Interchange Operations Study - Ohio Department of · PDF file · 2016-08-035.0...

Interchange Operations Study MOT-75-0.76 (I-75 & Austin Boulevard) ODOT District 7 PID 99213

MOT-75-0.76 Interchange Operations Study (IOS)

December 2015 Page i

Table of Contents

1.0 Project Summary ............................................................................................................. 2

2.0 Study Area ...................................................................................................................... 2

3.0 Problem Description ........................................................................................................ 2

4.0 Traffic Analyses ............................................................................................................... 3

4.1 Freeway Segment Analyses ........................................................................................ 4

4.2 Ramp Junction Analysis ............................................................................................... 4

4.3 Weave Segment Analysis ............................................................................................ 4

4.4 Intersection Analyses ................................................................................................... 5

4.4.1 Synchro Intersection Analyses .............................................................................. 5

4.5 Turn Lane Storage Lengths ......................................................................................... 6

5.0 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 2

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 92035.

2.0 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 1.

3.0 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 2010. 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 2010. 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



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 70 70 Austin Blvd. 5 Urban Collector 45 45

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



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

Location

No Build Build

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

Location No Build Build


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

Location No Build Build


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



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

Intersection

No Build Build


LOS Delay LOS Delay LOS Delay LOS Delay

I-75 SB Ramps & Austin Blvd. D 45.3 F 115.1 D 45.3 F 115.1 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 101.4 D 43.7 F 91.9

Austin Blvd. CFI West D 49.0 F 115.9 D 49.0 F 115.9 CFI Main & SR 741 F 84.9 F 155.2 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.

4.4.1 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



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

Intersection

No Build Build


LOS Delay LOS Delay LOS Delay LOS Delay

I-75 SB Ramps & Austin Blvd. D 50.2 F 137.8 D 50.9 F 137.7 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 134.2 D 49.0 F 107.4

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 401.6.3 along with figures 401-9E and 401-10E 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 1,330 950 Thru Volume 930 1,990

Cycle Length (in seconds) 120 120 Turn Vehicles per Cycle 45 32

Turn Volume Storage Length (incl. Taper) 1,400 1035 Storage per Turn Lane 700 518

Thru Vehicles per Cycle per Lane 31 67 Queue per Thru Lane 500 1015

Final Turn Lane Length 700 700 Storage Length Provided 700 700

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



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-75-0.76 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.

Exhibits

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EXHIBIT 2 - AUSTIN BOULEVARD PROJECTS

(PID 92035)WORK BY OTHERS

730’

Appendix A

Certified Traffic

INTER-OFFICE COMMUNICATION

TO: Mary Hoy, P.E., District 7

FROM: Becky Salak, Transportation Planner, Office of Statewide Planning and Research

SUBJECT: MOT-75-0.76 (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) 644-8195.

c: M. Byram, OSPR – File

Appendix B

HCS Analyses

Freeway HCS Analysis – No Build/Build

HCS 2010: Basic Freeway Segments Release 6.65

Phone: Fax:E-mail:

_________________________Operational Analysis__________________________________

Analyst: NRWAgency or Company: Parsons BrinckerhoffDate Performed: 12/16/2015Analysis Time Period: AM DHVFreeway/Direction: NBFrom/To: between SR 73 and Austin BlvdJurisdiction:Analysis Year: 2038Description: MOT-75-0.76 (Austin Blvd IMS)

_________________________Flow Inputs and Adjustments___________________________

Volume, V 6320 veh/hPeak-hour factor, PHF 0.94Peak 15-min volume, v15 1681 vTrucks and buses 11 %Recreational vehicles 0 %Terrain type: Level Grade - % Segment length - miTrucks and buses PCE, ET 1.5Recreational vehicle PCE, ER 1.2Heavy vehicle adjustment, fHV 0.948Driver population factor, fp 1.00Flow rate, vp 2364 pc/h/ln

_________________________Speed Inputs and Adjustments__________________________

Lane width - ftRight-side lateral clearance - ftTotal ramp density, TRD - ramps/miNumber of lanes, N 3Free-flow speed: Measured FFS or BFFS 70.0 mi/hLane width adjustment, fLW - mi/hLateral clearance adjustment, fLC - mi/hTRD adjustment - mi/hFree-flow speed, FFS 70.0 mi/h

_________________________LOS and Performance Measures__________________________

Flow rate, vp 2364 pc/h/lnFree-flow speed, FFS 70.0 mi/hAverage passenger-car speed, S 54.3 mi/hNumber of lanes, N 3Density, D 43.5 pc/mi/lnLevel of service, LOS E

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


Phone: Fax:E-mail:


Analyst: NRWAgency or Company: Parsons BrinckerhoffDate Performed: 12/16/2015Analysis Time Period: PM DHVFreeway/Direction: NBFrom/To: between SR 73 and Austin BlvdJurisdiction:Analysis Year: 2038Description: MOT-75-0.76 (Austin Blvd IMS)






Flow rate, vp 2383 pc/h/lnFree-flow speed, FFS 70.0 mi/hAverage passenger-car speed, S 53.8 mi/hNumber of lanes, N 3Density, D 44.3 pc/mi/lnLevel of service, LOS E


Phone: Fax:E-mail:


Analyst: NRWAgency or Company: Parsons BrinckerhoffDate Performed: 12/16/2015Analysis Time Period: AM DHVFreeway/Direction: NBFrom/To: within Austin interchangeJurisdiction:Analysis Year: 2038Description: MOT-75-0.76 (Austin Blvd IMS)






Flow rate, vp 1949 pc/h/lnFree-flow speed, FFS 70.0 mi/hAverage passenger-car speed, S 63.5 mi/hNumber of lanes, N 3Density, D 30.7 pc/mi/lnLevel of service, LOS D


Phone: Fax:E-mail:


Analyst: NRWAgency or Company: Parsons BrinckerhoffDate Performed: 12/16/2015Analysis Time Period: PM DHVFreeway/Direction: NBFrom/To: within Austin interchangeJurisdiction:Analysis Year: 2038Description: MOT-75-0.76 (Austin Blvd IMS)






Flow rate, vp 2039 pc/h/lnFree-flow speed, FFS 70.0 mi/hAverage passenger-car speed, S 61.8 mi/hNumber of lanes, N 3Density, D 33.0 pc/mi/lnLevel of service, LOS D

Ramp Junction HCS Analysis – No Build/Build

HCS 2010: Freeway Merge and Diverge Segments Release 6.65

Phone: Fax:E-mail:

_________________________________Diverge Analysis______________________________

Analyst: NRWAgency/Co.: Parsons BrinckerhoffDate performed: 12/16/2015Analysis time period: AM DHVFreeway/Dir of Travel: IR 75 NBJunction: Austin BlvdJurisdiction:Analysis Year: 2038Description: MOT-75-0.76 (Austin Blvd IMS)

__________________________________Freeway Data_________________________________

Type of analysis DivergeNumber of lanes in freeway 3Free-flow speed on freeway 70.0 mphVolume on freeway 6320 vph

_________________________________Off Ramp Data_________________________________

Side of freeway RightNumber of lanes in ramp 1Free-Flow speed on ramp 55.0 mphVolume on ramp 1110 vphLength of first accel/decel lane 600 ftLength of second accel/decel lane ft

_________________________Adjacent Ramp Data (if one exists)____________________

Does adjacent ramp exist? YesVolume on adjacent ramp 1680 vphPosition of adjacent ramp DownstreamType of adjacent ramp OnDistance to adjacent ramp 2845 ft

____________________Conversion to pc/h Under Base Conditions___________________

Junction Components Freeway Ramp Adjacent RampVolume, V (vph) 6320 1110 1680 vphPeak-hour factor, PHF 0.94 0.94 0.94Peak 15-min volume, v15 1681 295 447 vTrucks and buses 11 2 1 %Recreational vehicles 0 0 0 %Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 miTrucks and buses PCE, ET 1.5 1.5 1.5Recreational vehicle PCE, ER 1.2 1.2 1.2

Heavy vehicle adjustment, fHV 0.948 0.990 0.995Driver population factor, fP 1.00 1.00 1.00Flow rate, vp 7093 1193 1796 pcph

_________________________Estimation of V12 Diverge Areas_______________________

L = (Equation 13-12 or 13-13) EQ P = 0.528 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 7093 7200 No Fi F v = v - v 5900 7200 No FO F R v 1193 2200 No R v or v 2786 pc/h (Equation 13-14 or 13-17) 3 av34Is v or v > 2700 pc/h? Yes 3 av34Is v or v > 1.5 v /2 No 3 av34 12If yes, v = 4393 (Equation 13-15, 13-16, 13-18, or 13-19) 12A

______________________Flow Entering Diverge Influence Area_____________________ Actual Max Desirable Violation? v 4393 4400 No 12A_________________Level of Service Determination (if not F)_____________________

Density, D = 4.252 + 0.0086 v - 0.009 L = 36.6 pc/mi/ln R 12 DLevel of service for ramp-freeway junction areas of influence F

_____________________________Speed Estimation__________________________________

Intermediate speed variable, D = 0.275 SSpace mean speed in ramp influence area, S = 62.3 mph RSpace mean speed in outer lanes, S = 70.2 mph 0Space mean speed for all vehicles, S = 65.1 mph_______________________________________________________________________________

HCS 2010: Freeway Merge and Diverge Segments Release 6.65

Phone: Fax:E-mail:

_________________________________Diverge Analysis______________________________

Analyst: NRWAgency/Co.: Parsons BrinckerhoffDate performed: 12/16/2015Analysis time period: PM DHVFreeway/Dir of Travel: IR 75 NBJunction: Austin BlvdJurisdiction:Analysis Year: 2038Description: MOT-75-0.76 (Austin Blvd IMS)

__________________________________Freeway Data_________________________________

Type of analysis DivergeNumber of lanes in freeway 3Free-flow speed on freeway 70.0 mphVolume on freeway 6370 vph

_________________________________Off Ramp Data_________________________________

Side of freeway RightNumber of lanes in ramp 1Free-Flow speed on ramp 55.0 mphVolume on ramp 920 vphLength of first accel/decel lane 600 ftLength of second accel/decel lane ft

_________________________Adjacent Ramp Data (if one exists)____________________

Does adjacent ramp exist? YesVolume on adjacent ramp 1150 vphPosition of adjacent ramp DownstreamType of adjacent ramp OnDistance to adjacent ramp 2845 ft

____________________Conversion to pc/h Under Base Conditions___________________

Junction Components Freeway Ramp Adjacent RampVolume, V (vph) 6370 920 1150 vphPeak-hour factor, PHF 0.94 0.94 0.94Peak 15-min volume, v15 1694 245 306 vTrucks and buses 11 1 1 %Recreational vehicles 0 0 0 %Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 miTrucks and buses PCE, ET 1.5 1.5 1.5Recreational vehicle PCE, ER 1.2 1.2 1.2

Heavy vehicle adjustment, fHV 0.948 0.995 0.995Driver population factor, fP 1.00 1.00 1.00Flow rate, vp 7149 984 1230 pcph

_________________________Estimation of V12 Diverge Areas_______________________

L = (Equation 13-12 or 13-13) EQ P = 0.536 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 7149 7200 No Fi F v = v - v 6165 7200 No FO F R v 984 2200 No R v or v 2860 pc/h (Equation 13-14 or 13-17) 3 av34Is v or v > 2700 pc/h? Yes 3 av34Is v or v > 1.5 v /2 No 3 av34 12If yes, v = 4449 (Equation 13-15, 13-16, 13-18, or 13-19) 12A

______________________Flow Entering Diverge Influence Area_____________________ Actual Max Desirable Violation? v 4449 4400 No 12A_________________Level of Service Determination (if not F)_____________________

Density, D = 4.252 + 0.0086 v - 0.009 L = 37.1 pc/mi/ln R 12 DLevel of service for ramp-freeway junction areas of influence F

_____________________________Speed Estimation__________________________________

Intermediate speed variable, D = 0.257 SSpace mean speed in ramp influence area, S = 62.8 mph RSpace mean speed in outer lanes, S = 70.2 mph 0Space mean speed for all vehicles, S = 65.4 mph_______________________________________________________________________________

Weave Segment HCS Analysis – No Build/Build

MOT-75-0.76, PID 99213 Created 12.16.2015 I-675 NB Ramps & Austin Blvd Intersection

2038 AM, 100-second cycle

L T R L T R L T R L T R

Design-Year Volume (veh/h) 350 1580 930 1330 220 0 890

v/c for No-Build 0.830 0.951 0.871 0.378 0.860

v/c for Build 1.059 0.860 0.694 1.236 0.446 1.146

Ramp Volume, No-Build 350 1,330 0 1,680

Ramp Volume, Build 331 1,076 0 1,407

5,210 -273

-3.97%

2.00%

137

1,680 1,817

1,680

5,210 1,407

R T L

0 0 0 1330 R

930 T

0 L

L 350 AM Peak

T 1580

R 0

220 0 890

L T R

Constrained Build Ramp Volume

Eastbound Westbound Northbound Southbound

Constrained No-Build Ramp Volume



Austin Blvd

I-675

Mainline Volume Prior to Merge/Weave Additional Vehicles Entering the Freeway in the Build

No Degradation Occurs, <2% Increase

Increase in Traffic

Additional Vehicles Entering

Demand Volume Allowable Constrained Build Ramp Volume

MOT-75-0.76, PID 99213 Created 12.16.2015 I-675 NB Ramps & Austin Blvd Intersection

2038 PM, 95-second cycle

L T R L T R L T R L T R

Design-Year Volume (veh/h) 200 2060 1990 950 290 0 630

v/c for No-Build 0.937 0.959 1.115 0.838 1.026

v/c for Build 0.919 0.969 1.146 0.694 0.758 1.046

Ramp Volume, No-Build 200 950 0 1,150

Ramp Volume, Build 200 950 0 1,150

5,450 0

0.00%

2.00%

132

1,150 1,282

1,150

5,450 1,150

R T L

0 0 0 950 R

1990 T

0 L

L 200 PM Peak

T 2060

R 0

290 0 630

L T R


Eastbound Westbound Northbound Southbound




Austin Blvd

I-675

Mainline Volume Prior to Merge/Weave Additional Vehicles Entering the Freeway in the Build

No Degradation Occurs, <2% Increase

Increase in Traffic

Additional Vehicles Entering

Demand Volume Allowable Constrained Build Ramp Volume

HCS 2010: Freeway Weaving Release 6.65Phone: Fax:E-mail:

______________________________Operational Analysis_____________________________

Analyst: NRWAgency/Co.: Parsons BrinckerhoffDate Performed: 12/16/2015Analysis Time Period: AM DHVFreeway/Dir of Travel: IR 75 NBWeaving Location: Austin to IR 675Analysis Year: 2038Description: MOT-75-0.76 (Austin Blvd IMS)

___________________________________Inputs______________________________________

Segment Type FreewayWeaving configuration One-SidedNumber of lanes, N 4 lnWeaving segment length, LS 4425 ftFreeway free-flow speed, FFS 70 mi/hMinimum segment speed, SMIN 15 mi/hFreeway 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 VRRVolume, V 4710 1680 2180 0 veh/hPeak hour factor, PHF 0.94 0.94 0.94 0.94Peak 15-min volume, v15 1253 447 580 0Trucks and buses 10 1 12 0 %Recreational vehicles 0 0 0 0 %Trucks and buses PCE, ET 1.5 1.5 1.5 1.5Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2Heavy vehicle adjustment, fHV 0.952 0.995 0.943 1.000Driver population adjustment, fP 1.00 1.00 1.00 1.00Flow rate, v 5261 1796 2458 0 pc/h

Volume ratio, VR 0.447

_________________________Configuration Characteristics_________________________Number of maneuver lanes, NWL 2 lnInterchange density, ID 0.5 int/miMinimum RF lane changes, LCRF 1 lc/pcMinimum FR lane changes, LCFR 0 lc/pcMinimum RR lane changes, LCRR lc/pc

Minimum weaving lane changes, LCMIN lc/hWeaving lane changes, LCW lc/hNon-weaving vehicle index, INWNon-weaving lane change, LCNW lc/hTotal lane changes, LCALL lc/h

_______________________Weaving and Non-Weaving Speeds__________________________Weaving intensity factor, W

Average weaving speed, SW mi/hAverage non-weaving speed, SNW mi/h

_________Weaving Segment Speed, Density, Level of Service and Capacity_________Weaving segment speed, S mi/hWeaving segment density, D pc/mi/lnLevel of service, LOS FWeaving segment v/c ratio 1.783Weaving segment flow rate, v 9118 veh/hWeaving segment capacity, cW 5112 veh/h

_______________________Limitations on Weaving Segments_________________________If limit reached, see note.

Minimum Maximum Actual NoteWeaving length (ft) 300 7214 4425 a,b Maximum AnalyzedDensity-based capacty, 2400 2187 ccIWL (pc/h/ln) Maximum Analyzedv/c ratio 1.00 1.783 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.

______________________________________________________________________________

HCS 2010: Freeway Weaving Release 6.65Phone: Fax:E-mail:

______________________________Operational Analysis_____________________________

Analyst: NRWAgency/Co.: Parsons BrinckerhoffDate Performed: 12/16/2015Analysis Time Period: PM DHVFreeway/Dir of Travel: IR 75 NBWeaving Location: Austin to IR 675Analysis Year: 2038Description: MOT-75-0.76 (Austin Blvd IMS)

___________________________________Inputs______________________________________

Segment Type FreewayWeaving configuration One-SidedNumber of lanes, N 4 lnWeaving segment length, LS 4425 ftFreeway free-flow speed, FFS 70 mi/hMinimum segment speed, SMIN 15 mi/hFreeway 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 VRRVolume, V 4480 1150 2120 0 veh/hPeak hour factor, PHF 0.94 0.94 0.94 0.94Peak 15-min volume, v15 1191 306 564 0Trucks and buses 10 1 10 0 %Recreational vehicles 0 0 0 0 %Trucks and buses PCE, ET 1.5 1.5 1.5 1.5Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2Heavy vehicle adjustment, fHV 0.952 0.995 0.952 1.000Driver population adjustment, fP 1.00 1.00 1.00 1.00Flow rate, v 5004 1230 2368 0 pc/h

Volume ratio, VR 0.418

_________________________Configuration Characteristics_________________________Number of maneuver lanes, NWL 2 lnInterchange density, ID 0.5 int/miMinimum RF lane changes, LCRF 1 lc/pcMinimum FR lane changes, LCFR 0 lc/pcMinimum RR lane changes, LCRR lc/pc

Minimum weaving lane changes, LCMIN lc/hWeaving lane changes, LCW lc/hNon-weaving vehicle index, INWNon-weaving lane change, LCNW lc/hTotal lane changes, LCALL lc/h

_______________________Weaving and Non-Weaving Speeds__________________________Weaving intensity factor, W

Average weaving speed, SW mi/hAverage non-weaving speed, SNW mi/h

_________Weaving Segment Speed, Density, Level of Service and Capacity_________Weaving segment speed, S mi/hWeaving segment density, D pc/mi/lnLevel of service, LOS FWeaving segment v/c ratio 1.509Weaving segment flow rate, v 8245 veh/hWeaving segment capacity, cW 5465 veh/h

_______________________Limitations on Weaving Segments_________________________If limit reached, see note.

Minimum Maximum Actual NoteWeaving length (ft) 300 6887 4425 a,b Maximum AnalyzedDensity-based capacty, 2400 2212 ccIWL (pc/h/ln) Maximum Analyzedv/c ratio 1.00 1.509 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.

______________________________________________________________________________

HCS 2010: Freeway Weaving Release 6.70 Phone: Fax: E-mail: ______________________________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-75-0.76 (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 4710 1407 2180 0 veh/h Peak hour factor, PHF 0.94 0.94 0.94 0.94 Peak 15-min volume, v15 1253 374 580 0 Trucks and buses 10 1 12 0 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.952 0.995 0.943 1.000 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 5261 1504 2458 0 pc/h Volume ratio, VR 0.430 _________________________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 lc/h Weaving lane changes, LCW lc/h Non-weaving vehicle index, INW Non-weaving lane change, LCNW lc/h Total lane changes, LCALL lc/h _______________________Weaving and Non-Weaving Speeds__________________________Weaving intensity factor, W

Average weaving speed, SW mi/h Average non-weaving speed, SNW 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 1.659 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) 300 7015 4425 a,b Maximum Analyzed Density-based capacty, 2400 2202 c cIWL (pc/h/ln) Maximum Analyzed v/c ratio 1.00 1.659 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. ______________________________________________________________________________

Intersection HCS Analysis

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

HCS 2010 Signalized Intersection Results Summary

General Information Intersection InformationAgency PB Duration, h 0.25Analyst NRW Analysis Date Aug 31, 2015 Area Type OtherJurisdiction Time Period AM DHV PHF 0.92Intersection Austin Blvd & IR 75 SB RampsAnalysis Year 2038 Analysis Period 1> 7:00File Name SB75Ramps_AM_Existing.xusProject Description Existing/Build

Demand Information EB WB NB SBApproach Movement L T R L T R L T R L T RDemand (v), veh/h 1000 520 630 930 1 310

Signal Information

GreenYellowRed

20.3 42.3 40.0 0.0 0.0 0.03.0 4.3 4.3 0.0 0.0 0.02.0 1.6 2.2 0.0 0.0 0.0

1 2 3 4

5 6 7 8

Cycle, s 120.0 Reference Phase 2Offset, s 0 Reference Point EndUncoordinated No Simult. Gap E/W OnForce Mode Fixed Simult. Gap N/S On

Timer Results EBL EBT WBL WBT NBL NBT SBL SBTAssigned Phase 2 1 6 4Case Number 8.3 2.0 4.0 9.0Phase Duration, s 48.2 25.3 73.5 46.5Change Period, (Y+Rc), s 5.9 5.0 5.9 6.5Max Allow Headway (MAH), s 0.0 2.9 0.0 2.8Queue Clearance Time (gs), s 21.8 34.0Green Extension Time (ge), s 0.0 0.0 0.0 1.5Phase Call Probability 1.00 1.00Max Out Probability 1.00 0.38

Movement Group Results EB WB NB SBApproach Movement L T R L T R L T R L T RAssigned Movement 2 1 6 7 4 14Adjusted Flow Rate (v), veh/h 1087 565 685 505 507 337Adjusted Saturation Flow Rate (s), veh/h/ln 1756 1706 1756 1774 1774 1579Queue Service Time (gs), s 34.8 19.8 12.7 31.9 32.0 21.7Cycle Queue Clearance Time (gc), s 34.8 19.8 12.7 31.9 32.0 21.7Green Ratio (g/C) 0.35 0.17 0.56 0.33 0.33 0.33Capacity (c), veh/h 1238 577 1979 591 591 526Volume-to-Capacity Ratio (X) 0.878 0.979 0.346 0.855 0.856 0.640Available Capacity (ca), veh/h 1238 577 1979 591 591 526Back of Queue (Q), veh/ln (50th percentile) 15.9 10.8 4.9 14.7 14.8 8.1Queue Storage Ratio (RQ) (50th percentile) 0.37 0.62 0.17 0.66 0.51 0.29Uniform Delay (d1), s/veh 36.4 49.6 14.2 37.3 37.3 33.9Incremental Delay (d2), s/veh 9.0 32.0 0.5 11.2 11.4 2.0Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0Control Delay (d), s/veh 45.4 81.6 14.7 48.5 48.7 35.9Level of Service (LOS) D F B D D DApproach Delay, s/veh / LOS 45.4 D 45.0 D 0.0 45.4 DIntersection Delay, s/veh / LOS 45.3 D

Multimodal Results EB WB NB SBPedestrian LOS Score / LOS 2.4 B 1.9 A 3.0 C 2.8 CBicycle 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: 8/31/2015 11:34:31 AM


General Information Intersection InformationAgency PB Duration, h 0.25Analyst NRW Analysis Date Dec 17, 2015 Area Type OtherJurisdiction Time Period PM DHV PHF 0.92Intersection Austin Blvd & IR 75 SB RampsAnalysis Year 2038 Analysis Period 1> 7:00File Name SB75Ramps_PM_Existing.xusProject Description Existing/Build


Signal Information

GreenYellowRed

31.0 25.2 46.4 0.0 0.0 0.03.0 4.3 4.3 0.0 0.0 0.02.0 1.6 2.2 0.0 0.0 0.0

1 2 3 4

5 6 7 8

Cycle, s 120.0 Reference Phase 2Offset, s 0 Reference Point EndUncoordinated Yes Simult. Gap E/W OnForce Mode Fixed Simult. Gap N/S On

Timer Results EBL EBT WBL WBT NBL NBT SBL SBTAssigned Phase 2 1 6 4Case Number 8.3 2.0 4.0 9.0Phase Duration, s 31.1 36.0 67.1 52.9Change Period, (Y+Rc), s 5.9 5.0 5.9 6.5Max Allow Headway (MAH), s 2.0 2.9 2.0 2.8Queue Clearance Time (gs), s 27.2 33.0 33.9 48.4Green Extension Time (ge), s 0.0 0.0 2.3 0.0Phase Call Probability 1.00 1.00 1.00 1.00Max Out Probability 1.00 1.00 0.00 1.00

Movement Group Results EB WB NB SBApproach Movement L T R L T R L T R L T RAssigned Movement 2 1 6 7 4 14Adjusted Flow Rate (v), veh/h 837 1217 1261 810 811 630Adjusted Saturation Flow Rate (s), veh/h/ln 1791 1740 1791 1792 1792 1594Queue Service Time (gs), s 25.2 31.0 31.9 46.4 46.4 46.4Cycle Queue Clearance Time (gc), s 25.2 31.0 31.9 46.4 46.4 46.4Green Ratio (g/C) 0.21 0.26 0.51 0.39 0.39 0.39Capacity (c), veh/h 752 899 1827 693 693 616Volume-to-Capacity Ratio (X) 1.113 1.354 0.690 1.169 1.170 1.023Available Capacity (ca), veh/h 752 899 1827 693 693 616Back of Queue (Q), veh/ln (50th percentile) 18.1 33.8 12.9 36.1 36.2 23.7Queue Storage Ratio (RQ) (50th percentile) 0.41 1.89 0.45 1.61 1.26 0.83Uniform Delay (d1), s/veh 47.4 44.5 22.2 36.8 36.8 36.8Incremental Delay (d2), s/veh 68.3 166.8 0.9 91.0 91.6 42.1Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0Control Delay (d), s/veh 115.7 211.3 23.2 127.8 128.4 78.9Level of Service (LOS) F F C F F FApproach Delay, s/veh / LOS 115.7 F 115.6 F 0.0 114.3 FIntersection Delay, s/veh / LOS 115.1 F

Multimodal Results EB WB NB SBPedestrian LOS Score / LOS 2.5 B 1.9 A 3.0 C 2.8 CBicycle 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

Austin Boulevard & I-75 NB Ramps – No Build


General Information Intersection InformationAgency PB Duration, h 0.25Analyst NRW Analysis Date Aug 31, 2015 Area Type OtherJurisdiction Time Period AM DHV PHF 0.92Intersection Austin Blvd & IR 75 NB RampsAnalysis Year 2038 Analysis Period 1> 7:00File Name NB75Ramps_AM_Existing.xusProject Description Existing


Signal Information

GreenYellowRed

16.3 41.8 44.6 0.0 0.0 0.03.0 4.3 4.3 0.0 0.0 0.02.0 1.6 2.1 0.0 0.0 0.0



Movement Group Results EB WB NB SBApproach Movement L T R L T R L T R L T RAssigned Movement 5 2 6 3 8 18Adjusted Flow Rate (v), veh/h 380 1717 1011 239 485 484Adjusted Saturation Flow Rate (s), veh/h/ln 1706 1756 1773 1774 1579 1579Queue Service Time (gs), s 13.0 54.4 31.2 11.7 33.4 33.3Cycle Queue Clearance Time (gc), s 13.0 54.4 31.2 11.7 33.4 33.3Green Ratio (g/C) 0.14 0.53 0.35 0.37 0.37 0.37Capacity (c), veh/h 463 1847 1235 659 587 587Volume-to-Capacity Ratio (X) 0.821 0.930 0.818 0.363 0.826 0.824Available Capacity (ca), veh/h 463 1847 1235 659 587 587Back of Queue (Q), veh/ln (50th percentile) 6.1 23.2 13.7 4.7 13.3 13.2Queue Storage Ratio (RQ) (50th percentile) 0.34 0.81 0.46 0.32 0.91 0.91Uniform Delay (d1), s/veh 50.4 26.4 35.6 27.4 34.2 34.2Incremental Delay (d2), s/veh 10.6 8.8 4.2 0.1 8.9 8.8Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0Control Delay (d), s/veh 61.0 35.2 39.8 27.5 43.1 42.9Level of Service (LOS) E D D C D DApproach Delay, s/veh / LOS 39.9 D 39.8 D 39.9 D 0.0Intersection Delay, s/veh / LOS 39.9 D

Multimodal Results EB WB NB SBPedestrian LOS Score / LOS 1.9 A 2.4 B 2.8 C 3.0 CBicycle LOS Score / LOS 2.2 B 1.3 A 2.5 B



General Information Intersection InformationAgency PB Duration, h 0.25Analyst NRW Analysis Date Aug 31, 2015 Area Type OtherJurisdiction Time Period PM DHV PHF 0.92Intersection Austin Blvd & IR 75 NB RampsAnalysis Year 2038 Analysis Period 1> 7:00File Name NB75Ramps_PM_Existing.xusProject Description Existing


Signal Information

GreenYellowRed

10.0 66.4 26.3 0.0 0.0 0.03.0 4.3 4.3 0.0 0.0 0.02.0 1.6 2.1 0.0 0.0 0.0



Movement Group Results EB WB NB SBApproach Movement L T R L T R L T R L T RAssigned Movement 5 2 6 3 8 18Adjusted Flow Rate (v), veh/h 217 2239 2163 315 343 342Adjusted Saturation Flow Rate (s), veh/h/ln 1706 1756 1773 1774 1579 1579Queue Service Time (gs), s 7.5 67.9 66.4 20.2 26.0 26.0Cycle Queue Clearance Time (gc), s 7.5 67.9 66.4 20.2 26.0 26.0Green Ratio (g/C) 0.08 0.68 0.55 0.22 0.22 0.22Capacity (c), veh/h 284 2382 1962 389 346 346Volume-to-Capacity Ratio (X) 0.765 0.940 1.102 0.811 0.992 0.990Available Capacity (ca), veh/h 284 2382 1962 389 346 346Back of Queue (Q), veh/ln (50th percentile) 3.6 25.5 40.2 9.7 14.1 14.0Queue Storage Ratio (RQ) (50th percentile) 0.20 0.90 1.33 0.66 0.97 0.96Uniform Delay (d1), s/veh 53.8 17.1 26.8 44.5 46.7 46.7Incremental Delay (d2), s/veh 10.6 8.1 54.4 11.4 46.1 45.4Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0Control Delay (d), s/veh 64.4 25.2 81.2 55.9 92.9 92.1Level of Service (LOS) E C F E F FApproach Delay, s/veh / LOS 28.7 C 81.2 F 81.0 F 0.0Intersection Delay, s/veh / LOS 58.2 E

Multimodal Results EB WB NB SBPedestrian LOS Score / LOS 1.9 A 2.4 B 2.8 C 3.0 CBicycle LOS Score / LOS 2.5 B 2.3 B 2.1 B


Austin Boulevard & I-75 NB Ramps – Build


General Information Intersection InformationAgency PB Duration, h 0.25Analyst NRW Analysis Date Dec 17, 2015 Area Type OtherJurisdiction Time Period AM DHV PHF 0.92Intersection Austin Blvd & IR 75 NB RampsAnalysis Year 2038 Analysis Period 1> 7:00File Name NB75Ramps_AM_Build.xusProject Description Build


Signal Information

GreenYellowRed

12.0 52.1 38.6 0.0 0.0 0.03.0 4.3 4.3 0.0 0.0 0.02.0 1.6 2.1 0.0 0.0 0.0



Movement Group Results EB WB NB SBApproach Movement L T R L T R L T R L T RAssigned Movement 5 2 6 16 3 18Adjusted Flow Rate (v), veh/h 380 1717 1011 1446 239 967Adjusted Saturation Flow Rate (s), veh/h/ln 1706 1756 1773 1425 1774 1397Queue Service Time (gs), s 12.0 48.7 27.1 52.1 12.7 38.6Cycle Queue Clearance Time (gc), s 12.0 48.7 27.1 52.1 12.7 38.6Green Ratio (g/C) 0.10 0.58 0.43 0.43 0.32 0.32Capacity (c), veh/h 341 2022 1540 1237 571 899Volume-to-Capacity Ratio (X) 1.115 0.849 0.656 1.168 0.419 1.076Available Capacity (ca), veh/h 341 2022 1540 1237 571 899Back of Queue (Q), veh/ln (50th percentile) 9.0 19.1 11.1 31.5 5.2 18.9Queue Storage Ratio (RQ) (50th percentile) 0.50 0.67 0.38 1.13 0.35 1.30Uniform Delay (d1), s/veh 54.0 21.1 26.9 34.0 31.9 40.7Incremental Delay (d2), s/veh 83.5 3.4 0.8 84.8 0.2 52.7Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0Control Delay (d), s/veh 137.5 24.6 27.7 118.7 32.1 93.4Level of Service (LOS) F C C F C FApproach Delay, s/veh / LOS 45.1 D 81.3 F 81.3 F 0.0Intersection Delay, s/veh / LOS 68.1 E

Multimodal Results EB WB NB SBPedestrian LOS Score / LOS 1.9 A 2.4 B 3.0 C 3.0 CBicycle LOS Score / LOS 2.2 B 2.5 B F



General Information Intersection InformationAgency PB Duration, h 0.25Analyst NRW Analysis Date Aug 31, 2015 Area Type OtherJurisdiction Time Period PM DHV PHF 0.92Intersection Austin Blvd & IR 75 NB RampsAnalysis Year 2038 Analysis Period 1> 7:00File Name NB75Ramps_PM_Build.xusProject Description Build Alternative


Signal Information

GreenYellowRed

7.0 65.6 30.1 0.0 0.0 0.03.0 4.3 4.3 0.0 0.0 0.02.0 1.6 2.1 0.0 0.0 0.0



Movement Group Results EB WB NB SBApproach Movement L T R L T R L T R L T RAssigned Movement 5 2 6 16 3 18Adjusted Flow Rate (v), veh/h 217 2239 2163 1033 315 685Adjusted Saturation Flow Rate (s), veh/h/ln 1740 1791 1791 1411 1792 1411Queue Service Time (gs), s 7.0 70.7 65.6 31.4 19.2 28.8Cycle Queue Clearance Time (gc), s 7.0 70.7 65.6 31.4 19.2 28.8Green Ratio (g/C) 0.06 0.65 0.55 0.55 0.25 0.25Capacity (c), veh/h 203 2316 1958 1543 449 708Volume-to-Capacity Ratio (X) 1.071 0.967 1.105 0.669 0.701 0.967Available Capacity (ca), veh/h 203 2316 1958 1543 449 708Back of Queue (Q), veh/ln (50th percentile) 5.4 29.1 40.5 9.8 8.5 12.0Queue Storage Ratio (RQ) (50th percentile) 0.29 1.00 1.36 0.35 0.58 0.82Uniform Delay (d1), s/veh 56.5 20.0 27.2 19.4 40.9 44.5Incremental Delay (d2), s/veh 83.3 11.8 55.4 0.9 4.1 25.8Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0Control Delay (d), s/veh 139.8 31.8 82.6 20.4 45.0 70.2Level of Service (LOS) F C F C D EApproach Delay, s/veh / LOS 41.4 D 62.5 E 62.3 E 0.0Intersection Delay, s/veh / LOS 54.7 D

Multimodal Results EB WB NB SBPedestrian LOS Score / LOS 1.9 A 2.4 B 3.0 C 3.0 CBicycle LOS Score / LOS 2.5 B 3.1 C F


Austin Boulevard & Austin Landing – No Build


General Information Intersection InformationAgency PB Duration, h 0.25Analyst NRW Analysis Date Aug 31, 2015 Area Type OtherJurisdiction Time Period AM DHV PHF 0.92Intersection Austin Blvd & Austin LandingAnalysis Year 2038 Analysis Period 1> 7:00File Name AustinLanding_AM_Existing.xusProject Description Existing

Demand Information EB WB NB SBApproach Movement L T R L T R L T R L T RDemand (v), veh/h 440 1660 370 2030 40 110 30 90 10 70 120

Signal Information

GreenYellowRed

14.0 52.7 8.0 21.9 0.0 0.04.0 4.3 3.0 5.1 0.0 0.02.0 2.0 1.0 2.0 0.0 0.0


Timer Results EBL EBT WBL WBT NBL NBT SBL SBTAssigned Phase 5 2 6 3 8 7 4Case Number 2.0 3.0 7.3 2.0 4.0 1.1 3.0Phase Duration, s 20.0 79.0 59.0 12.0 29.0 12.0 29.0Change Period, (Y+Rc), s 6.0 6.3 6.3 4.0 7.1 4.0 7.1Max Allow Headway (MAH), s 2.9 2.1 2.1 2.9 3.1 2.9 3.1Queue Clearance Time (gs), s 16.0 51.0 53.8 6.0 10.5 2.6 6.8Green Extension Time (ge), s 0.0 0.0 0.0 0.0 0.5 0.0 0.2Phase Call Probability 1.00 1.00 1.00 1.00 1.00 1.00 1.00Max Out Probability 1.00 1.00 1.00 1.00 0.00 0.00 0.91

Movement Group Results EB WB NB SBApproach Movement L T R L T R L T R L T RAssigned Movement 5 2 12 6 16 3 8 18 7 4 14Adjusted Flow Rate (v), veh/h 478 1804 402 2207 43 120 130 11 76 130Adjusted Saturation Flow Rate (s), veh/h/ln 1723 1773 1579 1691 1579 1723 1641 1774 1863 1397Queue Service Time (gs), s 14.0 49.0 16.2 51.8 1.9 4.0 8.5 0.6 4.2 4.8Cycle Queue Clearance Time (gc), s 14.0 49.0 16.2 51.8 1.9 4.0 8.5 0.6 4.2 4.8Green Ratio (g/C) 0.12 0.61 0.61 0.44 0.44 0.07 0.18 0.25 0.18 0.18Capacity (c), veh/h 402 2149 956 2228 693 230 300 298 340 510Volume-to-Capacity Ratio (X) 1.190 0.840 0.421 0.990 0.063 0.521 0.435 0.037 0.224 0.256Available Capacity (ca), veh/h 402 2149 956 2228 693 230 300 298 340 510Back of Queue (Q), veh/ln (50th percentile) 12.0 18.9 5.3 23.4 0.7 1.8 3.5 0.2 1.9 1.7Queue Storage Ratio (RQ) (50th percentile) 0.63 0.62 0.28 2.02 0.06 0.30 0.59 0.01 0.11 0.28Uniform Delay (d1), s/veh 53.0 19.0 12.5 33.4 19.4 54.1 43.6 34.5 41.8 42.1Incremental Delay (d2), s/veh 107.7 3.0 0.1 16.7 0.0 1.0 0.4 0.0 0.1 0.1Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Control Delay (d), s/veh 160.7 22.0 12.6 50.1 19.4 55.1 43.9 34.5 41.9 42.2Level of Service (LOS) F C B D B E D C D DApproach Delay, s/veh / LOS 45.3 D 49.5 D 49.3 D 41.7 DIntersection Delay, s/veh / LOS 47.1 D

Multimodal Results EB WB NB SBPedestrian LOS Score / LOS 2.4 B 2.9 C 3.0 C 3.4 CBicycle LOS Score / LOS 2.7 B 1.7 A 0.9 A 0.8 A



General Information Intersection InformationAgency PB Duration, h 0.25Analyst NRW Analysis Date Aug 31, 2015 Area Type OtherJurisdiction Time Period AM DHV PHF 0.92Intersection Austin Blvd & Austin LandingAnalysis Year 2038 Analysis Period 1> 7:00File Name AustinLanding_AM_Existing_RTOL.xusProject Description Existing with Right Turn Overlap


Signal Information

GreenYellowRed

14.0 52.7 8.0 21.9 0.0 0.04.0 4.3 3.0 5.1 0.0 0.02.0 2.0 1.0 2.0 0.0 0.0



Movement Group Results EB WB NB SBApproach Movement L T R L T R L T R L T RAssigned Movement 5 2 12 6 16 3 8 18 7 4 14Adjusted Flow Rate (v), veh/h 478 1804 402 2207 43 120 130 11 76 130Adjusted Saturation Flow Rate (s), veh/h/ln 1723 1773 1579 1691 1579 1723 1641 1774 1863 1397Queue Service Time (gs), s 14.0 49.0 16.2 51.8 1.9 4.0 8.5 0.6 4.2 4.1Cycle Queue Clearance Time (gc), s 14.0 49.0 16.2 51.8 1.9 4.0 8.5 0.6 4.2 4.1Green Ratio (g/C) 0.12 0.61 0.61 0.44 0.44 0.07 0.18 0.25 0.18 0.30Capacity (c), veh/h 402 2149 956 2228 693 230 300 298 340 836Volume-to-Capacity Ratio (X) 1.190 0.840 0.421 0.990 0.063 0.521 0.435 0.037 0.224 0.156Available Capacity (ca), veh/h 402 2149 956 2228 693 230 300 298 340 836Back of Queue (Q), veh/ln (50th percentile) 12.0 18.9 5.3 23.4 0.7 1.8 3.5 0.2 1.9 1.4Queue Storage Ratio (RQ) (50th percentile) 0.63 0.62 0.28 2.02 0.06 0.30 0.59 0.01 0.11 0.23Uniform Delay (d1), s/veh 53.0 19.0 12.5 33.4 19.4 54.1 43.6 34.5 41.8 30.9Incremental Delay (d2), s/veh 107.7 3.0 0.1 16.7 0.0 1.0 0.4 0.0 0.1 0.0Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Control Delay (d), s/veh 160.7 22.0 12.6 50.1 19.4 55.1 43.9 34.5 41.9 30.9Level of Service (LOS) F C B D B E D C D CApproach Delay, s/veh / LOS 45.3 D 49.5 D 49.3 D 35.0 CIntersection Delay, s/veh / LOS 46.8 D

Multimodal Results EB WB NB SBPedestrian LOS Score / LOS 2.4 B 2.9 C 3.0 C 3.4 CBicycle LOS Score / LOS 2.7 B 1.7 A 0.9 A 0.8 A



General Information Intersection InformationAgency PB Duration, h 0.25Analyst NRW Analysis Date Jul 24, 2014 Area Type OtherJurisdiction Time Period PM DHV PHF 0.92Intersection Austin Blvd & Austin LandingAnalysis Year 2038 Analysis Period 1> 7:00File Name AustinLanding_PM_Existing.xusProject Description Existing


Signal Information

GreenYellowRed

13.0 43.9 12.0 27.7 0.0 0.04.0 4.3 3.0 5.1 0.0 0.02.0 2.0 1.0 2.0 0.0 0.0



Movement Group Results EB WB NB SBApproach Movement L T R L T R L T R L T RAssigned Movement 5 2 12 6 16 3 8 18 7 4 14Adjusted Flow Rate (v), veh/h 413 2217 293 2174 76 370 402 109 54 652Adjusted Saturation Flow Rate (s), veh/h/ln 1740 1791 1594 1708 1594 1740 1656 1792 1881 1411Queue Service Time (gs), s 13.0 62.9 12.9 43.9 3.8 12.0 27.7 5.2 2.7 27.7Cycle Queue Clearance Time (gc), s 13.0 62.9 12.9 43.9 3.8 12.0 27.7 5.2 2.7 27.7Green Ratio (g/C) 0.11 0.52 0.52 0.37 0.37 0.10 0.23 0.33 0.23 0.23Capacity (c), veh/h 377 1877 836 1875 583 348 382 239 434 651Volume-to-Capacity Ratio (X) 1.096 1.181 0.351 1.160 0.130 1.062 1.052 0.454 0.125 1.001Available Capacity (ca), veh/h 377 1877 836 1875 583 348 382 239 434 651Back of Queue (Q), veh/ln (50th percentile) 9.5 47.5 4.5 31.1 1.4 8.4 17.6 2.2 1.3 12.8Queue Storage Ratio (RQ) (50th percentile) 0.49 1.56 0.23 2.66 0.12 1.41 2.96 0.13 0.07 2.14Uniform Delay (d1), s/veh 53.5 28.6 16.7 38.1 25.3 54.0 46.2 31.8 36.6 46.2Incremental Delay (d2), s/veh 74.7 87.3 0.1 78.2 0.0 65.6 60.4 0.5 0.0 35.6Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Control Delay (d), s/veh 128.2 115.9 16.7 116.3 25.4 119.6 106.6 32.3 36.6 81.7Level of Service (LOS) F F B F C F F C D FApproach Delay, s/veh / LOS 107.7 F 113.2 F 112.8 F 72.1 EIntersection Delay, s/veh / LOS 105.8 F

Multimodal Results EB WB NB SBPedestrian LOS Score / LOS 2.4 B 3.0 C 3.0 C 3.4 CBicycle LOS Score / LOS 2.9 C 1.7 A 1.8 A 1.8 A



General Information Intersection InformationAgency PB Duration, h 0.25Analyst NRW Analysis Date Jul 24, 2014 Area Type OtherJurisdiction Time Period PM DHV PHF 0.92Intersection Austin Blvd & Austin LandingAnalysis Year 2038 Analysis Period 1> 7:00File Name AustinLanding_PM_Existing_RTOL.xusProject Description Existing with Right Turn Overlap


Signal Information

GreenYellowRed

13.0 43.9 12.0 27.7 0.0 0.04.0 4.3 3.0 5.1 0.0 0.02.0 2.0 1.0 2.0 0.0 0.0



Movement Group Results EB WB NB SBApproach Movement L T R L T R L T R L T RAssigned Movement 5 2 12 6 16 3 8 18 7 4 14Adjusted Flow Rate (v), veh/h 413 2217 293 2174 76 370 402 109 54 652Adjusted Saturation Flow Rate (s), veh/h/ln 1740 1791 1594 1708 1594 1740 1656 1792 1881 1411Queue Service Time (gs), s 13.0 62.9 12.9 43.9 3.8 12.0 27.7 5.2 2.7 23.8Cycle Queue Clearance Time (gc), s 13.0 62.9 12.9 43.9 3.8 12.0 27.7 5.2 2.7 23.8Green Ratio (g/C) 0.11 0.52 0.52 0.37 0.37 0.10 0.23 0.33 0.23 0.34Capacity (c), veh/h 377 1877 836 1875 583 348 382 239 434 957Volume-to-Capacity Ratio (X) 1.096 1.181 0.351 1.160 0.130 1.062 1.052 0.454 0.125 0.681Available Capacity (ca), veh/h 377 1877 836 1875 583 348 382 239 434 957Back of Queue (Q), veh/ln (50th percentile) 9.5 47.5 4.5 31.1 1.4 8.4 17.6 2.2 1.3 8.2Queue Storage Ratio (RQ) (50th percentile) 0.49 1.56 0.23 2.66 0.12 1.41 2.96 0.13 0.07 1.38Uniform Delay (d1), s/veh 53.5 28.6 16.7 38.1 25.3 54.0 46.2 31.8 36.6 34.1Incremental Delay (d2), s/veh 74.7 87.3 0.1 78.2 0.0 65.6 60.4 0.5 0.0 1.6Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Control Delay (d), s/veh 128.2 115.9 16.7 116.3 25.4 119.6 106.6 32.3 36.6 35.7Level of Service (LOS) F F B F C F F C D DApproach Delay, s/veh / LOS 107.7 F 113.2 F 112.8 F 35.3 DIntersection Delay, s/veh / LOS 101.4 F

Multimodal Results EB WB NB SBPedestrian LOS Score / LOS 2.4 B 3.0 C 3.0 C 3.4 CBicycle LOS Score / LOS 2.9 C 1.7 A 1.8 A 1.8 A


Austin Boulevard & Austin Landing – Build


General Information Intersection InformationAgency PB Duration, h 0.25Analyst NRW Analysis Date Aug 31, 2015 Area Type OtherJurisdiction Time Period AM DHV PHF 0.92Intersection Austin Blvd & Austin LandingAnalysis Year 2038 Analysis Period 1> 7:00File Name AustinLanding_AM_Build.xusProject Description Build


Signal Information

GreenYellowRed

17.0 41.0 12.0 26.6 0.0 0.04.0 4.3 3.0 5.1 0.0 0.02.0 2.0 1.0 2.0 0.0 0.0



Movement Group Results EB WB NB SBApproach Movement L T R L T R L T R L T RAssigned Movement 5 2 12 6 16 3 8 18 7 4 14Adjusted Flow Rate (v), veh/h 478 1804 402 1693 557 120 130 11 76 130Adjusted Saturation Flow Rate (s), veh/h/ln 1723 1773 1579 1863 1837 1723 1641 1774 1863 1397Queue Service Time (gs), s 16.6 58.0 19.1 34.3 34.4 3.9 8.1 0.5 4.0 4.6Cycle Queue Clearance Time (gc), s 16.6 58.0 19.1 34.3 34.4 3.9 8.1 0.5 4.0 4.6Green Ratio (g/C) 0.14 0.53 0.53 0.34 0.34 0.10 0.22 0.32 0.22 0.22Capacity (c), veh/h 488 1892 842 1909 628 345 364 410 413 619Volume-to-Capacity Ratio (X) 0.980 0.954 0.478 0.887 0.887 0.347 0.359 0.026 0.184 0.211Available Capacity (ca), veh/h 488 1892 842 1909 628 345 364 410 413 619Back of Queue (Q), veh/ln (50th percentile) 9.4 25.5 6.6 16.0 17.3 1.7 3.3 0.2 1.8 1.6Queue Storage Ratio (RQ) (50th percentile) 0.49 0.84 0.34 1.38 1.49 0.28 0.55 0.01 0.11 0.27Uniform Delay (d1), s/veh 51.3 26.6 17.5 37.3 37.3 50.3 39.5 28.2 37.9 38.1Incremental Delay (d2), s/veh 35.3 11.6 0.2 5.3 14.0 0.2 0.2 0.0 0.1 0.1Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Control Delay (d), s/veh 86.6 38.2 17.7 42.6 51.3 50.6 39.7 28.2 38.0 38.2Level of Service (LOS) F D B D D D D C D DApproach Delay, s/veh / LOS 43.7 D 44.8 D 44.9 D 37.6 DIntersection Delay, s/veh / LOS 44.0 D

Multimodal Results EB WB NB SBPedestrian LOS Score / LOS 2.4 B 3.0 C 3.0 C 3.7 DBicycle LOS Score / LOS 2.7 B 1.4 A 0.9 A 0.8 A



General Information Intersection InformationAgency PB Duration, h 0.25Analyst NRW Analysis Date Aug 31, 2015 Area Type OtherJurisdiction Time Period AM DHV PHF 0.92Intersection Austin Blvd & Austin LandingAnalysis Year 2038 Analysis Period 1> 7:00File Name AustinLanding_AM_Build_RTOL.xusProject Description Build with Right Turn Overlap


Signal Information

GreenYellowRed

17.0 41.0 12.0 26.6 0.0 0.04.0 4.3 3.0 5.1 0.0 0.02.0 2.0 1.0 2.0 0.0 0.0



Movement Group Results EB WB NB SBApproach Movement L T R L T R L T R L T RAssigned Movement 5 2 12 6 16 3 8 18 7 4 14Adjusted Flow Rate (v), veh/h 478 1804 402 1693 557 120 130 11 76 130Adjusted Saturation Flow Rate (s), veh/h/ln 1723 1773 1579 1863 1837 1723 1641 1774 1863 1397Queue Service Time (gs), s 16.6 58.0 19.1 34.3 34.4 3.9 8.1 0.5 4.0 3.7Cycle Queue Clearance Time (gc), s 16.6 58.0 19.1 34.3 34.4 3.9 8.1 0.5 4.0 3.7Green Ratio (g/C) 0.14 0.53 0.53 0.34 0.34 0.10 0.22 0.32 0.22 0.36Capacity (c), veh/h 488 1892 842 1909 628 345 364 410 413 1015Volume-to-Capacity Ratio (X) 0.980 0.954 0.478 0.887 0.887 0.347 0.359 0.026 0.184 0.128Available Capacity (ca), veh/h 488 1892 842 1909 628 345 364 410 413 1015Back of Queue (Q), veh/ln (50th percentile) 9.4 25.5 6.6 16.0 17.3 1.7 3.3 0.2 1.8 1.2Queue Storage Ratio (RQ) (50th percentile) 0.49 0.84 0.34 1.38 1.49 0.28 0.55 0.01 0.11 0.21Uniform Delay (d1), s/veh 51.3 26.6 17.5 37.3 37.3 50.3 39.5 28.2 37.9 25.5Incremental Delay (d2), s/veh 35.3 11.6 0.2 5.3 14.0 0.2 0.2 0.0 0.1 0.0Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Control Delay (d), s/veh 86.6 38.2 17.7 42.6 51.3 50.6 39.7 28.2 38.0 25.5Level of Service (LOS) F D B D D D D C D CApproach Delay, s/veh / LOS 43.7 D 44.8 D 44.9 D 30.0 CIntersection Delay, s/veh / LOS 43.7 D

Multimodal Results EB WB NB SBPedestrian LOS Score / LOS 2.4 B 3.0 C 3.0 C 3.7 DBicycle LOS Score / LOS 2.7 B 1.4 A 0.9 A 0.8 A



General Information Intersection InformationAgency PB Duration, h 0.25Analyst NRW Analysis Date Aug 31, 2015 Area Type OtherJurisdiction Time Period PM DHV PHF 0.92Intersection Austin Blvd & Austin LandingAnalysis Year 2038 Analysis Period 1> 7:00File Name AustinLanding_PM_Build.xusProject Description Build


Signal Information

GreenYellowRed

21.9 33.6 16.1 25.0 0.0 0.04.0 4.3 3.0 5.1 0.0 0.02.0 2.0 1.0 2.0 0.0 0.0



Movement Group Results EB WB NB SBApproach Movement L T R L T R L T R L T RAssigned Movement 5 2 12 6 16 3 8 18 7 4 14Adjusted Flow Rate (v), veh/h 413 2217 293 1698 552 370 402 109 54 652Adjusted Saturation Flow Rate (s), veh/h/ln 1740 1791 1594 1881 1836 1740 1656 1792 1881 1411Queue Service Time (gs), s 13.2 61.5 13.2 37.1 33.6 12.3 25.0 5.1 2.8 25.0Cycle Queue Clearance Time (gc), s 13.2 61.5 13.2 37.1 33.6 12.3 25.0 5.1 2.8 25.0Green Ratio (g/C) 0.18 0.51 0.51 0.28 0.28 0.13 0.21 0.34 0.21 0.21Capacity (c), veh/h 635 1836 817 1580 514 467 345 300 392 588Volume-to-Capacity Ratio (X) 0.650 1.208 0.359 1.074 1.075 0.792 1.166 0.362 0.139 1.109Available Capacity (ca), veh/h 635 1836 817 1580 514 467 345 300 392 588Back of Queue (Q), veh/ln (50th percentile) 5.8 49.6 4.7 21.8 23.5 5.9 19.9 2.2 1.3 14.4Queue Storage Ratio (RQ) (50th percentile) 0.30 1.62 0.24 1.86 2.01 0.98 3.34 0.13 0.08 2.42Uniform Delay (d1), s/veh 45.5 29.3 17.5 43.2 43.2 50.3 47.5 30.2 38.7 47.5Incremental Delay (d2), s/veh 1.9 99.0 0.1 45.5 61.3 8.3 101.6 0.3 0.1 70.8Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Control Delay (d), s/veh 47.4 128.2 17.6 88.7 104.5 58.6 149.1 30.5 38.8 118.3Level of Service (LOS) D F B F F E F C D FApproach Delay, s/veh / LOS 105.7 F 92.6 F 105.8 F 101.3 FIntersection Delay, s/veh / LOS 100.8 F

Multimodal Results EB WB NB SBPedestrian LOS Score / LOS 2.4 B 3.0 C 3.0 C 3.7 DBicycle LOS Score / LOS 2.9 C 1.4 A 1.8 A 1.8 A



General Information Intersection InformationAgency PB Duration, h 0.25Analyst NRW Analysis Date Aug 31, 2015 Area Type OtherJurisdiction Time Period PM DHV PHF 0.92Intersection Austin Blvd & Austin LandingAnalysis Year 2038 Analysis Period 1> 7:00File Name AustinLanding_PM_Build_RTOL.xusProject Description Build with Right Turn Overlap


Signal Information

GreenYellowRed

21.9 33.6 16.1 25.0 0.0 0.04.0 4.3 3.0 5.1 0.0 0.02.0 2.0 1.0 2.0 0.0 0.0



Movement Group Results EB WB NB SBApproach Movement L T R L T R L T R L T RAssigned Movement 5 2 12 6 16 3 8 18 7 4 14Adjusted Flow Rate (v), veh/h 413 2217 293 1698 552 370 402 109 54 652Adjusted Saturation Flow Rate (s), veh/h/ln 1740 1791 1594 1881 1836 1740 1656 1792 1881 1411Queue Service Time (gs), s 13.2 61.5 13.2 37.1 33.6 12.3 25.0 5.1 2.8 22.0Cycle Queue Clearance Time (gc), s 13.2 61.5 13.2 37.1 33.6 12.3 25.0 5.1 2.8 22.0Green Ratio (g/C) 0.18 0.51 0.51 0.28 0.28 0.13 0.21 0.34 0.21 0.39Capacity (c), veh/h 635 1836 817 1580 514 467 345 300 392 1103Volume-to-Capacity Ratio (X) 0.650 1.208 0.359 1.074 1.075 0.792 1.166 0.362 0.139 0.591Available Capacity (ca), veh/h 635 1836 817 1580 514 467 345 300 392 1103Back of Queue (Q), veh/ln (50th percentile) 5.8 49.6 4.7 21.8 23.5 5.9 19.9 2.2 1.3 7.4Queue Storage Ratio (RQ) (50th percentile) 0.30 1.62 0.24 1.86 2.01 0.98 3.34 0.13 0.08 1.24Uniform Delay (d1), s/veh 45.5 29.3 17.5 43.2 43.2 50.3 47.5 30.2 38.7 29.0Incremental Delay (d2), s/veh 1.9 99.0 0.1 45.5 61.3 8.3 101.6 0.3 0.1 0.6Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Control Delay (d), s/veh 47.4 128.2 17.6 88.7 104.5 58.6 149.1 30.5 38.8 29.5Level of Service (LOS) D F B F F E F C D CApproach Delay, s/veh / LOS 105.7 F 92.6 F 105.8 F 30.3 CIntersection Delay, s/veh / LOS 92.3 F

Multimodal Results EB WB NB SBPedestrian LOS Score / LOS 2.4 B 3.0 C 3.0 C 3.7 DBicycle LOS Score / LOS 2.9 C 1.4 A 1.8 A 1.8 A


Austin Boulevard & SR 741 West – No Build/Build


General Information Intersection InformationAgency PB Duration, h 0.25Analyst NRW Analysis Date Dec 17, 2015 Area Type OtherJurisdiction Time Period AM DHV PHF 0.92Intersection DLT west intersection Analysis Year 2038 Analysis Period 1> 7:00File Name DLTwest_AM.xusProject Description Existing/Build

Demand Information EB WB NB SBApproach Movement L T R L T R L T R L T RDemand (v), veh/h 1850 0 1760 0 220

Signal Information

GreenYellowRed

92.1 46.7 0.0 0.0 0.0 0.05.9 5.3 0.0 0.0 0.0 0.04.0 1.0 0.0 0.0 0.0 0.0

1 2 3 4

5 6 7

Cycle, s 155.0 Reference Phase 2Offset, s 0 Reference Point EndUncoordinated Yes Simult. Gap E/W OnForce Mode Fixed Simult. Gap N/S Off

Timer Results EBL EBT WBL WBT NBL NBT SBL SBTAssigned Phase 2 8 4Case Number 8.0 7.0 7.0Phase Duration, s 102.0 53.0 53.0Change Period, (Y+Rc), s 9.9 6.3 6.3Max Allow Headway (MAH), s 3.0 3.3 3.3Queue Clearance Time (gs), s 92.5 30.1 21.3Green Extension Time (ge), s 0.0 1.6 0.0Phase Call Probability 1.00 1.00 1.00Max Out Probability 1.00 0.00 1.00

Movement Group Results EB WB NB SBApproach Movement L T R L T R L T R L T RAssigned Movement 2 8 18 4 14Adjusted Flow Rate (v), veh/h 2011 0 587 0 239Adjusted Saturation Flow Rate (s), veh/h/ln 1704 1900 1425 1863 1579Queue Service Time (gs), s 90.5 0.0 28.1 0.0 19.3Cycle Queue Clearance Time (gc), s 90.5 0.0 28.1 0.0 19.3Green Ratio (g/C) 0.59 0.30 0.30 0.30 0.30Capacity (c), veh/h 2025 572 859 561 476Volume-to-Capacity Ratio (X) 0.993 0.000 0.684 0.000 0.503Available Capacity (ca), veh/h 2025 572 859 561 476Back of Queue (Q), veh/ln (50th percentile) 39.8 0.0 10.1 0.0 7.6Queue Storage Ratio (RQ) (50th percentile) 2.56 0.00 0.00 0.00 0.34Uniform Delay (d1), s/veh 31.1 0.0 47.6 0.0 44.6Incremental Delay (d2), s/veh 18.3 0.0 1.9 0.0 0.3Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0Control Delay (d), s/veh 49.4 0.0 49.5 0.0 44.9Level of Service (LOS) D D DApproach Delay, s/veh / LOS 0.0 49.4 D 49.5 D 44.9 DIntersection Delay, s/veh / LOS 49.0 D

Multimodal Results EB WB NB SBPedestrian LOS Score / LOS 4.2 D 2.3 B 2.7 B 2.5 BBicycle LOS Score / LOS 2.1 B 1.5 A 0.9 A



General Information Intersection InformationAgency PB Duration, h 0.25Analyst NRW Analysis Date Dec 17, 2015 Area Type OtherJurisdiction Time Period PM DHV PHF 0.92Intersection DLT west intersection Analysis Year 2038 Analysis Period 1> 7:00File Name DLTwest_PM.xusProject Description Existing/Build


Signal Information

GreenYellowRed

77.7 61.1 0.0 0.0 0.0 0.05.9 5.3 0.0 0.0 0.0 0.04.0 1.0 0.0 0.0 0.0 0.0

1 2 3 4

5 6 7



Movement Group Results EB WB NB SBApproach Movement L T R L T R L T R L T RAssigned Movement 2 8 18 4 14Adjusted Flow Rate (v), veh/h 1543 0 283 0 707Adjusted Saturation Flow Rate (s), veh/h/ln 1308 1900 1425 1863 1579Queue Service Time (gs), s 77.7 0.0 10.3 0.0 61.1Cycle Queue Clearance Time (gc), s 77.7 0.0 10.3 0.0 61.1Green Ratio (g/C) 0.50 0.39 0.39 0.39 0.39Capacity (c), veh/h 1312 749 1123 734 622Volume-to-Capacity Ratio (X) 1.177 0.000 0.252 0.000 1.135Available Capacity (ca), veh/h 1312 749 1123 734 622Back of Queue (Q), veh/ln (50th percentile) 39.8 0.0 3.6 0.0 37.1Queue Storage Ratio (RQ) (50th percentile) 2.56 0.00 0.00 0.00 1.65Uniform Delay (d1), s/veh 38.7 0.0 31.6 0.0 47.0Incremental Delay (d2), s/veh 87.9 0.0 0.0 0.0 79.5Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0Control Delay (d), s/veh 126.5 0.0 31.6 0.0 126.5Level of Service (LOS) F C FApproach Delay, s/veh / LOS 0.0 126.5 F 31.6 C 126.5 FIntersection Delay, s/veh / LOS 115.9 F

Multimodal Results EB WB NB SBPedestrian LOS Score / LOS 5.6 F 2.3 B 2.7 B 2.4 BBicycle LOS Score / LOS 1.8 A 1.0 A 1.7 A


Austin Boulevard & SR 741 Main – No Build


General Information Intersection InformationAgency PB Duration, h 0.25Analyst NRW Analysis Date Dec 17, 2015 Area Type OtherJurisdiction Time Period AM DHV PHF 0.92Intersection DLT Main Intersection Analysis Year 2038 Analysis Period 1> 7:00File Name DLTmain_AM_Existing_Revised.xusProject Description Existing

Demand Information EB WB NB SBApproach Movement L T R L T R L T R L T RDemand (v), veh/h 490 1270 990 500 860 830 120 40 590 220

Signal Information

GreenYellowRed

41.2 7.0 53.0 26.0 0.0 0.04.8 3.0 3.0 4.0 0.0 0.01.0 4.0 4.0 4.0 0.0 0.0


Timer Results EBL EBT WBL WBT NBL NBT SBL SBTAssigned Phase 6 2 3 8 7 4Case Number 7.0 7.0 1.1 3.0 1.1 3.0Phase Duration, s 47.0 47.0 74.0 94.0 14.0 34.0Change Period, (Y+Rc), s 5.8 5.8 7.0 8.0 7.0 8.0Max Allow Headway (MAH), s 3.2 3.0 3.1 3.0 3.1 3.1Queue Clearance Time (gs), s 32.3 43.2 69.0 25.5 5.1 28.0Green Extension Time (ge), s 1.0 0.0 0.0 1.7 0.0 0.0Phase Call Probability 1.00 1.00 1.00 1.00 1.00 1.00Max Out Probability 1.00 1.00 1.00 0.23 1.00 1.00

Movement Group Results EB WB NB SBApproach Movement L T R L T R L T R L T RAssigned Movement 6 16 2 12 3 8 18 7 4 14Adjusted Flow Rate (v), veh/h 533 587 1076 293 935 902 130 43 641 239Adjusted Saturation Flow Rate (s), veh/h/ln 1773 1397 1773 1397 1774 1773 1579 1774 1773 1579Queue Service Time (gs), s 20.1 30.3 41.2 13.4 67.0 23.5 6.2 3.1 26.0 23.0Cycle Queue Clearance Time (gc), s 20.1 30.3 41.2 13.4 67.0 23.5 6.2 3.1 26.0 23.0Green Ratio (g/C) 0.27 0.27 0.27 0.27 0.61 0.55 0.55 0.21 0.17 0.17Capacity (c), veh/h 943 743 943 743 813 1968 876 230 595 265Volume-to-Capacity Ratio (X) 0.565 0.790 1.141 0.395 1.149 0.458 0.149 0.189 1.078 0.903Available Capacity (ca), veh/h 943 743 943 743 813 1968 876 230 595 265Back of Queue (Q), veh/ln (50th percentile) 8.9 11.0 28.1 4.6 48.4 9.8 2.3 1.4 16.5 11.7Queue Storage Ratio (RQ) (50th percentile) 0.20 0.68 0.40 0.38 1.55 0.24 0.20 0.10 0.58 0.59Uniform Delay (d1), s/veh 49.2 52.9 56.9 46.7 38.7 20.6 16.7 49.2 64.5 63.3Incremental Delay (d2), s/veh 0.5 5.3 76.5 0.1 81.3 0.8 0.4 0.1 59.7 35.1Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Control Delay (d), s/veh 49.7 58.2 133.4 46.8 120.0 21.4 17.1 49.4 124.2 98.4Level of Service (LOS) D E F D F C B D F FApproach Delay, s/veh / LOS 54.1 D 114.8 F 67.9 E 114.0 FIntersection Delay, s/veh / LOS 84.9 F

Multimodal Results EB WB NB SBPedestrian LOS Score / LOS 3.0 C 3.0 C 3.3 C 4.0 DBicycle LOS Score / LOS 1.4 A 1.6 A 2.1 B 1.2 A



General Information Intersection InformationAgency PB Duration, h 0.25Analyst NRW Analysis Date Dec 17, 2015 Area Type OtherJurisdiction Time Period PM DHV PHF 0.92Intersection DLT Main Intersection Analysis Year 2038 Analysis Period 1> 7:00File Name DLTmain_PM_Existing_Revised.xusProject Description Build


Signal Information

GreenYellowRed

36.7 8.0 33.4 49.1 0.0 0.04.8 3.0 3.0 4.0 0.0 0.01.0 4.0 4.0 4.0 0.0 0.0



Movement Group Results EB WB NB SBApproach Movement L T R L T R L T R L T RAssigned Movement 6 16 2 12 3 8 18 7 4 14Adjusted Flow Rate (v), veh/h 1152 283 652 261 891 1033 337 293 1467 707Adjusted Saturation Flow Rate (s), veh/h/ln 1773 1397 1773 1397 1774 1773 1579 1774 1773 1579Queue Service Time (gs), s 36.7 13.3 26.7 12.2 48.4 26.9 17.8 8.0 49.1 49.1Cycle Queue Clearance Time (gc), s 36.7 13.3 26.7 12.2 48.4 26.9 17.8 8.0 49.1 49.1Green Ratio (g/C) 0.24 0.24 0.24 0.24 0.64 0.58 0.58 0.37 0.32 0.32Capacity (c), veh/h 840 662 840 662 600 2048 911 310 1123 500Volume-to-Capacity Ratio (X) 1.372 0.427 0.777 0.394 1.484 0.504 0.370 0.946 1.306 1.413Available Capacity (ca), veh/h 840 662 840 662 600 2048 911 310 1123 500Back of Queue (Q), veh/ln (50th percentile) 36.7 4.7 12.3 4.3 61.7 11.1 6.7 3.1 43.9 46.5Queue Storage Ratio (RQ) (50th percentile) 0.84 0.28 0.18 0.35 1.97 0.27 0.57 0.23 1.53 2.34Uniform Delay (d1), s/veh 59.2 50.2 55.3 49.8 47.1 19.5 17.6 46.5 53.0 53.0Incremental Delay (d2), s/veh 175.0 0.2 4.2 0.1 226.8 0.9 1.2 36.5 144.3 197.4Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Control Delay (d), s/veh 234.1 50.4 59.5 49.9 274.0 20.4 18.8 83.1 197.2 250.3Level of Service (LOS) F D E D F C B F F FApproach Delay, s/veh / LOS 197.9 F 56.8 E 120.1 F 198.9 FIntersection Delay, s/veh / LOS 155.2 F

Multimodal Results EB WB NB SBPedestrian LOS Score / LOS 3.0 C 3.0 C 3.1 C 4.5 EBicycle LOS Score / LOS 1.7 A 1.2 A 2.4 B 2.5 B


Austin Boulevard & SR 741 Main – Build


General Information Intersection InformationAgency PB Duration, h 0.25Analyst NRW Analysis Date Dec 17, 2015 Area Type OtherJurisdiction Time Period AM DHV PHF 0.92Intersection DLT Main Intersection Analysis Year 2038 Analysis Period 1> 7:00File Name DLTmain_AM_Build_Revised.xusProject Description Build


Signal Information

GreenYellowRed

45.0 7.0 46.0 29.2 0.0 0.04.8 3.0 3.0 4.0 0.0 0.01.0 4.0 4.0 4.0 0.0 0.0



Movement Group Results EB WB NB SBApproach Movement L T R L T R L T R L T RAssigned Movement 6 16 2 12 3 8 18 7 4 14Adjusted Flow Rate (v), veh/h 533 587 1076 293 935 902 130 43 641 239Adjusted Saturation Flow Rate (s), veh/h/ln 1773 1397 1773 1397 1723 1773 1579 1774 1773 1579Queue Service Time (gs), s 19.4 29.3 45.0 12.9 28.7 24.8 6.6 3.0 27.8 22.5Cycle Queue Clearance Time (gc), s 19.4 29.3 45.0 12.9 28.7 24.8 6.6 3.0 27.8 22.5Green Ratio (g/C) 0.29 0.29 0.29 0.29 0.59 0.53 0.53 0.23 0.19 0.19Capacity (c), veh/h 1030 811 1030 811 1441 1881 837 242 668 297Volume-to-Capacity Ratio (X) 0.517 0.724 1.045 0.362 0.649 0.480 0.156 0.179 0.960 0.804Available Capacity (ca), veh/h 1030 811 1030 811 1441 1881 837 242 668 297Back of Queue (Q), veh/ln (50th percentile) 8.6 10.4 25.5 4.5 9.4 10.4 2.5 1.3 14.8 10.6Queue Storage Ratio (RQ) (50th percentile) 0.20 0.64 0.36 0.37 0.30 0.26 0.21 0.10 0.52 0.53Uniform Delay (d1), s/veh 45.9 49.4 55.0 43.6 28.9 22.9 18.6 46.7 62.3 60.2Incremental Delay (d2), s/veh 0.2 2.8 40.6 0.1 0.8 0.9 0.4 0.1 26.2 20.2Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Control Delay (d), s/veh 46.1 52.2 95.6 43.7 29.7 23.8 19.0 46.8 88.6 80.4Level of Service (LOS) D D F D C C B D F FApproach Delay, s/veh / LOS 49.3 D 84.4 F 26.3 C 84.5 FIntersection Delay, s/veh / LOS 55.9 E

Multimodal Results EB WB NB SBPedestrian LOS Score / LOS 3.1 C 3.0 C 3.3 C 4.0 DBicycle LOS Score / LOS 1.4 A 1.6 A 2.1 B 1.2 A



General Information Intersection InformationAgency PB Duration, h 0.25Analyst NRW Analysis Date Dec 17, 2015 Area Type OtherJurisdiction Time Period PM DHV PHF 0.92Intersection DLT Main Intersection Analysis Year 2038 Analysis Period 1> 7:00File Name DLTmain_PM_Build_Revised.xusProject Description Build


Signal Information

GreenYellowRed

45.6 8.0 13.2 60.4 0.0 0.04.8 3.0 3.0 4.0 0.0 0.01.0 4.0 4.0 4.0 0.0 0.0



Movement Group Results EB WB NB SBApproach Movement L T R L T R L T R L T RAssigned Movement 6 16 2 12 3 8 18 7 4 14Adjusted Flow Rate (v), veh/h 1152 283 652 261 891 1033 337 293 1467 707Adjusted Saturation Flow Rate (s), veh/h/ln 1773 1397 1773 1397 1723 1773 1579 1774 1773 1579Queue Service Time (gs), s 45.6 12.3 24.6 11.3 28.2 30.6 20.2 8.0 60.4 60.4Cycle Queue Clearance Time (gc), s 45.6 12.3 24.6 11.3 28.2 30.6 20.2 8.0 60.4 60.4Green Ratio (g/C) 0.29 0.29 0.29 0.29 0.58 0.52 0.52 0.44 0.39 0.39Capacity (c), veh/h 1043 822 1043 822 720 1844 821 307 1382 615Volume-to-Capacity Ratio (X) 1.104 0.344 0.625 0.317 1.238 0.560 0.411 0.958 1.062 1.149Available Capacity (ca), veh/h 1043 822 1043 822 720 1844 821 307 1382 615Back of Queue (Q), veh/ln (50th percentile) 28.8 4.3 10.9 3.9 25.3 12.9 7.8 11.1 34.2 37.6Queue Storage Ratio (RQ) (50th percentile) 0.66 0.26 0.16 0.32 0.81 0.32 0.67 0.81 1.19 1.89Uniform Delay (d1), s/veh 54.7 43.0 47.3 42.6 53.3 25.2 22.7 43.6 47.3 47.3Incremental Delay (d2), s/veh 61.0 0.1 0.9 0.1 119.0 1.2 1.5 39.7 42.4 84.7Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Control Delay (d), s/veh 115.7 43.0 48.2 42.7 172.3 26.4 24.2 83.3 89.7 132.0Level of Service (LOS) F D D D F C C F F FApproach Delay, s/veh / LOS 101.4 F 46.6 D 83.6 F 101.1 FIntersection Delay, s/veh / LOS 88.5 F

Multimodal Results EB WB NB SBPedestrian LOS Score / LOS 3.1 C 3.0 C 3.1 C 4.5 EBicycle LOS Score / LOS 1.7 A 1.2 A 2.4 B 2.5 B


Austin Boulevard & SR 741 East – No Build/Build


General Information Intersection InformationAgency PB Duration, h 0.25Analyst NRW Analysis Date Dec 17, 2015 Area Type OtherJurisdiction Time Period AM DHV PHF 0.92Intersection DLT east intersection Analysis Year 2038 Analysis Period 1> 7:00File Name DLTeast_AM.xusProject Description Existing/Build


Signal Information

GreenYellowRed

70.6 67.6 0.0 0.0 0.0 0.05.9 5.9 0.0 0.0 0.0 0.04.0 1.0 0.0 0.0 0.0 0.0

1 2 3 4

5 6 7



Movement Group Results EB WB NB SBApproach Movement L T R L T R L T R L T RAssigned Movement 2 8 18 4 14Adjusted Flow Rate (v), veh/h 576 0 130 0 293Adjusted Saturation Flow Rate (s), veh/h/ln 1773 1863 1579 1863 1397Queue Service Time (gs), s 16.4 0.0 7.9 0.0 10.3Cycle Queue Clearance Time (gc), s 16.4 0.0 7.9 0.0 10.3Green Ratio (g/C) 0.46 0.44 0.44 0.44 0.44Capacity (c), veh/h 1615 812 688 812 1219Volume-to-Capacity Ratio (X) 0.357 0.000 0.189 0.000 0.241Available Capacity (ca), veh/h 1615 812 688 812 1219Back of Queue (Q), veh/ln (50th percentile) 6.9 0.0 3.0 0.0 3.4Queue Storage Ratio (RQ) (50th percentile) 0.61 0.00 0.16 0.00 0.00Uniform Delay (d1), s/veh 27.4 0.0 26.9 0.0 27.5Incremental Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0Control Delay (d), s/veh 27.5 0.0 26.9 0.0 27.6Level of Service (LOS) C C CApproach Delay, s/veh / LOS 27.5 C 0.0 26.9 C 27.6 CIntersection Delay, s/veh / LOS 27.4 C

Multimodal Results EB WB NB SBPedestrian LOS Score / LOS 2.3 B 4.2 D 2.4 B 2.7 BBicycle LOS Score / LOS 1.0 A 0.7 A 1.0 A



General Information Intersection InformationAgency PB Duration, h 0.25Analyst NRW Analysis Date Dec 17, 2015 Area Type OtherJurisdiction Time Period PM DHV PHF 0.92Intersection DLT east intersection Analysis Year 2038 Analysis Period 1> 7:00File Name DLTeast_PM.xusProject Description Existing/Build


Signal Information

GreenYellowRed

72.8 65.4 0.0 0.0 0.0 0.05.9 5.9 0.0 0.0 0.0 0.04.0 1.0 0.0 0.0 0.0 0.0

1 2 3 4

5 6 7



Movement Group Results EB WB NB SBApproach Movement L T R L T R L T R L T RAssigned Movement 2 8 18 4 14Adjusted Flow Rate (v), veh/h 1152 0 337 0 261Adjusted Saturation Flow Rate (s), veh/h/ln 1773 1863 1579 1863 1397Queue Service Time (gs), s 39.6 0.0 24.3 0.0 9.2Cycle Queue Clearance Time (gc), s 39.6 0.0 24.3 0.0 9.2Green Ratio (g/C) 0.47 0.42 0.42 0.42 0.42Capacity (c), veh/h 1666 786 666 786 1179Volume-to-Capacity Ratio (X) 0.692 0.000 0.506 0.000 0.221Available Capacity (ca), veh/h 1666 786 666 786 1179Back of Queue (Q), veh/ln (50th percentile) 16.9 0.0 9.3 0.0 3.1Queue Storage Ratio (RQ) (50th percentile) 1.48 0.00 0.49 0.00 0.00Uniform Delay (d1), s/veh 32.3 0.0 32.9 0.0 28.6Incremental Delay (d2), s/veh 1.0 0.0 0.3 0.0 0.0Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0Control Delay (d), s/veh 33.3 0.0 33.2 0.0 28.6Level of Service (LOS) C C CApproach Delay, s/veh / LOS 33.3 C 0.0 33.2 C 28.6 CIntersection Delay, s/veh / LOS 32.6 C

Multimodal Results EB WB NB SBPedestrian LOS Score / LOS 2.3 B 3.5 D 2.4 B 2.7 BBicycle LOS Score / LOS 1.4 A 1.0 A 0.9 A


Appendix C

Synchro Analyses

Lanes, Volumes, Timings2: I-75 Ramp P/I-75 Ramp M & Austin Blvd 9/3/2015

Existing Conditions 7/31/2014 Baseline Synchro 9 ReportMEH Page 1

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 0 1000 420 520 630 0 0 0 0 930 0 310Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 0 425 300 0 0 0 500 0Storage Lanes 0 1 1 0 0 0 1 1Taper Length (ft) 25 25 25 25Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 1.00 1.00 1.00 1.00 0.95 0.91 0.95Frt 0.850 0.990 0.850Flt Protected 0.950 0.950 0.955Satd. Flow (prot) 0 3539 1583 3433 3539 0 0 0 0 1681 1603 1504Flt Permitted 0.950 0.950 0.955Satd. Flow (perm) 0 3539 1583 3433 3539 0 0 0 0 1681 1603 1504Right Turn on Red No No No NoSatd. Flow (RTOR)Link Speed (mph) 45 45 45 45Link Distance (ft) 801 686 915 1280Travel Time (s) 12.1 10.4 13.9 19.4Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Adj. Flow (vph) 0 1111 467 578 700 0 0 0 0 1033 0 344Shared Lane Traffic (%) 48% 10%Lane Group Flow (vph) 0 1111 467 578 700 0 0 0 0 537 530 310Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(ft) 24 24 12 12Link Offset(ft) 0 0 0 0Crosswalk Width(ft) 16 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9 15 9 15 9Number of Detectors 2 1 1 2 1 2 1Detector Template Thru Right Left Thru Left Thru RightLeading Detector (ft) 100 20 20 100 20 100 20Trailing Detector (ft) 0 0 0 0 0 0 0Detector 1 Position(ft) 0 0 0 0 0 0 0Detector 1 Size(ft) 6 20 20 6 20 6 20Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 2 Position(ft) 94 94 94Detector 2 Size(ft) 6 6 6Detector 2 Type Cl+Ex Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0 0.0Turn Type NA Perm Prot NA Perm NA PermProtected Phases 2 1 6 4Permitted Phases 2 4 4Detector Phase 2 2 1 6 4 4 4



Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRSwitch PhaseMinimum Initial (s) 25.0 25.0 7.0 25.0 7.0 7.0 7.0Minimum Split (s) 32.9 32.9 12.0 32.9 14.0 14.0 14.0Total Split (s) 45.0 45.0 28.0 73.0 47.0 47.0 47.0Total Split (%) 37.5% 37.5% 23.3% 60.8% 39.2% 39.2% 39.2%Maximum Green (s) 39.1 39.1 23.0 67.1 40.5 40.5 40.5Yellow Time (s) 4.3 4.3 3.0 4.3 4.5 4.5 4.5All-Red Time (s) 1.6 1.6 2.0 1.6 2.0 2.0 2.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 5.9 5.9 5.0 5.9 6.5 6.5 6.5Lead/Lag Lag Lag LeadLead-Lag Optimize?Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode None None C-Max C-Max None None NoneWalk Time (s) 7.0 7.0 7.0Flash Dont Walk (s) 20.0 20.0 8.0Pedestrian Calls (#/hr) 0 0 0Act Effct Green (s) 39.1 39.1 23.0 67.1 40.5 40.5 40.5Actuated g/C Ratio 0.33 0.33 0.19 0.56 0.34 0.34 0.34v/c Ratio 0.96 0.91 0.88 0.35 0.95 0.98 0.61Control Delay 59.2 61.8 33.9 11.5 66.2 74.0 39.4Queue Delay 0.0 0.0 0.0 0.0 2.5 4.1 0.0Total Delay 59.2 61.8 33.9 11.5 68.6 78.0 39.4LOS E E C B E E DApproach Delay 59.9 21.6 65.7Approach LOS E C E

Intersection SummaryArea Type: OtherCycle Length: 120Actuated Cycle Length: 120Offset: 90 (75%), Referenced to phase 1:WBL and 6:WBT, Start of YellowNatural Cycle: 90Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.98Intersection Signal Delay: 50.2 Intersection LOS: DIntersection Capacity Utilization 122.0% ICU Level of Service HAnalysis Period (min) 15

Splits and Phases: 2: I-75 Ramp P/I-75 Ramp M & Austin Blvd

Lanes, Volumes, Timings3: 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 SBRLane ConfigurationsVolume (vph) 350 1580 0 0 930 1330 220 0 890 0 0 0Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 300 0 0 0 500 700 0 0Storage Lanes 1 0 0 1 1 1 0 0Taper Length (ft) 25 25 25 25Lane Util. Factor *1.00 0.95 1.00 1.00 *1.00 *1.00 0.95 0.91 0.95 1.00 1.00 1.00Frt 0.850 0.857 0.850Flt Protected 0.950 0.950 0.998Satd. Flow (prot) 3539 3539 0 0 3725 1583 1681 1450 1504 0 0 0Flt Permitted 0.950 0.950 0.998Satd. Flow (perm) 3539 3539 0 0 3725 1583 1681 1450 1504 0 0 0Right Turn on Red No Yes No NoSatd. Flow (RTOR) 782Link Speed (mph) 45 45 45 45Link Distance (ft) 686 839 1173 600Travel Time (s) 10.4 12.7 17.8 9.1Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Adj. Flow (vph) 389 1756 0 0 1033 1478 244 0 989 0 0 0Shared Lane Traffic (%) 10% 49%Lane Group Flow (vph) 389 1756 0 0 1033 1478 220 509 504 0 0 0Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(ft) 24 24 12 12Link Offset(ft) 0 0 0 0Crosswalk Width(ft) 16 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9 15 9 15 9Number of Detectors 1 2 2 1 1 2 1Detector Template Left Thru Thru Right Left Thru RightLeading Detector (ft) 20 100 100 20 20 100 20Trailing Detector (ft) 0 0 0 0 0 0 0Detector 1 Position(ft) 0 0 0 0 0 0 0Detector 1 Size(ft) 20 6 6 20 20 6 20Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 2 Position(ft) 94 94 94Detector 2 Size(ft) 6 6 6Detector 2 Type Cl+Ex Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0 0.0Turn Type Prot NA NA Perm Perm NA PermProtected Phases 5 2 6 8Permitted Phases 6 8 8Detector Phase 5 2 6 6 8 8 8



Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRSwitch PhaseMinimum Initial (s) 7.0 25.0 25.0 25.0 7.0 7.0 7.0Minimum Split (s) 12.0 35.3 30.9 30.9 14.0 14.0 14.0Total Split (s) 18.0 81.0 63.0 63.0 39.0 39.0 39.0Total Split (%) 15.0% 67.5% 52.5% 52.5% 32.5% 32.5% 32.5%Maximum Green (s) 13.0 75.1 57.1 57.1 32.6 32.6 32.6Yellow Time (s) 3.0 4.3 4.3 4.3 4.4 4.4 4.4All-Red Time (s) 2.0 1.6 1.6 1.6 2.0 2.0 2.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 5.0 5.9 5.9 5.9 6.4 6.4 6.4Lead/Lag Lead Lag LagLead-Lag Optimize?Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode C-Max C-Max None None None None NoneWalk Time (s) 7.0 7.0 7.0Flash Dont Walk (s) 22.0 8.0 8.0Pedestrian Calls (#/hr) 0 0 0Act Effct Green (s) 13.0 75.1 57.1 57.1 32.6 32.6 32.6Actuated g/C Ratio 0.11 0.63 0.48 0.48 0.27 0.27 0.27v/c Ratio 1.02 0.79 0.58 1.27 0.48 1.30 1.24Control Delay 54.9 7.2 5.7 146.5 40.9 187.2 163.4Queue Delay 0.0 2.8 0.0 0.7 0.0 0.0 0.0Total Delay 54.9 10.0 5.7 147.2 40.9 187.2 163.4LOS D A A F D F FApproach Delay 18.1 89.0 151.3Approach LOS B F F

Intersection SummaryArea Type: OtherCycle Length: 120Actuated Cycle Length: 120Offset: 18 (15%), Referenced to phase 2:EBT and 5:EBL, Start of YellowNatural Cycle: 120Control Type: Actuated-CoordinatedMaximum v/c Ratio: 1.30Intersection Signal Delay: 76.2 Intersection LOS: EIntersection Capacity Utilization 122.0% ICU Level of Service HAnalysis Period (min) 15* User Entered Value

Splits and Phases: 3: I-75 Ramp H/I-75 Ramp J & Austin Blvd

Lanes, Volumes, Timings4: Access Pt. A & Austin Blvd 9/3/2015


Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 440 1660 370 0 2030 40 110 30 90 10 70 120Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 540 540 0 300 0 0 0 150Storage Lanes 2 1 0 1 1 0 1 2Taper Length (ft) 25 25 25 25Lane Util. Factor 0.97 0.95 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 1.00 0.88Ped Bike Factor 0.98 0.99Frt 0.850 0.850 0.887 0.850Flt Protected 0.950 0.950 0.950Satd. Flow (prot) 3433 3539 1583 0 5085 1583 1770 1622 0 1770 1863 2787Flt Permitted 0.950 0.950 0.672Satd. Flow (perm) 3433 3539 1583 0 5085 1583 1770 1622 0 1244 1863 2787Right Turn on Red No No No NoSatd. Flow (RTOR)Link Speed (mph) 45 45 45 45Link Distance (ft) 839 811 465 261Travel Time (s) 12.7 12.3 7.0 4.0Confl. Peds. (#/hr) 5 5Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Adj. Flow (vph) 489 1844 411 0 2256 44 122 33 100 11 78 133Shared Lane Traffic (%)Lane Group Flow (vph) 489 1844 411 0 2256 44 122 133 0 11 78 133Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(ft) 24 24 12 12Link Offset(ft) 0 0 0 0Crosswalk Width(ft) 16 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9 15 9 15 9Number of Detectors 1 2 1 2 1 1 2 1 2 1Detector Template Left Thru Right Thru Right Left Thru Left Thru RightLeading Detector (ft) 20 100 20 100 20 20 100 20 100 20Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0Detector 1 Size(ft) 20 6 20 6 20 20 6 20 6 20Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 2 Position(ft) 94 94 94 94Detector 2 Size(ft) 6 6 6 6Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0 0.0 0.0Turn Type Prot NA pt+ov NA pt+ov Prot NA pm+pt NA pt+ovProtected Phases 5 2 2 3 6 6 7 3 8 7 4 4 5



Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRPermitted Phases 4Detector Phase 5 2 2 3 6 6 7 3 8 7 4 4 5Switch PhaseMinimum Initial (s) 10.0 33.0 7.0 10.0 14.0 10.0 14.0Minimum Split (s) 14.0 39.3 30.0 14.0 21.1 14.0 21.1Total Split (s) 22.0 84.9 62.9 14.0 21.1 14.0 21.1Total Split (%) 18.3% 70.8% 52.4% 11.7% 17.6% 11.7% 17.6%Maximum Green (s) 18.0 78.6 56.6 10.0 14.0 10.0 14.0Yellow Time (s) 3.0 4.3 4.3 3.0 5.1 3.0 5.1All-Red Time (s) 1.0 2.0 2.0 1.0 2.0 1.0 2.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 4.0 6.3 6.3 4.0 7.1 4.0 7.1Lead/Lag Lead Lag Lead Lag Lead LagLead-Lag Optimize?Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode None C-Max C-Max None None None NoneAct Effct Green (s) 18.0 78.6 92.6 56.6 70.6 10.0 16.8 27.1 14.0 36.0Actuated g/C Ratio 0.15 0.66 0.77 0.47 0.59 0.08 0.14 0.23 0.12 0.30v/c Ratio 0.95 0.80 0.34 0.94 0.05 0.83 0.59 0.03 0.36 0.16Control Delay 63.0 11.5 1.9 39.4 10.7 94.2 61.5 33.7 54.1 31.5Queue Delay 0.0 0.6 0.0 0.2 0.0 1.1 0.0 0.0 0.0 0.0Total Delay 63.0 12.1 1.9 39.6 10.7 95.3 61.5 33.7 54.1 31.6LOS E B A D B F E C D CApproach Delay 19.6 39.0 77.7 39.6Approach LOS B D E D

Intersection SummaryArea Type: OtherCycle Length: 120Actuated Cycle Length: 120Offset: 68 (57%), Referenced to phase 2:EBT and 6:WBT, Start of YellowNatural Cycle: 110Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.95Intersection Signal Delay: 31.2 Intersection LOS: CIntersection Capacity Utilization 79.0% ICU Level of Service DAnalysis Period (min) 15

Splits and Phases: 4: Access Pt. A & Austin Blvd

Lanes, Volumes, Timings13: Austin Blvd & S.R. 741 9/3/2015


Lane Group EBL EBT WBT WBR SWL SWR ø1 ø2 ø3 ø4 ø5 ø6Lane ConfigurationsVolume (vph) 540 1220 1850 0 0 220Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000Storage Length (ft) 425 0 0 0Storage Lanes 2 0 0 1Taper Length (ft) 25 25Lane Util. Factor 0.97 0.95 0.95 1.00 1.00 0.88Frt 0.850Flt Protected 0.950Satd. Flow (prot) 3614 3725 3725 0 0 2933Flt Permitted 0.950Satd. Flow (perm) 3614 3725 3725 0 0 2933Right Turn on Red No NoSatd. Flow (RTOR)Link Speed (mph) 45 45 45Link Distance (ft) 811 500 354Travel Time (s) 12.3 7.6 5.4Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90Adj. Flow (vph) 600 1356 2056 0 0 244Shared Lane Traffic (%)Lane Group Flow (vph) 600 1356 2056 0 0 244Enter Blocked Intersection No No No No No NoLane Alignment Left Left Left Right Left RightMedian Width(ft) 24 24 0Link Offset(ft) 0 0 50Crosswalk Width(ft) 16 16 16Two way Left Turn LaneHeadway Factor 0.94 0.94 0.94 0.94 0.94 0.94Turning Speed (mph) 15 9 15 9Number of Detectors 1 2 2 1Detector Template Left Thru Thru RightLeading Detector (ft) 20 100 100 20Trailing Detector (ft) 0 0 0 0Detector 1 Position(ft) 0 0 0 0Detector 1 Size(ft) 20 6 6 20Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0Detector 2 Position(ft) 94 94Detector 2 Size(ft) 6 6Detector 2 Type Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0Turn Type Prot NA NA customProtected Phases 14 16 Free 1 2 15 3 14 16 1 2 3 4 5 6Permitted PhasesDetector Phase 14 16 1 2 15 3 14 16



Lane Group ø7 ø8 ø9 ø11 ø12 ø13 ø14 ø15 ø16Lane ConfigurationsVolume (vph)Ideal Flow (vphpl)Storage Length (ft)Storage LanesTaper Length (ft)Lane Util. FactorFrtFlt ProtectedSatd. Flow (prot)Flt PermittedSatd. Flow (perm)Right Turn on RedSatd. Flow (RTOR)Link Speed (mph)Link Distance (ft)Travel Time (s)Peak Hour FactorAdj. Flow (vph)Shared Lane Traffic (%)Lane Group Flow (vph)Enter Blocked IntersectionLane AlignmentMedian Width(ft)Link Offset(ft)Crosswalk Width(ft)Two way Left Turn LaneHeadway FactorTurning Speed (mph)Number of DetectorsDetector TemplateLeading Detector (ft)Trailing Detector (ft)Detector 1 Position(ft)Detector 1 Size(ft)Detector 1 TypeDetector 1 ChannelDetector 1 Extend (s)Detector 1 Queue (s)Detector 1 Delay (s)Detector 2 Position(ft)Detector 2 Size(ft)Detector 2 TypeDetector 2 ChannelDetector 2 Extend (s)Turn TypeProtected Phases 7 8 9 11 12 13 14 15 16Permitted PhasesDetector Phase



Lane Group EBL EBT WBT WBR SWL SWR ø1 ø2 ø3 ø4 ø5 ø6Switch PhaseMinimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0Minimum Split (s) 12.0 14.0 11.0 24.0 12.0 14.9Total Split (s) 70.0 14.0 11.0 47.0 23.0 60.0Total Split (%) 45% 9% 7% 30% 15% 39%Maximum Green (s) 63.0 5.0 5.0 41.2 16.0 50.1Yellow Time (s) 3.0 5.0 5.0 4.8 3.0 5.9All-Red Time (s) 4.0 4.0 1.0 1.0 4.0 4.0Lost Time Adjust (s)Total Lost Time (s)Lead/Lag Lead Lag Lead LagLead-Lag Optimize?Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode None Max Max C-Max None MaxAct Effct Green (s) 40.2 155.0 90.5 51.5Actuated g/C Ratio 0.26 1.00 0.58 0.33v/c Ratio 0.64 0.36 0.95 0.25Control Delay 54.7 0.3 23.0 38.6Queue Delay 0.0 0.0 45.2 0.0Total Delay 54.7 0.3 68.2 38.6LOS D A E DApproach Delay 17.0 68.2Approach LOS B E

Intersection SummaryArea Type: OtherCycle Length: 155Actuated Cycle Length: 155Offset: 0 (0%), Referenced to phase 4:WBEB, Start of Yellow, Master IntersectionNatural Cycle: 120Control Type: Actuated-CoordinatedMaximum v/c Ratio: 1.26Intersection Signal Delay: 43.0 Intersection LOS: DIntersection Capacity Utilization 74.3% ICU Level of Service DAnalysis Period (min) 15

Splits and Phases: 13: Austin Blvd & S.R. 741



Lane Group ø7 ø8 ø9 ø11 ø12 ø13 ø14 ø15 ø16Switch PhaseMinimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0Minimum Split (s) 12.0 17.0 10.0 12.0 16.7 10.0 11.3 12.0 13.0Total Split (s) 12.0 37.0 10.0 95.0 28.2 18.8 33.5 13.5 13.0Total Split (%) 8% 24% 6% 61% 18% 12% 22% 9% 8%Maximum Green (s) 5.1 31.3 5.0 90.0 23.5 13.8 27.2 8.4 5.0Yellow Time (s) 5.9 4.7 5.0 5.0 4.7 5.0 5.3 5.1 4.0All-Red Time (s) 1.0 1.0 0.0 0.0 0.0 0.0 1.0 0.0 4.0Lost Time Adjust (s)Total Lost Time (s)Lead/Lag Lead Lag Lead Lag Lead LagLead-Lag Optimize? Yes Yes Yes YesVehicle Extension (s) 3.0 3.5 3.0 3.0 3.5 3.0 3.0 3.0 3.0Recall Mode Max Min None Min Min None Max Min MaxAct Effct Green (s)Actuated g/C Ratiov/c RatioControl DelayQueue DelayTotal DelayLOSApproach DelayApproach LOS

Intersection Summary

Lanes, Volumes, Timings17: SR 741 & Austin Blvd 9/3/2015


Lane Group EBT EBR2 WBT WBR2 NBL2 NBT NBR2 SBL2 SBT SBR2 SEL2 NWL2Lane ConfigurationsVolume (vph) 490 730 990 230 860 830 120 40 590 220 540 270Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000Storage Length (ft)Storage LanesTaper Length (ft)Lane Util. Factor 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.97 0.97Frt 0.850 0.850 0.850 0.850Flt Protected 0.950 0.950 0.950 0.950Satd. Flow (prot) 3725 1667 3725 1667 1863 3725 1667 1863 3725 1667 3614 3614Flt Permitted 0.950 0.950 0.950 0.950Satd. Flow (perm) 3725 1667 3725 1667 1863 3725 1667 1863 3725 1667 3614 3614Right Turn on Red Yes Yes No NoSatd. Flow (RTOR) 187 236Link Speed (mph) 45 45 45 45Link Distance (ft) 500 400 300 675Travel Time (s) 7.6 6.1 4.5 10.2Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Adj. Flow (vph) 544 811 1100 256 956 922 133 44 656 244 600 300Shared Lane Traffic (%)Lane Group Flow (vph) 544 811 1100 256 956 922 133 44 656 244 600 300Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Right Left Right Left Left Right Left Left Right Left LeftMedian Width(ft) 24 24 12 12Link Offset(ft) 0 0 0 0Crosswalk Width(ft) 16 16 16 16Two way Left Turn LaneHeadway Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94Turning Speed (mph) 9 9 15 9 15 9 15 15Number of Detectors 2 1 2 1 1 2 1 1 2 1 1 1Detector Template Thru Right Thru Right Left Thru Right Left Thru Right Left LeftLeading Detector (ft) 100 20 100 20 20 100 20 20 100 20 20 20Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 0Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 0Detector 1 Size(ft) 6 20 6 20 20 6 20 20 6 20 20 20Detector 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+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 2 Position(ft) 94 94 94 94Detector 2 Size(ft) 6 6 6 6Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0 0.0 0.0Turn Type NA custom NA custom Prot NA custom Prot NA custom Prot ProtProtected Phases 4 1 13 4 5 9 1 6 7 16 4 11 16 5 2 3 16 4 11 16 8 12Permitted PhasesDetector Phase 4 1 13 4 5 9 1 6 7 16 4 11 16 5 2 3 16 4 11 16 8 12



Lane Group ø2 ø3 ø6 ø7 ø9 ø11 ø13 ø14 ø15 ø16Lane ConfigurationsVolume (vph)Ideal Flow (vphpl)Storage Length (ft)Storage LanesTaper Length (ft)Lane Util. FactorFrtFlt ProtectedSatd. Flow (prot)Flt PermittedSatd. Flow (perm)Right Turn on RedSatd. Flow (RTOR)Link Speed (mph)Link Distance (ft)Travel Time (s)Peak Hour FactorAdj. Flow (vph)Shared Lane Traffic (%)Lane Group Flow (vph)Enter Blocked IntersectionLane AlignmentMedian Width(ft)Link Offset(ft)Crosswalk Width(ft)Two way Left Turn LaneHeadway FactorTurning Speed (mph)Number of DetectorsDetector TemplateLeading Detector (ft)Trailing Detector (ft)Detector 1 Position(ft)Detector 1 Size(ft)Detector 1 TypeDetector 1 ChannelDetector 1 Extend (s)Detector 1 Queue (s)Detector 1 Delay (s)Detector 2 Position(ft)Detector 2 Size(ft)Detector 2 TypeDetector 2 ChannelDetector 2 Extend (s)Turn TypeProtected Phases 2 3 6 7 9 11 13 14 15 16Permitted PhasesDetector Phase



Lane Group EBT EBR2 WBT WBR2 NBL2 NBT NBR2 SBL2 SBT SBR2 SEL2 NWL2Switch PhaseMinimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0Minimum Split (s) 24.0 24.0 12.0 12.0 17.0 16.7Total Split (s) 47.0 47.0 70.0 23.0 37.0 28.2Total Split (%) 30.3% 30.3% 45.2% 14.8% 23.9% 18.2%Maximum Green (s) 41.2 41.2 63.0 16.0 31.3 23.5Yellow Time (s) 4.8 4.8 3.0 3.0 4.7 4.7All-Red Time (s) 1.0 1.0 4.0 4.0 1.0 0.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 5.8 5.8 7.0 7.0 5.7 4.7Lead/Lag Lead Lead Lead LeadLead-Lag Optimize? YesVehicle Extension (s) 3.0 3.0 3.0 3.0 3.5 3.5Recall Mode C-Max C-Max None None Min MinAct Effct Green (s) 41.2 86.7 41.2 26.7 63.0 76.1 155.0 15.0 29.0 155.0 29.6 18.6Actuated g/C Ratio 0.27 0.56 0.27 0.17 0.41 0.49 1.00 0.10 0.19 1.00 0.19 0.12v/c Ratio 0.55 0.80 1.11 0.53 1.26 0.50 0.08 0.25 0.94 0.15 0.87 0.69Control Delay 51.3 27.8 114.8 12.9 167.5 28.1 0.1 67.8 84.3 0.2 21.2 27.2Queue Delay 1.8 0.1 2.5 0.0 1.1 0.0 0.0 0.7 0.0 0.0 0.0 0.0Total Delay 53.1 27.9 117.3 12.9 168.6 28.1 0.1 68.5 84.3 0.2 21.2 27.2LOS D C F B F C A E F A C CApproach Delay 38.1 97.6 93.0 61.8Approach LOS D F F E

Intersection SummaryArea Type: OtherCycle Length: 155Actuated Cycle Length: 155Offset: 0 (0%), Referenced to phase 4:WBEB, Start of Yellow, Master IntersectionNatural Cycle: 120Control Type: Actuated-CoordinatedMaximum v/c Ratio: 1.26Intersection Signal Delay: 68.6 Intersection LOS: EIntersection Capacity Utilization 124.3% ICU Level of Service HAnalysis Period (min) 15

Splits and Phases: 17: SR 741 & Austin Blvd



Lane Group ø2 ø3 ø6 ø7 ø9 ø11 ø13 ø14 ø15 ø16Switch PhaseMinimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0Minimum Split (s) 14.0 11.0 14.9 12.0 10.0 12.0 10.0 11.3 12.0 13.0Total Split (s) 14.0 11.0 60.0 12.0 10.0 95.0 18.8 33.5 13.5 13.0Total Split (%) 9% 7% 39% 8% 6% 61% 12% 22% 9% 8%Maximum Green (s) 5.0 5.0 50.1 5.1 5.0 90.0 13.8 27.2 8.4 5.0Yellow Time (s) 5.0 5.0 5.9 5.9 5.0 5.0 5.0 5.3 5.1 4.0All-Red Time (s) 4.0 1.0 4.0 1.0 0.0 0.0 0.0 1.0 0.0 4.0Lost Time Adjust (s)Total Lost Time (s)Lead/Lag Lag Lag Lag Lag Lead LagLead-Lag Optimize? Yes Yes YesVehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode Max Max Max Max None Min None Max Min MaxAct Effct Green (s)Actuated g/C Ratiov/c RatioControl DelayQueue DelayTotal DelayLOSApproach DelayApproach LOS


Lanes, Volumes, Timings19: S.R. 741 & Austin Blvd 9/3/2015


Lane Group EBT EBR WBL WBT NEL NER ø1 ø2 ø3 ø4 ø5 ø6Lane ConfigurationsVolume (vph) 610 0 270 1220 0 120Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000Storage Length (ft) 0 250 0 0Storage Lanes 0 2 0 1Taper Length (ft) 100 25Lane Util. Factor 0.95 1.00 0.97 0.95 1.00 1.00Frt 0.865Flt Protected 0.950Satd. Flow (prot) 3725 0 3614 3725 0 1696Flt Permitted 0.950Satd. Flow (perm) 3725 0 3614 3725 0 1696Right Turn on Red No NoSatd. Flow (RTOR)Link Speed (mph) 45 45 45Link Distance (ft) 400 699 179Travel Time (s) 6.1 10.6 2.7Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90Adj. Flow (vph) 678 0 300 1356 0 133Shared Lane Traffic (%)Lane Group Flow (vph) 678 0 300 1356 0 133Enter Blocked Intersection No No No No No NoLane Alignment Left Right Left Left Left RightMedian Width(ft) 24 24 0Link Offset(ft) 0 0 50Crosswalk Width(ft) 16 16 16Two way Left Turn LaneHeadway Factor 0.94 0.94 0.94 0.94 0.94 0.94Turning Speed (mph) 9 15 15 9Number of Detectors 2 1 2 1Detector Template Thru Left Thru RightLeading Detector (ft) 100 20 100 20Trailing Detector (ft) 0 0 0 0Detector 1 Position(ft) 0 0 0 0Detector 1 Size(ft) 6 20 6 20Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0Detector 2 Position(ft) 94 94Detector 2 Size(ft) 6 6Detector 2 Type Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0Turn Type NA Prot NA customProtected Phases 5 6 15 14 16 Free 7 14 16 1 2 3 4 5 6Permitted PhasesDetector Phase 5 6 15 14 16 7 14 16



Lane Group EBT EBR WBL WBT NEL NER ø1 ø2 ø3 ø4 ø5 ø6Switch PhaseMinimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0Minimum Split (s) 12.0 14.0 11.0 24.0 12.0 14.9Total Split (s) 70.0 14.0 11.0 47.0 23.0 60.0Total Split (%) 45% 9% 7% 30% 15% 39%Maximum Green (s) 63.0 5.0 5.0 41.2 16.0 50.1Yellow Time (s) 3.0 5.0 5.0 4.8 3.0 5.9All-Red Time (s) 4.0 4.0 1.0 1.0 4.0 4.0Lost Time Adjust (s)Total Lost Time (s)Lead/Lag Lead Lag Lead LagLead-Lag Optimize?Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode None Max Max C-Max None MaxAct Effct Green (s) 89.5 40.2 155.0 51.6Actuated g/C Ratio 0.58 0.26 1.00 0.33v/c Ratio 0.32 0.32 0.36 0.24Control Delay 25.0 47.5 0.3 38.9Queue Delay 53.0 0.0 0.3 0.0Total Delay 78.1 47.5 0.6 38.9LOS E D A DApproach Delay 78.1 9.1Approach LOS E A

Intersection SummaryArea Type: OtherCycle Length: 155Actuated Cycle Length: 155Offset: 0 (0%), Referenced to phase 4:WBEB, Start of Yellow, Master IntersectionNatural Cycle: 120Control Type: Actuated-CoordinatedMaximum v/c Ratio: 1.26Intersection Signal Delay: 29.6 Intersection LOS: CIntersection Capacity Utilization 35.4% ICU Level of Service AAnalysis Period (min) 15

Splits and Phases: 19: S.R. 741 & Austin Blvd


Build3 7/31/2014 Baseline Synchro 8 ReportNRW Page 1

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 0 1000 420 520 630 0 0 0 0 930 0 310Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 0 425 300 0 0 0 500 0Storage Lanes 0 1 1 0 0 0 1 1Taper Length (ft) 25 25 25 25Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 1.00 1.00 1.00 1.00 0.95 0.91 0.95Frt 0.850 0.990 0.850Flt Protected 0.950 0.950 0.955Satd. Flow (prot) 0 3539 1583 3433 3539 0 0 0 0 1681 1603 1504Flt Permitted 0.950 0.950 0.955Satd. Flow (perm) 0 3539 1583 3433 3539 0 0 0 0 1681 1603 1504Right Turn on Red No No No NoSatd. Flow (RTOR)Link Speed (mph) 45 45 45 45Link Distance (ft) 801 686 915 1280Travel Time (s) 12.1 10.4 13.9 19.4Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Adj. Flow (vph) 0 1111 467 578 700 0 0 0 0 1033 0 344Shared Lane Traffic (%) 48% 10%Lane Group Flow (vph) 0 1111 467 578 700 0 0 0 0 537 530 310Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(ft) 24 24 12 12Link Offset(ft) 0 0 0 0Crosswalk Width(ft) 16 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9 15 9 15 9Number of Detectors 2 1 1 2 1 2 1Detector Template Thru Right Left Thru Left Thru RightLeading Detector (ft) 100 20 20 100 20 100 20Trailing Detector (ft) 0 0 0 0 0 0 0Detector 1 Position(ft) 0 0 0 0 0 0 0Detector 1 Size(ft) 6 20 20 6 20 6 20Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 2 Position(ft) 94 94 94Detector 2 Size(ft) 6 6 6Detector 2 Type Cl+Ex Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0 0.0Turn Type NA Perm Prot NA Perm NA PermProtected Phases 2 1 6 4Permitted Phases 2 4 4Detector Phase 2 2 1 6 4 4 4



Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRSwitch PhaseMinimum Initial (s) 25.0 25.0 7.0 25.0 7.0 7.0 7.0Minimum Split (s) 32.9 32.9 12.0 32.9 14.0 14.0 14.0Total Split (s) 43.0 43.0 27.0 70.0 45.0 45.0 45.0Total Split (%) 37.4% 37.4% 23.5% 60.9% 39.1% 39.1% 39.1%Maximum Green (s) 37.1 37.1 22.0 64.1 38.5 38.5 38.5Yellow Time (s) 4.3 4.3 3.0 4.3 4.5 4.5 4.5All-Red Time (s) 1.6 1.6 2.0 1.6 2.0 2.0 2.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 5.9 5.9 5.0 5.9 6.5 6.5 6.5Lead/Lag Lag Lag LeadLead-Lag Optimize?Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode None None C-Max C-Max None None NoneWalk Time (s) 7.0 7.0 7.0Flash Dont Walk (s) 20.0 20.0 8.0Pedestrian Calls (#/hr) 0 0 0Act Effct Green (s) 37.1 37.1 22.0 64.1 38.5 38.5 38.5Actuated g/C Ratio 0.32 0.32 0.19 0.56 0.33 0.33 0.33v/c Ratio 0.97 0.92 0.88 0.35 0.96 0.99 0.62Control Delay 59.9 62.0 27.9 10.2 66.7 75.0 38.4Queue Delay 0.0 0.0 0.0 0.0 6.9 10.1 0.0Total Delay 59.9 62.0 27.9 10.2 73.6 85.2 38.4LOS E E C B E F DApproach Delay 60.5 18.2 70.1Approach LOS E B E

Intersection SummaryArea Type: OtherCycle Length: 115Actuated Cycle Length: 115Offset: 55 (48%), Referenced to phase 1:WBL and 6:WBT, Start of YellowNatural Cycle: 90Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.99Intersection Signal Delay: 50.9 Intersection LOS: DIntersection Capacity Utilization 90.7% ICU Level of Service EAnalysis Period (min) 15




Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 350 1580 0 0 930 1330 220 0 890 0 0 0Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 300 0 0 0 500 700 0 0Storage Lanes 1 0 0 2 1 1 0 0Taper Length (ft) 25 25 25 25Lane Util. Factor *1.00 0.95 1.00 1.00 *1.00 *1.00 0.95 0.91 0.95 1.00 1.00 1.00Frt 0.850 0.857 0.850Flt Protected 0.950 0.950 0.998Satd. Flow (prot) 3539 3539 0 0 3725 3167 1681 1450 1504 0 0 0Flt Permitted 0.950 0.950 0.998Satd. Flow (perm) 3539 3539 0 0 3725 3167 1681 1450 1504 0 0 0Right Turn on Red No Yes No NoSatd. Flow (RTOR) 1478Link Speed (mph) 45 45 45 45Link Distance (ft) 686 839 1173 600Travel Time (s) 10.4 12.7 17.8 9.1Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Adj. Flow (vph) 389 1756 0 0 1033 1478 244 0 989 0 0 0Shared Lane Traffic (%) 10% 49%Lane Group Flow (vph) 389 1756 0 0 1033 1478 220 509 504 0 0 0Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(ft) 24 24 12 12Link Offset(ft) 0 0 0 0Crosswalk Width(ft) 16 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9 15 9 15 9Number of Detectors 1 2 2 1 1 2 1Detector Template Left Thru Thru Right Left Thru RightLeading Detector (ft) 20 100 100 20 20 100 20Trailing Detector (ft) 0 0 0 0 0 0 0Detector 1 Position(ft) 0 0 0 0 0 0 0Detector 1 Size(ft) 20 6 6 20 20 6 20Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 2 Position(ft) 94 94 94Detector 2 Size(ft) 6 6 6Detector 2 Type Cl+Ex Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0 0.0Turn Type Prot NA NA Perm Perm NA PermProtected Phases 5 2 6 8Permitted Phases 6 8 8Detector Phase 5 2 6 6 8 8 8



Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRSwitch PhaseMinimum Initial (s) 7.0 25.0 25.0 25.0 7.0 7.0 7.0Minimum Split (s) 12.0 35.3 30.9 30.9 14.0 14.0 14.0Total Split (s) 21.0 66.0 45.0 45.0 49.0 49.0 49.0Total Split (%) 18.3% 57.4% 39.1% 39.1% 42.6% 42.6% 42.6%Maximum Green (s) 16.0 60.1 39.1 39.1 42.6 42.6 42.6Yellow Time (s) 3.0 4.3 4.3 4.3 4.4 4.4 4.4All-Red Time (s) 2.0 1.6 1.6 1.6 2.0 2.0 2.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 5.0 5.9 5.9 5.9 6.4 6.4 6.4Lead/Lag Lead Lag LagLead-Lag Optimize?Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode C-Max C-Max None None None None NoneWalk Time (s) 7.0 7.0 7.0Flash Dont Walk (s) 22.0 8.0 8.0Pedestrian Calls (#/hr) 0 0 0Act Effct Green (s) 16.6 60.7 39.1 39.1 42.0 42.0 42.0Actuated g/C Ratio 0.14 0.53 0.34 0.34 0.37 0.37 0.37v/c Ratio 0.76 0.94 0.82 0.72 0.36 0.96 0.92Control Delay 14.4 12.2 18.3 6.3 28.5 66.9 58.2Queue Delay 0.0 2.2 0.0 0.0 0.0 0.0 0.0Total Delay 14.4 14.4 18.3 6.3 28.5 66.9 58.2LOS B B B A C E EApproach Delay 14.4 11.3 56.5Approach LOS B B E

Intersection SummaryArea Type: OtherCycle Length: 115Actuated Cycle Length: 115Offset: 108 (94%), Referenced to phase 2:EBT and 5:EBL, Start of YellowNatural Cycle: 90Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.96Intersection Signal Delay: 21.9 Intersection LOS: CIntersection Capacity Utilization 90.7% ICU Level of Service EAnalysis Period (min) 15* User Entered Value




Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 440 1660 370 0 2030 40 110 30 90 10 70 120Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 540 540 0 300 0 0 0 150Storage Lanes 2 1 0 0 1 0 1 2Taper Length (ft) 25 25 25 25Lane Util. Factor 0.97 0.95 1.00 1.00 0.86 0.86 1.00 1.00 1.00 1.00 1.00 0.88Ped Bike Factor 0.98 0.99Frt 0.850 0.997 0.887 0.850Flt Protected 0.950 0.950 0.950Satd. Flow (prot) 3433 3539 1583 0 6389 0 1770 1623 0 1770 1863 2787Flt Permitted 0.950 0.950 0.672Satd. Flow (perm) 3433 3539 1583 0 6389 0 1770 1623 0 1244 1863 2787Right Turn on Red No No No NoSatd. Flow (RTOR)Link Speed (mph) 45 45 45 45Link Distance (ft) 839 811 465 261Travel Time (s) 12.7 12.3 7.0 4.0Confl. Peds. (#/hr) 5 5Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Adj. Flow (vph) 489 1844 411 0 2256 44 122 33 100 11 78 133Shared Lane Traffic (%)Lane Group Flow (vph) 489 1844 411 0 2300 0 122 133 0 11 78 133Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(ft) 24 24 12 12Link Offset(ft) 0 0 0 0Crosswalk Width(ft) 16 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9 15 9 15 9Number of Detectors 1 2 1 2 1 2 1 2 1Detector Template Left Thru Right Thru Left Thru Left Thru RightLeading Detector (ft) 20 100 20 100 20 100 20 100 20Trailing Detector (ft) 0 0 0 0 0 0 0 0 0Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0Detector 1 Size(ft) 20 6 20 6 20 6 20 6 20Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 2 Position(ft) 94 94 94 94Detector 2 Size(ft) 6 6 6 6Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0 0.0 0.0Turn Type Prot NA pt+ov NA Prot NA pm+pt NA pt+ovProtected Phases 5 2 2 3 6 3 8 7 4 4 5



Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRPermitted Phases 4Detector Phase 5 2 2 3 6 3 8 7 4 4 5Switch PhaseMinimum Initial (s) 10.0 33.0 7.0 10.0 14.0 10.0 14.0Minimum Split (s) 14.0 39.3 30.0 14.0 21.1 14.0 21.1Total Split (s) 24.0 78.9 54.9 15.0 22.1 14.0 21.1Total Split (%) 20.9% 68.6% 47.7% 13.0% 19.2% 12.2% 18.3%Maximum Green (s) 20.0 72.6 48.6 11.0 15.0 10.0 14.0Yellow Time (s) 3.0 4.3 4.3 3.0 5.1 3.0 5.1All-Red Time (s) 1.0 2.0 2.0 1.0 2.0 1.0 2.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 4.0 6.3 6.3 4.0 7.1 4.0 7.1Lead/Lag Lead Lag Lead Lag Lead LagLead-Lag Optimize?Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode None C-Max C-Max None None None NoneAct Effct Green (s) 19.3 72.8 87.6 49.5 10.8 26.0 27.1 14.0 37.3Actuated g/C Ratio 0.17 0.63 0.76 0.43 0.09 0.23 0.24 0.12 0.32v/c Ratio 0.85 0.82 0.34 0.84 0.73 0.36 0.03 0.35 0.15Control Delay 53.3 14.7 3.3 32.8 76.4 42.7 30.6 51.1 27.9Queue Delay 0.0 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 53.3 15.2 3.3 32.8 76.4 42.7 30.6 51.1 27.9LOS D B A C E D C D CApproach Delay 20.2 32.8 58.8 36.1Approach LOS C C E D

Intersection SummaryArea Type: OtherCycle Length: 115Actuated Cycle Length: 115Offset: 34 (30%), Referenced to phase 2:EBT and 6:WBT, Start of YellowNatural Cycle: 90Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.85Intersection Signal Delay: 27.9 Intersection LOS: CIntersection Capacity Utilization 69.9% ICU Level of Service CAnalysis Period (min) 15




Lane Group EBL EBT WBT WBR SWL SWR ø1 ø2 ø3 ø4 ø5 ø6Lane ConfigurationsVolume (vph) 540 1220 1850 0 0 220Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000Storage Length (ft) 425 0 0 0Storage Lanes 2 0 0 1Taper Length (ft) 25 25Lane Util. Factor 0.97 0.95 0.95 1.00 1.00 0.88Frt 0.850Flt Protected 0.950Satd. Flow (prot) 3614 3725 3725 0 0 2933Flt Permitted 0.950Satd. Flow (perm) 3614 3725 3725 0 0 2933Right Turn on Red No NoSatd. Flow (RTOR)Link Speed (mph) 45 45 45Link Distance (ft) 811 500 354Travel Time (s) 12.3 7.6 5.4Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90Adj. Flow (vph) 600 1356 2056 0 0 244Shared Lane Traffic (%)Lane Group Flow (vph) 600 1356 2056 0 0 244Enter Blocked Intersection No No No No No NoLane Alignment Left Left Left Right Left RightMedian Width(ft) 24 24 0Link Offset(ft) 0 0 50Crosswalk Width(ft) 16 16 16Two way Left Turn LaneHeadway Factor 0.94 0.94 0.94 0.94 0.94 0.94Turning Speed (mph) 15 9 15 9Number of Detectors 1 2 2 1Detector Template Left Thru Thru RightLeading Detector (ft) 20 100 100 20Trailing Detector (ft) 0 0 0 0Detector 1 Position(ft) 0 0 0 0Detector 1 Size(ft) 20 6 6 20Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0Detector 2 Position(ft) 94 94Detector 2 Size(ft) 6 6Detector 2 Type Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0Turn Type Prot NA NA customProtected Phases 14 16 Free 1 2 15 3 14 16 1 2 3 4 5 6Permitted PhasesDetector Phase 14 16 1 2 15 3 14 16



Lane Group EBL EBT WBT WBR SWL SWR ø1 ø2 ø3 ø4 ø5 ø6Switch PhaseMinimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0Minimum Split (s) 12.0 14.0 11.0 24.0 12.0 14.9Total Split (s) 54.0 20.0 11.0 57.0 23.0 50.0Total Split (%) 35% 13% 7% 37% 15% 32%Maximum Green (s) 47.0 11.0 5.0 51.2 16.0 40.1Yellow Time (s) 3.0 5.0 5.0 4.8 3.0 5.9All-Red Time (s) 4.0 4.0 1.0 1.0 4.0 4.0Lost Time Adjust (s)Total Lost Time (s)Lead/Lag Lead Lag Lead LagLead-Lag Optimize?Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode None Max Max C-Max None MaxAct Effct Green (s) 38.7 155.0 92.0 50.0Actuated g/C Ratio 0.25 1.00 0.59 0.32v/c Ratio 0.67 0.36 0.93 0.26Control Delay 56.5 0.3 23.2 39.7Queue Delay 0.0 0.0 45.1 0.0Total Delay 56.5 0.3 68.3 39.7LOS E A E DApproach Delay 17.5 68.3Approach LOS B E

Intersection SummaryArea Type: OtherCycle Length: 155Actuated Cycle Length: 155Offset: 0 (0%), Referenced to phase 4:WBEB, Start of Yellow, Master IntersectionNatural Cycle: 110Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.93Intersection Signal Delay: 43.4 Intersection LOS: DIntersection Capacity Utilization 74.3% ICU Level of Service DAnalysis Period (min) 15




Lane Group EBT EBR2 WBT WBR2 NBL2 NBT NBR2 SBL2 SBT SBR2 SEL2 NWL2Lane ConfigurationsVolume (vph) 490 730 990 230 860 830 120 40 590 220 540 270Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000Storage Length (ft)Storage LanesTaper Length (ft)Lane Util. Factor 0.95 1.00 0.95 1.00 0.97 0.95 1.00 1.00 0.95 1.00 0.97 0.97Frt 0.850 0.850 0.850 0.850Flt Protected 0.950 0.950 0.950 0.950Satd. Flow (prot) 3725 1667 3725 1667 3614 3725 1667 1863 3725 1667 3614 3614Flt Permitted 0.950 0.950 0.950 0.950Satd. Flow (perm) 3725 1667 3725 1667 3614 3725 1667 1863 3725 1667 3614 3614Right Turn on Red Yes Yes No NoSatd. Flow (RTOR) 187 276Link Speed (mph) 45 45 45 45Link Distance (ft) 500 400 300 675Travel Time (s) 7.6 6.1 4.5 10.2Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Adj. Flow (vph) 544 811 1100 256 956 922 133 44 656 244 600 300Shared Lane Traffic (%)Lane Group Flow (vph) 544 811 1100 256 956 922 133 44 656 244 600 300Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Right Left Right Left Left Right Left Left Right Left LeftMedian Width(ft) 24 24 24 24Link Offset(ft) 0 0 0 0Crosswalk Width(ft) 16 16 16 16Two way Left Turn LaneHeadway Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94Turning Speed (mph) 9 9 15 9 15 9 15 15Number of Detectors 2 1 2 1 1 2 1 1 2 1 1 1Detector Template Thru Right Thru Right Left Thru Right Left Thru Right Left LeftLeading Detector (ft) 100 20 100 20 20 100 20 20 100 20 20 20Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 0Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 0Detector 1 Size(ft) 6 20 6 20 20 6 20 20 6 20 20 20Detector 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+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 2 Position(ft) 94 94 94 94Detector 2 Size(ft) 6 6 6 6Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0 0.0 0.0Turn Type NA custom NA custom Prot NA custom Prot NA custom Prot ProtProtected Phases 4 1 13 4 5 9 1 6 7 16 4 11 16 5 2 3 16 4 11 16 8 12Permitted PhasesDetector Phase 4 1 13 4 5 9 1 6 7 16 4 11 16 5 2 3 16 4 11 16 8 12



Lane Group ø2 ø3 ø6 ø7 ø9 ø11 ø13 ø14 ø15 ø16Lane ConfigurationsVolume (vph)Ideal Flow (vphpl)Storage Length (ft)Storage LanesTaper Length (ft)Lane Util. FactorFrtFlt ProtectedSatd. Flow (prot)Flt PermittedSatd. Flow (perm)Right Turn on RedSatd. Flow (RTOR)Link Speed (mph)Link Distance (ft)Travel Time (s)Peak Hour FactorAdj. Flow (vph)Shared Lane Traffic (%)Lane Group Flow (vph)Enter Blocked IntersectionLane AlignmentMedian Width(ft)Link Offset(ft)Crosswalk Width(ft)Two way Left Turn LaneHeadway FactorTurning Speed (mph)Number of DetectorsDetector TemplateLeading Detector (ft)Trailing Detector (ft)Detector 1 Position(ft)Detector 1 Size(ft)Detector 1 TypeDetector 1 ChannelDetector 1 Extend (s)Detector 1 Queue (s)Detector 1 Delay (s)Detector 2 Position(ft)Detector 2 Size(ft)Detector 2 TypeDetector 2 ChannelDetector 2 Extend (s)Turn TypeProtected Phases 2 3 6 7 9 11 13 14 15 16Permitted PhasesDetector Phase



Lane Group EBT EBR2 WBT WBR2 NBL2 NBT NBR2 SBL2 SBT SBR2 SEL2 NWL2Switch PhaseMinimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0Minimum Split (s) 24.0 24.0 12.0 12.0 17.0 16.7Total Split (s) 57.0 57.0 54.0 23.0 47.0 25.8Total Split (%) 36.8% 36.8% 34.8% 14.8% 30.3% 16.6%Maximum Green (s) 51.2 51.2 47.0 16.0 41.3 21.1Yellow Time (s) 4.8 4.8 3.0 3.0 4.7 4.7All-Red Time (s) 1.0 1.0 4.0 4.0 1.0 0.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 5.8 5.8 7.0 7.0 5.7 4.7Lead/Lag Lead Lead Lead LeadLead-Lag Optimize? YesVehicle Extension (s) 3.0 3.0 3.0 3.0 3.5 3.5Recall Mode C-Max C-Max None None Min MinAct Effct Green (s) 51.2 81.1 51.2 31.4 47.0 69.2 155.0 11.9 35.0 155.0 31.8 18.2Actuated g/C Ratio 0.33 0.52 0.33 0.20 0.30 0.45 1.00 0.08 0.23 1.00 0.21 0.12v/c Ratio 0.44 0.84 0.89 0.46 0.87 0.55 0.08 0.31 0.78 0.15 0.81 0.71Control Delay 42.0 33.4 59.3 6.7 61.1 33.6 0.1 72.0 63.8 0.2 14.1 27.1Queue Delay 0.6 0.2 48.5 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 42.6 33.5 107.8 6.8 61.1 33.6 0.1 72.0 63.8 0.2 14.1 27.1LOS D C F A E C A E E A B CApproach Delay 37.2 88.7 44.4 47.8Approach LOS D F D D

Intersection SummaryArea Type: OtherCycle Length: 155Actuated Cycle Length: 155Offset: 0 (0%), Referenced to phase 4:WBEB, Start of Yellow, Master IntersectionNatural Cycle: 110Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.93Intersection Signal Delay: 49.0 Intersection LOS: DIntersection Capacity Utilization 102.4% ICU Level of Service GAnalysis Period (min) 15




Lane Group ø2 ø3 ø6 ø7 ø9 ø11 ø13 ø14 ø15 ø16Switch PhaseMinimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0Minimum Split (s) 14.0 11.0 14.9 12.0 10.0 12.0 10.0 11.3 12.0 13.0Total Split (s) 20.0 11.0 50.0 12.0 10.0 85.0 31.2 32.0 25.0 13.0Total Split (%) 13% 7% 32% 8% 6% 55% 20% 21% 16% 8%Maximum Green (s) 11.0 5.0 40.1 5.1 5.0 80.0 26.2 25.7 19.9 5.0Yellow Time (s) 5.0 5.0 5.9 5.9 5.0 5.0 5.0 5.3 5.1 4.0All-Red Time (s) 4.0 1.0 4.0 1.0 0.0 0.0 0.0 1.0 0.0 4.0Lost Time Adjust (s)Total Lost Time (s)Lead/Lag Lag Lag Lag Lag Lead LagLead-Lag Optimize? Yes Yes YesVehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode Max Max Max Max None Min None Max Min MaxAct Effct Green (s)Actuated g/C Ratiov/c RatioControl DelayQueue DelayTotal DelayLOSApproach DelayApproach LOS




Lane Group EBT EBR WBL WBT NEL NER ø1 ø2 ø3 ø4 ø5 ø6Lane ConfigurationsVolume (vph) 610 0 270 1220 0 120Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000Storage Length (ft) 0 250 0 0Storage Lanes 0 2 0 1Taper Length (ft) 100 25Lane Util. Factor 0.95 1.00 0.97 0.95 1.00 1.00Frt 0.865Flt Protected 0.950Satd. Flow (prot) 3725 0 3614 3725 0 1696Flt Permitted 0.950Satd. Flow (perm) 3725 0 3614 3725 0 1696Right Turn on Red No NoSatd. Flow (RTOR)Link Speed (mph) 45 45 45Link Distance (ft) 400 699 179Travel Time (s) 6.1 10.6 2.7Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90Adj. Flow (vph) 678 0 300 1356 0 133Shared Lane Traffic (%)Lane Group Flow (vph) 678 0 300 1356 0 133Enter Blocked Intersection No No No No No NoLane Alignment Left Right Left Left Left RightMedian Width(ft) 24 24 0Link Offset(ft) 0 0 50Crosswalk Width(ft) 16 16 16Two way Left Turn LaneHeadway Factor 0.94 0.94 0.94 0.94 0.94 0.94Turning Speed (mph) 9 15 15 9Number of Detectors 2 1 2 1Detector Template Thru Left Thru RightLeading Detector (ft) 100 20 100 20Trailing Detector (ft) 0 0 0 0Detector 1 Position(ft) 0 0 0 0Detector 1 Size(ft) 6 20 6 20Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0Detector 2 Position(ft) 94 94Detector 2 Size(ft) 6 6Detector 2 Type Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0Turn Type NA Prot NA customProtected Phases 5 6 15 14 16 Free 7 14 16 1 2 3 4 5 6Permitted PhasesDetector Phase 5 6 15 14 16 7 14 16



Lane Group EBT EBR WBL WBT NEL NER ø1 ø2 ø3 ø4 ø5 ø6Switch PhaseMinimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0Minimum Split (s) 12.0 14.0 11.0 24.0 12.0 14.9Total Split (s) 54.0 20.0 11.0 57.0 23.0 50.0Total Split (%) 35% 13% 7% 37% 15% 32%Maximum Green (s) 47.0 11.0 5.0 51.2 16.0 40.1Yellow Time (s) 3.0 5.0 5.0 4.8 3.0 5.9All-Red Time (s) 4.0 4.0 1.0 1.0 4.0 4.0Lost Time Adjust (s)Total Lost Time (s)Lead/Lag Lead Lag Lead LagLead-Lag Optimize?Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode None Max Max C-Max None MaxAct Effct Green (s) 91.0 38.7 155.0 50.1Actuated g/C Ratio 0.59 0.25 1.00 0.32v/c Ratio 0.31 0.33 0.36 0.24Control Delay 22.0 48.8 0.3 40.0Queue Delay 18.8 0.0 0.2 0.0Total Delay 40.8 48.8 0.5 40.0LOS D D A DApproach Delay 40.8 9.2Approach LOS D A

Intersection SummaryArea Type: OtherCycle Length: 155Actuated Cycle Length: 155Offset: 0 (0%), Referenced to phase 4:WBEB, Start of Yellow, Master IntersectionNatural Cycle: 110Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.93Intersection Signal Delay: 19.6 Intersection LOS: BIntersection Capacity Utilization 35.4% ICU Level of Service AAnalysis Period (min) 15




Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 0 770 290 1120 1160 0 0 0 0 1490 0 580Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 0 425 300 0 0 0 500 0Storage Lanes 0 1 1 0 0 0 1 1Taper Length (ft) 25 25 25 25Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 1.00 1.00 1.00 1.00 0.95 0.91 0.95Frt 0.850 0.989 0.850Flt Protected 0.950 0.950 0.956Satd. Flow (prot) 0 3574 1599 3467 3574 0 0 0 0 1698 1619 1519Flt Permitted 0.950 0.950 0.956Satd. Flow (perm) 0 3574 1599 3467 3574 0 0 0 0 1698 1619 1519Right Turn on Red No No No NoSatd. Flow (RTOR)Link Speed (mph) 45 45 45 45Link Distance (ft) 801 686 915 1280Travel Time (s) 12.1 10.4 13.9 19.4Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1%Adj. Flow (vph) 0 856 322 1244 1289 0 0 0 0 1656 0 644Shared Lane Traffic (%) 48% 10%Lane Group Flow (vph) 0 856 322 1244 1289 0 0 0 0 861 859 580Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(ft) 24 24 12 12Link Offset(ft) 0 0 0 0Crosswalk Width(ft) 16 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9 15 9 15 9Number of Detectors 2 1 1 2 1 2 1Detector Template Thru Right Left Thru Left Thru RightLeading Detector (ft) 100 20 20 100 20 100 20Trailing Detector (ft) 0 0 0 0 0 0 0Detector 1 Position(ft) 0 0 0 0 0 0 0Detector 1 Size(ft) 6 20 20 6 20 6 20Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 2 Position(ft) 94 94 94Detector 2 Size(ft) 6 6 6Detector 2 Type Cl+Ex Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0 0.0Turn Type NA Perm Prot NA Perm NA PermProtected Phases 2 1 6 4Permitted Phases 2 4 4



Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRDetector Phase 2 2 1 6 4 4 4Switch PhaseMinimum Initial (s) 25.0 25.0 7.0 25.0 7.0 7.0 7.0Minimum Split (s) 32.9 32.9 12.0 32.9 14.0 14.0 14.0Total Split (s) 32.9 32.9 36.1 69.0 51.0 51.0 51.0Total Split (%) 27.4% 27.4% 30.1% 57.5% 42.5% 42.5% 42.5%Maximum Green (s) 27.0 27.0 31.1 63.1 44.5 44.5 44.5Yellow Time (s) 4.3 4.3 3.0 4.3 4.5 4.5 4.5All-Red Time (s) 1.6 1.6 2.0 1.6 2.0 2.0 2.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 5.9 5.9 5.0 5.9 6.5 6.5 6.5Lead/Lag Lag Lag LeadLead-Lag Optimize?Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode None None C-Max C-Max None None NoneWalk Time (s) 7.0 7.0 7.0Flash Dont Walk (s) 20.0 20.0 8.0Pedestrian Calls (#/hr) 0 0 0Act Effct Green (s) 27.0 27.0 31.1 63.1 44.5 44.5 44.5Actuated g/C Ratio 0.22 0.22 0.26 0.53 0.37 0.37 0.37v/c Ratio 1.06 0.90 1.39 0.69 1.37 1.43 1.03Control Delay 94.9 73.3 204.0 28.9 207.9 234.8 83.6Queue Delay 0.0 0.0 0.0 2.4 0.0 0.0 0.0Total Delay 94.9 73.3 204.0 31.3 207.9 234.8 83.6LOS F E F C F F FApproach Delay 89.0 116.2 186.6Approach LOS F F F

Intersection SummaryArea Type: OtherCycle Length: 120Actuated Cycle Length: 120Offset: 2 (2%), Referenced to phase 1:WBL and 6:WBT, Start of YellowNatural Cycle: 120Control Type: Actuated-CoordinatedMaximum v/c Ratio: 1.43Intersection Signal Delay: 137.8 Intersection LOS: FIntersection Capacity Utilization 156.5% ICU Level of Service HAnalysis Period (min) 15




Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 200 2060 0 0 1990 950 290 0 630 0 0 0Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 300 0 0 0 500 700 0 0Storage Lanes 1 0 0 1 1 1 0 0Taper Length (ft) 25 25 25 25Lane Util. Factor *1.00 0.95 1.00 1.00 *1.00 *1.00 0.95 0.91 0.95 1.00 1.00 1.00Frt 0.850 0.863 0.850Flt Protected 0.950 0.950 0.996Satd. Flow (prot) 3574 3574 0 0 3762 1599 1698 1471 1519 0 0 0Flt Permitted 0.950 0.950 0.996Satd. Flow (perm) 3574 3574 0 0 3762 1599 1698 1471 1519 0 0 0Right Turn on Red No Yes No NoSatd. Flow (RTOR) 701Link Speed (mph) 45 45 45 45Link Distance (ft) 686 839 1173 600Travel Time (s) 10.4 12.7 17.8 9.1Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1%Adj. Flow (vph) 222 2289 0 0 2211 1056 322 0 700 0 0 0Shared Lane Traffic (%) 10% 48%Lane Group Flow (vph) 222 2289 0 0 2211 1056 290 368 364 0 0 0Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(ft) 24 24 12 12Link Offset(ft) 0 0 0 0Crosswalk Width(ft) 16 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9 15 9 15 9Number of Detectors 1 2 2 1 1 2 1Detector Template Left Thru Thru Right Left Thru RightLeading Detector (ft) 20 100 100 20 20 100 20Trailing Detector (ft) 0 0 0 0 0 0 0Detector 1 Position(ft) 0 0 0 0 0 0 0Detector 1 Size(ft) 20 6 6 20 20 6 20Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 2 Position(ft) 94 94 94Detector 2 Size(ft) 6 6 6Detector 2 Type Cl+Ex Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0 0.0Turn Type Prot NA NA Perm Perm NA PermProtected Phases 5 2 6 8Permitted Phases 6 8 8



Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRDetector Phase 5 2 6 6 8 8 8Switch PhaseMinimum Initial (s) 7.0 25.0 25.0 25.0 7.0 7.0 7.0Minimum Split (s) 12.0 35.3 30.9 30.9 14.0 14.0 14.0Total Split (s) 14.0 86.0 72.0 72.0 34.0 34.0 34.0Total Split (%) 11.7% 71.7% 60.0% 60.0% 28.3% 28.3% 28.3%Maximum Green (s) 9.0 80.1 66.1 66.1 27.6 27.6 27.6Yellow Time (s) 3.0 4.3 4.3 4.3 4.4 4.4 4.4All-Red Time (s) 2.0 1.6 1.6 1.6 2.0 2.0 2.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 5.0 5.9 5.9 5.9 6.4 6.4 6.4Lead/Lag Lead Lag LagLead-Lag Optimize?Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode C-Max C-Max None None None None NoneWalk Time (s) 7.0 7.0 7.0Flash Dont Walk (s) 22.0 8.0 8.0Pedestrian Calls (#/hr) 0 0 0Act Effct Green (s) 9.0 80.1 66.1 66.1 27.6 27.6 27.6Actuated g/C Ratio 0.08 0.67 0.55 0.55 0.23 0.23 0.23v/c Ratio 0.83 0.96 1.07 0.88 0.74 1.09 1.04Control Delay 80.0 12.8 45.7 7.0 55.8 118.5 105.0Queue Delay 0.0 43.7 4.3 3.9 1.4 4.9 0.0Total Delay 80.0 56.5 50.1 11.0 57.2 123.4 105.0LOS F E D B E F FApproach Delay 58.6 37.4 98.1Approach LOS E D F

Intersection SummaryArea Type: OtherCycle Length: 120Actuated Cycle Length: 120Offset: 24 (20%), Referenced to phase 2:EBT and 5:EBL, Start of YellowNatural Cycle: 110Control Type: Actuated-CoordinatedMaximum v/c Ratio: 1.09Intersection Signal Delay: 54.3 Intersection LOS: DIntersection Capacity Utilization 156.5% ICU Level of Service HAnalysis Period (min) 15* User Entered Value




Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 380 2040 270 0 2000 70 340 90 280 100 50 600Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 540 540 0 300 0 0 0 150Storage Lanes 2 1 0 1 1 0 1 2Taper Length (ft) 25 25 25 25Lane Util. Factor 0.97 0.95 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 1.00 0.88Ped Bike Factor 0.99 1.00Frt 0.850 0.850 0.886 0.850Flt Protected 0.950 0.950 0.950Satd. Flow (prot) 3467 3574 1599 0 5136 1599 1787 1643 0 1787 1881 2814Flt Permitted 0.950 0.950 0.268Satd. Flow (perm) 3467 3574 1599 0 5136 1599 1787 1643 0 503 1881 2814Right Turn on Red No No No NoSatd. Flow (RTOR)Link Speed (mph) 45 45 45 45Link Distance (ft) 839 811 465 261Travel Time (s) 12.7 12.3 7.0 4.0Confl. Peds. (#/hr) 5 5Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1%Adj. Flow (vph) 422 2267 300 0 2222 78 378 100 311 111 56 667Shared Lane Traffic (%)Lane Group Flow (vph) 422 2267 300 0 2222 78 378 411 0 111 56 667Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(ft) 24 24 12 12Link Offset(ft) 0 0 0 0Crosswalk Width(ft) 16 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9 15 9 15 9Number of Detectors 1 2 1 2 1 1 2 1 2 1Detector Template Left Thru Right Thru Right Left Thru Left Thru RightLeading Detector (ft) 20 100 20 100 20 20 100 20 100 20Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0Detector 1 Size(ft) 20 6 20 6 20 20 6 20 6 20Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 2 Position(ft) 94 94 94 94Detector 2 Size(ft) 6 6 6 6Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0 0.0 0.0Turn Type Prot NA pt+ov NA pt+ov Prot NA pm+pt NA pt+ov



Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRProtected Phases 5 2 2 3 6 6 7 3 8 7 4 4 5Permitted Phases 4Detector Phase 5 2 2 3 6 6 7 3 8 7 4 4 5Switch PhaseMinimum Initial (s) 10.0 33.0 7.0 10.0 14.0 10.0 14.0Minimum Split (s) 14.0 39.3 30.0 14.0 21.1 14.0 21.1Total Split (s) 17.0 73.0 56.0 25.0 33.0 14.0 22.0Total Split (%) 14.2% 60.8% 46.7% 20.8% 27.5% 11.7% 18.3%Maximum Green (s) 13.0 66.7 49.7 21.0 25.9 10.0 14.9Yellow Time (s) 3.0 4.3 4.3 3.0 5.1 3.0 5.1All-Red Time (s) 1.0 2.0 2.0 1.0 2.0 1.0 2.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 4.0 6.3 6.3 4.0 7.1 4.0 7.1Lead/Lag Lead Lag Lead Lag Lead LagLead-Lag Optimize?Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode None C-Max C-Max None None None NoneAct Effct Green (s) 13.0 66.7 91.7 49.7 63.7 21.0 25.9 28.0 14.9 31.9Actuated g/C Ratio 0.11 0.56 0.76 0.41 0.53 0.18 0.22 0.23 0.12 0.27v/c Ratio 1.13 1.14 0.25 1.04 0.09 1.21 1.16 0.50 0.24 0.89Control Delay 117.9 91.9 3.3 67.1 14.3 163.6 141.4 35.6 50.5 58.0Queue Delay 0.0 0.1 0.0 23.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 117.9 92.0 3.3 90.1 14.3 163.6 141.4 35.6 50.5 58.0LOS F F A F B F F D D EApproach Delay 86.7 87.6 152.0 54.5Approach LOS F F F D

Intersection SummaryArea Type: OtherCycle Length: 120Actuated Cycle Length: 120Offset: 84 (70%), Referenced to phase 2:EBT and 6:WBT, Start of YellowNatural Cycle: 120Control Type: Actuated-CoordinatedMaximum v/c Ratio: 1.21Intersection Signal Delay: 90.6 Intersection LOS: FIntersection Capacity Utilization 101.6% ICU Level of Service GAnalysis Period (min) 15




Lane Group EBL EBT WBT WBR SWL SWR ø1 ø2 ø3 ø4 ø5 ø6Lane ConfigurationsVolume (vph) 260 2160 1420 0 0 650Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000Storage Length (ft) 425 0 0 0Storage Lanes 2 0 0 1Taper Length (ft) 25 25Lane Util. Factor 0.97 0.95 0.95 1.00 1.00 0.88Frt 0.850Flt Protected 0.950Satd. Flow (prot) 3650 3762 3762 0 0 2962Flt Permitted 0.950Satd. Flow (perm) 3650 3762 3762 0 0 2962Right Turn on Red No NoSatd. Flow (RTOR)Link Speed (mph) 45 45 45Link Distance (ft) 811 500 354Travel Time (s) 12.3 7.6 5.4Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90Heavy Vehicles (%) 1% 1% 1% 1% 1% 1%Adj. Flow (vph) 289 2400 1578 0 0 722Shared Lane Traffic (%)Lane Group Flow (vph) 289 2400 1578 0 0 722Enter Blocked Intersection No No No No No NoLane Alignment Left Left Left Right Left RightMedian Width(ft) 24 24 0Link Offset(ft) 0 0 50Crosswalk Width(ft) 16 16 16Two way Left Turn LaneHeadway Factor 0.94 0.94 0.94 0.94 0.94 0.94Turning Speed (mph) 15 9 15 9Number of Detectors 1 2 2 1Detector Template Left Thru Thru RightLeading Detector (ft) 20 100 100 20Trailing Detector (ft) 0 0 0 0Detector 1 Position(ft) 0 0 0 0Detector 1 Size(ft) 20 6 6 20Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0Detector 2 Position(ft) 94 94Detector 2 Size(ft) 6 6Detector 2 Type Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0Turn Type Prot NA NA customProtected Phases 14 16 Free 1 2 15 3 14 16 1 2 3 4 5 6Permitted Phases



Lane Group ø7 ø8 ø9 ø11 ø12 ø13 ø14 ø15 ø16Lane ConfigurationsVolume (vph)Ideal Flow (vphpl)Storage Length (ft)Storage LanesTaper Length (ft)Lane Util. FactorFrtFlt ProtectedSatd. Flow (prot)Flt PermittedSatd. Flow (perm)Right Turn on RedSatd. Flow (RTOR)Link Speed (mph)Link Distance (ft)Travel Time (s)Peak Hour FactorHeavy Vehicles (%)Adj. Flow (vph)Shared Lane Traffic (%)Lane Group Flow (vph)Enter Blocked IntersectionLane AlignmentMedian Width(ft)Link Offset(ft)Crosswalk Width(ft)Two way Left Turn LaneHeadway FactorTurning Speed (mph)Number of DetectorsDetector TemplateLeading Detector (ft)Trailing Detector (ft)Detector 1 Position(ft)Detector 1 Size(ft)Detector 1 TypeDetector 1 ChannelDetector 1 Extend (s)Detector 1 Queue (s)Detector 1 Delay (s)Detector 2 Position(ft)Detector 2 Size(ft)Detector 2 TypeDetector 2 ChannelDetector 2 Extend (s)Turn TypeProtected Phases 7 8 9 11 12 13 14 15 16Permitted Phases



Lane Group EBL EBT WBT WBR SWL SWR ø1 ø2 ø3 ø4 ø5 ø6Detector Phase 14 16 1 2 15 3 14 16Switch PhaseMinimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0Minimum Split (s) 12.0 14.0 11.0 24.0 12.0 14.9Total Split (s) 59.0 26.0 11.0 46.0 36.0 42.0Total Split (%) 38% 17% 7% 30% 23% 27%Maximum Green (s) 52.0 17.0 5.0 40.2 29.0 32.1Yellow Time (s) 3.0 5.0 5.0 4.8 3.0 5.9All-Red Time (s) 4.0 4.0 1.0 1.0 4.0 4.0Lost Time Adjust (s)Total Lost Time (s)Lead/Lag Lead Lag Lead LagLead-Lag Optimize?Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode None Max Max C-Max None MaxAct Effct Green (s) 29.7 155.0 101.0 41.0Actuated g/C Ratio 0.19 1.00 0.65 0.26v/c Ratio 0.41 0.64 0.64 0.92Control Delay 57.1 0.8 6.3 72.2Queue Delay 0.0 4.4 48.6 0.0Total Delay 57.1 5.2 54.9 72.2LOS E A D EApproach Delay 10.8 54.9Approach LOS B D

Intersection SummaryArea Type: OtherCycle Length: 155Actuated Cycle Length: 155Offset: 0 (0%), Referenced to phase 4:WBEB, Start of Yellow, Master IntersectionNatural Cycle: 120Control Type: Actuated-CoordinatedMaximum v/c Ratio: 1.51Intersection Signal Delay: 33.6 Intersection LOS: CIntersection Capacity Utilization 69.7% ICU Level of Service CAnalysis Period (min) 15




Lane Group ø7 ø8 ø9 ø11 ø12 ø13 ø14 ø15 ø16Detector PhaseSwitch PhaseMinimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0Minimum Split (s) 12.0 17.0 10.0 12.0 16.7 10.0 11.3 12.0 13.0Total Split (s) 18.0 36.0 10.0 96.0 27.0 19.0 23.0 23.0 13.0Total Split (%) 12% 23% 6% 62% 17% 12% 15% 15% 8%Maximum Green (s) 11.1 30.3 5.0 91.0 22.3 14.0 16.7 17.9 5.0Yellow Time (s) 5.9 4.7 5.0 5.0 4.7 5.0 5.3 5.1 4.0All-Red Time (s) 1.0 1.0 0.0 0.0 0.0 0.0 1.0 0.0 4.0Lost Time Adjust (s)Total Lost Time (s)Lead/Lag Lead Lag Lead Lag Lead LagLead-Lag Optimize? Yes Yes Yes YesVehicle Extension (s) 3.0 3.5 3.0 3.0 3.5 3.0 3.0 3.0 3.0Recall Mode Max Min None Min Min None Max Min MaxAct Effct Green (s)Actuated g/C Ratiov/c RatioControl DelayQueue DelayTotal DelayLOSApproach DelayApproach LOS




Lane Group EBT EBR2 WBT WBR2 NBL2 NBT NBR2 SBL2 SBT SBR2 SEL2 NWL2Lane ConfigurationsVolume (vph) 1060 1100 600 120 820 950 310 270 1350 650 260 240Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000Storage Length (ft)Storage LanesTaper Length (ft)Lane Util. Factor 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.97 0.97Frt 0.850 0.850 0.850 0.850Flt Protected 0.950 0.950 0.950 0.950Satd. Flow (prot) 3762 1683 3762 1683 1881 3762 1683 1881 3762 1683 3650 3650Flt Permitted 0.950 0.950 0.950 0.950Satd. Flow (perm) 3762 1683 3762 1683 1881 3762 1683 1881 3762 1683 3650 3650Right Turn on Red Yes Yes No NoSatd. Flow (RTOR) 198 287Link Speed (mph) 45 45 45 45Link Distance (ft) 500 400 300 675Travel Time (s) 7.6 6.1 4.5 10.2Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1%Adj. Flow (vph) 1178 1222 667 133 911 1056 344 300 1500 722 289 267Shared Lane Traffic (%)Lane Group Flow (vph) 1178 1222 667 133 911 1056 344 300 1500 722 289 267Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Right Left Right Left Left Right Left Left Right Left LeftMedian Width(ft) 24 24 12 12Link Offset(ft) 0 0 0 0Crosswalk Width(ft) 16 16 16 16Two way Left Turn LaneHeadway Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94Turning Speed (mph) 9 9 15 9 15 9 15 15Number of Detectors 2 1 2 1 1 2 1 1 2 1 1 1Detector Template Thru Right Thru Right Left Thru Right Left Thru Right Left LeftLeading Detector (ft) 100 20 100 20 20 100 20 20 100 20 20 20Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 0Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 0Detector 1 Size(ft) 6 20 6 20 20 6 20 20 6 20 20 20Detector 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+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 2 Position(ft) 94 94 94 94Detector 2 Size(ft) 6 6 6 6Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0 0.0 0.0Turn Type NA custom NA custom Prot NA custom Prot NA custom Prot ProtProtected Phases 4 1 13 4 5 9 1 6 7 16 4 11 16 5 2 3 16 4 11 16 8 12Permitted Phases



Lane Group ø2 ø3 ø6 ø7 ø9 ø11 ø13 ø14 ø15 ø16Lane ConfigurationsVolume (vph)Ideal Flow (vphpl)Storage Length (ft)Storage LanesTaper Length (ft)Lane Util. FactorFrtFlt ProtectedSatd. Flow (prot)Flt PermittedSatd. Flow (perm)Right Turn on RedSatd. Flow (RTOR)Link Speed (mph)Link Distance (ft)Travel Time (s)Peak Hour FactorHeavy Vehicles (%)Adj. Flow (vph)Shared Lane Traffic (%)Lane Group Flow (vph)Enter Blocked IntersectionLane AlignmentMedian Width(ft)Link Offset(ft)Crosswalk Width(ft)Two way Left Turn LaneHeadway FactorTurning Speed (mph)Number of DetectorsDetector TemplateLeading Detector (ft)Trailing Detector (ft)Detector 1 Position(ft)Detector 1 Size(ft)Detector 1 TypeDetector 1 ChannelDetector 1 Extend (s)Detector 1 Queue (s)Detector 1 Delay (s)Detector 2 Position(ft)Detector 2 Size(ft)Detector 2 TypeDetector 2 ChannelDetector 2 Extend (s)Turn TypeProtected Phases 2 3 6 7 9 11 13 14 15 16Permitted Phases



Lane Group EBT EBR2 WBT WBR2 NBL2 NBT NBR2 SBL2 SBT SBR2 SEL2 NWL2Detector Phase 4 1 13 4 5 9 1 6 7 16 4 11 16 5 2 3 16 4 11 16 8 12Switch PhaseMinimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0Minimum Split (s) 24.0 24.0 12.0 12.0 17.0 16.7Total Split (s) 46.0 46.0 59.0 36.0 36.0 27.0Total Split (%) 29.7% 29.7% 38.1% 23.2% 23.2% 17.4%Maximum Green (s) 40.2 40.2 52.0 29.0 30.3 22.3Yellow Time (s) 4.8 4.8 3.0 3.0 4.7 4.7All-Red Time (s) 1.0 1.0 4.0 4.0 1.0 0.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 5.8 5.8 7.0 7.0 5.7 4.7Lead/Lag Lead Lead Lead LeadLead-Lag Optimize? YesVehicle Extension (s) 3.0 3.0 3.0 3.0 3.5 3.5Recall Mode C-Max C-Max None None Min MinAct Effct Green (s) 40.2 76.2 40.2 51.3 52.0 63.1 155.0 29.0 41.0 155.0 18.0 17.1Actuated g/C Ratio 0.26 0.49 0.26 0.33 0.34 0.41 1.00 0.19 0.26 1.00 0.12 0.11v/c Ratio 1.21 1.32 0.68 0.18 1.44 0.69 0.20 0.85 1.51 0.43 0.68 0.66Control Delay 149.1 177.4 55.9 0.5 246.0 40.8 0.3 83.4 272.1 0.8 18.2 18.9Queue Delay 5.2 0.0 8.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 154.4 177.4 64.0 0.5 246.0 40.8 0.3 83.4 272.1 0.8 18.2 18.9LOS F F E A F D A F F A B BApproach Delay 166.1 53.4 115.7 172.0Approach LOS F D F F

Intersection SummaryArea Type: OtherCycle Length: 155Actuated Cycle Length: 155Offset: 0 (0%), Referenced to phase 4:WBEB, Start of Yellow, Master IntersectionNatural Cycle: 120Control Type: Actuated-CoordinatedMaximum v/c Ratio: 1.51Intersection Signal Delay: 134.2 Intersection LOS: FIntersection Capacity Utilization 136.4% ICU Level of Service HAnalysis Period (min) 15




Lane Group ø2 ø3 ø6 ø7 ø9 ø11 ø13 ø14 ø15 ø16Detector PhaseSwitch PhaseMinimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0Minimum Split (s) 14.0 11.0 14.9 12.0 10.0 12.0 10.0 11.3 12.0 13.0Total Split (s) 26.0 11.0 42.0 18.0 10.0 96.0 19.0 23.0 23.0 13.0Total Split (%) 17% 7% 27% 12% 6% 62% 12% 15% 15% 8%Maximum Green (s) 17.0 5.0 32.1 11.1 5.0 91.0 14.0 16.7 17.9 5.0Yellow Time (s) 5.0 5.0 5.9 5.9 5.0 5.0 5.0 5.3 5.1 4.0All-Red Time (s) 4.0 1.0 4.0 1.0 0.0 0.0 0.0 1.0 0.0 4.0Lost Time Adjust (s)Total Lost Time (s)Lead/Lag Lag Lag Lag Lag Lead LagLead-Lag Optimize? Yes Yes YesVehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode Max Max Max Max None Min None Max Min MaxAct Effct Green (s)Actuated g/C Ratiov/c RatioControl DelayQueue DelayTotal DelayLOSApproach DelayApproach LOS




Lane Group EBT EBR WBL WBT NEL NER ø1 ø2 ø3 ø4 ø5 ø6Lane ConfigurationsVolume (vph) 1330 0 240 720 0 310Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000Storage Length (ft) 0 250 0 0Storage Lanes 0 2 0 1Taper Length (ft) 100 25Lane Util. Factor 0.95 1.00 0.97 0.95 1.00 1.00Frt 0.865Flt Protected 0.950Satd. Flow (prot) 3762 0 3650 3762 0 1713Flt Permitted 0.950Satd. Flow (perm) 3762 0 3650 3762 0 1713Right Turn on Red No NoSatd. Flow (RTOR)Link Speed (mph) 45 45 45Link Distance (ft) 400 699 179Travel Time (s) 6.1 10.6 2.7Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90Heavy Vehicles (%) 1% 1% 1% 1% 1% 1%Adj. Flow (vph) 1478 0 267 800 0 344Shared Lane Traffic (%)Lane Group Flow (vph) 1478 0 267 800 0 344Enter Blocked Intersection No No No No No NoLane Alignment Left Right Left Left Left RightMedian Width(ft) 24 24 0Link Offset(ft) 0 0 50Crosswalk Width(ft) 16 16 16Two way Left Turn LaneHeadway Factor 0.94 0.94 0.94 0.94 0.94 0.94Turning Speed (mph) 9 15 15 9Number of Detectors 2 1 2 1Detector Template Thru Left Thru RightLeading Detector (ft) 100 20 100 20Trailing Detector (ft) 0 0 0 0Detector 1 Position(ft) 0 0 0 0Detector 1 Size(ft) 6 20 6 20Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0Detector 2 Position(ft) 94 94Detector 2 Size(ft) 6 6Detector 2 Type Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0Turn Type NA Prot NA customProtected Phases 5 6 15 14 16 Free 7 14 16 1 2 3 4 5 6Permitted Phases



Lane Group EBT EBR WBL WBT NEL NER ø1 ø2 ø3 ø4 ø5 ø6Detector Phase 5 6 15 14 16 7 14 16Switch PhaseMinimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0Minimum Split (s) 12.0 14.0 11.0 24.0 12.0 14.9Total Split (s) 59.0 26.0 11.0 46.0 36.0 42.0Total Split (%) 38% 17% 7% 30% 23% 27%Maximum Green (s) 52.0 17.0 5.0 40.2 29.0 32.1Yellow Time (s) 3.0 5.0 5.0 4.8 3.0 5.9All-Red Time (s) 4.0 4.0 1.0 1.0 4.0 4.0Lost Time Adjust (s)Total Lost Time (s)Lead/Lag Lead Lag Lead LagLead-Lag Optimize?Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode None Max Max C-Max None MaxAct Effct Green (s) 94.0 29.7 155.0 47.1Actuated g/C Ratio 0.61 0.19 1.00 0.30v/c Ratio 0.65 0.38 0.21 0.66Control Delay 20.0 56.5 0.1 54.2Queue Delay 50.4 0.0 0.0 5.1Total Delay 70.5 56.5 0.1 59.2LOS E E A EApproach Delay 70.5 14.2Approach LOS E B

Intersection SummaryArea Type: OtherCycle Length: 155Actuated Cycle Length: 155Offset: 0 (0%), Referenced to phase 4:WBEB, Start of Yellow, Master IntersectionNatural Cycle: 120Control Type: Actuated-CoordinatedMaximum v/c Ratio: 1.51Intersection Signal Delay: 48.4 Intersection LOS: DIntersection Capacity Utilization 64.7% ICU Level of Service CAnalysis Period (min) 15




Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 0 770 290 1120 1160 0 0 0 0 1490 0 580Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 0 425 300 0 0 0 500 0Storage Lanes 0 1 1 0 0 0 1 1Taper Length (ft) 25 25 25 25Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 1.00 1.00 1.00 1.00 0.95 0.91 0.95Frt 0.850 0.989 0.850Flt Protected 0.950 0.950 0.956Satd. Flow (prot) 0 3574 1599 3467 3574 0 0 0 0 1698 1619 1519Flt Permitted 0.950 0.950 0.956Satd. Flow (perm) 0 3574 1599 3467 3574 0 0 0 0 1698 1619 1519Right Turn on Red No No No NoSatd. Flow (RTOR)Link Speed (mph) 45 45 45 45Link Distance (ft) 801 686 915 1280Travel Time (s) 12.1 10.4 13.9 19.4Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1%Adj. Flow (vph) 0 856 322 1244 1289 0 0 0 0 1656 0 644Shared Lane Traffic (%) 48% 10%Lane Group Flow (vph) 0 856 322 1244 1289 0 0 0 0 861 859 580Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(ft) 24 24 12 12Link Offset(ft) 0 0 0 0Crosswalk Width(ft) 16 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9 15 9 15 9Number of Detectors 2 1 1 2 1 2 1Detector Template Thru Right Left Thru Left Thru RightLeading Detector (ft) 100 20 20 100 20 100 20Trailing Detector (ft) 0 0 0 0 0 0 0Detector 1 Position(ft) 0 0 0 0 0 0 0Detector 1 Size(ft) 6 20 20 6 20 6 20Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 2 Position(ft) 94 94 94Detector 2 Size(ft) 6 6 6Detector 2 Type Cl+Ex Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0 0.0Turn Type NA Perm Prot NA Perm NA PermProtected Phases 2 1 6 4Permitted Phases 2 4 4



Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRDetector Phase 2 2 1 6 4 4 4Switch PhaseMinimum Initial (s) 25.0 25.0 7.0 25.0 7.0 7.0 7.0Minimum Split (s) 32.9 32.9 12.0 32.9 14.0 14.0 14.0Total Split (s) 32.9 32.9 36.1 69.0 51.0 51.0 51.0Total Split (%) 27.4% 27.4% 30.1% 57.5% 42.5% 42.5% 42.5%Maximum Green (s) 27.0 27.0 31.1 63.1 44.5 44.5 44.5Yellow Time (s) 4.3 4.3 3.0 4.3 4.5 4.5 4.5All-Red Time (s) 1.6 1.6 2.0 1.6 2.0 2.0 2.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 5.9 5.9 5.0 5.9 6.5 6.5 6.5Lead/Lag Lag Lag LeadLead-Lag Optimize?Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode None None C-Max C-Max None None NoneWalk Time (s) 7.0 7.0 7.0Flash Dont Walk (s) 20.0 20.0 8.0Pedestrian Calls (#/hr) 0 0 0Act Effct Green (s) 27.0 27.0 31.1 63.1 44.5 44.5 44.5Actuated g/C Ratio 0.22 0.22 0.26 0.53 0.37 0.37 0.37v/c Ratio 1.06 0.90 1.39 0.69 1.37 1.43 1.03Control Delay 94.9 73.3 203.9 28.8 207.9 234.8 83.6Queue Delay 0.0 0.0 0.0 2.4 0.0 0.0 0.0Total Delay 94.9 73.3 203.9 31.2 207.9 234.8 83.6LOS F E F C F F FApproach Delay 89.0 116.0 186.6Approach LOS F F F

Intersection SummaryArea Type: OtherCycle Length: 120Actuated Cycle Length: 120Offset: 2 (2%), Referenced to phase 1:WBL and 6:WBT, Start of YellowNatural Cycle: 120Control Type: Actuated-CoordinatedMaximum v/c Ratio: 1.43Intersection Signal Delay: 137.7 Intersection LOS: FIntersection Capacity Utilization 152.7% ICU Level of Service HAnalysis Period (min) 15




Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 200 2060 0 0 1990 950 290 0 630 0 0 0Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 300 0 0 0 500 700 0 0Storage Lanes 1 0 0 2 1 1 0 0Taper Length (ft) 25 25 25 25Lane Util. Factor *1.00 0.95 1.00 1.00 *1.00 *1.00 0.95 0.91 0.95 1.00 1.00 1.00Frt 0.850 0.863 0.850Flt Protected 0.950 0.950 0.996Satd. Flow (prot) 3574 3574 0 0 3762 3198 1698 1471 1519 0 0 0Flt Permitted 0.950 0.950 0.996Satd. Flow (perm) 3574 3574 0 0 3762 3198 1698 1471 1519 0 0 0Right Turn on Red No Yes No NoSatd. Flow (RTOR) 701Link Speed (mph) 45 45 45 45Link Distance (ft) 686 839 1173 600Travel Time (s) 10.4 12.7 17.8 9.1Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1%Adj. Flow (vph) 222 2289 0 0 2211 1056 322 0 700 0 0 0Shared Lane Traffic (%) 10% 48%Lane Group Flow (vph) 222 2289 0 0 2211 1056 290 368 364 0 0 0Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(ft) 24 24 12 12Link Offset(ft) 0 0 0 0Crosswalk Width(ft) 16 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9 15 9 15 9Number of Detectors 1 2 2 1 1 2 1Detector Template Left Thru Thru Right Left Thru RightLeading Detector (ft) 20 100 100 20 20 100 20Trailing Detector (ft) 0 0 0 0 0 0 0Detector 1 Position(ft) 0 0 0 0 0 0 0Detector 1 Size(ft) 20 6 6 20 20 6 20Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 2 Position(ft) 94 94 94Detector 2 Size(ft) 6 6 6Detector 2 Type Cl+Ex Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0 0.0Turn Type Prot NA NA Perm Perm NA PermProtected Phases 5 2 6 8Permitted Phases 6 8 8



Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRDetector Phase 5 2 6 6 8 8 8Switch PhaseMinimum Initial (s) 7.0 25.0 25.0 25.0 7.0 7.0 7.0Minimum Split (s) 12.0 35.3 30.9 30.9 14.0 14.0 14.0Total Split (s) 14.0 86.0 72.0 72.0 34.0 34.0 34.0Total Split (%) 11.7% 71.7% 60.0% 60.0% 28.3% 28.3% 28.3%Maximum Green (s) 9.0 80.1 66.1 66.1 27.6 27.6 27.6Yellow Time (s) 3.0 4.3 4.3 4.3 4.4 4.4 4.4All-Red Time (s) 2.0 1.6 1.6 1.6 2.0 2.0 2.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 5.0 5.9 5.9 5.9 6.4 6.4 6.4Lead/Lag Lead Lag LagLead-Lag Optimize?Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode C-Max C-Max None None None None NoneWalk Time (s) 7.0 7.0 7.0Flash Dont Walk (s) 22.0 8.0 8.0Pedestrian Calls (#/hr) 0 0 0Act Effct Green (s) 9.0 80.1 66.1 66.1 27.6 27.6 27.6Actuated g/C Ratio 0.08 0.67 0.55 0.55 0.23 0.23 0.23v/c Ratio 0.83 0.96 1.07 0.51 0.74 1.09 1.04Control Delay 80.0 12.8 49.1 1.0 55.8 118.5 105.0Queue Delay 0.0 43.7 0.0 0.0 1.4 4.9 0.0Total Delay 80.0 56.5 49.1 1.0 57.2 123.4 105.0LOS F E D A E F FApproach Delay 58.6 33.5 98.1Approach LOS E C F

Intersection SummaryArea Type: OtherCycle Length: 120Actuated Cycle Length: 120Offset: 24 (20%), Referenced to phase 2:EBT and 5:EBL, Start of YellowNatural Cycle: 110Control Type: Actuated-CoordinatedMaximum v/c Ratio: 1.09Intersection Signal Delay: 52.5 Intersection LOS: DIntersection Capacity Utilization 152.7% ICU Level of Service HAnalysis Period (min) 15* User Entered Value




Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 380 2040 270 0 2000 70 340 90 280 100 50 600Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 540 540 0 300 0 0 0 150Storage Lanes 2 1 0 0 1 0 1 2Taper Length (ft) 25 25 25 25Lane Util. Factor 0.97 0.95 1.00 1.00 0.86 0.86 1.00 1.00 1.00 1.00 1.00 0.88Ped Bike Factor 0.99 1.00Frt 0.850 0.995 0.886 0.850Flt Protected 0.950 0.950 0.950Satd. Flow (prot) 3467 3574 1599 0 6439 0 1787 1643 0 1787 1881 2814Flt Permitted 0.950 0.950 0.268Satd. Flow (perm) 3467 3574 1599 0 6439 0 1787 1643 0 503 1881 2814Right Turn on Red No No No NoSatd. Flow (RTOR)Link Speed (mph) 45 45 45 45Link Distance (ft) 839 811 465 261Travel Time (s) 12.7 12.3 7.0 4.0Confl. Peds. (#/hr) 5 5Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1%Adj. Flow (vph) 422 2267 300 0 2222 78 378 100 311 111 56 667Shared Lane Traffic (%)Lane Group Flow (vph) 422 2267 300 0 2300 0 378 411 0 111 56 667Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(ft) 24 24 12 12Link Offset(ft) 0 0 0 0Crosswalk Width(ft) 16 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9 15 9 15 9Number of Detectors 1 2 1 2 1 2 1 2 1Detector Template Left Thru Right Thru Left Thru Left Thru RightLeading Detector (ft) 20 100 20 100 20 100 20 100 20Trailing Detector (ft) 0 0 0 0 0 0 0 0 0Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0Detector 1 Size(ft) 20 6 20 6 20 6 20 6 20Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 2 Position(ft) 94 94 94 94Detector 2 Size(ft) 6 6 6 6Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0 0.0 0.0Turn Type Prot NA pt+ov NA Prot NA pm+pt NA pt+ov



Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRProtected Phases 5 2 2 3 6 3 8 7 4 4 5Permitted Phases 4Detector Phase 5 2 2 3 6 3 8 7 4 4 5Switch PhaseMinimum Initial (s) 10.0 33.0 7.0 10.0 14.0 10.0 14.0Minimum Split (s) 14.0 39.3 30.0 14.0 21.1 14.0 21.1Total Split (s) 19.0 73.0 54.0 25.0 33.0 14.0 22.0Total Split (%) 15.8% 60.8% 45.0% 20.8% 27.5% 11.7% 18.3%Maximum Green (s) 15.0 66.7 47.7 21.0 25.9 10.0 14.9Yellow Time (s) 3.0 4.3 4.3 3.0 5.1 3.0 5.1All-Red Time (s) 1.0 2.0 2.0 1.0 2.0 1.0 2.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 4.0 6.3 6.3 4.0 7.1 4.0 7.1Lead/Lag Lead Lag Lead Lag Lead LagLead-Lag Optimize?Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode None C-Max C-Max None None None NoneAct Effct Green (s) 15.0 66.7 91.7 47.7 21.0 25.9 28.0 14.9 33.9Actuated g/C Ratio 0.12 0.56 0.76 0.40 0.18 0.22 0.23 0.12 0.28v/c Ratio 0.97 1.14 0.25 0.90 1.21 1.16 0.50 0.24 0.84Control Delay 73.0 91.4 4.0 39.7 163.6 141.4 35.6 50.5 51.4Queue Delay 0.0 0.1 0.0 3.8 0.0 0.0 0.0 0.0 0.0Total Delay 73.0 91.5 4.0 43.5 163.6 141.4 35.6 50.5 51.4LOS E F A D F F D D DApproach Delay 80.1 43.5 152.0 49.2Approach LOS F D F D

Intersection SummaryArea Type: OtherCycle Length: 120Actuated Cycle Length: 120Offset: 87 (73%), Referenced to phase 2:EBT and 6:WBT, Start of YellowNatural Cycle: 120Control Type: Actuated-CoordinatedMaximum v/c Ratio: 1.21Intersection Signal Delay: 72.4 Intersection LOS: EIntersection Capacity Utilization 101.6% ICU Level of Service GAnalysis Period (min) 15




Lane Group EBL EBT WBT WBR SWL SWR ø1 ø2 ø3 ø4 ø5 ø6Lane ConfigurationsVolume (vph) 260 2160 1420 0 0 650Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000Storage Length (ft) 425 0 0 0Storage Lanes 2 0 0 1Taper Length (ft) 25 25Lane Util. Factor 0.97 0.95 0.95 1.00 1.00 0.88Frt 0.850Flt Protected 0.950Satd. Flow (prot) 3650 3762 3762 0 0 2962Flt Permitted 0.950Satd. Flow (perm) 3650 3762 3762 0 0 2962Right Turn on Red No NoSatd. Flow (RTOR)Link Speed (mph) 45 45 45Link Distance (ft) 811 500 354Travel Time (s) 12.3 7.6 5.4Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90Heavy Vehicles (%) 1% 1% 1% 1% 1% 1%Adj. Flow (vph) 289 2400 1578 0 0 722Shared Lane Traffic (%)Lane Group Flow (vph) 289 2400 1578 0 0 722Enter Blocked Intersection No No No No No NoLane Alignment Left Left Left Right Left RightMedian Width(ft) 24 24 0Link Offset(ft) 0 0 50Crosswalk Width(ft) 16 16 16Two way Left Turn LaneHeadway Factor 0.94 0.94 0.94 0.94 0.94 0.94Turning Speed (mph) 15 9 15 9Number of Detectors 1 2 2 1Detector Template Left Thru Thru RightLeading Detector (ft) 20 100 100 20Trailing Detector (ft) 0 0 0 0Detector 1 Position(ft) 0 0 0 0Detector 1 Size(ft) 20 6 6 20Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0Detector 2 Position(ft) 94 94Detector 2 Size(ft) 6 6Detector 2 Type Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0Turn Type Prot NA NA customProtected Phases 14 16 Free 1 2 15 3 14 16 1 2 3 4 5 6Permitted Phases



Lane Group EBL EBT WBT WBR SWL SWR ø1 ø2 ø3 ø4 ø5 ø6Detector Phase 14 16 1 2 15 3 14 16Switch PhaseMinimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0Minimum Split (s) 12.0 14.0 11.0 24.0 12.0 14.9Total Split (s) 55.0 27.0 11.0 49.0 36.0 39.0Total Split (%) 35% 17% 7% 32% 23% 25%Maximum Green (s) 48.0 18.0 5.0 43.2 29.0 29.1Yellow Time (s) 3.0 5.0 5.0 4.8 3.0 5.9All-Red Time (s) 4.0 4.0 1.0 1.0 4.0 4.0Lost Time Adjust (s)Total Lost Time (s)Lead/Lag Lead Lag Lead LagLead-Lag Optimize?Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode None Max Max C-Max None MaxAct Effct Green (s) 29.9 155.0 100.8 41.2Actuated g/C Ratio 0.19 1.00 0.65 0.27v/c Ratio 0.41 0.64 0.65 0.92Control Delay 56.9 0.8 7.1 71.4Queue Delay 0.0 2.6 1.2 0.0Total Delay 56.9 3.5 8.3 71.4LOS E A A EApproach Delay 9.2 8.3Approach LOS A A

Intersection SummaryArea Type: OtherCycle Length: 155Actuated Cycle Length: 155Offset: 0 (0%), Referenced to phase 4:WBEB, Start of Yellow, Master IntersectionNatural Cycle: 120Control Type: Actuated-CoordinatedMaximum v/c Ratio: 1.47Intersection Signal Delay: 17.9 Intersection LOS: BIntersection Capacity Utilization 69.7% ICU Level of Service CAnalysis Period (min) 15




Lane Group EBT EBR2 WBT WBR2 NBL2 NBT NBR2 SBL2 SBT SBR2 SEL2 NWL2Lane ConfigurationsVolume (vph) 1060 1100 600 120 820 950 310 270 1350 650 260 240Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000Storage Length (ft)Storage LanesTaper Length (ft)Lane Util. Factor 0.95 1.00 0.95 1.00 0.97 0.95 1.00 1.00 0.95 1.00 0.97 0.97Frt 0.850 0.850 0.850 0.850Flt Protected 0.950 0.950 0.950 0.950Satd. Flow (prot) 3762 1683 3762 1683 3650 3762 1683 1881 3762 1683 3650 3650Flt Permitted 0.950 0.950 0.950 0.950Satd. Flow (perm) 3762 1683 3762 1683 3650 3762 1683 1881 3762 1683 3650 3650Right Turn on Red Yes Yes No NoSatd. Flow (RTOR) 198 287Link Speed (mph) 45 45 45 45Link Distance (ft) 500 400 300 675Travel Time (s) 7.6 6.1 4.5 10.2Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1%Adj. Flow (vph) 1178 1222 667 133 911 1056 344 300 1500 722 289 267Shared Lane Traffic (%)Lane Group Flow (vph) 1178 1222 667 133 911 1056 344 300 1500 722 289 267Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Right Left Right Left Left Right Left Left Right Left LeftMedian Width(ft) 24 24 24 24Link Offset(ft) 0 0 0 0Crosswalk Width(ft) 16 16 16 16Two way Left Turn LaneHeadway Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94Turning Speed (mph) 9 9 15 9 15 9 15 15Number of Detectors 2 1 2 1 1 2 1 1 2 1 1 1Detector Template Thru Right Thru Right Left Thru Right Left Thru Right Left LeftLeading Detector (ft) 100 20 100 20 20 100 20 20 100 20 20 20Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 0Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 0Detector 1 Size(ft) 6 20 6 20 20 6 20 20 6 20 20 20Detector 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+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 2 Position(ft) 94 94 94 94Detector 2 Size(ft) 6 6 6 6Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0 0.0 0.0Turn Type NA custom NA custom Prot NA custom Prot NA custom Prot ProtProtected Phases 4 1 13 4 5 9 1 6 7 16 4 11 16 5 2 3 16 4 11 16 8 12Permitted Phases



Lane Group ø2 ø3 ø6 ø7 ø9 ø11 ø13 ø14 ø15 ø16Lane ConfigurationsVolume (vph)Ideal Flow (vphpl)Storage Length (ft)Storage LanesTaper Length (ft)Lane Util. FactorFrtFlt ProtectedSatd. Flow (prot)Flt PermittedSatd. Flow (perm)Right Turn on RedSatd. Flow (RTOR)Link Speed (mph)Link Distance (ft)Travel Time (s)Peak Hour FactorHeavy Vehicles (%)Adj. Flow (vph)Shared Lane Traffic (%)Lane Group Flow (vph)Enter Blocked IntersectionLane AlignmentMedian Width(ft)Link Offset(ft)Crosswalk Width(ft)Two way Left Turn LaneHeadway FactorTurning Speed (mph)Number of DetectorsDetector TemplateLeading Detector (ft)Trailing Detector (ft)Detector 1 Position(ft)Detector 1 Size(ft)Detector 1 TypeDetector 1 ChannelDetector 1 Extend (s)Detector 1 Queue (s)Detector 1 Delay (s)Detector 2 Position(ft)Detector 2 Size(ft)Detector 2 TypeDetector 2 ChannelDetector 2 Extend (s)Turn TypeProtected Phases 2 3 6 7 9 11 13 14 15 16Permitted Phases



Lane Group EBT EBR2 WBT WBR2 NBL2 NBT NBR2 SBL2 SBT SBR2 SEL2 NWL2Detector Phase 4 1 13 4 5 9 1 6 7 16 4 11 16 5 2 3 16 4 11 16 8 12Switch PhaseMinimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0Minimum Split (s) 24.0 24.0 12.0 12.0 17.0 16.7Total Split (s) 49.0 49.0 55.0 36.0 39.0 27.4Total Split (%) 31.6% 31.6% 35.5% 23.2% 25.2% 17.7%Maximum Green (s) 43.2 43.2 48.0 29.0 33.3 22.7Yellow Time (s) 4.8 4.8 3.0 3.0 4.7 4.7All-Red Time (s) 1.0 1.0 4.0 4.0 1.0 0.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 5.8 5.8 7.0 7.0 5.7 4.7Lead/Lag Lead Lead Lead LeadLead-Lag Optimize? YesVehicle Extension (s) 3.0 3.0 3.0 3.0 3.5 3.5Recall Mode C-Max C-Max None None Min MinAct Effct Green (s) 43.2 75.2 43.2 54.2 48.0 60.1 155.0 29.0 42.0 155.0 18.1 17.1Actuated g/C Ratio 0.28 0.49 0.28 0.35 0.31 0.39 1.00 0.19 0.27 1.00 0.12 0.11v/c Ratio 1.12 1.33 0.64 0.17 0.81 0.72 0.20 0.85 1.47 0.43 0.68 0.66Control Delay 115.8 183.5 52.3 0.5 55.8 43.9 0.3 83.4 256.9 0.8 18.1 19.1Queue Delay 3.9 0.0 5.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 119.7 183.5 57.9 0.5 55.8 43.9 0.3 83.4 256.9 0.8 18.1 19.1LOS F F E A E D A F F A B BApproach Delay 152.2 48.3 42.1 163.0Approach LOS F D D F

Intersection SummaryArea Type: OtherCycle Length: 155Actuated Cycle Length: 155Offset: 0 (0%), Referenced to phase 4:WBEB, Start of Yellow, Master IntersectionNatural Cycle: 120Control Type: Actuated-CoordinatedMaximum v/c Ratio: 1.47Intersection Signal Delay: 107.4 Intersection LOS: FIntersection Capacity Utilization 123.3% ICU Level of Service HAnalysis Period (min) 15




Lane Group ø2 ø3 ø6 ø7 ø9 ø11 ø13 ø14 ø15 ø16Detector PhaseSwitch PhaseMinimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0Minimum Split (s) 14.0 11.0 14.9 12.0 10.0 12.0 10.0 11.3 12.0 13.0Total Split (s) 27.0 11.0 39.0 18.0 10.0 93.0 21.6 23.2 25.8 13.0Total Split (%) 17% 7% 25% 12% 6% 60% 14% 15% 17% 8%Maximum Green (s) 18.0 5.0 29.1 11.1 5.0 88.0 16.6 16.9 20.7 5.0Yellow Time (s) 5.0 5.0 5.9 5.9 5.0 5.0 5.0 5.3 5.1 4.0All-Red Time (s) 4.0 1.0 4.0 1.0 0.0 0.0 0.0 1.0 0.0 4.0Lost Time Adjust (s)Total Lost Time (s)Lead/Lag Lag Lag Lag Lag Lead LagLead-Lag Optimize? Yes Yes YesVehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode Max Max Max Max None Min None Max Min MaxAct Effct Green (s)Actuated g/C Ratiov/c RatioControl DelayQueue DelayTotal DelayLOSApproach DelayApproach LOS




Lane Group EBT EBR WBL WBT NEL NER ø1 ø2 ø3 ø4 ø5 ø6Lane ConfigurationsVolume (vph) 1330 0 240 720 0 310Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000Storage Length (ft) 0 250 0 0Storage Lanes 0 2 0 1Taper Length (ft) 100 25Lane Util. Factor 0.95 1.00 0.97 0.95 1.00 1.00Frt 0.865Flt Protected 0.950Satd. Flow (prot) 3762 0 3650 3762 0 1713Flt Permitted 0.950Satd. Flow (perm) 3762 0 3650 3762 0 1713Right Turn on Red No NoSatd. Flow (RTOR)Link Speed (mph) 45 45 45Link Distance (ft) 400 699 179Travel Time (s) 6.1 10.6 2.7Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90Heavy Vehicles (%) 1% 1% 1% 1% 1% 1%Adj. Flow (vph) 1478 0 267 800 0 344Shared Lane Traffic (%)Lane Group Flow (vph) 1478 0 267 800 0 344Enter Blocked Intersection No No No No No NoLane Alignment Left Right Left Left Left RightMedian Width(ft) 24 24 0Link Offset(ft) 0 0 50Crosswalk Width(ft) 16 16 16Two way Left Turn LaneHeadway Factor 0.94 0.94 0.94 0.94 0.94 0.94Turning Speed (mph) 9 15 15 9Number of Detectors 2 1 2 1Detector Template Thru Left Thru RightLeading Detector (ft) 100 20 100 20Trailing Detector (ft) 0 0 0 0Detector 1 Position(ft) 0 0 0 0Detector 1 Size(ft) 6 20 6 20Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0Detector 2 Position(ft) 94 94Detector 2 Size(ft) 6 6Detector 2 Type Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0Turn Type NA Prot NA customProtected Phases 5 6 15 14 16 Free 7 14 16 1 2 3 4 5 6Permitted Phases



Lane Group EBT EBR WBL WBT NEL NER ø1 ø2 ø3 ø4 ø5 ø6Detector Phase 5 6 15 14 16 7 14 16Switch PhaseMinimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0Minimum Split (s) 12.0 14.0 11.0 24.0 12.0 14.9Total Split (s) 55.0 27.0 11.0 49.0 36.0 39.0Total Split (%) 35% 17% 7% 32% 23% 25%Maximum Green (s) 48.0 18.0 5.0 43.2 29.0 29.1Yellow Time (s) 3.0 5.0 5.0 4.8 3.0 5.9All-Red Time (s) 4.0 4.0 1.0 1.0 4.0 4.0Lost Time Adjust (s)Total Lost Time (s)Lead/Lag Lead Lag Lead LagLead-Lag Optimize?Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode None Max Max C-Max None MaxAct Effct Green (s) 93.8 29.9 155.0 47.3Actuated g/C Ratio 0.61 0.19 1.00 0.31v/c Ratio 0.65 0.38 0.21 0.66Control Delay 18.6 56.3 0.1 53.9Queue Delay 50.0 0.0 0.0 5.0Total Delay 68.7 56.3 0.1 58.9LOS E E A EApproach Delay 68.7 14.2Approach LOS E B

Intersection SummaryArea Type: OtherCycle Length: 155Actuated Cycle Length: 155Offset: 0 (0%), Referenced to phase 4:WBEB, Start of Yellow, Master IntersectionNatural Cycle: 120Control Type: Actuated-CoordinatedMaximum v/c Ratio: 1.47Intersection Signal Delay: 47.4 Intersection LOS: DIntersection Capacity Utilization 64.7% ICU Level of Service CAnalysis Period (min) 15


Appendix D

Turn Lane Calculations

Austin Blvd & I75 Turn Length Storage.xlsxAM

North - South Road I-75 NEast - West Road Austin Blvd.Peak Hour AM

Left TurnsDesign speed 40

Type of traffic control Signalized

DHV (Turning Lane) 1330 Does turn volume exceed 100 VPH? -DHV (Through Lane) 930Signal cycle length 120 Right TurnsNumber of through lanes 2 Does turn volume exceed 300 VPH? YESTurning direction RightNumber of turning lanes 2Offset Distance 0

Demand high Design Speed Length (including 50' taper)# of cycles/hour 30 Cycles/Hour 40 125Avg. # of vehicles/cycle* 45 45 175Required storage length (401-7, 401-8) 1400 50 225Offset taper storage length 50 55 285Final Length of storage 1400 60 345

Type of Condition (Fig 401-7) Condition B or CDesign Speed Length (including 50' taper)

Condition A - 40 111+ Storage LengthLength = 50' + storage length 45 125+ Storage Length

50 143+ Storage LengthCondition B - 55 164+ Storage LengthLength Including 50' taper 60 181+ Storage Length

Condition C -Length Including 50' taper

Greatest Value from Condition B or C - Notes:Length Including 50' taper

Single offset turn lane -

Dual left turn lane 1525

Backup Length# of through vehicles per cycle 31

Backup Length 503 FT

Calculated .turn lane length 1525 FT

Left turn lanes should be at least 100' long, and no more than 600' long.(L&D Vol. 1 Sec. 401.71)

Right turn lanes should be at least 100' long and no more than 800' long.(L&D Vol. 1 Sec. 401.73)

FINAL TURN LANE LENGTH

800 FT

GivensDoes turn volume exceed 20% of total

direction approach volume? -

Storage Length Calculations Condition B Table

Condition C Table

Austin Blvd & I75 Turn Length Storage.xlsxPM

North - South Road I-75 NEast - West Road Austin Blvd.Peak Hour PM

Left TurnsDesign speed 40

Type of traffic control Signalized

DHV (Turning Lane) 950 Does turn volume exceed 100 VPH? -DHV (Through Lane) 1990Signal cycle length 120 Right TurnsNumber of through lanes 2 Does turn volume exceed 300 VPH? YESTurning direction RightNumber of turning lanes 2Offset Distance 0

Demand high Design Speed Length (including 50' taper)# of cycles/hour 30 Cycles/Hour 40 125Avg. # of vehicles/cycle* 32 45 175Required storage length (401-7, 401-8) 1035 50 225Offset taper storage length 50 55 285Final Length of storage 1035 60 345

Type of Condition (Fig 401-7) Condition B or CDesign Speed Length (including 50' taper)

Condition A - 40 111+ Storage LengthLength = 50' + storage length 45 125+ Storage Length

50 143+ Storage LengthCondition B - 55 164+ Storage LengthLength Including 50' taper 60 181+ Storage Length

Condition C -Length Including 50' taper

Greatest Value from Condition B or C - Notes:Length Including 50' taper

Single offset turn lane -

Dual left turn lane 1160

Backup Length# of through vehicles per cycle 67

Backup Length 1030 FT

Calculated .turn lane length 1160 FT 800 FT

Givens

Storage Length Calculations

FINAL TURN LANE LENGTH

Left turn lanes should be at least 100' long, and no more than 600' long.(L&D Vol. 1 Sec. 401.71)

Right turn lanes should be at least 100' long and no more than 800' long.(L&D Vol. 1 Sec. 401.73)

Condition B Table

Condition C Table

Does turn volume exceed 20% of totaldirection approach volume? -

Interchange Operations Study - Ohio Department of · PDF file · 2016-08-035.0...

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