 5629%. 100% ROUTE 656 1 258 (27%) 1 176 120 79 59 J 1L 1 1 r J) 53 10 1271 04 96 ROUTE 656 PEAK HOUR 16901730 350 (29945 358 r— 383 (52 179 390 162 ROUTE 657 ul r 05 107 43 225 1 (IS 2251 Weather Count By Count Dam Dry 1 0/ IW19/L00a t 43 r— 192 C 9 ROUTE 656 ROUTE 657 ta— 249 (25 I42 164 1 52 J ROUTE 657 4__. 72 r— 144 4— 253 37 (21 257 ROUTE 656 Fat NamclP:Wrojccl)13303)1 UTranaponatiantambut Ward (1))03-I OyExcHPu61 Input By LOG Datn)TnOic Coun T6562RT657 .xls Imersectian: 6 SENSENY RD Weathcr DAY Pil Ndme'P. \ProlccllI 330311-05Tran5po no nteri Word( N -0'. RO55UAI LA Count By 01P I put 135111P Location Winchesier.vA Count Date 9(594690 15 Nlinue Period Beginmg E SENSENY RD I. g Thor ki t Total WI3: SENSENY RD m L 0 1N Right 'Total >2: ROSSUM LA L 1t Thnl Right Total S L g Tlw Right T m1 E W Ain iod Begining 7.00 5 10 I> 10 8,30 8.45. 15 0 15 19 1 20 21 1 25 27 0 27 25 7 2 26 1 27 2 9 3 32 24 I 25 17 12 22 22 23 23 24 2 34 23 26 E6 20 2 2 22 21 21 3 5 2 6 4 4 4 4 2 10 3 0 7 40 56 55 61 58 62 53 Total 189 9 196 178 179 1 3 21 57 430 A.M. Total 18 2 20 21 1 22 22 4 26 20 3 31 30 3 33 2 9 5 34 2 2 27 24 3 27 0 33 33 1 30 39 41 41 46 40 48 50 45 49 41 43 36 37 4 1 50 4 3 60 n 2 74 3 0 82 5 1 1 49 2 07 4 1 75 4 0 60 I 1000 1015 1630 16 45 17:00 17.15 17:30 17:45 P.M. 1'olul 197 23 220 I 3 0 340 31 0 10 41 0 0 0 0 601 1 P.6I.Total 1 Hour Period Begininn Eli SENSENY RD LB 1 '1161 Right Total W13. SENSENY RD Leg ihm 0:030 Total NB. ROSSUM LA tea Thru Right Total 50: Loll Thru Right Total N.S. L W 1 Hour Peri od Begthg10 7'00 I 716 710 7 :45 9:00 0 85 2 87 0 95 4 99 0 102 4 106 0 107 6 113 0 104 7 111 0 56 0 66 1 92 0 93 I 96 0 97 I 95 0 96 1 9 0 93 13 0 10 23 17 0 11 20 16 0 11 27 17 0 10 27 19 0 11 30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 196 220 230 236 234 7 00 7.15 7.30 7.45 4:00 16 00 I 1615 1600 1645 17:00 0 89 10 99 0 101 11 112 0 109 15 124 0 112 13 125 0 100 13 121 3 153 0 161 5 173 0 178 0 100 0 108 10 ISO 0 190 9 170 0 179 16 0 6 22 17 0 6 23 15 0 5 20 14 0 4 13 15 0 4 19 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 282 313 332 333 319 8 I Hour Proud Begining 004 SENSENY RD Lett 'Dial 011411 rolal WB. SENSENY RD Log Thor Right Total 6B: 000.0U0 LA Leg Thru Right Tolvl SB: Left 'I11m Right Tolnl Y.S. B W 1 Hour Fetilvl Bcginiryr 745 A.M. Peak 0 107 6 113 PHP 060 I 95 0 96 PHF 092 I7 0 10 27 PHF 063 0 0 0 0 0116 236 0.95 7:45 A Peak 16:45 1 2. P.M.Peak 0 112 13 12 PHP= 092 10 100 0 190 PHF- 0.95 14 0 4 10 PHP° 075 0 0 0 0 PHF= all 0.94 1645 P.2a1.Peak 1 1 1 1 1 1 1 1 1 3303- 1 -0)AExce8Publiehcd DaMTmITc Counts SENSENY R055UM..xls 1 1 71 P M. PEAK HOUR 1 1645 1745 1 1 1 1 1 1 1 1 1 1 A PEAK HOUR 1 ]:J5 -845 4— 111 (ux) 115 1 NSENY RD 194 (am%) 155 II SENY RD 1F.`D1.:...., E.MISE.NSENY RD N-5: N-5:I RO55U.41 LA laation Winchefta.VA 0 23 1 0 0 0 J1[ 11 r 17 0 10 (7%1 n 1 1 J 1 L 1 1 r 1 1654■ is 5'0NaIDRY Coon BV IIP Count Dai0 050500805 (04) 1 n ROSSUM LA L 0 4-- 95 ROSSUM L5 t' 1 0 SENSE NY RD 4-- 96 (45'%) 11] 5EN5ENY RD 4 0 180 4— 190 10 l06w1 116 FileNanelP ^Frojacv1550311-0Tnmporution` 14mbm Ward (I)103-I- 0) EaiSnfc Counu6ENS0NVRO55UM xb Input Brl11P s n. 0 -0: Wcathal RAIN Fil Nana I PIProjcos \133031LU11'runsP r54 on \Laobvl Wa �d 1 TWI]'RROOK CIR Count BV 319 Ipu'BvFJ3P Location Winchster.VA Cams Dne 10 -10-04 Ingle Period Beginigg EB: SENSENY RD Le56 Din Right Total WB: SBSSENV RD Lell 'DNu Ri¢bt Toul NB: TWINBROOK CIR Lell Tlvu Right Total Se SENSENY GLEN DR Lell Tau Right Total N,S, E W 156110 Pnsod Begning 10 7 15 7.30 7 45 8.00 B:15 8,30 9:45 ssss8 I 19 19 0 21 23 3 26 35 1 20 2 22 2 4 20 36 2 26 33 2 24 30 0 14 1 15 1 16 17 0 19 19 0 21 22 1 19 20 0 20 22 I 17 22 0 21 23 2 5 6 5 4 7 3 7 5 11 5 7 7 12 5 0 3 0 6 4 0 8 4 0 7 3 0 8 5 1 10 3 0 10 4 0 8 3 0 7 59 62 65 66 75 75 68 A M. Tout I 109 20 234 3 146 10 159 17 3 29 60 29 I 04 Total I 600 6 :15 6 :30 6.45 '100 }IS 3:30 345 9 13 11 32 9 17 A 34 8 19 11 38 6 24 9 39 II 20 10 37 0 21 P 37 6 16 6 16 25 28 4 36 2 30 39 4 36 4 4 4 5 42 5 52 7 41 10 58 4 35 9 48 E 31 6 39 5 26 34 J 0 5 9 0 P 3 0 10 10 0 1 10 6 0 0 0 9 9 10 0 12 9 3 0 4 0 5 00 0 86 0 6 I 00 0 9 109 6 12E U 4 97 0 fi 5 5] 0 ]I P.M.TosI 61 152 02 280 31 269 49 349 59 1 11 ]I 1 45 54 750 P.M.Total 1 How Period Binning EB: SENSENY RD Lei TLry Right Total WB: SENSENY RD Loll Thm Right Total FB: TW10BROOK CM Lell Thm Right Total SR. SENSENY GLEN DR hell Thm Right total 0.3. E &54 I Hcue Peon) Detaining 7.00 7:15 7 :30 7:45 8:00 5 99 6 100 6 93 7 106 10 100 9 119 9 100 I] 12 10 500 H 124 I 69 2 72 74 1 1 78 3 82 7 00 9 87 50 I 14 30 18 1 17 36 I] H l3 20 16 37 Ii 33 14 0 15 29 16 1 16 33 15 I I9 35 IS 20 Jn IS 19 )5 231 253 200 281 301 W 7:15 ].33 N5 A 00 1600 16 :15 16'10 16'43 17.00 31 73 39 143 34 00 39 155 33 90 39 161 31 as 33 151 30 79 28 Iii 15 136 19 170 18 149 25 192 20 154 29 20E 19 149 30 197 16 033 30 1]9 23 0 6 33 31 0 0 37 32 I 4 5 37 34 1 39 P_ 1 Jfl 5 0 N 20 4 I 25 30 J I 34 28 J I 24 29 3 1 31 25 375 417 -00 415 I79 le 00 1615 10'.43 10 45 I7.0') I How Period Repining EB: SENSENY RD T Right Total 1011: SENSENY RD Lea TItu Right Total 00: I'WINBROO6 CIR L Tl Right T3 30 SENSENY GLEN DR Ttm Ri Total N.S, F.& W 1 Hour Peio4 B >6I F 10 10 100 0 I0 o 6 P3 77 2 77 0 87 PI 2.02 22 2 1 IS .8 0 PUP 0 5 5l IS 19 o 35 P V 08.00 4 90 hl A. Pcuk I PO P.M. 30 PPeal. Peal. 33 YO 161 161 P00 0 HF .g. 0.96 20 ISJ 40 28 202 YIIF O9) 32 1 4 39 Pt1F 0.93 3 24 28 PRE 089 28 028 0 99 1 .P 55 P.N. Pea nt 1 1 1 1 1 1 1 1 1 1 1330.1 -0IIEVCAWUb]ished DaloVTnllic Caunu0SENSEN1'TW NBROOK.Js 1 1 1 1 1 LL 36 57•%. 77 05% Wnh 10 01% Swab nl5•: I 1110% 1 1 1 1 1 1 1 m. E-W :SEVSLNYR0 N- 97WINBROOK CIR A.M. PEAK HOUR I em.ew I NSENY SD IUoAianIWin<balco.VA Count Dale 10-20-04 110 113X1 10 —t 114 100 7 210 lo 1 —11. I .NSENY RD 33 t 90 39 SENSENY GLEN OR IT1 (1.3.901 39 SENSESYG EN DR 59 1 35 (16901 i 19 11 r 11190, 37 Wt@ee RAIN COw19r11P t 8 77 TWINORCOK CIR N PEAK 35I 11 16 EI JO 1 20 (II':) 62 TWINBROOKCIR SENSENY RD 4 87 938 %.1 139 SENSENY RO 4— 28 f— 154 1— 201 r 20 (35•%) 97 FJe Nnm0I P.ProjecNI 330311.0TmnsportmenL ,ben WadIIJ303- I -0p(ocel'.Pub)ishN 046,T,4060 CounuaSENSEN IN BROOK xis 1401 MIA?