Interchange Operations Study MOT (I-75 & Austin Boulevard) ODOT District 7 PID 99213

Transcription

1 Interchange Operations Study MOT (I-75 & Austin Boulevard) ODOT District 7 PID 99213

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3 Table of Contents MOT Interchange Operations Study (IOS) 1.0 Project Summary Study Area Problem Description Traffic Analyses Freeway Segment Analyses Ramp Junction Analysis Weave Segment Analysis Intersection Analyses Synchro Intersection Analyses Turn Lane Storage Lengths Conclusion and Recommendations... 7 List of Tables Table 1. Design Designations of Roadways within the Study Area... 3 Table 2. Freeway Segment Analyses... 4 Table 3. Ramp Junction Analysis... 4 Table 4. Weave Segment Analysis... 4 Table 5. HCS Intersection Analyses... 5 Table 6. Synchro Intersection Analyses... 6 Table 7. Turn Lane Storage Lengths... 6 List of Exhibits Exhibit 1 I-75 & Austin Boulevard Study Area Exhibit 2 Austin Boulevard Projects List of Appendices Appendix A Certified Traffic Appendix B HCS Analyses Appendix C Synchro Analyses Appendix D Turn Lane Calculations December 2015 Page i

4 MOT Interchange Operations Study (IOS) 1.0 Project Summary The Ohio Department of Transportation (ODOT) District 7 is improving the safety and mobility along Austin Boulevard in Montgomery County from State Route 741 to the I-75 NB Ramps. ODOT District 7 commissioned Parsons Brinckerhoff to justify the modifications proposed on Austin Boulevard and determine the effects, if any, on I-75. The Build condition will add a second right turn lane on the westbound approach of Austin Boulevard at the I-75 NB entrance ramp, and will require the right turns to be included in the signal phasing. Additional work at the Continuous Flow Intersection (CFI) at Austin Boulevard and SR 741 are being addressed under a separate, companion project: PID Study Area The project is located along Austin Boulevard extends from the I-75 NB ramps to the intersection with SR 741. Austin Boulevard is an urban collector which runs east-west just south of Dayton, Ohio. The study area is presented in Exhibit Problem Description Austin Boulevard is an urban collector on the southern end of Montgomery County. Due to intense growth in this area during the past decade, and due to its proximity to I-75, this section of Austin Boulevard has become a primary collector. The existing CFI at Austin Boulevard and SR 741 opened in May In 2011 the PM Peak Hour traffic count exceeded the 2035 design hour volumes by 20%, and the eastbound right and northbound left turn movements were approximately double the predicted 2035 design hour volumes. In 2012, ODOT commissioned a Traffic Engineering Report (TER). The report recommended improvements to the eastbound right turn and northbound left turn movements of the CFI. Specifically, the study recommended the provision of dual left turn lanes on the northbound approach to SR 741 at Austin Boulevard. However, the study recommended delaying these northbound improvements pending this evaluation of the traffic impacts of the dual northbound left turn lanes. In 2013, an Alternatives Evaluation Report (AER) was undertaken to consider improvements as proposed in the TER. As noted in the AER: The CFI has experienced significant congestion since it has opened which has been attributed to rapid development surrounding the newly constructed Austin Boulevard interchange at Interstate 75 which also opened The 2012 TER and associated 2011 traffic counts show that existing storage capacity for both the northbound left turn lane and eastbound right turn lane are under-designed for the current AM and PM peaks. The 2011 intersection peak hour volume is approximately 20% higher than December 2015 Page 2

5 MOT Interchange Operations Study (IOS) original 2035 intersection design hour volume. The 2011 counted EB right turn volume (PM) and NB left turn volume (AM) are approximately double the original 2035 peak design hour volumes. Given the planned development in the Austin Landing and Springboro Ascent areas, there is concern that these two movements will be overwhelmed with additional traffic unless improvements are made. To accommodate traffic from the two northbound left turn lanes currently in the design stages at the CFI, a second westbound right turn lane from Austin Boulevard onto the I-75 NB entrance ramp is needed. This roadway modification will provide the additional capacity needed along Austin Boulevard to improve the intersection of SR 741 and Austin Boulevard, and the resulting need to improve the intersection at the I-75 NB ramps and Austin Boulevard. The additional right turn lane added on Austin Boulevard at the northbound I-75 entrance ramp will add this movement to the signal phasing replacing the free-flow right turn movement which currently exists. To help line traffic up in the correct lane, westbound Austin Boulevard tapers to open up an additional through lane on the inside. Exhibit 2 shows how the improvements on Austin Boulevard allow for the dual northbound left turn movement. 4.0 Traffic Analyses The Modeling and Forecasting Section of ODOT provided mainline certified traffic volumes and certified traffic volume forecasts for the ramps and side road. This was done for Opening Year (2018) and Design Year (2038) as presented in Appendix A. The certified traffic was used to complete the evaluation of the No Build and Preferred alternatives using the Highway Capacity Software 2010 (HCS 2010). Table 1 summarizes the existing number of lanes, functional classification, legal speeds and design speeds of the roadways within the study area that may be affected by the Build Alternative. Table 1. Design Designations of Roadways within the Study Area Route Existing Number of Lanes Functional Classification Posted Legal Speed (mph) Proposed Design Speed (mph) I-75 4 Urban Interstate Austin Blvd. 5 Urban Collector Capacity analyses were preformed to estimate the maximum amount of traffic that can be accommodated by a roadway while maintaining prescribed operational qualities. Levels of service were determined for freeway segments, ramp junctions, weave segments, and intersections for both the No Build and Build. Tables containing level of service information are presented in the following sections. The operating goal is to maintain LOS D for all roadway segments. As a result, degradation from the No Build Alternative to the Build Alternative only occurs when the level of service for the Build Alternative has a lower level of service than the No December 2015 Page 3

6 MOT Interchange Operations Study (IOS) Build Alternative and LOS E or LOS F. The individual HCS analyses for both the No Build and Build are also provided in Appendix B. 4.1 Freeway Segment Analyses Two freeway segments were analyzed along I-75 Northbound for both the No Build and Build Alternatives and are presented in Table 2. Table 2. Freeway Segment Analyses No Build Build Location AM Peak PM Peak AM Peak PM Peak LOS Density LOS Density LOS Density LOS Density SR 73 to Austin Blvd. E 43.5 E 44.3 E 43.5 E 44.3 Austin Blvd. Interchange D 30.7 D 33.0 D 30.7 D 33.0 In both the No Build and Build Alternative analyses, it was assumed that no traffic was constrained and prevented from making it to the freeway segment. The freeway segments for the Build Alternative operate at the same level of service as the No Build Alternative 4.2 Ramp Junction Analysis The ramp junction for I-75 northbound was analyzed for both the No Build and Build Alternatives and is presented in Table 3. Table 3. Ramp Junction Analysis No Build Build Location AM Peak PM Peak AM Peak PM Peak LOS Density LOS Density LOS Density LOS Density Austin Blvd. Exit Ramp F 36.6 F 37.1 F 36.6 F 37.1 The ramp junction for the Build Alternative operates at the same level of service as the No Build Alternative. 4.3 Weave Segment Analysis The weaving segment on I-75 northbound between the Austin Boulevard entrance ramp and the I-675 exit ramp was analyzed for both the No Build and Build Alternative and is presented in Table 4. Table 4. Weave Segment Analysis No Build Build Location AM Peak PM Peak AM Peak PM Peak LOS V/C LOS V/C LOS V/C LOS V/C Austin Blvd. to I-675 F 1.78 F 1.51 F 1.65 F 1.51 In both the No Build Alternative and the PM Build Alternative analyses, it was assumed that no traffic was constrained and prevented from making it to the weave segment. The AM Build Alternative analysis shows 273 vehicles being constrained and not able to make it to the I-75 December 2015 Page 4

7 MOT Interchange Operations Study (IOS) northbound weaving segment. Since no weaving data was provide in the certified traffic, it was assumed that every vehicle exiting to I-675 is coming from the I-75 mainline and every vehicle entering from Austin Boulevard is going to I-75 north. This would represent a worst case scenario for the weave. The Build Alternative weaving section operates at the same level of service as the No Build condition. 4.4 Intersection Analyses Six intersections were analyzed along Austin Boulevard for both the No Build and Build alternatives. The HCS intersection analyses for both the No Build Alternative and Build Alternative are presented in Table 5. Table 5. HCS Intersection Analyses No Build Build Intersection AM Peak PM Peak AM Peak PM Peak LOS Delay LOS Delay LOS Delay LOS Delay I-75 SB Ramps & Austin Blvd. D 45.3 F D 45.3 F I-75 NB Ramps & Austin Blvd. D 39.9 E 58.2 E 68.1 D 54.7 Austin Landing & Austin Blvd. D 46.8 F D 43.7 F 91.9 Austin Blvd. CFI West D 49.0 F D 49.0 F CFI Main & SR 741 F 84.9 F E 55.9 F 88.5 Austin Blvd. CFI East C 27.4 C 32.6 C 27.4 C 32.6 The intersection with the I-75 northbound ramps and Austin Boulevard shows degradation in the AM peak hour. The methodology used in HCS for a free-flow (slip) right turn lane is to simply remove the volume from the intersection. Adding this traffic to the intersection for the traffic signal and then balancing the delay in HCS resulted in a drop from LOS D to LOS E. The intersection of Austin Boulevard and Austin Landing is analyzed with a southbound right turn overlap to accommodate the high volumes. The addition of the right turn overlap decreases the delay for the intersection. This intersection is under the purview of the Montgomery County Engineer s office so would have to be agreeable to this recommendation. HCS files for both scenarios can be found in the appendix. The continuous flow intersection at Austin Boulevard and SR 741 was analyzed using the method from Michael Armstrong s paper, Integrating Alternative Intersections and Interchanges into Highway Capacity Software. In this method, the displaced left turns at the main intersection are coded as right turns in order to allow the through and protected left turn movements to travel simultaneously. In order to analyze the true eastbound and westbound right turns, they are coded as Right Turn on Red Synchro Intersection Analyses Supplemental intersection analyses were completed using Synchro to model Austin Boulevard as a corridor, since methodology used with HCS does not analyze free-flow right turn. As a result, the No Build Alternative would appear better than the Build Alternative in Table 5. The December 2015 Page 5

8 MOT Interchange Operations Study (IOS) Synchro intersection analyses for the No Build and Build are presented in Table 6. The individual Synchro analyses for both the No Build and Build are also provided in Appendix B. Table 6. Synchro Intersection Analyses No Build Build Intersection AM Peak PM Peak AM Peak PM Peak LOS Delay LOS Delay LOS Delay LOS Delay I-75 SB Ramps & Austin Blvd. D 50.2 F D 50.9 F I-75 NB Ramps & Austin Blvd. E 76.2 D 54.3 C 21.9 D 52.5 Austin Landing & Austin Blvd. C 31.2 F 90.6 C 27.9 E 72.4 Austin Blvd. CFI East D 43.0 C 33.6 D 43.4 B 17.9 CFI Main & SR 741 E 68.6 F D 49.0 F Austin Blvd. CFI West C 29.6 D 48.4 B 19.6 D 47.4 The Build condition Synchro intersections operate the same or better than the No Build condition. 4.5 Turn Lane Storage Lengths The ODOT Location and Design Manual section along with figures 401-9E and E were used to determine the required turn lane storage lengths for the westbound right turn lanes at the intersection of Austin Boulevard and the I-75 northbound Ramps. The reported turn lane storage lengths include required deceleration and a 50-foot diverging taper. The results of this analysis are summarized in Table 7. The turn lane calculations are provided in Appendix D. Table 7. Turn Lane Storage Lengths Austin Boulevard and the I-75 NB ramps Westbound Right AM Peak Hour PM Peak Hour Turn Lanes (#) 2 2 Thru Lanes (#) 2 2 Turn Volume 1, Thru Volume 930 1,990 Cycle Length (in seconds) Turn Vehicles per Cycle Turn Volume Storage Length (incl. Taper) 1, Storage per Turn Lane Thru Vehicles per Cycle per Lane Queue per Thru Lane Final Turn Lane Length Storage Length Provided Adequate Storage Provided? Yes No The two proposed westbound right turn lanes at the intersection of Austin Boulevard and the I- 75 northbound ramps provides 700 feet of storage to the Austin Landing intersection. This is 315 feet short of the required length due to thru backup. Spacing between intersections is too short to provide the additional length needed. In order to provide additional storage and assist December 2015 Page 6

9 MOT Interchange Operations Study (IOS) with lane balancing both right turn lanes are extended beyond the Austin Landing intersection an additional 300 feet. 5.0 Conclusion and Recommendations The MOT study was initiated due to the increased congestion and safety concerns at the intersection of Austin Boulevard and SR 741. The proposed project on Austin Boulevard recommends a second northbound left turn lane at the intersection of SR 741 and a second westbound right turn lane at the intersection of the I-75 northbound entrance ramp. The dual right turn lanes at the I-75 NB entrance ramp will be signalized, converting this movement from free-flow to signal controlled. The IOS verifies that the level of service along I-75 is not degraded in the design year for the Build Alternative when compared to the No Build Alternative. The Study meets the requirements of the Ohio Department of Transportation. December 2015 Page 7

10 Exhibits

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12 ST DEPARTMENT A TE OF OF TRANSPORTATION OHIO EXHIBIT 2 - AUSTIN BOULEVARD PROJECTS RA M P TO NB I-75 A USTIN LA NDING BLV D. SPRING BO RO PIKE AUSTIN BLVD. 730 WORK BY OTHERS (PID 92035)

13 Appendix A Certified Traffic

14 INTER-OFFICE COMMUNICATION TO: Mary Hoy, P.E., District 7 FROM: SUBJECT: Becky Salak, Transportation Planner, Office of Statewide Planning and Research MOT (Austin Blvd IMS), No PID DATE: April 29, 2014 In reply to a request dated received January 29, 2014, plates are attached showing 2018/2038 ADT, A.M. DHV and P.M. DHV forecasts for the subject project. Trips based on the development information provided have been added to the 2038 forecast. K&D factors can be calculated from the plates as needed. Truck factors are shown on a separate plate. If you have any questions, please contact me at (614) c: M. Byram, OSPR File

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29 Appendix B HCS Analyses

30 Freeway HCS Analysis No Build/Build

31 HCS 2010: Basic Freeway Segments Release 6.65 Phone: Fax: Operational Analysis Analyst: NRW Agency or Company: Parsons Brinckerhoff Date Performed: 12/16/2015 Analysis Time Period: AM DHV Freeway/Direction: NB From/To: between SR 73 and Austin Blvd Jurisdiction: Analysis Year: 2038 Description: MOT (Austin Blvd IMS) Flow Inputs and Adjustments Volume, V 6320 veh/h Peak-hour factor, PHF 0.94 Peak 15-min volume, v v Trucks and buses 11 % Recreational vehicles 0 % Terrain type: Level Grade - % Segment length - mi Trucks and buses PCE, ET 1.5 Recreational vehicle PCE, ER 1.2 Heavy vehicle adjustment, fhv Driver population factor, fp 1.00 Flow rate, vp 2364 pc/h/ln Speed Inputs and Adjustments Lane width - ft Right-side lateral clearance - ft Total ramp density, TRD - ramps/mi Number of lanes, N 3 Free-flow speed: Measured FFS or BFFS 70.0 mi/h Lane width adjustment, flw - mi/h Lateral clearance adjustment, flc - mi/h TRD adjustment - mi/h Free-flow speed, FFS 70.0 mi/h LOS and Performance Measures Flow rate, vp 2364 pc/h/ln Free-flow speed, FFS 70.0 mi/h Average passenger-car speed, S 54.3 mi/h Number of lanes, N 3 Density, D 43.5 pc/mi/ln Level of service, LOS E

32 Overall results are not computed when free-flow speed is less than 55 mph.

33 HCS 2010: Basic Freeway Segments Release 6.65 Phone: Fax: Operational Analysis Analyst: NRW Agency or Company: Parsons Brinckerhoff Date Performed: 12/16/2015 Analysis Time Period: PM DHV Freeway/Direction: NB From/To: between SR 73 and Austin Blvd Jurisdiction: Analysis Year: 2038 Description: MOT (Austin Blvd IMS) Flow Inputs and Adjustments Volume, V 6370 veh/h Peak-hour factor, PHF 0.94 Peak 15-min volume, v v Trucks and buses 11 % Recreational vehicles 0 % Terrain type: Level Grade - % Segment length - mi Trucks and buses PCE, ET 1.5 Recreational vehicle PCE, ER 1.2 Heavy vehicle adjustment, fhv Driver population factor, fp 1.00 Flow rate, vp 2383 pc/h/ln Speed Inputs and Adjustments Lane width - ft Right-side lateral clearance - ft Total ramp density, TRD - ramps/mi Number of lanes, N 3 Free-flow speed: Measured FFS or BFFS 70.0 mi/h Lane width adjustment, flw - mi/h Lateral clearance adjustment, flc - mi/h TRD adjustment - mi/h Free-flow speed, FFS 70.0 mi/h LOS and Performance Measures Flow rate, vp 2383 pc/h/ln Free-flow speed, FFS 70.0 mi/h Average passenger-car speed, S 53.8 mi/h Number of lanes, N 3 Density, D 44.3 pc/mi/ln Level of service, LOS E

34 Overall results are not computed when free-flow speed is less than 55 mph.

35 HCS 2010: Basic Freeway Segments Release 6.65 Phone: Fax: Operational Analysis Analyst: NRW Agency or Company: Parsons Brinckerhoff Date Performed: 12/16/2015 Analysis Time Period: AM DHV Freeway/Direction: NB From/To: within Austin interchange Jurisdiction: Analysis Year: 2038 Description: MOT (Austin Blvd IMS) Flow Inputs and Adjustments Volume, V 5210 veh/h Peak-hour factor, PHF 0.94 Peak 15-min volume, v v Trucks and buses 11 % Recreational vehicles 0 % Terrain type: Level Grade - % Segment length - mi Trucks and buses PCE, ET 1.5 Recreational vehicle PCE, ER 1.2 Heavy vehicle adjustment, fhv Driver population factor, fp 1.00 Flow rate, vp 1949 pc/h/ln Speed Inputs and Adjustments Lane width - ft Right-side lateral clearance - ft Total ramp density, TRD - ramps/mi Number of lanes, N 3 Free-flow speed: Measured FFS or BFFS 70.0 mi/h Lane width adjustment, flw - mi/h Lateral clearance adjustment, flc - mi/h TRD adjustment - mi/h Free-flow speed, FFS 70.0 mi/h LOS and Performance Measures Flow rate, vp 1949 pc/h/ln Free-flow speed, FFS 70.0 mi/h Average passenger-car speed, S 63.5 mi/h Number of lanes, N 3 Density, D 30.7 pc/mi/ln Level of service, LOS D

36 Overall results are not computed when free-flow speed is less than 55 mph.

37 HCS 2010: Basic Freeway Segments Release 6.65 Phone: Fax: Operational Analysis Analyst: NRW Agency or Company: Parsons Brinckerhoff Date Performed: 12/16/2015 Analysis Time Period: PM DHV Freeway/Direction: NB From/To: within Austin interchange Jurisdiction: Analysis Year: 2038 Description: MOT (Austin Blvd IMS) Flow Inputs and Adjustments Volume, V 5450 veh/h Peak-hour factor, PHF 0.94 Peak 15-min volume, v v Trucks and buses 11 % Recreational vehicles 0 % Terrain type: Level Grade - % Segment length - mi Trucks and buses PCE, ET 1.5 Recreational vehicle PCE, ER 1.2 Heavy vehicle adjustment, fhv Driver population factor, fp 1.00 Flow rate, vp 2039 pc/h/ln Speed Inputs and Adjustments Lane width - ft Right-side lateral clearance - ft Total ramp density, TRD - ramps/mi Number of lanes, N 3 Free-flow speed: Measured FFS or BFFS 70.0 mi/h Lane width adjustment, flw - mi/h Lateral clearance adjustment, flc - mi/h TRD adjustment - mi/h Free-flow speed, FFS 70.0 mi/h LOS and Performance Measures Flow rate, vp 2039 pc/h/ln Free-flow speed, FFS 70.0 mi/h Average passenger-car speed, S 61.8 mi/h Number of lanes, N 3 Density, D 33.0 pc/mi/ln Level of service, LOS D

38 Overall results are not computed when free-flow speed is less than 55 mph.

39 Ramp Junction HCS Analysis No Build/Build

40 HCS 2010: Freeway Merge and Diverge Segments Release 6.65 Phone: Fax: Diverge Analysis Analyst: NRW Agency/Co.: Parsons Brinckerhoff Date performed: 12/16/2015 Analysis time period: AM DHV Freeway/Dir of Travel: IR 75 NB Junction: Austin Blvd Jurisdiction: Analysis Year: 2038 Description: MOT (Austin Blvd IMS) Freeway Data Type of analysis Diverge Number of lanes in freeway 3 Free-flow speed on freeway 70.0 mph Volume on freeway 6320 vph Off Ramp Data Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 55.0 mph Volume on ramp 1110 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Adjacent Ramp Data (if one exists) Does adjacent ramp exist? Yes Volume on adjacent ramp 1680 vph Position of adjacent ramp Downstream Type of adjacent ramp On Distance to adjacent ramp 2845 ft Conversion to pc/h Under Base Conditions Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) vph Peak-hour factor, PHF Peak 15-min volume, v v Trucks and buses % Recreational vehicles % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET Recreational vehicle PCE, ER

41 Heavy vehicle adjustment, fhv Driver population factor, fp Flow rate, vp pcph Estimation of V12 Diverge Areas L = (Equation or 13-13) EQ P = Using Equation 9 FD v = v + (v - v ) P = 4307 pc/h 12 R F R FD Capacity Checks Actual Maximum LOS F? v = v No Fi F v = v - v No FO F R v No R v or v 2786 pc/h (Equation or 13-17) 3 av34 Is v or v > 2700 pc/h? Yes 3 av34 Is v or v > 1.5 v /2 No 3 av34 12 If yes, v = 4393 (Equation 13-15, 13-16, 13-18, or 13-19) 12A Flow Entering Diverge Influence Area Actual Max Desirable Violation? v No 12A Level of Service Determination (if not F) Density, D = v L = 36.6 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence F Speed Estimation Intermediate speed variable, D = S Space mean speed in ramp influence area, S = 62.3 mph R Space mean speed in outer lanes, S = 70.2 mph 0 Space mean speed for all vehicles, S = 65.1 mph

42 HCS 2010: Freeway Merge and Diverge Segments Release 6.65 Phone: Fax: Diverge Analysis Analyst: NRW Agency/Co.: Parsons Brinckerhoff Date performed: 12/16/2015 Analysis time period: PM DHV Freeway/Dir of Travel: IR 75 NB Junction: Austin Blvd Jurisdiction: Analysis Year: 2038 Description: MOT (Austin Blvd IMS) Freeway Data Type of analysis Diverge Number of lanes in freeway 3 Free-flow speed on freeway 70.0 mph Volume on freeway 6370 vph Off Ramp Data Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 55.0 mph Volume on ramp 920 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Adjacent Ramp Data (if one exists) Does adjacent ramp exist? Yes Volume on adjacent ramp 1150 vph Position of adjacent ramp Downstream Type of adjacent ramp On Distance to adjacent ramp 2845 ft Conversion to pc/h Under Base Conditions Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) vph Peak-hour factor, PHF Peak 15-min volume, v v Trucks and buses % Recreational vehicles % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET Recreational vehicle PCE, ER

43 Heavy vehicle adjustment, fhv Driver population factor, fp Flow rate, vp pcph Estimation of V12 Diverge Areas L = (Equation or 13-13) EQ P = Using Equation 9 FD v = v + (v - v ) P = 4289 pc/h 12 R F R FD Capacity Checks Actual Maximum LOS F? v = v No Fi F v = v - v No FO F R v No R v or v 2860 pc/h (Equation or 13-17) 3 av34 Is v or v > 2700 pc/h? Yes 3 av34 Is v or v > 1.5 v /2 No 3 av34 12 If yes, v = 4449 (Equation 13-15, 13-16, 13-18, or 13-19) 12A Flow Entering Diverge Influence Area Actual Max Desirable Violation? v No 12A Level of Service Determination (if not F) Density, D = v L = 37.1 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence F Speed Estimation Intermediate speed variable, D = S Space mean speed in ramp influence area, S = 62.8 mph R Space mean speed in outer lanes, S = 70.2 mph 0 Space mean speed for all vehicles, S = 65.4 mph

44 Weave Segment HCS Analysis No Build/Build

45 MOT , PID Created I-675 NB Ramps & Austin Blvd Intersection 2038 AM, 100-second cycle Eastbound Westbound Northbound Southbound L T R L T R L T R L T R Design-Year Volume (veh/h) v/c for No-Build v/c for Build Ramp Volume, No-Build 350 1, ,680 Ramp Volume, Build 331 1, ,407 Constrained No-Build Ramp Volume Constrained Build Ramp Volume 5,210 Mainline Volume Prior to Merge/Weave % Additional Vehicles Entering the Freeway in the Build No Degradation Occurs, <2% Increase 2.00% 137 1,680 Demand Volume 1,817 1,680 5,210 1,407 Constrained No-Build Ramp Volume Constrained Build Ramp Volume Increase in Traffic Additional Vehicles Entering Allowable Constrained Build Ramp Volume R T L R L 350 AM Peak T 1580 R L T R 930 T 0 L Austin Blvd I-675

46 MOT , PID Created I-675 NB Ramps & Austin Blvd Intersection 2038 PM, 95-second cycle Eastbound Westbound Northbound Southbound L T R L T R L T R L T R Design-Year Volume (veh/h) v/c for No-Build v/c for Build Ramp Volume, No-Build ,150 Ramp Volume, Build ,150 Constrained No-Build Ramp Volume Constrained Build Ramp Volume 5,450 Mainline Volume Prior to Merge/Weave % Additional Vehicles Entering the Freeway in the Build No Degradation Occurs, <2% Increase 2.00% 132 1,150 Demand Volume 1,282 1,150 5,450 1,150 Constrained No-Build Ramp Volume Constrained Build Ramp Volume Increase in Traffic Additional Vehicles Entering Allowable Constrained Build Ramp Volume R T L R L 200 PM Peak T 2060 R L T R 1990 T 0 L Austin Blvd I-675

47 Phone: HCS 2010: Freeway Weaving Release 6.65 Fax: Operational Analysis Analyst: NRW Agency/Co.: Parsons Brinckerhoff Date Performed: 12/16/2015 Analysis Time Period: AM DHV Freeway/Dir of Travel: IR 75 NB Weaving Location: Austin to IR 675 Analysis Year: 2038 Description: MOT (Austin Blvd IMS) Inputs Segment Type Freeway Weaving configuration One-Sided Number of lanes, N 4 ln Weaving segment length, LS 4425 ft Freeway free-flow speed, FFS 70 mi/h Minimum segment speed, SMIN 15 mi/h Freeway maximum capacity, cifl 2400 pc/h/ln Terrain type Level Grade 0.00 % Length 0.00 mi Conversion to pc/h Under Base Conditions Volume Components VFF VRF VFR VRR Volume, V veh/h Peak hour factor, PHF Peak 15-min volume, v Trucks and buses % Recreational vehicles % Trucks and buses PCE, ET Recreational vehicle PCE, ER Heavy vehicle adjustment, fhv Driver population adjustment, fp Flow rate, v pc/h Volume ratio, VR Configuration Characteristics Number of maneuver lanes, NWL 2 ln Interchange density, ID 0.5 int/mi Minimum RF lane changes, LCRF 1 lc/pc Minimum FR lane changes, LCFR 0 lc/pc Minimum RR lane changes, LCRR lc/pc Minimum weaving lane changes, LCMIN Weaving lane changes, LCW Non-weaving vehicle index, INW Non-weaving lane change, LCNW Total lane changes, LCALL lc/h lc/h lc/h lc/h Weaving and Non-Weaving Speeds Weaving intensity factor, W

48 Average weaving speed, SW Average non-weaving speed, SNW mi/h mi/h Weaving Segment Speed, Density, Level of Service and Capacity Weaving segment speed, S mi/h Weaving segment density, D pc/mi/ln Level of service, LOS F Weaving segment v/c ratio Weaving segment flow rate, v 9118 veh/h Weaving segment capacity, cw 5112 veh/h Limitations on Weaving Segments If limit reached, see note. Minimum Maximum Actual Note Weaving length (ft) a,b Maximum Analyzed Density-based capacty, c ciwl (pc/h/ln) Maximum Analyzed v/c ratio d Notes: a. In weaving segments shorter than 300 ft, weaving vehicles are assumed to make only necessary lane changes. b. Weaving segments longer than the calculated maximum length should be treated as isolated merge and diverge areas using the procedures of Chapter 13, "Freeway Merge and Diverge Segments." c. The density-based capacity exceeds the capacity of a basic freeway segment, under equivalent ideal conditions. d. Volumes exceed the weaving segment capacity. The level of service is F.

49 Phone: HCS 2010: Freeway Weaving Release 6.65 Fax: Operational Analysis Analyst: NRW Agency/Co.: Parsons Brinckerhoff Date Performed: 12/16/2015 Analysis Time Period: PM DHV Freeway/Dir of Travel: IR 75 NB Weaving Location: Austin to IR 675 Analysis Year: 2038 Description: MOT (Austin Blvd IMS) Inputs Segment Type Freeway Weaving configuration One-Sided Number of lanes, N 4 ln Weaving segment length, LS 4425 ft Freeway free-flow speed, FFS 70 mi/h Minimum segment speed, SMIN 15 mi/h Freeway maximum capacity, cifl 2400 pc/h/ln Terrain type Level Grade 0.00 % Length 0.00 mi Conversion to pc/h Under Base Conditions Volume Components VFF VRF VFR VRR Volume, V veh/h Peak hour factor, PHF Peak 15-min volume, v Trucks and buses % Recreational vehicles % Trucks and buses PCE, ET Recreational vehicle PCE, ER Heavy vehicle adjustment, fhv Driver population adjustment, fp Flow rate, v pc/h Volume ratio, VR Configuration Characteristics Number of maneuver lanes, NWL 2 ln Interchange density, ID 0.5 int/mi Minimum RF lane changes, LCRF 1 lc/pc Minimum FR lane changes, LCFR 0 lc/pc Minimum RR lane changes, LCRR lc/pc Minimum weaving lane changes, LCMIN Weaving lane changes, LCW Non-weaving vehicle index, INW Non-weaving lane change, LCNW Total lane changes, LCALL lc/h lc/h lc/h lc/h Weaving and Non-Weaving Speeds Weaving intensity factor, W

50 Average weaving speed, SW Average non-weaving speed, SNW mi/h mi/h Weaving Segment Speed, Density, Level of Service and Capacity Weaving segment speed, S mi/h Weaving segment density, D pc/mi/ln Level of service, LOS F Weaving segment v/c ratio Weaving segment flow rate, v 8245 veh/h Weaving segment capacity, cw 5465 veh/h Limitations on Weaving Segments If limit reached, see note. Minimum Maximum Actual Note Weaving length (ft) a,b Maximum Analyzed Density-based capacty, c ciwl (pc/h/ln) Maximum Analyzed v/c ratio d Notes: a. In weaving segments shorter than 300 ft, weaving vehicles are assumed to make only necessary lane changes. b. Weaving segments longer than the calculated maximum length should be treated as isolated merge and diverge areas using the procedures of Chapter 13, "Freeway Merge and Diverge Segments." c. The density-based capacity exceeds the capacity of a basic freeway segment, under equivalent ideal conditions. d. Volumes exceed the weaving segment capacity. The level of service is F.

51 Phone: HCS 2010: Freeway Weaving Release 6.70 Fax: Operational Analysis Analyst: NRW Agency/Co.: Parsons Brinckerhoff Date Performed: 12/16/2015 Analysis Time Period: AM DHV Build Freeway/Dir of Travel: IR 75 NB Weaving Location: Austin to IR 675 Analysis Year: 2038 Description: MOT (Austin Blvd IMS) Constrained Inputs Segment Type Freeway Weaving configuration One-Sided Number of lanes, N 4 ln Weaving segment length, LS 4425 ft Freeway free-flow speed, FFS 70 mi/h Minimum segment speed, SMIN 15 mi/h Freeway maximum capacity, cifl 2400 pc/h/ln Terrain type Level Grade 0.00 % Length 0.00 mi Conversion to pc/h Under Base Conditions Volume Components VFF VRF VFR VRR Volume, V veh/h Peak hour factor, PHF Peak 15-min volume, v Trucks and buses % Recreational vehicles % Trucks and buses PCE, ET Recreational vehicle PCE, ER Heavy vehicle adjustment, fhv Driver population adjustment, fp Flow rate, v pc/h Volume ratio, VR Configuration Characteristics Number of maneuver lanes, NWL 2 ln Interchange density, ID 0.5 int/mi Minimum RF lane changes, LCRF 1 lc/pc Minimum FR lane changes, LCFR 0 lc/pc Minimum RR lane changes, LCRR lc/pc Minimum weaving lane changes, LCMIN Weaving lane changes, LCW Non-weaving vehicle index, INW Non-weaving lane change, LCNW Total lane changes, LCALL lc/h lc/h lc/h lc/h Weaving and Non-Weaving Speeds Weaving intensity factor, W

52 Average weaving speed, SW Average non-weaving speed, SNW mi/h mi/h Weaving Segment Speed, Density, Level of Service and Capacity Weaving segment speed, S mi/h Weaving segment density, D pc/mi/ln Level of service, LOS F Weaving segment v/c ratio Weaving segment flow rate, v 8827 veh/h Weaving segment capacity, cw 5321 veh/h Limitations on Weaving Segments If limit reached, see note. Minimum Maximum Actual Note Weaving length (ft) a,b Maximum Analyzed Density-based capacty, c ciwl (pc/h/ln) Maximum Analyzed v/c ratio d Notes: a. In weaving segments shorter than 300 ft, weaving vehicles are assumed to make only necessary lane changes. b. Weaving segments longer than the calculated maximum length should be treated as isolated merge and diverge areas using the procedures of Chapter 13, "Freeway Merge and Diverge Segments." c. The density-based capacity exceeds the capacity of a basic freeway segment, under equivalent ideal conditions. d. Volumes exceed the weaving segment capacity. The level of service is F.

53 Intersection HCS Analysis

54 Austin Boulevard & I-75 SB Ramps - No Build/Build

55 HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency PB Duration, h 0.25 Analyst NRW Analysis Date Aug 31, 2015 Area Type Other Jurisdiction Time Period AM DHV PHF 0.92 Intersection Austin Blvd & IR 75 SB RamAnalysis Year 2038 Analysis Period 1> 7:00 File Name Project Description SB75Ramps_AM_Existing.xus Existing/Build Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h Signal Information Cycle, s Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, (Y+Rc), s Max Allow Headway (MAH), s Queue Clearance Time (gs), s Green Extension Time (ge), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate (v), veh/h Adjusted Saturation Flow Rate (s), veh/h/ln Queue Service Time (gs), s Cycle Queue Clearance Time (gc), s Green Ratio (g/c) Capacity (c), veh/h Volume-to-Capacity Ratio (X) Available Capacity (ca), veh/h Back of Queue (Q), veh/ln (50th percentile) Queue Storage Ratio (RQ) (50th percentile) Uniform Delay (d1), s/veh Incremental Delay (d2), s/veh Initial Queue Delay (d3), s/veh Control Delay (d), s/veh Level of Service (LOS) D F B D D D Approach Delay, s/veh / LOS 45.4 D 45.0 D D Intersection Delay, s/veh / LOS 45.3 D Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.4 B 1.9 A 3.0 C 2.8 C Bicycle LOS Score / LOS 1.4 A 1.5 A 2.7 B Copyright 2015 University of Florida, All Rights Reserved. HCS 2010 Streets Version 6.65 Generated: 8/31/ :34:31 AM

56 HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency PB Duration, h 0.25 Analyst NRW Analysis Date Dec 17, 2015 Area Type Other Jurisdiction Time Period PM DHV PHF 0.92 Intersection Austin Blvd & IR 75 SB RamAnalysis Year 2038 Analysis Period 1> 7:00 File Name Project Description SB75Ramps_PM_Existing.xus Existing/Build Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h Signal Information Cycle, s Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, (Y+Rc), s Max Allow Headway (MAH), s Queue Clearance Time (gs), s Green Extension Time (ge), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate (v), veh/h Adjusted Saturation Flow Rate (s), veh/h/ln Queue Service Time (gs), s Cycle Queue Clearance Time (gc), s Green Ratio (g/c) Capacity (c), veh/h Volume-to-Capacity Ratio (X) Available Capacity (ca), veh/h Back of Queue (Q), veh/ln (50th percentile) Queue Storage Ratio (RQ) (50th percentile) Uniform Delay (d1), s/veh Incremental Delay (d2), s/veh Initial Queue Delay (d3), s/veh Control Delay (d), s/veh Level of Service (LOS) F F C F F F Approach Delay, s/veh / LOS F F F Intersection Delay, s/veh / LOS F Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.5 B 1.9 A 3.0 C 2.8 C Bicycle LOS Score / LOS 1.2 A 2.5 B 4.2 D Copyright 2015 University of Florida, All Rights Reserved. HCS 2010 Streets Version 6.65 Generated: 12/22/2015 1:18:01 PM

57 Austin Boulevard & I-75 NB Ramps No Build

58 HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency PB Duration, h 0.25 Analyst NRW Analysis Date Aug 31, 2015 Area Type Other Jurisdiction Time Period AM DHV PHF 0.92 Intersection Austin Blvd & IR 75 NB RamAnalysis Year 2038 Analysis Period 1> 7:00 File Name NB75Ramps_AM_Existing.xus Project Description Existing Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h Signal Information Cycle, s Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, (Y+Rc), s Max Allow Headway (MAH), s Queue Clearance Time (gs), s Green Extension Time (ge), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate (v), veh/h Adjusted Saturation Flow Rate (s), veh/h/ln Queue Service Time (gs), s Cycle Queue Clearance Time (gc), s Green Ratio (g/c) Capacity (c), veh/h Volume-to-Capacity Ratio (X) Available Capacity (ca), veh/h Back of Queue (Q), veh/ln (50th percentile) Queue Storage Ratio (RQ) (50th percentile) Uniform Delay (d1), s/veh Incremental Delay (d2), s/veh Initial Queue Delay (d3), s/veh Control Delay (d), s/veh Level of Service (LOS) E D D C D D Approach Delay, s/veh / LOS 39.9 D 39.8 D 39.9 D 0.0 Intersection Delay, s/veh / LOS 39.9 D Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 1.9 A 2.4 B 2.8 C 3.0 C Bicycle LOS Score / LOS 2.2 B 1.3 A 2.5 B Copyright 2015 University of Florida, All Rights Reserved. HCS 2010 Streets Version 6.65 Generated: 12/17/2015 8:34:11 AM

59 HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency PB Duration, h 0.25 Analyst NRW Analysis Date Aug 31, 2015 Area Type Other Jurisdiction Time Period PM DHV PHF 0.92 Intersection Austin Blvd & IR 75 NB RamAnalysis Year 2038 Analysis Period 1> 7:00 File Name NB75Ramps_PM_Existing.xus Project Description Existing Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h Signal Information Cycle, s Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, (Y+Rc), s Max Allow Headway (MAH), s Queue Clearance Time (gs), s Green Extension Time (ge), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate (v), veh/h Adjusted Saturation Flow Rate (s), veh/h/ln Queue Service Time (gs), s Cycle Queue Clearance Time (gc), s Green Ratio (g/c) Capacity (c), veh/h Volume-to-Capacity Ratio (X) Available Capacity (ca), veh/h Back of Queue (Q), veh/ln (50th percentile) Queue Storage Ratio (RQ) (50th percentile) Uniform Delay (d1), s/veh Incremental Delay (d2), s/veh Initial Queue Delay (d3), s/veh Control Delay (d), s/veh Level of Service (LOS) E C F E F F Approach Delay, s/veh / LOS 28.7 C 81.2 F 81.0 F 0.0 Intersection Delay, s/veh / LOS 58.2 E Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 1.9 A 2.4 B 2.8 C 3.0 C Bicycle LOS Score / LOS 2.5 B 2.3 B 2.1 B Copyright 2015 University of Florida, All Rights Reserved. HCS 2010 Streets Version 6.65 Generated: 12/17/ :42:59 PM

60 Austin Boulevard & I-75 NB Ramps Build

61 HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency PB Duration, h 0.25 Analyst NRW Analysis Date Dec 17, 2015 Area Type Other Jurisdiction Time Period AM DHV PHF 0.92 Intersection Austin Blvd & IR 75 NB RamAnalysis Year 2038 Analysis Period 1> 7:00 File Name NB75Ramps_AM_Build.xus Project Description Build Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h Signal Information Cycle, s Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, (Y+Rc), s Max Allow Headway (MAH), s Queue Clearance Time (gs), s Green Extension Time (ge), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate (v), veh/h Adjusted Saturation Flow Rate (s), veh/h/ln Queue Service Time (gs), s Cycle Queue Clearance Time (gc), s Green Ratio (g/c) Capacity (c), veh/h Volume-to-Capacity Ratio (X) Available Capacity (ca), veh/h Back of Queue (Q), veh/ln (50th percentile) Queue Storage Ratio (RQ) (50th percentile) Uniform Delay (d1), s/veh Incremental Delay (d2), s/veh Initial Queue Delay (d3), s/veh Control Delay (d), s/veh Level of Service (LOS) F C C F C F Approach Delay, s/veh / LOS 45.1 D 81.3 F 81.3 F 0.0 Intersection Delay, s/veh / LOS 68.1 E Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 1.9 A 2.4 B 3.0 C 3.0 C Bicycle LOS Score / LOS 2.2 B 2.5 B F Copyright 2015 University of Florida, All Rights Reserved. HCS 2010 Streets Version 6.65 Generated: 12/17/2015 8:40:33 AM

62 HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency PB Duration, h 0.25 Analyst NRW Analysis Date Aug 31, 2015 Area Type Other Jurisdiction Time Period PM DHV PHF 0.92 Intersection Austin Blvd & IR 75 NB RamAnalysis Year 2038 Analysis Period 1> 7:00 File Name NB75Ramps_PM_Build.xus Project Description Build Alternative Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h Signal Information Cycle, s Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, (Y+Rc), s Max Allow Headway (MAH), s Queue Clearance Time (gs), s Green Extension Time (ge), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate (v), veh/h Adjusted Saturation Flow Rate (s), veh/h/ln Queue Service Time (gs), s Cycle Queue Clearance Time (gc), s Green Ratio (g/c) Capacity (c), veh/h Volume-to-Capacity Ratio (X) Available Capacity (ca), veh/h Back of Queue (Q), veh/ln (50th percentile) Queue Storage Ratio (RQ) (50th percentile) Uniform Delay (d1), s/veh Incremental Delay (d2), s/veh Initial Queue Delay (d3), s/veh Control Delay (d), s/veh Level of Service (LOS) F C F C D E Approach Delay, s/veh / LOS 41.4 D 62.5 E 62.3 E 0.0 Intersection Delay, s/veh / LOS 54.7 D Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 1.9 A 2.4 B 3.0 C 3.0 C Bicycle LOS Score / LOS 2.5 B 3.1 C F Copyright 2015 University of Florida, All Rights Reserved. HCS 2010 Streets Version 6.65 Generated: 12/17/ :17:18 AM

63 Austin Boulevard & Austin Landing No Build

64 HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency PB Duration, h 0.25 Analyst NRW Analysis Date Aug 31, 2015 Area Type Other Jurisdiction Time Period AM DHV PHF 0.92 Intersection Austin Blvd & Austin Landin Analysis Year 2038 Analysis Period 1> 7:00 File Name AustinLanding_AM_Existing.xus Project Description Existing Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h Signal Information Cycle, s Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, (Y+Rc), s Max Allow Headway (MAH), s Queue Clearance Time (gs), s Green Extension Time (ge), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate (v), veh/h Adjusted Saturation Flow Rate (s), veh/h/ln Queue Service Time (gs), s Cycle Queue Clearance Time (gc), s Green Ratio (g/c) Capacity (c), veh/h Volume-to-Capacity Ratio (X) Available Capacity (ca), veh/h Back of Queue (Q), veh/ln (50th percentile) Queue Storage Ratio (RQ) (50th percentile) Uniform Delay (d1), s/veh Incremental Delay (d2), s/veh Initial Queue Delay (d3), s/veh Control Delay (d), s/veh Level of Service (LOS) F C B D B E D C D D Approach Delay, s/veh / LOS 45.3 D 49.5 D 49.3 D 41.7 D Intersection Delay, s/veh / LOS 47.1 D Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.4 B 2.9 C 3.0 C 3.4 C Bicycle LOS Score / LOS 2.7 B 1.7 A 0.9 A 0.8 A Copyright 2015 University of Florida, All Rights Reserved. HCS 2010 Streets Version 6.65 Generated: 12/17/ :27:47 AM

65 HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency PB Duration, h 0.25 Analyst NRW Analysis Date Aug 31, 2015 Area Type Other Jurisdiction Time Period AM DHV PHF 0.92 Intersection Austin Blvd & Austin Landin Analysis Year 2038 Analysis Period 1> 7:00 File Name AustinLanding_AM_Existing_RTOL.xus Project Description Existing with Right Turn Overlap Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h Signal Information Cycle, s Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, (Y+Rc), s Max Allow Headway (MAH), s Queue Clearance Time (gs), s Green Extension Time (ge), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate (v), veh/h Adjusted Saturation Flow Rate (s), veh/h/ln Queue Service Time (gs), s Cycle Queue Clearance Time (gc), s Green Ratio (g/c) Capacity (c), veh/h Volume-to-Capacity Ratio (X) Available Capacity (ca), veh/h Back of Queue (Q), veh/ln (50th percentile) Queue Storage Ratio (RQ) (50th percentile) Uniform Delay (d1), s/veh Incremental Delay (d2), s/veh Initial Queue Delay (d3), s/veh Control Delay (d), s/veh Level of Service (LOS) F C B D B E D C D C Approach Delay, s/veh / LOS 45.3 D 49.5 D 49.3 D 35.0 C Intersection Delay, s/veh / LOS 46.8 D Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.4 B 2.9 C 3.0 C 3.4 C Bicycle LOS Score / LOS 2.7 B 1.7 A 0.9 A 0.8 A Copyright 2015 University of Florida, All Rights Reserved. HCS 2010 Streets Version 6.65 Generated: 12/17/ :06:06 AM

66 HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency PB Duration, h 0.25 Analyst NRW Analysis Date Jul 24, 2014 Area Type Other Jurisdiction Time Period PM DHV PHF 0.92 Intersection Austin Blvd & Austin Landin Analysis Year 2038 Analysis Period 1> 7:00 File Name AustinLanding_PM_Existing.xus Project Description Existing Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h Signal Information Cycle, s Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, (Y+Rc), s Max Allow Headway (MAH), s Queue Clearance Time (gs), s Green Extension Time (ge), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate (v), veh/h Adjusted Saturation Flow Rate (s), veh/h/ln Queue Service Time (gs), s Cycle Queue Clearance Time (gc), s Green Ratio (g/c) Capacity (c), veh/h Volume-to-Capacity Ratio (X) Available Capacity (ca), veh/h Back of Queue (Q), veh/ln (50th percentile) Queue Storage Ratio (RQ) (50th percentile) Uniform Delay (d1), s/veh Incremental Delay (d2), s/veh Initial Queue Delay (d3), s/veh Control Delay (d), s/veh Level of Service (LOS) F F B F C F F C D F Approach Delay, s/veh / LOS F F F 72.1 E Intersection Delay, s/veh / LOS F Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.4 B 3.0 C 3.0 C 3.4 C Bicycle LOS Score / LOS 2.9 C 1.7 A 1.8 A 1.8 A Copyright 2015 University of Florida, All Rights Reserved. HCS 2010 Streets Version 6.65 Generated: 12/17/ :11:08 AM

67 HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency PB Duration, h 0.25 Analyst NRW Analysis Date Jul 24, 2014 Area Type Other Jurisdiction Time Period PM DHV PHF 0.92 Intersection Austin Blvd & Austin Landin Analysis Year 2038 Analysis Period 1> 7:00 File Name AustinLanding_PM_Existing_RTOL.xus Project Description Existing with Right Turn Overlap Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h Signal Information Cycle, s Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, (Y+Rc), s Max Allow Headway (MAH), s Queue Clearance Time (gs), s Green Extension Time (ge), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate (v), veh/h Adjusted Saturation Flow Rate (s), veh/h/ln Queue Service Time (gs), s Cycle Queue Clearance Time (gc), s Green Ratio (g/c) Capacity (c), veh/h Volume-to-Capacity Ratio (X) Available Capacity (ca), veh/h Back of Queue (Q), veh/ln (50th percentile) Queue Storage Ratio (RQ) (50th percentile) Uniform Delay (d1), s/veh Incremental Delay (d2), s/veh Initial Queue Delay (d3), s/veh Control Delay (d), s/veh Level of Service (LOS) F F B F C F F C D D Approach Delay, s/veh / LOS F F F 35.3 D Intersection Delay, s/veh / LOS F Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.4 B 3.0 C 3.0 C 3.4 C Bicycle LOS Score / LOS 2.9 C 1.7 A 1.8 A 1.8 A Copyright 2015 University of Florida, All Rights Reserved. HCS 2010 Streets Version 6.65 Generated: 12/17/ :11:08 AM

68 Austin Boulevard & Austin Landing Build

69 HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency PB Duration, h 0.25 Analyst NRW Analysis Date Aug 31, 2015 Area Type Other Jurisdiction Time Period AM DHV PHF 0.92 Intersection Austin Blvd & Austin Landin Analysis Year 2038 Analysis Period 1> 7:00 File Name AustinLanding_AM_Build.xus Project Description Build Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h Signal Information Cycle, s Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, (Y+Rc), s Max Allow Headway (MAH), s Queue Clearance Time (gs), s Green Extension Time (ge), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate (v), veh/h Adjusted Saturation Flow Rate (s), veh/h/ln Queue Service Time (gs), s Cycle Queue Clearance Time (gc), s Green Ratio (g/c) Capacity (c), veh/h Volume-to-Capacity Ratio (X) Available Capacity (ca), veh/h Back of Queue (Q), veh/ln (50th percentile) Queue Storage Ratio (RQ) (50th percentile) Uniform Delay (d1), s/veh Incremental Delay (d2), s/veh Initial Queue Delay (d3), s/veh Control Delay (d), s/veh Level of Service (LOS) F D B D D D D C D D Approach Delay, s/veh / LOS 43.7 D 44.8 D 44.9 D 37.6 D Intersection Delay, s/veh / LOS 44.0 D Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.4 B 3.0 C 3.0 C 3.7 D Bicycle LOS Score / LOS 2.7 B 1.4 A 0.9 A 0.8 A Copyright 2015 University of Florida, All Rights Reserved. HCS 2010 Streets Version 6.65 Generated: 12/17/ :35:28 AM

70 HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency PB Duration, h 0.25 Analyst NRW Analysis Date Aug 31, 2015 Area Type Other Jurisdiction Time Period AM DHV PHF 0.92 Intersection Austin Blvd & Austin Landin Analysis Year 2038 Analysis Period 1> 7:00 File Name AustinLanding_AM_Build_RTOL.xus Project Description Build with Right Turn Overlap Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h Signal Information Cycle, s Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, (Y+Rc), s Max Allow Headway (MAH), s Queue Clearance Time (gs), s Green Extension Time (ge), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate (v), veh/h Adjusted Saturation Flow Rate (s), veh/h/ln Queue Service Time (gs), s Cycle Queue Clearance Time (gc), s Green Ratio (g/c) Capacity (c), veh/h Volume-to-Capacity Ratio (X) Available Capacity (ca), veh/h Back of Queue (Q), veh/ln (50th percentile) Queue Storage Ratio (RQ) (50th percentile) Uniform Delay (d1), s/veh Incremental Delay (d2), s/veh Initial Queue Delay (d3), s/veh Control Delay (d), s/veh Level of Service (LOS) F D B D D D D C D C Approach Delay, s/veh / LOS 43.7 D 44.8 D 44.9 D 30.0 C Intersection Delay, s/veh / LOS 43.7 D Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.4 B 3.0 C 3.0 C 3.7 D Bicycle LOS Score / LOS 2.7 B 1.4 A 0.9 A 0.8 A Copyright 2015 University of Florida, All Rights Reserved. HCS 2010 Streets Version 6.65 Generated: 12/17/ :57:20 AM

71 HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency PB Duration, h 0.25 Analyst NRW Analysis Date Aug 31, 2015 Area Type Other Jurisdiction Time Period PM DHV PHF 0.92 Intersection Austin Blvd & Austin Landin Analysis Year 2038 Analysis Period 1> 7:00 File Name AustinLanding_PM_Build.xus Project Description Build Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h Signal Information Cycle, s Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, (Y+Rc), s Max Allow Headway (MAH), s Queue Clearance Time (gs), s Green Extension Time (ge), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate (v), veh/h Adjusted Saturation Flow Rate (s), veh/h/ln Queue Service Time (gs), s Cycle Queue Clearance Time (gc), s Green Ratio (g/c) Capacity (c), veh/h Volume-to-Capacity Ratio (X) Available Capacity (ca), veh/h Back of Queue (Q), veh/ln (50th percentile) Queue Storage Ratio (RQ) (50th percentile) Uniform Delay (d1), s/veh Incremental Delay (d2), s/veh Initial Queue Delay (d3), s/veh Control Delay (d), s/veh Level of Service (LOS) D F B F F E F C D F Approach Delay, s/veh / LOS F 92.6 F F F Intersection Delay, s/veh / LOS F Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.4 B 3.0 C 3.0 C 3.7 D Bicycle LOS Score / LOS 2.9 C 1.4 A 1.8 A 1.8 A Copyright 2015 University of Florida, All Rights Reserved. HCS 2010 Streets Version 6.65 Generated: 12/28/2015 9:42:04 AM

72 HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency PB Duration, h 0.25 Analyst NRW Analysis Date Aug 31, 2015 Area Type Other Jurisdiction Time Period PM DHV PHF 0.92 Intersection Austin Blvd & Austin Landin Analysis Year 2038 Analysis Period 1> 7:00 File Name AustinLanding_PM_Build_RTOL.xus Project Description Build with Right Turn Overlap Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h Signal Information Cycle, s Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, (Y+Rc), s Max Allow Headway (MAH), s Queue Clearance Time (gs), s Green Extension Time (ge), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate (v), veh/h Adjusted Saturation Flow Rate (s), veh/h/ln Queue Service Time (gs), s Cycle Queue Clearance Time (gc), s Green Ratio (g/c) Capacity (c), veh/h Volume-to-Capacity Ratio (X) Available Capacity (ca), veh/h Back of Queue (Q), veh/ln (50th percentile) Queue Storage Ratio (RQ) (50th percentile) Uniform Delay (d1), s/veh Incremental Delay (d2), s/veh Initial Queue Delay (d3), s/veh Control Delay (d), s/veh Level of Service (LOS) D F B F F E F C D C Approach Delay, s/veh / LOS F 92.6 F F 30.3 C Intersection Delay, s/veh / LOS 92.3 F Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.4 B 3.0 C 3.0 C 3.7 D Bicycle LOS Score / LOS 2.9 C 1.4 A 1.8 A 1.8 A Copyright 2015 University of Florida, All Rights Reserved. HCS 2010 Streets Version 6.65 Generated: 12/28/2015 9:42:48 AM

73 Austin Boulevard & SR 741 West No Build/Build

74 HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency PB Duration, h 0.25 Analyst NRW Analysis Date Dec 17, 2015 Area Type Other Jurisdiction Time Period AM DHV PHF 0.92 Intersection DLT west intersection Analysis Year 2038 Analysis Period 1> 7:00 File Name Project Description DLTwest_AM.xus Existing/Build Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h Signal Information Cycle, s Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S Off Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, (Y+Rc), s Max Allow Headway (MAH), s Queue Clearance Time (gs), s Green Extension Time (ge), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate (v), veh/h Adjusted Saturation Flow Rate (s), veh/h/ln Queue Service Time (gs), s Cycle Queue Clearance Time (gc), s Green Ratio (g/c) Capacity (c), veh/h Volume-to-Capacity Ratio (X) Available Capacity (ca), veh/h Back of Queue (Q), veh/ln (50th percentile) Queue Storage Ratio (RQ) (50th percentile) Uniform Delay (d1), s/veh Incremental Delay (d2), s/veh Initial Queue Delay (d3), s/veh Control Delay (d), s/veh Level of Service (LOS) D D D Approach Delay, s/veh / LOS D 49.5 D 44.9 D Intersection Delay, s/veh / LOS 49.0 D Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 4.2 D 2.3 B 2.7 B 2.5 B Bicycle LOS Score / LOS 2.1 B 1.5 A 0.9 A Copyright 2015 University of Florida, All Rights Reserved. HCS 2010 Streets Version 6.65 Generated: 12/22/2015 1:44:00 PM

75 HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency PB Duration, h 0.25 Analyst NRW Analysis Date Dec 17, 2015 Area Type Other Jurisdiction Time Period PM DHV PHF 0.92 Intersection DLT west intersection Analysis Year 2038 Analysis Period 1> 7:00 File Name Project Description DLTwest_PM.xus Existing/Build Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h Signal Information Cycle, s Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S Off Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, (Y+Rc), s Max Allow Headway (MAH), s Queue Clearance Time (gs), s Green Extension Time (ge), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate (v), veh/h Adjusted Saturation Flow Rate (s), veh/h/ln Queue Service Time (gs), s Cycle Queue Clearance Time (gc), s Green Ratio (g/c) Capacity (c), veh/h Volume-to-Capacity Ratio (X) Available Capacity (ca), veh/h Back of Queue (Q), veh/ln (50th percentile) Queue Storage Ratio (RQ) (50th percentile) Uniform Delay (d1), s/veh Incremental Delay (d2), s/veh Initial Queue Delay (d3), s/veh Control Delay (d), s/veh Level of Service (LOS) F C F Approach Delay, s/veh / LOS F 31.6 C F Intersection Delay, s/veh / LOS F Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 5.6 F 2.3 B 2.7 B 2.4 B Bicycle LOS Score / LOS 1.8 A 1.0 A 1.7 A Copyright 2015 University of Florida, All Rights Reserved. HCS 2010 Streets Version 6.65 Generated: 12/22/2015 1:44:59 PM

76 Austin Boulevard & SR 741 Main No Build

77 HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency PB Duration, h 0.25 Analyst NRW Analysis Date Dec 17, 2015 Area Type Other Jurisdiction Time Period AM DHV PHF 0.92 Intersection DLT Main Intersection Analysis Year 2038 Analysis Period 1> 7:00 File Name DLTmain_AM_Existing_Revised.xus Project Description Existing Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h Signal Information Cycle, s Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S Off Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, (Y+Rc), s Max Allow Headway (MAH), s Queue Clearance Time (gs), s Green Extension Time (ge), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate (v), veh/h Adjusted Saturation Flow Rate (s), veh/h/ln Queue Service Time (gs), s Cycle Queue Clearance Time (gc), s Green Ratio (g/c) Capacity (c), veh/h Volume-to-Capacity Ratio (X) Available Capacity (ca), veh/h Back of Queue (Q), veh/ln (50th percentile) Queue Storage Ratio (RQ) (50th percentile) Uniform Delay (d1), s/veh Incremental Delay (d2), s/veh Initial Queue Delay (d3), s/veh Control Delay (d), s/veh Level of Service (LOS) D E F D F C B D F F Approach Delay, s/veh / LOS 54.1 D F 67.9 E F Intersection Delay, s/veh / LOS 84.9 F Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 3.0 C 3.0 C 3.3 C 4.0 D Bicycle LOS Score / LOS 1.4 A 1.6 A 2.1 B 1.2 A Copyright 2016 University of Florida, All Rights Reserved. HCS 2010 Streets Version 6.65 Generated: 1/14/2016 7:43:26 AM

78 HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency PB Duration, h 0.25 Analyst NRW Analysis Date Dec 17, 2015 Area Type Other Jurisdiction Time Period PM DHV PHF 0.92 Intersection DLT Main Intersection Analysis Year 2038 Analysis Period 1> 7:00 File Name DLTmain_PM_Existing_Revised.xus Project Description Build Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h Signal Information Cycle, s Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S Off Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, (Y+Rc), s Max Allow Headway (MAH), s Queue Clearance Time (gs), s Green Extension Time (ge), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate (v), veh/h Adjusted Saturation Flow Rate (s), veh/h/ln Queue Service Time (gs), s Cycle Queue Clearance Time (gc), s Green Ratio (g/c) Capacity (c), veh/h Volume-to-Capacity Ratio (X) Available Capacity (ca), veh/h Back of Queue (Q), veh/ln (50th percentile) Queue Storage Ratio (RQ) (50th percentile) Uniform Delay (d1), s/veh Incremental Delay (d2), s/veh Initial Queue Delay (d3), s/veh Control Delay (d), s/veh Level of Service (LOS) F D E D F C B F F F Approach Delay, s/veh / LOS F 56.8 E F F Intersection Delay, s/veh / LOS F Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 3.0 C 3.0 C 3.1 C 4.5 E Bicycle LOS Score / LOS 1.7 A 1.2 A 2.4 B 2.5 B Copyright 2016 University of Florida, All Rights Reserved. HCS 2010 Streets Version 6.65 Generated: 1/14/2016 8:01:15 AM

79 Austin Boulevard & SR 741 Main Build

80 HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency PB Duration, h 0.25 Analyst NRW Analysis Date Dec 17, 2015 Area Type Other Jurisdiction Time Period AM DHV PHF 0.92 Intersection DLT Main Intersection Analysis Year 2038 Analysis Period 1> 7:00 File Name DLTmain_AM_Build_Revised.xus Project Description Build Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h Signal Information Cycle, s Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S Off Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, (Y+Rc), s Max Allow Headway (MAH), s Queue Clearance Time (gs), s Green Extension Time (ge), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate (v), veh/h Adjusted Saturation Flow Rate (s), veh/h/ln Queue Service Time (gs), s Cycle Queue Clearance Time (gc), s Green Ratio (g/c) Capacity (c), veh/h Volume-to-Capacity Ratio (X) Available Capacity (ca), veh/h Back of Queue (Q), veh/ln (50th percentile) Queue Storage Ratio (RQ) (50th percentile) Uniform Delay (d1), s/veh Incremental Delay (d2), s/veh Initial Queue Delay (d3), s/veh Control Delay (d), s/veh Level of Service (LOS) D D F D C C B D F F Approach Delay, s/veh / LOS 49.3 D 84.4 F 26.3 C 84.5 F Intersection Delay, s/veh / LOS 55.9 E Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 3.1 C 3.0 C 3.3 C 4.0 D Bicycle LOS Score / LOS 1.4 A 1.6 A 2.1 B 1.2 A Copyright 2016 University of Florida, All Rights Reserved. HCS 2010 Streets Version 6.65 Generated: 1/13/2016 3:17:17 PM

81 HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency PB Duration, h 0.25 Analyst NRW Analysis Date Dec 17, 2015 Area Type Other Jurisdiction Time Period PM DHV PHF 0.92 Intersection DLT Main Intersection Analysis Year 2038 Analysis Period 1> 7:00 File Name DLTmain_PM_Build_Revised.xus Project Description Build Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h Signal Information Cycle, s Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S Off Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, (Y+Rc), s Max Allow Headway (MAH), s Queue Clearance Time (gs), s Green Extension Time (ge), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate (v), veh/h Adjusted Saturation Flow Rate (s), veh/h/ln Queue Service Time (gs), s Cycle Queue Clearance Time (gc), s Green Ratio (g/c) Capacity (c), veh/h Volume-to-Capacity Ratio (X) Available Capacity (ca), veh/h Back of Queue (Q), veh/ln (50th percentile) Queue Storage Ratio (RQ) (50th percentile) Uniform Delay (d1), s/veh Incremental Delay (d2), s/veh Initial Queue Delay (d3), s/veh Control Delay (d), s/veh Level of Service (LOS) F D D D F C C F F F Approach Delay, s/veh / LOS F 46.6 D 83.6 F F Intersection Delay, s/veh / LOS 88.5 F Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 3.1 C 3.0 C 3.1 C 4.5 E Bicycle LOS Score / LOS 1.7 A 1.2 A 2.4 B 2.5 B Copyright 2016 University of Florida, All Rights Reserved. HCS 2010 Streets Version 6.65 Generated: 1/14/2016 7:45:06 AM

82 Austin Boulevard & SR 741 East No Build/Build

83 HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency PB Duration, h 0.25 Analyst NRW Analysis Date Dec 17, 2015 Area Type Other Jurisdiction Time Period AM DHV PHF 0.92 Intersection DLT east intersection Analysis Year 2038 Analysis Period 1> 7:00 File Name Project Description DLTeast_AM.xus Existing/Build Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h Signal Information Cycle, s Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S Off Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, (Y+Rc), s Max Allow Headway (MAH), s Queue Clearance Time (gs), s Green Extension Time (ge), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate (v), veh/h Adjusted Saturation Flow Rate (s), veh/h/ln Queue Service Time (gs), s Cycle Queue Clearance Time (gc), s Green Ratio (g/c) Capacity (c), veh/h Volume-to-Capacity Ratio (X) Available Capacity (ca), veh/h Back of Queue (Q), veh/ln (50th percentile) Queue Storage Ratio (RQ) (50th percentile) Uniform Delay (d1), s/veh Incremental Delay (d2), s/veh Initial Queue Delay (d3), s/veh Control Delay (d), s/veh Level of Service (LOS) C C C Approach Delay, s/veh / LOS 27.5 C C 27.6 C Intersection Delay, s/veh / LOS 27.4 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.3 B 4.2 D 2.4 B 2.7 B Bicycle LOS Score / LOS 1.0 A 0.7 A 1.0 A Copyright 2015 University of Florida, All Rights Reserved. HCS 2010 Streets Version 6.65 Generated: 12/22/2015 1:46:20 PM

84 HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency PB Duration, h 0.25 Analyst NRW Analysis Date Dec 17, 2015 Area Type Other Jurisdiction Time Period PM DHV PHF 0.92 Intersection DLT east intersection Analysis Year 2038 Analysis Period 1> 7:00 File Name Project Description DLTeast_PM.xus Existing/Build Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h Signal Information Cycle, s Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S Off Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, (Y+Rc), s Max Allow Headway (MAH), s Queue Clearance Time (gs), s Green Extension Time (ge), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate (v), veh/h Adjusted Saturation Flow Rate (s), veh/h/ln Queue Service Time (gs), s Cycle Queue Clearance Time (gc), s Green Ratio (g/c) Capacity (c), veh/h Volume-to-Capacity Ratio (X) Available Capacity (ca), veh/h Back of Queue (Q), veh/ln (50th percentile) Queue Storage Ratio (RQ) (50th percentile) Uniform Delay (d1), s/veh Incremental Delay (d2), s/veh Initial Queue Delay (d3), s/veh Control Delay (d), s/veh Level of Service (LOS) C C C Approach Delay, s/veh / LOS 33.3 C C 28.6 C Intersection Delay, s/veh / LOS 32.6 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.3 B 3.5 D 2.4 B 2.7 B Bicycle LOS Score / LOS 1.4 A 1.0 A 0.9 A Copyright 2015 University of Florida, All Rights Reserved. HCS 2010 Streets Version 6.65 Generated: 12/22/2015 1:47:23 PM

85 Appendix C Synchro Analyses

86 Lanes, Volumes, Timings 2: I-75 Ramp P/I-75 Ramp M & Austin Blvd 9/3/2015 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) 48% 10% Lane Group Flow (vph) Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Thru Right Left Thru Left Thru Right Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) Turn Type NA Perm Prot NA Perm NA Perm Protected Phases Permitted Phases Detector Phase Existing Conditions 7/31/2014 Baseline Synchro 9 Report MEH Page 1

87 Lanes, Volumes, Timings 2: I-75 Ramp P/I-75 Ramp M & Austin Blvd 9/3/2015 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 37.5% 37.5% 23.3% 60.8% 39.2% 39.2% 39.2% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lag Lead Lead-Lag Optimize? Vehicle Extension (s) Recall Mode None None C-Max C-Max None None None Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS E E C B E E D Approach Delay Approach LOS E C E Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 90 (75%), Referenced to phase 1:WBL and 6:WBT, Start of Yellow Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.98 Intersection Signal Delay: 50.2 Intersection LOS: D Intersection Capacity Utilization 122.0% ICU Level of Service H Analysis Period (min) 15 Splits and Phases: 2: I-75 Ramp P/I-75 Ramp M & Austin Blvd Existing Conditions 7/31/2014 Baseline Synchro 9 Report MEH Page 2

88 Lanes, Volumes, Timings 3: I-75 Ramp H/I-75 Ramp J & Austin Blvd 9/3/2015 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor * *1.00 * Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red No Yes No No Satd. Flow (RTOR) 782 Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) 10% 49% Lane Group Flow (vph) Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Left Thru Thru Right Left Thru Right Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) Turn Type Prot NA NA Perm Perm NA Perm Protected Phases Permitted Phases Detector Phase Existing Conditions 7/31/2014 Baseline Synchro 9 Report MEH Page 3

89 Lanes, Volumes, Timings 3: I-75 Ramp H/I-75 Ramp J & Austin Blvd 9/3/2015 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 15.0% 67.5% 52.5% 52.5% 32.5% 32.5% 32.5% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lag Lead-Lag Optimize? Vehicle Extension (s) Recall Mode C-Max C-Max None None None None None Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS D A A F D F F Approach Delay Approach LOS B F F Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 18 (15%), Referenced to phase 2:EBT and 5:EBL, Start of Yellow Natural Cycle: 120 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.30 Intersection Signal Delay: 76.2 Intersection LOS: E Intersection Capacity Utilization 122.0% ICU Level of Service H Analysis Period (min) 15 * User Entered Value Splits and Phases: 3: I-75 Ramp H/I-75 Ramp J & Austin Blvd Existing Conditions 7/31/2014 Baseline Synchro 9 Report MEH Page 4

90 Lanes, Volumes, Timings 4: Access Pt. A & Austin Blvd 9/3/2015 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Ped Bike Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) 5 5 Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Left Thru Right Thru Right Left Thru Left Thru Right Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) Turn Type Prot NA pt+ov NA pt+ov Prot NA pm+pt NA pt+ov Protected Phases Existing Conditions 7/31/2014 Baseline Synchro 9 Report MEH Page 5

91 Lanes, Volumes, Timings 4: Access Pt. A & Austin Blvd 9/3/2015 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 4 Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 18.3% 70.8% 52.4% 11.7% 17.6% 11.7% 17.6% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) Recall Mode None C-Max C-Max None None None None Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS E B A D B F E C D C Approach Delay Approach LOS B D E D Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 68 (57%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 31.2 Intersection LOS: C Intersection Capacity Utilization 79.0% ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 4: Access Pt. A & Austin Blvd Existing Conditions 7/31/2014 Baseline Synchro 9 Report MEH Page 6

92 Lanes, Volumes, Timings 13: Austin Blvd & S.R /3/2015 Lane Group EBL EBT WBT WBR SWL SWR ø1 ø2 ø3 ø4 ø5 ø6 Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Left Thru Thru Right Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) 6 6 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) Turn Type Prot NA NA custom Protected Phases Free Permitted Phases Detector Phase Existing Conditions 7/31/2014 Baseline Synchro 9 Report MEH Page 7

93 Lanes, Volumes, Timings 13: Austin Blvd & S.R /3/2015 Lane Group ø7 ø8 ø9 ø11 ø12 ø13 ø14 ø15 ø16 Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases Permitted Phases Detector Phase Existing Conditions 7/31/2014 Baseline Synchro 9 Report MEH Page 8

94 Lanes, Volumes, Timings 13: Austin Blvd & S.R /3/2015 Lane Group EBL EBT WBT WBR SWL SWR ø1 ø2 ø3 ø4 ø5 ø6 Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 45% 9% 7% 30% 15% 39% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) Recall Mode None Max Max C-Max None Max Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS D A E D Approach Delay Approach LOS B E Intersection Summary Area Type: Other Cycle Length: 155 Actuated Cycle Length: 155 Offset: 0 (0%), Referenced to phase 4:WBEB, Start of Yellow, Master Intersection Natural Cycle: 120 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.26 Intersection Signal Delay: 43.0 Intersection LOS: D Intersection Capacity Utilization 74.3% ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 13: Austin Blvd & S.R. 741 Existing Conditions 7/31/2014 Baseline Synchro 9 Report MEH Page 9

95 Lanes, Volumes, Timings 13: Austin Blvd & S.R /3/2015 Lane Group ø7 ø8 ø9 ø11 ø12 ø13 ø14 ø15 ø16 Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 8% 24% 6% 61% 18% 12% 22% 9% 8% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) Recall Mode Max Min None Min Min None Max Min Max Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary Existing Conditions 7/31/2014 Baseline Synchro 9 Report MEH Page 10

96 Lanes, Volumes, Timings 17: SR 741 & Austin Blvd 9/3/2015 Lane Group EBT EBR2 WBT WBR2 NBL2 NBT NBR2 SBL2 SBT SBR2 SEL2 NWL2 Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Yes Yes No No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Right Left Right Left Left Right Left Left Right Left Left Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Thru Right Thru Right Left Thru Right Left Thru Right Left Left Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) Turn Type NA custom NA custom Prot NA custom Prot NA custom Prot Prot Protected Phases Permitted Phases Detector Phase Existing Conditions 7/31/2014 Baseline Synchro 9 Report MEH Page 11

97 Lanes, Volumes, Timings 17: SR 741 & Austin Blvd 9/3/2015 Lane Group ø2 ø3 ø6 ø7 ø9 ø11 ø13 ø14 ø15 ø16 Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases Permitted Phases Detector Phase Existing Conditions 7/31/2014 Baseline Synchro 9 Report MEH Page 12

98 Lanes, Volumes, Timings 17: SR 741 & Austin Blvd 9/3/2015 Lane Group EBT EBR2 WBT WBR2 NBL2 NBT NBR2 SBL2 SBT SBR2 SEL2 NWL2 Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 30.3% 30.3% 45.2% 14.8% 23.9% 18.2% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lead Lead Lead Lead-Lag Optimize? Yes Vehicle Extension (s) Recall Mode C-Max C-Max None None Min Min Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS D C F B F C A E F A C C Approach Delay Approach LOS D F F E Intersection Summary Area Type: Other Cycle Length: 155 Actuated Cycle Length: 155 Offset: 0 (0%), Referenced to phase 4:WBEB, Start of Yellow, Master Intersection Natural Cycle: 120 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.26 Intersection Signal Delay: 68.6 Intersection LOS: E Intersection Capacity Utilization 124.3% ICU Level of Service H Analysis Period (min) 15 Splits and Phases: 17: SR 741 & Austin Blvd Existing Conditions 7/31/2014 Baseline Synchro 9 Report MEH Page 13

99 Lanes, Volumes, Timings 17: SR 741 & Austin Blvd 9/3/2015 Lane Group ø2 ø3 ø6 ø7 ø9 ø11 ø13 ø14 ø15 ø16 Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 9% 7% 39% 8% 6% 61% 12% 22% 9% 8% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lag Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) Recall Mode Max Max Max Max None Min None Max Min Max Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary Existing Conditions 7/31/2014 Baseline Synchro 9 Report MEH Page 14

100 Lanes, Volumes, Timings 19: S.R. 741 & Austin Blvd 9/3/2015 Lane Group EBT EBR WBL WBT NEL NER ø1 ø2 ø3 ø4 ø5 ø6 Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Thru Left Thru Right Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) 6 6 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) Turn Type NA Prot NA custom Protected Phases Free Permitted Phases Detector Phase Existing Conditions 7/31/2014 Baseline Synchro 9 Report MEH Page 15

101 Lanes, Volumes, Timings 19: S.R. 741 & Austin Blvd 9/3/2015 Lane Group ø7 ø8 ø9 ø11 ø12 ø13 ø14 ø15 ø16 Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases Permitted Phases Detector Phase Existing Conditions 7/31/2014 Baseline Synchro 9 Report MEH Page 16

102 Lanes, Volumes, Timings 19: S.R. 741 & Austin Blvd 9/3/2015 Lane Group EBT EBR WBL WBT NEL NER ø1 ø2 ø3 ø4 ø5 ø6 Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 45% 9% 7% 30% 15% 39% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) Recall Mode None Max Max C-Max None Max Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS E D A D Approach Delay Approach LOS E A Intersection Summary Area Type: Other Cycle Length: 155 Actuated Cycle Length: 155 Offset: 0 (0%), Referenced to phase 4:WBEB, Start of Yellow, Master Intersection Natural Cycle: 120 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.26 Intersection Signal Delay: 29.6 Intersection LOS: C Intersection Capacity Utilization 35.4% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 19: S.R. 741 & Austin Blvd Existing Conditions 7/31/2014 Baseline Synchro 9 Report MEH Page 17

103 Lanes, Volumes, Timings 19: S.R. 741 & Austin Blvd 9/3/2015 Lane Group ø7 ø8 ø9 ø11 ø12 ø13 ø14 ø15 ø16 Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 8% 24% 6% 61% 18% 12% 22% 9% 8% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) Recall Mode Max Min None Min Min None Max Min Max Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary Existing Conditions 7/31/2014 Baseline Synchro 9 Report MEH Page 18

104 Lanes, Volumes, Timings 2: I-75 Ramp P/I-75 Ramp M & Austin Blvd 9/3/2015 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) 48% 10% Lane Group Flow (vph) Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Thru Right Left Thru Left Thru Right Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) Turn Type NA Perm Prot NA Perm NA Perm Protected Phases Permitted Phases Detector Phase Build3 7/31/2014 Baseline Synchro 8 Report NRW Page 1

105 Lanes, Volumes, Timings 2: I-75 Ramp P/I-75 Ramp M & Austin Blvd 9/3/2015 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 37.4% 37.4% 23.5% 60.9% 39.1% 39.1% 39.1% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lag Lead Lead-Lag Optimize? Vehicle Extension (s) Recall Mode None None C-Max C-Max None None None Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS E E C B E F D Approach Delay Approach LOS E B E Intersection Summary Area Type: Other Cycle Length: 115 Actuated Cycle Length: 115 Offset: 55 (48%), Referenced to phase 1:WBL and 6:WBT, Start of Yellow Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.99 Intersection Signal Delay: 50.9 Intersection LOS: D Intersection Capacity Utilization 90.7% ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 2: I-75 Ramp P/I-75 Ramp M & Austin Blvd Build3 7/31/2014 Baseline Synchro 8 Report NRW Page 2

106 Lanes, Volumes, Timings 3: I-75 Ramp H/I-75 Ramp J & Austin Blvd 9/3/2015 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor * *1.00 * Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red No Yes No No Satd. Flow (RTOR) 1478 Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) 10% 49% Lane Group Flow (vph) Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Left Thru Thru Right Left Thru Right Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) Turn Type Prot NA NA Perm Perm NA Perm Protected Phases Permitted Phases Detector Phase Build3 7/31/2014 Baseline Synchro 8 Report NRW Page 3

107 Lanes, Volumes, Timings 3: I-75 Ramp H/I-75 Ramp J & Austin Blvd 9/3/2015 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 18.3% 57.4% 39.1% 39.1% 42.6% 42.6% 42.6% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lag Lead-Lag Optimize? Vehicle Extension (s) Recall Mode C-Max C-Max None None None None None Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS B B B A C E E Approach Delay Approach LOS B B E Intersection Summary Area Type: Other Cycle Length: 115 Actuated Cycle Length: 115 Offset: 108 (94%), Referenced to phase 2:EBT and 5:EBL, Start of Yellow Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.96 Intersection Signal Delay: 21.9 Intersection LOS: C Intersection Capacity Utilization 90.7% ICU Level of Service E Analysis Period (min) 15 * User Entered Value Splits and Phases: 3: I-75 Ramp H/I-75 Ramp J & Austin Blvd Build3 7/31/2014 Baseline Synchro 8 Report NRW Page 4

108 Lanes, Volumes, Timings 4: Access Pt. A & Austin Blvd 9/3/2015 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Ped Bike Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) 5 5 Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Left Thru Right Thru Left Thru Left Thru Right Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) Turn Type Prot NA pt+ov NA Prot NA pm+pt NA pt+ov Protected Phases Build3 7/31/2014 Baseline Synchro 8 Report NRW Page 5

109 Lanes, Volumes, Timings 4: Access Pt. A & Austin Blvd 9/3/2015 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 4 Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 20.9% 68.6% 47.7% 13.0% 19.2% 12.2% 18.3% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) Recall Mode None C-Max C-Max None None None None Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS D B A C E D C D C Approach Delay Approach LOS C C E D Intersection Summary Area Type: Other Cycle Length: 115 Actuated Cycle Length: 115 Offset: 34 (30%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.85 Intersection Signal Delay: 27.9 Intersection LOS: C Intersection Capacity Utilization 69.9% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 4: Access Pt. A & Austin Blvd Build3 7/31/2014 Baseline Synchro 8 Report NRW Page 6

110 Lanes, Volumes, Timings 13: Austin Blvd & S.R /3/2015 Lane Group EBL EBT WBT WBR SWL SWR ø1 ø2 ø3 ø4 ø5 ø6 Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Left Thru Thru Right Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) 6 6 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) Turn Type Prot NA NA custom Protected Phases Free Permitted Phases Detector Phase Build3 7/31/2014 Baseline Synchro 8 Report NRW Page 7

111 Lanes, Volumes, Timings 13: Austin Blvd & S.R /3/2015 Lane Group ø7 ø8 ø9 ø11 ø12 ø13 ø14 ø15 ø16 Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases Permitted Phases Detector Phase Build3 7/31/2014 Baseline Synchro 8 Report NRW Page 8

112 Lanes, Volumes, Timings 13: Austin Blvd & S.R /3/2015 Lane Group EBL EBT WBT WBR SWL SWR ø1 ø2 ø3 ø4 ø5 ø6 Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 35% 13% 7% 37% 15% 32% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) Recall Mode None Max Max C-Max None Max Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS E A E D Approach Delay Approach LOS B E Intersection Summary Area Type: Other Cycle Length: 155 Actuated Cycle Length: 155 Offset: 0 (0%), Referenced to phase 4:WBEB, Start of Yellow, Master Intersection Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.93 Intersection Signal Delay: 43.4 Intersection LOS: D Intersection Capacity Utilization 74.3% ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 13: Austin Blvd & S.R. 741 Build3 7/31/2014 Baseline Synchro 8 Report NRW Page 9

113 Lanes, Volumes, Timings 13: Austin Blvd & S.R /3/2015 Lane Group ø7 ø8 ø9 ø11 ø12 ø13 ø14 ø15 ø16 Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 8% 30% 6% 55% 17% 20% 21% 16% 8% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) Recall Mode Max Min None Min Min None Max Min Max Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary Build3 7/31/2014 Baseline Synchro 8 Report NRW Page 10

114 Lanes, Volumes, Timings 17: SR 741 & Austin Blvd 9/3/2015 Lane Group EBT EBR2 WBT WBR2 NBL2 NBT NBR2 SBL2 SBT SBR2 SEL2 NWL2 Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Yes Yes No No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Right Left Right Left Left Right Left Left Right Left Left Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Thru Right Thru Right Left Thru Right Left Thru Right Left Left Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) Turn Type NA custom NA custom Prot NA custom Prot NA custom Prot Prot Protected Phases Permitted Phases Detector Phase Build3 7/31/2014 Baseline Synchro 8 Report NRW Page 11

115 Lanes, Volumes, Timings 17: SR 741 & Austin Blvd 9/3/2015 Lane Group ø2 ø3 ø6 ø7 ø9 ø11 ø13 ø14 ø15 ø16 Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases Permitted Phases Detector Phase Build3 7/31/2014 Baseline Synchro 8 Report NRW Page 12

116 Lanes, Volumes, Timings 17: SR 741 & Austin Blvd 9/3/2015 Lane Group EBT EBR2 WBT WBR2 NBL2 NBT NBR2 SBL2 SBT SBR2 SEL2 NWL2 Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 36.8% 36.8% 34.8% 14.8% 30.3% 16.6% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lead Lead Lead Lead-Lag Optimize? Yes Vehicle Extension (s) Recall Mode C-Max C-Max None None Min Min Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS D C F A E C A E E A B C Approach Delay Approach LOS D F D D Intersection Summary Area Type: Other Cycle Length: 155 Actuated Cycle Length: 155 Offset: 0 (0%), Referenced to phase 4:WBEB, Start of Yellow, Master Intersection Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.93 Intersection Signal Delay: 49.0 Intersection LOS: D Intersection Capacity Utilization 102.4% ICU Level of Service G Analysis Period (min) 15 Splits and Phases: 17: SR 741 & Austin Blvd Build3 7/31/2014 Baseline Synchro 8 Report NRW Page 13

117 Lanes, Volumes, Timings 17: SR 741 & Austin Blvd 9/3/2015 Lane Group ø2 ø3 ø6 ø7 ø9 ø11 ø13 ø14 ø15 ø16 Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 13% 7% 32% 8% 6% 55% 20% 21% 16% 8% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lag Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) Recall Mode Max Max Max Max None Min None Max Min Max Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary Build3 7/31/2014 Baseline Synchro 8 Report NRW Page 14

118 Lanes, Volumes, Timings 19: S.R. 741 & Austin Blvd 9/3/2015 Lane Group EBT EBR WBL WBT NEL NER ø1 ø2 ø3 ø4 ø5 ø6 Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Thru Left Thru Right Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) 6 6 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) Turn Type NA Prot NA custom Protected Phases Free Permitted Phases Detector Phase Build3 7/31/2014 Baseline Synchro 8 Report NRW Page 15

119 Lanes, Volumes, Timings 19: S.R. 741 & Austin Blvd 9/3/2015 Lane Group ø7 ø8 ø9 ø11 ø12 ø13 ø14 ø15 ø16 Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases Permitted Phases Detector Phase Build3 7/31/2014 Baseline Synchro 8 Report NRW Page 16

120 Lanes, Volumes, Timings 19: S.R. 741 & Austin Blvd 9/3/2015 Lane Group EBT EBR WBL WBT NEL NER ø1 ø2 ø3 ø4 ø5 ø6 Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 35% 13% 7% 37% 15% 32% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) Recall Mode None Max Max C-Max None Max Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS D D A D Approach Delay Approach LOS D A Intersection Summary Area Type: Other Cycle Length: 155 Actuated Cycle Length: 155 Offset: 0 (0%), Referenced to phase 4:WBEB, Start of Yellow, Master Intersection Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.93 Intersection Signal Delay: 19.6 Intersection LOS: B Intersection Capacity Utilization 35.4% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 19: S.R. 741 & Austin Blvd Build3 7/31/2014 Baseline Synchro 8 Report NRW Page 17

121 Lanes, Volumes, Timings 19: S.R. 741 & Austin Blvd 9/3/2015 Lane Group ø7 ø8 ø9 ø11 ø12 ø13 ø14 ø15 ø16 Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 8% 30% 6% 55% 17% 20% 21% 16% 8% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) Recall Mode Max Min None Min Min None Max Min Max Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary Build3 7/31/2014 Baseline Synchro 8 Report NRW Page 18

122 Lanes, Volumes, Timings 2: I-75 Ramp P/I-75 Ramp M & Austin Blvd 9/3/2015 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj. Flow (vph) Shared Lane Traffic (%) 48% 10% Lane Group Flow (vph) Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Thru Right Left Thru Left Thru Right Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) Turn Type NA Perm Prot NA Perm NA Perm Protected Phases Permitted Phases Existing Conditions 7/31/2014 Baseline Synchro 9 Report MEH Page 1

123 Lanes, Volumes, Timings 2: I-75 Ramp P/I-75 Ramp M & Austin Blvd 9/3/2015 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 27.4% 27.4% 30.1% 57.5% 42.5% 42.5% 42.5% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lag Lead Lead-Lag Optimize? Vehicle Extension (s) Recall Mode None None C-Max C-Max None None None Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS F E F C F F F Approach Delay Approach LOS F F F Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 2 (2%), Referenced to phase 1:WBL and 6:WBT, Start of Yellow Natural Cycle: 120 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.43 Intersection Signal Delay: Intersection LOS: F Intersection Capacity Utilization 156.5% ICU Level of Service H Analysis Period (min) 15 Splits and Phases: 2: I-75 Ramp P/I-75 Ramp M & Austin Blvd Existing Conditions 7/31/2014 Baseline Synchro 9 Report MEH Page 2

124 Lanes, Volumes, Timings 3: I-75 Ramp H/I-75 Ramp J & Austin Blvd 9/3/2015 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor * *1.00 * Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red No Yes No No Satd. Flow (RTOR) 701 Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj. Flow (vph) Shared Lane Traffic (%) 10% 48% Lane Group Flow (vph) Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Left Thru Thru Right Left Thru Right Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) Turn Type Prot NA NA Perm Perm NA Perm Protected Phases Permitted Phases Existing Conditions 7/31/2014 Baseline Synchro 9 Report MEH Page 3

125 Lanes, Volumes, Timings 3: I-75 Ramp H/I-75 Ramp J & Austin Blvd 9/3/2015 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 11.7% 71.7% 60.0% 60.0% 28.3% 28.3% 28.3% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lag Lead-Lag Optimize? Vehicle Extension (s) Recall Mode C-Max C-Max None None None None None Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS F E D B E F F Approach Delay Approach LOS E D F Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 24 (20%), Referenced to phase 2:EBT and 5:EBL, Start of Yellow Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.09 Intersection Signal Delay: 54.3 Intersection LOS: D Intersection Capacity Utilization 156.5% ICU Level of Service H Analysis Period (min) 15 * User Entered Value Splits and Phases: 3: I-75 Ramp H/I-75 Ramp J & Austin Blvd Existing Conditions 7/31/2014 Baseline Synchro 9 Report MEH Page 4

126 Lanes, Volumes, Timings 4: Access Pt. A & Austin Blvd 9/3/2015 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Ped Bike Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) 5 5 Peak Hour Factor Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Left Thru Right Thru Right Left Thru Left Thru Right Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) Turn Type Prot NA pt+ov NA pt+ov Prot NA pm+pt NA pt+ov Existing Conditions 7/31/2014 Baseline Synchro 9 Report MEH Page 5

127 Lanes, Volumes, Timings 4: Access Pt. A & Austin Blvd 9/3/2015 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Protected Phases Permitted Phases 4 Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 14.2% 60.8% 46.7% 20.8% 27.5% 11.7% 18.3% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) Recall Mode None C-Max C-Max None None None None Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS F F A F B F F D D E Approach Delay Approach LOS F F F D Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 84 (70%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 120 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.21 Intersection Signal Delay: 90.6 Intersection LOS: F Intersection Capacity Utilization 101.6% ICU Level of Service G Analysis Period (min) 15 Splits and Phases: 4: Access Pt. A & Austin Blvd Existing Conditions 7/31/2014 Baseline Synchro 9 Report MEH Page 6

128 Lanes, Volumes, Timings 13: Austin Blvd & S.R /3/2015 Lane Group EBL EBT WBT WBR SWL SWR ø1 ø2 ø3 ø4 ø5 ø6 Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Left Thru Thru Right Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) 6 6 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) Turn Type Prot NA NA custom Protected Phases Free Permitted Phases Existing Conditions 7/31/2014 Baseline Synchro 9 Report MEH Page 7

129 Lanes, Volumes, Timings 13: Austin Blvd & S.R /3/2015 Lane Group ø7 ø8 ø9 ø11 ø12 ø13 ø14 ø15 ø16 Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases Permitted Phases Existing Conditions 7/31/2014 Baseline Synchro 9 Report MEH Page 8

130 Lanes, Volumes, Timings 13: Austin Blvd & S.R /3/2015 Lane Group EBL EBT WBT WBR SWL SWR ø1 ø2 ø3 ø4 ø5 ø6 Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 38% 17% 7% 30% 23% 27% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) Recall Mode None Max Max C-Max None Max Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS E A D E Approach Delay Approach LOS B D Intersection Summary Area Type: Other Cycle Length: 155 Actuated Cycle Length: 155 Offset: 0 (0%), Referenced to phase 4:WBEB, Start of Yellow, Master Intersection Natural Cycle: 120 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.51 Intersection Signal Delay: 33.6 Intersection LOS: C Intersection Capacity Utilization 69.7% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 13: Austin Blvd & S.R. 741 Existing Conditions 7/31/2014 Baseline Synchro 9 Report MEH Page 9

131 Lanes, Volumes, Timings 13: Austin Blvd & S.R /3/2015 Lane Group ø7 ø8 ø9 ø11 ø12 ø13 ø14 ø15 ø16 Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 12% 23% 6% 62% 17% 12% 15% 15% 8% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) Recall Mode Max Min None Min Min None Max Min Max Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary Existing Conditions 7/31/2014 Baseline Synchro 9 Report MEH Page 10

132 Lanes, Volumes, Timings 17: SR 741 & Austin Blvd 9/3/2015 Lane Group EBT EBR2 WBT WBR2 NBL2 NBT NBR2 SBL2 SBT SBR2 SEL2 NWL2 Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Yes Yes No No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Right Left Right Left Left Right Left Left Right Left Left Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Thru Right Thru Right Left Thru Right Left Thru Right Left Left Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) Turn Type NA custom NA custom Prot NA custom Prot NA custom Prot Prot Protected Phases Permitted Phases Existing Conditions 7/31/2014 Baseline Synchro 9 Report MEH Page 11

133 Lanes, Volumes, Timings 17: SR 741 & Austin Blvd 9/3/2015 Lane Group ø2 ø3 ø6 ø7 ø9 ø11 ø13 ø14 ø15 ø16 Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases Permitted Phases Existing Conditions 7/31/2014 Baseline Synchro 9 Report MEH Page 12

134 Lanes, Volumes, Timings 17: SR 741 & Austin Blvd 9/3/2015 Lane Group EBT EBR2 WBT WBR2 NBL2 NBT NBR2 SBL2 SBT SBR2 SEL2 NWL2 Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 29.7% 29.7% 38.1% 23.2% 23.2% 17.4% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lead Lead Lead Lead-Lag Optimize? Yes Vehicle Extension (s) Recall Mode C-Max C-Max None None Min Min Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS F F E A F D A F F A B B Approach Delay Approach LOS F D F F Intersection Summary Area Type: Other Cycle Length: 155 Actuated Cycle Length: 155 Offset: 0 (0%), Referenced to phase 4:WBEB, Start of Yellow, Master Intersection Natural Cycle: 120 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.51 Intersection Signal Delay: Intersection LOS: F Intersection Capacity Utilization 136.4% ICU Level of Service H Analysis Period (min) 15 Splits and Phases: 17: SR 741 & Austin Blvd Existing Conditions 7/31/2014 Baseline Synchro 9 Report MEH Page 13

135 Lanes, Volumes, Timings 17: SR 741 & Austin Blvd 9/3/2015 Lane Group ø2 ø3 ø6 ø7 ø9 ø11 ø13 ø14 ø15 ø16 Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 17% 7% 27% 12% 6% 62% 12% 15% 15% 8% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lag Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) Recall Mode Max Max Max Max None Min None Max Min Max Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary Existing Conditions 7/31/2014 Baseline Synchro 9 Report MEH Page 14

136 Lanes, Volumes, Timings 19: S.R. 741 & Austin Blvd 9/3/2015 Lane Group EBT EBR WBL WBT NEL NER ø1 ø2 ø3 ø4 ø5 ø6 Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Thru Left Thru Right Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) 6 6 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) Turn Type NA Prot NA custom Protected Phases Free Permitted Phases Existing Conditions 7/31/2014 Baseline Synchro 9 Report MEH Page 15

137 Lanes, Volumes, Timings 19: S.R. 741 & Austin Blvd 9/3/2015 Lane Group ø7 ø8 ø9 ø11 ø12 ø13 ø14 ø15 ø16 Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases Permitted Phases Existing Conditions 7/31/2014 Baseline Synchro 9 Report MEH Page 16

138 Lanes, Volumes, Timings 19: S.R. 741 & Austin Blvd 9/3/2015 Lane Group EBT EBR WBL WBT NEL NER ø1 ø2 ø3 ø4 ø5 ø6 Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 38% 17% 7% 30% 23% 27% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) Recall Mode None Max Max C-Max None Max Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS E E A E Approach Delay Approach LOS E B Intersection Summary Area Type: Other Cycle Length: 155 Actuated Cycle Length: 155 Offset: 0 (0%), Referenced to phase 4:WBEB, Start of Yellow, Master Intersection Natural Cycle: 120 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.51 Intersection Signal Delay: 48.4 Intersection LOS: D Intersection Capacity Utilization 64.7% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 19: S.R. 741 & Austin Blvd Existing Conditions 7/31/2014 Baseline Synchro 9 Report MEH Page 17

139 Lanes, Volumes, Timings 19: S.R. 741 & Austin Blvd 9/3/2015 Lane Group ø7 ø8 ø9 ø11 ø12 ø13 ø14 ø15 ø16 Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 12% 23% 6% 62% 17% 12% 15% 15% 8% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) Recall Mode Max Min None Min Min None Max Min Max Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary Existing Conditions 7/31/2014 Baseline Synchro 9 Report MEH Page 18

140 Lanes, Volumes, Timings 2: I-75 Ramp P/I-75 Ramp M & Austin Blvd 9/3/2015 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj. Flow (vph) Shared Lane Traffic (%) 48% 10% Lane Group Flow (vph) Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Thru Right Left Thru Left Thru Right Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) Turn Type NA Perm Prot NA Perm NA Perm Protected Phases Permitted Phases Build3 7/31/2014 Baseline Synchro 8 Report NRW Page 1

141 Lanes, Volumes, Timings 2: I-75 Ramp P/I-75 Ramp M & Austin Blvd 9/3/2015 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 27.4% 27.4% 30.1% 57.5% 42.5% 42.5% 42.5% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lag Lead Lead-Lag Optimize? Vehicle Extension (s) Recall Mode None None C-Max C-Max None None None Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS F E F C F F F Approach Delay Approach LOS F F F Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 2 (2%), Referenced to phase 1:WBL and 6:WBT, Start of Yellow Natural Cycle: 120 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.43 Intersection Signal Delay: Intersection LOS: F Intersection Capacity Utilization 152.7% ICU Level of Service H Analysis Period (min) 15 Splits and Phases: 2: I-75 Ramp P/I-75 Ramp M & Austin Blvd Build3 7/31/2014 Baseline Synchro 8 Report NRW Page 2

142 Lanes, Volumes, Timings 3: I-75 Ramp H/I-75 Ramp J & Austin Blvd 9/3/2015 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor * *1.00 * Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red No Yes No No Satd. Flow (RTOR) 701 Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj. Flow (vph) Shared Lane Traffic (%) 10% 48% Lane Group Flow (vph) Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Left Thru Thru Right Left Thru Right Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) Turn Type Prot NA NA Perm Perm NA Perm Protected Phases Permitted Phases Build3 7/31/2014 Baseline Synchro 8 Report NRW Page 3

143 Lanes, Volumes, Timings 3: I-75 Ramp H/I-75 Ramp J & Austin Blvd 9/3/2015 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 11.7% 71.7% 60.0% 60.0% 28.3% 28.3% 28.3% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lag Lead-Lag Optimize? Vehicle Extension (s) Recall Mode C-Max C-Max None None None None None Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS F E D A E F F Approach Delay Approach LOS E C F Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 24 (20%), Referenced to phase 2:EBT and 5:EBL, Start of Yellow Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.09 Intersection Signal Delay: 52.5 Intersection LOS: D Intersection Capacity Utilization 152.7% ICU Level of Service H Analysis Period (min) 15 * User Entered Value Splits and Phases: 3: I-75 Ramp H/I-75 Ramp J & Austin Blvd Build3 7/31/2014 Baseline Synchro 8 Report NRW Page 4

144 Lanes, Volumes, Timings 4: Access Pt. A & Austin Blvd 9/3/2015 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Ped Bike Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) 5 5 Peak Hour Factor Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Left Thru Right Thru Left Thru Left Thru Right Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) Turn Type Prot NA pt+ov NA Prot NA pm+pt NA pt+ov Build3 7/31/2014 Baseline Synchro 8 Report NRW Page 5

145 Lanes, Volumes, Timings 4: Access Pt. A & Austin Blvd 9/3/2015 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Protected Phases Permitted Phases 4 Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 15.8% 60.8% 45.0% 20.8% 27.5% 11.7% 18.3% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) Recall Mode None C-Max C-Max None None None None Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS E F A D F F D D D Approach Delay Approach LOS F D F D Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 87 (73%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 120 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.21 Intersection Signal Delay: 72.4 Intersection LOS: E Intersection Capacity Utilization 101.6% ICU Level of Service G Analysis Period (min) 15 Splits and Phases: 4: Access Pt. A & Austin Blvd Build3 7/31/2014 Baseline Synchro 8 Report NRW Page 6

146 Lanes, Volumes, Timings 13: Austin Blvd & S.R /3/2015 Lane Group EBL EBT WBT WBR SWL SWR ø1 ø2 ø3 ø4 ø5 ø6 Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Left Thru Thru Right Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) 6 6 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) Turn Type Prot NA NA custom Protected Phases Free Permitted Phases Build3 7/31/2014 Baseline Synchro 8 Report NRW Page 7

147 Lanes, Volumes, Timings 13: Austin Blvd & S.R /3/2015 Lane Group ø7 ø8 ø9 ø11 ø12 ø13 ø14 ø15 ø16 Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases Permitted Phases Build3 7/31/2014 Baseline Synchro 8 Report NRW Page 8

148 Lanes, Volumes, Timings 13: Austin Blvd & S.R /3/2015 Lane Group EBL EBT WBT WBR SWL SWR ø1 ø2 ø3 ø4 ø5 ø6 Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 35% 17% 7% 32% 23% 25% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) Recall Mode None Max Max C-Max None Max Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS E A A E Approach Delay Approach LOS A A Intersection Summary Area Type: Other Cycle Length: 155 Actuated Cycle Length: 155 Offset: 0 (0%), Referenced to phase 4:WBEB, Start of Yellow, Master Intersection Natural Cycle: 120 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.47 Intersection Signal Delay: 17.9 Intersection LOS: B Intersection Capacity Utilization 69.7% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 13: Austin Blvd & S.R. 741 Build3 7/31/2014 Baseline Synchro 8 Report NRW Page 9

149 Lanes, Volumes, Timings 13: Austin Blvd & S.R /3/2015 Lane Group ø7 ø8 ø9 ø11 ø12 ø13 ø14 ø15 ø16 Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 12% 25% 6% 60% 18% 14% 15% 17% 8% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) Recall Mode Max Min None Min Min None Max Min Max Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary Build3 7/31/2014 Baseline Synchro 8 Report NRW Page 10

150 Lanes, Volumes, Timings 17: SR 741 & Austin Blvd 9/3/2015 Lane Group EBT EBR2 WBT WBR2 NBL2 NBT NBR2 SBL2 SBT SBR2 SEL2 NWL2 Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Yes Yes No No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Right Left Right Left Left Right Left Left Right Left Left Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Thru Right Thru Right Left Thru Right Left Thru Right Left Left Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) Turn Type NA custom NA custom Prot NA custom Prot NA custom Prot Prot Protected Phases Permitted Phases Build3 7/31/2014 Baseline Synchro 8 Report NRW Page 11

151 Lanes, Volumes, Timings 17: SR 741 & Austin Blvd 9/3/2015 Lane Group ø2 ø3 ø6 ø7 ø9 ø11 ø13 ø14 ø15 ø16 Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases Permitted Phases Build3 7/31/2014 Baseline Synchro 8 Report NRW Page 12

152 Lanes, Volumes, Timings 17: SR 741 & Austin Blvd 9/3/2015 Lane Group EBT EBR2 WBT WBR2 NBL2 NBT NBR2 SBL2 SBT SBR2 SEL2 NWL2 Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 31.6% 31.6% 35.5% 23.2% 25.2% 17.7% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lead Lead Lead Lead-Lag Optimize? Yes Vehicle Extension (s) Recall Mode C-Max C-Max None None Min Min Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS F F E A E D A F F A B B Approach Delay Approach LOS F D D F Intersection Summary Area Type: Other Cycle Length: 155 Actuated Cycle Length: 155 Offset: 0 (0%), Referenced to phase 4:WBEB, Start of Yellow, Master Intersection Natural Cycle: 120 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.47 Intersection Signal Delay: Intersection LOS: F Intersection Capacity Utilization 123.3% ICU Level of Service H Analysis Period (min) 15 Splits and Phases: 17: SR 741 & Austin Blvd Build3 7/31/2014 Baseline Synchro 8 Report NRW Page 13

153 Lanes, Volumes, Timings 17: SR 741 & Austin Blvd 9/3/2015 Lane Group ø2 ø3 ø6 ø7 ø9 ø11 ø13 ø14 ø15 ø16 Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 17% 7% 25% 12% 6% 60% 14% 15% 17% 8% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lag Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) Recall Mode Max Max Max Max None Min None Max Min Max Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary Build3 7/31/2014 Baseline Synchro 8 Report NRW Page 14

154 Lanes, Volumes, Timings 19: S.R. 741 & Austin Blvd 9/3/2015 Lane Group EBT EBR WBL WBT NEL NER ø1 ø2 ø3 ø4 ø5 ø6 Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Thru Left Thru Right Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) 6 6 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) Turn Type NA Prot NA custom Protected Phases Free Permitted Phases Build3 7/31/2014 Baseline Synchro 8 Report NRW Page 15

155 Lanes, Volumes, Timings 19: S.R. 741 & Austin Blvd 9/3/2015 Lane Group ø7 ø8 ø9 ø11 ø12 ø13 ø14 ø15 ø16 Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases Permitted Phases Build3 7/31/2014 Baseline Synchro 8 Report NRW Page 16

156 Lanes, Volumes, Timings 19: S.R. 741 & Austin Blvd 9/3/2015 Lane Group EBT EBR WBL WBT NEL NER ø1 ø2 ø3 ø4 ø5 ø6 Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 35% 17% 7% 32% 23% 25% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) Recall Mode None Max Max C-Max None Max Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS E E A E Approach Delay Approach LOS E B Intersection Summary Area Type: Other Cycle Length: 155 Actuated Cycle Length: 155 Offset: 0 (0%), Referenced to phase 4:WBEB, Start of Yellow, Master Intersection Natural Cycle: 120 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.47 Intersection Signal Delay: 47.4 Intersection LOS: D Intersection Capacity Utilization 64.7% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 19: S.R. 741 & Austin Blvd Build3 7/31/2014 Baseline Synchro 8 Report NRW Page 17