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HomeMy WebLinkAbout012-05 Villages at Artrip - BackfileA' Phased Traffic Irnpact AhdVsis of tNe Villages at .A rtrip Located in: Frederick County, Virginia Prepared for: The Tower Companies 11501 Huff Court North Bethesdai, Maryland 20805 Prepared by: Patton Harris Rust &' Associates, Oc Engneers. Surveyors. Planners. LandscapeNcNlectl. PH300 Foxcroft Avenue, Suite 200 R+AT Martinsburg, West Virginia 25401 304.264.2711 F 304:264.3671 December 15, 2004 O"A 0 APPENDIX 0 0 I>, gQo�l HCS/aaSIDRA 2.0 Files 0 0 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. isThe 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. Level of Service Criteria for TWSC Intersections Average Total Delay Level of Service sec/veh A <5 B >5 and <_10 C >10 and <_20 D >20 and <_30 E >30 and <45 F >45 0 Comment [DD1]: • 0 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 procced 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. Level of Service Criteria for AWSC Intersections Average Total Delay Level of Service sec/veh A <5 B >5 and _<10 C >10 and <_20 D >20 and 530 E >30 and <_45 F >45 Comment [DD2]: • 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 • Stopped Delay Level of Service per Vehicle (sec) A <10.0 B > 10.0 and 520.0 C >20.0 and 535.0 D >35.0 and _<55.0 E >55.0 and <_80.0 F >80.0 LEVEL OF SERVICE DESCRIPTIONS FOR SIGNALIZED INTERSECTIONS 0 Level o(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 We 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 We 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. Detailed Report Page I of 2 • • • HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11123104 Time Period AM Peak Hour Intersection Route 37 & NB 1-81 Ramps Area Type All other areas Jurisdiction Analysis Year Existing Conditions Project ID Artrip 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 2 0 0 2 0 0 1 1 0 0 0 Lane group DefL T TR LT R Volume, V (vph) 181 463 512 275 547 0 45 % Heavy vehicles, %HV 6 6 6 6 6 6 6 Peak -hour factor, PHF 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 Start-up lost time, I, 2.0 12.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 D 1 0 0 Lane width 12.0 112.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EB Only EW Perm 03 04 NB Only 06 07 08 Timing G= 7.0 G= 37.0 G= G= G= 36.0 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 191 487 828 576 47 Lane group capacity, c 268 876 1330 683 610 We ratio, X 0.71 0.56 0.62 0.84 0.08 Total green ratio, g/C 0.49 0.49 0.41 0.40 0.40 Uniform delay, di 15.5 16.1 21.0 24.4 16.7 file://C:\Documents%20and%20Settings\BoyapallyTocal%20Settings\Temp\s2k35B.tmp 12/21/2004 Detailed Report Page 2 o(' 2 • • Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.28 0.15 0.21 0.38 0.11 Incremental delay, d2 8.6 0.8 0.9 9.5 0.1 Initial queue delay, d3 Control delay 24.2 16.9 21.9 33.9 16.8 Lane group LOS C B C C B Approach delay 19.0 21.9 32.6 Approach LOS B C C Intersection delay 24.1 X c = 1.04 Intersection LOS C HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\BoyapalIyToca]%20Settings\Temp\s2k35B.tmp 12/21/2004 Detailed Report Page 1 of 2 • • E HCS2000"' DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11124104 Time Period PM Peak Hour Intersection Route 37 & NB 1-81 Ramps Area Type All other areas Jurisdiction Analysis Year Existing Conditions Project ID Artrip Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 0 2 0 0 2 0 0 1 1 0 0 0 Lane group DefL T TR LT R Volume, V (vph) 345 787 365 1 184 519 3 31 % Heavy vehicles, %HV 6 1 6 6 6 6 1 6 6 Peak -hour factor, PHF 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 Start-up lost time, 11 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N N Parking maneuvers, Nm Buses stopping, NB 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EB Only EW Perm 03 04 NB Only 06 07 08 Timing G= 18.0 G= 27.5 G= G= G= 34.5 G= G= G= Y= 0 IY= 5 Y= Y= IY= 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 363 828 578 549 33 Lane group capacity, c 469 906 990 655 584 We ratio, X 0.77 0.91 0.58 0.84 0.06 Total green ratio, g/C 0.51 0.51 0.31 0.38 0.38 Uniform delay, d1 15.7 20.4 26.4 25.2 117.5 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k367.tmp 12/21/2004 Detailed Report Page 2 of 2 • • Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.32 0.43 0.18 0.37 0.11 Incremental delay, d2 7.9 13.5 0.9 9.4 0.0 Initial queue delay, d3 Control delay 23.5 34.0 27.3 34.6 17.5 Lane group LOS C C C C 8 Approach delay 30.8 27.3 33.7 Approach LOS C C C Intersection delay 30.7 Xc = 1.15 Intersection LOS C HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k367.tmp 12/21/2004 Detailed Report Page 1 of 2 • • HCS2000`°' DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11124104 Time Period AM Peak Hour Intersection Route 37 & SB 1-81 Ramps Area Type All other areas Jurisdiction Analysis Year Existing Conditions Project ID Artrip 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 2 0 0 2 0 0 0 0 0 1 1 Lane group T LT LT R Volume, V (vph) 514 26 1032 130 0 250 % Heavy vehicles, %HV 6 6 6 6 6 6 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 Extension of effective green, e 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 Initial unmet demand, Ob 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 Lane width 12.0 12.0 112.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing WB Only EW Perm 03 04 SB Only 06 07 08 Timing G= 10.0 G= 40.0 G= G= G= 35.0 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 Determination EB WB NB SB LT TH RT LT I TH RT LT TH RT LT TH RT Adjusted flow rate, v 541 1113 137 263 Lane group capacity, c 1437 1683 629 561 v/c ratio, X 0.38 0.66 0.22 0.47 Total green ratio, g/C 0.42 0.53 0.37 0.37 Uniform delay, d1 18.9 16.3 20.6 22.9 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k373.tmp 12/21/2004 Detailed Report Page 2of2 • • • Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.24 0.11 0.11 Incremental delay, d2 0.2 1.0 0.2 0.6 Initial queue delay, d3 Control delay 19.1 17.3 20.8 23.5 Lane group LOS B B C C Approach delay 19.1 17.3 22.6 Approach LOS B B C Intersection delay 18.8 X = 0.58 c Intersection LOS B HCS2000' m Copyright © 2000 Universityof Florida, All Rights Reserved S Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k373.tmp 12/21/2004 Detailed Report Page 1 of 2 • • • HCS2000" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11124104 Time Period PM Peak Hour Intersection Route 37 & SB 1-81 Ramps Area Type All other areas Jurisdiction Analysis Year Existing Conditions Project ID Artrip Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 0 2 0 0 2 0 0 0 0 0 1 1 Lane group T LT LT R Volume, V (vph) 858 54 830 275 0 278 % Heavy vehicles, %HV 6 6 6 6 6 6 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 Extension of effective green, e 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 Initial unmet demand, Ob 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 1 0 0 0 Lane width 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing WB Only EW Perm 03 04 SB Only 06 07 08 Timing G= 10.0 G= 45.0 G= G= G= 35.0 G= G= G.= Y= 0 IY= 5 Y= Y= Y= 5 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH I RT Adjusted flow rate, v 903 931 289 293 Lane group capacity, c 1536 1357 597 533 v/c ratio, X 0.59 0.69 0.48 0.55 Total green ratio, g/C 0.45 0.55 0.35 0.35 Uniform delay, di 20.6 16.3 25.4 26.2 file:HC:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k37E.tmp 12/21/2004 Detailed Report Page 2 of 2 • • Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.18 0.26 0.11 0.15 Incremental delay, d2 0.6 1.5 0.6 1.2 Initial queue delay, d3 Control delay 21.2 177 26.1 27.4 Lane group LOS C e C C Approach delay 21.2 17.7 26.7 Approach LOS C 8 C Intersection delay 21.2 Xc = 0.66 Intersection LOS C /I(-3-,000 , Copyright U 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k37E.tmp 12/21/2004 Detai led Report Page 1 of 2 • HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR+A Y Agency or Co. PHR+A Date Performed 11124104 Time Period AM Peak Hour Crosspoint Blvd & Tasker Intersection Road Area Type All other areas JurisdictionAnalysis Year Existing Conditions Project ID Artrip 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 0 1 0 0 1 0 Lane group L R LT TR Volume, V (vph) 25 483 747 1 1 39 % Heavy vehicles, %HV 6 6 6 6 6 6 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, 11 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Ob 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 200 0 0 12 Lane width 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EB Only 02 03 04 NB Only SB Only 07 08 Timing G= 5.0 G= G= G= G= 52.0 G= 18.0 G= G= Y= 5 Y= Y= Y= Y= 5 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 26 298 787 29 Lane group capacity, c 95 1050 986 312 v/c ratio, X 0.27 0.28 0.80 0.09 Total green ratio, g/C 0.06 0.69 0.58 0.20 Uniform delay, d1 40.8 5.4 14.9 29.3 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k389.tmp 12/21/2004 Detailed Report Page 2 of 2 • • 0 Progression factor, PF 1.000 1,000 1.000 1.000 Delay calibration, k 0.11 0.11 0.34 0. 1 1 Incremental delay, d2 1.6 0.1 4.7 0.1 Initial queue delay, d3 Control delay 42.3 5.6 19.6 29.5 Lane group LOS p A g C Approach delay 8.5 19.6 29.5 Approach LOS A 8 C Intersection delay 16.7 Xc = 0.59 Intersection LOS 8 HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k389.tmp 12/21/2004 Detailed Report Page 1 of 2 • • • HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11124104 Time Period PM Peak Hour Intersection Crosspoint Blvd & Tasker Road Area Type All other areas Jurisdiction Analysis Year Existing Conditions Project ID Artrip 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 0 1 0 0 1 0 Lane group L R LT TR Volume, V (vph) 41 777 522 1 1 27 % Heavy vehicles, %HV 6 6 6 6 6 6 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 Extension of effective green, e 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 1 233 0 0 0 Lane width 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EB Only 02 03 04 NB Only SB Only 07 08 Timing G= 20.0 IY= G= G= G= G= 37.0 G= 18.0 G= G= 5 Y= Y= Y= Y= 5 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 I RT LT TH RT LT TH RT Adjusted flow rate, v 43 573 550 29 Lane group capacity, c 378 1050 702 312 v/c ratio, X 0.11 0.55 0.78 0.09 Total green ratio, g/C 0.22 0.69 0.41 0.20 Uniform delay, d1 27.9 7.0 23.0 1 29.3 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k395.tmp 12/21/2004 Detailed Report Page 2 of 2 • • • Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.15 0.33 0.11 Incremental delay, d2 0.1 0.6 5.8 0.1 Initial queue delay, d3 Control delay 28.1 7.6 28.8 29.5 Lane group LOS C A C C Approach delay 9.0 28.8 29.5 Approach LOS A C C Intersection delay 18.6 X = 0.44 c Intersection LOS 8 HCS2000"' Copyright © 2000 Universityof Florida, All Rights Reserved g Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k395.tmp 12/21/2004 Two -Way Stop Control Page 1 of 2 • • TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed Analysis Time Period PHR+A PHR+A 11/24/04 AM Peak Hour Intersection Jurisdiction Analysis Year Lakeside Dr & Tasker Road Existing Conditions Project Description Artrip East/West Street: Lakeside Drive North/South Street: Tasker Road Intersection Orientation: North -South IStudy Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 612 2 1 291 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 644 2 1 306 0 Percent Heavy Vehicles 2 -- __ 2 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 4 0 23 0 0 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 4 0 24 0 1 0 1 0 Percent Heavy Vehicles 2 0 2 2 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Len th, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 1 28 C (m) (vph) 939 432 lc 0.00 0.06 95% queue length 0.00 0.21 Control Delay 8.8 13.9 LOS A 8 Approach Delay -- _ 13.9 Approach LOS -- g nigiiis Reservea file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k398.tmp 12/21/2004 Two -Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed Analysis Time Period PHR+A PHR+A 11/24/04 PM Peak Hour Intersection Jurisdiction Analysis Year Lakeside Dr & Tasker Road Existing Conditions Project Description Artrip East/West Street: Lakeside Drive North/South Street: Tasker Road Intersection Orientation: North -South IStudy Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 344 4 21 684 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR L)= 362 4 22 720 1 0 Percent Heavy Vehicles 2 - -_ 2 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 3 0 15 0 0 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 3 0 15 0 0 0 Percent Heavy Vehicles 2 r 0 2 2 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Len th, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 22 18 C (m) (vph) 1193 506 lc 0.02 0.04 95% queue length 0.06 0.11 Control Delay 8.1 12.4 LOS A B Approach Delay -- - 12.4 Approach LOS -- -- B xignts Keservea file:HC:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k39B.tmp 12/21/2004 Two -Way Stop Control Page I of 2 � 0 10 7 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR+A Agency/Co. PHR+A Date Performed 11124104 Analysis Time Period AM Peak Hour Project Description Artrip Intersection Jurisdiction Analvsis Year Warrior Rd & Tasker Road Existing Conditions East/West Street: Tasker North/South Street: Warrior 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) 0 223 136 77 255 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh/h) 0 234 143 81 268 0 Proportion of heavy vehicles, PHv 2 - -- 2 - -- Median type Undivided RT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 1 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 94 0 66 0 0 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh/h) 98 0 69 0 0 0 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 1 1 0 1 0 0 0 Configuration I L R Control Delay, Queue Length, Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L R Volume, v (vph) 81 98 69 Capacity, cm (vph) 1181 360 734 /c ratio 0.07 0.27 0.09 Queue length (95%) 0.22 1.09 0.31 Control Delay (s/veh) 8.3 18.7 10.4 file://C:\Documents%20and%20Settings\BoyapalIy\LocaI%20Settings\Temp\u2k39E.tmp 12/21/2004 Two -Way Stop Control Page 2 ol' 2 • • LOS A C 8 Approach delay (s/veh) -" - 15.3 Approach LOS - C HCS2000TM Copyright © 2003 University of Florida. All Rights Reserved Version 4.Id file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k39E.tmp 12/21/2004 Two -Way Stop Control Page l of 22 • • TWO-WAY STOP CONTROL SUMMARY General Information ISite Information Analyst PHR+A Intersection Warrior Rd & Tasker Road Agency/Co. PHR+A Jurisdiction Date Performed 11124104 Analysis Year Existing Conditions Analysis Time Period PM Peak Hour Project Description Artrip East/West Street: Tasker North/South Street: Warrior Road Intersection Orientation: East-West IStudy Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 0 177 94 129 340 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh/h) 0 186 98 135 357 0 Proportion of heavy vehicles, PHv 2 -- -- 2 Median type Undivided RT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Si nal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 108 0 75 0 0 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh/h) 113 0 78 0 0 0 Proportion of heavy vehicles, PHv 2 2 2 2 2 2 Percent grade (%) 0 0 Flared approach N N Storage 0 0 RT Channelized? p 0 Lanes 1 0 1 0 0 0 Configuration L R Control Delay, Queue Length, Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L R Volume, v (vph) 135 113 78 Capacity, cm (vph) 1278 291 804 /c ratio 0.11 0.39 0.10 Queue length (95%) 0.35 1.76 0.32 Control Delay (s/veh) 8.1 25.0 10.0 file://C:\Documents%20and%20Settings\BoyapalIy\Local%20Settings\Temp\u2k3Al. tmp 12/21/2004 Two -Way Stop Control Page 2 of 2 • • • LOS A p A Approach delay (s/veh) - 18.9 Approach LOS _ C HC52000'" Copyright © 2003 University of Florida. All Rights Reserved Version 4.ld fi le://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k3Al.tmp 12/21/2004 Detailed Report Page I of 2 • • HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR+A Intersection Route 37 & NB 1-81 Ramps Agency or Co. PHR+A Area Type All other areas Date Performed 11124104 Jurisdiction Time Period AM Peak Hour Analysis Year 2006 Background Conditions Project ID Artrip - Phase # 1 I Volume and Timing Input EB LT TH Number of lanes, N� 0 2 Lane group DefL T Volume, V (vph) 199 712 % Heavy vehicles, %HV 6 6 Peak -hour factor, PHF 0.95 0.95 Pretimed (P) or actuated (A) A A Start-up lost time, I, 2.0 2.0 Extension of effective green, P 2.0 2.0 Elm M M=M, Arrival type, AT 3 1 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Ob 0.0 1 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 Parking / Grade / Parking N 0 N N 0 N N 0 N N N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 Min. time for pedestrians, GP 3.2 3.2 3.2 Phasing EB Only EW Perm 03 04 NB Only 06 07 08 Timing G= 10.0 G= 35.0 G= G= G= 35.0 G= G= G= Y= 0 Y= 5 Y= Y= IY= 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 I TH RT LT I TH RT LT TH RT Adjusted flow rate, v 209 749 1268 635 138 Lane group capacity, c 269 896 1261 664 593 We ratio, X 0.78 0.84 1.01 0.96 0.23 Total green ratio, g/C 0.50 0.50 H27.5 0.39 0.39 0.39 Uniform delay, di 19.2 19.3 26.8 18.5 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k3AC.tmp 12/21/2004 Detailed Report Page 2 of 2 E • J Progression factor, PF 1.000 1.000 1.000 1.000 1,000 Delay calibration, k 0.33 0.37 0.50 0.47 0.11 Incremental delay, d2 13.4 7.0 26.7 24.6 0.2 Initial queue delay, d3 Control delay 32.7 26.3 54.2 51.3 18.7 Lane group LOS C C D D 8 Approach delay 27.7 54.2 45.5 Approach LOS C D D Intersection delay 43.5 Xc = 1.42 Intersection LOS D HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k3AC.tmp 12/21/2004 Detailed Report Page I of 2 • • • HCS2000'"' DETAILED REPORT General Information Site Information Analyst PHR+A Intersection Route 37 & NB 1-81 Ramps Agency or Co. PHR+A Area Type All other areas Date Performed 11124104 Jurisdiction Time Period PM Peak Hour Analysis Year 2006 Background Conditions Project ID Artrip - Phase # 1 I Volume and Timing Input EB LT TH Number of lanes, N� 0 2 Lane group DefL T Volume, V (vph) 380 1258 % Heavy vehicles, %HV 6 6 Peak -hour factor, PHF 0.95 0.95 Pretimed (P) or actuated (A) A A Start-up lost time, 11 2.0 2.0 Extension of effective green, P 2.0 2.0 umm M== Arrival type, AT N 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N N Parking maneuvers, NM Bus t es s upping, B 0 0 0 0 0 Min. time for pedestrians, GP 3.2 3.2 3.2 Phasing EB Only EW Perm 03 04 NB Only 06 07 08 Timing G= 15.0 G= 30.0 G= G= G= 35.0 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 400 1324 1206 607 201 Lane group capacity, c 364 896 1084 664 593 v/c ratio, X 1.10 1.48 1.11 0.91 0.34 Total green ratio, g/C 0.50 0.50 0.33 0.39 0.39 Uniform delay, d1 25.6 22.5 30.0 26.1 19.4 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k3B7.tmp 12/21/2004 Detai led Report Page 2 of 2 • • • Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.50 0.50 0.50 0.43 0.11 Incremental delay, d2 76.5 221.0 63.7 17.3 0.3 Initial queue delay, d3 Control delay 102.1 243.5 93.7 43.4 19.7 Lane group LOS F F F D 8 Approach delay 210.7 93.7 37.5 Approach LOS F F D Intersection delay 135.5 XC = 2.98 Intersection LOS F i,,opyngnt v Suuu University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\B oyapalIy\LocaM20Settings\Temp\s2k3B7.tmp 12/21 /2004 Detailed Report Page 1 of 2 • • • HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11124104 Time Period AM Peak Hour Intersection Route 37 & NB 1-81 Ramps Area Type All other areas Jurisdiction 2006 Background Analysis Year Conditions Project ID Artrip - Phase # 1 - Suggested Improvements Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N, 2 2 0 0 2 0 1 1 0 0 0 0 Lane group L T T L TR Volume, V (vph) 199 712 805 603 0 131 % Heavy vehicles, %HV 6 6 6 6 6 6 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, 11 2.0 12.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EB Only Thru Only 03 04 NB Only 06 07 08 Timing G= 8.0 G= 29.0 G= G= G= 38.0 G I G= G= Y= 5 Y= 5 Y= Y= Y= 5 Y= I 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 I TH RT LT TH RT LT TH RT Adjusted flow rate, v 209 749 847 635 138 Lane group capacity, c 294 1593 1100 719 643 v/c ratio, X 0.71 0.47 0.77 0.88 0.21 Total green ratio, g/C 0.09 0.47 0.32 0.42 0.42 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k427.tmp L2/21/2004 Detailed Report Page 2 of 2 • E • Uniform delay, di 39.9 16.4 27.5 24.0 16.5 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.27 0.11 0.32 0.41 0.1 1 Incremental delay, d2 7.8 0.2 3.4 12.5 0.2 Initial queue delay, d3 Control delay 47.7 16.6 30.9 36.5 16.7 Lane group LOS D g C D I e Approach delay 23.4 30.9 32.9 Approach LOS C C C Intersection delay 28.7 Xc = 0.82 Intersection LOS C HCS2000" Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k427.tmp 12/21/2004 Detai led Report Page 1 of 2 • • HCS2000"' DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11124104 Time Period PM Peak Hour Intersection Route 37 & NB 1-81 Ramps Area Type All other areas Jurisdiction Analysis Y2006 Background sear Conditions Project ID Artrip - Phase #1 1 - Suggested Improvements Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 2 2 0 0 2 0 1 1 0 0 0 0 Lane group L T T L TR Volume, V (vph) 380 1258 788 573 4 191 % Heavy vehicles, %HV 6 6 6 6 6 6 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, 11 2.0 12.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Ob 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EB Only Thru Only 03 04 1 NB Only 06 07 08 Timing G= 12.0 G= 27.0 G= G JG= 36.0 G= G= G= Y= 5 Y= 5 Y= Y= IY= 5 Y= Y= Y= Duration of Analysis, T = 0.25 1 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 400 1324 829 603 205 Lane group capacity, c 441 1669 1024 681 612 v/c ratio, X 0.91 0.79 0.81 0.89 0.33 Total green ratio, g/C 0.13 0.49 0.30 1 0.40 0.40 file://C:\Documents%20and%20Settings\Boyapally\Loca]%20Settings\Temp\s2k432.tmp 12/21/2004 Detailed Report Page 2 of 2 • J Uniform delay, dl 38.5 19.2 29.1 25.1 18.7 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.43 0.34 0.35 0.41 0.11 Incremental delay, d2 22.2 2.7 5.0 13.3 0.3 Initial queue delay, d3 Control delay 60.7 21.9 34.1 38.4 19.0 Lane group LOS E C C D B Approach delay 30.9 34.1 33.5 Approach LOS C C C Intersection delay 32.3 X = 0.83 c Intersection LOS C M( 2WU Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k432.tmp 12/21/2004 Detailed Report Page 1 of 2 • • • HCS2000"' DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11124104 Time Period AM Peak Hour Intersection Route 37 & SB 1-81 Ramps Area Type All other areas Jurisdiction Analysis Year 2006 background Conditions Project ID Artrip - 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, Ni 0 2 0 0 2 0 0 0 0 0 1 1 Lane group T LT LT R Volume, V (vph) 687 0 1408 224 0 276 % Heavy vehicles, %HV 6 6 6 6 6 6 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 12.0 Extension of effective green, e 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 Filtering/metering, I 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 Lane width 12,0 12.0 12.0 12.0 Parking / Grade / Parking N 1 0 N N 0 N N N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EW Perm 02 03 04 SB Only 06 07 08 Timing G= 45.0 G= G= G= G= 35.0 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 723 1482 236 291 Lane group capacity, c 1707 1707 664 593 v/c ratio, X 0.42 0.87 0.36 0.49 Total green ratio, g/C 0.50 0.50 0.39 0.39 Uniform delay, d, 14.3 19.9 19.5 20.8 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k3C2.tmp 12/21/2004 Detailed Report Page 2 of 2 • • Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.40 0.11 0.11 Incremental delay, d2 0.2 5.1 0.3 0.6 Initial queue delay, d3 Control delay 14.4 25.0 19.8 21.4 Lane group LOS g C 8 C Approach delay 14.4 25.0 20.7 Approach LOS g C C Intersection delay 21.4 X c = 0.70 Intersection LOS C HCS2000' �' Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k3C2.tmp 12/21/2004 Detailed Report Page I of 2 E HCS2000"' DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11124104 Time Period PM Peak Hour Intersection Route 37 & SB 1-81 Ramps Area Type All other areas Jurisdiction Analysis Year 2006 background Conditions Project ID Artrip - 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, Ni 0 2 0 0 2 0 0 0 0 0 1 1 Lane group T LT LT R Volume, V (vph) 1179 0 1361 460 0 306 % Heavy vehicles, %HV 6 6 6 6 6 6 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 Extension of effective green, e 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 Filtering/metering, I 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EW Perm 02 03 04 SB Only 06 07 08 Timing G= 45.0 G= G= G= G= 35.0 G= G= G= Y= 5 Y= Y= Y= Y= 5 Y= Y= IY= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH I RT Adjusted flow rate, v 1241 1433 484 322 Lane group capacity, c 1707 1707 664 593 v/c ratio, X 0.73 0.84 0.73 0.54 Total green ratio, g/C 0.50 0.50 0.39 0.39 Uniform delay, d1 17.7 19.4 23.5 21.3 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k3CE.tmp 12/21/2004 Uctalled Report Page 2 of 2 • • • Progression factor, PF 1.000 1,000 1,000 1.000 Delay calibration, k 0.29 0.37 0.29 0.14 Incremental delay, d2 1.6 3.9 4.1 1.0 Initial queue delay, d3 Control delay 19.3 23.3 27.5 22.3 Lane group LOS g C C C Approach delay 19.3 23.3 25.5 Approach LOS g C C Intersection delay 22.4 Xc = 0.79 Intersection LOS C H(:JZ000"" Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k3CE.tmp 12/21/2004 Detailed Report Page I of 2 • • • HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11124104 Time Period AM Peak Hour Intersection Crosspointe Blvd & Tasker Road Area Type All other areas Jurisdiction Analysis Year 2006 Background Conditions Project ID Artrip - 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 2 1 1 0 1 1 Lane group L T R L TR L T R LT R Volume, V (vph) 151 93 599 58 125 0 898 57 45 0 63 182 % Heavy vehicles, %HV 2 2 6 2 2 2 6 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 A A A A A A A A A A Start-up lost time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 200 0 0 0 0 0 20 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 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 EW Perm 03 04 NB Only SB Only 07 08 Timing G= 6.0 G= 14.0 G= G= G= 40.0 G= 10.0 G= G= Y= 5 Y= 5 Y= Y= Y= 5 Y= 5 Y= Y= Duration of Analysis, T = 0.25 1 1 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB NB SB LT TH RT LT LT TH RT LT TH RT Adjusted flow rate, v 159 98 420 61 M5521 45 60 47 66 171 Lane group capacity, c 312 552 999 318 470 828 809 2070.51 0.18 0.42 0.19 .64 0.07 0.06 0.32 0.46 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k3D9.tmp 12/21/2004 Detailed Report Page 2of2 • v/c ratio, X Total green ratio, g/C 0.28 0.16 0.66 0.28 0.16 0.44 0.44 0.51 0.11 0.23 Uniform delay, d1 27.4 33.0 7.4 24.5 33.3 19.4 14.4 11.1 36.9 29.7 Progression factor, PF 1.000 1.000 1,000 1,000 1.000 1,000 1.000 1.000 1.000 1.000 Delay calibration, k 0.12 0.11 0.11 0.11 0.11 0.22 0.11 0.11 0.11 0.11 Incremental delay, d2 1.4 0.2 0.3 0.3 0.2 1.0 0.0 0.0 0.9 0.9 Initial queue delay, d3 Control delay 28.8 33.2 7.7 24.8 133.6 1 20.4 14.4 11. i 37.8 30.6 Lane group LOS C C A C I C C B B D C Approach delay 16.3 30.8 19.7 32.6 Approach LOS B C B C Intersection delay 21.0 X c = 0.49 Intersection LOS C HC:S2000 ' Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k3D9.tmp 12/21/2004 Detailed Report Page t of 2 • HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11124104 Time Period PM Peak Hour Intersection Crosspointe Blvd & Tasker Road Area Type All other areas Jurisdiction Analysis Year 2006 Background Conditions Project ID Artrip - Phase #1 Volume and Timing In ut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N1 1 2 1 1 2 0 2 1 1 0 1 1 Lane group L T R L TR L T R LT R Volume, V (vph) 272 295 881 139 279 0 607 111 146 0 112 261 % Heavy vehicles, %HV 2 2 6 2 2 2 6 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 A A A A A A A A A A Start-up lost time, I, 2.0 2.0 2.0 12.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 300 0 0 0 40 0 80 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, Nm Buses stopping, NB 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 EW Perm 03 04 NB Only SB Only 07 08 Timing G= 10.0 G= 24.0 G= G= IY= G= 26.0 G= 10.0 G= G= Y= 5 Y= 5 Y= Y= 5 Y= 5 Y= I 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 I RT LT TH RT LT I TH RT LT I TH RT Adjusted flow rate, v 286 311 612 146 294 639 117 112 118 191 Lane group capacity, c 467 946 931 458 946 955 538 633 207 440 0.61 0.33 0.66 0.32 0.31 0.67 0.22 0.18 0.57 .0.43. file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k3E4.tmp 12/21/2004 Detailed Report Page 2 of 2 • • • We ratio, X Total green ratio, g/C 0.43 0.27 0.61 0.43 0.27 0.29 0.29 0.40 1 0.11 0.28 Uniform delay, di 17.5 26.5 11.4 16.0 26.4 28.2 24.3 17.4 38.0 26.7 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.20 0.11 0.23 0.11 0.11 0.24 0.11 0.11 0.16 0.11 Incremental delay, d2 2.4 0.2 1.7 0.4 0.2 1.8 0.2 0.1 3.7 0.7 Initial queue delay, d3 Control delay 19.9 26.7 13.1 16.4 126.6 30.0 24.5 117.6 141.7 27.4 Lane group LOS B C B B C C C B D C Approach delay 18.2 23.2 27.7 32.8 Approach LOS B C C C Intersection delay 23.5 Xc = 0.69 Intersection LOS C HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k3E4.tmp 12/21/2004 Detailed Report Page 1 of 2 • • HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11124104 Time Period AM Peak Hour Intersection Hillandale Lane & Tasker Road Area Type All other areas Jurisdiction Analysis Year 2006 Background Conditions Project ID Artrip - Phase #1 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT I TH RT LT TH RT Number of lanes, Ni 0 1 0 0 1 0 1 1 0 0 1 0 Lane group LTR LTR L TR LTR Volume, V (vph) 0 0 133 16 0 0 151 31 25 0 96 0 % 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 A A A A A A A I A A A Start-up lost time, 11 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing EW Perm 02 03 04 NS Perm 06 07 08 Timing G= 42.0 IY= G= G= G= G= 38.0 G= G= G= 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 140 17 159 59 101 Lane group capacity, c 752 703 535 735 787 v/c ratio, X 0.19 0.02 0.30 0.08 0.13 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k3EF.tmp 12/21/2004 Detailed Report Page 2 of 2 • Total green ratio, g/C 0.47 0.47 0.42 0.42 0.42 Uniform delay, di 14.0 12.9 17.2 15.5 15.9 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, d2 0.1 0.0 0.3 0.0 0,1 Initial queue delay, d3 Control delay 14.1 13.0 17.5 15.6 16.0 Lane group LOS g e 8 8 6 Approach delay 14.1 13.0 17.0 16.0 Approach LOS g e e 8 Intersection delay 15.8 Xc = 0.24 Intersection LOS g M_jzVUU- - k-opynght U 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k3EF.tmp 12/21/2004 Detai lecl Report Page 1 ol' 2 • • • HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11124104 Time Period PM Peak Hour Hillandale Lane & Tasker Intersection Road Area Type All other areas Jurisdiction 2006 Background Analysis Year Conditions Project ID Artrip - Phase #1 Volume and Timing Input EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N, 0 1 0 0 1 0 1 1 0 0 1 0 Lane group LTR LTR L TR LTR Volume, V (vph) 0 0 236 93 0 0 211 85 86 0 44 0 % 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 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 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, Ob 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing EW Perm 02 03 04 NS Perm 06 07 08 Timing G= 42.0 IY= IY= G= G= G= ]Y= G= 38.0 G= G= G= 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 248 98 222 180 46 Lane group capacity, c 752 515 572 727 787 v/c ratio, X 0.33 0.19 0.39 0.25 0.06 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k3FA.tmp 12/21/2004 Detailed Report Page 2 of 2 • • • Total green ratio, g/C 0.47 0.47 0.42 0.42 0.42 Uniform delay, di 15.1 14.0 18.0 16.8 15.4 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.11 0.11 0.11 Incremental delay, d2 0.3 0.2 0.4 0.2 0.0 Initial queue delay, d3 Control delay 15.4 14.2 18.4 17.0 15.4 Lane group LOS B B B B B Approach delay 15.4 14.2 17.8 15.4 Approach LOS B B B B Intersection delay 16.4 Xc = 0.36 Intersection LOS B H(."S2000"" Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k3FA.tmp 12/21/2004 Two -Way Stop Control Page 1 of 2 • • TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed Analysis Time Period PHR+A PHR+A 11124104 AM Peak Hour Intersection Jurisdiction Analysis Year Lakeside Dr & Tasker Road 2006 Background Conditions Project Description Artrip - Phase # 1 East/West Street: Lakeside Drive North/South Street: Tasker Road Intersection Orientation: North -South IStudy Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR L 0 0.95 0 T 837 0.95 881 R 2 0.95 2 L 1 0.95 1 T 459 0.95 483 1 R 0 0.95 0 Percent Heavy Vehicles 2 2 Median Type Raised curb RT Channelized Lanes Configuration 0 1 0 0 TR 0 LT 1 0 0 Upstream Si nal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 1 11 12 L T R L T R Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR 4 0.95 4 0 0.95 0 23 0.95 24 0 0.95 0 0 0.95 p 0 0.95 0 Percent Heavy Vehicles 2 0 2 2 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes Configuration 0 0 LR 0 0 0 0 Delay, Queue Lencat and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 1 28 C (m) (vph) 766 336 lc 0.00 0.08 95% queue length 0.00 0.27 Control Delay 9.7 16.7 LOS A C Approach Delay -- -- 16.7 Approach LOS -- __ C file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k3FD.tmp 12/21/2004 1 wo-way Stop Control Page 1 of 2 • • • TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed Analysis Time Period PHR+A PHR+A 11124104 PM Peak Hour Intersection Jurisdiction Analysis Year Lakeside Dr & Tasker Road 2006 Background Conditions Description Artrip - Phase # 1 st/West Street: Lakeside Drive If Intersection Orientation: North -South IStudy North/South Street: Tasker Road Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movement 1 Northbound 2 3 4 Southbound 5 6 Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles L 0 0.95 0 2 T 620 0.95 652 __ R 4 0.95 4 __ L 21 0.95 22 2 T 1024 0.95 1077 R 0 0.95 0 Median Type Undivided RT Channelized Lanes Configuration 0 1 0 0 TR 0 LT 1 0 0 Upstream Signal 0 0 Minor Street Movement 7 Westbound 8 9 10 Eastbound 11 12 Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) L 3 0.95 3 2 T 0 0.95 0 0 0 R 15 0.95 15 2 L 0 0.95 0 2 T R 0 0 0.95 0.95 0 0 01 0 0 Flared Approach N N Storage 0 0 RT Channelized Lanes Configuration 0 0 LR 0 0 0 0 0 0 Delay, Queue Len th, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 22 18 C (m) (vph) 931 273 lc 0.02 0.07 95% queue length 0.07 0.21 Control Delay 9.0 19.1 LOS A C Approach Delay -- __ 19.1 Approach LOS - __ C file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k400.tmp 12/21/2004 Two -Way Stop Control Page I of 2 • • • TWO-WAY STOP CONTROL SUMMARY General Information ISite Information Analyst PHR+A Intersection Warrior Rd & Tasker Road Agency/Co. PHR+A Jurisdiction Date Performed 11124104 Analysis Year 2006 Background Conditions Analysis Time Period AM Peak Hour I I I Project Description Atrip Phase #1 East/West Street: Tasker North/South Street: Warrior 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) 0 309 211 85 339 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh/h) 0 325 222 89 356 0 Proportion of heavy vehicles, PHv 2 -- -- 2 I -- -- F Median type Undivided RT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Si nal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 161 0 73 0 0 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh/h) 169 0 76 0 0 0 Proportion of Teavy vehicles, PHv 2 2 2 2 2 2 Percent grade (%) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 1 0 1 0 0 0 Configuration L R Control Delay, Queue Length, Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L R Volume, v (vph) 89 169 76 Capacity, cm (vph) 1022 257 620 /c ratio 0.09 0.66 0.12 Queue length (95%) 0.29 4.18 0.42 I file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k403.tmp 12/21/2004 Two -Way Stop Control Page 2 of 2 • • Control Delay (s/veh) 8.9 42.4 11.6 LOS A E B Approach delay (s/veh) - - 32.8 Approach LOS - D I-ICS20001 "' Copyright © 2003 University of Florida, All Rights Reserved Version 4.Id file://C:\Documents%20and%20Settings\BoyapalIy\Loca]%20Settings\Temp\u2k403.tmp 12/21/2004 Two -Way Stop Control Page 1 of 2 • • • TWO-WAY STOP CONTROL SUMMARY General Information ISite Information Analyst PHR+A Intersection Warrior Rd & Tasker Road Agency/Co. PHR+A Jurisdiction Date Performed 11124104 Analysis Year 2006 Background Conditions Analysis Time Period PM Peak Hour ' � I Project Description Atrip Phase #1 East/West Street: Tasker North/South Street: Warrior Road Intersection Orientation: East-West IStudy Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 0 305 213 142 482 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh/h) 0 321 224 149 507 0 Proportion of heavy vehicles, PHv 2 -- -- 2 Median type Undivided RT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Si nal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 225 0 83 0 0 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly (veh/h) Flow Rate 236 0 87 0 0 0 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 1 0 1 0 0 0 Configuration L I R Control Delay, Queue Length, Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L R Volume, v (vph) 149 236 87 Capacity, cm (vph) 1024 166 623 /c ratio 0.15 1.42 0.14 Queue length (95%) 0.51 14.75 0.48 file://C:\Documents%20and%20Settings\BoyapalIy\Loc al%20Settings\Temp\u2k406.tmp 12/21/2004 Two-way Stop Conti-ol Page 2 of 2 • • Control Delay s/veh) 9.1 272.8 11.7 LOS A F B Approach delay (s/veh) -- 202.5 Approach LOS -- F /iCS2000"" Copyright © 3003 University of Florida, All Rights Reserved Version 4.Id file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k406.tmp 12/21/2004 Detailed Report Page 1 of 2 • • • HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11129104 Time Period AM Peak Hour Intersection warrior Drive & Tasker Road Area Type AS ! other areas yp Jurisdiction Analysis Year 2006 Background Conditions Project ID Artrip - Phase # 1- Suggested Improvements Volume and Timin_q Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N1 0 1 0 1 1 0 1 0 1 0 0 0 Lane group TR L T L R Volume, V (vph) 309 211 85 339 161 73 % Heavy vehicles, %HV 6 2 2 6 1 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 1.000 Initial unmet demand, Ob 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 Parking / Grade / Parking N 0 N N 0 N N 0 N N N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EW Perm 02 03 04 NB Only 06 07 08 Timing G= 45.0 G= G= G= G= 35.0 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 I TH RT LT TH RT LT TH RT Adjusted flow rate, v 547 89 357 169 77 Lane group capacity, c 861 311 896 688 616 v/c ratio, X 0.64 0.29 0.40 0.25 0.13 Total green ratio, g/C 0.50 0.50 0.50 0.39 0.39 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k411.tmp 12/21/2004 lletalled Report Page 2 ol' 2 • • Uniform delay, d1 16.5 13.1 14.0 18.6 17.7 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.22 0.11 0.11 0.11 0.11 Incremental delay, d2 1.6 0.5 0.3 0.2 0.1 Initial queue delay, d3 Control delay 18.0 13.6 14.3 18.8 17.8 Lane group LOS - B B B B g Approach delay 18.0 14.2 18.5 Approach LOS B B B Intersection delay 16.7 X = 0.46 c Intersection LOS B H(-3Z000 * Copyright © 2000 University of Florida, All Rights Reserved Version 4.1 e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k411.tmp 12/21/2004 Detailed Report Page l of 2 • • HCS2000"' DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11129104 Time Period AM Peak Hour Intersection warrior Drive & Tasker Road (S) Area Type All other areas Jurisdiction Analysis Year 2006 Background Conditions Project ID Artrip - Phase # 1- Suggested Improvements Volume and TimingInput 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 0 1 0 1 0 0 0 Lane group TR L T L R Volume, V (vph) 305 213 142 482 225 83 % Heavy vehicles, %HV 6 2 2 6 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, 1 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Ob 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 Parking / Grade / Parking N 0 N N 0 N N 0 N N N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EW Perm 02 03 1 04 NB Only 06 07 08 Timing G= 45.0 G= G= G=Ld G= 35.0 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 I RT LT TH RT LT TH I RT LT TH RT Adjusted flow rate, v 545 149 507 237 87 Lane group capacity, c 860 312 896 688 616 v/c ratio, X 0.63 0.48 0.57 0.34 0.14 Total green ratio, g/C 0.50 0.50 0.50 0.39 0.39 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k41C.tmp 12/21/2004 Detailed Report Page 2 of 2 0 • • Uniform delay, d1 16.5 14.8 15.7 19.4 17.8 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.21 0.11 0.16 0.11 0.11 Incremental delay, d2 1.5 1.2 0.8 0.3 0.1 Initial queue delay, d3 Control delay 18.0 15.9 16.5 19.7 17.9 Lane group LOS B B B B B Approach delay 18.0 16.4 19.2 Approach LOS B B B Intersection delay 17.6 X = 0.51 c Intersection LOS B M-32UMP ' Copyright © 2000 University or Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k41C.tmp 12/21/2004 Detai led Report Page 1 of 2 • • • HCS2000" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11129104 Time Period AM Peak Hour Intersection Route 37 & NB I-81 Ramps Area Type All other areas Jurisdiction Analysis Year 2006 Build -out Conditions Project ID Artrip - 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, Ni 0 2 0 0 2 0 0 1 1 0 0 0 Lane group DefL T TR LT R Volume, V (vph) 199 727 847 424 603 0 132 % Heavy vehicles, %HV 6 6 6 6 6 6 6 Peak -hour factor, PHF 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 Start-up lost time, 11 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Ob 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 Parking / Grade / Parking N 0 N N 0 N N 0 N N N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 EB NB Only 06Phasing 07 08 Timing G= 12.0 G= 51.0 G= I G= G= 47.0 G= G= G= Y= 0 Y= 5 Y= I Y= IY= 5 Y= Y= IY= Duration of Analysis, T = 0.25 Cycle Length, C - 120.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT I TH RT LT I TH RT LT TH RT Adjusted flow rate, v 209 765 1338 635 139 Lane group capacity, c 230 941 1378 669 597 v/c ratio, X 0.91 0.81 0.97 0.95 0.23 Total green ratio, g/C 0.53 0.52 0.43 0.39 0.39 Uniform delay, di 34.4 23.6 33.8 35.3 24.4 file://C:\Documents%20and%20Settings\BoyapalIyToc al%20Settings\Temp\s2k43D.tmp 12/21/2004 Detailed Report Page 2 of 2 • • • Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.43 0.35 0.48 0.46 0.11 Incremental delay, d2 35.7 5.5 17.7 23.0 0.2 Initial queue delay, d3 Control delay 70.2 29.1 51.5 58.4 24.6 Lane group LOS E C D E C Approach delay 37.9 51.5 52.3 Approach LOS D D D Intersection delay 47.4 XC = 1.38 Intersection LOS D uopyngnt v 1000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k43D.tmp 12/21/2004 Detailed Report Page I of 2 • • • HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11129104 Time Period PM Peak Hour Intersection Route 37 & NB 1-81 Ramps Area Type All other areas Jurisdiction Analysis Year 2006 Build -out Conditions Project ID Artrip - 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, Ni 0 2 0 0 2 0 0 1 1 0 0 0 Lane group DefL T TR LT R Volume, V (vph) 380 1330 811 371 573 4 198 % Heavy vehicles, %HV 6 6 6 6 6 6 6 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A I A A A A A A Start-up lost time, 11 2.0 2.0 12.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EB Only EW Perm 03 04 NB Only 06 07 08 Timing G= 35.0 G= 46.0 G= G= G= 29.0. G= G= G= Y= 0 IY= 5 Y= Y= Y= 5 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C - 120.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 400 1400 1245 607 208 Lane group capacity, c 557 1210 1247 413 368 v/c ratio, X 0.72 1.16 1.00 1.47 0.57 Total green ratio, g/C 0.67 0.68 0.38 0.24 0.24 Uniform delay, di 29.7 19.5 37.0 45.5 40.0 file://C:\Documents%20and%20Settings\Boyapally\Locai%20Settings\Temp\s2k448.tmp 12/21/2004 Detailed Report Page 2 of 2 • • Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.28 0,50 0.50 0.50 0.16 Incremental delay, d2 4.5 80.3 25.1 224.2 2.0 Initial queue delay, d3 Control delay 34.2 99.8 62.0 269.7 42.0 Lane group LOS C F E j F D Approach delay 85.2 62.0 211.6 Approach LOS F E F Intersection delay 104.4 XC = 2.45 Intersection LOS F nCopyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Loca]%20Settings\Temp\s2k448.tmp 12/21/2004 Detai led Report Page 1 of 2 • • HCS2000" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11129104 Time Period AM Peak Hour Intersection Route 37 & NB 1-81 Ramps Area Type All other areas Jurisdiction Analysis Year 2006 Build -out Conditions Project ID Artrip - Phase # 1 - Sug ested Improvements Volume and TimingInput EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N� 2 2 0 0 2 0 2 1 0 0 0 0 Lane group L T T L TR Volume, V (vph) 199 727 847 603 0 132 % Heavy vehicles, %HV 6 1 6 6 6 6 6 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, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Ob 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 Min. time for pedestrians, GP 3.2 3.2 3.2 Phasing EB Only Thru Only 03 04 NB Only 06 07 08 Timing G= 6.0 G= 31.0 G= G= G= 38.0 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 I TH RT LT TH RT LT TH RT Adjusted flow rate, v 209 765 892 635 139 Lane group capacity, c 220 1593 1176 1396 643 v/c ratio, X 0.95 0.48 0.76 0.45 0.22 Total green ratio, g/C 0.07 0.47 0.34 0.42 0.42 Uniform delay, d, 41.9 16.5 26.2 18.6 16.5 file://C:\Documents%20and%20Settings\BoyapalIy\Loc al%20Settings\Temp\s2k4B Ltmp 12/21/2004 Detailed Report Page 2 of 2 • • Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.46 0.11 0.31 0.11 0.11 Incremental delay, d2 46.6 0.2 2.9 0.2 0.2 Initial queue delay, d3 Control delay 88.5 16.7 29.1 18.8 16.7 Lane group LOS F B C B B Approach delay 32.1 29.1 18.4 Approach LOS C C B Intersection delay 27.1 XC = 0.62 Intersection LOS C HCS2000t M Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k4BLtmp 12/21/2004 Detailed Report Page 1 of 2 • HCS2000' DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11129104 Time Period PM Peak Hour Intersection Route 37 & NB 1-81 Ramps Area Type All other areas Jurisdiction Analysis Year 2006 Build -out Conditions Project ID Adrip - Phase # 1 - Suggested Improvements Volume and TimingInput EB WB NB I SB LT TH RT LT TH RT LT TH RT I LT TH Number of lanes, Ni 2 2 0 0 2 0 2 1 0 0 0 __RT- 0 Lane group L T T L TR Volume, V (vph) 380 1330 811 573 4 198 % Heavy vehicles, %HV 6 6 6 6 6 6 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, li 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 1 3 Unit extension, UE 3.0 3.0 3.0 3.0 1 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Ob 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 Min. time for pedestrians, GP 3.2 3.2 3.2 Phasing EB Only IThru Only 03 04 NB Only 06 07 08 Timing G= 15.0 G= 34.0 G= G= G= 36.0 G= G= G= Y= 5 Y= 5 Y= Y= Y= 5 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 400 1400 854 603 212 Lane group capacity, c 496 1843 1160 1191 550 v/c ratio, X 0.81 0.76 0.74 0.51 0.39 Total green ratio, g/C 0.15 0.54 0.34 0.36 0.36 Uniform delay, di 41.1 17.9 29.1 25.0 23.8 file://C:\Documen ts%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k4BC.tmp 12/21/2004 Uelailed Report Page 2of2 • Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.35 0.31 0.29 0.11 0.11 Incremental delay, d2 9.5 1.9 2.5 0.4 0.5 Initial queue delay, d3 Control delay 50.6 19.8 31.5 25.4 24.2 Lane group LOS D g C C I C Approach delay 26.7 31.5 25.1 Approach LOS C C C Intersection delay 27.5 XC = 0.66 Intersection LOS C nwZUUU Copyright U -2000 University of Florida, All Rights Reserved Version 4.1e file://C: Documents%20and%20Settings\Boyapally\Local%20SettingsUempWk4BC.tmp 12/21/2004 Detailed Report Page I of 2 • • • HCS2000" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11129104 Time Period AM Peak Hour Intersection Route 37 & SB 1-81 Ramps Area Type All other areas Jurisdiction Analysis Year 2006 Build -out Conditions Project ID Artrip -Phase # 1 Volume and Timin In ut EB WB N13 I SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 0 2 0 0 2 0 0 0 0 0 1 1 Lane group T LT LT R Volume, V (vph) 696 0 1450 230 0 276 % Heavy vehicles, %HV 6 6 6 6 6 6 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, 12.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 Initial unmet demand, Ob 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, NM Buses stopping, Ng 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EW Perm 02 03 04 SB Only 06 07 08 Timing G= 45.0 G= G= G= G= 35.0 G= G= G= Y= 5 Y= Y= Y= IY= 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 I TH RT LT TH RT LT TH RT Adjusted flow rate, v 733 1526 242 291 Lane group capacity, c 1707 1707 664 593 v/c ratio, X 0.43 0.89 0.36 0.49 Total green ratio, g/C 0.50 0.50 0.39 0.39 Uniform delay, d1 14.3 20.3 19.6 20.8 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k453.tmp 12/21/2004 Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.42 0.11 0.11 Incremental delay, d2 0.2 6.5 0.3 0.6 Initial queue delay, d3 Control delay 14.5 26.9 19.9 21.4 Lane group LOS B C B C Approach delay 14.5 26.9 20.7 Approach LOS B C C Intersection delay 22.5 X = 0.72 c Intersection LOS C fi 1e:HC:\Documents%20and%20Settings\Boyapal IyToca]%20Settings\Temp\s2k453 Keport Page 1 of 2 • HCS2000" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11129104 Time Period PM Peak Hour Intersection Route 37 & SB 1-81 Ramps Area Type All other areas Jurisdiction Analysis Year 2006 Build -out Conditions Project ID Al -trip - 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 2 0 0 2 0 0 0 0 0 1 1 Lane group T LT LT R Volume, V (vph) 1222 0 1383 488 0 306 % Heavy vehicles, %HV 6 6 6 6 6 6 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, 11 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 Min. time for pedestrians, G 3.2 1 3.2 3.2 Phasing EW Perm 02 03 04 SB Only 06 07 08 Timing G= 52.0 G= G= G= G= 38.0 G= G= G= Y= 5 IY= Y= Y= Y= 5 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT I TH RT LT TH RT LT TH RT Adjusted flow rate, v 1286 1456 514 322 Lane group capacity, c 1775 1775 649 579 v/c ratio, X 0.72 0.82 0.79 0.56 Total green ratio, g/C 0.52 0.52 0.38 0.38 Uniform delay, d1 18.5 20.1 27.5 24.4 I file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k45E.tmp 12/21/2004 Uetalled Keport Page 2 of 2 • • • Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.29 0.36 0.34 0.15 Incremental delay, d2 1.5 3.2 6.7 1.2 Initial queue delay, d3 Control delay 20.0 23.3 34.2 25.6 Lane group LOS g C C C Approach delay 20.0 23.3 30.8 Approach LOS g C C Intersection delay 23.9 X = 0.81 c Intersection LOS C HCS2000''v' Copyright © 2000 University of Florida. All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k45E.tmp 12/21/2004 Detailed Report Page 1 of 2 r1 • HCS2000- DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11124104 Time Period AM Peak Hour Intersection Crosspointe Blvd & Tasker Road Area Type All other areas Jurisdiction Analysis Year 2006 Build -out Conditions Project ID Artrip - 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, N1 1 2 1 1 2 0 2 1 1 0 1 1 Lane group L T R L TR L T R LT R Volume, V (vph) 151 93 615 58 125 0 964 57 45 0 63 182 % Heavy vehicles, %HV 2 2 6 2 2 2 6 2 2 1 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 A A A A A A A A A A Start-up lost time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 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, Ob 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 200 0 0 0 0 0 20 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 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 EW Perm 03 04 NB Only SB Only 1 07 F 08 Timing G= 6.0 G= 17.0 G= G= G= 42.0 G= 10.0 JG= G= Y= 0 Y= 5 Y= 1Y= Y= 5 Y= 5 Y= ly= 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 I TH RT LT TH RT LT TH RT Adjusted flow rate, v 159 98 437 61 132 1015 60 47 66 171 Lane group capacity, c 284 670 1084 290 670 1543 869 844 207 369 v/c ratio, X 0.56 0.15 0.40 0.21 0.20 0.66 0.07 0.06 0.32 0.46 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k469.tmp 12/21/2004 Detailed Report Page 2 of 2 • Total green ratio, g/C 0.26 0.19 0.71 0.26 0.19 1 0.47 0.47 0.53 1 0.11 0.23 Uniform delay, di 29.2 30.4 5.3 26.0 30.7 18.5 13.2 10.1 36.9 29.7 Progression factor, PF 1.000 1.0.00 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.16 0.11 0.11 0.11 0.11 0.23 0.11 0.11 0.11 0.11 Incremental delay, d2 2.5 0.1 0.2 0.4 0.1 1.0 0.0 0.0 0.9 0.9 Initial queue delay, d3 Control delay 31.7 30.5 5.5 26.3 30.9 19.5 13.3 10.1 37.8 30.6 Lane group LOS C C A C C B B B D C Approach delay 15.0 29.5 18.8 32.6 Approach LOS B C B C Intersection delay 20.0 Xc = 0.49 Intersection LOS B HCS2000' " Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyap all y\Loca] %20Settings\Temp\s2k469.tmp 12/21/2004 Detailed Report Page I of 2 • • • HCS2000`" DETAILED REPORT General Information Site Information Analyst PHR+A Y Agency or Co. PHR+A Date Performed 11124104 Time Period PM Peak Hour Crosspointe Blvd & Tasker Intersection Road Area Type Al! other areas JurisdictionAnalysis Year 2006 Build -out Conditions Project ID Artrip - 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 2 1 1 0 1 1 Lane group L T R L TR L T R LT R Volume, V (vph) 272 295 960 139 279 0 642 111 146 0 112 261 % Heavy vehicles, %HV 2 2 6 2 2 2 6 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 A A A A A A A A A A Start-up lost time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 300 0 0 0 40 0 80 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 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 EW Perm 03 04 NB Only SB Only 07 08 Timing G= 12.0 G= 24.0 G= G= G= 26.0 G= 13.0 G= G= Y= 0 Y= 5 Y= IY= Y= 5 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 I RT LT TH RT LT TH RT LT TH I RT Adjusted flow rate, v 286 311 695 146 294 676 117 112 118 191 Lane group capacity, c 447 946 931 439 946 955 538 668 269 528 v/c ratio, X 0.64 0.33 0.75 0.33 0.31 0.71 0.22 0.17 0.44 0.36 file://C:\Documents%20and %20Settings\Boyapally\Loc a]%20Settings\Temp\s2k474.tmp 12/21/2004 Detailed Report Page 2 of 2 • • Total green ratio, g/C 0.40 0.27 0.61 0.40 0.27 1 0.29 0.29 0.42 1 0.14 0.33 Uniform delay, di 19.6 26.5 12.5 17.9 26.4 28.6 24.3 16.2 35.2 22.7 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.22 0.11 0.30 0.11 0.11 0.27 0.11 0.11 0.11 0.11 Incremental delay, d2 3.1 0.2 3.3 0.4 0.2 2.4 0.2 0.1 1.1 0.4 Initial queue delay, d3 Control delay 22.7 26.7 15.9 18.4 26.6 31.0 24.5 16.3 36.3 23.2 Lane group LOS C C g g C C C e D C Approach delay 20.0 23.9 28.4 28.2 Approach LOS g C C C Intersection delay 24.0 X c = 0.78 Intersection LOS C HC:JL000 "" Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local %20Settings\Temp\s2k474.tmp 12/21 /2004 Detailed Report Page 1 of 2 • • • HCS2000T" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11129104 Time Period AM Peak Hour Intersection Hillandale Lane & Tasker Road Area Type All other areas Jurisdiction Analysis Year 2006 Build -out Conditions Project ID Artrip - Phase # 1 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT I TH RT LT TH RT Number of lanes, N� 0 1 0 0 1 0 1 1 0 0 1 0 Lane group LTR LTR L TR LTR Volume, V (vph) 0 0 133 16 0 0 151 31 25 0 96 0 % 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 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 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing EW Per 02 03 04 NS Perm 06 07 08 Timing G= 42.0 IY= G= G= G= G= 38.0 G= G= G= 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 140 17 159 59 101 Lane group capacity, c 752 703 535 735 787 We ratio, X 0.19 0.02 0.30 0.08 0.13 Total green ratio, g/C 0.47 0.47 0.42 0.42 0.42 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k47F.tmp 12/21/2004 Detailed Report Page 2 of 2 • • • Uniform delay, dl 14.0 12.9 17.2 15.5 15.9 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, d2 0.1 0.0 0.3 0.0 0.1 Initial queue delay, d3 Control delay 14.1 13.0 17.5 15.6 16.0 Lane group LOS g 8 8 8 8 Approach delay 14.1 13.0 17.0 16.0 Approach LOS 8 8 e g Intersection delay 15.8 X = 0.24 c Intersection LOS 8 H(.MUO " Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Setti ngs\B oyapally\Local %20Settings\Temp\s2k47F.tmp 12/21 /2004 Detailed Report Page 1 of 2 • • • HCS2000" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11129104 Time Period PM Peak Hour Intersection Hillandale Lane & Tasker Road Area Type All other areas Jurisdiction Analysis Year 2006 Build -out Conditions Project ID Artrip - Phase # 1 Volume and Timing Input EB WB NB SB LT TH FIT LT TH FIT LT I TH FT LT TH FIT Number of lanes, Ni 0 1 0 0 1 0 1 1 0 0 1 0 Lane group IL TR LTR L TR LTR Volume, V (vph) 0 0 236 93 0 0 211 85 86 0 44 0 % 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 A A A A A A A A A A Start-up lost time, 11 2.0 2.0 2.0 2.0 2.0 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 1 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2. 3.2 Phasing EW Perm 02 03 04 NS Perm 06 07 08 Timing G= 42.0 IY= G= G= G= G= 38.0 G= G= G= Y= 5 Y= Y= Y= 5 Y= Y= Y= Duration of Analysis, T = 0.25 1 1 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH FIT LT I TH FIT LT TH FIT LT TH FIT Adjusted flow rate, v 248 98 222 180 46 Lane group capacity, c 752 515 572 727 787 v/c ratio, X 0.33 0.19 0.39 0.25 0.06 Total green ratio, g/C 0.47 0.47 0.42 0.42 0.42 file://C:\Documents%20and%20Settings\Boyap all y\Loc al %20S ettings\Temp\s2k4 8A. tmp 12/21/2004 Detailed Report Page 2 of 2 • • • Uniform delay, di 15.1 14.0 18.0 16.8 15.4 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.11 0.11 0.11 Incremental delay, d2 0.3 0.2 0.4 0.2 0.0 Initial queue delay, d3 Control delay 15.4 14.2 18.4 17.0 15.4 Lane group LOS B B B B Approach delay 15.4 14.2 17.8 15.4 Approach LOS B B B B Intersection delay 16.4 X c = 0.36 Intersection LOS B HCS2000' m Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k48A.tmp 12/21/2004 Two -Way Stop Control Page 1 of 2 • • • TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed Analysis Time Period PHR+A PHR+A 11129104 AM Peak Hour Intersection Jurisdiction Analysis Year Lakeside Dr & Warrior Drive 2006 Build -out Conditions Project Description Artrip - Phase # 1 East/West Street: Lakeside Drive North/South Street: Warrior Drive Intersection Orientation: North -South IStudy Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 903 2 1 475 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 950 2 1 1 500 1 0 Percent Heavy Vehicles 2 -- -- 2 - -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 4 0 23 0 0 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 4 0 1 24 0 0 0 Percent Heavy Vehicles 2 0 2 2 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Len th, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 1 28 C C (m) (vph) 722 269 0.00 0.10 95% queue length 0.00 0.34 Control Delay 10.0 19.9 LOS A C Approach Delay -- -- 19.9 pproach LOS -- -- C Rights Reserved file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k48D.tmp 12/21/2004 Two -Way Stop Control Page 1 of 2 • • TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed Analysis Time Period PHR+A PHR+A 11/29/04 PM Peak Hour Intersection Jurisdiction Analysis Year Lakeside Dr & Tasker Road 2006 Build -out Conditions Project Description Artrip - Phase # 1 East/West Street: Lakeside Drive North/South Street: Tasker Road Intersection Orientation: North -South IStudy Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 656 4 21 1103 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 690 4 22 1161 0 Percent Heavy Vehicles 2 -- _ 2 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 3 0 15 0 0 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 3 0 15 0 0 0 Percent Heavy Vehicles 2 0 2 2 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Len th, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vPh) 22 18 C (m) (vph) 901 242 lc 0.02 0.07 95% queue length 0.08 0.24 Control Delay 9.1 21.1 LOS A C Approach Delay -- 21.1 Approach LOS -- __ C tcignts reservea file://C:\Documents%20and%20Settings\BoyapalIy\Loc al %20Settings\Temp\u2k490. tmp 12/21/2004 Detailed Report Page I of 2 • • • HCS2000"' DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11129104 Time Period AM Peak Hour Intersection Warrior Drive & Tasker Road Area Type All other areas Jurisdiction Analysis Year 2006 Build -out Conditions Project ID Artrip - 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 1 0 1 1 0 1 1 0 1 1 0 Lane group L TR L TR L TR L TR Volume, V (vph) 16 1309 211 85 339 7 161 6 73 30 24 66 % Heavy vehicles, %HV 2 6 2 2 6 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 A A A A A A A A A A Start-up lost time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 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, 1 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 / 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, NM Buses stopping, NB 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing EW Perm 02 03 04 Excl. Left NS Perm 07 08 Timing G= 56.0 IY= G= G= G= G= 13.0 G= 11.0 G= G= 5 Y= Y= IY= 1Y= 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 $B LT TH RT LT TH I RT LT TH RT LT TH RT Adjusted flow rate, v 17 547 89 364 169 83 32 94 Lane group capacity, c 590 1064 439 1113 342 196 343 203 v/c ratio, X OF03 0.51 [L20 0.33 0.49 0.42 0.09 0.46 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k49B.tmp 12/21/2004 Detailed Report Page 2 of 2 • • Total green ratio, g/C 0.62 0.62 0.62 0,27 0.12 0.27 0.12 Uniform delay, di 6.5 9.4 J7.3 8.1 26.9 36.6 24.8 36.8 Progression factor, PF 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 Incremental delay, d2 0.0 0.4 0.2 0.2 1.1 1.5 0.1 1.7 Initial queue delay, d3 Control delay 6.6 9.9 7.6 8.2 28.0 38.0 24.9 38.4 Lane group LOS A A A A C D C D Approach delay 9.8 8.1 31.3 35.0 Approach LOS A A C C Intersection delay i5.4 X = c 0.57 Intersection LOS B HCS2000T'vt Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k49B.tmp 12/21/2004 Detailed Report Page l of 2 J • • HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11129104 Time Period PM Peak Hour Intersection warrior Drive & Tasker Road (S) Area Type All other areas Jurisdiction Analysis Year 2006 Build -out Conditions Project ID rtrip - Phase # 1 Volume and Timing Input EB WB NB SIB LT TH RT LT TH RT LT I TH RT I LT TH RT Number of lanes, N i 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) 79 305 213 142 482 36 225 29 83 16 13 35 % Heavy vehicles, %HV 2 6 2 2 6 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 A A A A A A A A A A Start-up lost time, 11 2.0 2.0 2.0 2.0 1 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, 1 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 / 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, NM Buses stopping, NB 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing EW Perm 02 03 04 Excl. Left NS Perm 07 08 Timing G= 55.5 G= G= G= FGG=12.0 G= 12.5 G= G•= Y= 5 Y= Y= Y= = 0 Y= 5 Y= IY= 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 I TH RT LT TH RT LT TH RT Adjusted flow rate, v 83 545 149 545 237 118 17 51 Lane group capacity, c 434 1053 434 1096 348 230 336 231 v/c ratio, X 0.19 0.52 0.34 0.50 0.68 0.51 0.05 0.22 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k4A6.tmp 12/21/2004 Detailed Report Page 2of2 E • 0 Total green ratio, g/C 0.62 0.62 0.62 0.62 1 0.27 '0. 14 0.27 0.14 Uniform delay, d1 7.5 9.7 8.4 9.5 J. 27.7 35.9 24.2 34.4 Progression factor, PF 1,000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.12 0.11 0.11 0.25 0.12 0.11 0.11 Incremental delay, d2 0.2 0.5 0.5 0.4 5.3 2.0 0.1 0.5 Initial queue delay, d3 Control delay 7.7 10.2 8.9 9.9 33.0 37.9 24.3 34.9 Lane group LOS A B A A C D C C Approach delay 9.8 9.7 34.7 32.3 Approach LOS A A C C Intersection delay 15.7 Xc = 0.63 Intersection LOS B HCS2000' " Copyright © 2000 University or Florida, All Rights Reserved Version 4.1 e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k4A6.tmp 12/21/2004 Movement Summary Page 1 of 1 Movement Summary • Lakeside and Warrior Drive (AM Peak Hour) Roundabout Vehicle Movements Acelik & aSSocia(es aaTraffic SIDRA Deg of Aver 95070 Aver Oper Mov No Turn Dem Flow Cap Satn Delay Level of Back of Eff. Stop Speed Cost (veh/h) (veh/h) ) Service Q(ft) Rate (mi/h) ($/h) (v/c) (sec) South Approach 32 T 32 R Approach East Approach 22 L 22 R Approach North Approach • 42 L 42 T Approach All Vehicles lie 149 1983 0.076 3.1 LOS A 12 0.56 36.8 38 1 1983 0.076 3.1 LOS A 12 0.56 36.8 38 151 1983 0.076 3.1 LOS A 12 0.56 36.8 38 1 1034 0.005 7.7 LOS A 1 0.92 32.5 1 3 1034 0.005 7.7 LOS A 1 0.92 32.5 1 5 1034 0.005 15.3 LOS A 1 1.84 32.5 3 3 1932 0.019 3.7 LOS A 3 0.62 36.3 10 34 1932 0.019 3.7 LOS A 3 0.62 36.3 10 37 1932 0.019 3.7 LOS A 3 0.62 36.3 10 193 4949 0.076 3.3 LOS A 12 0.58 36.6 49 T:\Projects\12819-2-0 (Artrip)\Artrip (12819-2-0)\HCS\RB Working Files\HCS #1\12_09_Phanse#1_AM Produced by aaSIDRA 2.0.1.206 Copyright© 2000-2002 Akcelik & Associates Ptv Ltd Generated 12/21/2004 6:31:18 PM file://C:\Documents%20and%20Settings\Boyapally\Local %20Settings\Temp\%206331D... 12/21/2004 Movement Summary Page 1 of 1 Movement Summary Lakeside and Warrior Drive (PM Peak Hour) Roundabout Vehicle Movements �.. _ akcelik & assodilles ff aaTrac Slb"RA Deg of Aver 950/0 Aver Oper Dem Flow Cap Level of Back of Eff. Stop Mov No Turn Satn Delay Speed Cost (veh/h) . (veh/h) (v/c) (sec) Service Q(ftje Rate (mi/h) ($/h) South Approach 32 T 58 1651 0.044 3.6 LOS A 7 0.61 35.8 19 32 R 14 1651 0.044 3.6 LOS A 7 0.61 35.8 19 Approach 73 1651 0.044 3.6 LOS A 7 0.61 35.8 19 East Approach 22 L 6 1502 0.020 6.5 LOS A 3 0.87 33.6 8 22 R 23 1S02 0.020 6.5 LOS A 3 0.87 33.6 8 Approach 30 1502 0.020 13.0 LOS A 3 1.74 33.6 17 North Approach 42 L 53 1977 0.092 5.8 LOS A 14 0.78 34.6 50 • 42 T 129 1977 0.092 5.8 LOS A 14 0.78 34.6 50 Approach 182 1977 0.092 5.8 LOS A 14 0.78 34.6 50 All Vehicles 285 5130 0.092 5.3 LOS A 14 0.75 34.8 77 T:\Projects\12819-2-0 (Artrip)\Artrip (12819-2-0)\HCS\RB Working Files\HCS #1\12_09_Phanse#1_PM Produced by aaSIDRA 2.0.1.206 Copyright© 2000-2002 Akcelik & Associates Ptv Ltd Generated 12/21/2004 6:31:32 PM fi le://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\%20633546... 12/21 /2004 Detailed Report Page l of 2 • • • HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11124104 Time Period AM Peak Hour Intersection Route 37 & NB 1-81 Ramps Area Type All other areas Jurisdiction Analysis Year 2009 Background Conditions Project ID Artrip - 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, N1 0 2 0 0 2 0 0 1 1 0 0 0 Lane group DefL T TR LT R Volume, V (vph) 231 870 1002 491 698 0 170 % Heavy vehicles, %HV 6 6 6 6 6 6 6 Peak -hour factor, PHF 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 Start-up lost time, 11 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 Lane width 12.0 112.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 Min. time for pedestrians, GP 3.2 3.2 3.2 Phasing EB Only EW Perm 03 04 NB Only 06 07 08 Timing G= 10.0 G= 35.0 G= G= G= 35.0 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 243 916 1572 735 179 Lane group capacity, c 269 896 1262 664 593 v/c ratio, X 0.90 1.02 1.25 1.11 0.30 Total green ratio, g/C 0.50 0.50 0.39 0.39 0.39 Uniform delay, di 22.5 22.5 27.5 27.5 19.0 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k4C9.tmp 12/21/2004 Detailed Report Page 2 of 2 • 1� u Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.42 0.50 0.50 0.50 0.11 Incremental delay, d2 31.0 35.8 117.4 68.0 0.3 Initial queue delay, d3 Control delay 53.5 58.3 144.9 95.5 19.3 Lane group LOS D E F F B Approach delay 57.3 144.9 80.6 Approach LOS E F F Intersection delay 100.9 Xc = 1.70 Intersection LOS F HCS2000" Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\B oyapal ly\Local %20Settings\Temp\s2k4C9.tmp 12/21 /2004 Detailed Report Page 1 of 2 • • HCS2000"' DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11124104 Time Period PM Peak Hour Intersection Route 37 & NB 1-81 Ramps Area Type A11 other areas Jurisdiction Analysis Year 2009 Background Conditions Project ID Artrip -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� 0 2 0 0 2 0 0 1 1 0 0 0 Lane group DefL T TR LT R Volume, V (vph) 440 1542 985 443 663 4 256 % Heavy vehicles, %HV 6 1 6 6 6 6 6 6 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A I A A A A A A Start-up lost time, 11 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Ob 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 Parking / Grade / Parking N 0 N N 0 N N 0 N N N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 Min. time for pedestrians, GP 3.2 3.2 3.2 Phasing EB Only EW Perm 03 04 NB Only 06 07 08 Timing G= 15.0 G= 30.0 G= I G= G= 35.0 G= G= G= Y= 0 Y= 5 Y= Y= Y= 5 Y= Y= IY= 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 I TH RT LT TH RT Adjusted flow rate, v 463 1623 1503 11085 702 269 Lane group capacity, c 364 896 664 593 v/c ratio, X 1.27 1.81 1.39 1.06 0.45 Total green ratio, g/C 0.50 0.50 0.33 0.39 0.39 Uniform delay, di 25.6 22.5 30.0 27.5 20.4 file://C:\Documents%20and%20Settings\Boyapal1y\Local%20Settings\Temp\s2k4D4.tmp 12/21/2004 Detailed Report Page 2 of 2 • • • Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.50 0.50 0.50 0.50 0.11 Incremental delay, d2 142.3 369.6 179.1 51.0 0.6 Initial queue delay, d3 Control delay 167.9 392.1 209.1 178.5 21.0 Lane group LOS F F F I E C Approach delay 342.3 209.1 62.6 Approach LOS F F E Intersection delay 238.8 XC = 4.45 Intersection LOS F HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k4D4.tmp 12/21/2004 Detailed Report .Page 1 of 2 • • • HCS2000"' DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11124104 Time Period AM Peak Hour Intersection Route 37 & NB 1-81 Ramps Area Type All other areas Jurisdiction Analysis Year 2009 Background Conditions Project ID Artrip - Phase # 2 - Suggested Improvement Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 2 2 0 0 2 0 2 1 0 0 0 0 Lane group L T T L TR Volume, V (vph) 231 870 1002 698 0 170 % Heavy vehicles, %HV 6 6 6 6 6 6 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, 11 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 1 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EB Only Thru Only 03 04 NB Only 06 07 08 Timing G= 13.0 G= 38.0 G= G= G= 34.0 G= G= G= Y= 5 Y= 5 Y= Y= Y= 5 Y= Y= Y= Duration of Analysis, T = 0.25 1 1 Cycle Length, C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 243 916 1055 735 179 Lane group capacity, c 430 1911 1297 1124 518 v/c ratio, X 0.57 10.48 0.81 0.65 0.35 Total green ratio, g/C 0.13 0.56 0.38 0.34 0.34 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k4DF.tmp 12/21/2004 Detailed Report Page 2 of 2 • • Uniform delay, d1 40.8 13.2 27.8 1 28.0 24.7 Progression factor, PF 1,000 1.000 1.000 1.000 1.000 Delay calibration, k 0.16 0.11 0.35 0.23 0.11 Incremental delay, d2 1.7 0.2 4.1 1.4 0.4 Initial queue delay, d3 Control delay 42.6 13.4 31.9 29.4 25.1 Lane group LOS D g C C C Approach delay 19.5 31.9 28.5 Approach LOS g C C Intersection delay 26.3 Xc = 0.71 Intersection LOS C HCS2000"" Copyright © 2000 Universityor Florida, All Rights Reserved g Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k4DF.tmp 12/21/2004 Detailed Report Page 1 of 2 • • • HCS2000"" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11124104 Time Period PM Peak Hour Intersection Route 37 & NB 1-81 Ramps Area Type All other areas Jurisdiction 2009 Background Analysis Year Conditions Project ID Artrip - Phase # 2 - Suggested Improvement Volume and TimingInput EB WB NB I SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 2 2 0 0 2 0 2 1 0 0 0 0 Lane group L T T L TR Volume, V (vph) 440 1542 985 663 4 256 % Heavy vehicles, %HV 6 6 6 6 6 6 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 I A A Start-up lost time, 11 2.0 2.0 2.0 2.0 12.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Ob 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 Lane width 12.0 12.0 112.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EB Only Thru Only 03 04 NB Only 06 1 07 08 Timing G= 17.0 G= 38.0 G= G= G= 30.0 G= G= G= Y= 5 Y= 5 Y= Y= IY= 5 Y= Y= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 463 1623 1037 698 273 Lane group capacity, c 562 2048 1297 992 458 v/c ratio, X 0.82 0.79 0.80 0.70 0.60 Total green ratio, g/C 0.17 0.60 0.38 0.30 0.30 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k4EA.tmp 12/21/2004 Detailed Report Page2of2 • • • Uniform delay, di 40.1 15.3 27.6 31.1 29.8 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.36 0.34 0.34 0.27 0.18 Incremental delay, d2 9.7 2.2 3.7 2.3 2.1 Initial queue delay, d3 Control delay 49.7 1 L7. 31.3 33.3 32.0 Lane group LOS p C C C Approach delay 24.6 31.3 32.9 Approach LOS C C C Intersection delay 28.3 Xc = 0.76 Intersection LOS C HCS2000'M Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k4EA.tmp 12/21/2004 Detai lecl Report Page 1 of 2 • • E HCS2000"' DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11124104 Time Period AM Peak Hour Intersection Route 37 & SB 1-81 Ramps Area Type All other areas Jurisdiction Analysis Year 2009 background Conditions Project ID Artrip - 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� 0 2 0 0 2 0 0 0 0 0 1 1 Lane group T LT. LT R Volume, V (vph) 823 0 1700 278 0 319 % Heavy vehicles, %HV 6 6 6 6 6 6 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, 11 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 Initial unmet demand, Ob 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EW Perm 02 03 04 SB Only 06 07 08 Timing G= 45.0 G= G= G= G= 35.0 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 I TH RT LT TH RT LT TH I RT Adjusted flow rate, v 866 1789 293 336 Lane group capacity, c 1707 1707 664 593 v/c ratio, X 0.51 1.05 0.44 0.57 Total green ratio, g/C 0.50 0.50 0.39 0.39 Uniform delay, d1 15.1 22.5 20.3 21.6 file://C:\Documents%20and%20Settings\Boyapally\Local %20Settings\Temp\s2k4F5.tmp 12/21 /2004 Detailed Report Page 2 of 2 • • Progression factor, PF 1.000 1.000 1.000 1 1.000 Delay calibration, k 0.12 0.50 0.11 0.16 Incremental delay, d2 0.3 35.6 0.5 1.3 Initial queue delay, d3 Control delay 15.3 58.1 20.8 22.8 Lane group LOS e E C C Approach delay 15.3 58.1 21.9 Approach LOS B E C Intersection delay 39.9 X c = 0.84 Intersection LOS D HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k4F5.tmp 12/21/2004 Detailed Report Page 1 of 2 • • • HCS2000- DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11124104 Time Period PM Peak Hour Intersection Route 37 & SB 1-81 Ramps Area Type All other areas Jurisdiction Analysis Year 2009 background Conditions Project ID Artrip -Phase # 2 Volume and Timin In ut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 0 2 0 0 2 0 0 0 0 0 1 1 Lane group T LT LT R Volume, V (vph) 1416 0 1648 567 0 355 % Heavy vehicles, %HV 6 6 6 6 6 6 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 Extension of effective green, e 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 Initial unmet demand, Ob 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EW Perm 02 03 04 SB Only 06 07 08 Timing G= 53.0 IY= G= G= G= G= 37.0 G= G= G= 5 Y= Y= Y= Y= 5 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT I TH RT LT TH RT LT TH RT Adjusted flow rate, v 1491 1735 597 374 Lane group capacity, c 1809 1809 632 564 v/c ratio, X 0.82 0.96 0.94 0.66 Total green ratio, g/C 0.53 0.53 0.37 0.37 Uniform delay, d1 19.6 22.5 30.5 26.3 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k500.tmp 12/21/2004 Detailed Report Page 2 of 2 • • • Progression factor, PF 1.000 1.000 �1.000 1.000 Delay calibration, k 0.36 0.47 0.46 0.24 Incremental delay, d2 3.3 12.9 23.1 2.9 Initial queue delay, d3 Control delay 22.9 35.3 53.6 29.2 Lane group LOS C D D C Approach delay 22.9 35.3 44.2 Approach LOS C D D Intersection delay 32.9 X = 0.95 c Intersection LOS C HCS200(T'M Copyright © 2000 University of Florida, All Rights Reserved Version 4.1 e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k500.tmp 12/21/2004 Detailed Report Page 1 of 2 • • • HCS2000"' DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11124104 Time Period AM Peak Hour Intersection Route 37 & SB 1-81 Ramps Area Type All other areas Jurisdiction Analysis Year 2009 background Conditions Project ID Artrip - Phase # 2 - Suggested Improvements Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N� 0 2 0 0 2 0 0 0 0 2 0 1 Lane group T T L R Volume, V (vph) 823 1700 278 319 % Heavy vehicles, %HV 6 6 6 6 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A Start-up lost time, 11 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 Lane width 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, Nm Buses stopping, NB 0 0 0 0 Min. time for pedestrians, GP1 3.2 3.2 Phasing Thru Only 02 03 04 SB Only 06 07 08 Timing G= 55.0 G= G= G= G= 25.0 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 SIB LT TH RT LT TH RT LT TH RT LT TH I RT Adjusted flow rate, v 866 1789 293 336 Lane group capacity, c 2086 2086 919 423 v/c ratio, X 0.42 0.86 0.32 0.79 Total green ratio, g/C 0.61 0.61 0.28 0.28 Uniform delay, di 9.1 14.3 25.8 30.1 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k50B.tmp 12/21/2004 Detai led Report Page 2 of 2 Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.39 0.11 0.34 Incremental delay, d2 0.1 3.8 0.2 10.1 Initial queue delay, d3 Control delay 9.3 18.1 26.0 40.2 Lane group LOS A e C D Approach delay 9.3 18.1 33.6 Approach LOS A 8 C Intersection delay 18.7 X = 0.84 c Intersection LOS 8 HC52000' "' Copyright © 2000 University of Florida, All Rights Reserved Version 4.1 e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k50B.tmp 12/21/2004 Detailed Report Page 1 of 2 • 0 HCS2000- DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11124104 Time Period PM Peak Hour Intersection Route 37 & SB 1-81 Ramps Area Type All other areas Jurisdiction Analysis Year 2009 background Conditions Project ID Artrip - Phase # 2 - Suggested Improvements Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT I LT TH RT Number of lanes, N� 0 2 0 0 2 0 0 0 0 2 0 1 Lane group T T L R Volume, V (vph) 1416 1648 567 355 % Heavy vehicles, %HV 6 6 6 6 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A Start-up lost time, 11 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 Lane width 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N j N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 Min. time for pedestrians, Gp 3.2 3.2 Phasing Thru Only 02 03 04 SB Only 06 07 08 Timing G= 50.0 IY= G= G= IG= G= 30.0 G= G= G= 5 Y= Y= Y= IY= 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 I TH RT LT TH RT LT TH RT Adjusted flow rate, v 1491 1735 597 374 Lane group capacity, c 1896 1896 1102 508 v/c ratio, X 0.79 0.92 0.54 0.74 Total green ratio, g/C 0.56 0.56 0.33 0.33 Uniform delay, d1 15.8 18.1 24.4 26.5 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k516.tmp 12/21 /2004 Detailed Report Page 2of2 • • • Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.33 0.43 0.14 0.29 Incremental delay, d2 2.3 7.4 0.5 5.6 Initial queue delay, d3 Control delay 18.1 25.5 25.0 32.1 Lane group LOS B C C C Approach delay 18.1 25.5 27.7 Approach LOS B C C Intersection delay 23.4 Xc = 0.85 Intersection LOS C HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k516.tmp 12/21/2004 Detailed Report Page 1 of 2 • • • HCS2000- DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11124104 Time Period AM Peak Hour Intersection Crosspointe Blvd & Tasker Road Area Type All other areas Jurisdiction Analysis Year 2009 Background Conditions Project ID Artrip - Phase # 2 Volume and Timing In ut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 1 2 1 1 2 0 2 1 1 0 1 1 Lane group L T R L TR L T R LT R Volume, V (vph) 203 125 713 82 178 0 1064 78 59 0 91 251 % Heavy vehicles, %HV 2 2 6 2 2 2 6 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 A A A A A A A A A A Start-up lost time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 200 0 0 0 0 0 20 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, Nm Buses stopping, NB 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 EW Perm 03 1 04 NB Only SB Only 07 08 Timing G= 10.0 G= 17.0 G= G= G= 36.0 G= 12.0 G= G= Y= 0 Y= 5 Y= Y= Y= 5 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 214 132 540 86 187 1120 82 62 96 243 Lane group capacity, c 355 670 982 363 670 1323 745 809 248 475 0.60 0.20 0.55 0.24 0.28 0.85 0.11 0.08 0.39 0.51 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k542.tmp 12/21/2004 Detailed Report Page 2 of 2 • • is We ratio, X Total green ratio, g/C 0.30 0.19 0.64 0.30 0.19 0.40 0.40 0.51 0.13 0.30 Uniform delay, d1 25.3 30.7 1 8.8 23.3 31.3 24.5 16.9 11.2 35.6 26.0 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 0.19 0.11 0.15 0.11 10.11 0.38 0.11 0.11 0.11 0.12 Incremental delay, d2 2.9 0.1 0.7 0.3 0.2 5.3 0.1 0.0 1.0 0.9 Initial queue delay, d3 Control delay 28.1 30.9 9.5 23.7 31.5 29.8 17.0 11.2 36.6 27.0 Lane group LOS C C A C C C 8 8 D C Approach delay 17.2 29.0 28.1 29.7 Approach LOS g C C C Intersection delay 24.9 Xc = 0.71 Intersection LOS C HCS2000'M Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents %20and%2.OSettings\B oyapally\Local%20Settings\Temp\s2k542.tmp 12/21 /2004 Detailed Report Page 1 of 2 • • • HCS2000- DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11124104 Time Period PM Peak Hour Intersection Crosspointe Blvd & Tasker Road Area Type All other areas Jurisdiction Analysis Year 2009 Background Conditions Project ID Artrip - Phase # 2 Volume and Timing In ut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 1 2 1 1 2 0 2 1 1 0 1 1 Lane group L T R L TR L T R LT R Volume, V (vph) 365 398 1035 185 371 0 712 151 197 0 150 345 % Heavy vehicles, %HV 2 2 6 2 2 2 6 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 A A A A A A A A A A Start-up lost time, li 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 1 3.0 1 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, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 300 0 0 0 40 0 80 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 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 EW Perm 03 04 NB Only SB Only 07 08 Timing G= 16.0 1 G= 25.0 G= G= I 1Y= G= 28.0 G= 16.0 JG= G= Y= 0 IY= 5 Y= IY= 5 7 5 Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH I RT LT TH RT LT TH RT LT I TH RT Adjusted flow rate, v 384 419 774 195 391 749 159 165 158 279 Lane group capacity, c 432 887 884 421 887 926 522 697 298 586 0.89 0.47 0.88 0.46 0.44 0.81 0.30 0.24 0.53 0.48 file://C:\Documents%20and%20Settings\BoyapalIyToc a] %20S ettings\Temp\s2k54D.tmp, 12/21/2004 Detailed Report Page 2 of 2 • • We ratio, X Total green ratio, g/C 0.41 0.25 0.58 0.41 0.25 0.28 0.28 0.44 0.16 0.37 Uniform delay, di 30.8 31.9 17.9 20.2 31.6 33.5 28.3 17.5 38.6 24.1 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 0.41 0.11 10.40 0.11 0.11 0.35 0.11 0.11 0.13 0.11 Incremental delay, d2 19.8 0.4 9.8 0.8 0.4 5.4 0.3 0.2 1.8 0.6 Initial queue delay, d3 Control delay 50.6 32.3 27.7 21.1 32.0 38.9 28.7 17.7 40.4 24.7 Lane group LOS D C C C C D C B D C Approach delay 34.5 28.3 34.1 30.4 Approach LOS C C C C Intersection delay 32.9 Xc = 0.89 Intersection LOS C HC5200drM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local %20Settings\Temp\s2k54D.tmp 12/21 /2004 Detailed Report Page l of 2 • • • HCS2000"' DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11124104 Time Period AM Peak Hour Intersection Hillandale Lane & Tasker Road Area Type All other areas Jurisdiction Analysis Year 2009 Background Conditions Project ID Artrip - 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� 0 1 0 0 1 0 1 1 0 0 1 0 Lane group LTR LTR L TR LTR Volume, V (vph) 0 0 178 21 0 0 201 47 32 0 143 0 % 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 A A A A A A A A A A Start-up lost time, I, 12.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Ob 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing EW Perm 02 03 04 NS Perm 06 07 = 08 Timing =42.0 �YG G= G= G= G= 38.0 G= G= G= = 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 187 22 212 83 151 Lane group capacity, c 752 671 484 738 787 v/c ratio, X 0.25 0.03 1 0.44 0.11 0.19 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k558.tmp 12/21 /2004 Detailed Rcport Page 2 of 2 • • • Total green ratio, g/C 0.47 0.47 0.42 0.42 0.42 Uniform delay, d, 14.5 13.0 18.4 15.8 16.3 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, d2 0.2 0.0 0.6 0.1 0.1 Initial queue delay, d3 Control delay 14.7 13.0 19.1 15.8 16.5 Lane group LOS B B B B B Approach delay 14.7 13.0 18.2 16.5 Approach LOS B B B B Intersection delay 16.6 Xc = 0.34 Intersection LOS B HCS2000"' Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyap a] I yToc al % 20S ettin gs\Temp\s2k5 5 8.tmp 12/21/2004 Detailed Report Page I of 2 • HCS2000" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11124104 Time Period PM Peak Hour Intersection Hillandale Lane & Tasker Road Area Type All other areas Jurisdiction Analysis Year 2009 Background Conditions Project ID Artrip - 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� 0 1 0 0 1 0 1 1 0 0 1 0 Lane group LTR LTR L TR LTR Volume, V (vph) 0 0 307 122 0 1 0 278 125 113 0 65 1 0 % 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 A A A A A A A A A A Start-up lost time, 11 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering/metering, I 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 LMin. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing EW Perm 1 02 03 04 NS Perm 06 07 08 Timing G= 42.0 G= G= G= G= 38.0 G= G= G= Y= 5 I 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 I TH RT LT TH RT LT TH RT Adjusted flow rate, v 323 128 293 251 68 Lane group capacity, c 752 413 561 730 787 v/c ratio, X 0.43 0.31 0.52 0.34 0.09 file://C:\Documents%20and%20Settings\Boyapally\Local %20Settings\Temp\s2k563.tmp 12/21/2004 Detailed Report Page 2 of 2 • E Total green ratio, g/C 0.47 0.47 0.42 0.42 0.42 Uniform delay, di 16.0 15.0 19.3 17.6 15.6 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.13 0.11 0.11 Incremental delay, d2 0.4 0.4 0.9 0.3 0.0 Initial queue delay, d3 Control delay 16.4 15.4 20.2 17.9 15.6 Lane group LOS B B C B B Approach delay 16.4 15.4 19.1 15.6 Approach LOS B B B B Intersection delay 17.6 X c = 0.47 Intersection LOS B HCS2000"°' Copyright © 2000 University of Florida, All Rights Reserved Version 4.le file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k563.tmp 12/21 /2004 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed Analysis Time Period PHR+A PHR+A 11124104 AM Peak Hour Intersection Jurisdiction Analysis Year Lakeside Dr & Tasker Road 2009 Background Conditions Project Description Artrip - Phase # 2 East/West Street: Lakeside Drive North/South Street: Tasker Road Intersection Orientation: North -South IStudy Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 1008 2 1 572 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 1061 2 1 602 0 Percent Heavy Vehicles 2 -- -- 2 Median Type Raised curb RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 p Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 4 0 23 0 0 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 4 0 24 0 0 0 Percent Heavy Vehicles 2 0 2 2 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Len th, and Level of Service Approach NB S13 Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vPh) 1 28 C (m) (vph) 655 266 lc 0.00 0.11 95% queue length 0.00 0.35 Control Delay 10.5 20.1 LOS B C Approach Delay -- -- 20.1 Approach LOS -- -- C \Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k566 Two -Way Stop Control Page I of 2 • • TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed Analysis Time Period PHR+A PHR+A 11124104 PM Peak Hour Intersection Jurisdiction nalysis Year Lakeside Dr & Tasker Road 2009 Background Conditions Description Artrip - Phase # 2 est Street: Lakeside Drive F North/South Street: Tasker Road ction Orientation: North -South IStudy Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR L 0 0.95 0 T 772 0.95 812 R 4 0.95 4 L 21 0.95 22 T 1239 0.95 1 1304 R 0 0.95 0 Percent Heavy Vehicles 2 -- __ 2 Median Type Raised curb RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Si nal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR 3 0.95 3 1 0 0.95 0 15 0.95 15 0 0.95 0 0 0.95 1 0 0 0.95 0 Percent Heavy Vehicles 2 0 2 2 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Len th, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 22 18 C (m) (vph) 812 302 lc 0.03 0.06 95% queue length 0.08 0.19 Control Delay 9.6 17.7 LOS A LC Approach Delay -- __ 17.7 pproach LOS -- __ C file://C:\Documents%20and%20Settings\Boyapally\Local %20Settings\Temp\u2k569.tmp 12/21 /2004 Two -Way Stop Control Page 1 of 2 • TWO-WAY STOP CONTROL SUMMARY General Information ISite Information Analyst PHR+A intersection Warnor Hd & t asker Road Agency/Co. PHR+A Jurisdiction Date Performed 11124104 Analysis Year 2009 Background Conditions Analysis Time Period AM Peak Hour i � I Project Description Atrip Phase # 2 East/West Street: Tasker North/South Street: Warrior Road Intersection Orientation: East-West IStudy Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 0 376 263 98 405 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh/h) 0 395 276 103 426 0 Proportion of heavy vehicles, PH v 2 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) 199 0 84 0 0 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh/h) 209 0 88 0 0 0 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 1 0 1 0 0 0 Configuration L R Control Delay, Queue Length, Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L R Volume, v (vph) 103 209 88 Capacity, cm (vph) 919 191 547 /c ratio 0.11 1.09 0.16 Queue length (95%) 0.38 10.05 0.57 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k56C.tmp 12/21/2004 Two-way Stop Control Page 2 of 2 • • • Control Delay (s/veh) 9.4 143.7 12.8 LOS A F 8 Approach delay (s/veh) - " 104.9 Approach LOS -- - F HCS2000t M Copyright © 2003 University or Florida. All Rights Reserved Version 4.Id file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k56C.tmp 12/21/2004 Two -Way Stop Control Page 1 of 2 • • TWO-WAY STOP CONTROL SUMMARY General Information ISite Information Analyst Intersection Warrior Rd& Tasker Road Agency/Co. A urisdiction Date Performed VPHRA 04 Analysis Year 2009 Background Conditions Analysis Time Period ak Hour ' I Project Description Atrip Phase # 2 I East/West Street: Tasker North/South Street: Warrior Road Intersection Orientation: East-West IStudy Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 0 374 267 165 581 0 Peak -hour factor, PHF Hourly Flow Rate (veh/h) 0.95 0 0.95 393 0.95 281 0.95 173 0.95 611 0.95 0 Proportion of heavy ehicles, PHv 2 -- - 2 Median type Undivided RT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 D Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 283 0 96 0 0 0 Peak -hour factor, PHF Hourly Flow Rate (veh/h) 0.95 297 0.95 0 0.95 101 0.95 0 0.95 0 0.95 0 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 1 0 1 0 0 0 Configuration L R Control Delay, Queue Length, Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L R Volume, v (vph) 173 297 101 Capacity, cm (vph) 917 110 546 /c ratio 0.19 2.70 0.18 Queue length (95%) 0.69 27.43 0.67 file://C: \Documents %20and%20S ettings\B oyapal ly\Loc al%20Settings\Temp\u2k56F.tmp 12/21/2004 Two -Way Stop Control Page 2 of 2 • • Control Delay (s/veh) 9.8 851.6 13.1 LOS A F 8 Approach delay (s/veh) - -- 638.8 Approach LOS - -- F IfCS2000TM Copyright © 2003 University of Florida. All Rights Reserved Version 4.1d file://C:\Documents%20and%20Settings\Boyapally\Local %20Settings\Temp\u2k56F.tmp 12/21/2004 Detailed Report Page 1 of 2 • is • HCS2000"' DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11129104 Time Period AM Peak Hour Intersection warrior Drive & Tasker Road (S) Area Type A11 other areas Jurisdiction Analysis Year 2009 Background Conditions Project ID Artrip - Phase # 2- Suggested Improvements Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N, 0 1 0 1 1 0 1 0 1 0 0 0 Lane group TR L T L R Volume, V (vph) 376 263 98 405 199 84 % Heavy vehicles, %HV 6 2 2 6 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, 11 12.0 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, Qb 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 Parking / Grade / Parking N 0 N N 0 N N 0 N N N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 Min. time for pedestrians, G 1 3.2 3.2 3.2 Phasing I EW Perm 1 02 _6_3__T 04 1 NB Only 06 07 08 Timing G= 48.0 G= G= I G= I G= 32.0 G= G= G= Y= 5 1 Y= Y= Y= IY= 5 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SIB LT TH RT LT I TH RT LT TH RT LT TH RT Adjusted flow rate, v 673 103 426 209 88 Lane group capacity, c 917 289 956 629 563 v/c ratio, X 0.73 0.36 0.45 0.33 0.16 Total green ratio, g/C 0.53 0.53 0.53 0.36 0.36 file://C:\Documents%20and%20Settings\B oyapally\Local %20Settings\Temp\s2k57A.tmp 12/21 /2004 Detailed Report Page 2 of 2 • • • Uniform delay, d1 16.1 21.2 19.8 Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.29 d1_2.112.9 0.11 0.11 0.11 Incremental delay, d23.1 0.3 0.3 0.1 Initial queue delay, d3 Control delay 19.2 12.9 13.2 21.5 19.9 Lane group LOS 8 8 8 C 8 Approach delay 19.2 13.1 21.0 Approach LOS g g C Intersection delay 17.4 X c = 0.57 Intersection LOS 8 HCS2000' M Copyright © 2000 University of Florida, All Rights Reserved Version 4.1 e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k57A.tmp 12/21/2004 Detailed Report Page 1 of 2 • • • HCS2000' DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11129104 Time Period AM Peak Hour Intersection warrior Drive & Tasker Road Area Type AS I other areas yp Jurisdiction Analysis Year 2009 Background Conditions Project ID Artrip - Phase # 2- . Suggested Improvements Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 0 1 0 1 1 0 1 0 1 0 0 0 Lane group TR L T L R Volume, V (vph) 374 267 165 581 283 96 Heavy vehicles, %HV 6 2 2 6 2 j 2 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 1 0.95 Pretimed (P) or actuated (A) A A I A A A A Start-up lost time, 11 12.0 12.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Ob 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 Parking / Grade / Parking N 0 N N 0 N N 0 N N N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EW Perm 02 03 04 NB Only 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 675 174 612 298 101 Lane group capacity, c 955 313 996 590 528 v/c ratio, X 0.71 0.56 0.61 0.51 0.19 Total green ratio, g/C 0.56 0.56 0.56 0.33 0.33 =E file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k585.tmp 12/21/2004 Detailed Report Page 2 of 2 E • • Uniform delay, di 14.6 12.9 13.5 I I24.0 21.4 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.27 0.15 0.20 0.11 0.11 Incremental delay, d2 2.4 2.2 1.1 0.7 0.2 Initial queue delay, d3 Control delay 17.1 15.0 14.6 24.8 21.5 Lane group LOS B B B C C Approach delay 17.1 14.7 23.9 Approach LOS B B C Intersection delay i7.5 X = 0.63 c Intersection LOS B HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k585.tmp 12/21/2004 Detailed Report Page 1 of 2 • HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11129104 Time Period AM Peak Hour Intersection Route 37 & NB 1-81 Ramps Area Type All other.areas Jurisdiction Analysis Year 2009 Build -out Conditions Project ID Artrip -Phase # 2 Volume and Timin Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 0 2 0 0 2 0 0 1 1 0 0 0 Lane group DefL T TR LT R. Volume, V (vph) 231 911 1087 540 698 0 174 % Heavy vehicles, %HV 6 6 6 6 6 6 6 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A I A A A A A A Start-up lost time, I, 2.0 12.0 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 Filtering/metering, 1 1.000 1.000 1.000 1.000 E3.O Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 Lane width 12.0 112.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EB Only I EW Perm 03 04 NB Only 06 07 08 Timing G= 7.0 G= 45.0 G= ly G= G= 38.0 G= G= G= Y= 0 IY= 5 Y= = Y= 5 Y= Y= IY= Duration of Analysis, T = 0.25 Cycle Length, C - 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB 1 WB NB SB LT TH RT LT TH RT LT I TH RT LT TH RT Adjusted flow rate, v 243 959 1712 735 183 Lane group capacity, c 191 932 1459 649 579 v/c ratio, X 1.27 1.03 1.17 1.13 0.32 Total green ratio, g/C 0.52 0.52 0.45 0.38 0.38 Uniform delay, di 26.5 24.0 27.5 31.0 21.8 file://C:\Documents%20and%20Settings\BoyapallyToc al % 20S etti n gs\Temp\s2k5 90. tmp 12/21/2004 Detailed Report Page 2 of 2 • • Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.50 0.50 0.50 0.50 0.11 Incremental delay, d2 156.9 37.1 85.6 77.8 0.3 Initial queue delay, d3 Control delay 183.4 61.1 1113.1 1 108.8 22.2 Lane group LOS F E F F C Approach delay 85.8 113.1 91.5 Approach LOS F F F Intersection delay 99.4 Xc = 1.92 Intersection LOS F HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k590.tmp 12/21/2004 Detailed Report Page 1 of 2 • • • HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11129104 Time Period PM Peak Hour Intersection Route 37 & NB 1-81 Ramps Area Type All other areas Jurisdiction Analysis Year 2009 Build -out Conditions Project ID Artrip - 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� 0 2 0 0 2 0 0 1 1 0 0 0 Lane group DefL T TR LT R Volume, V (vph) 440 1705 1054 1483 663 4 272 % Heavy vehicles, %HV 6 6 6 6 6 6 6 Peak -hour factor, PHF 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 Start-up lost time, I, 2.0 12.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Ob 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 Parking / Grade / Parking N 0 N N 0 N N 0 N N N Parking maneuvers, N. Buses stopping, NB d 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EB Only EW Perm 03 04 NB Only 06 07 08 Timing G= 30.0 G= 36.0 G= G= G= 24.0 G= G= G= Y= 0 Y= 5 Y= Y= Y= 5 Y= Y= IY= Duration of Analysis, T = 0.25 Cycle Length, C - 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 463 1795 1617 702 286 Lane group capacity, c 583 1183 1171 410 366 v/c ratio, X 0.79 1.52 1.38 1.71 0.78 Total green ratio, g/C 0.66 0.66 10.36 0.24 0.24 Uniform delay, d1 24.5 17.0 32.0 38.0 35.5 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k59B.tmp 12/21/2004 Detailed Report Page 2 of 2 • • • Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.34 0.50 0.50 0.50 0.33 Incremental delay, d2 7.5 237.2 176.8 330.7 10.5 Initial queue delay, d3 Control delay 32.0 254.2 1208.8 368.7 46.0 Lane group LOS C F I F F D Approach delay 208.6 208.8 275.3 Approach LOS F F F Intersection delay 222.2 XC = 4.61 Intersection LOS F HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k59B.tmp 12/21/2004 Detailed Report Page 1 of 2 HCS2000`" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11129104 Time Period AM Peak Hour Intersection Route 37 & NB 1-81 Ramps Area Type All other areas Jurisdiction Analysis Year 2009 Build -out Conditions Project ID Artrip - Phase # 2 - Suggested Improvements Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 2 2 0 0 2 0 2 1 0 0 0 0 Lane group L T T L TR Volume, V (vph) 231 911 1087 698 0 174 Heavy vehicles, %HV 6 6 6 6 1 6 6 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, 11 2.0 12.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 Min. time for pedestrians, GP 3.2 13.2 3.2 Phasing EB Only Thru Only 03 04 NB Only 06 07 08 Timing G= 7.0 G= 38.0 G= G= G= 30.0 G= G= G= Y= 5 IY= 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 I TH RT LT TH RT LT TH RT Adjusted flow rate, v 243 959 1144 735 183 Lane group capacity, c 257 1896 1441 1102 508 v/c ratio, X 0.95 0.51 0.79 0.67 0.36 Total green ratio, g/C 0.08 0.56 0.42 0.33 0.33 Uniform delay, di 41.3 12.4 22.6 25.7 22.7 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k5A6.tmp 12/21 /2004 Detailed Report Page 2 of 2 • • • Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.46 0.11 0.34 0.24 0.11 Incremental delay, d2 41.4 0.2 3.2 1.6 0.4 Initial queue delay, d3 Control delay 82.7 12.6 25.8 27.3 23.2 Lane group LOS F 8 C C C Approach delay 26.8 25.8 26.5 Approach LOS C C C Intersection delay 26.3 X c = 0.76 Intersection LOS C HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local %20Settings\Temp\s2k5A6.tmp 12/21/2004 Detailed Report Page I of 2 • • • HCS2000" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11129104 Time Period PM Peak Hour Intersection Route 37 & NB 1-81 Ramps Area Type All other areas Jurisdiction Analysis Year 2009 Build -out Conditions Project ID Artrip - Phase # 2 - Suggested Improvements Volume and Timin_q Input EB WB NB SB LT TTH FIT LT TH FIT LT TH FIT LT TH FIT Number of lanes, N� 2 2 0 0 2 0 2 1 0 0 0 0 Lane group L T T L TR Volume, V (vph) 440 1705 1054 1663 4 1272 % Heavy vehicles, %HV 6 6 6 6 6 6 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, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 1 0 Min. time for pedestrians, GP 3.2 3.2 3.2 Phasing EB Only Thru Only 03 04 NB Only 06 07 08 Timing G= 15.0 G= 35.0 G= G= G= 25.0 G= G= G= Y= 5 Y= 5 Y= Y= Y= 5 Y= Y= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH FIT LT TH RT LT TH FIT LT TH FIT Adjusted flow rate, v 463 1795 1109 698 290 Lane group capacity, c 551 2086 1327 919 424 v/c ratio, X 0.84 0.86 0.84 0.76 0.68 Total green ratio, g/C 0.17 0.61 0.39 0.28 0.28 Uniform delay, di 36.3 14.4 24.9 29.7 29.0 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k5Bl.tmp 12/21/2004 Detailed Report Page 2 of 2 • • • Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.38 0.39 0.37 0.31 0.25 Incremental delay, d2 11.2 3.9 4.8 3.7 4.5 Initial queue delay, d3 Control delay 47.5 18.3 29.7 33.5 33.5 Lane group LOS . 0 B C C C Approach delay 24.3 29.7 33.5 Approach LOS C C C Intersection delay 27.7 Xc = 0.83 Intersection LOS C HCS2006TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k5BLtmp 12/21/2004 Detailed Report Page 1 of 2 • • • HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11129104 Time Period AM Peak Hour Intersection Route 37 & SB 1-81 Ramps Area Type All other areas Jurisdiction Analysis Year 2009 Build -out Conditions Project ID Artrip - 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, Ni 0 2 0 0 2 0 0 0 0 0 1 1 Lane group T LT LT R Volume, V (vph) 848 0 1785 295 0 319 % Heavy vehicles, %HV 6 6 6 6 6 6 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, 11 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EW Perm 02 03 04 SB Only 06 07 08 Timing G= 60.0 G= G= G= G= 30.0 G= G= G= Y= 5 Y= Y= Y= IY= 5 Y= Y= IY- Duration of Analysis, T = 0.25 Cycle Length, C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT I TH RT LT TH RT LT TH I RT Adjusted flow rate, v 893 1879 311 336 Lane group capacity, c 2048 2048 512 457 v/c ratio, X 0.44 0.92 0.61 0.74 Total green ratio, g/C 0.60 0.60 0.30 0.30 Uniform delay, di 10.8 17.8 30.0 31.4 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k5BC.tmp 12/21/2004 Detailed Report Page 2of2 • • Progression factor, PF 1.000 1.000 1,000 1.000 Delay calibration, k 0.11 0.44 0.19 0.29 Incremental delay, d2 0.1 7.1 2.1 6.1 Initial queue delay, d3 Control delay 11.0 24.9 32.0 37.5 Lane group LOS 8 C C D Approach delay 11.0 24.9 34.9 Approach LOS g C C Intersection delay 23.2 X� = 0.86 Intersection LOS C HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local %20Settings\Temp\s2k5BC.tmp 12/21/2004 Detailed Report Page 1 of 2 • • • HCS2000"' DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11129104 Time Period PM Peak Hour Intersection Route 37 & SB 1-81 Ramps Area Type All other areas Jurisdiction Analysis Year 2009 Build -out Conditions Project ID Artrip - Phase # 2 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT I TH RT Number of lanes, N1 0 2 0 0 2 0 0 0 0 0 1 1 Lane group T LT LT R Volume, V (vph) 1513 0 1717 632 0 355 % Heavy vehicles, %HV 6 6 6 6 6 6 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 Extension of effective green, e 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing erm EW Perm-[- 02 03 04 SB Only 06 07 08 Timing 1Y= G= 50.0 G= G= G= G= 40.0 G= G= G= 5 Y= Y= Y= IY= 5 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH I RT Adjusted flow rate, v 1593 1807 665 374 Lane group capacity, c 1707 1707 683 610 v/c ratio, X 0.93 1.06 0.97 0.61 Total green ratio, g/C 0.50 0.50 0.40 0.40 Uniform delay, di 23.4 25.0 29.5 23.8 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k5C7.tmp 12/21/2004 Detailed Report Page 2 of 2 • • • Progression factor, PF 1,000 1.000 1.000 1.000 Delay calibration, k 0.45 0.50 0.48 0.20 Incremental delay, d2 9.9 39.2 27.9 1.8 Initial queue delay, d3 Control delay 33.4 164.2 57.4 25.7 Lane group LOS C E E C Approach delay 33.4 64.2 46.0 Approach LOS C E D Intersection delay 48.9 X c = 1.02 Intersection LOS D HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k5C7.tmp 12/21/2004 Detailed Report Page 1 of 2 • • • HCS2000- DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11129104 Time Period AM Peak Hour Intersection Route 37 & SB 1-81 Ramps Area Type All other areas Jurisdiction Analysis Year 2009 Build -out Conditions Project ID Artrip - Phase # 2 - Suggested Improvements Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N� 0 2 0 0 2 0 0 0 0 2 0 1 Lane group T T L R Volume, V (vph) 848 1785 295 319 % Heavy vehicles, %HV 6 6 6 6 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A Start-up lost time, 11 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 Lane width 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 Min. time for pedestrians, GP 3.2 3.2 Phasing Thru Only 02 03 04 SB Only 06 07 08 Timing G= 52.0 G= G= G= G= 28.0 G= G= G= Y= 5 Y= Y= Y= Y= 5 Y= Y= IY= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH I RT Adjusted flow rate, v 893 1879 311 336 Lane group capacity, c 1972 1972 1029 474 v/c ratio, X 0.45 0.95 0.30 0.71 Total green ratio, g/C 0.58 0.58 0.31 1 0.31 Uniform delay, di 10.9 17.8 23.6 27.4 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k536.tmp 12/21/2004 Detailed Report Page 2 of 2 • • • Progression factor, PF 1.000 1,000 1.000 1.000 Delay calibration, k 0.11 0.46 0.11 0.27 Incremental delay, d2 0.2 11.2 0.2 4.9 Initial queue delay, d3 Control delay 11.0 29.0 23.7 32.3 Lane group LOS B C C C Approach delay 11.0 29.0 28.2 Approach LOS B C C Intersection delay 24.2 Xc = 0.87 Intersection LOS C HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k536.tmp 12/21/2004 Detailed Report Page 1 of 2 • • HCS2000" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11129104 Time Period PM Peak Hour Intersection Route 37 & SB 1-81 Ramps Area Type All other areas Jurisdiction Analysis Year 2009 Build -out Conditions Project ID Artrip - Phase # 2 - Suggested Improvements Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N� 0 2 0 0 2 0 0 0 0 2 0 1 Lane group T T L R Volume, V (vph) 1513 1717 632 355 % Heavy vehicles, %HV 6 6 6 6 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A Start-up lost time, I, 2.0 2.0 2.0 12.0 Extension of effective green, e 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Ob 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 100 Lane width 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 Min. time for pedestrians, GP 3.2 3.2 Phasing Thru Only 02 03 04 SB Only 06 07 08 Timing G= 55.0 G= G= G= G= 25.0 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 I TH RT LT TH RT LT TH I RT Adjusted flow rate, v 1593 1807 665 268 Lane group capacity, c 2086 2086 919 423 v/c ratio, X 0.76 0.87 0.72 0.63 Total green ratio, g/C 0.61 0.61 0.28 0.28 Uniform delay, di 12.8 14.5 29.4 28.5 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k5D3.tmp 12/21/2004 Detailed Report Page 2 of 2 • • Progression factor, PF 1.000 1,000 1.000 1.000 Delay calibration, k 0.32 0.40 0.28 0.21 Incremental delay, d2 1.7 4.1 2.9 3.1 Initial queue delay, d3 Control delay 14.5 18.6 32.2 31.6 Lane group LOS g B C C Approach delay 14.5 18.6 32.0 Approach LOS B B C Intersection delay 20.0 X = 0.82 c Intersection COS B HCS2000'M Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k5D3.tmp 12/21/2004 Detailed Report Page I of 2 • • • HCS2000... DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11124104 Time Period AM Peak Hour Intersection Crosspointe Blvd & Tasker Road Area Type All other areas Jurisdiction Analysis Year 2009 Build -out Conditions Project ID Artrip - Phase # 2 Volume and Timing In ut EB WB NB SB LT I TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N� 1 2 1 1 2 0 2 1 1 0 1 1 Lane group L T R L TR L T R LT R Volume, V (vph) 203 125 758 82 178 0 1198 78 59 0 91 251 % Heavy vehicles, %HV 2 2 6 2 2 2 6 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 A A A A A A A A A A Start-up lost time, 11 2.0 2.0 2.0 2.0 2.0 2.0 12.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 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 0 200 0 0 0 0 0 20 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 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 I EW Perm 03 04 NB Only SB Only 07 08 Timing G= 8.0 G= 13.0 G= G= G= 40.0 G= 14.0 G= G= Y= 0 Y= 5 Y= Y= Y= 5 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 I TH RT LT TH I RT Adjusted flow rate, v 214 132 587 86 187 1261 82 62 96 243 Lane group capacity, c 262 512 982 268 512 1470 828 844 290 475 v/c ratio, X 0.82 0.26 0.60 0.32 0.37 0.86 0.10 0.07 0.33 0.51 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k5DE.tmp 12/21/2004 Detailed Report Page 2 of 2 • • • Total green ratio, g/C 0.23 0.14 0.64 0.23 0.14 1 0.44 0.44 0.53 1 0.16 0.30 Uniform delay, d1 33.1 34.2 9.3 27.9 34.8 22.4 14.5 10.2 33.8 26.0 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 0.36 0.11 0.19 0.11 0.11 0.39 0.11 0.11 0.11 0.12 Incremental delay, d2 18.0 0.3 1.0 0.7 0.4 5.3 0.1 0.0 0.7 0.9 Initial queue delay, d3 Control delay 51.1 34.5 10.3 28.6 35.2 27.8 14.6 10.2 34.5 27.0 Lane group LOS D C B C D C B B C C Approach delay 23.0 33.1 26.2 29.1 Approach LOS C C C C Intersection delay 26.2 X� = 0.65 Intersection LOS C HCS2000t m Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Loc al%20Settings\Temp\s2k5DE.tmp 12/21/2004 Detailed Report Page 1 of 2 • • HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11124104 Time Period PM Peak Hour Intersection Crosspointe Blvd & Tasker Road Area Type All other areas Jurisdiction Analysis Year 2009 Build -out Conditions Project ID Artrip - 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 2 1 1 0 1 1 Lane group L T R L TR L T R LT R Volume, V (vph) 365 398 1214 185 371 0 821 151 197 0 150 345 % Heavy vehicles, %HV 2 2 6 2 2 2 6 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 A A A A A A A A A A Start-up lost time, 11 2.0 2.0 2.0 12.0 2.0 1 2.0 12.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Ob 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 300 0 0 0 40 0 80 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 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 EW Perm 03 04 NB Only SB Only 07 08 Timing G= 11.0 G= 25.0 G= G= G= 26.0 G= 13.0 G= G= Y= 0 Y= 5 Y= Y= Y= 5 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 I TH RT LT TH RT LT I TH RT Adjusted flow rate, v 384 419 962 195 391 864 159 165 158 279 Lane group capacity, c 395 985 948 384 985 955 538 651 269 510 v/c ratio, X 0.97 0.43 1.01 0.51 0.40 0.90 10.30 0.25 0.59 0.55 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k5E9.tmp 12/21/2004 Detailed Report Page 2 of 2 is Total green ratio, g/C 0,40 0.28 0.62 0.40 0.28 1 0.29 0.29 0.41 0.14 0.32 Uniform delay, d1 30.7 26.6 17.0 18.8 26.4 30.8 24.9 17.4 36.0 25.1 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 0.48 0.11 0.50 0.12 0.11 0.43 0.11 0.11 0.18 0.15 Incremental delay, d2 37.8 0.3 33.0 1.1 0.3 11.9 0.3 0.2 3.3 1.2 Initial queue delay, d3 Control delay 68.5 26.9 50.0 19.9 26.6 42.7 25.2 17.6 39.3 26.3 Lane group LOS E C D B C D C B D C Approach delay 48.5 24.4 36.9 31.0 Approach LOS D C D C Intersection delay 39.6 X c = 1.01 Intersection LOS D HCS2000TM Copyright © 2000 University or Florida, All Rights Reserved Version 4.1 e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k5E9.tmp 12/21 /2004 Detailed Report Page 1 of 2 • • • HCS2000- DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11124104 Time Period AM Peak Hour Intersection Crosspointe Blvd& Tasker Road Area Type All other areas Jurisdiction Analysis Year 2009 Build -out Conditions Project ID Artrip - Phase # 2 - Suggested Improvement Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N1 1 2 2 1 2 0 2 1 1 0 1 1 Lane group L T R L TR L T R LT R Volume, V (vph) 203 125 758 82 178 0 1198 78 59 0 91 251 % Heavy vehicles, %HV 2 2 6 2 2 2 6 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 A A A A A A A A A A Start-up lost time, 11 2.0 2.0 2.0 12.0 2.0 2.0 2.0 2.0 2.0 12.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 1 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1 1.000 1.000 Initial unmet demand, Ob 0.0 0.0 0.0 10.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 200 0 0 0 0 0 60 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 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 I EW Perm 03 04 NB Only SB Only 07 08 Timing G= i0.0 G= 13.0 G= G= G= 41.0 G= 11.0 JG= G= Y= 0 IY= 5 Y= Y= Y= 5 Y= 5 Y= Y= Duration of Analysis, T = 0.25 1 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH I RT LT I TH RT LT TH RT LT TH I RT Adjusted flow rate, v 214 132 587 86 187 1261 82 62 96 201 Lane group capacity, c 302 512 1768 308 512 1507 849 897 228 457 0.71 0.26 0.33 0.28 0.37 0.84 0.10 0.07 0.42 0.44 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k5F4.tmp 12/21/2004 Detai led Report Page 2 of 2 • • We ratio, X Total green ratio, g/C 0.26 0.14 0.66 0.26 0.14 0.46 0.46 0.57 0.12 0.29 Uniform delay, di 28.5 34.2 6.8 26.4 34.8 21.6 14.0 8.8 36.6 26.1 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 0.27 0.11 0.11 0.11 0.11 0.37 0.11 0.11 0,11 0.11 Incremental delay, d2 7.5 0.3 0.1 0.5 0.4 4.3 0.0 0.0 1.3 0.7 Initial queue delay, d3 Control delay 36.0 34.5 6.9 26.9 35.2 25.9 14.0 8.8 37.8 26.7 Lane group LOS D C A C I D C I e A D C Approach delay 17.5 32.6 24.4 30.3 Approach LOS g C C C Intersection delay 23.6 Xc = 0.77 Intersection LOS C HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k5F4.tmp 12/21/2004 Detailed Report Page 1 of 2 HCS2000"' DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11124104 Time Period PM Peak Hour Intersection Crosspointe Blvd & Tasker Road Area Type All other areas Jurisdiction Analysis Year 2009 Build -out Conditions Project ID Artrip - Phase # 2 - Suggested Improvement Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 1 2 2 1 2 0 2 1 1 0 1 1 Lane group L T R L TR L T R LT R Volume, V (vph) 365 398 1214 185 371 0 821 151 197 0 150 345 % Heavy vehicles, %HV 2 2 6 2 2 2 6 2 2 2 2 1 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 A A A A A A A A A A Start-up lost time, 11 2.0 12.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 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, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 300 0 0 0 40 0 80 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 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 EW Perm 03 04 NB Only SB Only 07 08 Timing G= 15.0 1Y= G= 19.0 G= G= G= 29.0 G= 12.0 G= G= 0 Y= 5 Y= Y= IY= 5 Y= 5 Y= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH I RT LT TH RT LT I TH RT LT TH RT Adjusted flow rate, v 384 419 962 195 391 864 159 165 158 279 Lane group capacity, c 401 749 1588 391 749 1066 600 774 248 563 0.96 0.56 0.61 0.50 0.52 0.81 0.26 0.21 0.64 0.50 file:HC:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k5FF.tmp 12/21/2004 Detailed Report Page 2 of 2 • is v/c ratio, X Total green ratio, g/C 0.38 0.21 0.59 0.38 0.21 0.32 0.32 0.49 0.13 0.36 Uniform delay, di 30.9 31.8 11.8 20.3 31.5 28.0 22.6 13.1 36.9 22.7 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.47 0.16 0.19 0.11 10.13 0.35 0.11 0.11 0.22 0.11 Incremental delay, d2 34.0 0.9 1 0.7 1.0 0.7 4.8 0.2 0.1 5.4 0.7 Initial queue delay, d3 Control delay 65.0 32.7 12.5 21.3 32.1 32.8 22.8 13.3 42.3 23.4 Lane group LOS E C B C C C I C B D C Approach delay 28.7 28.5 28.7 30.2 Approach LOS C C C C Intersection delay 28.9 Xc = 0.83 Intersection LOS C HCS2000T"t Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e fi le://C:\Documents%20and%20Settings\B oyapally\Local %20Settings\Temp\s2k5FF.tmp 12/21/2004 Detailed Report Page 1 of 2 • HCS2000"' DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11129104 Time Period AM Peak Hour Intersection Hillandale Lane & Tasker Road Area Type All other areas Jurisdiction Analysis Year 2009 Build -out Conditions Project ID Artrip - 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, Ni 0 1 0 0 1 0 1 1 0 0 1 0 Lane group LTR LTR L TR LTR Volume, V (vph) 0 0 178 21 0 0 201 47 32 0 143 0 % 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 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 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 1 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing EW Perm 02 03 04 NS Perm 06 07 08 Timing G= 42.0 G= G= G= G= 38.0 G= G= G= Y= 5 Y= Y= Y= Y= 5 Y= Y= Y= Duration of Analysis, T = 0.25 1 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT I TH RT LT TH RT LT TH RT Adjusted flow rate, v 187 22 212 83 151 Lane group capacity, c 752 671 484 738 787 v/c ratio, X 0.25 0.03 0.44 0.11 0.19 Total green ratio, g/C 0.47 0.47 0.42 0.42 0.42 file:HC:\Documents%20and%20Settings\Boyapally\Local %20Settings\Temp\s2k60A.tmp 12/21 /2004 Detailed Report Page 2 of 2 • • • Uniform delay, di 14.5 13.0 18.4 15.8 16.3 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, d2 0.2 0.0 0.6 0.1 0.1 Initial queue delay, d3 Control delay 14.7 13.0 19.1 15.8 16.5 Lane group LOS B B B B B Approach delay 14.7 13.0 18.2 16.5 Approach LOS B B B B Intersection delay 16.6 Xc = 0.34 Intersection LOS B HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k60A.tmp 12/21/2004 Detailed Report Page 1 of 2 • HCS2000`°' DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11129104 Time Period PM Peak Hour Intersection Hillandale Lane & Tasker Road Area Type All other areas Jurisdiction Analysis Year 2009 Build -out Conditions Project ID Artrip - 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� 0 1 0 0 1 1 0 1 1 0 0 1 0 Lane group LTR LTR L TR LTR Volume, V (vph) 0 0 307 122 0 0 278 125 113 0 65 0 % 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 A A A A A A A A A A Start-up lost time, 11 2.0 12.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Ob 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing EW Perm 02 03 04 NS Perm 06 07 08 Timing G= 42.0 1Y= G= G= G= G= 38.0 G= G= G= 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 323 128 293 251 68 Lane group capacity, c 752 413 561 730 787 v/c ratio, X 0.43 0.31 0.52 0.34 0.09 Total green ratio, g/C 0.47 0.47 0.42 0.42 0.42 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k615.tmp 12/21/2004 Detailed Report Page 2 of 2 • • Uniform delay, d1 16.0 15.0 19.3 17.6 15.6 Progression factor, PF 1.000 1,000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.13 0.11 0.11 Incremental delay, d2 0.4 0.4 0.9 0.3 0.0 Initial queue delay, d3 Control delay 16.4 15.4 20.2 17.9 15.6 Lane group LOS B B C B B Approach delay 16.4 15.4 19.1 15.6 Approach LOS B B B B Intersection delay 17.8 Xc = 0.47 Intersection LOS B HCS2000T'4 Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k615.tmp 12/21/2004 Two -Way Stop Control Page l of 2 • • • TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed Analysis Time Period PHR+A PHR+A 11129104 AM Peak Hour Intersection Jurisdiction Analysis Year Lakeside Dr & Warrior Drive 2009 Build -out Conditions Project Description Artrip - Phase # 2 East/West Street: Lakeside Drive North/South Street: Warrior Drive Intersection Orientation: North -South IStudy Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 1142 2 1 618 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 1202 2 1 650 0 Percent Heavy Vehicles 2 -- __ 2 Median Type Raised curb RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 4 0 23 0 0 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 4 0 24 0 1 0 1 0 Percent Heavy Vehicles 2 0 2 2 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration I f LR Delay, Queue Len th, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 1 28 C (m) (vph) 580 221 /c 0.00 0.13 95% queue length 0.01 0.43 Control Delay 11.2 23.6 LOS B C Approach Delay -- -- 23.6 Approach LOS -- __ C n1g11L6 tceservea file://C:\Documents%20and%20Se,ttings\Boyapally\Local%20Settings\Temp\u2k618.tmp 12/21 /2004 Two -Way Stop Control Page 1 of 2 • • TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed Analysis Time Period PHR+A PHR+A 11/29/04 PM Peak Hour Intersection Jurisdiction Analysis Year Lakeside Dr & Tasker Road 2009 Build -out Conditions Project Description Artrip - Phase # 2 East/West Street: Lakeside Drive North/South Street: Tasker 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 0 881 4 21 1418 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 927 4 22 1492 0 Percent Heavy Vehicles 2 -- -- 2 Median Type Raised curb RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 3 0 15 0 0 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 3 0 15 0 0 1 0 Percent Heavy Vehicles 2 0 2 2 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 0 0 0 Configuration I LR Delay, Queue Len th, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT* LR (vph) 22 18 C (m) (vph) 735 244 lc 0.03 0.07 95% queue length 0.09 0.24 Control Delay 10.0 20.9 LOS 8 LC pproach Delay -- -- 20.9 pproach LOS -- -- C Rights Reserved file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k61B.tmp 12/21/2004 Two -Way Stop Control Page I of 2 • • TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed Analysis Time Period PHR+A PHR+A 11129104 AM Peak Hour Intersection Jurisdiction Analysis Year Warrior Dr & Site Drive A2/B2 2009 Build -out Conditions Project Description Artrip - Phase # 2 East/West Street: Site Driveways A2/B2 North/South Street: Warrior 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 0 15 0 0 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 9 0 15 0 0 1 0 Percent Heavy Vehicles 2 -- -- 2 J- Median Type Undivided RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LTR LR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 64 0 0 0 0 27 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 67 0 0 0 0 28 Percent Heavy Vehicles 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 I I TR Delay, Queue Len 1t and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LT TR (vph) 9 67 28 C (m) (vph) 1623 935 1085 lc 0.01 0.07 0.03 95% queue length 0.02 0.23 0.08 Control Delay 7.2 9.1 8.4 LOS A A A Approach Delay -- -- 9.1 8.4 pproach LOS -- - A A Rights Reserved file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k61E.tmp 12/21/2004 Two -Way Stop Control Page 1 of 2 • • • . TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed Analysis Time Period PHR+A PHR+A 11/29/04 PM Peak Hour Intersection Jurisdiction Analysis Year Warrior Dr & Site Drive A2/B2 2009 Build -out Conditions Project Description Artrip - Phase # 2 East/West Street: Site Driveways A2/B2 North/South Street: Warrior Drive Intersection Orientation: North -South IStudy 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 27 0 54 0 0 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 28 0 56 0 1 0 1 0 Percent Heavy Vehicles 2 -- -- 2 Median Type Undivided RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LTR LR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 49 0 0 0 0 15 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 51 1 0 1 0 0 0 15 Percent Heavy Vehicles 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 LT I TR Delay, Queue Len th, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LT TR (vph) 28 51 15 C (m) (vph) 1623 868 1085 lc 0.02 0.06 0.01 95% queue length 0.05 0.19 0.04 Control Delay 7.3 9.4 8.4 LOS A A A Approach Delay -- -- 9.4 8.4 pproach LOS -- -- A A Rights Reserved file://C:\Documents%20and%20Settings\Boyapally\Local %20Settings\Temp\u2k621.tmp 12/21/2004 Two -Way Stop Control Page 1 of 2 • • TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed Analysis Time Period PHR+A PHR+A 11/29/04 AM Peak Hour Intersection Jurisdiction Analysis Year Site Drive A3 & Warrior Drive 2009 Build -out Conditions Project Description Artrip - Phase # 2 East/West Street: Warrior Drive North/South Street: Site Drive A3 Intersection Orientation: North -South IStudy Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 24 22 0 91 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 25 23 0 1 95 0 Percent Heavy Vehicles 2 -- -- 2 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 86 0 0 0 0 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 90 0 0 0 0 0 Percent Heavy Vehicles 2 0 2 2 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Len th, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 0 90 C (m) (vph) 1559 863 lc 0.00 0.10 95% queue length 0.00 0.35 Control Delay 7.3 9.7 LOS A A Approach Delay -- -- 9.7 Approach LOS -- -- A Rights Reserved file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k624.tmp 12/21/2004 Two -Way Stop Control Page 1 of 2 • • • TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed Analysis Time Period PHR+A PHR+A 11/29/04 PM Peak Hour Intersection Jurisdiction Analysis Year Site Drive A3 & Warrior Drive 2009 Build out Conditions Project Description Artrip - Phase # 2 East/West Street: Warrior Drive North/South Street: Site Drive A3 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 0 81 79 0 65 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 85 83 0 1 68 0 Percent Heavy Vehicles 2 -- __ 2 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 76 0 0 0 0 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 80 0 0 0 1 0 0 Percent Heavy Vehicles 2 0 2 2 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Len th, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 0 80 C (m) (vph) 1410 795 /c 0.00 0.10 95% queue length 0.00 0.33 Control Delay 7.6 10.0 LOS A g pproach Delay -- -- 10.0 pproach LOS -- -_ g Kights eserved file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k627.tmp 12/21/2004 Detailed Report Page 1 of 2 • r1 L_J E HCS2000" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11129104 Time Period AM Peak Hour Intersection Warrior Drive & Tasker Road (S) Area Type All other areas Jurisdiction Analysis Year 2009 Build -out Conditions Project ID Artrip -Phase # 2 Volume and Timin In ut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N1 1 1 o 1 1 0 1 1 0 1 1 0 Lane group L TR L TR L TR L TR Volume, V (vph) 45 376 263 98 405 21 199 17 84 61 49 134 % Heavy vehicles, %HV 2 6 2 2 6 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 A A A A A A A A A A Start-up lost time, 11 2.0 12.0 2.0 2.0 2.0 12.0 12.0 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, 1 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 / 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, NM Buses stopping, NB 0 0 0 0 0 0 0 0 in. time for pedestrians, 1M6, 3.2 3.2 3.2 3.2 Phasing EW Perm 02 03 04 Excl. Left NS Perm 07 08 Timing IY= G= 58.0 G= G= G= G= 10.0 G= 22.0 G= G= 5 Y= Y= IY= Y= 0 Y= 5 IY= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT I TH RT LT TH RT LT TH RT Adjusted flow rate, v 47 673 103 448 209 106 64 193 Lane group capacity, c 461 991 289 1034 327 359 395 365 v/c ratio, X 0.10 0.68 0.36 0.43 F64 0.30 0.16 0.53 file://C:\Documents%20and%20Settings\Boyapally\Loc a] %20Setti n gs\Temp\s 2k632. tmp 12/21/2004 Detailed Report Page 2 of 2 • Total green ratio, g/C 0.58 0.58 0.58 0.58 0.32 0.22 0.32 0.22 Uniform delay, d1 9.4 14.6 11.1 11.8 26.7 32.5 24.1 34.4 Progression factor, PF 1.000 1.000 1.000 1,000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.25 0.11 0.11 0.22 0.11 0.11 0.13 Incremental delay, d2 0.1 1.9 0.8 1 0.3 4.2 0.5 0.2 1.5 Initial queue delay, d3 Control delay 9.5 16.4 11.9 12.1 30.9 33.0 24.3 35.9 Lane group LOS A B B B C C C D Approach delay 16.0 12.0 31.6 33.0 Approach LOS B B C C Intersection delay 19.8 X c = 0.72 Intersection LOS B HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k632.tmp 12/21/2004 Detailed Report Page I of 2 J • • HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11129104 Time Period PM Peak Hour Intersection warrior Drive & Tasker Road P Area Type All other areas Jurisdiction Analysis Year 2009 Build -out Conditions Project ID Artrip - Phase # 2 Volume andTiming Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 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 '374 267 165 581 81 283 65 96 50 40 109 % Heavy vehicles, %HV 2 6 2 2 6 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 A A A A A A A A A A Start-up lost time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 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, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Ob 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 I N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing EW Perm 02 03 04 1 Excl. Left NS Perm 07 08 Timing G= 50.0 G= G= G= IY= G= 14.0 G= 16.0 G= G= Y= 5 IY= Y= IY = 0 Y= 5 1Y= 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 ITH RT LT TH RT LT TH RT Adjusted flow rate, v 188 675 174 697 298 169 53 157 Lane group capacity, c 246 948 262 982 396 302 387 295 v/c ratio, X 0.76 0.71 0.66 0.71 0.75 0.56 0.14 0.53 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k63D.tmp 12/21/2004 Detailed Report Page 2 of 2 • Total green ratio, g/C 0.56 0.56 0.56 0.56 0.33 0.18 0.33 0.18 Uniform delay, d� 15.4 14.7 14.1 14.7 24.4 33.8 21.0 33.6 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.32 0.28 0.24 0.27 0.31 0.16 0.11 0.14 Incremental delay, d2 13.3 2.5 6.2 2.4 7.9 12.3 0.2 1.9 Initial queue delay, d3 Control delay 28.8 17.2 20.3 17.1 32.3 36.1 21.1 35.5 Lane group LOS C B C B C D C D Approach delay 19.8 17.7 33.7 31.8 Approach LOS B B C C Intersection delay 22.8 Xc = 0.82 Intersection LOS C a(.,)tuvu' Copyright U 2000 University of Florida, All Rights Reserved Version 4.1e fi le://C: \Documents %20and%20S ettin gs\B oyapall y\Loc a] %20Settin gs\Temp\s2k63D. tmp 12/21/2004 Detailed Report Page 1 of 2 • is HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11129104 Time Period AM Peak Hour Intersection warrior Drive & Tasker Road (S) Area Type All other areas Jurisdiction Analysis Year 2009 Build -out Conditions Project ID Artrip - Phase # 2 - Su ested Improvements Volume and Timing In ut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 1 1 1 1 1 1 1 1 0 1 1 0 Lane group L T R L T R L TR L TR Volume, V (vph) 45 376 263 98 405 21 199 17 84 61 49 134 % Heavy vehicles, %HV 2 6 2 2 6 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 A A A A A A A A A A Start-up lost time, I, 2.0 2.0 2.0 12.0 2.0 2.0 2.0 12.0 12.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing EW Perm 02 03 04 Excl. Left NS Perm 07 08 Timing G= 45.0 G= G= G= G= 10.0 G= 20.0 G= 5 Y= Y= Y= Y= 5 Y= 5 Y= TGY= = 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 I RT LT I TH RT LT TH RT LT TH RT Adjusted flow rate, v 47 396 277 103 426 22 209 106 64 193 Lane group capacity, c 384 896 792 408 896 792 416 362 482 369 0. 12 0.44 0.35 0.25 0.48 0.03 0.50 0.29 0.13 0.52 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k648.tmp 12/21/2004 Detailed Report Page 2 of 2 • is v/c ratio, X Total green ratio, g/C 0.50 0.50 0.50 0.50 0.50 0.50 0.39 0.22 0.39 0.22 Uniform delay, di 12.0 14.4 13.6 12.9 14.8 11.4 19.5 29.1 17.6 30.8 Progression factor, PF 1.000 1.000 1,000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0,11 0.11 0.13 Incremental delay, d2 0.1 0.3 0.3 0.3 0.4 0.0 1.0 0.5 0.1 1.4 Initial queue delay, d3 Control delay 12.1 14.8 13.9 13.2 15.2 11.4 20.5 29.6 17.7 32.2 Lane group LOS B B B B B B C C B C Approach delay 14.3 14.6 23.6 28.6 Approach LOS B B C C Intersection delay 18.0 X-C = 0.56 Intersection LOS B HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\L.ocal%20Settings\Temp\s2k648.tmp 12/21 /2004 Detailed Report Page 1 of 2 • • HCS2000- DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11129104 Time Period PM Peak Hour Intersection warrior Drive & Tasker Road (S) Area Type All other areas Jurisdiction Analysis Year 2009 Build -out Conditions Project ID Artrip - Phase # 2 - Suggested Improvement Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N1 1 1 1 1 1 1 1 1 0 1 1 0 Lane group L T R L T R L TR L TR Volume, V (vph) 179 374 267 165 581 81 283 65 96 50 40 109 % Heavy vehicles, %HV 2 6 2 2 6 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 A A A A A A A A A A Start-up lost time, 11 2.0 2.0 2.0 12.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 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 ICI 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing EW Perm 02 03 04 Excl. Teft NS Perm 07 08 Timing G= 45.0 1 G= G= G= G= 15.0 G= 20.0 G= G= Y= 5 1Y= Y= IY= Y= 0 Y= 5 1Y= 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 I RT LT I TH RT LT TH RT LT TH I RT Adjusted flow rate, v 188 394 281 174 612 85 298 169 53 157 Lane group capacity, c 241 896 792 410 896 792 476 377 467 368 0.78 0.44 0.35 0.42 0.68 0.11 0.63 0.45 a l l 0.43 file://C:\Documents%20and%20Settin�s\Boyapally\Local%20Settings\Temp\s2k653.tmp 12/21/2004 Detailed Report Page 2 of 2 Ll • v/c ratio, X Total green ratio, g/C 0.50 0,50 0.50 0.50 0.50 0.50 0.39 0.22 0.39 0.22 Uniform delay, dl 18.4 14.4 13.7 14.3 17.1 11.9 20.5 30.2 17.6 30.1 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 0.33 0.11 0.11 0.11 0.25 0.11 0.21 0.11 0.11 0.11 Incremental delay, d2 15.1 0.3 0.3 0.7 2.2 0.1 2.6 0.9 0.1 0.8 Initial queue delay, d3 Control delay 33.5 14.8 14.0 15.0 19.2 11.9 23.1 31.1 17.7 30.9 Lane group LOS C B B B B B C C B C Approach delay 18.6 17.7 26.0 27.6 Approach LOS B B C C Intersection delay 20.5 Xc = 0.79 Intersection LOS C HCS2000'm Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k653.tmp 12/21/2004 Movement Summary Page 1 of l I* I• Movement Summary Lakeside and Warrior Drive (AM Peak Hour) Roundabout Vehicle Movements ` F j akcelik & aSSC)eixales aaTraff c SID A Deg of Aver 950/0 Aver Oper Mov No Turn Dem Flow Cap Satn Delay Level of Back of Eff. Stop Speed Cost (veh/h) (veh/h) (v/c) (sec) Service Queue Rate (mi/h) ($/h) South Approach 32 T 224 1790 0.126 3.3 LOS A 20 0.61 35.7 57 32 R 1 1790 0.126 3.3 LOS A 20 0.61 35.7 57 Approach 225 1790 0.126 3.3 LOS A 20 0.61 35.7 57 East Approach 22 L 1 926 0.005 8.2 LOS A 1 0.96 32.0 1 22 R 3 926 0.005 8.2 LOS A 1 0.96 32.0 1 Approach 5 926 0.005 16.5 LOS A 1 1.92 32.0 3 North Approach 42 L 3 1950 0.054 3.7 LOS A 8 0.64 36.3 27 42 T 75 1950 0.054 3.7 LOS A 8 0.64 36.3 27 42 R 28 1950 0.054 3.7 LOS A 8 0.64 36.3 27 Approach 105 1950 0.054 3.7 LOS A 8 0.64 36.3 27 West Approach 12 L 81 1583 0.051 12.5 LOS B 8 1.26 30.3 27 Approach 81 1583 0.051 12.5 LOS B 8 1.26 30.3 27 All Vehicles 416 6250 0.126 5.3 LOS A 20 0.75 34.5 112 T:\Projects\12819-2-0 (Artrip)\Artrip (12819-2-0)\HCS\RB Working Files\HCS#2\12_09_Phanse#2_AM Produced by aaSIDRA 2.0.1.206 Copyright© 2000-2002 Akcelik & Associates Ptv Ltd Generated 12/21/2004 6:31:49 PM file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\%20633973... 12/21/2004 Movement Summary Page 1 of 1 Movement Summary • Lakeside and Warrior Drive (PM Peak Hour) Roundabout Vehicle Movements 10 I• .. akcelik aaTraff c SIDRA Deg of Aver 95% Aver O er Dem p Flow Cap Level of Back of Eff. Stop p Mov No Turn Satn Delay Speed Cost (veh/h) (veh/h) (v/c) (sec) Service Queue Rate (mi/h) ($/h) South Approach 32 T 164 1585 0.113 3.6 LOS A 18 0.65 35.3 45 32 R 14 1585 0.113 3.6 LOS A 18 0.65 35.3 45 Approach 179 1585 0.113 3.6 LOS A 18 0.65 35.3 45 East Approach 22 L 6 1296 0.025 7.0 LOS A 4 0.94 32.7 9 22 R 24 1296 0.025 7.0 LOS A 4 0.94 32.7 9 Approach 32 1296 0.025 14.1 LOS A 4 1.87 32.7 18 North Approach 42 L 53 1962 0.209 4.7 LOS A 34 0.71 35.4 108 42 T 260 1962 0.209 4.7 LOS A 34 0.71 35.4 108 42 R 97 1962 0.209 4.7 LOS A 34 0.71 35.4 108 Approach 410 1962 0.209 4.7 LOS A 34 0.71 35.4 108 West Approach 12 L 62 1263 0.049 13.5 LOS B 8 1.29 29.6 20 Approach 62 1263 0.049 13.5 LOS B 8 1.29 29.6 20 All Vehicles 683 6106 0.209 5.3 LOS A 34 0.76 34.6 183 T:\Projects\12819-2-0 (Artrip)\Artrip (12819-2-0)\HCS\RB Working Files\HCS#2\12_09_Phanse#2_PM Produced by aaSIDRA 2.0.1.206 Copyright© 2000-2002 Akcelik & Associates Ptv Ltd Generated 12/21/2004 6:32:04 PM file:HC:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\%20633D 1... 12/21/2004 Detailed Report Page 1 of ILane Croup Capacity, Control Delay, and LOS Determination HCS2000- DETAILED REPORT I Cieneral Information Site Information Awyst PHR+A Agency or Co. PHR+A Date Performed 11129104 Time Period AM Peak Hour Volume and Timina Input Intersection warrior Drive & Tasker Road (S) Area Type All other areas Jurisdiction Analysis Year 2012 Background Conditions Proiect ID Artrin - Phn.sa # .3 EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 1 1 1 1 1 1 1 1 1 1 1 1 Lane group L TR R L T R L T R L T R Volume, V (vph) 49 452 240 114 417 97 172 305 98 150 234 43 % Heavy vehicles, %HV 2 6 2 1 2 6 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 A A A A A A A A A A Start-up lost time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 12.0 2.0 2.0 12.0 2.0 12.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 13.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 ing/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, GP 3.2 3.2 3.2 3.2 Phasing EW Perm 02 03 04 NS Perm NS Perm 07 08 Timing G= 50.0 G= G= G= G= 10.0 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 = 115.0 EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 52 476 253 120 439 102 181 321 103 158 246 45 Lane group capacity, c 280 779 688 252 779 688 496 891 757 431 891 757 v/c ratio, X 0.19 0.61 0.37 0.48 0.56 0.15 0.36 0.36 0.14 0.37 0.28 0.06 green ratio, g/C 0.43 0.43 0.43 0.43 0.43 0.43 0.48 0.48 0.48 0.48 0.48 0.48 Uniform delay, d1 20.0 25.0 21.9 23.2 24.3 19.6 19.0 18.9 16.7 119.0 18.0 16.1 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1. 000 1.000 1.000 I! ile://C:\Documents%20and%20Settings\Glickman\Local%20Settings\Temp\s2kA.tmp 12/27/200z Detailed Report Page 2 of Delay calibration, k 0.11 0.20 0.11 0.11 0.16 0.11 0.11 0.11 0.11 0.11 0.11 0.11 emental delay, d2 0.3 1.4 0.3 1.4 0.9 0.1 0.5 0.3 0.1 0.5 0.2 0.0 I queue delay, d3 Control delay 20.3 26.4 22.2 24.6 25.3 19.7 19.4 19.2 16.8 19.5 18.2 16.1 Lane group LOS C C C C C B B B B B B B Approach delay 24.7 24.3 18.8 18.5 Approach LOS C C B B Intersection delay 22.0 X = 0.48 c Intersection LOS C VCS2000TM • Copyright © 2000 University of Florida, All Rights Reserved Version 4.1 ile://C:\Documents%20and%20Settings\Glickman\Local%20Settings\Temp\s2kA.tmp 12/27/2004 Detailed Report Page 1 of HCS2000'" DETAILED REPORT mineral Information I Site Information 7mlyst PHR+A Agency or Co. PHR+A Date Performed 11129104 Time Period PM Peak Hour Volume and Timina Inout ILane Group Capacity, Control Delay, and LOS Determination Intersection warrior Drive & Tasker Road (S) Area Type A11 other areas Jurisdiction Analysis Year 2012 Background Conditions Project ID Artrip - Phase # 3 EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N1 1 1 1 1 1 1 1 1 1 1 1 1 Lane group L T R L T R L T R L T R Volume, V (vph) 46 357 199 191 650 168 220 287 ill 179 375 55 % Heavy vehicles, %HV 2 6 2 2 6 2 2 2 2 2 1 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 A I A A A A A A A A A Start-up lost time, I, 2.0 2.0 2.0 12.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 3 3 Unit extension, UE AdaL 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Wing/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N 2 Buses stopping, NB 0 0 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, GP 3.2 3.2 3.2 3.2 Phasing EW Perm 02 03 04 SB Only NS Perm 07 08 Timing G= 55.0 G= G= G= G= 5.0 G= 45.0 G= G= IY= Y= 5 1Y= Y= Y= Y= 0 Y= 5 Y= Duration of Analysis, T = 0.25 Cycle Length, C = 115.0 EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 48 376 209 201 684 177 232 302 117 188 395 58 Lane group capacity, c 153 857 757 385 857 895 315 729 619 365 810 688 v/c ratio, X 0.31 0.44 0.28 0.52 0.80 0.20 0.74 0.41 0.19 0.52 0.49 0.08 green ratio, g/C 0.48 0.48 0.48 0.48 0.48 0.57 0.39 0.39 0.39 0.43 0.43 0.43 Uniform delay, d1 18.4 19.8 18.0 20.9 25.3 12.2 29.9 25.4 23.0 28.0 23.3 19.1 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 ile://C:\Documents%20and%20Settings\Glickman\Local%20Settings\Temp\s2kl5.tmp 12/27/200z Detailed Report Page 2 of Delay calibration, k 0.11 0.11 0.11 0.13 0.34 0.11 0.29 0.11 0.11 0.12 0.11 0.11 mental delay, d2 1.2 0.4 0.2 1.3 130.7 5.4 0.1 8.8 0.4 0.1 1.3 0.5 0.1 I queue delay, d3 Control delay 19.6 20.2 18.2 22.2 12.3 38.7 25.8 23.2 29.2 23.8 19.1 Lane group LOS B C B C C B D C C C C B Approach delay 19.5 26.0 29.9 25.0 Approach LOS B C C C Intersection delay 25.3 Xc = 0.82 Intersection LOS C 'ICS2000"" $ • Copyright © 2000 University of Florida, All Rights Reserved Version 4.1 :le:HC:\Documents%20and%20Settings\Glickman\Local%20Settings\Temp\s2k15.tmp 12/27/2004 Detailed Report Page 1 of 2 Ll • HCS2000- DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11124104 Time Period AM. Peak Hour Intersection Route 37 & NB 1-81 Ramps Area Type All other areas Jurisdiction Analysis Year 2012 Background Conditions Project ID Artrip - Phase # 3 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 0 2 0 0 2 0 0 1 1 0 0 0 Lane group DefL T TR LT R Volume, V (vph) 267 1061 1252 1623 808 0 208 % Heavy vehicles, %HV 6 1 6 6 6 6 6 6 Peak -hour factor, PHF 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 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 1 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EB Only EW Perm 03 04 NB Only 06 07 08 Timing = 10.0 kY, G= 35.0 G= G= G= 35.0 G= G= G= = 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 I TH RT LT TH RT LT TH RT Adjusted flow rate, v 281 1117 1974 851 219 Lane group capacity, c 269 896 1261 664 593 v/c ratio, X 1.04 1.25 1.57 1.28 0.37 Total green ratio, g/C 0.50 0.50 0.39 0.39 0.39 Uniform delay, di 24.6 22.5 27.5 27.5 19.6 file://C:\Documents%20and%20Settings\Boyapall y\Local%20Settings\Temp\s2k6AE.tmp 12/21/2004 Detailed Report Page 2 of 2 • • • Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.50 0.50 0.50 0.50 0.11 Incremental delay, d2 67.0 120.4 258.3 138.1 0.4 Initial queue delay, d3 Control delay 91.6 142.9 285.8 165.E 20.0 Lane group LOS F F F I C Approach delay 132.6 285.8 135.8 Approach LOS F F F Intersection delay 201.4 XC = 2.34 Intersection LOS F HCS2006TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.le file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k6AE.tmp 12/21/2004 Detailed Report Page 1 of 2 General Information • Analyst PHR+A Agency or Co. PHR+A Date Performed 11124104 Time Period PM Peak Hour Volume and HCS2000- DETAILED REPORT Site Information Intersection Route 37 & NB I-81 Ramps Area Type All other areas Jurisdiction Analysis Year 2012 Background Conditions Project ID Artrip - Phase # 3 EB LT TH Number of lanes, N� 0 2 Lane group DefL T Volume, V (vph) 510 1915 % Heavy vehicles, %HV 6 6 Peak -hour factor, PHF 0.95 0.95 Pretimed (P) or actuated (A) A A Start-up lost time, 11 2.0 2.0 Extension of effective green, e 2.0 2.0 Arrival type, AT 3 3 Unit extension, UE 3.0 3.0 • Filtering/metering, 1 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 Ped / Bike / RTOR volumes Lane width 12.0 12.0 Parking / Grade / Parking N 0 Parking maneuvers, Nm Buses stopping, NB 0 0 Min. time for pedestrians, G Phasing EB Only EW Perm 03 Timing G = 15.0 G = 30.0 G = Y= 0 Y= 5 Y= Duration of Analysis, T = 0.25 L G va©�avvo N-®--�© ■�vvovo ■Mrvvor�o ■�v�M ■. ■v�oo�aa ■. ©©a©©mm ■ --mm ■ M - M 04 G= Y= W=WvMe. ane roup Capacity, Control Delay, and LOS Determinatinn cb WB Adjusted flow rate, v LT 537 TH 2016 FIT LT TH 1831 RI Lane group capacity, c 364 896 1084 • We ratio, X Total green ratio, g/C 1.48 0.50 2.25 0.50 1.69 0.33 Uniform delay, di 25.6 22.5 30.0 amn Emn =�W i®®4ii®®Q- ui '- --- Minn file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k6B9.tmp 12/21/2004 Detailed Report Page 2 of 2 • • • Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.50 0.50 0.50 1.0.50 0.16 Incremental delay, d2 228.3 566.1 314.1 113.5 1.3 Initial queue delay, d3 Control delay 253.8 588.6 344.1 141.0 22.8 Lane group LOS F F F F C Approach delay 518.2 344.1 106.4 Approach LOS F F F Intersection delay 375.2 XC = 6.37 Intersection LOS F ncwwvv- " copyright U 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local %20Settings\Temp\s2k6B9.tmp 12/21/2004 Detailed Report Page 1 of 2 General Information • Analyst PHR+A Agency or Co. PHR+A Date Performed 11124104 Time Period AM Peak Hour • Volume and Timinr► Innitt HCS2000"' DETAILED REPORT Site Information Intersection Route 37 & NB I 881 Ramps Area Type All other areas Jurisdiction Analysis Year 2012 Background Conditions Project ID Artrip - Phase # 3 - Suggested Improvement EB I WB NB LT TH RT LT TH RT LT TH RT Number of lanes, N� 2 3 0 0 3 0 2 1 0 Lane group L T T L TR Volume, V (vph) 267 1061 1252 808 0 208 % Heavy vehicles, %HV 6 6 6 6 6 6 Peak hour factor, PHF 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A qA Start-up lost time, 11 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 Min. time for pedestrians, G PhaSinn 17PP nl k' I Th.... 3.2 3.2 Timing PG=10.0 G= 38.0 G= G0 Y= 5 Y= IY= Duration of Analysis, T = 0.25 L rvts Vnly U6 G= 32.0 G= Y= 5 Y= Cycle Le ane Group Capacity, Control Delay, and LOS Determination •We EB WB LT TH RT LT TH F Adjusted flow rate, v 281 1117 1318 Lane group capacity, c 367 2604 2062 ratio, X P770.43 0.64 Total green ratio, g/C 0.53 0.42 NB LT TH 851 219 1176 542 0.72 0.40 0.36 10.36 LT I TH I RT 0 0 0 N =W 3.2 07 08 G= G= Y= Y= I, C = 90.0 _I SB RT I LT I TH file://C:\Documents%20and%20Settings\Boyapally\Loca]%20Settings\Temp\s2k6C4.tmp 12/21/2004 Detailed Report Page 2 of 2 • • Uniform delay, di 38.9 12.7 20.6 25.2 21.8 Progression factor, PF 1.000 1.000 1,000 1.000 1.000 Delay calibration, k 0.32 0.11 0.22 0.28 0.11 Incremental delay, d2 9.3 0.1 0.7 2.2 0.5 Initial queue delay, d3 Control delay 48.2 12.8 21.2 27.4 22.3 Lane group LOS p g C C C Approach delay 19,9 21.2 26.4 Approach LOS 8 C C Intersection delay 22.2 Xc = 0.69 Intersection LOS C HCS20001 "' Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k6C4.tmp 12/21/2004 Detailed Report Page 1 of 2 • • HCS2000`" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11124104 Time Period PM Peak Hour Intersection Route 37 & NB 1-81 Ramps Area Type All other areas Jurisdiction 2012 Background Analysis Year Conditions Project ID Artrip - Phase # 3 - Suggested Improvement Volume and Timing Input Number of lanes, N� EB WB NB SB LT 2 TH 3 RT 0 LT 0 TH 3 RT 0 LT 2 TH 1 RT 0 LT 0 TH 0 RT 0 Lane group L T T L TR Volume, V (vph) 510 1915 1197 767 5 318 % Heavy vehicles, %HV 6 6 6 6 6 6 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, li 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 1 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Ob 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 90 0 Lane width 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EB Only Thru Only 03 04 NB Only 06 07 1 08 Timing G= 14.0 G= 33.0 G= G= G= 28.0 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 Adjusted flow rate, v EB WB NB SB LT 537 TH 2016 RT LT TH 1260 RT LT 807 TH 245 RT LT TH RT Lane group capacity, c 514 2821 1790 1029 476 v/c ratio, X 1.04 0.71 0.70 0.78 0.51 Total green ratio, g/C 0.16 0.58 0.37 0.31 0.31 file://C:\Documents%20and%20Settings\Boyapally\Local %20Settings\Temp\s2k6CF.tmp 12/21 /2004 Detailed Report Page 2 of 2 • • • Uniform delay, d1 38.0 13.7 24.3 28.2 25.4 Progression factor, PF 1.000 1,000 1.000 1.000 1.000 Delay calibration, k 0.50 0.28 0.27 0.33 0.12 Incremental delay, d2 51.9 0.9 1.3 4.0 1.0 Initial queue delay, d3 Control delay 89.9 14.5 25.6 32.3 26.4 Lane group LOS F g C C C Approach delay 30.4 25.6 30.9 Approach LOS C C C Intersection delay 29.3 X c = 0.80 Intersection LOS C nwwuv - Uopynght (9 ZUUU University of Florida, All Rights Reserved Version 4.Ie file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k6CF.tmp 12/21/2004 Detailed Report Page I of 2 • • • HCS2000'"DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11129104 Time Period AM Peak Hour Intersection Route 37 & SS 1-81 Ramps Area Type All other areas Jurisdiction Analysis Year 2012 Build -out Conditions Project ID Artrip -Phase # 3 Volume and Timin In ut EB WB NB 1 SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N� 0 2 0 0 2 0 0 0 0 0 i i Lane group T LT LT R Volume, V (vph) 1092 0 2218 417 0 370 % Heavy vehicles, %HV 6 6 6 6 6 6 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 Extension of effective green, e 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 Filtering/metering, I 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EW Perm 02 03 04 SB Only 06 07 08 Timing G= 65.0 IY= IY= G= G= G= G= 30.0 G= G= G= 5 Y= Y= Y= 5 Y= 1Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 105.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT I TH RT LT TH RT LT TH RT Adjusted flow rate, v 1149 2335 439 389 Lane group capacity, c 2113 2113 488 435 v/c ratio, X 0.54 1.11 0.90 0.89 Total green ratio, g/C 0.62 0.62 0.29 0.29 Uniform delay, d1 11.5 20.0 36.1 36.0 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k6DC.tmp 12/21/2004 Detailed Report Page 2 of 2 • • Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.14 0.50 0.42 0.42 Incremental delay, d2 0.3 55.0 19.5 20.4 Initial queue delay, d3 Control delay 11.8 175.0 55.5 56.4 Lane group LOS e E E E Approach delay 11.8 75.0 55.9 Approach LOS g E E Intersection delay 54.5 Xc = 1.04 Intersection LOS D nwwvv- Uopyngnt U noo University of Florida, All Rights Reserved Version 4.1e file:HC:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k6DC.tmp 12/21/2004 HCS2000- DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11129104 Time Period PM Peak Hour Intersection Route 37 & SB 1-81 Ramps Area Type All other areas Jurisdiction Analysis Year 2012 Build -out Conditions Project ID Artrip - Phase # 3 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT I TH RT LT TH RT Number of lanes, N� 0 2 0 0 2 0 0 0 0 0 1 1 Lane group T LT LT R Volume, V (vph) 1937 0 2198 861 0 410 % Heavy vehicles, %HV 6 6 6 6 6 6 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, 11 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 Initial unmet demand, Ob 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, NM es stopping, NB00 R 0 0 time for pedestrians, G 3.2 3.2 3.2 Phasing EW Perm 1 02 03 04 SB Only 06 07 08 Timing G= 52.0 G= G= G= G= 38.0 G= GY= 5 Y= Y= Y= Y= 5 Y= EG= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 039 2314 906 432 Lane group capacity, c 1775 1775 649 579 v/c ratio, X 1.15 1.30 1.40 0.75 Total green ratio, g/C 0.52 0.52 0.38 0.38 Uniform delay, di 24.0 24.0 31.0 26.8 fi le://C:\Documents%20and%20Settings\B oyapal ly\Local %20Settings\Temp\s2k6E7 Detailed Report Page 2of2 • • • gression factor, PF 1.000 1.0001.000 1.000 ay calibration, k L 0.50 0.500.50 0.30 emental delay, d2 74.0 140.9 187.5 5.3 Initial queue delay, d3 Control delay 98.0 164.9 218.5 32.1 Lane group LOS F F F C Approach delay 98.0 164.9 158.3 Approach LOS F F F Intersection delay 139.4 HCS2000Tt t X = 1.34 Intersection LOS F ri••s•^— - n — —Y of rrvonaa, All Kights Keserved Version 4.1e fi le:HC:\Documents%20and%20Settings\Boyapally\Local%20Settin2s\Temp\s2k6F7 Detailed Report Page 1 of 2 HCS2000"' DETAILED REPORT General Information Site Information Analyst PHR+A Intersection Route 37 & SB /-81 Ramps Agency or Co. PHR+A Area Type A11 other areas Date Performed 11124104 Jurisdiction Time Period AM Peak Hour Analysis Year 2012 background Conditions Project ID Artrip - Phase # 3 - Suggested Improvements Volume and TimingInput EB WB NB SB LT TH RT IT TH RT LT TH RT LT TH RT Number of lanes, N� 0 2 0 0 3 0 0 0 0 2 0 1 Lane group T T L R Volume, V (vph) 984 2060 345 370 % Heavy vehicles, %HV 6 6 6 6 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A Start-up lost time, 11 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 • Arrival type, AT 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 Lane width 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 E 0 0 Min. time for pedestrians, G P 3.2 3.2 Phasing Thru Only 1 02 03 04 SB Only 06 07EG= 08 Timing G= 50.0 G= G= G= G= 30.0 G= G= Y= 5 Y= Y= Y= 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 1036 2168 363 389 Lane group capacity, c v/c ratio, X • Total green ratio, g/C Uniform delay, di 1896 2713 1102 508 0.55 0.80 0.33 0.77 0.56 0.56 0.33 0.33 12.8 16.0 22.5 26.9 file:HC:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k6F2.tmn »./?.i/g.nn4 Detailed Report Page 2 of 2 Progression factor, PF • Delay calibration, k Incremental delay, d2 Initial queue delay, d3 Control delay Lane group LOS Approach delay Approach LOS Intersection delay 19 I• HCS2000T M ft13.117.8j:d 22.633.8 B C C 13.1 17.8 28.4 B B C 18.6 X= 0.79 C Intersection LOS B Copyright (D 2000 University of Florida, All Rights Reserved Version 4.1e file:HC:\Documents%20and%20Settings\Boyapally\Local%20Settings\T(-.mn\c7khR7 f 1 1) /-) 1 /-,nnn Detailed Report Page I of 2 • • HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11124104 Time Period PM Peak Hour Intersection Route 37 & SB I-81 Ramps Area Type All other areas Jurisdiction Analysis Year 2012 background Conditions Project ID Artrip - Phase # 3 - Su este of Improvements 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 2 0 0 3 0 0 0 0 2 0 1 Lane group T T L R Volume, V (vph) 1713 1964 712 410 % Heavy vehicles, %HV 6 6 6 6- Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A Start-up lost time, I, 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 Unit extension, UE 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 Lane width 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 Phasing Thru Only 02 03 04 SB Only 06 07 1 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 Adjusted flow rate, v EB WB NB SB LT TH 1803 RT LT TH 2067 RT LT TH RT LT 749 TH RT 432 Lane group capacity, c 1896 2713 1102 508 v/c ratio, X 0.95 0.76 0.68 68 0.85 Total green ratio, g/C 0.56 0.56 0.33 0.85 Uniform delay, di 18.8 15.4 25.9 27.9 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k6FD.tmp 12/21/2004 Detailed Report Page 2 of 2 • • Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.46 0.31 0.25 0.38 Incremental delay, d2 11.3 1.3 1.7 12.9 Initial queue delay, d3 Control delay 30.1 16.7 27.6 40.9 Lane group LOS C 8 D Approach delay ,30.1 16.7 9C 32.4 Approach LOS C B C Intersection delay HCS2000TM 25.2 X = 0.91 c Intersection LOS C --- - --- - 11-ua, - lugms Keserveo Version 4.1e fi le:HC:\Documents%20and%20Settings\Boyapally\Local %20Settin Rs\Temti\s2k6Fn Detailed Report Page 1 of 2 • General Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11124104 Time Period AM Peak Hour • Volume and Timinn Inn11f HCS2000"" DETAILED REPORT Site Information Intersection Crosspointe Blvd & Tasker Road Area Type All other areas Jurisdiction Analysis Year 2012 Background Conditions Project ID Artrip - Phase # 3 EB LT TH RT WB LT TH RT NB LT TH RT Number of lanes, N� 1 2 1 1 2 0 2 1 1 Lane group L T R L TR L T R Volume, V (vph) 252 335 682 77 568 0 986 38 55 % Heavy vehicles, %HV 2 2 6 2 2 2 6 2 2 Peak -hour factor, PHF 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 Start-up lost time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 r2O 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, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Ob 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 200 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 Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing Excl. Left !-, _ ,nn I EW Perm 03 04 NB Only SB Drily Timing - v u - Q = 0 = - iY= 0 Y= 5 Y= Y= Duration of Analysis, T = 0.25 L MME ■®© m®® ©©© r=� � NNE .=W mom ■©© ■MM MEN ■mm mm© 0 0 3.2 n Y 07 08 G= 32.0 G= 11.0 G= G= Y= 5 Y= 5 1Y= IY= Cycle Length, C = 90.0 ane Group Capacity, Control Delay, and LOS Determination EB I WB LT TH RT LT I TH flow rate, v 265 353 507 81 598 •Adjusted Lane group capacity, c 280 867 999 356 867 0.95 0.41 0.51 0.23 0.69 SB LT TH I RT 47 317 228 1457 �Mf file:HC:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k708.tmn 12/21/2004 Detailed Report Page 2 of 2 v/c ratio, X • Total green ratio, g/C 0.36 0.24 0.66 0.36 0.24 0.36 0.36 0.47 Uniform delay, d1 30.0 28.5. 8.0 20.0 30.9 27.2 19.1 13.3 Progression factor, PF 1.000 1.000 1,000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.46 0.11 0.12 0.11 0.26 0.41 0.11 0.11 Incremental delay, d2 39.5 0.3 0.4 0.3 2.3 8.1 0.0 0.0 Initial queue delay, d3 Control dela • • Y 69.4 28.8 8.4 20.3 33.2 35.4 19.1 13.3 Lane group LOS E C A C C D B B Approach delay 29.2 31.7 33.7 Approach LOS C C C Intersection delay 31.7 X = 0.76 Intersection LOS c HCS2000TM Copyright O 2000 University of Florida, All Rights Reserved 0.12 0.29 35.6 28.5 1.000 1.000 0.11 0.26 0.5 4.5 36.0 133.0 D C 33.4 C C Version 4.1 e file:HC:\Documents%20and%20Settings\Boyapally\L.ocal%20Settinu.-\Ti-.mn\,z?t-'7nQ t-- 17M1 i)nnn Detailed Report Page 1 of 2 HCS2000'" DETAIL Genera llnformation Site Analyst PHR+A Intel Agency or Co. PHR+A Aree Date Performed 11124104 Jurir Time Period PM Peak Hour Anal ProjE Volume and Timing Input EB WB LT TH RT LT TH Number of lanes, N� 1 2 1 1 2 Lane group L T R L TR Volume, V (vph) ------------------ 454 884 935 129 661 % Heavy vehicles, %HV 2 2 6 2 2 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A Start-up lost time, 11 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 • Arrival type, AT 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Ob 0.0 0.0 0.0 0.0 0.0 ---- Ped / Bike / RTOR volumes 0 300 0 Lane width 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 Fhasing Excl. Left EW Perm 03 04 G = 14.0 G = 31.0 EG= GY= 0 Y= 5 EJTiming Y= Duration of Analysis, T = 0.25 Lane Group Capacity, Control Delay, and LOS Determinatic EB WB LT TH RT I • Adjusted flow rate, v 478 931 668 Lane group capacity, c 403 1222 965 M3581222 19 0.76 0.69 =D REPORT Information section Crosspointe Blvd & Tasker Road Type All other areas diction psis Year 2012 Background Conditions ct ID Artrip - Phase # 3 NB SB RT LT TH RT LT TH RT 0 2 1 1 0 1 1 L T R LT R 0 654 86 146 0 85 425 2 6 2 2 2 2 2 0.95 0.95 0.95 0.95 0.95 0.95 0.95 A A A A A A A 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 3 3 3 3 3 3.0 3.0 3.0 3.0 3.0 1.000 1.000 1.000 1.000 1.000 0.0 0.0 0.0 0.0 0.0 0 0 40 0 80 12.0 12.0 12.0 12.0 12.0 N N 0 N N 0 N 0 0 0 0 0 3.2 3.2 NB Only SB Only 07 08 a= 21.0 '= 5 G= 9.0 G= G= Y= 5 Y= Y= Cycle Length, C = 90.0 n IT NB LT TH RT SB LT TH RT 688 91 112 89 363 772 435 616 186 492 0.89 0.21 1 0.18 0.48 0.74 fileJ/C:\Documents%20and%20Settings\Boyapally\Local%20,1�Pttinc,Q\rrp, -\�'),.-7, Detailed Report Page 2 of 2 • v/c ratio, X 0.23 33.4 Total green ratio, g/C 0.50 0.34 0.63 0.50 0,34 0.23 0.39 0.10 0.31 Uniform delay, d1 18.9 26.2 10.8 15.4 24.1 27.8 18.1 38.3 27.7 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 0.42 12.6 1.000 1.000 1.000 1.000 Delay calibration, k 0.50 0.31 0.26 0.11 0.16 0.11 0.2 0.11 0.11 0.30 Incremental delay, d2 106.2 2.9 2.1 0.7 0.6 0.1 1.9 5.8 Initial queue delay, d3 Control delay 125.1 29.1 12.9 16.1+.74 46.0 28.0 18.2 D C 8 40.7 D 40.2 33.5 Lane group LOS F C B B C D C Approach delay 46.0 23.3 34.8 Approach LOS D C C Intersection delay 39.3 X = 1.04 c Intersection LOS D HCS2000Tt t Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e • • file:HC:\Documents%20and%20Settings\Boyapally\Local%20Settinas\Temp\s2k71'I tmn t o/o i 1�nnn Detai led Report Page 1 of 2 HCS2000'" DETAILED REPORT • General Information Site Information Analyst PHR+A Intersection Crosspointe Blvd & Warrior Agency or Co. PHR+A Date Performed 11124104 Area Type Dr All other areas Time Period AM Peak Hour Jurisdiction Analysis Year 2012 Background Conditions Volume Timin In utEB Project ID Artrip - Phase # 3 ;and LT TH RT WB LT TH RT NBSB LT TH RT LT TH Number nes, N� 0 i 1 RT Lane group 0 1 0 1 1 0 0 1 0 LT R LTR L TR LTR Volume, V (vph) 0 60 247 18 80 0 401 59 13 % Heavy vehicles, %HV 2 2 6 0 73 0 Peak -hour factor, PHF 0.95 0.95 0.95 2 0.95 2 0.95 2 0.95 6 0.95 2 2 2 2 2 Pretimed (P) or actuated 0.95 0.95 0. 55 0.95 0.95 (A) A A A A A A A A A A A A Start-up lost time, 11 2.0 2.0 2.0 2.0 2.0 Extension of effective 2.0 green, e 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 • Unit extension, UE 3.0 3.0 3 3 3 Filtering/metering, 1 3.0 3.0 3.0 3.0 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 Ped /Bike / RTOR volumes 0.0 0.0 0.0 0 0 0 0 0 0 0 20 Lane width 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking �/ 12.0 p N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 Min. time for pedestrians, 0 0 0 0 G 3.2 3.2 3.2 3.2 Phasing EW Perm 02 03 04 NS Perm 06 Timing G = 36.0 G = G= G= G= 44.0 G= 07 G= 08 G= Y= 5 Y= Duration of Analysis, T = 0.25 Y= Y= Y= 5 Y= Y= Y= Lane Group Capacity, Control Delay, Cycle Length, C = 90.0 and LOS Determination EB LT TH RT WB LT TH RT LT NB TH SB LT TH • Adjusted flow rate, v 63 260 103 422 76 ERT 77 RT Lane group capacity, c 745 610 713 619 885 911 0.08 0.43 0.14 1 0.68 0.09 0.08 file://C:\Documents%20and%20Settings\B oyapal ly\Local %20S etti n U72A +-- I,% in „- Detailed Report Page 2 of 2 • v/c ratio, X Total green ratio, g/C 0.40 0.40 0.40 0.49 0.49 0.49 Uniform delay, dl Progression factor, PF 16.8 1.000 19.5 1.000 17.2 1.000 17.6 12.3 12.3 1.000 1.000 1.000 Delay calibration, k Incremental delay, d2 0.11 0.0 0.11 0.5 0.11 0,1 0.25 0.11 0.11 3.1 0.0 0.0 Initial queue delay, d3 Control delay Lane group LOS Approach delay 16.8 20.0 B C i9,4 17.3 8 17.3 20.7 12.3 12.3 C B 8 19.4 12.3 Approach LOS B B B e Intersection delay HCS2000Tt t 18.6 Copyright © 2000 X = 0.57 University of Florida, All Rights Intersection LOS B Reserved Version 4.1e file:HC:\Documents%20and%20Settings\Boyapallv\Local%2OSe,ttinQ.q\TP1„1,\o'?1,7IA f--- 1 111,1 1 Detailed Report Page 1 of 2 HCS2000'M DETAILED REPORT • General Information Site Information Analyst PHR+A Intersection Crosspointe Blvd & Warrior Agency or Co. PHR+A Date Performed 11/24/04 Dr Area Type All other areas Time Period PM Peak Hour Jurisdiction Analysis Year 2012 Background Conditions Project ID Artrip - Phase # 3 Volume and Timing Input EB WB NB SB Number of lanes, Ni LT TH RT LT TH RT LT TH RT LT TH RT 0 1 1 0 1 0 1 1 0 0 1 0 Lane group LT R LTR L TR LTR Volume, V (vph) 0 198 456 38 118 0 307 103 40 0 100 0 % Heavy vehicles, %HV 2 2 6 2 2 2 6 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 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 Extension of effective 2.0 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 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 3.0 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 Ped /Bike / RTOR volumes 0.0 0 100 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N p N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 Min. time for pedestrians, 0 0 0 G 3.2 3.2 3.2 3.2 Phasing EW Perm 02 03 04 NS Perm 06 07 Timing G= 38.0 G= G= EG=G= 42.0 G= G= 08 GY= 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 Adjusted flow rate, v TH RT LT TH RT LT TH RT LT TH RT • 208 375 164 323 150 105 Lane group capacity, c 787 643 703 573 833 869 0.26 0.58 0.23 0.56 0.18 0.12 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settina,Q\Tt-mn\Q?V'7gP f__ 1 1l,1l1 Detailed Report Page 2 of 2 • is v/c ratio, X 0.47 0.47 0.47 17.4 14.0 13.6 Total green ratio, g/C 0.42 0.42 0.42 Uniform delay, di 16.9 19.9 16.7 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.17 0.11 0.16 0.11 0.11 Incremental delay, d2 0.2 1.4 0.2 1.3 0.1 0.1 Initial queue delay, d3 Control delay 17.1 21.3 16.8 18.7 14.1 13.6 Lane group LOS B C B B B B Approach delay 19.8 16.8 17.2 13.6 Approach LOS B B B B Intersection delay Nrc9onnTM 18.0 C = 0.57 Intersection LOS B Fj' s,, vuwc,sity of rionaa, All Kights Keserved Version 4.1e file:HC:\Documents%20and%20Settings\Boyapally\Local%20Settin2s\TemD\s2k73F fmn Detailed Report Page I of 2 • General Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11124104 Time Period AM Peak Hour Volume and HCS2000'" DETAILED REPORT Site Information Intersection Hallandale Lane & Tasker Road Area Type All other areas Jurisdiction Analysis Year 2012 Background Conditions Project ID Artrip - Phase # 3 Number of lanes, N� EB LT TH RT 0 1 0 WB LT TH RT 0 1 0 NB LT TH RT 1 1 0 SB LT TH RT 0 1 0 • Lane group LTR LTR L TR L TR Volume, V (vph) 31 0 192 21 0 4 208 50 32 6 152 40 % 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 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 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes Lane width Parking / Grade / Parking Parking maneuvers, Nm Buses stopping, NB Min. time for pedestrians, 0 10 I I 0 0 3.2 3.2 1 3.2 Phasing EW Perm 02 03 04 NS Perm 06 Timing G= 42.0 G= G= G= G= 38.0 G= Y= 5 Y= Y= Y= Y= 5 Y= )lirntinn of Annk-io T- n nc -y-, i - V.G:J Lane Group Capacity, Control LT Adjusted flow rate, v • Lane group capacity, c v/c ratio, X Delay, and LOS Determination EB WB TH RT LT TH I RT P21 235 26 741 663 475 0.32 0.04 0.46 e Le m 87 741 0.12 Q 9 SB I TH 208 761 0.27 RT file:HC:\Documents%20and%20Settings\Boyapally\Local%20Settinpr.q\Ti-..mn\QoI-'7n A t- 17ini /nnnn Detailed Report Page 2 of 2 Total green ratio, g/C • Uniform delay, di Progression factor, PF Delay calibration, k Incremental delay, d2 Initial queue delay, d3 0.47 15.0 1.000 0.11 0.2 0.47 13.0 1.000 0.11 0.0 0.42 i8.7 1.000 0.11 0.7 0.42 15.8 1.000 0.11 0.1 0.42 17.0 1.000 0.11 0.2 Control delay Lane group LOS Approach delay Approach LOS Intersection delay HCS2000TM 15.3 B 15.3 B 18.9 Copyright (D 2000 13.1 B 13.1 B X = 0.39 University or Florida, All Rights 19.4 B 15.9 B 17.2 B 18.4 B 17.2 B Intersection LOS Reserved B Version 4.1e • • file://C:\Documents%20and%20Settings\Boyapally\Local%20Settinoc\TP,- n\o')U7n A 4- 1 ' 1 /r1 /--- Detailed Report Page 1 of 2 • General Information HCS2000'" DETAILED REPORT Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11124104 Time Period PM Peak Hour Intersection Hillandale Lane & Tasker Road Area Type All other areas Jurisdiction Analysis Year 2012 Background Conditions Volume and Timing Input Project ID Artrip - Phase # 3 Number of lanes, N1 Lane group Volume, V (vph) % Heavy vehicles, %HV Peak -hour factor, PHF Pretimed (P) or actuated (A) Start-up lost time, 11 Extension of effective EB LT TH RT 0. 1 0 LTR 60 0 315 2 2 2 0.95 0.95 0.95 A A A 2.0 WB NB LT TH RT LT I TH RT 0 1 0 1 1 0 LTR L TR 123 0 24 293 133 114 2 2 2 2 2 2 0.95 0.95 0.95 0.95 0.95 0.95 A A A A A A 2.0 2.0 2.0 LT 0 22 2 0.95 A SB TH 1 L TR 70 2 0.95 A 2.0 RT 0 49 2 0.95 A green, e 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 • Unit extension, UE 3.p 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 12.0 N Lane width 12.0 12.0E 12.0 12.0 Parking / Grade / Parking N 0 N N 0 0 N N 0 N Parking maneuvers, NM 0 Buses stopping, NB 0 0 0 0 Min. time for pedestrians, 3.2 G 3.2 3.2 3.2 Phasing EW Perm 02 03 1 04 NS Perm 06 07 G= 42.0 G= G= G= EG=8.0 G= G= Timing Y= 5 Y= Y= Y= Y= y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination 1 08 G= Y= • EB WB NB LT TH RT LT I TH RT LT TH RT Adjusted flow rate, v 395 154 308 260 Lane group capacity, c 715 443 529 732 v/c ratio, X 0.55 0.35 0.58 0.36 SB LT TH 149 701 0.21 RT file:HC:\Documents%20and%20Settings\Boyapally\Local%20SettinRs\Tema\s2k755 tmn i?/? i ionnA Detailed Report Page 2 of 2 Total green ratio, g/C 0.47 0.47 0.42 0.42 0.42 Uniform delay, d1 17.2 15.3 19.9 177 i6.5 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k p,15 0.11 0.11 Incremental delay, d2 0.9 0.5 0.2 Initial queue delay, d3 E Control delay 18.2 16.7 Lane group LOS B 115.8 8 -- 7- Approach delay 18.2. 15.8 19.9 16.7 Approach LOS g 8 8 8 Intersection delay 18.5 Xc = 0.57 Intersection LOS g errs sew Uu1vcrs1Ly or rionaa, all Rights Reserved Version 4.1e fi le:HC:\Documents%20and%20Settings\B oyapal ly\Local %20Settin 2s\Tema\s2k7 5 5 Two -Way Stop Control Page I of 2 i• 10 E TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed Analysis Time Period PHR+A PHR+A 11124104 AM Peak Hour Intersection Jurisdiction Analysis Year Lakeside Dr&Tasker Road 2012 Background Conditions Project Description Artrip - Phase # 3 East/West Street: Lakeside Drive Intersection Orientation: North -South North/South Street: Tasker Road Study Period (hrs): 0.25 Vehicle Volumes and Ad"ustments Major Street Northbound Movement 1 2 3 4 Southbound 5 Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles L 0 0.95 0 2 T 794 0.95 835 L__ R 2 0.95 2 __ L i 0.95 1 2 6 T R 379 0 0.95 0.95 398 0 Median Type Raised curb 0 RT Channelized Lanes Configuration 0 1 0 TR 0 LT 0 1 0 Upstream Si nal 0 0 Minor Street Movement 7 Westbound 8 9 10 Eastbound 11 12 Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles L 4 0.95 4 2 T 0 0.95 0 0 R 23 0.95 24 2 L 0 0.95 p 2 T 0 0.95 0 0 0 N 0 R 0 0.95 0 0 Percent Grade (%) Flared Approach Storage RT Channelized 0 N 0 0 Lanes Configuration 0 0 LR 0 0 0 0 0 Delay, Queue Len th, and Level of Service Approach NB SB Movement 1 4 Lane Configuration LT Westbound 7 8 9 LR Eastbound 10 11 12 v (vph) 1 28 :. (m) (vph) 797 359 d c 0.00 0.08 35% queue length 0.00 0.25 ;ontrol Delay 9.5 15.9 _OS A C %pproach Delay -- - 15.9 %pproach LOS -- C file:HC:\Documents%20and%20Settings\Boyapally\Local%20Settings\T(-.mn\„?tt'7SR tm" 11)1r)1 i1)nnA Two -Way Stop Control Page 1 of 2 � 0 • TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR+A Intersection Agency/Co. PHR+A Jurisdiction Date Performed 11124104 Analysis Time Period PM Peak Hour Analysis Year Project Description ArtriP - Phase # 3 East/West Street: Lakeside Drive Intersection Orientation: North -South Vehicle Volumes and Adjustments Major Street Movement 1 L Northbound 2 T Volume 0 503 Peak -Hour Factor, PHF Hourly Flow Rate, HFR 0.95 0 0.95 529 Percent Heavy Vehicles 2 Median Type RT Channelized Lanes 0 1 Configuration Upstream Signal 0 Minor Street Westbound Movement 7 L 8 T Volume 3 0 Peak -Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR Percent Heavy Vehicles 3 2 0 0 Percent Grade (%) 0 Flared Approach N Storage 0 RT Channelized Lanes Configuration 0 0 LR Delay, Queue Len th, and Level of Service Approach NB SB Movement 1 4 Lane Configuration LT (vph) 22 C (m) (vph) 1035 lc 0.02 5% queue length 0.07 Control Delay 8.6 LOS A pproach Delay pproach LOS ►1 Lakeside Dr & Tasker Road 2012 Background Conditions South Street: Tasker Road Period (hrs): 0.25 3 4 R L 4 21 0.95 0.95 4 22 -- 2 Raised curb_ 0 _ 0 TR LT 9 R 15 0.95 15 2 G Eastbound 9 1 10 1 11 12 file:HC:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k7.5R rm„ t?t?it?nna Two -Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR+A Agency/Co. PHR+A Date Performed 11124104 Analysis Time Period AM Peak Hour Intersection Warrior Drive & Tasker Road urisdiction Analysis Year 2012 Background Conditions Project Description Artrip - Phase # 3 East/West Street: Tasker Road Intersection Orientation: East-West IStudy North/South Street: Warrior Drive Period (hrs): 0.25 Vehicle Volumes and Adjustments 1 L 0 0.95 0 Eastbound 2 T 16 0.95 16 3 R 59 0.95 62 4 L 14 0.95 14 Westbound 5 T 55 0.95 57 6 R 0 0.95 0 Major Street Movement Volume (veh/h) Peak -hour factor, PHF Hourly Flow Rate (veh/h) Proportion of heavy vehicles, PHv 2 -- -- 2 • 0 1 0 Northb d 0 0 TR Undivided 0 LT 1 0 0 0 Median type RT Channelized? Lanes Configuration Upstream Signal��J_ Minor Street Movement r 7 oun 8 9 10 L T R L Volume (veh/h) 55 0 4 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh/h) 57 0 4 0 Proportion of heavy vehicles, PHv 2 2 2 2 Percent d °/ Southbound 11 12 T R 0 0 0.95 0.95 0 0 2 2 g a e () 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 Lanes 0 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) 14 61 • Capacity, cm (vph) 1520 863 /c ratio 0.01 0.07 Queue length (95%) 0.03 40.23 file:HC:\Documents%20and%20Settings\Boyapally\Local%2OSettinvc\TPmn\,,?L,'7SR f.-- I')P)I PlAn A Two -Way Stop Control Page 2 of 2 • • Control Delay (s/veh) LOS Approach delay (s/veh). Approach LOS PICS2000T N't 7.4 9.5 A A - -' 9.5 A Copyright © 2003 University of Florida, All Rights Reserved ` Version 4.1d file:HC:\Documents%20and%20Settings\Boyapally\Local%20Settinpr,g\TPmn\i,7k'75'P t--- I,)PII Two -Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY • General Information Site Information Analyst PHR+A Intersection Agency/Co. PHR+A urisdiction Date Performed 11124104 Analysis Time Period PM Peak Hour Analysis Year Project Description Artrip - Phase # 3 East/West Street: Tasker Road Intersection Orientation: East-West Vehicle Volumes and Adjustments Major Street Eastbound Movement 1 2 L T Volume (veh/h) 0 41 Peak -hour factor, PHF 0.95 0.95 Hourly Flow Rate (veh/h) 0 43 Proportion of heavy vehicles, PHv =2- Median type RT Channelized? Lanes 0 1 Configuration • Upstream Signal 0 Minor Street Northbound Movement 7 8 L T Volume (veh/h) 93 0 Peak -hour factor, PHF 0.95 0.95 Hourly Flow Rate (veh/h) 97 0 Proportion of heavy vehicles, PHv 2 2 Percent grade (%) 0 Flared approach N Storage 0 RT Channelized? Lanes 0 0 Configuration LR Control Delay, Queue Length, Level of Service Approach EB WB Movement 1 4 Lane Configuration LT Volume, v (vph) 17 • cm (vph) 1438 rpacity, ratio 0.01 eue length (95%) 0.04 Warrior Drive &Tasker Road 2012 Background Conditions orth/South Street: Warrior Drive Ludy Period (hrs): 0.25 3 4 R L 96 17 0.95 0.95 t101 17 -- 2 Undivided 0 0 0 TR LT 0 m m ❑r Northbound 10 L V n .N Westbound 5 T 4 0.95 Southbound 11 T 0 0.95 0 K V 0 1 4 0.95 r� 0 7 V A file://C:\Documents%20and%20Settings\Boyapally\L.ocal%20Settings\T,.mn\ii')L-'7F,I i--- , ,n- Two -Way Stop Control Page 2 of 2 • • ;ontrol Delay (s/veh) OS Approach delay (s/veh) Approach LOS HCS2000T M 7.5 9.8 A A '- 9.8 - _ A Copyright © 2003 University or Florida, All Rights Reserved Version 4.1 d file://C:\Documents%20and%20Settings\Boyapally\Local%2OSettinL,s\Temn\ii?L-71iI tm— 1 7 /) I i)nn n Two -Way Stop Control Page 1 of 2 KI • • neral Information TWO-WAY STOP CONTROL SUMMARY Site Information Analyst PHR+A Agency/Co. PHR+A Date Performed 11129/04 Analysis Time Period AM Peak Hour Intersection Jurisdiction Analysis Year arkers.Hill& Site Drive 6/E2 912 Build -out Conditions Project Description Artrip - Phase # 3 East/West Street: Parkins Mill Road North/South Street: Site Driveways A6/E2 Intersection Orientation: East-West IStudy Period (hrs): 0.25 Vehicle Volumes and Ad'ustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 Volume (veh/h) L 15 T 15 R 2 L T R 17 0.95 0 °eak-hour factor, PHF 0.95 0.95 0.95 0 0.95 -burly Flow Rate 0.95 17 0 ;veh/h) 15 15 2 0 'roportion of heavy iehicles, PHv 2 -- -- 2 Undivided 0 0 Median type IT Channelized? -anes 0 1 0 0 1 0 :,onfiguration LTR LTR Jpstream Signal 0 0 dinor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R /olume (veh/h) L 9 T 1 R 'eak-hour factor, PHF 0.95 0.95 0 0.95 0 1 17 0.95 0.95 sourly Flow Rate 0.95 veh/h) 9 1 0 0 1 17 _—] 'roportion of heavy ,ehicles, PHv 2 2 2 2 2 2 'ercent grade N 0 dared approach N 0 N Storage 0 0 IT Channelized? 0 0 0 1 0 anes 0 1 0 ;onfiguration LTR LTR ,ontrol Delay, Queue Len th, Level of Service ,pproach EB WB Northbound Southbound lovement 1 4 7 8 9 10 11 12 ane Configuration LTR LTR LTR LTR olume, v (vph) 15 0 10 18 rapacity, cm (vph) 1600 1600 889 1045 Ic ratio 0.01 0.00 1 0.02 !ueue length (95%) 0.03 0.00 ��H 3 0.05 file:HC:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k764.tmn t ?./?. t onn4 Two -Way Stop Control Page 2 of 2 Control Delay (s/veh) 7.3 7.3 g j LOS A A 8.5 • Approach delay A A (.s/veh) 9.1 8.5 Approach LOS A HCS2000TM Copyright © 2003 University of Florida, All Rights Reserved A Version 4.1d • • file:HC:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k764.tMD 12/21 /2004 Two -Way Stop Control Page l of 2 � 0 16 eneral Information TWO-WAY STOP CONTROL SUMMARY Site Information Analyst PHR+A Agency/Co. PHR+A Date Performed 11129104 Analysis Time Period PM Peak Hour Project Description Artrip - Phase # 3 East/West Street: Parkins Mill Road Intersection Orientation: East-West Vehicle Volumes and Adjustments Major Street Movement 1 Eastbound 2 L T Volume (veh/h) 25 25 Peak -hour factor, PHF 0.95 0.95 Hourly Flow Rate (veh/h) 26 26 Proportion of heavy vehicles, PHv 2 -- Median type RT Channelized? Lanes Configuration Upstream Signal Minor Street volume (veh/h) Peak -hour factor, PHF Hourly Flow Rate (veh/h) Proportion of heavy vehicles, PHv Percent grade (%) Flared approach Storage 'IT Channelized? _anes configuration control Delav, Queue )roach vement ie Configuration ume, v (vph) )acity, cm (vph) ratio Sue length (95% 0 1 LTR 0 Northbound 7 g L T _5 3 0.95 0.95 5 3 2 2 0 N 0 0 1 LTR th, Level of Service EB WB 1 4 LTR LTR 26 0 1589 1576 0.02 0.00 0.05 0.00 Intersection Jurisdiction nalvsis Year rkers Hill& Site Drive 12 Build -out Conditions South Street: Site Driveways A6/E2 Period (hrs): 0.25 MM Westbound 5 6 T R 24 0 0.95 0.95 25 0 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k767.tmp 12/21/2004 Two -Way Stop Control Page 2 of 2 Control Delay (s/veh LOS • Approach delay (s/veh) Approach LOS HCS2000TM • • 7.3 7.3 9.5 A 9.5 8.7 8.7 A A A - - -- - A A Copyright © 2003 University or Florida, All Rights Reserved Version 4.Id file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k767.tmp 12/21/2004 Two -Way Stop Control Page 1 of 2 • I* • General Information TWO-WAY STOP CONTROL SUMMARY Site Information Analyst PHR+A Agency/Co. PHR+A Date Performed 11129104 Analysis Time Period AM Peak Hour 'roject Description Artrip - Phase # 3 ast/West Street: Parkins Mill Road ntersection Orientation: East-West /ehicle Volumes and Ad'ustments Aajor Street /lovement Eastbound 1 2 L T tolume (veh/h) 44 64 'eak-hour factor, PHF 0.95 0.95 sourly Flow Rate veh/h) 'roportion of heavy ehicles, PHv 46 2 67 /ledian type IT Channelized? anes ;onfiguration 0 LT 1 Ipstream Signal 0 linor Street Northbound lovement 7 L 8 T olume (veh/h) 0 0 eak-hour factor, PHF 0.95 0.95 ourly Flow Rate (eh/h) 0 0 roportion of heavy =hicles, PHv 2 2 ercent grade (%) 0 lared approach N Storage 0 T Channelized? anes 0 0 onfiguration ontrol Delay, Queue Length, Level of Service :)proach ovement EB 1 WB 4 ine Configuration LT plume, v (vph) 46 apacity, cm (vph) 1483 ratio 0.03 ueue length (95%) 0.10 Intersection Parkers Hill Rd& Site Drive A5 Jurisdiction Analysis Year 2012 Build -out Conditions North/South Street: Site Driveway A5 Study Period (hrs): 0.25 MM Q n 41 Northbound 7 F 8 1 10 L 10 0.95 10 K' Westbound 5 T 95 0.95 100 1 0 Southb 11 T 0.95 2 0 N 0 LR 0 12 R 52 0.95 54 Southbound 1/ 0 0 file:HC:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k76A.tmn 12/21 /2nna Two -Way Stop Conti-ol Page 2 of 2 • • Control Delay (s/veh) 7.5 9.3 LOS A A Approach delay (s/veh) - 9.3 Approach LOS -- __ A t-opyngnt v SUUS University of Florida, All Rights Reserved Version 4.Id file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k76A.tmp 12/21/2004 Two -Way Stop Control Page 1 of 2 r: I* • neral Information TWO-WAY STOP CONTROL SUMMARY Site Information Analyst PHR+A Agency/Co. PHR+A Date Performed 11129104 Analysis Time Period PM Peak Hour Project Description Artrip - Phase # 3 East/West Street: Parkins Mill Road Intersection Orientation: East-West Vehicle Volumes and Adjustments Major Street Eastbound Movement 1 2 L T Volume (veh/h) 75 165 Peak -hour factor, PHF Hourly Flow Rate (veh/h) 0.95 78 0.95 173 Proportion of heavy vehicles, PHv 2 -- Median type RT Channelized? Lanes 0 1 Configuration LT Upstream Signal 0 Minor Street Northbound Movement 7 8 L T Volume (veh/h) 0 0 leak -hour factor, PHF 0.95 0.95 -sourly Flow Rate 'veh/h) 0 0 'roportion of heavy iehicles, PHv 2 2 'ercent grade (%) 0 :'tared approach N Storage 0 3T Channelized? -anes 0 0 'onfiguration :ontrol Delay, Queue Len th, Level of Service \pproach EB WB Aovement 1 4 _ane Configuration LT /olume, v (vph) 78 'apacity, cm (vph) 1385 Vc ratio 0.06 )ueue length (95%) 0.18 Intersection Jurisdiction Analysis Year arkers Hill Rd& Site Drive 5 912 Build -out Conditions South Street: Site Driveway A5 Period (hrs): 0.25 v • Undivided southbound �vo vv v NorthboundSouthbound = ___ •. - _-- • file://C:\Documents%20and%20Settings\Boyapally\Local%20SettinL)rs\Temn\„?.L-7Fl)tynn ioioi/)MA Two -Way Stop Control Page 2 of 2 • 1� u • Control Delay (s/veh) 7.8 1 i 2 LOS q B Approach delay (s/veh) - - 11.2 Approach LOS -- __ B HCSWW " Copyright © 2003 University or Florida. All Rights Reserved Version 4.Id file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k76D.tmp 12/21/2004 Two -Way Stop Control Page 1 of 2 • • • neral Information TWO-WAY STOP CONTROL SUMMARY Site Information Analyst PHR+A Agency/Co. PHR+A Date Performed 11129104 Analysis Time Period AM Peak Hour Intersection Parkers Hill Rd& Site Drive A7 Jurisdiction Analysis Year d2012 Build -out Conditions Project Description Artrip - Phase # 3 East/West Street: Parkins Mill Road jNorth/!3o__uth Street: Site DrivewayA7 Intersection Orientation: East-West IStudy Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 Volume (veh/h) L 12 T 3 R 0 L 0 T R Peak -hour factor, PHF 0.95 0.95 0.95 0.95 3 0.95 0 0.95 Hourly Flow Rate (veh/h) 12 3 0 0 3 0 Proportion of heavy ehicles, PHv 2 -- -- 2 Median type Undivided RT Channelized? 0 Lanes 0 1 0 0 1 0 0 Configuration LT Upstream Signal 0 TR 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 0 0 0 0 0 14 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh/h) 0 0 0 0 0 14 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 Lanes 0 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) 12 14 Capacity, cm (vph) 1619 1081 v/c ratio 0.01 0.01 Queue length (95%) 0.02 0.04 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k770.tmp 12/21/2004 Two -Way Stop Control Page 2 of 2 • • • Control Delay (s/veh) 7.2 8 4 LOS A A Approach delay (s/veh) -- 8.4 Approach LOS -- A nnTM - � upyugw v -uw university of Florida, All Rights Reserved Version 4.1d file://C:\Documents%20and%20Settings\Boyapally\Local %20Setti ngs\Temp\u2k770.tmn 12/21 /2004 Two -Way Stop Control Page 1 of 2 • • TWO-WAY STOP CONTROL SUMMARY General Information ISite Information Analyst PHR+A Intersection Parkers Hill Rd& Site Drive A7 Agency/Co. PHR+A Jurisdiction Date Performed 11/29/04 Analysis Year 2012 Build -out Conditions nalysis Time Period PM Peak Hour Project Description , Artrip - Phase # 3 East/West Street: Parkins Mill Road North/South Street: Site DrivewayA7 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) 20 5 0 0 5 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh/h) 21 5 0 0 5 0 Proportion of heavy vehicles, PHv 2 Median type Undivided RT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 0 0 0 0 0 19 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh/h) 0 0 0 0 0 20 Proportion of heavy ehicles, PHv 2 2 2 2 2 2 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) 21 20 Capacity, cm (vph) 1616 1078 /c ratio 0.01 0.02 Queue length (95%) 0.04 0.06 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k773.tmp 12/21/2004 Two -Way Stop Control Page 2of2 Control Delay (s/veh) 7.3 LOS A • Approach delay (s/veh) Approach LOS -- IICS2000TM • • Copyright © 2003 University of Florida. All Rights Reserved Version 4.1 d file://C:\Documents%20and%20Settings\Boyapally\Loc al%20Settings\Temp\u2k773.tmn 12/21 /2004 Two -Way Stop Control Page 1 of 2 • • • TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR+A Agency/Co. PHR+A Date Performed 11129104 Analysis Time Period AM Peak Hour Project Description Artrip - Phase # 3 East/West Street: Parkins Mill Road Intersection Orientation: East-West Vehicle Volumes and Adjustments Major Street Movement 1 Eastbound 2 L T Volume (veh/h) 3 0 Peak -hour factor, PHF 0.95 0.95 Hourly Flow Rate (veh/h) 3 0 Proportion of heavy vehicles, PHv 2 '- Median type RT Channelized? Lanes 0 1 Configuration LT Upstream Signal 0 Minor Street Northbound Movement 7 g L T Volume (veh/h) 0 0 Peak -hour factor, PHF 0.95 0.95 -sourly Flow Rate ;veh/h) 0 0 'roportion of heavy ✓ehicles, PHv 2 2 'ercent grade (%) 0 ::tared approach N Storage 0 IT Channelized? _anes 0 0 configuration 'ontrol Delay, Queue Length, Level of Service %pproach EB Wg vovement 1 4 -ane Configuration LT ✓olume, v (vph) 3 rapacity, cm (vph) 1623 (/c ratio 0.00 )ueue length (95%) 0.01 Intersection Parkers Hill Rd& Site Drive A8 Jurisdiction Analysis Year 2012 Build -out Conditions North/South Street: Site Driveway A8 Study Period (hrs): 0.25 1,T 'estbound Undivi.-d vSouthbound o v v Northbound . •• • file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k776.tmp 12/21/2004 Two -Way Stop Conti-ol Page 2 of 2 • • • Control Delay (s/veh) 7.2 8.3 LOS A A Approach delay (s/veh) - 8.3 Approach LOS - __ A HCS2000' "' Copyright © 3003 University of Florida. All Riehts Reserved Version 4. ]d file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k776.tmp 12/21/2004 Two -Way Stop Control Page 1 of 2 • 10 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR+A Agency/Co. PHR+A Date Performed 11129104 nalysis Time Period PM Peak Hour Project Description Artrip - Phase # 3 East/West Street: Parkins Mill Road Intersection Orientation: East-West (Vehicle Volumes and Adjustments Major Street Movement 1 Eastbound 2 L T Volume (veh/h) 5 0 Peak -hour factor, PHF 0.95 0.95 Hourly Flow Rate (veh/h) 5 0 Proportion of heavy vehicles, PHv 2 -- Median type RT Channelized? Lanes 0 1 Configuration LT Upstream Signal 0 Minor Street Northbound Movement 7 g L T Volume (veh/h) 0 0 Peak -hour factor, PHF 0.95 0.95 Hourly Flow Rate (veh/h) 0 0 Proportion of heavy vehicles, PHv 2 2 Percent grade (%) 0 Flared approach N Storage 0 RT Channelized? Lanes 0 0 configuration Control Delay, Queue Length, Level of Service 4pproach Eg Wg Movement 1 4 _ane Configuration LT Volume, v (vph) 5 rapacity, cm (vph) 1623 ✓/c ratio 0.00 queue length (95%) 0.01 Intersection Parkers Hill Rd& Site Drive A8 urisdiction Analysis Year 2012 Build -out Conditions North/South Street: Site Driveway A8 Study Period (hrs): 0.25 v -Westbound •• • � .-d v o _-Southbound I I v I I - Northbound • •• • file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k779.tmp 12/21/2004 Two -Way Stop Control Page 2 of 2 • • • Control Delay (s/veh) 7.2 8.3 LOS A A Approach delay (s/veh) - -- 8.3 Approach LOS - _ A /I(-3zuuu • Copyright © 2003 University of Florida, All Rights Reserved Version 4.Id file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k779.tmp 12/21/2004 Two -Way Stop Control Page 1 of 2 • • TWO-WAY STOP CONTROL SUMMARY General Information ISite Information Analyst PHR+A Intersection Parkers Hill & Site Drive D2E1 Agency/Co. PHR+A Date Performed 11/29/04 Jurisdiction nalysis Time Period AM Peak Hour Analysis Year 2012 Build -out Conditions ' I Project Description Artrip - Phase # 3 I East/West Street: Parkins Mill Road Intersection Orientation: East-West North/South Street: Site Driveways D2/E1 IStudy Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 Volume (veh/h) Peak -hour factor, PHF Hourly Flow Rate (veh/h) L 0 0.95 0 T 32 0.95 33 R 43 0.95 45 L 0 0.95 0 T 44 0.95 46 R 0 0.95 0 Proportion of heavy ehicles, PHv 2 -- -- 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) Peak -hour factor, PHF Hourly Flow Rate (veh/h 59 0.95 62 0 0.95 0 0 0.95 0 0 0.95 0 0 0.95 0 0 0.95 0 Proportion of heavy ehicles, PHv 2 2 2 2 2 2 Percent grade (%) 0 0 Flared approach N N Storage 0 0 FIT 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) 0 62 Capacity, cm (vph) 1520 896 /c ratio 0.00 0.07 Queue length (95%) 0.00 0.22 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k77C.tmp 12/21/2004 Two -Way Stop Control Page 2 of 2 • • Control Delay (s/veh) 7.4 9.3 LOS A A Approach delay (s/veh) - 9.3 Approach LOS -- -_ A HCS2000' " Copyright © 2003 Universityof Florida, All Rights Reserved S Version 4.ld file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k77C.tmp 12/21/2004 Two -Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY • General Information Site Information Analyst PHR+A Agency/Co. PHR+A Date Performed 11129104 Analysis Time Period PM Peak Hour Intersection Parkers Hill & Site Drive D2E1 Jurisdiction Analysis Year 2012 Build -out Conditions • Project Description Artrip - Phase # 3 East/West Street: Parkins Mill Road Intersection Orientation: East-West IStudy North/South Street: Site Driveways D2/E1 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 60 141 0 52 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh/h) 0 63 148 0 54 0 Proportion of heavy ehicles, PHv 2 -- -- d 2 L Median type Undivided RT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Si nal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 129 0 0 0 0 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh/h) 135 0 0 0 0 0 Proportion of heavy ehicles, 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 0 0 0 Configuration I 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) 0 135 Capacity, cm (vph) 1360 798 /c ratio 0.00 0.17 ueue length (95%) 0.00 0.61 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k77F.tmp 12/21/2004 Two -Way Stop Control Page 2 of 2 • • Control Delay (s/veh) 7.6 10.4 LOS A 8 Approach delay (s/veh) - - 10.4 Approach LOS - e HC;S2000 ""' Copyright © 2003 University or Florida, All Rights Reserved Version 4.1 d file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k77F.tmp 12/21/2004 Detailed Report Page 1 of 2 • • • HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 121612004 Time Period AM Peak Hour Intersection warrior Dr and Site Drive A1B1 Area Type All other areas Jurisdiction Analysis Year 2012 Build -out Conditions Project ID Artrip -Phase # 3 Volume and Timin In ut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N� 0 1 0 0 1 0 0 1 0 0 1 0 Lane group LTR LTR LTR LTR Volume, V (vph) 10 4 3 25 4 71 15 737 26 75 923 7 % Heavy vehicles, %HV 0 0 0 2 0 2 0 1 2 2 2 2 0 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, 12.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing EW Perm 02 03 04 NS Perm 06 07 08 Timing G= 20.0 G= G= G= G= 60.0 G= G= G= Y= 5 Y= Y= Y= IY= 5 Y= Y= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT I TH RT LT TH RT LT TH RT Adjusted flow rate, v 18 105 819 1058 Lane group capacity, c 355 350 1205 1101 v/c ratio, X 0.05 0.30 0.68 0.96 Total green ratio, g/C 0.22:::H 0.22 0.67 0.67 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k8BC.tmp 12/21/2004 Detailed Report Page 2 of 2 • • • Uniform delay, d1 27.5 29.2 9.1 13.9 Progression factor, PF 1.000 1.000 1.000 1,000 Delay calibration, k 0.11 0.11 0.25 0.47 Incremental delay, d2 0.1 0.5 1.6 18.4 Initial queue delay, d3 Control delay 27.6 29.7 10.7 32.3 Lane group LOS C C B C Approach delay 27.6 29.7 10.7 32.3 Approach LOS C C B C Intersection delay 23.3 Xc = 0.80 Intersection LOS C nwwuu Uopyright U 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k8BC.tmp 12/21/2004 Detailed Report Page 1 of 2 • • • HCS2000" DETAILED REPORT General Information Site Information Analyst PHR+A Y Agency or Co. PHR+A Date Performed 121612004 Time Period AM Peak Hour Warrior Dr and Site Drive Intersection A181Area Type All other areas JurisdictionAnalysis Year 2012 Build -out Conditions Project ID Adrip - Phase # 3 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT I TH RT LT TH RT Number of lanes, N� 0 1 0 0 1 0 0 1 0 0 1 0 Lane group LTR LTR LTR LTR Volume, V (vph) 18 1 5 18 1 52 5 652 15 44 491 2 % Heavy vehicles, %HV 0 0 0 2 0 2 0 2 2 2 2 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, 11 12.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 Initial unmet demand, Ob 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 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing EW Perm 02 03 04 NS Perm 06 07 08 Timing G= 20.0 G= G= G= G= 60.0 G= G= G= Y= 5 Y= Y= I 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 I TH RT LT TH RT Adjusted flow rate, v 25 75 707 565 Lane group capacity, c 336 350 1235 1131 v/c ratio, X .07 0.21 0.57 0.50 Total green ratio, g/C :::fO.22 In9p 0.67 0.67 file://C:\Documents%20and%20Settings\BoyapallyTocal%20Settings\Temp\s2k8B Ltmp 12/21/2004 Detailed Report Page 2 of 2 • • Uniform delay, di 27.7 28.6 8.1 7.5 Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.17 0.11 Incremental delay, d2 0.1 0.3 0.6 0.3 Initial queue delay, d3 Control delay 27.8 128.9 8.7 7.8 Lane group LOS C I C A A Approach delay 27.8 28.9 8.7 7.8 Approach LOS C C A A Intersection delay 9.8 Xc = 0.48 Intersection LOS A HCS20001 m Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k8B l .tmp 12/21/2004 Detailed Report Page 1 of 2 • HCS2000'" DETAILED REPORT General Information Site Information Analyst . PHR+A Agency or Co. PHR+A Date Performed 121612004 Time Period AM Peak Hour Intersection Warrior Dr and Site Drive A3 Area Type All other areas Jurisdiction Analysis Year 2012 Build -out Conditions Project ID Artrip - Phase # 3 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 0 0 0 0 0 0 1 0 1 1 0 Lane group LR TR L T Volume, V (vph) 97 38 631 18 83 436 % 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 Extension of effective green, e 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 Initial unmet demand, Ob 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 Lane width 12.0 12.0fN 12.0 12.0 Parking / Grade / Parking N N N 0 N N 0N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing WB Only 02 03 04 NS Perm 06 07 08 Timing G= 20.0 G= G= G= G= 60.0 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 I TH RT LT TH RT LT TH RT Adjusted flow rate, v 142 683 87 459 Lane group capacity, c 384 1237 433 1242 v/c ratio, X 0.37 a55 0.20 0.37 Total green ratio, g/C 0.22 0.67 0.67 0.67 Uniform delay, d1 29.7 7.9 5.8 6.6 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k7A0.tmp 12/21/2004 Detailed Report Page 2of2 • 0 • Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.15 0.11 0.11 Incremental delay, d2 0.6 0.5 0.2 0.2 Initial queue delay, d3 Control delay 30.3 8.5 6.0 6.8 Lane group LOS C A A A Approach delay 30.3 8.5 6.7 Approach LOS C A A Intersection delay ui-c�nnnTM 10.0 1 Xc = 0.51 Intersection LOS B . Fy' s a v =vvv uuivursay or rlorwa, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k7A0.tmp 12/21/2004 Detailed Report Page 1 of 2 J • HCS2000" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 121612004 Time Period PM Peak Hour Intersection Warrior Dr and Site Drive A3 Area Type All other areas Jurisdiction Analysis Year 2012 Build -out Conditions Project ID Artrip - Phase # 3 Volume and Timing Input EB WB NB SB LT I TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 0 FO 0 0 0 0 0 1 0 1 1 0 Lane group LR TR L T Volume, V (vph) 156 59 722 37 164 781 % 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 1 12.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 Initial unmet demand, Ob 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 Parking / Grade / Parking N N N 0 N N 1 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing WB Only 02 03 04 1 NS Perm 06 07 08 Timing G= 20.0 G= G= IY= G= G= 60.0 G= G= G= 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 226 799 173 822 Lane group capacity, c 385 1233 376 1242 v/c ratio, X 0.59 0.65 0.46 0.66 Total green ratio, g/C 0.22 0.67 0.67 0.67 Uniform delay, d, 31.3 8.8 7.2 8.9 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k7AB.tmp 12/21/2004 Detailed Report Page 2 of 2 • • • Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.18 0.23 0.11 0.24 Incremental delay, d2 2.3 1.2 0.9 1.3 Initial queue delay, d3 Control delay 33.6 10.0 8.1 10.3 Lane group LOS C 8 A 8 Approach delay 33.6 10.0 9.9 Approach LOS C 8 A Intersection delay 12.6 Xc = 0.64 Intersection LOS 8 HCS2000"" Copyright © 2000 Universityof Florida, All Rights Reserved g Version 4.1e file:HC:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k7AB.tmp 12/21/2004 Detailed Report Pagel of 2 • • HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11129104 Time Period AM Peak Hour Intersection Route 37 & NB 1-81 Ramps Area Type All other areas Jurisdiction Analysis Year 2012 Build -out Conditions Project ID Artrip - Phase # 3 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 2 0 0 2 0 0 1 1 0 0 0 Lane group DefL T TR LT R Volume, V (vph) 267 1242 1410 714 808 0 226 % Heavy vehicles, %HV 6 6 6 6 6 '0. 6 6 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 95 0.95 0.95 Pretimed (P) or actuated (A) 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, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EB Only I EW Perm 03 04 1 NB Only 06 07 08 Timing G= 12.0 G= 51.0 G= G J G= 47.0 G= G= G= Y= 0 Y= 5 Y= Y= IY= 5 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 120.0 Lane Group Capacity, Control Delay, and LOS Determination EB I WB NB SB LT TH RT I LT TH RT LT I TH RT LT TH RT Adjusted flow rate, v 281 1307 2236 851 238 Lane group capacity, c 230 941 1377 669 597 v/c ratio, X 1.22 1.39 1.62 1.27 0.40 Total green ratio, g/C 0.53 0.52 0.43 0.39 0.39 Uniform delay, d1 37.1 28.5 34.5 36.5 26.3 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k7B6.tmp 12/21/2004 Detailed Report Page 2 of 2 • • • Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.50 0.50 0.50 0.50 0.11 Incremental delay, d2 132.3 181.6 284.1 133.9 0.4 Initial queue delay, d3 Control delay 169.4 1210,1 1318.6 1 170.4 26.8 Lane group LOS F F F F C Approach delay 202.9 318.6 139.0 Approach LOS F F F Intersection delay 241.4 X� = 3.95 Intersection LOS F H(-,)Z000 ' Copyright cJ 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k7B6.tmp 12/21/2004 Detailed Report Page 1 of 2 • • • HCS2000`"' DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11129104 Time Period PM Peak Hour Intersection Route 37 & NB 1-81 Ramps Area Type All other areas Jurisdiction Analysis Year 2012 Build -out Conditions Project ID Artrip -Phase # 3 Volume and Timin In ut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N� 0 2 0 0 2 0 0 1 1 0 0 0 Lane group DefL T TR LT R Volume, V (vph) 510 2289 1431 676 767 5 356 % Heavy vehicles, %HV 6 6 6 6 6 6 6 Peak -hour factor, PHF 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 Start-up lost time, I, 2.0 12.0 2.0 12.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Ob 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 Parking / Grade / Parking N 0 N N 0 N N 0 N N N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EB Only EW Perm 03 04 NB Only 06 07 08 Timing G= 30.0 G= 36.0 G= G= G= 24.0 G.= G= G= Y= 0 IY= 5 Y= Y= Y= 5 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT I TH RT LT TH RT Adjusted flow rate, v 537 2409 2218 812 375 Lane group capacity, c 583 1183 1169 410 366 We ratio, X 0.92 2.04 1.90 1.98 1.02 Total green ratio, g/C 0.66 0.66 0.36 0.24 0.24 Uniform delay, di 27.1 17.0 32.0 38.0 38.0 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k7Cl.tmp 12/21/2004 Detailed Report Page 2 of 2 • • Progression factor, PF 1.000 1.000 1,000 1.000 1.000 Delay calibration, k 0.44 0.50 0.50 0.50 0.50 Incremental delay, d2 20.2 469.3 407.0 449.9 53.5 Initial queue delay, d3 Control delay 47.2 486.3 439.0 487.9 91.5 Lane group LOS D F F F F Approach delay 406.3 439.0 362.7 Approach LOS F F F Intersection delay 409.6 XC = 8.11 Intersection LOS F HCS2000"'I Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k7Cl.tmp 12/21/2004 Detailed Report Page 1 of HCS2000" DETAILED REPORT opera► ►nrormauon I Site Information Wlyst PHR+A Intersection warrior Drive & Tasker Road Agency or Co. PHR+A (S) . Date Performed 11129104 Area Type All other areas Time Period AM Peak Hour Jurisdiction Analysis Year 2012 Build -out Conditions Project ID Artrip - Phase # 3 Volume and Timinq Input EB WB NB SB LT TH RT LT TH I RT LT TH RT LT TH RT Number of lanes, N� 1 1 1 1 1 1 1 1 1 1 1 1 Lane group L T R L T R L T R L T R Volume, V (vph) 49 452 240 114 417 188 172 378 98 264 325 43 % Heavy vehicles, %HV 2 6 2 2 6 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 A A A A A A I A A A A Start-up lost time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 1 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 1 3.0 3.0 3.0 3.0 Aftring/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 In ial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing EW Perm 02 03 04 SB Only NS Perm 07 08 Timing G= 50.0 IY= G= G= G= G= 10.0 G= 45.0 G= G= 5 Y= Y= Y= Y= 0 Y= 5 Y= IY= Duration of Analysis, T = 0.25 Cycle Length, C = 115.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH I RT LT TH RT LT TH RT Adjusted flow rate, v 52 476 253 120 439 198 181 398 103 278 342 45 Lane group capacity, c 280 779 688 252 779 688 405 729 619 369 891 757 v/c ratio, X 0.19 0.61 0.37 0.48 0.56 0.29 0.45 0.55 0.17 0.75 0.38 0.06 iftgreen ratio, g/C 0.43 0.43 0.43 0.43 0.43 0.43 0.39 0.39 0.39 0.48 0.48 0.48 rm delay, di 20.0 25.0 21.9 23.2 24.3 21.0 25.8 27.1 22.8 28.9 19.2 16.1 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1-000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.20 0.11 0.11 0.16 0.11 0.11 0.15 0.11 0.31 0.11 0.11 i le://C:\Documents%20and%20Settings\G1ickman\Local%20Settings\Temp\s2k20.tmp 12/27/2004 Detailed Report Page 2 of Incremental delay, d2 0.3 1.4 0.3 1.4 0.9 0.2 0.8 0.9 0.1 8.5 0.3 0.0 ial queue delay, d3 trol delay 20.3 26.4 22.2 24.6 25.3 21.2 26.6 28.0 22.9 37.4 19.4 16.1 Lane group LOS C C C C C C C C C D 8 8 Approach delay 24.7 24.1 26.8 26.7 Approach LOS C C C C Intersection delay 25.5 Xc = 0.63 Intersection LOS C ics2000 I • Copyright © 2000 University of Florida, All Rights Reserved Version 4.1 le://C:\Documents%20and%20Settings\GlickmanToca] %20Settings\Temp\s2k20. tmp 12/27/2004 Detailed Report Page 1 of: HCS2000'" DETAILED REPORT filfiVeral Information I Site Information Wyst PHR+A Agency or Co. PHR+A Date Performed 11129104 Time Period PM Peak Hour Volume and Timina Innut Intersection warrior Drive & Tasker Road (S) Area Type All other areas Jurisdiction Analysis Year 2012 Build -out Conditions Project ID Artrip - Phase # 3 EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N1 1 1 1 1 1 1 1 1 1 1 1 1 Lane group L T R L T R L T R L T R Volume, V (vph) 46 357 199 191 650 355 220 437 111 346 509 55 % Heavy vehicles, %HV 2 6 2 1 2 6 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 A I A A A A A A A A A Start-up lost time, I, 2.0 2.0 2.0 12.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 12.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 1 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Aftring/metering, 1 1.000 1,000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 I al unmet demand, Ob 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing EW Perm 02 03 04 SB Only NS Perm 07 08 Timing G= 45.0 IY= G= G= G= G= 15.0 G= 45.0 G= G= 5 Y= Y= Y= Y= 0 Y= 5 Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C - 115.0 Lane Group Capacitv, Control Delay. and LOS Determination EB WB NB SB LT TH RT LT TH I RT LT TH RT LT TH RT Adjusted flow rate, v 48 376 209 201 684 374 232 460 117 364 536 58 Lane group capacity, c 65 701 619 275 701 895 313 729 619 400 972 826 v/c ratio, X 0.74 0.54 0.34 0.73 0.98 0.42 0.74 0.63 0.19 0.91 0.55 0.07 TaiaI green ratio, g/C 0.39 0.39 0.39 0.39 0.39 0.57 0.39 0.39 0.39 0.52 0.52 0.52 rm delay, di 30.0 27.0 24.5 29.8 34.5 14.2 30.0 28.3 23.0 20.7 18.5 13.7 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.30 0.14 0.11 0.29 0.48 0.11 0.30 0.21 0.11 0.43 0.15 0.11 ile://C:\Documents%20and%20Settings\Glickman\Local%20Settings\Temp\s2k2B.tmp 12/27/2004 Detailed Report Page 2 of Incremental delay, d2 35.6 0.8 0.3 9.6 27.9 0.3 9.1 1.8 0.1 24.4 1 0.7 0.0 lailipl queue delay, d3 rol delay 65.5 27.8 24.9 39.4 62.4 14.5 39.1 30.1 23.2 45.1 19.1 13.7 Lane group LOS E C C D E e D C C D e e Approach delay 29.7 44.5 31.7 28.7 Approach LOS C D C C Intersection delay TA.1 35.0 XC = 0.90 Intersection LOS C ICS2000 • 1 • Copyright © 2000 University of Florida, All Rights Reserved Version 4.IE le://C:\Documents%20and%20Settings\Glickman\Local %20Settings\Temp\s2k2B.tmp 12/27/2004 Detailed Report Page 1 of 2 • • • HCS2000`" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11129104 Time Period AM Peak Hour Intersection Route 37 & NB 1-81 Ramps Area Type All other areas Jurisdiction Analysis Year 2012 Build -out Conditions Project ID Artrip - Phase # 3 - Suggested Improvements Volume and TimingInput EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N� 2 3 0 0 2 0 2 1 1 0 0 0 Lane group L T T L T R Volume, V (vph) 267 1242 1410 808 0 226 % Heavy vehicles, %HV 6 6 6 6 6 6 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, 11 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 1 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 1 0 0 Min. time for pedestrians, GP 3.2 3.2 3.2 Phasing EB Only Thru Only 03 04 NB Only 06 07 08 Timing G= 7.0 G= 45.0 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 = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB 1 WB NB SB LT TH RT I LT I TH RT LT TH RT LT TH RT Adjusted flow rate, v 281 1307 1484 851 0 238 Lane group capacity, c 257 2821 1707 1029 558 474 v/c ratio, X 1.09 0.46 0.87 0.83 0.00 0.50 Total green ratio, g/C 0.08 0.58 0.50 0.31 0.31 0.31 Uniform delay, d1 41.5 11.0 19.9 28.8 21.4 25.3 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k7CC.tmp 12/21/2004 Metalled Keport Page 2 of 2 • J Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.50 0.11 0.40 0.37 0.11 0.11 Incremental delay, d2 83.4 0.1 5.1 5.7 0.0 0.9 Initial queue delay, d3 Control delay 124.9 11.1 25.0 34.4 21.4 26.2 Lane group LOS F B C C C C Approach delay 31.2 25.0 32.6 Approach LOS C C C Intersection delay u�connnTM 29.4 X = 0.87 Intersection LOS C �vNy„gi11 v _vvu umversuy of rlonoa, All Rights Reserved Version 4.le file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k7CC.tmp 12/21/2004 vetai led Keport Page 1 of 2 • • HCS2000`*' DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11129104 Time Period PM Peak Hour Intersection Route 37 & NB 1-81 Ramps Area Type All other areas Jurisdiction Analysis Year 2012 Build -out Conditions Project ID Artnp - Phase # 3 - Suggested Improvements Volume andTiming Input EB WB NB SB LT TH FIT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 2 3 0 0 3 0 2 1 1 0 0 0 Lane group L T T L T R Volume, V (vph) 510 2289 1431 767 5 356 % Heavy vehicles, %HV 6 1 6 6 6 6 6 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 12.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 106 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EB Only I Thru Only 03 04 NB Only 06 1 07 08 Timing G= 14.0 G= 34.0 G= G= G= 27.0 G= G= G= Y= 5 IY= 5 Y= Y= Y= 5 Y= 1Y= 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 537 2409 1506 807 5 263 Lane group capacity, c 514 2876 1845 992 538 457 v/c ratio, X 1.04 0.84 0.82 0.81 0.01 0.58 Total green ratio, g/C 0.16 0.59 0.38 0.30 0.30 0.30 Uniform delay, d1 38.0 15.0 25.2 29.2 22.1 26.7 file:HC:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k7D7.tmp 12/21/2004 Vetalled Keport Page 2 of 2 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.50 0.37 0.36 0.35 0.11 0.17 • Incremental delay, d2 51.9 2.3 3.0 5.3 0.0 1.8 Initial queue delay, d3 Control delay 89.9 17.3 28.2 34.4 22.1 28.4 Lane group LOS F g C C C C Approach delay 30.6 28.2 32.9 Approach LOS C C C Intersection delay 30.4 XC = 0.83 Intersection LOS C HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.le • • file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k7D7.tmp 12/21/2004 uetailecl Keport Page 1 of 2 • • • HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11129104 Time Period AM Peak Hour Intersection Route 37 & SB 1-81 Ramps Area Type All other areas Jurisdiction Analysis Year 2012 Build -out Conditions Project I D Artrip - Phase # 3 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT I TH RT Number of lanes, N� 0 2 0 0 2 0 0 0 0 0 1 1 Lane group T LT LT R Volume, V (vph) 1092 0 2218 417 0 370 % Heavy vehicles, %HV 6 6 6 6 6 6 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, 12.0 2.0 2.0 12.0 Extension of effective green, e 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 Filtering/metering, I 1.000 1.000 1.000 1.000 Initial unmet demand, Ob 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 1 0 N N 0 N N N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EW Perm 02 03 04 SB Only 06 07 08 Timing G= 65.0 G= G= G= G= 30.0 G= G= G= Y= 5 1Y= Y= Y= Y= 5 Y= Y= IY= Duration of Analysis, T = 0.25 Cycle Length, C = 105.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT I TH RT LT TH RT LT TH I RT Adjusted flow rate, v 1149 2335 439 389 Lane group capacity, c 2113 2113 488 435 v/c ratio, X 0.54 1.11 0.90 0.89 Total green ratio, g/C 0.62 0.62 0.29 0.29 Uniform delay, d1 11.5 20.0 36.1 36.0 file://C:\Documents%20and%20Settings\Boyapally\Locai%20Settings\Temp\s2k7E2.tmp 12/21/2004 Uetalled Report Page 2 of 2 • • Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.14 0.50 0.42 0.42 Incremental delay, d2 0.3 55.0 19.5 20.4 Initial queue delay, d3 Control delay 11.8 175.0 55.5 56.4 Lane group LOS B E E E Approach delay 11.8 75.0 55.9 Approach LOS B E E Intersection delay 54.5 X c = 1.04 Intersection LOS D k-opyngnt v IUUU University or Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k7E2.tmp 12/21/2004 vetai led Keport Page 1 of 2 • • • HCS2000' DETAILED REPORT General Information Site Information Analyst ' PHR+A Agency or Co. PHR+A Date Performed 11129104 Time Period PM Peak Hour Intersection Route 37 & SB 1-81 Ramps Area Type All other areas Jurisdiction Analysis Year 2012 Build -out Conditions Project ID Artrip - Phase # 3 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT--- Number of lanes, Ni 0 2 0 0 2 0 0 0 0 0 1 1 Lane group T LT LT R Volume, V (vph) 1937 0 2198 861 0 410 % Heavy vehicles, %HV 6 6 6 6 6 1 6 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, 12.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 _F_ ::d 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EW Perm 02 03 04 SB Only 06 07 08 Timing G= 52.0 G= G= G= JG= 38.0 G= G= G= Y= 5 Y= Y= Y= IY= 5 Y= Y= 17= Duration of Analysis, T = 0.25 Cycle Length, C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT I TH RT Adjusted flow rate, v 2039 2314 906 432 Lane group capacity, c 1775 1775 649 579 v/c ratio, X 1.15 1.30 1.40 0.75 Total green ratio, g/C 0.52 0.52 0.38 0.38 Uniform delay, d1 24.0 24.0 31.0 26.8 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k7ED.tmp 12/21/2004 Uetalled Keport Page 2 of 2 • • Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.50 0.50 0.50 0,30 Incremental delay, d2 74.0 140.9 187.5 5.3 Initial queue delay, d3 Control delay 98.0 164.9 218.5 32.1 Lane group LOS F F TF C Approach delay 98.0 164.9 158.3 Approach LOS F F F Intersection delay 189.4 X� = 1,34 Intersection LOS F HCS2000" Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k7ED.tmp 12/21/2004 ucLaiieu t�.eport Page 1 of 2 • • HCS2000- DETAILED REPORT General Information Site Information Analyst PHR+A Intersection Route 37 & SB I-81 Ramps Agency or Co. PHR+A Area Type All other areas Date Performed 11129104 Jurisdiction Time Period AM Peak Hour Analysis Year 2012 Build -out Conditions Project ID Artrip - Phase # 3 - Suggested Improvements Volume and TimingInput Number of lanes, N1 EB WB NB SB LT 0 TH 3 RT 0 LT 0 TH 3 RT 0 LT 0 TH 0 RT 0 LT I TH RT 2 0 1 Lane group T LT R Volume, V (vph) 1092 0 2218 417 370 % Heavy vehicles, %HV 6 6 6 6 6 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A Start-up lost time, I, 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 Filtering/metering, I 1.000 1.000 1.000 1.000 1,000 Initial unmet demand, Ob 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 Min. time for pedestrians, Gp 3.2 3.2 3.2 Phasing EW Perm 1 02 03 04 1 SB Only 06 07 08 TimingG= 50.0 G= Y= 5 1Y= Duration of Analysis, T = 0.25 G= G= G= 30.0 G= G= G= Y= IY= Y=5 Y= Y= Y= Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination Adjusted flow rate, v EB WB NB SB LT TH 1149 RT LT TH 2335 RT LT TH RT LT I TH RT 439 389 Lane group capacity, c 2713 2713 1102 508 v/c ratio, X 0.42 0.86 0.40 0.77 Total green ratio, g/C 0.56 0.56 0.33 0.33 Uniform delay, d1 11.6 17.0 123.1 26.9 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k7F8.tmp 12/21/2004 >Jctzu Ieu Kepurt Page 2 of 2 • • • Progression factor, PF 1,000 1.000 1.000 1.000 Delay calibration, k - 0.11 0.39 0.11 0.32 Incremental delay, d2 0.1 3.1 0.2 6.9 Initial queue delay, d3 Control delay 11.7 20.1 23.3 33.8 Lane group LOS B C C C Approach delay 11.7 20.1 28.2 Approach LOS B C C Intersection delay 19.4 Xc = 0.83 Intersection LOS B n(.,)Z000•- Copynght © 2000 University of Florida, All Rights Reserved Version 4.1e fileWCADocuments%20and%20Settings\Boyapall y\Local%20Settings\Temp\s2k7F8.tmp 12/21/2004 uetai iea tceport Page 1 of 2 • • HCS2000'"DETNLED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11129104 Time Period PM Peak Hour Intersection Route 37 & SB 1-81 Ramps Area Type All other areas Jurisdiction Analysis Year 2012 Build -out Conditions Project ID Artrip - Phase # 3 - Suggested Improvements Volume and TimingInput EB WB NB I SB LT TH RT LT TH RT LT I TH RT I LT TH RT Number of lanes, N� 0 3 0 0 3 0 0 0 0 1 2 0 1 Lane group T T L R Volume, V (vph) 1937 2198 861 410 % Heavy vehicles, %HV 6 6 6 6 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A Start-up lost time, I, 12.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 Filtering/metering, I 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 Lane width 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 Min. time for pedestrians, GP 3.2 3.2 Phasing Thru Only 02 03 04 SB Only 06 07 08 Timing G= 48.0 IY= G= G= I G= G= 32.0 G= G= G= 5 Y= Y= 1Y= 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 I TH RT LT TH RT LT TH I RT Adjusted flow rate, v 2039 2314 906 432 Lane group capacity, c 2604 2604 1176 542 v/c ratio, X 0.78 0.89 0.77 0.80 Total green ratio, g/C 0.53 0.53 0.36 0.36 Uniform delay, d1 16.8 18.6 25.7 26.1 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k803.tmp 12/21/2004 lietai lea Keport Page 2 of 2 • E • Progression factor, PF 1.000 1,000 1.000 1.000 Delay calibration, k 0.33 0.41 0.32 0.34 Incremental delay, d2 1.6 4.2 3.2 8.2 Initial queue delay, d3 Control delay 18.5 22.8 28.9 34.3 Lane group LOS g C C C Approach delay 18.5' 22.8 30.7 Approach LOS g C C Intersection delay 23.1 X = 0.85 c Intersection LOS C wwvv--- Lopyrngnt U ZUOu University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k803.tmp 12/21/2004 1Jetai leci Keport Page 1 of 2 • • • HCS2000- DETAILED REPORT General Information Site Information Analyst PHR+A Y Agency or Co. PHR+A Date Performed 11124104 Time Period AM Peak Hour Crosspointe Blvd & Tasker Intersection Road Area Type All other areas yp Jurisdiction Analysis Year 2012 Build -out Conditions Project ID Artrip -Phase # 3 Volume and Timin In ut EB WB NB SB LT TH RT LT TH I RT LT TH RT LT TH RT Number of lanes, N� 1 2 1 1 2 0 2 1 1 0 1 1 Lane group L T R L TR L T R LT R Volume, V (vph) 252 534 682 77 817 0 986 38 55 0 45 321 % Heavy vehicles, %HV 2 2 6 2 2 2 6 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 A A A A A A A A A A Start-up lost time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 90 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 ICI 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left EW Perm 03 04 NB Only SB Only 07 08 Timing G= 10.0 G= 26.0 G= G= G= 32.0 G= 7.0 JG= G= Y= 0 Y= 5 Y= Y= Y= 5 Y= 5 1 Y= = Ty _ 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 265 562 718 81 860 1038 40 58 47 243 Lane group capacity, c 280 1025 1067 320 1025 1176 662 739 145 387 v/c ratio, X 0.95 0.55 0.67 0.25 0.84 0.88 0.06 0.08 0.32 0.63 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k80E.tmp 12/21/2004 UelalleCl Keport Page 2 of 2 Total green ratio, g/C Uniform delay, di 0.40 22.1 0.29 27.0 0.70 7.7 �0.40 17.9 0.29 30.0 • Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.46 0.15 0.24 0.11 0.37 Incremental delay, d2 39.5 0.6 1.7 0.4 6.3 Initial queue delay, d3 Control dela • 0.36 10.36 10.47 27.2 19.1 13.3 1.000 1.000 1.000 0.41 0.11 0.11 8.1 0.0 0.0 Y 61.6 27.7 9.3 18.4 36.3 35.4 19.1 13.3 Lane group LOS E C A 8 p p g B Approach delay 25.0 34.8 33.7 F proach LOS C CCrsection delay 30.6 Xc = 0.80 Intersection LOS HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved 39.3 30.3 000 1.000 0.11 0.21 1.3 13.2 40.6 d 33.6 D C 34.7 C C Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local %20Settings\Temp\s2k80E.tmp 12/21 /2004 LcLauea t,report Page 1 of 2 HCS2000'" DETAILED REPr)RT General Information Site Information • Analyst PHR+A Intersection Crosspointe Blvd & Tasker Agency or Co. PHR+A Road Date Performed 11124104 Area Type All other areas Time Period PM Peak Hour Jurisdiction Analysis Year 2012 Build -out Conditions Project ID Artrip - Phase # 3 Volume and Timing In ut 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 2 1 1 0 1 1 Lane group L T R L TR L T R LT R Volume, V (vph) 454 1255 935 129 1028 0 654 86 146 0 85 425 % Heavy vehicles, %HV 2 2 6 2 2 2 6 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 A A A A A A A A A A Start-up lost time, I, Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 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 3.013.0 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, Ob 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 140 0 0 0 0 0 35 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 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 EW Perm Timing G= 15.0 G= 35.0 Y= 0 Y= 5 Duration of Analysis, T = 0.25 03 G= 04 G= 1 NB Only JG= 19.0 SB Only G- 6.01 07 G= 08 G= Y IY= IY= 5 Y= 5 IY= Y= 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 478 1321 837 136 1082 688 91 154 89 411 Lane group capacity, c 378 1379 999 378 1379 698 393 598 124 457 v/c ratio, X 1.26 a96 0.84 0.36 0.78 0.99 0.23 0.26 0.72 0.90 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k819.tmp 12/21/2004 iceport Page 2 of 2 • • Total green ratio, g/C 0.56 0.39 10.66 0.56 0.39 0.21 0.21 0,38 0.07 1 0.29 Uniform delay, d1 26.0 26.8 11.8 15.4 24.2 35.4 29.4 19.3 41.2 30.7 Progression factor, PF 1,000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.50 0.47 0.37 0.11 0.33 0.49 0.11 0.11 0.28 0.42 Incremental delay, d2 138.6 15.3 6.4 0.6 13.1 30.4 0.3 0.2 18.1 20.4 Initial queue delay, d3 Control delay 164.6 42.1 18.2 16.0 27.2 65.7 29.7 19.5 59.3 51.2 Lane group LOS F D B B C E C B E D Approach delay 56.8 26.0 54.6 52.6 Approach LOS E C D D Intersection delay 48.9 X� = 1.40 Intersection LOS D HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k819.tmp 12/21/2004 LCUni ir.0 r�,uhurL Page I of 2 • • HCS2000`"' DETAILED DEPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 11124104 Time Period AM Peak Hour Intersection Crosspointe Blvd & Warrior Dr Area Type All other areas Jurisdiction Analysis Year 2012 Build -out Conditions Project ID Artrip -Phase # 3 Volume and Timin In ut Number of lanes, N� EB WB NB SB LT 0 TH 1 RT 1 LT 0 TH 1 RT 0 LT 1 TH 1 RT 0 LT 0 TH RT 1 0 Lane group LT R LTR L TR LTR Volume, V (vph) 0 60 446 18 80 0 650 59 13 0 73 0 % Heavy vehicles, %HV 2 2 6 2 2 2 6 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 6.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, 11 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 20 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, Nm Buses stopping, NB 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing EW Perm 02 03 04 NB Only NS Perm 07 08 Timing G= 25.0 G= G= G= G= 33.0 G= 22.0 G= G= Y= 5 Y= Y= Y= IY= 0 Y= 5 Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination Adjusted flow rate, v EB WB NB SB LT TH 63 RT 469 LT TH 103 RT LT 684 TH 76 RT LT I TH 77 RT Lane group capacity, c 518 1067 493 849 1107 455 v/c ratio, X 0.12 0.44 0.21 1 0.81 0.07 0.17 file://C:\Documents%20and%20Settings\Boyapally\Loc al %20Settings\Temp\s2k8 3 A.tmp 12/21/2004 UVI- lIeU 1'elJUl-1. Page 2 of 2 Ll • • Total green ratio, g/C 0.28 0.70 0.28 1 0.61 0.61 0.24 Uniform delay, di 24.3 5.8 24.9 11.8 7.1 26.8 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.11 0.35 0.11 0.11 Incremental delay, d2 0.1 0.3 0.2 5.7 0.0 0.2 Initial queue delay, d3 Control delay 24.4 6.1 25.1 17.6 7.1 27.0 Lane group LOS C A C B A C Approach delay 8.3 25.1 16.5 27.0 Approach LOS A C B C Intersection delay 14.7 X c = 0.55 Intersection LOS B HCS2000' M Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\BoyapallyTocal%20Settings\Temp\s2k83A.tmp 12/21/2004 ncPui L Page 1 of 2 • • • HCS2000" DETAILED REPORT General Information Site Information Analyst PHR+A Y Agency or Co. PHR+A Date Performed 11124104 Time Period PM Peak Hour Crosspointe Blvd & Warrior Intersection Dr Area Type All other areas JurisdictionAnalysis Year 2012 Build -out Conditions Project ID Artrip -Phase # 3 Volume and Timin In ut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N, 0 1 1 0 1 0 1 1 0 0 1 0 Lane group LT R LTR L TR LTR Volume, V (vph) 0 198 867 38 188 0 675 103 40 0 100 0 % Heavy vehicles, %HV 2 2 6 2 2 2 6 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 A A A A A A A A A A Start-up lost time, 11 12.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 20 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing EW Perm 02 03 04 NB Only NS Perm 07 08 Timing G= 25.0 G= G= G= G= 33.0 G= 22.0 G= G= Y= 5 IY= 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 I TH RT LT TH RT LT TH RT Adjusted flow rate, v 208 913 238 711 150 105 Lane group capacity, c 518 1067 438 821 1091 455 v/c ratio, X :1 0.40 0.86 0.54 0.87 0.14 0.23 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k845.tmp 12/21/2004 MCPOFI Page 2 of 2 P� • • Total green ratio, g/C 0.28 0.70 0.28 0.61 0.61 0.24 Uniform delay, di 26.4 10.1 27.6 12.5 7.4 27.2 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.39 0.14 0.40 0.11 0.11 Incremental delay, d2 0.5 7.0 1.4 9.7 0.1 0.3 Initial queue delay, d3 Control delay 26.9 17.1 29.0 22.1 7.5 27.5 Lane group LOS I C 8 C C A C Approach delay 18.9 29.0 19.6 27.5 Approach LOS g C g C Intersection delay 20.6 X c = 0.71 Intersection LOS C HCS2000-'M Copyright © 2000 University of Florida, All Rights Reserved Version 4.1 e file://C:\Documents%20and%20Settings\Boyapally\Loc al%20Settings\Temp\s2k845.tmp 12/21/2004 "VA61 JUU 1\U[)U1 L Page 1 of 2 General Information • Analyst PHR+A Agency or Co. PHR+A Date Performed 11129104 Time Period AM Peak Hour • Volume anti Timinn Ir nt,f 1-1CS2000" DETAILED REPORT Site Information Intersection Hillandale Lane & Tasker Road Area Type All other areas Jurisdiction Analysis Year 2012 Build -out Conditions Project ID Artrip - Phase # 3 Number of lanes, N1 EB WB NB LT 0 TH 1 RT 0 LT 0 TH 1 RT 0 LT 1 I TH 1 RT 0 Lane group LTR LTR L TR Volume, V (vph) 31 0 192 21 0 4 208 50 32 % Heavy vehicles, %HV 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 Pretimed (P) or actuated (A) A A A A A A A A A Start-up lost time, 11 2.0 2.0 2.0 2.0 Extension of effective green, e 2•0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 Filtering/metering, I 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 p 0 0 0 Lane width 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 Min. time for pedestrians, G Phacinn 1771 o_77 3.2 .,., 3.2 3.2 Timing - G= 42.0 G= ..li 1 G= u4 G= 11vJ Perm G= 38.0 06 G= Y= 5 Y= Y= Y= IY= 5 Y= Duration of Analysis, T = 0.25 Cycle I Lane Group Capacity, Control Delay, and LOS Determination EB LT TH RT WB LT TH RT NB LT TH Adjusted flow rate, v 235 26 219 87 Lane group capacity, c 741 663 475 741 • v/c ratio, X 0.32 0.04 0.46 0.12 Total green ratio, g/C 0.47 0.47 0.42 0.42 - vo •®■ M®E ©©© E N�= mm ONE ■©■ 0 1 1 0 I ©M© 0 3.2 07 08 G= G= Y= IY= 1, C = 90.0 �W ■-B ■.W m-m RT file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k850.tmp 12/21/2004 1u,pul L Page 2 of 2 r1 L • • Uniform delay, di 15.0 13.0 18.7 15.8 17.0 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, d2 0.2 0.0 0.7 0.1 0.2 Initial queue delay, d3 Control delay 15.3 13.1 19.4 15.9 17.2 Lane group LOS I B B B B B Approach delay 15.3 13.1 18.4 17.2 Approach LOS B B B B Intersection delay 16.9 X c = 0.39 Intersection LOS B HCSZ000 ' Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k850.tmp 12/21/2004 i\cJwi i Page 1 of 2 • • • HCS2000- DETAILED REPORT General Information Site Information Intersection Hillandale Lane & Tasker Road Area Type All other areas Jurisdiction Analysis Year 2012 Build -out Conditions Project ID Artrip - Phase # 3 Analyst PHR+A Agency or Co. PHR+A Date Performed 11129104 Time Period PM Peak Hour Volume and Timin In [it EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N1 0 1 0 0 1 0 1 1 0 0 1 0 Lane group LTR LTR L TR LTR Volume, V (vph) 60 0 315 123 0 1 24 293 133 114 22 70 49 % 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 A A A A A A A A A A Start-up lost time, 11 2.0 2.0 2.0 2.0 2.0 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 1 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing EW Perm 02 03 04 1 M Perm 06 07 1 08 G= 42.0 G= Timing IY= 5 Y•= Duration of Analysis, T = 0.25 G= IY= G = G= 38.0 G= G = G = Y= Y= 5 Y= IY= IY= Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination Adjusted flow rate, v EB WB NB SB LT TH 395 RT LT I TH 154 RT LT 308 TH 260 RT LT TH RT 149 Lane group capacity, c 715 443 529 732 701 v/c ratio, X 0.55 0.35 0.58 0.36 0.21 Total green ratio, g/C 0.47 0.47 0.42 0.42 0.42 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k85B.tmp 12/21/2004 ♦ FUI L Page 2 of 2 • • Uniform delay, d1 17.2 115.3 19.9 17.7 16.5 Progression factor, PF 1.000 1.000 1.000 1,000 1.000 Delay calibration, k 0.15 0.11 0.17 0.11 0.11 Incremental delay, d2 0.9 0.5 1.6 0.3 0.2 Initial queue delay, d3 Control delay 18.2 15.8 21.6 18.0 16.7 Lane group LOS B B C B B Approach delay 18.2 15.8 19.9 16.7 Approach LOS B B B B Intersection delay 18.5 Xc = 0.57 Intersection LOS B n(-3z000• Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k85B.tmp 12/21/2004 Page I of 2 TWO-WAY STOP CON' General Information Sit • Analyst PHR+A IntE Agency/Co. PHR+A Date Performed 11129104 Juri Analysis Time Period AM Peak Hour AnE Project Description Artrip - Phase # 3 East/West Street: Lakeside Drive Intersection Orientation: North -South Vehicle Volumes and Adjustments Major Street Northbound Movement 1 2 L T Volume 0 794 Peak -Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 0 835 Percent Heavy Vehicles 2 Median Type RT Channelized Lanes 0 1 Configuration Upstream Signal 0 Minor Street Westbound Movement 7 8 L T Volume • 4 0 Peak -Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 4 0 Percent Heavy Vehicles 2 0 Percent Grade (%) 0 Flared Approach N Storage 0 Channelized es ifiguration ly, Queue Le ovement ane Configuration (vph) (m) (vph) ueue length I Delay .pproach Delay pproach LOS Rights Reserved 1-MWMM_ WM v� 7 ul ,N u L R rROL SUMMARY e Information rsection Lakeside Dr & Warrior Drive sdiction lysis Year 2012 Build -out Conditions ih/South Street: Warrior Drive 9y Period (hrs): 0.25 Southbound 3 4 5 6 R L T R 1 379 0 95 0.95 0.95 0.95 1 398 0 - 2 Raised curb 0 0 1 0 4 LT 0 Eastbound 3 10 11 12 3 L T R 3 0 0 0 15 1 0.95 0 0.95 0 0.95 0 2 0 0 N 0 0 0 0 0 0 Westbound Eatnd $ 9 10 12 LR 28 0.08 r1359 0.25 5.9 C 15.9 C file://C:\Documents%20and%20Settings\BoyapalIy\Local%20Settings\Temp\u2k85E.tmp 12/21/2004 ^ - • , ".Y v wY t U l"I V I Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information • Analyst PHR+A Intersection Agency/Co. PHR+A Date Performed 11129104 Jurisdiction Analysis Time Period PM Peak Hour Analysis Year Project Description Artrip - Phase # 3 East/West Street: Lakeside Drive Intersection Orientation: North -South Vehicle Volumes and Adjustments Major Street Movement Northbound 1 2 L T Volume 0 503 Peak -Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 0 529 Percent Heavy Vehicles 2 Median Type RT Channelized Lanes Configuration 0 1 Upstream Signal 0 Minor Street Westbound Movement f L 8 T • Volume Peak -Hour Factor, PHF 3 0.95 0 0.95 Hourly Flow Rate, HFR Percent Heavy Vehicles 3 2 0 0 Percent Grade (%) 0 Flared Approach N Storage 0 RT Channelized Lanes 0 0 Configuration LR Delay, Queue Len th, and Level of Service Approach Movement NB 1 SB 4 Lane Configuration LT (vph) 22 C (m) (vph) 1035 lc 0.02 95% queue length 0.07 Control Delay 8.6 LOS A •Approach Delay Approach LOS Rights Reserved Lakeside Dr & Tasker Road 2012 Build -out Conditions h/South Street: Tasker Road ly Period (hrs): 0.25 3 4 R L 4 21 0.95 0.95 4 22 -- 2 Raised curb 0 0 0 TR LT 9 R 15 0.95 15 2 Q '01 0 Southbound 5 T 949 0.95 99 1 0 Eastbound __ 11 T 0 0.95 0 0 0 N 0 0 0 0 0 0 Eastbound 10 1 11 1 12 file://C:\Documents%20and%20Settings\BoyapalIy\Local%20Settings\Temp\u2k86Ltmp 12/21/2004 - •• - ­ J vwN wuu VI Page 1 of 2 • • General Information TWO-WAY STOP CONTROL SUMMARY Site Information Imilalysi PHR+A Intersection ency/Co. PHR+A te Performed 11124104 urisdiction alysis Time Period AM Peak Hour Analysis Year Project Description Artrip - Phase # 3 East/West Street: Tasker Road Intersection Orientation: East-West Vehicle Volumes and Adjustments Major Street Eastbound Movement 1 2 L T Volume (veh/h) 0 16 Peak -hour factor, PHF 0.95 0.95 Hourly Flow Rate (veh/h) 0 16 Proportion of heavy vehicles, PHv 2 - Median type FIT Channelized? Lanes 0 1 Configuration Upstream Signal 0 Minor Street Northbound Movement 7 8 L T ✓olume (veh/h) 55 0 leak -hour factor, PHF 0.95 0.95 -sourly Flow Rate veh/h 57 0 'roportion of heavy ,ehicles, PHv 2 2 'ercent grade (%) 0 lared approach __T N :: Storage 0 RT Channelized? Lanes 0 0 Configuration LR Control Dela , Queue Length, Level of Service pproach Eg Wg Movement 1 4 Lane Configuration LT Volume, v (vph) 14 cm (vph) 1520 hCappacity, 0.01 • ength (95%) 0.03 7 is Q Nort. Warrior Drive & Tasker 12 Build -out MMMMMEEMEM I ME .riod Westbound Southbound 1 � 1 � 1 Southbound- file://C:\Documents%20and%20Settings\BoyapalIy\Loca]%20Settings\Temp\u2k864.tmp 12/21/2004 "J -'-r rztgc / ul • • • Control Delay (s/veh) 7.4 9.5 LOS A A Approach delay (s/veh) - 9.5 Approach LOS - - A HCS2000TM Copyright © 2003 University of Florida. All Rights Reserved Version 4.Id file:HC:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k864.tmp 12/21/2004 . r.v I I uy .JLVP 1-V1IU VI Page 1 of 2 • 16 • ral Information TWO-WAY STOP CONTROL SUMMARY Site Information nalyst PHR+A Agency/Co. PHR+A Date Performed 11124104 Analysis Time Period PM Peak Hour Intersection Warrior Drive & Tasker Road Jurisdiction Analysis Year 2012 Build -out Conditions Project Description Artrip - Phase # 3 East/West Street: ' Tasker Road North/South Street: Warrior Drive Intersection Orientation: East-West 1.qfiudy Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 Volume (veh/h) L 0 T 41 R 96 L 4 T R Peak -hour factor, PHF 0.95 0.95 0.95 0.95 17 0.95 0 0.95 Hourly Flow Rate (veh/h) 0 43 101 4 17 0 Proportion of heavy vehicles, PHv 2 -- -- 2 Median type Undivided RT Channelized? 0 Lanes 0 1 0 0 1 0 0 Configuration TR LT Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 Volume (veh/h) L 93 T 0 R 10 L 0 T R Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0 0.95 0 0.95 Hourly Flow Rate (veh/h 97 0 10 0 0 0 Proportion of heavy vehicles, PHv 2 2 2 2 2 2 Percent grade (%) 0 0 Flared approach N N Storage 0 0 FIT Channelized? 0 Lanes 0 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) 4 107 Capacity, cm (vph) 1438 883 /c ratio 0.00 0.12 Queue length (95%) 0.01 0.41 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k867.tmp 12/21/2004 _ ..I.j -p �vuuvI trol Delav (s/veh L ach delay ) ach LOS HCS2000TM I.D 9.6 A A 9.6 A Copyright © 2003 University of Florida. All Rights Reserved file://C:\Documents%20and%20Settings\BoyapalIyToca] %20Settings\Temp\u2k867.tmp Page 1 of 1 • Movement Summary Lakeside and Warrior Drive (AM Peak Hour) Roundabout Vehicle Movements Acelik �-.-� & associatt�s aaTraffc SIDR "k Deg of Aver 95% Mov No Turn Dem Flow Cap Satn DelayLevel of Back of Eff. Stop Aver Oper (yeh/h) (veh/h) (v/c) (sec) Service Queue Rate Speed Cost (ft) (mi/h) ($/h) South Approach 32 L 93 1755 0.384 4.8 LOS A 74 0.73 34.4 177 32 T 577 1755 0.384 4.8 LOS A 74 0.73 34.4 177 32 R 1 1755 0.384 4.8 LOS A 74 0.73 34.4 177 Approach 674 1755 0.384 4.8 LOS A 74 0.73 34.4 177 East Approach 22 L 1 615 0.007 12.3 LOS B 1 1.13 30.3 1 22 R 1 615 0.007 12.3 LOS B 1 1.13 30.3 1 Approach 4 615 0.007 24.6 LOS B 1 2.26 30.3 2 North Approach 42 L 1 1819 0.436 3.6 LOS A 91 0.65 35.2 201 42 T 748 1819 0.436 3.6 LOS A 91 0.65 35.2 201 42 R 43 1819 0.436 3.6 LOS A 91 0.65 35.2 201 Approach 793 1819 0.436 3.6 LOS A 91 0.65 35.2 201 West Approach 12 L 106 909 0.206 13.4 LOS B 41 1.47 29.8 56 12 R 81 909 0.206 13.4 LOS B 41 1.47 29.8 56 Approach 187 909 0.206 26.7 LOS B 41 2.93 29.8 113 All Vehicles 1658 5098 0.436 5.2 LOS A 91 0.78 34.1 436 T:\Projects\12819-2-0 (Artrip)\Artrip (12819-2-0)\HCS\RB Working Files\HCS#3\12 09 Phanse#3 AM Produced by aaSIDRA 2.0.1.206 - - - Copyright© 2000-2002 Akcelik & Associates Ptv Ltd Generated 12/21/2004 6:32:30 PM file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\%2063436... 12/21/2004 Page 1 of 1 • • Movement Summary Lakeside and Warrior Drive (PM Peak Hour) Roundabout Vehicle Movements - Acelik �- & associiltr 5 aaTraffic SIDRA Deg of Aver 950/0 Mov No Turn Dem Flow Cap Satn Dela Level of Back of Eff. Stop Aver Oper (veh/h) (veh/h) (v/c) (sec) Service Queue Rate Speed Cost (ft) (mi/h) (/h) South Approach 32 L 213 1600 0.740 6.2 LOS A 223 0.93 32.5 315 32 T 940 1600 0.740 6.2 LOS A 223 0.93 32.5 315 32 R 30 1600 0.740 6.2 LOS A 223 0.93 32.5 315 Approach 1184 1600 0.740 6.2 LOS A 223 0.93 32.5 315 East Approach 22 L 14 367 0.071 22.3 LOS C 12 1.65 25.6 9 22 R 10 367 0.071 22.3 LOS C 12 1.65 25.6 9 Approach 26 367 0.071 44.6 LOS C 12 3.30 25.6 1g North Approach 42 L 23 1588 0.631 4.8 LOS A 161 0.85 33.6 255 42 T 889 1588 0.631 4.8 LOS A 161 0.85 33.6 255 42 R 90 1588 0.631 4.8 LOS A 161 0.85 33.6 255 Approach 1002 1588 0.631 4.8 LOS A 161 0.85 33.6 255 West Approach 12 L 181 694 0.408 16.5 LOS B 77 1.69 28.3 90 12 R 102 694 0.408 16.5 LOS B 77 1.69 28.3 90 Approach 283 694 0.408 32.9 LOS B 77 3.37 28.3 179 All Vehicles 2495 4250 0.740 7.0 LOS A 223 0.99 32.3 669 T:\Projects\12819-2-0 (Artrip)\Artrip (12819-2-0)\HCS\RB Working Files\HCS#3\12 09_Phanse#3 PM Produced by aaSIDRA 2.0.1.206 - - Copyright© 2000-2002 Akcelik & Associates Ptv Ltd Generated 12/21/2004 6:32:51 PM file://C:\Documents%20and%20Settings\Boyapally\Local %20Settings\Temp\%20634896... 12/21/2004 Traffic Counts 0 0 Intersection: G11': Tasker Road Weather Dry file Nantel WnDrive Count By BRK Input By BRK Location Ste hens City,VA Count Date 11/15/2004 Minute EB: Tasker Road WB: Tasker Road NB: Warrior Drive SB: 15 Min. Period TJE Period Begining Left Thru Right Total Lett Tltru Right Total Left Thru Right Total Left Thru Right . Begining 7:00 0 30 41 71 15 60 0 75 15 0 15 30 0 176 7:00 7:15 0 43 50 93 11 66 0 77 18 0 12 30 0 200 7:15 7:30 0 82 37 119 26 62 0 88 32 0 20 52 0 259 7:30 7:45 0 68 8 76 25 67 0 92 29 0 19 48 0 216 7:45 8:00 0 41 7 48 8 39 0 47 19 0 22 41 0 136 8:00 8:15 0 57 8 65 8 50 0 58 15 0 23 38 0 161 8:15 8:30 0 44 9 53 8 53 0 61 21 0 10 31 0 145 8:30 8:45 0 42 15 57 ' 22 54 0 76 21 0 16 37 0 170 8:45 9:00 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 9:15 9:30 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 9:45 A.M. To 0 407 175 532 123 451 0 574 170 0 137 307 0 0 0 0 1463 A.M. Total 16:00 0 49 23 72 20 74 0 94 27 0 15 42 0 208 16:00 16:15 0 39 25 64 26 78 0 104 35 0 19 54 0 222 16:15 16:30 0 54 20 74 35 67 0 102 22 0 18 40 0 216 16:30 16:45 0 36 23 59 26 91 0 117 25 0 19 44 0 220 16:45 17:00 0 48 26 74 42 104 0 146 26 0 19 45 0 265 17:00 17:15 0 41 25 66 23 60 0 83 24 0 23 47 0 196 17:15 17:30 0 49 23 72 23 79 0 102 25 0 22 47 0 221 17:30 17:45 0 33 24 57 23 65 0 88 28 0 26 54 0 199 17:45 18:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18:00 18:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18:15 18:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18:30 18:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18:45 P.M. Total 0 349 189 538 218 618 0 836 212 0 161 373 0 0 0 0 1747 P.M. Total 1 Hour EB: Tasker Road WB: Tasker Road NB: Warrior Drive SB: I Hour eriod lR TEISW Periodegining Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right T Begining 7:00 0 223 136 359 77 255 0 332 94 0 66 160 0 0 0 0 851 7:00 7:15 0 234 102 336 70 234 0 304 98 0 73 171 0 0 0 0 811 7:15 7:30 0 248 60 308 67 218 0 285 95 0 84 179 0 0 0 0 772 7:30 7:45 0 210 32 242 49 209 0 2.58 84 0 74 158 0 0 0 0 658 7:45 8:00 0 184 39 223 46 196 0 242 76 0 71 147 0 0 0 0 612 8:00 8:15 0 143 32 175 38 157 0 195 57 0 49 106 0 0 0 0 476 8:15 8:30 0 86 24 110 30 107 0 137 42 0 26 68 0 0 0 0 315 8:30 8:45 0 42 15 57 22 54 0 76 21 0 16 37 0 0 0 0 170 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 0 178 91 269 107 310 0 417 109 0 71 180 0 0 0 0 866 16:00 16:15 0 177 94 271 129 340 0 469 108 0 75 183 0 0 0 0 923 16:15 16:30 0 179 94 273 126 322 0 448 97 0 79 176 0 0 0 0 897 16:30 16:45 0 174 97 271 114 334 0 448 100 0 83 183 .0 0 0 0 902 16:45 17:00 0 171 98 269 111 308 0 419 103 0 90 193 0 0 0 0 881 17:00 17:15 0 123 72 195 69 204 0 273 77 0 71 148 0 0 0 0 616 17:15 17:30 0 82 47 129 46 144 0 190 53 0 48 101 0 0 0 0 420 17:30 17:45 0 33 24 57 23 65 0 88 28 0 26 54 0 0 0 0 199 17:45 18:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18:00 1Hour rEIB: Tasker Road WB: TaskerRoad NB: WarriorDrive SB: 1Hour PeriodN,S. Period Beginingft Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total E & W Begining 7:00 0 223 136 359 77 255 0 332 94 0 66 160 0 0 0 0 851 7:00 A-M. Peak PHI = 0.75 PHF = 0.90 PHF = 0.77 PHF = #it#### 0.82 1A.M. Peak 16:15 0 177 94 271 129 340 0 469 108 0 75 183 0 0 0 0 923 16:15 P.M. Peak q PHF = 0.92 PHF = 0.80 1 PHF = 0.85 1 PHF = ##it### 0.87 IP.M. Peak 0 Intersection: E-W: Tasker Road N•calher Dry Pile Name 1/owm N-S: lWarxior Drive Count By BRK Input By 13RK Locationj Stephens City,VA Count Date "witowu 0 PEAK F1OUR u 0 0 J 1 L Tasker Road 349 J 4 t (42%) 0 0 359 223 255 — 332 136 �l r— 77 (36%) 289 �► Tasker Road I 94 0 66 2131 (22%) 160I WarriorDrive 0 P.M. PEAK HOUR 16:15 - 17:15 i 0 1 (0%) 0 0 0 0 • J L Tasker Road 448 (39%) 0 — t L� 0 271 177 340 469 94 —� �-- 129 (39%) 252 —► Tasker Road 108 0 75 223 (22%) 183I Warrior Drive Distribution l To/From Percent East 37,77% West 40.27% North 0.00% South 21.95% 100% Inlcncc l ion: li-\\: LAKESIDE DR \l rnlher R:\I� 1 ilc �anu• 1/I1/1900 V-S: I ROUTE 642 ('uunl By.UP Uipul By.1.I1) Location VA Cuunl ]),II I/3I/2n1I1 ROl• IT 642 i A.i\I Pli:\K IIOIiR I 7:00 - 8:00 1 292 (50%) 1 h35 0 _1 (U%) Ct 0 291 1 J 1 L i i r (1 612 2 LAKESIDE DR 23 O 27 r— 4 (2%) 3 —' 295I (49%) 614 1 E 1 ROUTE 642 ROUTE 642 P.M. PEAK HOUR 16:30 - 17:30 i 705 1 (50%) 359 • 0 684 21 J1 L. LAKESIDE DR 0 (0%) 0 t �� 15 0 —+ 0 —► 0 18 0 �j �� 3 (2%) 25 —� 1 F 0 344 4 617 1 (41%) 348 t ROUTE 642 Distribution To/From Percent East 1.81 % West 0.00% North 49.68% South 48.52% 100% Intersection: 1i 1W: RO1 fE37 Location Wl TIES'I'I.R.\\ 1\'"ahl. I Dry Pilc \;one l/!UI'm1, Count I3y .I,TP Input I3%1 .111' Uoust I)a1c. I-��I KF\1VIY A.M. PEAK HOUR 7:45- 8:45 !1 I•+1 , 413 J 1 L ROUTE 37 960 (42%) I64 —� t 249 584 420 464 713 0 (32%) ROUTE 37 461 1 1 i F 496 (1 41 o (15%) 537 1 I-81 RAMP I-91 RAMP P.M. PEAK HOUR I 16:45 - 17:45 0 1 12%) 1483 • 0 0 0 ROUTE 37 I soz l (45%) 313 —1 L_ 167 1027— 714 —� .— 331 «— 498 0 (31%) 742 —► ROUTE 37 r I 471 3 28 0 (12%) 5021 iI-81 RAMP Distribution To/From Percent East 31.30% (West 43.60% North 11.59% South 13.51% 100% L0L-a1i0Ijj%VLNCMI:STER.', RAMP A Count By.I.IP Count Date 10/2-1/2002 I Ile N., Incl 1-1 , IT-u --- 15 Minute Period EB: ROL 'TE 37 WB RO I 'TE 37 NB: 1-81 R.6,NIP tilt: 1-81 R \NIP 15 Min. Bcgining Left Thru Right Total Lela Tluu Right Total Left Thru Right Total Lcft Thru RightPuri I otal k & W Period Begining 7:00 7:15 7:10 7:45 8:00 8:15 8:30 8:45 A.M. Total 0 0 0 0 0 0 0 0 0 93 1 () 1 110 116 121 117 112 101 871 69 76 78 82 73 70 65 58 571 16' 177 188 1911, 19.4 187 177 159 1442 5 5 7 6 6 5 3 1 38 132 150 179 189 195 181 173 157 1356 0 0 0 0 0 0 0 0 0 117 1 186 195 201 1 M) 176 158 1394 0 f 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 31) 18 207 II U 0 0 0 0 40 46 52 58 60 57 51 44 408 63 72 "it 90 90 84 73 62 615 362 404 455 483 495 457 426 379 7:00 7:15 7:30 7:45 8:00 8:15 9:30 9:45 3451 A.M. Total 16:00 16:15 16:30 16:45 17:00 17:15 17:30 17:45 --] P.M. Total 0 0 0 0 0 0 0 0 120 125 133 137 145 141 133 119 119 127 136 144 143 137 129 121 239 252 269 281 288 278 262 240 14 12 10 13 14 12 10 7 92 144 147 154 149 162 152 147 131 1186 0 0 0 0 0 0 0 0 0 159 159 164 162 176 164 157 138 1278 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C) 0 0 0 0 49 51 57 66 65 61 56 49 454 0 0 0 0 0 0 0 0 0 44 48 54 67 69 62 51 45 440 93 99 Ill 133 134 123 107 94 894 490 510 544 576 598 565 526 472 4281 16:00 16:15 16:30 16:45 17:00 17:15 17:30 17:45 P.M. Total I Hour Period EB: ROUTE 37 WB: ROUTE 37 NB: 1-81 RAMP SB: 1-81 RAMP I Hour Begining Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total NS. E & W Period Begining 1704 1827 1880 1851 1747 7:00 7:15 7:30 7:45 8:00 7:00 7:15 30 7:45 8:00 0 420 305 725 0 448 309 757 0 464 303 767 0 466 290 756 0 451 266 717 23 650 0 673 24 713 0 737 24 744 0 768 20 738 0 758 15 706 0 721 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 110 0 196 306 1 � 7 216 333 1 8 0 227 345 Ill 0 226 337 97 0 212 309 16:00 16:15 16:30 16:45 17:00 0 0 0 0 0 515 540 556 556 538 526 550 560 553 530 1041 1090 1116 1109 1068 49 49 49 49 43 594 612 617 610 592 0 0 0 0 0 643 661 666 659 635 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 223 239 249 248 231 0 0 0 0 0 213 238 252 249 227 436 477 501 497 458 2120 2228 2283 2265 2161 16:00 16:15 16:30 16:45 17:00 1 Hour Period EB: ROUTE 37 WB: ROUTE 37 NB: 1-81 RAMP SB: 1-81 RANIP I Hour Begining 7:30 A.M. Peak 16:30 P.M. Peak Left 0 0 L Thnt 464 556 Right 303 PHF = 560 PHF = Total 767 0.97 1116 1 0.97 — Left 24 49 Thru 744 617 Right 0 PHF = 0 PIT = Total 768 0.96 666 0.95 Left 0 0 Thru 0 0 Right 0 PHF — 0 PHF = Total 0 — 0 Left — 118 249 Thru 0 Right 227 PHF = 252 PHF = Total 345 0.96 501 0.93 1 IS & W Beeflo gining 1880 0.97 7:30 A.M. Peak 2283 0.95 16:30 P.M. Peak Intersection: E-\4: RUIi-MT ?7 N'cat ll r Dn' ' N:S: I -XI R,AhII' Hunt ------ lY Location N INGIl,.ti I'ER.\ :\ (' mnt I?ate. I-li A.M. PE;'�,K HOUR 7:30- 8:30 4; OU , 1t Pile\acne I:�' loi�� Input lid; I,II' _ _-- 227 n 118 J L 971 ROUTE 37 (46%) 0 t t 767 --► 464 —� '-- 0 744 768 303 24 (36%) i ROUTE 37 582 -► t 0 u 0 ( 327I (9%) fl +1 I-91 RAMP I-81 RAMP P.M. PEAK HOUR 16:30 - 17:30 i01 • 252 It 249 L 869 ROUTE 37 (43%) 0 --t L� 0 1116— 556 -r 617 666 560 �j -- 49 (32%) ROUTE 37 SOS —► 11 r 0 fl 0 609 (13%) (1 1 I-81 RAMP Distribution To/From Percent Il East 34.06% West 44.85% North 10.07% South 11.02% 1 100% I-.-\V:I ROUTE 37 'Ithudol" I:il,: Namel ,X-S:IROUTE 847 Byl .1.1 p In nput Byl.1.1 put p Location WIN CHESTER. V Cm t Date l 10/2-1/2002 Minute EB: ROUTE 37 R(-['*I'E37 NI 3: ROUTE 847 SB: ROI.-II 847 15Ni -In. Period N.S.Perio (I Begining Left Thru Right Total Lurt Hiru Right otal Left Thru Right Total Left Thru Right Total L &- W Begining 7:00 3 0 75 78 0 1) 0 1) 110 0 0 110 0 0 5 5 193 7:0(0) 7:15 4 0 85 89 i () 1) 0 0 1-15 1 0 1.46 0 0 6 6 2411 7:15 7:30 6 0 97 103 0 0 0 0 161 0 0 161 0 1 8 9 273 7:30 7:45 5 0 120 125 0 180 0 0 180 0 0 12 12 317 7:-15 8:00 7 0 116 123 II n 0 0 177 0 0 177 0 0 9 9 309 8:00 8:15 5 0 105 110 0 0 0 0 159 1 0 160 0 0 7 7 277 8:15 3:30 3 0 91 94 II > 0 135 0 0 135 0 1 4 5 234 8:30 8:45 1 0 79 80 .0 0 0 117 0 0 117 0 1 2 3 200 8:45 A.M. Total 34 0 768 802 0 u 0 0 1134 2 0 1186 0 3 53 56 2044 A.M. Total 16:00 4 0 115 119 0 0 0 0 75 0 1 2 3 197 16:00 16:15 7 0 139 146 0 0 T-75 99 0 0 99 0 0 3 3 248 16:15 16:30 10 0 154 164 0 0 115 1 0 116 0 0 5 5 285 16:30 16:45 11 0 183 194 0 0 0 0 131 0 1 7 8 333 16:45 17:00 9 0 192 201 0 0 0 0 122 0 0 122 0 0 8 8 331 17:00 17:15 7 0 176 183 0 0 0 0 105 0 0 105 0 0 5 5 293 17:15 17:30 3 0 159 162 0 0 0 0 91 1 0 92 0 1 3 4 258 17:30 17:45 3 0 144 147 0 0 0 so 0 0 so 0 0 1 1 228 17:45 P.M. Total 54 0 1262 1316 0 0 0 0 -TlqE 1 818 2 0 820 0 3 34 37 2173 P.M. Total I Hour EB: ROUTE 37 WB: ROt 7E 37 -. ROUTE 847 SB: ROUTE 847 H Hour Period N,S,Period er 10 Begining Left Thru Right Total Left Thru Right rot I L 'ft Thru Right TotalLeft Thru Right A Total E & W nicng Begining 7:00 18 0 377 395 0 0 0 596 1 0 597 0 1 31 32 1024 7:00 7:15 22 0 418 440 0 0 0 663 1 0 664 0 1 35 36 1140 7:15 7:30 23 0 438 461 0 0 677 1 0 678 0 1 36 37 1176 7:30 7:45 20 0 432 452 0 0 0 651 1 0 652 0 1 32 33 1137 7:45 8:00 16 0 391 407 0 0 0 0 588 1 0 589 0 2 22 24 1020 8:00 16:00 32 0 591 623 0 1) 0 0 420 1 0 421 0 2 17 19 1063 16:00 16:15 37 0 668 705 0 0 0 0 467 1 0 468 0 1 23 24 1197 16:15 16:30 37 0 705 742 0 q 0 0 473 1 0 474 0 1 25 26 1242 16:30 16:45 30 0 710 740 0 0 449 1 0 450 0 2 23 25 1215 16:45 17:00 22 0 671 693 1 0 0 0 398 1 0 399 0 1 17 18 1110 17:00 1 Hour EB: ROUTE L37 WB R701 ITE 37 NB: ROUTE 847 SIB: ROUTE 847 1 Hour Period N,S, Period Begining Left Thru Right Total Left -u Thru Thi Right Total L, Left Left Thru TI.. Right Total Left Thru Right Total E & W Begining 7:30 23 0 438 461 0 0 0 0 677 1 0 678 0 1 36 37 1176 7:30 A.M. Peak PHF = 0.92 PHF = PHF = 0.94 PHF = 0.77 0.93 A.M. Peak 16:30 37 0 705 742 0 11 0 0 473 1 0 474 0 1 25 26 1242 16:30 P.M. Peak PHF = 0.92 1 - -- PHF = PHF = 0.90 PHF = 0.81 0.93 P.M. Peak • ( Intersection: E-\\!R()UTE'3 \\catherDn' Filename I'iUl9lu N-5. j ROUTE , 47 Count 135' .LIP— Luca0nnl\\`IVCIfESTI.It.\':\ • (' Mill I)nte ROUTE 847 \.i\'1. PEAK HOUR 7:30 - 8:30 { 31 24 36 1 L ROUTE 37 713 (50°%) 23 — t t 0 438 _1 T-- 0 (0%) ROUTE 37 ♦ r 677 1 n ( 439I 1 (47°%) 678I ROUTE 847 ROUTE 847 P.M. PEAK HOUR 1 16:30 - 17:30 I 26 (31& i 38 • 25 1 O1 1 L ROUTE 37 498 I(50%) 37 0 742 —► 0 —► 0 0 705 �i `� 0 (00%) 0 —• ROUTE 37 F 473 1 (.1 706 i (48%) 474I ROUTE 847 t Distribution To/From Percent East 0.00°% West 49.92% North 2.59% South 4750°% i 100%, t Fe • Internal/Pass Trip Interaction 0 No Scale Land Bay B Land Bay A SITE Figure Al Phase 1: Total New Trips 'd e ` .mod` /ice LP / .,I �I I Land Bay E AM Peak Hour(PM Peak Hour) DailyAverage No ScaIc L: Figure A2 vI 'I C/ / I / I I / ve /s\te pt� - 1 1 1 1 _ - �SiteDt\ve P2�Z Land Bay B 1 ♦ 44 ♦ Lakeside Drive Land Bay C ,dN ,N Sr "o. e Land Bay A SITE a � Land Bay E 10 i Land Bay D site OriveD� arL�o e AM Peak Hour(PM Peak Hour) Daily Phase 1: Total Internal Trips No Scale �I O/ .o/ C/ I I I / /gibe O��v e 1 1 1 Land Bay B \ O Land Bay A r e � SITE s're ♦ �a ws. Land Bay E %n Land Bay D A Note: Pass -By Trips are not assumed until Warrior Drive is built Figure A3 Phase 1: Total Pass -By Trips , 7 • 0 saute u: i-nase L villages at Artrip - Internal/Pass-by Trip Interaction Trips (;Ding to/from Reduced Land Ust In �.I Peak Ifour put Total In PM Peale hour Out Total AD'1' Percentage Residential Retail 0 0 0 0 0 0 Office Retail 0 0 0 0 0 0 0.0% H-T Restaurant Retail 0 0 0 0 0 0 0.0%, 0 0 0 0.0% Total Percentages 0.01,7,, 0.0'%• 0.01/ o wy, 0.0%, 0.017, 0.0' ; 0.0171, Toted Percentages 0.017,, 0.01y" 0.01% 0.0171, 0.0170 0.01I• 0.0'7, 0.0%, Residential Office 0 0 0 0 0 0 H-T Restaurant Office 0 0 0 0 0 0 0.0% Retail Office 0 0 0 0 0 0 0 0.0% Total Percentages #DIV/0! #DIV/0! #DIV10, #DIV/0! #DIV/0! 0 #DIV/0! 0 #DI11/0! Reciprocal #D1V10! Residential H-T Restaurant 0 0 0 0 0 Retail H-T Restaurant 0 0 0 0 0 0 0 0.0% Office H-T Restaurant 0 0 0 0 0 0 Reciprocal Total Percentages #DIV/0! #DIV/0! #D1V10, #D1VIO! 0 #D1V/0! 0 #DIVIO! 0 #DIV/0! Reciprocal #DIV/0! Retail Residential 0 0 0 0 0 0 0 Office Residential 0 0 0 0 0 Reciprocal H-T Restaurant Residential 0 0 0 0 0 Reciprocal Soccer Field Residential 1 0 0 0 0 Reciprocal 1 1 5 11 16 53 Reciprocal Total Percentages 0.9% 0.2%n 0.417f 2.1 %, 8.7% 4.4% 1.0%r, 2.5% Residential Soccer Field I I I 1 1 5 Total Percentages 25.0% 2.5.0%n 25.017 25.0%, 25.0% 16 25.0% 53 25.0%n 25.0% 25.0% Total Retail Internal Trips 0 0 0 0 0 0 0 0% Total Retail Pass -by Trips 0 0 0 0 0 0 0 0% Total Retail "New" Trips 24 15 39 66 71 137 1,520 100% Total Office Internal Trips 0 0 0 0 0 0 0 #DIV/0! Total Office "New" Trips 0 0 0 0 0 0 0 #DIV/0! Total H-T Restaurant Internal Trips 0 0 0 0 0 0 0 #DIV/0! Total H-T Restaurant "New" Trips 0 0 0 0 0 0 0 #DIV/0! Total Residential Internal Trips 1 1 I 5 11 16 53 3% Total Residential "New" Trips 57 226 283 227 113 339 5,147 97% Total Soccer Field Internal Trips 1 I I 11 5 16 53 25% Total Soccer Field "New" Trips 2 2 3 32 14 47 160 75% Total Internal 1 1 2 16 16 31 107 Total Percentages 1 % 0%. 1 % 5% 7% 6% 2% 3% Total Pass -by 0 0 0 0 0 0 0 Total Percentages 0% 0% 0% 0% 0% 0% 0%v 0% Total "New" Trips 83 243 326 325 198 523 6,828 Total Percentages 99% 100% 99% 95% 93% 94% 98% 97% Total Trips 84 244 328 340 214 554 6,935 Total Percentages 100% 100% 100% 100% 100% 100% 100% 100% No Scale Land Bay B n u Figure BI Land Bay C Land Bay A SITE g6of•���. ' Land Bay E Rates Land Bay D Phase 2: Total New Trips AM Peak Hour(PM Peak Hour) TripsAverage Daily No Scale Land Bay B ' e Pz�2 Land Bay A SITE ve L N i Land Bay E Land Bay D / \', 1 AM Peak Hour(PM Peak Hour) +A . ,Trips Figure B2 Phase 2: Total Internal Trips No Scale A Note: Pass -By Trips are not assumed until Warrior Drive is built Figure B3 Phase 2: Total Pass -By Trips E / 1 L J I ante L: t'hase i Villages at Artrip - Internal/Pass-by Trip Interaction A;NI Peak Hour PNI Peak Ilour 'trips Going In/from Reduced Land Us, In Out Total In Out Total AUT Percentage Rrsidenu.d Retail 14 9 24 -15 49 93 1.015 9.2% ()frier Retail 3 1 5 lit II 'I 1-32 2.1010 H- I Restaur.on Retail 3 2 6 11 11 " 243 2.2% /oral Percentages 13.5%n 13 5'7, 13.517 l.t iZ I3.5rj, 1.+ 5%, I3.5'7 13.5%n Pass-h Retail 19 19 39 76 76 152 1,656 15.0% Total Percentages 12.3%n 19.2%n 15.017 I5 017. 14.47, l5.0%n 15.0% 15.2% Residential Office 3 0 4 1 4 4 27 3.0010 H-T Restaurant Office 5 1 6 1 6 7 45 5.0% Retail Office 2 3 5 II 10 _1 232 Reciprocal Total Percentages 9.9% 30.1%n 12.317, 52.6%, .16.417 22.6% 33.717n 25.4% Residential H-T Restaurant 1 I 1 I 1 1 15 1.0% Retail H-T Restaurant 2 3 6 12 11 12 243 Reciprocal Office H-T Restaurant 1 5 6 6 1 7 45 Reciprocal Total Percentages 5.1%n 14.5%n 9.6%n 2.3.1%a 24.417 2.3.6%n 19.9%n 17.2% Retail Residential 9 14 24 49 45 93 1,015 Reciprocal Office Residential 0 3 4 4 1 4 27 Reciprocal H-T Restaurant Residential 1 I 1 I 1 1 15 Reciprocal Soccer Field Residential 1 1 1 5 11 16 53 Reciprocal Toted Percentages 12.5% 5.7% 7.1%n 16.2%n 29.915, 21.0%n 16.2%n 15.5%n Residential Soccer Field 1 1 I 11 5 16 53 25.0% Total Percentages 25.0% 25.0% 25.0% 25.0% 25.017, 25.0%n 25.0%n 25.0%n Total Retail Intemal Trips 21 14 35 66 71 137 1,490 14% Total Retail Pass -by Trips 19 19 39 76 76 152 1,656 15% Total Retail "New" Trips 117 68 184 345 380 726 7,892 72% Total Office Internal Trips 11 4 15 13 20 33 304 25% Total Office "New" Trips 99 10 109 12 101 113 596 75% Total H-T Restaurant Internal Trips 4 10 13 18 12 31 303 17% Total H-T Restaurant "New" Trips 68 57 125 61 39 100 1,223 83% Total Residential Internal Trips 11 19 30 58 57 115 1,111 16% Total Residential "New" Trips 76 316 392 297 134 431 5,751 84% Total Soccer Field Intemal Trips 1 1 1 11 5 16 53 25% Total Soccer Field "New" Trips 2 2 3 32 14 47 160 75% Total Internal 47 47 94 165 165 331 3,262 Total Percentages 11 % 9% 10% 17% 18% 17% 16% 14% Total Pass -by 19 19 39 76 76 152 1,656 Total Percentages 5% 4% 4% 8% 8% 8% 8% 6% Total "New" Trips 361 452 814 748 669 1,416 15,623 Total Percentages 84% 87% 86% 76% 73% 75% 76% 80% Total Trips 428 519 947 989 910 1,899 20,540 Total Percentages 100% 100% 100% 100% 1000/0 100% 100% 100% No Scale AM Peak Hour(PM Peak Hour) Average Daily Trips +f Figure C1 Phase 3: Total New Trips No Scale Land Bay B Land Bay C m Land Bay E AM Peak Hour(PM Peak Hour) Average Daily Trips Figure C2 Phase 3: Total Internal Trips No Scale Land Bay B i -I- Land Bay A ?�g2 SITE D fWe frstit Land Bay D �PR AM Peak Hour(PM Peak Hour) Daily, Average Figure C3 Phase 3: Total Pass -By Trips