Loading...
HomeMy WebLinkAbout012-05 Villages at Artrip - Backfile (2)A Phased Traffic Impact Analvsis ol' the Villages at Artrip Located in: Frederick County, Virginia Prepared for: The Tower Companies 11501 Huff Court North Bethesda, Maryland 20895 Prepared by: Patton Harris Rust & Associates, pc Enijneers. Surveyors. Planners. Landscape Architects. 300 Foxcroft Avenue, Suite 200 Martinsburg, West Virginia 25401 q-,�+AT 304.264.2711 F 304.264.367) December 15, 2004 APPENDIX • HCS/aaSIDRA 2.0 Files • 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. The level of service for TWSC intersections is determined only for individual movements - not • for the intersection as a whole. The total delay is defined as the total elapsed time from when a vehicle stops at the end of the queue until the vehicle departs from the stop line; this time includes the time required for the vehicle to travel from the last -in -queue position to the first -in - queue position. Level of Service Criteria for TWSC Intersections Average Total Delay Level of Service sec/veh A _<5 B >5 and :510 Comment [DD1]: C >10 and <_20 D >20 and <_30 E >30 and <45 F >45 UNSIGNALIZED INTERSECTIONS - AWSC • At an unsignalized all -way stop -controlled (AWSC) intersection, all directions are controlled by a stop sign. Operation of AWSC intersections requires that every vehicle stop at the intersection before proceeding. Since each driver is required to stop, the judgment as to whether to proceed into the intersection is a function of the traffic conditions on the other (opposing and conflicting) approaches. Therefore, a driver proceeds only after determining that there are no vehicles currently in the intersection and that it is safe to proceed. • 0 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 Level of Service Average Total Delay sec/veh A <5 B >5 and 510 C >10 and <_20 D >20 and 530 E >30 and 545 F >45 Comment [DD2J: • 0 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 delav 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 Level of Service A B C D E F Stopped Delay per Vehicle (sec) 510.0 >10.0 and <_20.0 >20.0 and 535.0 >35.0 and 555.0 >55.0 and <_80.0 >80.0 LEVEL OF SERVICE DESCRIPTIONS FOR SIGNALIZED INTERSECTIONS • Level of Service Description A Level o ' f 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. B 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. C 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. D 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. • E Level of Service E describes operations with delay greater than 55 and up to 80 sec per vehicle. This level is considered by many agencies to be the limit of acceptable delay. These high delay values generally indicate poor progression, long cycle lengths, and high v/c ratios. Individual cycle failures are frequent occurrences. F 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 1 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, Ni 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 I 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 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 G= 7.0 G= 37.0 G= G= G= 36.0 G= G= G= Y= 0 ly= 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 v/c 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\Boyapally\Local%20Settings\Temp\s2k35B.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 0.15 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 8 C C 8 Approach delay 19.0 21.9 32.6 -it Approach LOS 8 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\BoyapallyToc al %20S etti ngs\Temp\s2k3 5B. 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 Route 37 & N6 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 I 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) 345 787 365 184 519 3 31 % 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 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 P 13.2 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 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 I TH RT LT TH RT Adjusted flow rate, v 363 828 578 549 33 Lane group capacity, c 469 906 990 655 584 v/c ratio, X 0.77 0.91 0.58 1 0.84 0.06 Total green ratio, g/C 0.51 0.51 0.31 0.38 0.38 Uniform delay, di 15.7 20.4 26.4 25.2 17.5 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k367.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 0.32 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, 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, 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= 40.0 G= 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 = 95.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH I 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, di 18.9 16.3 20.6 22.9 file: //C:\D ocuments %20an d% 20S etti n gs\B oyapal ly\Loc al%20Settings\Temp\s2k373.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 0.24 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' v' Copyright © 2000 University of Florida, All Rights Reserved Version 4.1 e 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 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, 2.0 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, 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 WB Only I 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 I TH 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://C:\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 17.7 26.1 27.4 Lane group LOS C e C C Approach delay 21.2 17.7 26.7 Approach LOS C e C Intersection delay 21.2 X = 0.66 c Intersection LOS C HGS20001- Copyright © 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 Agency or Co. PHR+A Date Performed 11124104 Time Period AM 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, Ni 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 I 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 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 1Y= G= G= G= G= 52.0 G= 18.0 G= G= 5 Y= Y= 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 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, di 40.8 =.4 14.9 29.3 file://C:\Documents%n20and%20Settings\Boyapally\Local%20Settings\Temp\s2k389.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 0.11 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 D A B C Approach delay 8.5 19.6 29.5 Approach LOS A B C Intersection delay 16.7 Xc = 0.59 Intersection LOS B 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, Ni 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, 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 0 233 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 G= G= G= G= 37.0 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 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 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 Xc = 0.44 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 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 0 612 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 0 1 0 Percent Heavy Vehicles 2 0 2 2 01 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 D 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 /c 0.00 0.06 95% queue length 0.00 0.21 Control Delay 8.8 13.9 LOS A B Approach Delay -- _ 13.9 Approach LOS -- _ B icignrs 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 Intersection Jurisdiction Analysis Year Lakeside Dr & Tasker Road Existing Conditions Analyst PHR+A Agency/Co. PHR+A Date Performed 11124104 Analysis Time Period PM Peak Hour 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 0 1 362 1 4 22 720 0 Percent Heavy Vehicles 2 - __ 2 Median Type Undivided FIT 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 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 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 -- __ g nignis tceservea file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k39B.tmp 12/21/2004 Two -Way Stop Control Page I of 2 � 0 I* • 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 Jurisdiction Analysis Year Warrior Rd & Tasker Road Existing Conditions 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) 0 223 136 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 FIT 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) 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 ehicles, PHv 2 2 2 2 2 2 Percent grade (%) 0 0 Flared approach N N Storage 0 0 FIT Channelized? 0 0 Lanes 11 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 of 2 • • LOS A C g Approach delay (s/veh) "- 15.3 Approach LOS - C HCS20001 °' Copyright © 2003 University of Florida. All Rights Reserved .- Version -l.ld file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k39E.tmp 12/21/2004 Two -Way Stop Control Page 1 of 2 � 0 • • TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR+A Agency/Co. PHR+A Date Performed 11124104 Analysis Time Period PM Peak Hour Project Description Artrip Intersection Jurisdiction Analvsis Year Warrior Rd & Tasker Road Existinq 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) 0 177 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--------------- J -- -- 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? 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) 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\Boyapally\Local%20Settings\Temp\u2k3Al.tmp 12/21/2004 Two -Way Stop Control Page 2 of 2 • • LOS A D A Approach delay (s/veh) 18.9 Approach LOS - C HC.52000' " Copyright © 2003 University of Florida. All Rights Reserved Ve rsion 4.ld file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k3Al.tmp 12/21/2004 Detailed Report Page I of 2 • • 7 HCS2000'M 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 Volume and 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 rasa©vvvo LT 0 Wo mm 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 B t uses s opping, NB 0 0 0 0 0 Min. time for pedestrians, Gp 3.2 3.2 3.2 Phasing EB Only EW Perm 03 1 04 NB Only 06 07 08 Timing G= 10.0 G= 35.0 G= G= G= 35.0 G= G= G= Y= 0 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 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 v/c ratio, X 0.78 0.84 1.01 0.96 0.23 Total green ratio, g/C 0.50 0.50 0.39 0.39 0.39 Uniform delay, di 19.2 19.3 27.5 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 • • 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:HC:\Documents%20and%20Settings\BoyapalIy\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 Volume and 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, I, 2.0 2.0 Extension of effective green, P 2.0 2.0 �v©aaioo SB LT TH 0 0 RT 0 Arrival type, AT 3 1 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 Lane width 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N I N 0 N N 0 N N N Parking maneuvers, NM Buses t N s opping, 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 1 07 - OF Timing G= 15.0 G= 30.0 G= G= G= 35.0 G= G= G= Y= 0 Y= 5 Y= Y= IY= 5 Y= IY= 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 0.39 126.1 0.39 Uniform delay, d1 25.6 22.5 1 130.0 19.4 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k3B7.tmp 12/21/2004 Detailed Report Page 2of2 • • 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 ni.1)ZUvv-- - t✓opynght U MUO University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k3B7.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 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, Ni 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, I, 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 F 2.0 2.0 2.0 I I I 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 Mintime for pedestrians, G 3.2 3.2 3.2 Phasing EB Only Thru Only 03 1 04 1 NB Only 06 07 08 Timing G= 8.0 G= 29.0 G= I G= I G= 38.0 G= JG= G= Y= 5 IY= 5 Y= I Y= IY= 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 SIB LT TH RT LT 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 12/21/2004 Detailed Report Page 2 of 2 • • Uniform delay, d1 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 0.11 Incremental delay, d2 7.8 0.2 3.4 12.5 1 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 8 Approach delay 23.4 30.9 32.9 Approach LOS C C C Intersection delay 28.7 Xc = 0.82 Intersection LOS C HCSZ000' 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 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 Analysis Y2006 Background sear 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, 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 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, 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 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= 12.0 G= 27.0 G= G= G= 36.0 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 TH RT LT 1603 TH RT LT TH RT Adjusted flow rate, v 400 1324 829 205 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 0.40 0.40 file:HC:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k432.tmp 12/21/2004 Detailed Report Page 2 of 2 • • • Uniform delay, d1 38.5 19.2 29.1 25.1 18.7 Progression factor, PF 1.000 1.000 1 1.000 1.000 1.000 Delay calibration, k 0.43 0.34 j 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 c = 0.83 Intersection LOS C t-jC')Z0Uu 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 • J 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, %oHV 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= 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, di 14.3 19.9 19.5 20.8 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k3C2.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 0.40 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 19.8 121.4 Lane group LOS B C B C Approach delay 14.4 25.0 20.7 Approach LOS B C C Intersection delay 21.4 Xc = 0.70 Intersection LOS C HCS2000' M Copyright © 2000 University of Florida, All Rights Reserved Version 4.le file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k3C2.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 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, 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 1 G= G= G= G= 35.0 G= 1Y= G= G= ly- Y= 5 IY= Y= Y= Y= 5 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 I RT LT I TH 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\BoyapalIy\Local%20Settings\Temp\s2k3CE.tmp 12/21/2004 fetal led Keport 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 B C C C Approach delay 19.3 23.3 25.5 Approach LOS B C C Intersection delay 22.4 X c = 0.79 Intersection LOS C nt,3tuUU' ' Copyright U 2000 University or Florida, All Rights Reserved Version 4.1e fi le://C: \Doc umen ts %20and%20S ettings\B oy apal ly\Loc a I% 20S etti n gs\Temp\s2k3 CE. 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 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 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) 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 1 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 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 07 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 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 159 98 420 61 132 945 60 47 66 171 Lane group capacity, c 312 552 999 318 552 1470 828 809 207 369 0.51 0.18 0.42 0.19 0.24 0.64 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 2 of 2 • • 0 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 33.6 20.4 14.4 11.1 37.8 30.6 Lane group LOS C C A C C C B e D C Approach delay 16.3 30.8 19.7 32.6 Approach LOS B C B C Intersection delay 21.0 X = 0.49 c Intersection LOS C HCS2000""' Copyright © 2000 Universityof Florida, All Rights Reserved g Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k3D9.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 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 1 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, Ill 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, 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= G= 26.0 G= 10.0 G= G= Y= 5 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 I RT LT TH RT LT TH RT LT TH I 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 • v/c ratio, X Total green ratio, g/C 0.43 0.27 0.61 0.43 0.27 0.29 0.29 0.40 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 26.6 30.0 24.5 17.6 41.7 27.4 Lane group LOS B C B B C C C 8 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 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 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 Pod / 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 I _F 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= JG= 5 Y= Y= Y= Y= 5 Y= 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 RT LT TH RT LT TH RT LT TH I 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 B B B B B Approach delay 14.1 13.0 17.0 16.0 Approach LOS B B B B Intersection delay __TAA 15.8 Xc = 0.24 Intersection LOS B wwvv- Copyngnt U 3000 University of Florida, All Rights Reserved Version 4.1e file: //C: \D ocumen ts %20and % 20S etti n gs\B oyap all y\Loc al %20S ettin gs\Temp\s 2k3 EF. tmp 12/21/2004 Detailed 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 SB LT TH RT LT TH FIT LT TH FIT 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 1 93 0 0 211 85 86 0 44 0 % Heavy vehicles, %HV 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 Pretimed (P) or actuated (A) A A A A A A A A A A A Start-up lost time, I, 2.0 2.0 r2.O 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,UE3.0 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 04-1 NS Perm 06 07 08 Timing G= 42.0 G= G= G= G= 38.0 G= G= G= Y= 5 1 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 FIT LT TH FIT LT TH FIT LT TH RT Adjusted flow rate, v 248 98 222 180 46 Lane group capacity, c 752 515 572 727 787 We ratio, X 11 0.33 0.19 0.39 0.25 0.06 file://C:\Documents%20and%20Settings\Boyapally\LocaI%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, dl 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 HCS2000""' Copyright © 2000 Universityof Florida, All Rights Reserved g 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 t DescriptionArtrip - Phase # 1 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 837 0.95 881 R 2 0.95 2 L 1 0.95 1 T 459 0.95 483 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 4 0.95 4 0 0.95 0 23 0.95 24 0 0.95 0 0 0.95 0 0 0.95 0 Percent Heavy Vehicles 2 0 2 2 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage p 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) 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:\Documen ts%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k3FD.tmp 12/21/2004 1 wo-Way Stop control Page 1 of 2 • L_J 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 Project Description Artrip - Phase # 1 East/West Street: Lakeside Drive 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 1 4 __ L 21 0.95 22 2 T 1024 0.95 1077 R 0 0.95 1 0 Median Type Undivided RT Channelized Lanes Configuration 0 1 0 0 TR 0 LT 1 0 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 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 0 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 Lane Configuration 1 4 LT 7 8 LR 9 10 11 12 (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%20SettingsWoyapally\Loca]%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 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 -- -- Median type Undivided RT Channelized? p 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 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) 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 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 g Approach delay (s/veh) - 32.8 Approach LOS __ D HCS2000" Copyright © 2003 University of Florida, All Rights Reserved Version 4.Id file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k403.tmp 12/21/2004 Two -Way Stop Control Page I of 2 � 40 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR+A Intersection Agency/Co. PHR+A Jurisdiction Date Performed 11124104 Analysis Year Analysis Time Period PM Peak Hour Warrior Rd & Tasker Road 2006 Background Conditions 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 FIT 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 FIT 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) 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\Local%20Settings\Temp\u2k406.tmp 12/21/2004 Ywo-Way Stop Control Page 2 of 2 • • Control Delay (s/veh) 9.1 272.8 11.7 LOS A F 8 Approach delay (s/veh) - 202.5 Approach LOS __ F HC52000' "' Copyright © 2003 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 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 AN other areas yp Jurisdiction Analysis Year 2006 Background 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, Ni 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 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 2.0 2.0 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, 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 EE 0 0 Min. time for pedestrians, G PLL 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 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 Detailed 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 B Approach delay 18.0 14.2 18.5 Approach LOS B B B Intersection delay 16.7 X c = 0.46 Intersection LOS B nc.3[000' ' Copyright © 2000 University or 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 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 (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 01 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, 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 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 1 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 W13 I NB SB LT TH RT LT TH RT LT TH 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 J • • 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 j B Approach delay 18.0 16.4 19.2 Approach LOS B B B Intersection delay 17.6 X c = 0.51 Intersection LOS g rru,)Zuuu t_opynght U 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 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 & 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) 199 727 847 424 603 0 132 % 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, 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 TEW Perm 03 04 NB Only 06 07 08 Timing G= 12.0 G= 51.0 G= G= G= 47.0 G= G= G= Y= 0 IY= 5 Y= Y= Y= 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 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 FT- 33.8 35.3 24.4 fi le:HC: \Documents% 20an d% 20S ettl ngs\B oy ap al I y\Loc al %20S etti n gs\Temp\s2k43D. 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 X = c 1.38 Intersection LOS D nWwuu• "' Copyright © 2000 University or Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k43D.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 & NB 1-81 Ramps Area Type All otherareas 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 1 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 1 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, 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= 35.0 G= 46.0 G= G= G= 29.0. G= G= IY- G= Y= 0 Y= 5 Y= Y= Y= 5 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 \Documents%20and%20Settings\Boyapally\Loca] %20Settings\Temp\s2k448.tmp Uetalled 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 F D Approach delay 85.2 62.0 211.6 Approach LOS F E F Intersection delay ---TM 104.4 X= 2.45 C Intersection LOS F wpyngrn v !Uuu university of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapall y\Loca]%20Settings\Temp\s2k448.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 2006 Build -out Conditions Project ID Artrip - Phase # 1 Sug esfed Improvements Volume and TimingInput 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) 199 727 847 603 0 132 % 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 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 3.2 3.2 Phasing EB Only Thru Only 03 04 NB Only 06 07 08 Timing G= 6.0 G= 3 1. 0 G= G= G= 38.0 G= G= G= Y= 5 IY= 5 Y= Y= 1Y= 5 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LDS 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, d1 41.9 16.5 26.2 18.6 16.5 file://C:\Documents%20and%20Settings\Boyapally\Local%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 1 29.1 1 18.8 16.7 Lane group LOS F e C 8 8 Approach delay 32.1 29.1 18.4 Approach LOS C C e Intersection delay 27.1 Xc = 0.62 Intersection LOS C HCS2000TM 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 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, 2 2 0 0 2 0 2 1 0 0 0 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, 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 I Thru Only 03 04 1 NB Only 06 07 08 Timing G= 15.0 1 G= 34.0 G= G= 1Y= G= 36.0 G= G= G= Y= 5 IY= 5 Y= Y= 5 Y= Y= dy= 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 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 1 0.36 0.36 Uniform delay, d1 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 Detailed Report Page 2 of 2 • • Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.35 0.31 0.11 0.11 Incremental delay, d2 9.5 1.9 0.4 0.5 Initial queue delay, d3 +31.5 Control delay 50.6 19.8 25.4 242 Lane group LOS D 8 C C Approach delay 26.7 31.5 25.1 Approach LOS C C C Intersection delay r.—TM 27.5 x = 0.66 Intersection LOS C wNyngni Y zuvv university of Honda, All Rights Reserved Version 4.1 e file:HC:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k4BC.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 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 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) 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) q q q 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, 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= Y= 5 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Croup 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:HC:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k453.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 0.42 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 :::I 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 C = 0.72 Intersection LOS C aCSwvu Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k453.tmp 12/21/2004 Uetailed Keport 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 & SB 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, 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 1 3 3 3 3 Unit extension, UE S.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 1 D 1 0 0 Min. 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 1 G= G= G= G= 38.0 G= G= G= Y= 5 IY= Y= Y= IY= 5 Y= 1Y= 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 I TH RT LT TH I 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 1 file://C:\Documents%20and%20Settings\BoyapalIy\Local%20Settings\Temp\s2k45E.tmp 12/21/2004 Uelalled Keport Page 2of2 • • • Progression factor, PF 1.000 1.000 1.000 Delay calibration, k d29 0.36 0.34 0.15 Incremental delay, d2 3.2 6.7 1.2 Initial queue delay, d3 Control delay 20.0 23.3 1 34.2 25.6 Lane group LOS B C C C Approach delay 20.0 23.3 30.8 Approach LOS B C C Intersection delay 23.9 Xc = 0.81 Intersection LOS C rrc.aZ000• • Copyright tJ 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 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 Build -out Conditions Project ID Artrip -Phase #1 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 i 1 2 1 1 2 0 2 1 1 0 1 i 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 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 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= 17.0 G= G= G= 42.0 G= 10.0 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 I 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 �.60.07 0.06 0.32 0.46 fi le:HC:\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 9 0.47 0.47 0.53 0A 1 0.23 Uniform delay, di 29.2 30.4 5.3 26.0 L30.7 18.5 13.2 10.1 36.9 29.7 Progression factor, PF 1.000 1.000 1.000 1.000 00 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 liCS2000' " Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%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 All other areas JurisdictionAnalysis Year 2006 Build -out 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, 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) 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 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 I EW Perm 03 04 NB Only SB Only 07 08 Timing G= 12.0 G= 2 4. 0 G= G= G= 26.0 G= 13.0 G= G= Y= 0 IY= 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 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 0.7�O33 =,311'0.71 0.22 0.17 0.44 0.36 file://C:\Documents%20and%20Settings\Boyapally\Loc a] %20Settin gs\Temp\s2 k474. 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 0.14 0.33 Uniform delay, d1 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 B B C C C B D C Approach delay 20.0 23.9 28.4 28.2 Approach LOS B C C C Intersection delay 24.0 Xc = 0.78 Intersection LOS C HCS2000' 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 • • • 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 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, 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 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 10.0 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= IY= 1Y= 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, 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 B B B B B Approach delay 14.1 13.0 17.0 16.0 Approach LOS B B B B Intersection delay 15.8 X = c 0.24 Intersection LOS B. 7www" " t-opyngni v suuu University or Florida, All Rights Reserved Version 4.1e file:HC:\Documents%20and%20Settings\Boyapally\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 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, 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 IY= 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 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\Boyapally\Local%20Settings\Temp\s2k48A.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, dz 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 = 0.36 c Intersection LOS B HCS2000"' Copyright © 2000 University of Florida, All Rights Reserved Version 4.1 e 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 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 pConfiguratio7_1 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) 722 269 lc 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 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 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 Si nal 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 1 0 15 0 1 0 1 0 Percent Heavy Vehicles 2 0 2 2 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage p 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 /c 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 it1g11LS tcr-SCrveu file:HC:\Documen ts%20and%20Settings\BoyapalIy\Local %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 TimingInput 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) 16 309 211 85 339 7 161 6 73 30 24 66 % Heavy vehicles, %HV 2 1 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 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 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= Y= 1Y= 0 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 RT LT I TH 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 =03 0.51 0.20 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 0.62 0.27 0.12 0.27 0.12 Uniform delay, di 6.5 9.4 7.3 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 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 1 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 15.4 X = c 0.57 Intersection LOS B HCS2000TM Copyright © 2000 University or Florida, All Rights Reserved Version 4.le file://C:\Documents%20and%20Settings\Boyapally\Loc al%20Settings\Temp\s2k49B.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 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) 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 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= G= 12.0 G= 12.5 G= G.= Y= 5 Y= Y= Y= Y= 0 Y= 5 Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 149 545 237 118 17 51 Lane group capacity, c434 Mc 1096 348 230 336 231 v/c ratio, X0.34 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 2 of 2 • • • 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 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 7.7 110.2 8.9 9.9 33.0 37.9 24.3 34.9 Lane group LOS q B A q 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 4.1e 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 aaTraffic SIDRA Mov No Turn Dem Flow Cap Deg of Satn Aver Delay Level of 95% Back of Eff. Stop p Aver Speed Oper (veh/h) (veh/h) (v/c) (sec) Service Queue Rate p Cost (ft) (mi/h) ($/h) South Approach 32 T 149 1983 0.076 3.1 LOS A 12 0.56 36.8 38 32 R 1 1983 0.076 3.1 LOS A 12 0.56 36.8 38 Approach 151 1983 0.076 3.1 LOS A 12 0.56 36.8 38 East Approach 22 L 1 1034 0.005 7.7 LOS A 1 0.92 32.5 1 22 R 3 1034 0.005 7.7 LOS A 1 0.92 32.5 1 Approach 5 1034 0.005 15.3 LOS A 1 1.84 32.5 3 North Approach 42 L 3 1932 0.019 3.7 LOS A 3 0.62 36.3 10 42 T • 34 1932 0.019 3.7 LOS A 3 0.62 36.3 10 Approach 37 1932 0.019 3.7 LOS A 3 0.62 36.3 10 1 0 All 193 4949 0.076 3.3 LOS A 12 0.58 36.6 49 Vehicles T:\Projects\12819-2-0 (Artrip)\Artrip (12819-2-0)\HCS\RB Working Files\HCS #1\12_09_Phanse#1 AM Produced by aaSIDRA 2.0.1.206 Copyright© 2000-2002 Akcelik & Associates Ptv Ltd Generated 12/21/2004 6:31:18 PM file://C:\Documents%20and%20Settings\Boyapally\Local %20Settings\Temp\%206331D... 12/21/2004 Movement Summary Page 1 of 1 Movement Summary Lakeside and Warrior Drive (PM Peak Hour) Roundabout Vehicle Movements akcelik & associates aaTraffic SICKA Dem Flow Cap Deg of Aver Level of 95% Back of Eff. Stop Aver Oper Mov No Turn (veh/h) - (veh/h) Satn Delay Service Q(ftje Rate Speed Cost (v/c) (sec) (mi/h) ($/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 1502 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 I• 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 Ie://C:\Documents%20and%20Settings\Boyap al I y\Loc al % 20S ettings\Temp\% 2063 3 546... 12/21/2004 Detailed Report Page 1 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 2009 Background Conditions Project ID Artrip - Phase # 2 I Volume and Timing Input EB LT TH Number of lanes, N1 0 2 Lane group DefL T Volume, V (vph) 231 870 % 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 SB LT TH 0 0 RT 0 Arrival type, AT B 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 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 uses 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 1 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 I 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 0.390.39 127.5119.0 Uniform delay, di 22.5 22.5 27.5 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k4C9.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 0.42 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 95.5 119.3 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 HCSZUUU' " Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\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 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 ILT TH I 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 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 I 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 1 0 N N N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 Min. time for pedestrians, Gp 3.2 1 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= Y= 0 Y= 5 Y= Y= Y= 5 Y= Y= LG= = 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 I TH RT LT TH RT LT TH RT Adjusted flow rate, v 463 1623 1503 702 269 Lane group capacity, c 364 896 1085 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, d1 25.6 22.5 30.0 27.5 20.4 file://C:\Documents%20and%20Settings\Boyapally\Locai%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 78.5 121.0 Lane group LOS F F F 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 I of 2 • J 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, N� 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 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 Pod / 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= 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 243 916 1055 735 179 Lane group capacity, c 430 1911 1297 1124 518 We ratio, X 0.57 10.48 0.81 0.65 0.35 Total green ratio, g/C 0.13 10.56 0.38 0.34 0.34 file://C:\Documents%20and%20Settings\BoyapallyToca]%20Settings\Temp\s2k4DF.tmp 12/21/2004 Detailed Report Page 2 of 2 • • • Uniform delay, di 40.8 13.2 27.8 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 8 C C C Approach delay 19.5 31.9 28.5 Approach LOS 8 C C Intersection delay 26.3 Xc = 0.71 Intersection LOS C HCS2000" Copyright © 2000 Universityor Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k4DF.tmp 12/21/2004 Detai led 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 & NB 1-81 Ramps Area Type All other areas Jurisdiction 2009 Background Analysis Year Conditions Project ID Artrip - Phase # 2 - Suggested Improvement Volume and Timinq 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) 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 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 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= 17.0 G= 38.0 G= G= G= 30.0 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 1 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 1 0.70 10.60 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 Page 2of2 • • • 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 17.5 31.3 33.3 32.0 Lane group LOS D B 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 HCS2000Tt"t 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 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 Volume and Timin In ut EB WB NB SB LT TH RT LT TH RT LT I TH I RT LT 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) 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, 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 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 N Parking maneuvers, Nm Ho Buses stopping, NB 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EW Perm 02 03 04 SB Only 06 07 1 08 Timing G= 45.0 IY= G= G= G= G= 35.0 G= G= G= 5 Y= Y= Y= Y= 5 Y= IY= 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 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 Page2of2 • Progression factor, PF 1.000 1.000 1.000 11.000 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 8 E C C Approach delay 15.3 58.1 21.9 Approach LOS g E C Intersection delay 39.9 Xc = 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 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) 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, 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 1 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 G= G= G J G= 37.0 G= G= G= Y= 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 I TH RT LT TH RT LT TH I 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, di 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 2of2 • • 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 I D D C Approach delay 22.9 35.3 44.2 Approach LOS C D D Intersection delay 32.9 Xc = 0.95 Intersection LOS C HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e 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, 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, Ob 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 1 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= 55.0 G= G= G= G= 25.0 G= G= G= Y= 5 1 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 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 tj 0.61 0.28 0.28 Uniform delay, d1 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 • E 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 g C Intersection delay 18.7 Xc = 0.84 Intersection LOS 8 HCS2000"" Copyright © 2000 Universityof Florida, All Rights Reserved g Version 4.le file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k50B.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 - 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 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 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, Ob 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 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, GP 3.2 3.2 Phasing Thru Only 02 03 04 SB 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= IY= dy= 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 IT TH RT LT TH I RT Adjusted flow rate, v 1491 1735 597 374 Lane group capacity, c 1898 1896 1102 508 v/c ratio, X 0.79 0.92 0.54 0.74 Total green ratio, g/C 0.56 0.56 1 0.33 0.33 Uniform delay, d1 15.8 18.1 24.4 26.5 file: //C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\SR516.tmp 12/21/2004 Detailed Report Page 2 of 2 • • Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.33 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 e C C C Approach delay 18.1 25.5 27.7 Approach LOS 8 C C Intersection delay 23.4 X c = 0.85 Intersection LOS C HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Loc al %20S ettin gs\Temp\s2k5 16. 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 I 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 I Excl. Left EW Perm 03 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 IY= 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 I RT LT TH RT LT TH RT LT TH I 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 1 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 • • v/c 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, di 25.3 30.7 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 0.11 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 1 29.8 117.0 11.2 36.6 27.0 Lane group LOS C C A C C C B B D C Approach delay 17.2 29.0 28.1 29.7 Approach LOS B C C C Intersection delay 24.9 Xc = 0.71 Intersection LOS C UCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k542.tmp 12/21/2004 Detailed Report Page 1 of 2 • • • HCS2000'"DE T AILED 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 3 88 1035 185 371 0 712 151 197 0 150 345 % Heavy vehicles, %HV 2 2 6 2 2 2 6 1 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 1 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, 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 G= 28.0 G= 16.0 G= G= Y= 0 IY= 5 Y= Y= IY= 5 Y= 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 I TH RT LT TH RT LT 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 al%20Settings\Temp\s2k54D.tmp 12/21/2004 Detailed Report Page 2 of 2 • • • v/c 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 0.40 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 JD 38.9 28.7 17.7 40.4 24.7 Lane group LOS D C C C C 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 HCS2000TM 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 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 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) q q 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 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= IY= G= G= 38.0 G= G= G= Y= 5 Y= Y= 5 Y= IY= 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 0.44 0.11 0.19 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k558.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, d1 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 11CS20001 M Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyap alIyTocal%20Settings\Temp\s2k558.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 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, Ni 0 1 0 0 1 0 1 1 0 0 1 0 Lane group LTR LTR L TR LTR Volume, V (vph) 0 0 307 122 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 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 G= G= G= G= 38.0 G= G= 5 Y= Y= Y= Y= 5 Y= Y= EGY= = 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 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 • 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 4.1e file://C:\Documents%20and%20Settings\BoyapalIy\Local%20Settings\Temp\s2k563.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 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 1 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 1 0 1 24 0 0 0 Percent Heavy Vehicles 2 0 2 2 1 0 T 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration I LR 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) 655 266 lc 0.00 0.11 5% queue length 0.00 0.35 Control Delay 10.5 20.1 LOS B C Approach Delay -- -- 20.1 Approach LOS -- -- C file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k566.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 PM 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 0 772 4 21 1239 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 812 4 22 1304 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 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 C Approach Delay -- __ 17.7 Approach 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 Site Information Analyst PHR+A intersection Wamor Hd & Tasker Road Agency/Co. PHR+A Jurisdiction Date Performed 11124104 Analysis Year 2009 Background Conditions Analysis Time Period AM Peak Hour 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, 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) 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 11 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 B Approach delay (s/veh) - - 104.9 Approach LOS - -- F HCS2000TM Copyright © 2003 University or Florida. All Rights Reserved Version 4.1d 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 Site Information Analyst PHR+A Agency/Co. PHR+A Date Performed 11124104 Analysis Time Period PM Peak Hour Intersection Jurisdiction Analysis Year Warrior Rd & Tasker Road 2009 Background Conditions 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 I Westbound Movement 1 2 3 4 5 6 Volume (veh/h) L 0 T 374 R 267 L 165 T 581 R 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 vehicles, 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) 283 0 96 0 0 0 Peak -hour factor, PHF Hourly (veh/h) Flow Rate 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 p 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) 173 297 101 rapacity, cm (vph) 917 110 546 ✓/c ratio 0.19 2.70 0.18 Dueue length (95%) 0.69 27.43 0.67 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k56F.tmp 12/21/2004 Two -Way Stop Control Page 2 of 2 E • Control Delay (s/veh) 9.8 851.6 13.1 LOS A F 8 Approach delay (s/veh) _ -- 638.8 Approach LOS - -- F FICS2000TM Copyright © 2003 University of Florida, All Rights Reserved Version 4.Id file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k56F.tmp 12/21/2004 Detailed Report Page 1 of 2 r� U 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 Background Conditions Project ID Artrip - Phase # 2- Suggested Improvements Volume and TimingInput 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) 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 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 j 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 13.2 13.2 3.2 Phasing EW Perm 02 03 04 NB Only 06 07 08 Timing G= 48.0 G= G= G= G= 32.0 G= G= G= Y= 5 IY= 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 673 103 426 209 88 Lane group capacity, c 917 289 956 629 563 v/c ratio, X 0.73 0.36 0.45 0.16 Total green ratio, g/C 0.53 0.53 0.53 JO.33 0.36 10.36 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k57A.tmp 12/21/2004 Detailed Report Page 2of2 • • • Uniform delay, d1 16.1 12.1 12.9 21.2 19.8 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.29 0.11 0.11 0.11 0.11 Incremental delay, d2 3.1 0.8 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 B B B C B Approach delay 19.2 13.1 21.0 Approach LOS B B C Intersection delay 17.4 X c = 0.57 Intersection LOS B HCS20001 M Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e 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 Jurisdiction 2009 Background Analysis Year 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 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 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 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 EBetstopping,NB0 0 0 0 0 e 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= 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 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 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k585.tmp 12/21/2004 Detailed Report Page 2 of 2 • • 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 17.5 X c = 0.63 Intersection LOS B f1CS2000TM 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'M 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 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 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 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 I 1 D 1 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= 7.0 G= 45.0 G= G= G= 38.0 G= G= G= Y= 0 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 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\Boyapally\Local%20Settings\Temp\s2k590.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 0.5.0 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 61.1 113.1 108.8 122.2 Lane group LOS F E I 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 483 663 4 272 % 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, 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 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 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= Y= Duration of Analysis, T = 0.25 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 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 0.36 0.24 0.24 Uniform delay, d1 24.5 17.0 32.0 38.0 35.5 file://C:\Documents%20and%20Settings\Boyapally\Loc al %20S etti ngs\Temp\s2k5 9B. 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 32.0 254.2 208.8 1368.7 46.0 Lane group LOS C F 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 I-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 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 1 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, 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 12.0 112.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N N Parking maneuvers, NM Buses stopping, NB 0 0 1 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= 7.0 G= 38.0 G= G= G= 30.0 G= G= G= Y= 5 IY= 5 Y= Y= IY= 5 Y= I 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 I TH RT Adjusted flow rate, v 243 959 1144 735 11102 183 Lane group capacity, c 257 1896 1441 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, d1 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 • • E 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 e C C C Approach delay 26.8 25.8 26.5 Approach LOS C C C Intersection delay 26.3 Xc = 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 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 - Suggested Improvements Volume and Timing Input EB WB NB SB LT TTH 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) 440 1705 1054 663 4 272 % 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, li 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 3.2 3.2 Phasing EB Only Thru Only 03 04 NB Only 06 07 08 Timing G= 15.0 IY= G= 35.0 G= G= G= 25.0 G= G= G= 5 IY= 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 TH RT LT TH RT 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\s2k5B 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 0.38 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 . D 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 HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k5B Ltmp 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 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 Timin In ut EB WB NB SB LT TH RT LT I 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, 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 1 3.0 1 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 IY= G= G= G= G= 30.0 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 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 10.74 Total green ratio, g/C 0.60 0.60 0.30 0.30 Uniform delay, d1 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 2 of 2 L-] • Progression factor, PF 1.000 1,000 1.000 Delay calibration, k 0.44 0.19 0.29 Incremental delay, d2 7.1 2.1 6.1 Initial queue delay, d3 JB Control delay 24.9 32.0 37.5 Lane group LOS 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 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) 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 EW Perm 02 03 04 SB Only 06 07 08 Timing G= 50.0 G= G= G= G= 40.0 G= G= G= Y= 5 Y= Y= Y= 1Y= 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 1593 1807 665 374 Lane group capacity, c 1707 1707 683 610 We 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 2of2 • • 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 64.2 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 Xc = 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, Ni 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, Ob 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, Ng 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 IY= 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 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 0.31 Uniform delay, d1 10.9 17.8 23.6 27.4 file: //C:\Documents%20and%20Settings\BoyapallyToc al%20Setti n gs\Temp\s2k5 3 6. 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 g C C C Approach delay 11.0 29.0 28.2 Approach LOS g 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\B oyapally\Local%20Settings\Temp\s2k536.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 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, Ni 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, 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 1.000 Initial unmet demand, Qb 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, G 3.2 3.2 Phasing Thru Only 1 02 03 04 SB Only 06 07 08 Timing G= 55.0 IY= G= G= G= G= 25.0 G= G= G= 5 1 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 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 14.5 118.6 32.2 31.6 Lane group LOS B B C C Approach delay 14.5 18.6 32.0 Approach LOS B B C Intersection delay 20.0 Xc = 0.82 Intersection LOS B IICS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C: \Documents %20and%20S ettin gs\B oy apally\Loc al %20Settings\Temp\s2k5D 3. Imp 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 Volume and Timing Input EB WB NB SB LT I TH RT LT TH RT LT I 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, I, 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, 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 1 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= 8.0 G= 13.0 1Y= G= G= G= 40.0 G= 14.0 G= G= Y= 0 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 I RT LT 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 10.60 0.32 0.37 0.86 0.10 0.07 0.33 0.51 file:HC:\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 0.44 0.44 0.53 1 0.16 0,30 Uniform delay, dl 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 8 C D C 8 8 C C Approach delay 23.0 33.1 26.2 29.1 Approach LOS C C C C Intersection delay 26.2 Xc = 0.65 Intersection LOS C HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%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 In ut EB WB NB SB LT TH RT LT TH RT LT I 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 1 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 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 1 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 1 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= 11.0 G= 25.0 G= G= G= 26.0 G= 13.0 G= G= Y= 0 IY= 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 I RT LT TH RT LT TH I 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 0.30 0.25 0.59 0.55 file://C:\Documents%20and%20SettingsToyapally\Local%20Settings\Temp\s2k5E9.tmp 12/21/2004 Detailed Report Page 2 of 2 • • 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, di 30.7 26.6 17.0 18.8 26.4 30.8 24.9 17.4 1 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 0.3 133.0 1.1 10.3 11.9 0.3 0.2 3.3 1 1.2 Initial queue delay, d3 Control delay 68.5 26.9 50.0 19.9 26.6 42.7 25.2 117.6 39.3 26.3 Lane group LOS E C D 8 C D C 8 D C Approach delay 48.5 24.4 36.9 31.0 Approach LOS D C D C Intersection delay 39.6 X = 1.01 c Intersection LOS D HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k5E9.tmp 12/21/2004 Detailecl 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 In of EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N� 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, I, 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, 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 j 3.0 3.0 1 3.0 1 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 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 EW Perm 03 04 NB Only SB Only 07 08 Timing G= 10.0 1Y= G= 13.0 G= G= G= 41.0 G= 11.0 G= G= 0 Y= 5 Y= Y= IY= 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 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 Detailed Report Page 2 of 2 • • v/c 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 10,11 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 D C 8 A D C Approach delay 17.5 32.6 24.4 30.3 Approach LOS e 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 In ut EB WB NB SB LT TH RT LT TH RT LT I 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 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 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 1 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 1 0 0 0 Min. time for pedestrians, G IP 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 G= 19.0 G= G= G= 29.0 G= 12.0 G= G= IY= Y= 0 IY= 5 Y= Y= Y= 5 Y= 5 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 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://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k5FF.tmp 12/21/2004 Detailed Report Page 2 of 2 • 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 0.13 0.35 0.11 0.11 0.22 0.11 Incremental delay, d2 34.0 0.9 0.7 1.0 0.7 4.8 0.2 0.1 5.4 10.7 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 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\Boyapally\Locai%20Settings\Temp\s2k5FF.tmp 12/21 /2004 Detailed Report Page l of 2 • 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 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 I 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, 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, 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= 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 I 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 10.03 0.44 0.11 0.19 Total green ratio, g/C 0.47 0.47 0.42 0.42 0.42 file://C:\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 14.7 113.0 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 i6.6 X = c 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 Detai lecl 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, Ni 0 1 0 0 1 0 1 1 0 0 1 0 Lane group LTR LTR L TR LTR Volume, V (vph) 0 0 307 122 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 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 G= G= G= G= 38.0 G= G= I G= Y= 5 Y= Y= Y= IY= 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 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 1 0.52 0.34 0.09 green ratio, g/C 0.47 0.47 -[Total 0.42 L42 0.42 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k615.tmp 12/21/2004 Detailed Report Page 2 of 2 • • 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 17.8 Xc = 0.47 Intersection LOS B HCS2000TM 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 Or & 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 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 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 1 650 1 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 1 0 1 24 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) 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 Rights Reserved file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k618.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 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 INorth/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 0 881 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 1 1492 1 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 1 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 L 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 B C Approach Delay -- -- 20.9 Approach LOS -- -- C Rights Reserved file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k61B.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 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 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 11 0 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 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 1 0 1 0 0 0 1 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 ILT 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) 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 Approach LOS -- -- A A Kights 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 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 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 0 0 0 0 1 15 Percent Heavy Vehicles 2 2 1 2 2 1 2 j 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 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 J 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 Adrip - 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 1 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 1 0 0 1 0 1 0 Percent Heavy Vehicles 2 0 1 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 A & 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 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 1 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 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 lc 0.00 0.10 95% queue length 0.00 0.33 Control Delay 7.6 10.0 LOS A B Approach Delay -- -- 10.0 Approach LOS -- -- g Kigtits Reserved file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k627.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 (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 I LT TH I 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) 45 376 263 1 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 2.0 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 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 1 0,9 Timing G= 58.0 G= G= G= G= 10.0 G= 22.0 G= G= Y= 5 Y= Y= 1Y= Y= 0 Y= 5 1Y= IY= Duration of Analysis, T = 0.25 Cycle Length, C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination Adjusted flow rate, v EB WB NB SB LT 47 TH 673 RT LT 103 I TH 448 RT LT 209 TH 106 RT LT 64 TH 193 RT Lane group capacity, c 461 991 289 1034 327 359 395 365 v/c ratio, X 0.10 0.68 0.36 0.43 0.64 0.30 1 0.16 0.53 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k632.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 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 Xc = 0.72 Intersection LOS B HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.le file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k632.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 warrior Drive & Tasker Road P 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 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, I, 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 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= 50.0 G= • G= G= G= 14.0 G= 16.0 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 TH 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\BoyapalIyToc al%20Settings\Temp\s2k63D.tmp 12/21/2004 Detailed Report Page 2of2 • • is Total green ratio, g/C 0.56 0.56 0.56 0.56 1 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 2.3 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 X c = 0.82 Intersection LOS C H(.SZ000""' Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e fi le://C:\Documents %20and%20Settings\B oy apally\Loc a] %20S ettin gs\Temp\s2k63D. 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 (S) Area Type All other areas Jurisdiction Analysis Year 2009 Build -out Conditions Project ID Artrip - Phase # 2 - Su ested Improvements Volume and TimingInput 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 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 1 3 3 1 3 3 1 3 3 1 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 1 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= G= Y= 5 Y= Y= Y= Y= 5 Y= 5 IY= I 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 I RT LT TH RT LT TH RT LT TH I 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 1� u • We 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 1 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 XC = 0.56 1 Intersection LOS B HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k648.tmp 12/21/2004 Detailed Report Page 1 of • • 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 TimingInput 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) 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, 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= 15.0 G= 20.0 G= G= Y= 5 Y= Y= Y= Y= 0 Y= 5 Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH I RT LT TH RT LT TH RT LT TH 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 0.11 0.43 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k653.tmp 12/21/2004 Detailed Report Page 2 of 2 • • 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, d1 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 1 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 HCS2000t M Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapall yTocal%20Settings\Temp\s2k653.tmp 12/21/2004 Movement Summary Page 1 of 1 Movement Summary Lakeside and Warrior Drive (AM Peak Hour) Roundabout Vehicle Movements akcelik -�..� & a.ssocia(e-q aaTraffic SIDRA Deg of Aver 95% Aver Oper Dem Flow Cap Level of Back of Eff. Stop Speed Cost (veh/h) (veh/h) Service Queue Rate p (v/c) (sec) (ft) (mi/h) ($/h) South Approach 32 T 32 R Approach 224 1 225 1790 1790 1790 0.126 0.126 0.126 3.3 3.3 3.3 LOS A LOS A LOS A 20 20 20 0.61 0.61 0.61 35.7 35.7 35.7 57 57 57 East Approach 22 L 1 926 0.005 8.2 LOS A 1 0.96 32.0 1 22 R 3 926 0.005 8.2 LOS A 1 0.96 32.0 1 Approach 5 926 0.005 16.5 LOS A 1 1.92 32.0 3 North Approach 42 L 3 1950 0.054 3.7 LOS A 8 0.64 36.3 27 42 T 75 1950 0.054 3.7 LOS A 8 0.64 36.3 27 42 R 28 1950 0.054 3.7 LOS A 8 0.64 36.3 27 12 L 81 1583 0.051 12.5 LOS B 8 1.26 30.3 Approach 81 1583 0.051 12.5 LOS B 8 1.26 30.3 All 416 6250 0.126 5.3 LOS A 20 0.75 34.5 Vehicles T:\Projects\12819-2-0 (Artrip)\Artrip (12819-2-0)\HCS\RB Working Files\HCS#2\12_09_Phanse#2_AM Produced by aaSIDRA 2.0.1.206 Copyright© 2000-2002 Akc_elik & Associates Ptv Ltd Generated 12/21/2004 6:31:49 PM file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\%20633973... 12/21/2004 Movement Summary Page I of 1 • Movement Summary Lakeside and Warrior Drive (PM Peak Hour) Roundabout Vehicle Movements 1 40 I• akcelik `-...0 & associates aaT'raff c SIDRA Deg of Aver 95% Aver Oper Dem p Flow Cap Level of Back of Eff. Stop Mov No Turn Satn Delay Speed Cost (veh/h) (veh/h) (v/c) (sec) Service Queue Rate (mi/h) ($/h) (ft) 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 0.02S 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://C:\Documents%20and%20Settings\BoyapalIyToca] %20S ettin gs\Temp\%2063 3D 1... 12/21/2004 Detailed Report Page 1 of 0 HCS2000'" DETAILED REPORT General InformationI Site Information 7wyst 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 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 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 I A A A A A A A I 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 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 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 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 1 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 1 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 IY= G= G= G= G= 10.0 G= 45.0 G= G= 5 Y= Y= Y= IY= 0 Y= 5 IY= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 115.0 i-ane Group Capacity. Control Delay. and LOS Determinatinn 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 We 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 is 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 19.0 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 .ile://C:\Documents%20and%20Settings\Glickman\Local%20Settings\Temp\s2kA.tmp 12/27/20W 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 ]aarpmental 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 8 B Approach delay 24.7 24.3 18.8 18.5 Approach LOS C C B B Intersection delay 22.0 X c = 0.48 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 7wlyst PHR+A I Agency or Co. PHR+A Date Performed 11129104 Time Period PM Peak Hour Volume and Timina Inaut ILane Group Capacity, Control Delay, and LOS Determination Intersection warrior Drive & Tasker Road (S) Area Type All other areas Jurisdiction Analysis Year 2012 Background Conditions Project ID Artrip - Phase # 3 EB WB NB SB LT TH RT LT TH I 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 T R L T R L T R L T R Volume, V (vph) 46 357 199 191 650 168 220 287 111 179 375 55 % 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 12.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 13.0 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, 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 SIB Only NS Perm 07 08 Timing G= 55.0 IY= G= G= G= G= 5.0 G= 45.0 G I G= 5 Y= Y= Y= Y= 0 Y= 5 IY= IY= 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 10.44 757 385 857 895 315 729 619 365 810 688 v/c ratio, X 0.31 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 19.8 118.0 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%20Setti ngs\Glickman\Local%20Settings\Temp\s2k 15. 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 emental delay, d2 1.2 0.4 0.2 1.3 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 30.7 12.3 38.7 25.8 23.2 29.2 23.8 19.1 Lane group LOS B C B C 7�C B D C C C C TB Approach delay 19.5 26.0 29.9 25.0 Approach LOS B C C C Intersection delay 25.3 X = 0.82 c Intersection LOS C V CS2000 i nn • Copyright © 2000 University of Florida, All Rights Reserved Version 4.1 ile://C:\Documents %20and%20Settings\Glic kmanTocal %20Settings\Temp\s2k 15. tmp 12/27/2004 Detailed Report Page 1 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 2012 Background Conditions Project ID Artrip - Phase # 3 I Volume and Timina Input EB LT TH Number of lanes, N� 0 2 Lane group DefL T Volume, V (vph) 267 1061 % 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, Q 2.0 12.0 Elm E LT 0 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, 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 13.2 Phasing EB Only I EW Perm 03 04 1 NB Only 06 07 = 08 Timing G= 16.0 G= 35.0 G= G= G= 35.0 G= G= G= Y= 0 IY= 5 Y= Y= JY=75 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 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 11.28 10.37 Total green ratio, g/C 0.50 0.50 0.39 0.39 127.5 4196 E �F Uniform delay, di 24.6 22.5 127.5 1 file:HC:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k6AE.tmp 12/21/2004 Detailed Report Page 2 of 2 • E 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 1165.6 20.0 Lane group LOS F F F F C Approach delay 132.6 285.8 135.8 Approach LOS F F F Intersection delay 201.4 XC = 2:34 Intersection LOS F HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k6AE.tmp 12/21/2004 Detailed Report Page 1 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 2012 Background Conditions Project ID Artrip - Phase # 3 d Volume anTimin In ut EB WB NB SB Number of lanes, N� LT TH RT LT TH RT LT TH RT LT TH RT 0 2 0 0 2 0 0 1 1 0 0 0 Lane group DefL T TR LT R Volume, V (vph) 510 1915 1197 542 767 5 318 % 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 • Filtering/metering, 1 1.000 1.000 3.0 3.0 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 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= 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 Adjusted flow rate, v TH RT LT TH RT LT TH RT LT TH RT 537 2016 1831 812 335 Lane group capacity, c 364 896 1084 664 593 v/c ratio, X 1.48 2.25 1.69 1.22 0.56 Total green ratio, g/C 0.50 0.50 0.33 Uniform delay, d1 25.6 22.5 30.0 RE2.5 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 0.50 0.16 Incremental delay, d2 228.3 566.1 314.1 113.5 1.3 Initial queue delay, d3 Control delay 3.8 588.6 344.1 141.0 22.8 Lane group LOS [FF 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 t opyrtgnt U JUUU University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\BoyapallyToc al%20Settings\Temp\s2k6B9.tmp 12/21/2004 Detailed Report Page 1 of 2 • HCS2000'" DETAILED REPORT General Information Site Information Intersection Route 37 & N81-81 Ramps Analyst PHR+A Area Type All other areas Agency or Co. PHR+A Jurisdiction Date Performed 11124104 2012 Background Time Period AM Peak Hour Analysis Year Conditions Project ID Artrip - Phase # 3 - Suggested Improvement Volume and Timing In ut • Number of lanes, N� LT 2 EB TH 3 RT 0 LT 0 WB TH 3 RT 0 LT 2 NB TH RT LT SB TH RT 1 0 0 0 0 Lane group T T L TR Volume, V (vph) 267 1061 1252 808 0 208 Heavy vehicles, %HV 6 6 6 :6:R Peak -hour factor, PHF 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 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 J 0 N N 0 N N Parking maneuvers, NM 0 Buses stopping, NB 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EB Only I Thru Only 03 04 1 NB Only 06 07 08 Timing G= 10.0 1 G= 38.0 G= G= G= 32.0 G= G= G= Y= 0 Y= 5 Y= Y= Y=5 Y= IY= 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 LT TH RT 281 1117 WB LT TH RT 1318 NB LT TH RT 851 219 SIB LT TH RT Lane group capacity, c 367 2604 2062 1176 0.72 542 v/c ratio, X 0.77 0.43 0.64 0.40 Total green ratio, g/C 0.11 0.53 0.42 0.36 0.36 fi le://C:\Documents%20and%20Settings\Boyapally\Loc a] %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 D g C C C Approach delay 19.9 21.2 26.4 Approach LOS g C C Intersection delay 22.2 Xc = 0.69 Intersection LOS C nwtvuv " Uopynght U 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 Intersection Route 37 & NB 1-81 Ramps Analyst PHR+A Area Type All other areas Agency or Co. PHR+A Jurisdiction Date Performed 11124104 2012 Background Time Period PM Peak Hour Analysis Year Conditions Project ID Artrip - Phase # 3 - Sug ested 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 RT 0 0 Lane group L T T L TR Volume, V (vph) 510 1915 1197 767 5 318 % 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, 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 j 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 08 Timing G= 14.0 G= 33.0 G= G= G= 28.0 G= G- - G - - Y= 5 IY= 5 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 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 11029 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 14.5 125.6 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 Xc = 0.80 Intersection LOS C L,opyngnt v zuuu University of Florida, All Rights Reserved Version 4.1e 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 & 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 I 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) 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 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, 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 1 02 03 04 SB Only 06 07 08 Timing G= 65.0 1Y= G= G= G= G= 30.0 G= G= G= 5 Y= Y= Y= Y= 5 Y= Y= 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, di 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 -L 55.0 19.5 20.4 Initial queue delay, d3 Control delay 11.8 75.0 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 = 1.04 c Intersection LOS D rrwwuv• Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k6DC.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 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, 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, 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 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EW Perm 02 03 1 04 SB Only 06 07 08 Timing G= 52.0 G= G= FG I G= 38.0 G= G= G= Y= 5 Y= Y= IY= 5 Y= ly= 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 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, di 24.0 24.0 31.0 26.8 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k6E7.tmp 12/21/2004 Detailed Report Page 2of2 • • 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 i64.9 i 218.5 32.1 Lane group LOS F F F C Approach delay 98.0 164.9 I I 158.3 Approach LOS F F F Intersection delay HCS2000TM 139.4 r .._: 11 -, ,,,,,, XC = 1.34 - - _ --. .. Intersection LOS F r,••s••• - -,-buy ui rvonua, All lights Keserved Version 4.1e file:HC:\Documents%20and%20Settings\Boyapally\Local%20Settin2s\Temp\s2kER7 tmn t?/)1ionnn 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 2012 background Conditions Project ID Artrip - Phase # 3 - Suggested Improvements Volume and TimingInput Number of lanes, N1 EB WB NB SB LT 0 TH 2 RT 0 LT 0 TH 3 RT 0 LT 0 TH 0 RT 0 LT TH RT 2 0 1 Lane group T T L Volume, V (vph) 984 2060 345 T370 % 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 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 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, GP 3.2 3.2 Phasing Thru Only 02 03 04 SB Only 06 07 08 Timing G= 50.0 1Y= G= G= G= G= 30.0 G= G= G= 5 Y= Duration of Analysis, T = 0.25 Y= Y= IY= 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 1036 RT LT TH 2168 RT LT TH RT LT TH RT 363 389 Lane group capacity, c 1898 _[2 13 1102 508 v/c ratio, X 0.55 0.80 0.33 0.77 Total green ratio, g/C 0.56 0.56 0.33 0.33 Uniform delay, di 12.8 16.0 22.5 26.9 file:HC:\Documents%20and%20Settings\Boyapally\Local%20Settings\TemD\s2k6F2.tmn i?/?.I/9.nn4 Detailed Report Page 2of2 Progression factor, PF • Delay calibration, k Incremental delay, d2 Initial queue delay, d3 Control delay Lane group LOS Approach delay Approach LOS Intersection delay HCS2000T M 10 Copyright © 2000 University or Florida, All Rights Reserved Version 4.1e file:HC:\Documents%20and%20Settings\Boyapally\Local%20Settings\Te.mn\Q?L-r%F7 t,- — , )Nl, i)nnn 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 2012 background 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� 0 2 0 0 3 0 0 0 T 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, 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, 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 1 02 03 04 SB Only 06 07 1 08 Timing G= 50.0 G= G= I G= G= 30.0 G= G= G= Y= 5 1 Y= Y= 1Y= Y= 5 Y= Y= JY= 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 0.85 Total green ratio, g/C 0.56 0.56 0.33 0.33 Uniform delay, d1 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 2of2 • • 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 C D Approach delay 30,1 16.7 32.4 Approach LOS C 8 C Intersection delay 25.2 Nf-e,)nnnTM Xc = 0.91 Intersection LOS C — rj••s••• vulvolsny ui rionaa, All [tights Reserved Version 4.1e fi le:HC:\Documents%20and%20Settings\Boyapally\Local %20Settin2s\Temti\s2k6FTC Detailed Report Page 1 of 2 HCS2000'" DETAILED REPORT General Information Site Information Intersection Crosspointe Blvd & Tasker Road Area Type All other areas Jurisdiction 2012 Background Analysis Year Conditions Project ID Artrip - Phase # 3 Analyst PHR+A Agency or Co. PHR+A Date Performed 11124104 Time Period AM Peak Hour Volume and Timing Input Number of lanes, N1 EB LT TH RT 1 2 1 WB LT TH RT 1 2 0 NB LT I TH RT 2 1 1 SB LT TH RT 0 1 1 Lane group L T R L TR L T R LT R Volume, V (vph) 252 335 682 77 568 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, I1 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 3.0 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, NIT) Buses stopping, NB 0 01 0 0 0 0 1 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 G= 11.0 1 07 G- 1 08 Timin G= 10.0 G= 22.0 g Y= 0 Y= 5 Duration of Analysis, T = 0.25 G= G= G= 32.0 G= Y= Y= Y= 5 Y= 5 Y= y= 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 265 353 507 81 598 1038 40 58 47 317 Lane group capacity, c 280 867 999 356 867 1176 662 739 228 457 0.95 0.41 0.51 0.23 0.69 0.88 0.06 1 0.08 0.21 0.69 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k708.tznn 12/21 /2_004 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 Uniform delay, d, 30.0 28.5. 8.0 20.0 30.9 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.J50. 1 0.12 0.11 0.26 Incremental delay, d2 39 0.4 0.3 2.3 Initial queue delay, d3 Control dela • • 0.36 0.36 0.47 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 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 I 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 © 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 14.5 36.0 33.0 D C 33.4 C C Version 4.1e file:HC:\Documents%20and%20Settings\Bovai)ally\Local%20Settinu.e\T,-.mn\c71r'7nS2 t-- 1'W)I l )nnA 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 Tim 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 Number of lanes, N� Lane group Volume, V (vph) % Heavy vehicles, %HV Peak -hour factor, PHF0.950.950.95 Preti d P LT 1 L 454 2 EB TH 2 T 884 2 RT 1 R 935 6 LT 1 L 129 2 0.95 WB TH RT 2 0 TR 661 0 2 2 0.95 0.95 NB LT TH RT SB LT TH RT 2 1 1 0 1 1 L T R LT R 654 86 146 0 85 425 6 2 2 2 2 0.95 0.95 0.95 0.95 0.95;F2 me ( ) 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, I 1.0 00 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 iolumes 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, N--------------- Buses stopping, NB 0 0 0 0 0 Min. time for pedestrians 3.2 Phasing Excl. Left - EW Perm 03 04 Timing G= 14.0 G= 31.0 G= E Y= 0 Y= 5 Y= Y= Durationj4ofnalysis, T = 0.25 La G 3.2 EMM©©NE ■ . � MM-�= ■mmme W====v© ■MMM- W ■ III I/I ��� ��� ��� v ■ a ■ 0 0 3.2 NB Only SB Onl G = 21.0 G = 9.0 Y= 5 Y= 5 0 01p 3.2 07 08 !EJ G= Y= i, C = 90.0 ne roup Capacity, Control Delay, and LDS Determination EB WE-- NB SB Adjusted flow rate, LT TH RT LT TH RT LT TH RT LT TH RT • v 478 931 668 136 696 688 91 l i2 89 363 Lane group capacity, c 403 1222 965 358 1222 772 435 616 186 492 1.19 0.76 0.69 0.38 0.57 0.89 0.21 r0. 18 0.48 0.74 file:HC:\Documents%20and%20Settings\Bovapallv\L.ocal%n26,qP.ttinaQ\TP,,,-\�')i,'7,'I I 1- - Detailed Report Page 2 of 2 • v/c ratio, X Total green ratio, g/C 0.50 0.34 0.63 0.50 0.34 Uniform delay, d1 18.9 26.2 10.8 15.4 24.1 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.50 0.31 0.26 0.11 0.16 Incremental delay, d2 106.2 2.9 2.1 0.7 0.6 Initial queue delay, d3 Control dela • 0.23 0.23 0.39 33.4 27.8 18.1 1.000 1.000 1,000 0.42 0.11 0.11 12.6 0.2 0.1 Y 125.1 29.1 12.9 16.1 24.7 46.0 128.0 18.2 Lane group LOS F C B B C D C B Approach delay 46.0 23.3 40.7 Approach LOS D C D Intersection delay 39.3 X = 1.04 Intersection LOS c UCS2000TM Copyright (D 2000 University of Florida, All Rights Reserved 0.10 0.31 38.3 27.7 1.000 1.000 0.11 1 0.30 1.9 5.8 40.2 L33*5D 34.8 C D Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settinas\Temp\s2k7f fmn 1')/'? 1 OMA Detailed Report Page 1 of 2 L • HCS2000'"' DETAILED REPORT General Information Site Information Analyst PHR+A Intersection Crosspointe Blvd & Warrior Agency or Co. PHR+A Dr Date Performed 11124104 Area Type All other areas Time Period AM Peak Hour Jurisdiction Analysis Year 2012 Background Conditions Volume and Timing Input Project ID Artrip - Phase # 3 LT EB TH RT LT WB TH RT LT NB TH RT SB LT TH Number of lanes, N� 0 1 1 -0 - RT Lane group 0 1 0 1 1 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 2 2 2 2 2 Pretimed (P) or actuated 0.95 0.95 0.95 0.95 0.95 0.95 (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 Unit extension, LIE 3 3 3 3 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, I 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 1.000 Ped /Bike / RTOR volumes Fn0-0 0.0 0.0 0.0 0 Lane width --------------- Parking / Grade / Parking Parking maneuvers, Nm Buses stopping, NB Min. time for pedestrians, I � � ©ra©©rav©ram©©s© Phasing K99 Timing Duration of Analysis, T = 0.25 Lane Group Capacity, Control • F usted flow rate, v e group capacity, c 0 10 0 0 0 3.2 3.2 3.2 03 1 04 1 NS Perm 06 G= G= G= 14.0 G= Y= Y= Y= 5 Y= ?lay, and LOS Determination EB I IMP 103 713 0.14 NB LT TH 422 76 619 885 0.68 0. 99 0 3.2 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settinv.c\Ti-mn\�or,,7,2A +,...._ 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 19,4 17.3 B 17.3 20.7 12.3 12.3 C B Ed I 8 19.4 12.3 Approach LOS Intersection delay B 18.6 B X = 0.57 B Intersection LOS 8 B HCS2000Tt t Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e • • file:HC:\Documents%20and%20Settings\BoyapallvTocal%2OSettinu.c\Tpmn\ool,'7'2n t Detailed 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 Dr Area Type All other areas Time Period PM Peak Hour Jurisdiction Analysis Year 2012 Background Conditions Project ID Artrip -Phase # 3 Volume and Timin Input EB WB NB SB Number of lanes, N LT TH RT LTPTHRT LT TH RT LT TH RT 0 1 1 0 0 1 1 0 0 1 0 Lane group LT R 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 Parking /Grade /Parking N12.0 0 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 1 02 03 04 NS Perm 06 07 Timing G= 38.0 G= G= G= G= 42.0 G= G- 08 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 Adjusted flow rate, v TH I RT LT TH RT LT TH RT LT TH RT • Lane 208 375 164 323 150 105 group capacity, c 787 643 703 573 833 869 0.26 0.58 0.23 0.56 0.18 012 file://C:\Documents%20and%20Settings\Boyapally\Loc al%20SettinPr.\Tt-mn\Q)le'7qP },, _ , I) P) 1,- Detailed Report Page 2 of 2 v/c ratio, X • Total green ratio, g/C 0.42 0.42 0.42 0.47 0.47 0.47 Uniform delay, d, 16.9 19.9 16.7 17.4 14.0 13.6 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, Td 0.2 1.4 0.2 1.3 0 1 0.1 Initial queue delay, Control delay 17.1 121.3 16.8 18.7 14.1 13.6 Lane group LOS B C EB B B B Approach delay 19.8 16.8 17.2 13.6 Approach LOS B B B B Intersection delay 18_0 � = 0.57 Etersection LOS B HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e E • file:HC:\Documents%20and%20Settings\Boyapally\Local%20Settin2s\TemD\s2k73F tm„ t'Mt i)nnn Detailed Report Page 1 of 2 HCS2000" DETAILED REPORT • Information ffnalyst Site Information PHR+A Intersection Hillandale Lane & Tasker or Co. PHR+A Date Performed 11124104 Area Type Road All other areas Time Period AM Peak Hour Jurisdiction Analysis Year 2012 Background Conditions Project ID Artrip -Phase # 3 Volume and Timinq Input EB WB NB SB Number of lanes, N� LT TH RT LT TH RT LT TH RT LT TH RT 0 1 0 0 1 0 1 1 0 0 1 0 Lane group LTR LTR L TR Volume, V (vph) 31 0 192 21 0 4 208 50 32 6 L TR % Heavy vehicles, %HV 2 2 2 2 152 40 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 Extension of effective 2.0 green, e 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 • Unit extension, UE 3,0 3 3 3 T3. 3.0 3.03.0 Filtering/metering, I 1.000 1.000 1.0001.000 Initial unmet demand, Qb0.0 0.0 j 0.0 Ped /Bike / RTOR volumes FT 0.0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking 7 0 N N 0 EN rN N N 0 0 N Parking maneuvers, NM Buses stopping, NB 0 0 Min. time for pedestrians, 0 1 0 0 G 3.2 3.2 3.2 3.2 Phasing EW Perm 02 03 1 04 NS Perm 06 07 G = 42.0 G = Timing G= - G= 38.0 G= G= 08 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 Adjusted flow rate, v TH I RT LT TH RT LT TH RT I LT TH RT 235 26 219 87 208 • Lane group capacity, c 741 663 475 741 761 v/c ratio, X 0.32 0.04 0.46 0.12 0.27 file://C:\Documents%20and%20Settings\BoyapalIv\Loc a]%20SettinPrc\Ti-.mn\Q?V7AA t- 1')P)1/1nnA Detailed Report Page 2 of 2 Total green ratio, g/C • Uniform delay, d1 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 18.7 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 HCS2000Tt t 15.3 B 15.3 B 16.9 Copyright © 2000 13.1 ==n 13.1 e = 0.39 University of Florida, All Rights 19.4 15.9 17.2 B B B 18.4 17.2 B B Intersection LOS Reserved B Version 4.1e • file://C:\Documents%20and%20Settings\Boyapally\Local%20Settinu.c\Tf-mn\o'?tr7n A *,..-.- I'I/. I . Detailed Report Page 1 of 2 HCS2000'"' DETAILED REPORT • General Information Site Information Analyst PHR+A Intersection Hillandale Lane & Tasker Agency or Co. PHR+A Date Performed 11124104 Road Area Type All other areas Time Period PM Peak Hour Jurisdiction Analysis Year 2012 Background Conditions Project ID Artrip - Phase # 3 Volume and Timinq Innut EB WB NB SB Number of lanes, N� LT TH RT LT TH RT LT TH RT LT TH RT 0. 1 0 0 1 0 1 1 0 0 1 0 Lane group LTR LTR L TR Volume, V (vph) 60 0 315 123 0 24 293 133 114 22 L TR 70 % Heavy vehicles, %HV 2 2 2 2 2 49 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, I1 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 Arrival type, AT 3 • Unit extension, UE 3.D 3 3 3 3 3.0 3.0 3.0 3.0 Filtering/metering, I 1.000 1.000 00 1.000 Initial unmet demand, Qb 0.0T 0.0 q0"0( Ped /Bike / RTOR volumes 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 j Min. time for pedestrians, 0 0 0 G 3.2 3.2 3.2 3.2 7 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 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 Adjusted flow rate, v TH RT LT I TH RT LT TH RT LT TH RT 395 154 308 260 149 Lane group capacity, c 715 • 443 529 732 701 v/c ratio, X 0.55 0.35 0.58 0.36 0.21 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settin2s\Tema\s2k755 fmn 1 ?/? 1 /900A 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 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 182 15.8 21.6 18.0 16.7 Lane group LOS B B C B g Approach delay 18.2 15.8 19.9 16.7 Approach LOS g B B B Intersection delay 18.5 X = 0.57 Intersection LOS g HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e • file:HC:\Documents%20and%20Settings\Boyapally\Local%20Settin2s\Tema\s2k755.tynn 1 ?/? 1 ionnn Two -Way Stop Control Page I of 2 � 0 I* I• TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR+A Intersection Agency/Co. PHR+A Jurisdiction Date Performed 11124104 Analysis Time Period AM Peak Hour Analysis Year Project Description Artrip - Phase # 3 East/West Street: Lakeside Drive Intersection Orientation: North -South Vehicle Volumes and Adiustments Major Street Movement 1 L Northbound 2 T Volume 0 794 Peak -Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR Percent Heavy Vehicles 0 2 835 Median Type RT Channelized Lanes Configuration 0 1 Upstream Signal 0 Minor Street Westbound Movement 7 L 8 T Volume 4 0 Peak -Hour Factor, PHF Hourly Flow Rate, HFR 0.95 4 0.95 0 Percent Heavy Vehicles 2 F 0 Percent Grade (%) 0 Flared Approach N Storage 0 RT Channelized _anes 0 0 Donfiguration LR Lela , Queue Len th, and Level of Service approach NB SB Movement 1 4 _ane Configuration LT / (vph) 1 (m) (vph) 797 (/c 0.00 )5% queue length 0.00 control Delay 9.5 -OS A \pproach Delay \pproach LOS -- _ Lakeside Dr& Tasker Road 2012 Background Conditions orth/South Street: Tasker Road Ludy Period (hrs): 0.25 3 4 R L 2 1 0.95 0.95 2 1 -- 2 Raised curb 0 0 0 TR LT I®� Southbound 5 T 379 0.95 398 1 0 —_ Eastbound 11 T 0 0.95 0 0 0 N 0 0 0 0 0 0 0 Eastbound __ 10 1 11 12 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settines\Te. nn\„?k75R t,,,, 1/1), /1)nnA Two -Way Stop Control Page 1 of 2 � 0 1 40 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 H Analysis Year our 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 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 7 L 8 T Volume Peak -Hour Factor, PHF 3 0.95 0 0.95 Hourly Flow Rate, HFR Percent Heavy Vehicles 3 1 2 0 L 0 'ercent Grade (%) 0 ::tared Approach N Storage 0 3T Channelized _anes 0 0 configuration LR )ela , Queue Len th, and Level of Service \pproach NB SB Movement 1 4 _ane Configuration LT (vph) 22 (m) (vph) 1035 Ilc 0.02 ►5% queue length 0.07 ;ontrol Delay 8,6 .OS A approach Delay +pproach LOS ;, 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 L T 9 R 15 0.95 15 2 9 Southbound 5 — T 949 0.95 998 1 East-� 7 —1 — T 0 0.95 0 0 N Eastbound 10 1 11 12 file:HC:\Documents%20and%20Settings\Boyapally\Local%20Settings\Tema\u2k7.5R rm„ t?/?IOnna Two -Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY • General Information Site Information Analyst PHR+A Intersection Warrior Drive & Tasker Agency/Co. PHR+A Jurisdiction Road Date Performed 11124104 Analysis Time Period AM Peak Hour Analysis Year 2012 Back round 9 Conditions Project Descriptio�_A rtrip - Phase # 3 East/West Street: Tasker Road North/South Street: Warrior Drive Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Ad'ustments Eastbound Westbound Major Street Movement 1 2 L T 3 4 R L 5 6 Volume (veh/h) 0 16 59 14 T R Peak -hour factor, PHF 0.95 0.95 0.95 0.95 55 0 0.95 0.95 Hourly Flow Rate (veh/h) 0 16 62 14 57 0 Proportion of heavy ehicles, PHv 2 -- -- 2 Undivided Median type RT Channelized? 0 0 1 0 0 0 1 Lanes • Configuration TR LT 0 Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 55 0 4 0 0.95 0 0 0.95 Peak -hour factor, PHF 0.95 0.95 0.95 Hourly Flow Rate 0.95 (veh/h) 57 0 4 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 0 Lanes 0 0 0 0 Configuration 0 .0LR 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 ueue length (95%) 0.03 0.23 file://C:\Documents%20and%20Settings\Boyapallv\Local%20Settinn.q\TPmn\ii71r'7CR r,Y_ ,nIn „nnnA Two -Way Stop Control Page 2 of 2 r� �-J • • I Delay (s/veh LOS Approach delay (s/veh). Approach LOS I -I CS2000T M 7.4 9.5 A A -- 9.5 -- _ A Copyright © 2003 University of Florida, All Rights Reserved ` Version 4.)d file:HC:\Documents%20and%20Settings\BoyapallyTocal%20Setting.g\Ti-.mn\i,')L-'7s'Pt- ,',/) A Two -Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR+A Intersection Vi/arrior Drive & Tasker Agency/Co.Performed PHR+A urisdiction Road Date Performed 11/24/04 Analysis Time Period PM Peak Hour Analysis Year 2012 Background Conditions Project Description Artrip - Phase # 3 East/West Street: Tasker Road Intersection Orientation: East-West North/Sou�he�-arrior Drive Study Peri5 VehicleVolumes and Ad'ustments Major Street Eastbound Movement 1 2 3 4 Volume (veh/h) L 0 T 41 R L Peak -hour factor, PHF 0.95 0.95 96 0.95 17 Hourly Flow Rate 0.95 (veh/h) 0 43 101 17 Proportion of heavy vehicles P 2 -- ' HV Median type FIT Channelized? Lanes 0 1 Configuration Upstream Signal 0 Minor Street Northbound Movement 7 8 L T ✓olume (veh/h) 93 0 'eak-hour factor, PHF 0.95 0.95 -lourly Flow Rate veh/h) 97 0 'roportion of heavy ,ehicles, PHv 2 2 'ercent grade N 0 -tared approach N Storage 0 IT Channelized? anes 0 0 :onfiguration LR :ontrol Delay, Queue Length, Level of Service ,pproach EB WB lovement 1 4 ane Configuration LT olume, v (vph) 17 apacity, cm (vph) 1438 'c ratio 0.01 ueue length (95%) 0.04 Northbound Westbound 5 T 4 0.95 4 CZ-, i+kt,- ,I file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Tf..mn\„?>r'7r,i +,,- — , I),.,, Two -Way Stop Control Page 2 of 2 Control Delay (s/veh) E7.5 98LOS A • Approach delay (s/veh) 9.8 Approach LOS A HCS2000TM Copyright © 2003 University of Florida, All Rights Reserved • is Version 4.1 d fileJ/C:\Documents%20and%2OSettings\Boyapally\Local%20Settinas\Temn\tt?k7tit trn- 1 7 /') l NHNI A Two -Way Stop Control Page l of 2 • • eneral Information TWO-WAY STOP CONTROL SUMMARY Site Information Analyst PHR+A Agency/Go. PHR+A Date Performed 11129104 Analysis Time Period AM Peak Hour Nroject Description Artrip - Phase # 3 East/West Street: Parkins Mill Road Intersection Orientation: East-West Vehicle Volumes and Ad'ustments Major Street Movement 1 Eastbound 2 L T Volume (veh/h) 15 15 Peak -hour factor, PHF 0.95 0.95 Hourly Flow Rate (veh/h) 15 15 Proportion of heavy vehicles, PHv 2 -- Median type RT Channelized? Lanes 0 1 Configuration I LTR Upstream Signal 0 Minor Street Northbound Movement 7 L 8 T Volume (veh/h) Peak -hour factor, PHF 9 0.95 1 0.95 Hourly Flow Rate (veh/h) 9 1 Proportion of heavy vehicles, PHv 2 2 Percent grade (%) 0 Flared approach N Storage 0 RT Channelized? -anes 0 1 Donfiguration LTR control Delay, Queue Length, Level of Service 4pproach EB WB Movement 1 4 -ane Configuration LTR LTR ✓olume, v (vph) 15 0 rapacity, cm (vph) 1600 1600 i/c ratio 0.01 0.00 )ueue length (95%) 0.03 0.00 Intersection Parkers.HiM Site Drive Jurisdiction A6/E2 Analysis Year 2012 Build -out Conditions North/South Street: Site Drivewa s A6/E2 Study Period (hrs): 0.25 MM Northbound Westbound 5 6 T R 17 0 0.95 a 95 17 0 file:HC:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k764.tmn t 9./?. 1 /,?nna Two -Way Stop Control Page 2 of 2 Control Delay (s/veh) 7.3 7.3 g 1 LOS A A A • Approach delay (s/veh) 9.1 Approach LOS _ A HCS2000TM Copyright 0 2003 University of Florida, All Rights Reserved • • Version 4.1d file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k764.tmb 12/21 /2004 Two -Way Stop Control Page 1 of 2 K] 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 Artri - 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 FIT Channelized? 'Lanes 0 1 Configuration LTR Intersection Jurisdiction Analysis Year Parkers Hill& Site Drive A6/E2 2012 Build -out Conditions South Street: Site Driveways A6/E2 Period (hrs): 0.25 MM • Upstream Signal 0 Minor Street Northbound Movement 7 8 9 10 L T R L Volume (veh/h) 5 3 0 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh/h) 5 3 0 0 Proportion of heavy ehicles, PHv 2 2 2 2 Percent grade (%) 0 Flared approach N Storage 0 RT Channelized? 0 Lanes 0 1 0 0 Configuration LTR • Control Delay, Queue Length, Level of Service Approach EB WB Northbound Movement 1 4 7 8 9 Lane Configuration LTR LTR LTR Volume, v (vph) 26 0 8 Capacity, cm (vph) 1589 1576 801 /c ratio 0.02 0.00 0.01 ueue length (95%) 0.05 0.00 0.03 Westbound 5 g 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 • 7.3t.. 3 9.5 A 8.7 A A -- 9.5 8.7 -Ap003 University of Florida, All Rights Reserved Version 4. I d file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k767.tmp 12/21/2004 Two -Way Stop Conti-ol Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY neral Information 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 Vehicle Volumes and Adjustments Aajor Street Movement Eastbound 1 2 L T ✓olume (veh/h) 44 64 leak -hour factor, PHF 0.95 0.95 -lourly Flow Rate veh/h) 46 67 'roportion of heavy (ehicles, PHv 2 -- Aedian type IT Channelized? _anes 0 1 ;onfiguration LT Jpstream Signal 0 Ainor Street Northbound Aovement 7 8 L T (olume (veh/h) 0 0 leak -hour factor, PHF 0.95 0.95 lourly Flow Rate ✓eh/h) 0 0 'roportion of heavy ehicles, PHv 2 2 'ercent grade N 0 tared approach N Storage 0 IT Channelized? anes 0 0 :onfiguration :ontrol Delay, Queue Length, Level of Service pproach EB WB lovement 1 4 ane Configuration LT olume, v (vph) 46 apacity, cm (vph) 1483 'c ratio 0.03 ueue length (95%) 0.10 Intersection Jurisdiction Analysis Year Parkers Hill Rd& Site Drive 12 Build -out Conditions South Street: Site Driveway A5 Period (hrs): 0.25 ►T • • • v - � v v Undi. -. i Southbound � vv v i v o v■ o Northbound-,, South -bound file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k76A.tmn i 2/9.t /9.nn4 Two -Way Stop Control Page 2 of 2 • • Control Delay (s/veh) 7.5 9.3 LOS A A Approach delay (s/veh) -- - 9.3 Approach LOS -- A IIC'IVUvo•"' Copyright © 2003 University or 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 � 0 eneral Information TWO-WAY STOP CONTROL SUMMARY Site Information Analyst PHR+A Agency/Co. PH 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 L 2 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, PH v 2 - • Median type RT Channelized? Lanes 0 1 Configuration LT Upstream Signal 0 Minor Street Northbound Movement 7 L 8 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 Approach Movement EB 1 WB 4 • Lane Configuration LT Volume, v (vph) 78 Capacity, cm (vph) 1385 /c ratio 0.06 Queue length (95%) 0.18 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 EM 0 n K Northbound 7 1 8 10 L 36 0.95 37 4 rJ 5 T 153 0.95 161 Southbound file:HC:\Documents%20and%20Settings\Boyapally\Local%20SettinLys\Temn\„?.k'76T) tmn i oio I ionnn Two -Way Stop Control Page2of2 • • Control Delay (s/veh) 7.8 11.2 LOS A B Approach delay (s/veh) - 11.2 Approach LOS -- __ B H(-3zuoo'^' Copyright © 3003 University of 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 � 0 10 lie TWO-WAY STOP CONTROL SUMMARY General Information ISite Information Analyst PHR+A Intersection Agency/Co. PHR+A Date Performed 11129104 Jurisdiction Analysis Time Period AM Peak Hour Analysis Year arkers Hill Rd& Site Drive 7 912 Build -out Conditions Project Description Artrip - Phase # 3 East/West Street: Parkins Mill Road North/South Street: Site Drivewa A7 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) 12 3 0 0 3 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh/h) 12 3 p 0 3 0 Proportion of heavy vehicles, PHv 2 -- -- 2 Median type Undivided RT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration LT Upstream Signal 0 0 TR 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 0 Lanes 1 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 • E • -.opyngnt v suus University of Florida, All Rights Reserved Version 4.Id file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k770.tmn 12/21/2004 Two -Way Stop Control Page t 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 Driveway A7 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) 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 - -- 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 vehicles, PHv 2 2 2 2 2 2 Percent grade (%) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 0 0 0 0 0 Configuration I ILR -r-d 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 Control Delay (s/veh) LOS •Approach delay (s/veh) Approach LOS HCS2000TM • 7.3 A Copyright © 2003 University or Florida. All Rights Reserved Page 2 of 2 Version 4.1 d fi le://C:\Documents%20and%20Settings\Boyapally\Local %20Settings\Temp\u2k773.tmn 12/21 /2004 Two -Way Stop Control Page 1 of 2 r 1 I� • • file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k776.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 HCS2000"°' Copyright © 2003 University or Florida. All Rights Reserved Version 4.1d file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k776.tmp 12/21/2004 Two -Way Stop Control Page 1 of 2 � 0 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 • • 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) 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 Si nal 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 Approach Eg Wg Movement 1 4 Lane Configuration LT Volume, v (vph) 5 Capacity, cm (vph) 1623 /c ratio 0.00 Queue length (95%) 0.01 Intersection Jurisdiction Analysis Year South Street: Site Period (hrs): 0.25 Northbound 7 1 8 1 9 Parkers Hill Rd& Site Drive 12 Build -out Conditions v© 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 H(-32UUU' Copyright © 2003 University of Florida, All Rights Reserved Version 4.Id file://C:\Documents%20and%20Settings\Boyapally\Loc a] %20S ettings\Temp\u2k779. tmp 12/21/2004 Two -Way Stop Control Page 1 of 2 • General information lie • TWO-WAY STOP CONTROL SUMMARY Site Information Analyst PHR+A Agency/Co. PHR+A Date Performed 11129104 Analysis Time Period AM Peak Hour Intersection Jurisdiction nalvsis Year arkers Hill & Site Drive 2E1 912 Build -out Conditions Project Description Artrip - Phase # 3 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? Lanes Configuration 0 1 0 0 TR 0 LT 1 0 0 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 vehicles, PHv 2 2 2 2 2 2 Percent grade (%) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes Configuration 0 0 LR 0 0 0 0 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 898 /c ratio 0.00 0.07 ueue 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 g Version 4.ld file://C:\Documents%20and%20Settings\Boyapally\Loc al %20S ettings\Temp\u2k7 7C.tmp 12/21/2004 Two -Way Stop Control Page 1 of 2 � 0 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 • 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) 0 60 Peak -hour factor, PHF 0.95 0.95 Hourly Flow Rate (veh/h) 0 63 Proportion of heavy vehicles, PHv __T 2 -- Median type RT Channelized? Lanes 0 1 Configuration Upstream Signal 0 Minor Street Northbound Movement 7 g L T Volume (veh/h) 129 0 Peak -hour factor, PHF 0.95 0.95 Hourly Flow Rate (veh/h) 135 0 Proportion of heavy ehicles, PHv - _T 2 2 Percent grade (%) 0 Flared approach N Storage 0 RT Channelized? Lanes 0 0 Configuration LR Control Delay, Queue Lenath. Level of Sprvicp Lane Configuration Volume, v (vph) Capacity, cm (vph) • /c ratio ueue length (95%) Intersection Jurisdiction nalvsis Year Parkers Hill & Site Drive D2E1 2012 Build -out Conditions South Street: Site Driveways D21E1 Period (hrs): 0.25 'ITestbound Undivided • Southbound Southbound 10 1 11 T 12 fi le://C:\Documents %20and%20S ettin gs\B oyap all y\Loc al %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 B Approach delay (s/veh) - - 10.4 Approach LOS - _ B nCoZuw"" Copyright (D 3003 University of Florida, All Rights Reserved Version 4.1d file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k77F.tmp 12/21/2004 lletai led 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 I 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 2 2 2 2 0 Peak -hour factor, PHF 0.95 a95 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 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, 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 E Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing EW Perm 02 03 04 1 NS Perm 06 07 08 Timing G= 20.0 G= G= G= G= 60.0 G= G= G= Y= 5 1Y= 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 SIB 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 1 1 10.68 0.96 Total green ratio, g/C I 0.22 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 6 --r- C Approach delay 27.6 29.7 10.7 32.3 Approach LOS C C 8 C Intersection delay 23.3 X = 0.80 c Intersection LOS C t-opyngnt v %uuu University of Florida, All Rights Reserved Version 4.1 e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k8BC.tmp 12/21/2004 Detailed Report Page I of 2 • • U 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 AIBiArea Type All other areas JurisdictionAnalysis 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 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 1 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 10 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing EW Perm 02 03 04--7 NS Perm 06 07 08 Timing G= 20.0 G= G= I G= 60.0 G= G= G= Y= 5 Y= Y= I Y IY= 5- Y= Y= Y= Duration of Analysis, T = 0.25Cycle 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 25 75 707 565 Lane group capacity, c 336 350 1235 1131 v/c ratio, X 0.07 0.21 0.57 0.50 Total green ratio, g/C 0.22 a22 0.67 0.67 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k8B Ltmp 12/21/2004 Detailed Report Page 2 of 2 • • Uniform delay, di 277 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 28.9 8.7 7.8 Lane group LOS C C A A Approach delay 27.8 28.9 8.7 7.8 Approach LOS C C A A Intersection delay 9.8 X = 0.48 c 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\s2k8Bl.tmp 12/21/2004 Detailed Report Page 1 of 2 • HCS2000'M 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, N1 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, Qb 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 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 NS Perm 06 07 08 Timing G= 20.0 G= G= G= G= 60.0 G JG= G= Y= 5 Y= Y= Y= 1Y= 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 0.55 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 2 of 2 • • • 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 roach LOSCArsection E delay n TM 10.0 X = 0.51 c Intersection LOS g wpyngin v 2000 university of Florida, All Rights Reserved Version 4.1 e file:HC:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k7A0.tmp 12/21/2004 Detailed Report Page 1 of 2 • r 1 L_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 Timin In ut 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 __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 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 Lane width 12.0 12.0 12.0 12.0 Parking / Grade / Parking N N N 0 N N 0 N I 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 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= 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 I 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, d1 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 B A B Approach delay 33.6 10.0 9.9 Approach LOS C B A Intersection delay 12.6 Xc = 0.64 Intersection LOS B HCS20067'' Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k7AB.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 I-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 I 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 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 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 j 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= 12.0 G= 51.0 G= G= IY= G= 47.0 G= G= G= Y= 0 Y= 5 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 I 1 WB NB SB LT TH RT I LT I TH RT LT 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, di 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 r-� • 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 169.4 210.1 318.6 170.4 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 HCS2000"" Copyright © 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 Timing Input EB WB NB SB LT TH RT LT TH I 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) 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 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, 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= I,/ Y= 0 Y= 5 Y= Y= Y= 5 Y= Y= = Duration of Analysis, T = 0.25 Cycle Length, C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB I WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 537 409 2218 812 375 Lane group capacity, c 583 1183 1169 410 366 v/c 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, d1 27.1 17.0 132.0 1 138.0 138.0 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k7Cl.tmp 12/21/2004 Detailed Report Page 2 of 2 Ll • 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 1439.0 7.9 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' " 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 l of mformation Wyst Agency or Co. Date Performed Time Period PHR+A PHR+A 11129104 AM Peak Hour Volume and Timing Input HCS2000"" DETAILED REPORT Site Information 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 I TH RT LT TH RT LT I 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 A A A A Start-up lost time, I, 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 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 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 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 17WI unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 10.0 0.0 0.0 0.0 0.0 10.0 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 G= G= G= G= 10.0 G= 45.0fG GY= 5 Y= Y= Y= Y= 0 Y= 5 Y= 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 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 T green 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, d� 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 10.11 10.16 0.11 J0.11 0.15 0.11 0.31 0.11 0.11 i le://C:\Documents%20and%20Settings\G I is kman\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 Initial queue delay, d3 Orol 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 e e Approach delay 24.7 24.1 26.8 26.7 Approach LOS C C C C Intersection delay 25.5 X c = 0.63 Intersection LOS C fcs20001 I • Copyright © 2000 University of Florida, All Rights Reserved Version 4.1 le://C:\Documents%20and%20Settings\GlickmanTocal%20Settings\Temp\s2k20.tmp 12/27/2004 Detailed Report Page 1 of: I ■ eral Information Wyst PHR+A Agency or Co. PHR+A Date Performed 11129104 Time Period PM Peak Hour Volume and Timina Innid HCS2000'" DETAILED REPORT Site Information Intersection Area Type Jurisdiction Analysis Year Proiect ID Warrior Drive & Tasker Road (S) All other areas 2012 Build -out Conditions Artrip - Phase # 3 EB WB NB SB LT TH RT LT TH RT LT TH RT LT I TH RT Number of lanes, N 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 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 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 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 iffiving/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 IIRKI unmet demand, Ob 0.0 0.0 0.0 1 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 12.0 112.0 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 G= G= G= G= 15.0 G= 45.0 G= G= Y= 5 1Y= Y= Y= Y= 0 Y= 5 Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 115.0 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 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 T I 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, d1 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 i.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 M 0.48 0.11 0.30 0.21 0.11 0.43 0.15 0.11 ife:HC:\Documents%20and%20Settings\Glickman\Local%20Settings\Temp\s2k2B.tmp 12/27/2004 Detai led 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 0.7 0.0 I kal 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 6 D C C D 8 6 Approach delay 29.7 44.5 31.7 28.7 Approach LOS C D C C Intersection delay 35.0 X c = 0.90 Intersection LOS C Copyright © 2000 University of Florida, All Rights Reserved • Version 4.1 E le://C:\Documents%20and%20Settings\Glickman\Local%20Settings\Temp\s2k2B.tmp 12/27/2004 Detailed Report Page 1 of 2 1� • 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 Timing Input 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 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, 11 2.0 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 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 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N Al 0 N N N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 Min. time for pedestrians, GP 3.2 3.2 3.2 Phasing EB Only Thru Only 03 1 04 1 NB Only 06 07 08 Timing G= 7.0 G= 45.0 G= G= G= 28.0 G= G= G= Y= 0 IY= 5 Y= IY= 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 I 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, di 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 Detailed Report Page 2 of 2 • • • Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.50 0.11 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 g C C C C Approach delay 31.2 25.0 32.6 Approach LOS C C C Intersection delay 29.4 X = 0.87 Intersection LOS C - uuu t-opyngnt v 1000 University of Florida, All Rights Reserved Version 4.le file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k7CC.tmp 12/21/2004 Uetailect 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 Artrip - Phase # 3 - Su 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 3 0 0 3 0 2 1 1 0 0 0 Lane group L I 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, 11 2.0 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 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 07 08 Timing G= 14.0 G= 34.0 G= G= G= 27.0 G= G= G= Y= 5 Y= 5 Y= IY= 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 I WB NB SB LT TH RT I LT I TH RT I 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, di 38.0 15.0 25.2 29.2 22.1 26.7 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k7D7.tmp 12/21/2004 Metalled Report 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 X = 0.83 c Intersection LOS HCS2000TM Copyright O 2000 University of Florida, All Rights Reserved • • C Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k7D7.tmp 12/21/2004 vetailed 1Keport 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 /-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, Ni 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, 11 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 Arrival type, AT4 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 1 08 Timing G= 65.0 G= G= I G= G= 30.0 G= G= G= Y= 5 IY= Y= I Y= Y= 5 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 105.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB I NB SB LT TH RT LT 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 +-i 11.5 20.0 36.1 36.0 file://C:\Documents%20and%20Settings\Boyapally\Local%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 1 75.0 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 _ _TAB 54.5 X = 1.04 c Intersection LOS D wcvvv- copyright U 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\BoyapallyTocal%20Settings\Temp\s2k7E2.tmp 12/21/2004 vetai iec1 tteport 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 1 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 12.0 2.0 1 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 Arrival type, AT 1 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 P I3.2 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 Y= Y= Y= Y= 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 I TH RT LT TH RT LT TH I 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, di 24.0 24.0 31.0 26.8 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k7ED.tmp 12/21/2004 Uetalled Report Page 2 of 2 • • Progression factor, PF 1.000 1.000 1.000 1,000 Delay calibration, k 0.50 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 F C Approach delay 98.0 164.9 158.3 Approach LOS F F F Intersection delay 139.4 X = 1.34 Intersection LOS F HCS2000' " Copyright © 2000 University or Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k7ED.tmp 12/21/2004 Ueianeu Keport Page 1 of 2 CI • HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR+A Intersection Route 37 & SB 1-81 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 andTiming Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N� 0 3 0 0 3 0 0 0 D 2 0 1 Lane group T LT L 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, 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 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 1 0 0 0 Lane width 112.0 12.0 12.0 Parking / Grade / Parking N 1 0 N N 0 N N N 112.0 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 02 03 04 SB Only 06 07 08 Timin IG= 50.0 G= g Y= 5 Y= Duration of Analysis, T = 0.25 G= G= G= 30.0 G= G= G= Y= Y= 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 I TH 2335 RT LT TH RT LT 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 23.1 26.9 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k7F8.tmp 12/21/2004 ccepun 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 UI)LUUU--- �.opyngnt e9 3000 University or Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\BoyapallyToc al%20Settings\Temp\s2k7F8.tmp 12/21/2004 uetai iea 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 2012 Build -out Conditions Project ID Artrip - Phase # 3 - Suggested Improvements Volume and Timing Input EB WB NB I SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 0 3 0 0 3 0 0 0 0 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, 2.0 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 1.000 Initial unmet demand, Ob 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 1 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= G= G= 32.0 G= G I G= 5 Y= Y= Y= 1Y= 5 Y= IY= 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 Metalled Keport Page 2 of 2 • • • 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 8 C Ct30.7 C Approach delay 18.5' 22.8 Approach LOS 8 C Intersection delay KA 23.1 Xc = 0.85 Intersection LOS C iL.)wvu - Lopynght U 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k803.tmp 12/21/2004 vetai lea Keport 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 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� 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 j 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 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 1 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 1 G= 26.0 G= 4G= G= 32.0 G= 7.0 G= G= Y= 0 IY= 5 Y= Y IY= 5 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 I 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 We 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 uerallea tteport Page 2 of 2 Total green ratio, g/C 10.40 10.29 10.70 10.40 10.29 • Uniform delay, dl 22.1 27.0 1 7.7 17.9 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 Bela • • 0.36 10.36 10.47 27.2 19.1 113.3 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 35.4 119.1 113.3 Lane group LOS E C A B D D B B Approach delay 25.0 34.8 33.7 Approach LOS C C C Intersection delay 30.6 X = 0.80 c Intersection LOS HCS2000Tt t Copyright © 2000 University of Florida, All Rights Reserved 39.3 30.3 1.000 1.000 0.11 0,21 1.3 3.2 40.6 33.6 D C 34.7 C C Version 4.le file://C:\Documents%20and%20Settings\Boyapally\Local %20Settings\Temp\s2k80E.tmp 12/21 /2004 JJeLaueu tteport Page I of 2 HCS2000'" DETAILED REPORT • 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 Timin In ut Number of lanes, N� EB LT TH RT 1 2 1 WB LT TH RT 1 2 0 NB LT TH RT 2 1 1 SB LT TH RT 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, 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 Ped / Bike / RTOR volumes 0.0 0 0.0 0.0 140 0.0 0 0.0 0 0.0 0 0.0 0.0 0 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 d 0 1 0 Min. time for pedestrians, G 3.2 3.2 3.2 - 3.2 Phasing Excl. Left EW Perm 03 04 1 NB Only SB Only 07 08 Timing G= 15.0 G= 35.0 G= G= G= 19.0 G= 6.a G- G= Y= 0 Y= 5 Duration of Analysis, T = 0.25 Y= Y= Y= 5 Y= 5 Y= Y= Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination Adjusted flow rate, v EB LT TH I RT 478 1321 837 WB LT I TH RT 136 1082 NB LT TH RT 688 91 154 SB LT I TH RT 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 ::I Eq 0.23 0.26 0.72 0.90 I I I __ I I I I - file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k819.tmp 12/21/2004 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 0.29 Uniform delay, di 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 3.1 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 c = 1.40 Intersection LOS D HCS2000' m 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 HCS2000"' DETAILED DEPORT General Information Site Information Analyst PHR+A Intersection Crosspointe Blvd & Warrior Agency or Co. PHR+A Dr Date Performed 11124104 Area Type All other areas Time Period AM Peak Hour Jurisdiction Analysis Year 2012 Build -out Conditions Project ID Artrip - Phase # 3 Volume and Timing Input 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 TH RT 0 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 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 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 10.0 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 1 02 03 1 04 1 NB Only NS Perm 07 1 0,9 G= 25.0 G= Timing Y= 5 ly= Duration of Analysis, T = 0.25 G= G= G= 33.0 G= 22.0 G I G= Y= Y= dy= 0 Y= 5 Y= 1Y= Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination Adjusted flow rate, v EB WB NB SB LT TH 63 I RT 469 LT I TH 103 RT LT 684 1849 THI 76 RT LT I TH RT 77 Lane group capacity, c 518 1067 493 1107 455 v/c ratio, X 0.12 0.44 0.21 0.81 0.07 0.17 \Documents%20and%20Settings\Boyapal ly\Local%20Settings\Temp\s2k83A Kepon Page 2 of 2 0 • 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 1 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 6.1jC 25.1 17.6 7.1 27.0 Lane group LOS C A 8 A C Approach delay 8.3 25.1 16.5 27.0 Approach LOS A C e C Intersection delay 14.7 X c = 0.55 Intersection LOS 8 HCS2000"4 Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k83A.tmp 12/21/2004 Achui L Page 1 of 2 • • r 1 L.J 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 & Warrior Dr 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, Nl 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 1G= G= G= G= 33.0 G= 22.0 G= G= IY= Y= 5 1Y= Y= Y= Y= 0 Y= 5 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 208 913 238 711 150 105 Lane group capacity, c 518 1067 438 821 1091 455 v/c ratio, X 0.40 10.86 0.54 1 0.87 0.14 0.23 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k845.tmp 12/21/2004 vc<<uleu lcepori Page 2 of 2 • • • 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 C 8 C C A C Approach delay 18.9 29.0 19.6 27.5 Approach LOS 8 C 8 C Intersection delay 20.6 X c = 0.71 Intersection LOS C HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e fi1e://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k845.tmp 12/21/2004 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 2012 Build -out Conditions Project ID Artrip -Phase # 3 Volume and Timin In ut Number of lanes, N� EB WB NB SB LT p TH 1 RT 0 LT 0 TH 1 RT 0 LT 1 TH 1 RT 0 LT 0 TH RT 1 0 Lane group LTR LTR L TR LTR Volume, V (vph) 31 1 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 I 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, 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 1 02 03 04 NS Perm 06 07 08 Timing G= 42.0 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 = 90.0 Lane Group Capacity, Control Delay, and LOS Determination Adjusted flow rate, v EB WB 1 NB SB LT TH 235 RT LT TH 26 RT LT 219 TH 87 RT LT TH RT 208 Lane group capacity, c 741 663 475 741 761 v/c ratio, X a32 0.04 0.46 0.12 0.27 Total green ratio, g/C 0.47 0.47 0.42 0.42 0.42 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k850.tmp 12/21/2004 Page 2 of 2 • • • Uniform delay, d1 15.0 13.0 18.7 15.8 17.0 Progression factor, PF 1.000 1.000 10.11 1.000 1.000 1.000 Delay calibration, k 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 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 HCS2000"M 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 1\c1w1 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 2012 Build -out Conditions Project ID Artrip - Phase # 3 Volume and Timing Input Number of lanes, N� EB WB NB SB LT 0 TH 1 RT 0 LT 0 TH 1 RT 0 LT 1 TH 1 RT 0 LT 0 I TH 1 RT 0 Lane group LTR LTR L TR LTR Volume, V (vph) 60 0 315 123 0 24 293 133 114 22 70 49 % Heavy vehicles, %HV 2 2 2 2 2 2 2 2 2 j 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 12.0 2.0 Extension of effective green, e F2O 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= 5 Y•= Y= Y= Y= 5 Y= Y= ly= 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 395 RT LT I TH 154 RT LT 308 TH 260 RT LT TH 149 RT 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 1 0.42 0.42 0.42 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k85B.tmp 12/21/2004 Page2of2 • • • Uniform delay, di 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 j 16.7 Lane group LOS B B C e B Approach delay 18.2 15.8 19.9 16.7 Approach LOS B B B B Intersection delay 18.5 X = c 0.57 Intersection LOS B rie.owuu• " copyright U 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\s2k85B.tmp 12/21/2004 - - - -j -1-11 �viiu vi 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 AM Peak Hour Analysis Year Project Description Artrip - Phase # 3 East/West Street: Lakeside Drive Intersection Orientation: North -South Vehicle Volumes and Adjustments Major Street Northbound Movement 1 L 2 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 RT Channelized Lanes 0 0 ConfigurationF LR Delay, Queue Len th, and Level of Service Approach Movement NB 1 SB 4 Lane Configuration LT (vph) 1 LOS • Rights C (m) (vph) 797 lc 0.00 95% queue length 0.00 Control Delay 9.5 A pproach Delay pproach LOS Reserved Lakeside Dr & Warrior Drive 2012 Build -out Conditions South Street: Warrior Drive Period (hrs): 0.25 3 4 R L 2 1 0.95 0.95 2 1 -- 2 Raised curb 0 0 0 TR LT IJ Southbound 5 T 379 0.95 398 1 0 East�b d 11 T 0 0.95 0 0 0 N 0 0 Eastbound 10 1 11 O 0 A 0 A 0 12 fi le://C: \Documents% 20an d% 20S ettings\B oyapal ly\Loc al%20Settings\Temp\u2k85E.tmp 12/21/2004 .. ".Y ".U1j L.vuU vI Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information IsAnalyst 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 Northbound Movement 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 Si nal 0 • Minor Street Westbound Movement 7 L 8 T Volume 3 0 Peak -Hour Factor, PHF 0. 55 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 NB SB Movement 1 4 7 Lane Configuration LT (vph) 22 C (m) (vph) 1035 lc 0.02 95% queue length 0.07 Control Delay 8.6 •Approach LOS A Delay pproach LOS Rights Reserved Lakeside Dr& Tasker Road 2012 Build -out Conditions orth/South Street: Tasker Road Ludy 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 0 rol It 17 Southbound 5 T 949 0.95 998 1 0 _. Eastbound 11 T 0 0.95 0 0 0 N 0 0 Eastbound 10 1 11 0 0 12 file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k86Ltmp 12/21/2004 .. - ...,J \ Ul111 VI Page 1 of 2 � 0 TWO-WAY STOP CONTROL SUMMARY eneral Information Site Information Analyst PHR+A Agency/Co. PHR+A Date Performed 11124104 Analysis Time Period M Peak Hour Project Description Artrip - Phase # 3 East/West Street: Tasker Road Intersection Orientation: East-West Vehicle Volumes and Adjustments Major Street Movement 1 Eastbound 2 L T Volume (veh/h) 0 16 Peak -hour factor, PHF Hourly Flow Rate (veh/h) 0.95 0 0.95 16 Proportion of heavy vehicles, PHv 2 -- Median type FIT Channelized? Lanes Configuration p 1 Upstream Si nal p •Minor Street Mnvr�mont Northbound volume (veh/h) Peak -hour factor, PHF Hourly Flow Rate (veh/h Proportion of heavy ehicles, PHv Percent grade (%) Flared approach Storage FIT Channelized? Lanes Configuration Control Delay, Queue Approach Movement Lane Configuration Volume, v (vph) Capacity, cm (vph) /c ratio • Queue length (95%) vv 0 ,• ®v vv v . Intersection Warrior Drive & Tasker Road urisdiction Analysis Year 2012 Build -out Conditions South Street: Warrior Drive Period (hrs): 0.25 MM Westbound 5 T 55 0.95 57 1 0 outhbound 11 T 0 0.95 0 2 N o -- i 0 0 Southbound 10 1 11 1 12 file://C:\Documents%20and%20Settings\BoyapalIy\Local%20Settings\Temp\u2k864.tmp 12/21/2004 L, y -F rUgr, G Ul G LJ • • 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://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\u2k864.tmp 12/21/2004 . - ,,uy �wlJ L-vI IUVl Page I of 2 • • file://C:\Documents%20and%20Settings\BoyapalIy\Local%20Settings\Temp\u2k867.tmp 12/21/2004 — ..— -•'.J —WJJ �Ul lel UI Page Control Delay (s/veh) 7.5 9.6 LOS A A • Approach delay (s /veh) 9.6 Approach LOS -- A HCS2000Tt t Copyright © 2003 University of Florida. All Rights Reserved • • Version 4.1d fi le://C:\Documents%20and%20Settings\Boyapally\Local %20Settings\Temp\u2k867.tmp 12/21/2004 Page Movement Summar Y ' � Acelik -•y & a s s o cI�lt(?q • aaTraffic SlDRA Lakeside and Warrior Drive (AM Peak Hour) Roundabout Vehicle Movements Mov No Turn Dem Flow Cap Deg of Satn Aver Delay Level of 95% Back of Eff. Stop Aver Oper (yeh/h) (veh/h) (v/c) (sec) Service Queue Rate Speed Cost (ft) (mi/h) ($/h) South Approach 32 L 93 1755 0.384 4.8 LOS A 74 0.73 34.4 177 32 T 577 1755 0.384 4.8 LOS A 74 0.73 34.4 177 32 R 1 1755 0.384 4.8 LOS A 74 0.73 34.4 177 Approach 674 1755 0.384 4.8 LOS A 74 0.73 34.4 177 East Approach 22 L 1 615 0,007 12.3 LOS B 1 1.13 30.3 1 22 R 1 615 0.007 12.3 LOS B 1 1.13 30.3 1 Approach 4 615 0.007 24.6 LOS B 1 2.26 30.3 2 North Approach • 42 L 1 1819 0.436 3.6 LOS A 91 0.65 35.2 201 42 T 748 1819 0.436 3.6 LOS A 91 0.65 35.2 201 42 R 43 1819 0.436 3.6 LOS A 91 0.65 35.2 201 Approach 793 1819 0.436 3.6 LOS A 91 0.65 35.2 201 West Approach _. _.. 12 L 106 909 0.206 13.4 LOS B 41 1.47 29.8 56 12 R 81 909 0.206 13.4 LOS B 41 1.47 29.8 56 Approach 187 909 0.206 26.7 LOS B 41 2.93 29.8 113 All Vehicles 1658 5098 0.436 5.2 LOS A 91 0.78 34.1 436 T:\Projects\12819-2-0 (Artrip)\Artrip (12819-2-0)\HCS\RB Working Files\HCS#3\12 09 Produced by aaSIDRA 2.0.1.206 Phanse#3 AM - - - Copyright© 2000-2002 Akcelik & Associates Pty Ltd Generated 12/21/2004 6:32:30 PM file://C:\Documents%20and%20Settings\Boyapally\Local%20Settings\Temp\%2063436... 12/21/2004 Page 1 of 1 • • • Movement Summary Lakeside and Warrior Drive (PM Peak Hour) Roundabout Vehicle Movements Acelik & associj1(es aaTraffic SIDRA Deg of Aver 95% Mov No Turn Dem Flow Cap Satn DelayLevel of Back of Eff. Stop Aver Oper (veh/h) (veh/h) (v/c) (sec) Service Queue Rate Speed Cost (ft) (mi/h) ($/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 18 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\BoyapallyToca] %20Settings\Temp\%20634896... 12/21/2004 Traffic Counts 0 Intersection: GbV: Tasker Road \Veather Dry File Namel N-S: Wanior Drive Count By BRK Input By BRK Location Ste liens CityNA Count Date 11/15/2004 Minute EB: Tasker Road WB: Tasker Road NB: Warrior Drive SB: 15 Min. eriod N.S. Period egining Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total E & W 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. Total 0 407 175 582 123 451 0 574 170 0 137 307 0 0 0 0 1463 IFA.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 1 0 0 0 0 0 0 18:45 P.M. Total IF 0 349 189 538-1 218 618 0 836 212 0 161 373 0 0 0 0 1747 P.M. Total Hour EB: Tasker Road WB: Tasker Road NB: Warrior Drive SB: 1Hour Vemd N,S, Period gining Left 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 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 2,42 49 209 0 258 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 2A 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 ill 308 0 419 103 0 90 193 0 0 0 0 891 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 1 0 0 0 0 0 0 0 0 0 0 0 0 0 18:00 1Hour EB: Tasker Road WB: Tasker Road NB: Warrior Drive SB: 1Hour Period N'& Period Begining Left 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. Pea R PHF = 0.75 PHF = 0.90 PHF = 0.77 PHF = ####It# 0.82 A.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 PHF = 0.92 PHF = 0.80 PHF = 0.85 PHF = ###### 0.87 JLK.Nak 0 Intersection: E-W: Tasker Road N-S: Warrior Drive LoCaLioill Stephens City,VA 'r Weather Dry bile Name 1/0/1900 Count By BRK Input Byl 13RK Count ()ale (bn"tgk# PEAK HOUR 7:00 - 8:00 0 (o%) 0 0 0 U Tasker Road 349 ` J f (42%) 0 0 359 —► 223 —► •— 255 332 136 �l �- 77 (36%) 289 —'—� Tasker Road 1 1 F 94 0 66 2131 (22%) 160I Warrior Drive 0 P.M. PEAK HOUR 16:15 - 17:15 i 0 (0%) 0 0 U 0Tasker • L Road 448 (39%) 0 —, t_ 0 271 —► 177 340 .-- 469 94 �� `-- 129 (39%) 252 —� Tasker Road F 108 0 75 223 I (22%) 183I i Warrior Drive I Distribution To/From Percent East 37.77% West 40.27% North 0.00% south 21.95% 100% '"1CI="" / \V:JLAKENWE DR i( III ICI"'L t lilt!: I \\': LAKESIDE DR \\ca tilerI R:\IN Pilc \anir 1/0/1900 N-S: I ROUTE 642 C'uunl By.11P hipm By.111) L.ucatiuit VA Cuunl Dale?/?Inot.l ROI�'IT_ 642 7:00 - 8:00 292 (50%) 1 tt35 0 291 I 1 L LAKESIDE DR 0 _t (0°6) C) t 23 0 —► 0 —► (I — 27 i CI r— 4 (2°%) 3 —' 0 612 2 2951 149°%) 6141 I ROUTE 642 ROUTE 642 i P.M. PEAK HOUR 16:30 - 17:30 1 705 (50%) 359 • O 684 21 1 L LAKESIDE DR U (0%) 0 —r t_ 15 0 —► 0 —. 0 18 0 �l �-- 3 (2%) 25 —+ 0 1 r 0 344 4 687 1 (48%) 3481 ROUTE 642 Distribution To/From Percent East 1.81°% West 0.00°% North 49.68°% South 48.52°% 100°% �I 1 Intersccliun: I.-\V: RO1 11:37 N-S: 1-81 kA -Ml' Lucatiun \V-IN-'IIESI'I.K VA \\'c;rlller Dry Pilc Name (•U(1/I rui—i aunt B\ .UP Input 13y.IIP ('hunt Daten;l;lknn;# — i-xi t<Arvte A.M. PEAK HOLM 7:45 - SA5 tl I I•F r 1 413 0 0 n L ROUTE 37 960 — t t (42°%) Ib4 249 584 —► 420 464 713 0 (32°%) 461 —► ROUTE 37 � 1 r 496 (1 41 11 (15%) 5371 I-81 RAMP 1-81 RAMP P.M. PEAK HOUR } 16:45 - 17:45 I 0 112%) 1493 • 0 U 0 J 1 L ROUTE 37 --- 802 (45e%) 313 —1 167 1027--r 714 —. �— 331 «— 498 0 �1 �-- 0 (31%) 742 —� ROUTE 37 � 1 r 471 3 28 (1 (12°%) 5021 I-81 RAMP Distribution To/Prom Percent East 31.30°% West 43.60°% North 11,59°% South 13.51% 100°% I i I I vi'sect], IT I: L-\V:1K0t TE 37 L-mlied [)]-,: I I N -S]I-81 RAMP Count By- 11 1—, IT[I —1p 15 N I I nu te I " B: R0VTE 37 W11 RO 11137 NB: 1-91 RAMP SH: 1-81 R \N I t5 N-lin. Period Bvg ining Left Thru Right total Lell Thru Right Total Left Thru Right Total L It l hru Right total N.& I & W Period Begining 7:00 0 93 69 162 5 132 0 137 p 0 0 40 63 362 7:00 7:15 0 101 76 177 5 150 0 155 5 5 0 0 16 46 72 404 7:15 7:30 0 110 78 189 7 179 0 186 0 0 0 U 2v 0 52 81 -155 7:30 7:45 0 116 82 19111 6 189 0 195 0 0 0 58 90 483 7:45 9: 00 0 t21 73 19-1 6 195 0 201 0 0 0 60 90 485 8:00 9:15 0 117 70 187 5 181 0 186 0 0 0 0 O 57 84 -157 3:15 8:30 0 112 65 177 3 173 0 176 0 0 0 51 73 426 9:30 8:45 A.M. Total 0 0 101 871 58 571 159 1 157 0 158 0 0 0 0 18 U 44 6,:2d1 379 8:45 1441 38 1356 0 1394 0 0 0 2W 408 615 1 3 51 :Ad A.M. Total 16:00 0 120 119 239 14 144 0 158 0 0 0 0 49 44 93 490 16:00 16:15 0 125 127 252 12 147 0 159 0 0 0 0 51 0 48 99 510 16:15 16:30 0 133 136 269 10 154 0 164 0 0 0 0 57 0 54 111 544 16:30 16:45 0 137 144 281 13 149 0 162 0 0 0 0 66 67 133 576 16:45 17:00 0 145 143 288 14 162 0 176 0 0 0 65 0 69 134 598 17:00 17:15 0 141 137 278 12 152 0 164 0 0 0 0 61 0 62 123 565 17:15 17:30 0 133 129 262 10 147 0 157 0 0 0 0 50 0 51 107 526 17:30 17:45 0 119 121 240 7 131 0 138 0 0 0 0 49 0 45 94 472 17:45 P.M. Total 0 1053 1056 2109 92 1186 0 1278 0 0 0 0 454 0 440 894 4281 P.M. Total I Hour EB: ROUTE 37 WB: ROUTE 37 NB: 1-81 RAMP SB: 1-81 R�\MP Period I Hour Begining Left Thru Right Total Left Thm Right Total Left Thru Right Total Left Thru -Right Total MS. E&W Period Begining 7:00 0 420 305 725 23 650 0 673 0 0 0 0 110 U 196 306 1704 7:00 7:15 0 448 309 757 24 713 0 737 0 0 0 0 117 0 216 333 1827 7:15 30 0 464 303 767 24 7" 0 768 0 0 0 0 118 0 227 345 1880 7:30 7:45 0 466 290 756 20 738 0 758 0 0 0 0 111 226 337 1851 7:45 8:00 0 451 266 717 15 706 0 721 0 0 0 0 97 0 212 309 1747 8:00 16:00 0 515 526 1041 49 594 0 643 0 0 0 0 223 0 213 436 2120 16:00 16:15 0 540 550 1090 49 612 0 661 0 0 0 0 239 0 238 477 2228 16:15 16:30 0 556 560 1116 49 617 0 666 0 0 0 0 249 0 252 501 2283 16:30 16:45 0 556 553 1109 49 610 0 659 0 0 0 0 248 0 249 497 2265 16:45 17:00 0 538 530 1068 43 592 0 635 0 0 0 0 231 0 2227 458 2161 17:00 1 Hour EB: ROUTE 37 WB: ROUTE 37 NB: 1-81 RAMP SB: 1-81 RAMP I Holl Period 7BPenodrg Begining Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total N,S, I E& V Begining 7:30 0 464 303 767 24 744 0 768 0 0 0 0 lis 0 227 345 1880 7:30 A.M. Peak 16:30 0 PHF = 0.97 —PBF = 0.96 PHF = PHF = 0.96 0.97 A.M. Peak P.M. Pea 556 560 1116 49 . 617 0 666 0 0 0 0 249 0 252 501 2283 16:30 PHF = 0.97 - PHF = 0.95 PHF = PHF = 0.93 0.95 P.M. Peak Inlerscctiun: E-\4: Rl)l.S i7-E?7 I-sl Rhll' Location l\ INCI U:.ti I'ER.\ :\ \\'cnllter DID' c 'Wool [3y .1.1Y nl I_lalc yn ;#rYnnr A.M. PEAK 1-1 OUR 7:30 - 8:30 1 ! (91i. 1 I I File NI11nP hlpui Ity',I,IP 227 a lis L �— 971 ROUTE 37 (46%u) !! 0 J }} L.� 767 ---► 464 0 744 •— 768 303 'mil �-- 24 (36%) ROUTE 37 582 —► I � 0 n O 327I 1 (9%) n 1 I-81 RAMP 1-81 RAMP P.M. PEAK HOUR 16:30 - 17:30 f I iOl is (11 %) 1 (1 � • i 252 n 249 L �-- S69 ROUTE 37 (43 %) 0 — t � 0 1116— 556 —► .— 617 .-- 666 560 —, `-- 49 (32%) ROUTE 37 805 —+ � � r 0 (l 0 609 } (13°%) U 1 I-81 RAMP Distribution To/From Percent l East 34.06°% West 44.85% North 10.07%u South 11.02% 100% t • I -. Intersc.lion: E.\V:ROUTE37 N-S: ROUTE 847 Locil ti 0111 WIN CHESTER.\':\ \ rather I)i I ilc \ame ( ,. ant B 111P In tut By,IJP - Cmr,t Date lon-1/3(1I1) \linute 1�,13: EB: ROUTE 37 \\'R. R(n TE 37 T- ROUTE 847TSB: ROUTI.84715Period N.S. Period Begining Left Tltru Right Total ! L.ek I hru Right ! eft Thru Right t Thru Right Ibtul E & \V Begining 7:00 3 0 75 78 j 0 n 0 U 110 0 0 110 0 0 5 5 193 7:00 7:15 4 0 85 89 0, n 0 0 145 1 0 1-16 0 0 6 6 241 7:15 7:30 6 0 97 103 I U U 0 q 161 0 0 161 0 1 8 9 273 7:30 7:45 5 0 120 125 ' 0 n 0 0 180 0 0 No 0 0 12 12 317 7:45 8:00 7 0 116 123 I) t 0 (.) 177 0 0 177 0 0 9 9 309 8:00 8:15 5 0 105 110 It n 0 0 159 1 0 160 0 f.) 7 7 277 8:15 8:30 3 0 91 94 n 11 0 0 135 0 0 135 0 1 4 5 234 8:30 8:45 1 0 79 80 U 0 0 0 117 0 0 117 0 1 2 3 200 8:45 A.M. Total 34 0 768 802 0 q 0 0 1184 2 0 1186 0 3 53 56 2044 A.M. Total 16:00 4 0 115 119 (1 0 0 0 75 0 0 75 0 1 2 3 197 16:00 16:15 7 0 139 146 0 0 0 0 99 0 0 99 0 0 3 3 248 16:15 16:30 10 0 154 164 0 0 0 0 Ili 1 0 116 0 0 5 5 285 16:30 16:45 11 0 183 194 0 0 0 0 131 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 () t) 0 0 105 0 0 105 0 0 5 5 293 17:15 17:30 3 0 159 162 (1 0 0 0 91 1 0 92 0 1 3 4 258 17:30 17:45 3 0 144 147 1 0 0 0 0 L 80 0 0 80 0 0 1 1 228 17:45 P.M. Total 54 0 1262 1316 0 0 0 0 818 2 0 820 0 3 34 37 2173 P.M. Total I Hour EB: ROUTE 37 WB: ROUTE 37 NB: ROUTE 847 SB: ROUTE 847 1 Hour Period N,S, Period Begining Left Thru Right Total Left Thru Right 'Total Left Thru Right Total Left Thru Right Total E & W Begining 7:00 18 0 377 395 0 0 0 0 596 1 0 597 0 1 31 32 1024 7:00 7:15 22 0 418 440 0 0 0 0 663 1 0 664 0 1 35 36 1140 7:15 7:30 23 0 438 461 0 1) 0 0 677 1 0 678 0 1 36 37 1176 7:30 7:45 20 0 432 452 0 1) 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 I) 0 0 420 1 0 421 0 2 17 19 1063 16:00 16:15 37 0 668 705 (1 U 0 0 467 1 0 468 0 1 23 24 1197 16:15 16:30 37 0 705 742 0 1) 0 0 473 1 0 474 0 1 25 26 1242 16:30 16:45 30 0 710 740 0 0 0 0 449 1 0 450 0 2 23 25 1215 16:45 17:00 22 0 671 693 0 0 0 0 398 1 0 399 0 1 17 18 1110 17:00 l Hour EB: ROUTE 37 WB: ROUTE 37 NB: ROUTE 847 SB: ROUTE 847 1 Hour Period N,S, Period Begining Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total E & W Begining 7:30 23 0 438 461 0 1) 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 0 0 0 473 1 0 474 0 1 25 26 1242 16:30 P.M. Peak PHF = 0.92 PHF = PHF = 0.90 PHF = 0.81 1 0.93 11P.M. Peak is Intersection: E- R()UTE37 \loathe; D;v file game Im/19111, • N-S. Rtl(!CI 847 Lucntinu \1'IVCIIESTI.R.\'.\ Door By.LfP htputl3� .I1P ('nuu Uatc Krn;f�nYtt ROUTE 847 VNI. PEAK HOUR 7:30 - 8:30 L 31 l 24 36 1 J 1 L ( ROl!TE 37 713 }} (50%nl 23 0 461 --+ 11 —► •— 0 •— 0 438 —� r— 0 (0%) ROUTE 37 ` r 677 1 n ROUTE 847 ROUTE 847 P.M. PEAK HOUR 16:30 - 17:30 1 26 (3 a I 38 25 1 (t i1 L ROUTE 37 498 i (50%) 37 —J f 0 742 --► 0 0 ._ 0 705 —i �._ 0 (0%) ROUTE 37 � 1 r 473 1 (1 706 1 (48%) 474I ROUTE 847 t Distribution To/From Percent East 0.00% West 49.92% North 2.59% South 47.50111, 100% Internal/Pass Trip Interaction No Scale Land Bay B Land Bay A SITE Figure Al Phase 1: Total New Trips `d y� sr00 .,I I i I Land Bay E AM Peak Hour(PM Peak Hour) Daily1- Average No Scalc Land Bay B -I- Figure A2 oI �I ♦ / ♦ ♦ / ve /Site - " �SiteDt've p'21a2 ♦ � qs Land Bay SITE ,d ,N e ` A +' e9 .,I /, Land Bay E AM Peak Hour(PM Peak Hour) DailyAverage Phase 1: Total Internal Trips No Scalc cI O/ .o! CI / / / /S.�ep�Ne - 1 1 1 Land Bay B fP �, Land Bay A �, •+• SITE S're �� \`��.►s. Land Bay E Q�Cky ,drl. • • ' Pd Land Bay D A Note: Pass -By Trips are not assumed until Warrior Drive is built Figure A3 Phase 1: Total Pass -By Trips • • iaoic D: rnase L villages at Artrip - Internal/Pass-by Trip Interaction Trips (;Ding to/from Reduced Land Ust In \:bl Peak Ilour Out Total In I'M Peak (lour Out Total AD'I Percentage Residential Retail 0 0 0 0 0 0 0 0.0%, Office Retail 0 0 0 0 0 0 0 0.0%, H-T Restaurant Retail 0 0 0 0 0 0 0 Total Percemage.s 0.0 ,, 0.017, 0.01/ rt 0% 0.0% 0.0,7 0.014 0.0% 0.01y Total Percentages 0.0171, 0.0170 0.07 0.0%, 0.0% 0.017• 0.0'7, 0.0%, Residential H-T Restaurant Retail Office Office Office Total Percentages 0 0 0 #DIV/0! 0 0 0 #DIV10! 0 0 0 #DIV10, 0 0 0 #DIV/0! 0 0 0 #DIV/0! 0 0 0 #DIV/0! 0 0 0 #DIV/0! 0.0% 0.0% Reciprocal #DIV/0! Residential Retail Office H-T Restaurant H-T Restaurant H-T Restaurant Total Percentages 0 0 0 #DIV/0! 0 0 0 #DIV/0! 0 0 0 #DIV10, 0 0 0 #D1VIO! 0 0 0 #DIV/0! 0 0 0 #DIV/0! 0 0 0 #DIV/0! 0.0% Reciprocal Reciprocal #D111/0! Retail Office H-T Restaurant Soccer Field Residential Residential Residential Residential Total Percentages 0 0 0 1 0.9% 0 0 0 1 0.2%n 0 0 0 l 0.4% 0 0 0 5 2.1 %, 0 0 0 11 8.7% 0 0 0 16 4.4% 0 0 0 53 1.0170 Reciprocal Reciprocal Reciprocal Reciprocal 2.5% Residential Soccer Field Total Percentages I 25.0% I 2.5.0%0 I 25.017 I I 25.017o 5 25.0% 16 25.0% 53 25.0% 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 l 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% 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% I" No Scale Land Bay B 11 Figure BI Land Bay C Land Bay A SITE ,dN � rG c ,N s; ' Land Bay E Land Bay D Phase Z: Total New Trips AM Peak Hour(PM Peak Hour) Average Daily Trips No Scalc 0 Figure B2 Land Bay B ' 1 OO,'Pzfv2 vc d `n. �N Land Bay A SITE I Land Bay E Land Bay D / AM Peak Hour(PM Peak Hour) Daily— Average Phase 2: Total Internal- Tri-ps- N - No Scale A Note: Pass -Sy Trips are not assumed until Warrior Drive is built Figure B3 Phase 2: Total Pass -By Trips I able C:: Phase ; Villages at Artrip - Internal/Pass-by Trip Interaction ANI Peak lluur PNI Peak Hour trips Going lu/from Reduced Land llsi In Out Total In Out Total ADT Percentage I Z c Idenu,II Retail 14 9 24 a5 49 93 1.015 9.2(Yo I)I'ficv Retail 3 2 - 5 10 It -11 _ 13' ' I %n H- I Restaur.nu Retail 3 2 6 11 12 12 243 2.2% T„ tal Perceotagac 13.5%n 135%, 13.517, l.t i17 /3.ir7 I.t 5%. 13.51y,. 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 /5. 617,. 14.417 1 i.0%n I5.0%, 15.2%n Residential Office 3 0 4 1 4 4 27 3.0010 H= l 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%n 30.1%n 12.3%, 52.617, 16.417, 22.6%n 33.7%n 25.4%n Residential H-TRestaurantI I 1 I 1 1 15 1.0% Retail H-T Restaurant 2 3 6 12 11 22 243 Reciprocal Office H-TRestaurant1 5 6 6 1 7 45 Reciprocal Total Percentages 5.1 %n 14.5%n 9.617o 23.1 %n 24.417, ? 3,6%n 19.9%n 17.2%n 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 Toad Percentages 12.5%n 5.7%n 7.1%n 16.2%n 29.91k 21.0%n 16.2%n 15.5%n Residential Soccer Field I 1 1 11 5 16 53 25.0% Total Percentages 25.0% 25.0% 25.0%n 25.0%n 25.0%n 25.0%n 25.0%n 25.0%n Total Retail Internal 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 Internal 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% 4010 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% 100% 100% 100%n 100% • No Scale AM Peak Hour(PM Peak Hour) f Average Daily �- I Figure Cl Phase 3: Total New Trips No Scale �• ti P�IB2ve 3� 0 Land Bay B Land Bay A SITE 9 �~ Land Bay E Land Bay D ��-►s fe q6�•, a S AM Peak Hour(PM Peak Hour) Phase 3: Total Internal Trips No Scale Land Bay B LJHl� Figure C3 Land Bay A SITE /Lakeside Drive Land Bay C f 0.,4( rr site Drive .yam ya Xj Land Bay D AM Peak Hour(PM Peak Hour) DailyAverage Phase 3: Total Pass -By Trips