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Ohio Department of Transportation

District 11

BEL-149-23.79

PID 99042

Interchange Operations Study

April 30, 2015 (Revised June 4, 2015)

BEL-149-23.79 IOS BEL-149-23.79 Prepared for:

Ohio Department of Transportation District 11

Prepared by:

ARCADIS U.S., Inc. 222 South Main Street Suite 300 Akron Ohio 44308 Tel 330 434 1995 Fax 330 374 1095

Our Ref.:

TOHODT04.PE07

Date:

6/4/15

Kevin Kehres, PE Project Manager

Daniel Jozity, PE, PTOE Transportation Project Engineer

This document is intended only for the use of the individual or entity for which it was prepared and may contain information that is privileged, confidential and exempt from disclosure under applicable law. Any dissemination, distribution or copying of this document is strictly prohibited.

bel-149-2379 ios.docx i

Table of Contents

1. Project Summary 1

2. Study Area 1

2.1 HCS Analysis Points 2

2.1.1 Freeway Analysis 2

2.1.2 Ramp Analysis 2

2.1.3 Intersection Analysis 2

3. Existing Conditions 2

4. Problem Description 2

5. Traffic Analysis 4

5.1 Freeway Analysis 4

5.2 Ramp Analysis 4

5.3 Intersection Analysis 5

5.4 No Build Intersection 6

5.5 Build Intersection 7

6. Conclusion 7

Tables

Table 1 Freeway Analysis 4

Table 2 Ramp Analysis 4

Table 3 Intersection Analysis 5

Figures

Figure 1 Study Map with Analysis Points 1

Figure 2 IR 70 Westbound Exit Queue 3

Figure 3 IR 70 Westbound Exit Ramp No Build Condition 6

Figure 4 SR 149 looking north towards Bond Drive 6

Figure 5 IR 70 Westbound Exit Ramp Build Condition 7

bel-149-2379 ios.docx ii

Table of Contents

Appendices

A Certified Traffic

B Freeway Analysis – No Build

C Freeway Analysis – Build

D Ramp Analysis – No Build

E Ramp Analysis – Build

F Intersection Analysis – No Build

G Intersection Analysis - Build

bel-149-2379 ios.docx 1

Interchange Operations Study BEL-149-23.79

1. Project Summary

2. Study Area

The project area is located in Belmont County, at the interchange of IR 70 and SR 149 (Belmont Morristown Road). IR 70 is an east-west freeway, while SR 149 runs north and south.

Location SR 149 and IR 70 Interchange, Union Township, Belmont County

PID 99042

Study Sponsor ODOT, District 11

Proposed Work Widening the I-70 westbound exit ramp at SR 149 to accommodate a right turn lane and installing a traffic signal at the intersection.

Figure 1 Study Map with Analysis Points

Freeway Analysis Points Ramp Analysis Points



2.1 HCS Analysis Points

2.1.1 Freeway Analysis

• Westbound I-70 upstream of SR 149 Diverge • Westbound I-70 downstream of SR 149 Merge

2.1.2 Ramp Analysis

• Westbound I-70 Diverge to SR 149 • Westbound I-70 Merge from SR 149

2.1.3 Intersection Analysis

• Westbound I-70 Ramp at SR 149 • Eastbound I-70 Ramp at SR 149 • Bond Drive at SR 149

3. Existing Conditions

The interchange is a standard diamond configuration, with SR 149 running north and south, and IR 70 east and west. The IR 70 westbound and eastbound exit ramps are stop controlled.

To the east and west of the interchange, IR 70 is a divided highway with two lanes in each direction. All of the ramps at the interchange are single lane. IR 70 and the ramps are constructed of concrete pavement.

SR 149 is a two-lane asphalt concrete roadway, with the exception of turn lanes at the Bond Drive intersection immediately north of the study interchange.

4. Problem Description

This study follows the “BEL-70-9.63 Safety Study” which evaluated the existing safety performance and identified potential mitigation strategies for reducing crashes and improving operational issues at the IR 70 Westbound Exit Ramp intersection with SR 149. Based on the Safety Study, due to the IR 70 eastbound ramps intersection with SR 149 not meeting signal warrants, experiencing acceptable levels of service and minimal crashes, no improvements were planned at this intersection.



Of the total 17 crashes over four years within the study area, 11 were at the IR 70 westbound exit ramp intersection. In addition, four of the six injury crashes were also at this intersection. Of the 11 crashes at this intersection, nine were rear end and two were angle crashes. Rear end crashes are a primary cause of congestion.

Congestion problems at the IR 70 westbound exit ramp exist due to the high volume of trucks (T24 of 16%), the lack of turn lanes and the westbound movement being stop controlled. The increased traffic volumes for the design year will further increase the congestion and potential for crashes.

Two main problems exist, which must be addressed in order improve the efficiency of the intersection. First, due to poor intersection geometrics large trucks are hesitant to complete the northbound left turn movement onto the westbound entrance ramp due to the high volume of vehicles turning right onto SR 149 from the IR 70 westbound exit ramp. The path of the vehicle turning right encroaches into the projected path of the truck making the left hand maneuver. Secondly, with the high left turn demand from the IR 70 westbound exit ramp and the minimal gaps on SR 149, the stop condition provides inefficient operations resulting in long queues and the potential for rear end crashes.

The purpose of this study is to identify modifications to the intersection which will improve the traffic flow and reduce congestion without impacting operations on I-70.

Figure 2 IR 70 Westbound Exit Queue



Table 2 Ramp Analysis

5. Traffic Analysis

• Mainline, I-70 – 70 mph • Crossroad, SR 149 – 45 mph • Adjacent Signalized Intersection, Bond Drive – 25 mph

5.1 Freeway Analysis

The freeway analysis was performed at the locations identified in Section 2.1.1 and shown in Figure 1. See Appendix A for certified traffic data, Appendices B and C for the Freeway Analyses of the no-build and build condition respectively.

I-70 Westbound Mainline Analysis

2035 AM No-Build

2035 AM Build

2035 PM No-Build

2035 PM Build

LOS Density

(pc/mi/ln) LOS

Density (pc/mi/ln)

LOS Density

(pc/mi/ln) LOS

Density (pc/mi/ln)

Westbound I-70 East of SR 149 B 16.1 B 16.1 C 18.9 C 18.9

Westbound I-70 West of SR 149 B 15.1 B 15.1 B 17.5 B 17.5

Table 1 Freeway Analysis

5.2 Ramp Analysis

The ramp analysis was performed at the locations identified in Section 2.1.2 and shown in Figure 1. See Appendix A for certified traffic data, Appendices D and E for the Ramp Analyses of the no-build and build condition respectively.

I-70 Westbound Ramp Analysis

2035 AM No-Build

2035 AM Build

2035 PM No-Build

2035 PM Build

LOS Density

(pc/mi/ln) LOS

Density (pc/mi/ln)

LOS Density

(pc/mi/ln) LOS

Density (pc/mi/ln)

SR 149 Diverge B 19.1 B 19.1 C 22.5 C 22.5

SR 149 Merge B 17.1 B 17.1 B 19.7 B 19.7



5.3 Intersection Analysis

The intersection analysis was performed at the locations identified in Section 2.1.3 and shown in Figure 1. See Appendix A for certified traffic data, Appendices F and G for the Intersection Analyses of the no-build and build condition respectively.

SR 149 Intersections

2035 AM No-Build

2035 AM Build

2035 PM No-Build

2035 PM Build

LOS Delay

(sec/veh) LOS

Delay (sec/veh)

LOS Delay

(sec/veh) LOS

Delay (sec/veh)

Bond Drive Signalized (70 sec. Cycle) Signalized (70 sec. Cycle)

WB Approach B 15.3 B 14.6 B 14.8 B 14.1

NB Approach B 12.2 B 12.8 B 13.5 B 14.2

SB Approach B 12.8 B 13.5 B 13.9 B 14.6

EB Approach B 14.4 B 13.8 B 14.4 B 13.8

Overall Intersection

B 13.1 B 13.5 B 13.8 B 14.3

Ramp C (WB Exit)

No-Build - Stop Controlled Build - Signalized (70 sec. Cycle)

No-Build - Stop Controlled Build – Signalized (70 sec. Cycle)

WB Approach E 44.3 B 16.2 F 200.9 B 18.6

NB Approach A 8.6 B 14.7 A 9.1 B 16.8

SB Approach B 14.0 B 14.5

Overall Intersection

B 14.8

B 16.5

Ramp B (EB Exit)

Stop Controlled Stop Controlled

EB Approach D 25.5 D 25.5 E 35.5 E 35.5

SB Approach A 9.8 A 9.8 A 9.6 A 9.6

Table 3 Intersection Analysis



5.4 No Build Intersection

Figure 3 IR 70 Westbound Exit Ramp No Build Condition

The existing IR 70 westbound exit ramp is one sixteen foot lane with a six foot outside shoulder and a three foot inside shoulder. The pavement is concrete and the ramp is stop controlled.

SR 149 is one lane in each direction at the intersection. Lanes are approximately twelve feet in width with adequately wide shoulders. The pavement is asphalt concrete. North of the intersection the pavement begins to taper to develop the turn lanes for Bond Drive. Bond Drive is approximately 750 feet to the north of the intersection. Bond Drive is currently signalized.

Figure 4 SR 149 looking north towards Bond Drive



5.5 Build Intersection

Figure 5 IR 70 Westbound Exit Ramp Build Condition

The proposed build condition constructs a new 400 foot right turn lane for the westbound exit ramp. Each lane is twelve feet in width with a six foot outside shoulder while maintaining the inside three foot shoulder. The outside lane is protected with guardrail due to the steep slope. The right turn curve radius is improved to allow trucks to make the right turn without encroaching into the southbound lanes. The intersection will be signalized with stop line and dilemma zone detection. The signal at this intersection will be interconnected with Bond Drive to provide progression thru the corridor.

6. Conclusion

The proposed improvements will not degrade the level of service for the 2035 design year and will improve the operations of the intersection over the existing/no-build condition. The improvements to the intersection will also potentially mitigate the crashes that were due to congestion. No adverse effects to IR 70 will take place based on the proposed improvements. It is therefore recommended to move forward in implementing the proposed improvements.

Appendix A

Certified Traffic

INTER-OFFICE COMMUNICATION

TO: Chris Varcolla, District 11 FROM: Bryan Raderstorf, Office of Statewide Planning and Research SUBJECT: BEL-149-23.79, PID 99042 DATE: April 1, 2015 In reply to a request received January 8, 2015, plates are attached showing 2015/2035 ADT, A.M. DHV and P.M. DHV volumes. K&D factors can be calculated from the plates as needed.

If you have any questions, please contact me at (614) 752-5736.

Appendix B

Freeway Analysis – No Build

HCS 2010: Basic Freeway Segments Release 6.1 Phone: Fax: E-mail: _________________________Operational Analysis__________________________________ Analyst: ARCADIS Agency or Company: ODOT Date Performed: 6/1/2015 Analysis Time Period: AM DHV Freeway/Direction: Westbound From/To: Route 40 to SR 149 Jurisdiction: ODOT Analysis Year: 2035 Description: Freeway Analysis East of SR 149 _________________________Flow Inputs and Adjustments___________________________ Volume, V 1930 veh/h Peak-hour factor, PHF 0.94 Peak 15-min volume, v15 513 v Trucks and buses 19 % Recreational vehicles 0 % Terrain type: Level Grade - % Segment length - mi Trucks and buses PCE, ET 1.5 Recreational vehicle PCE, ER 1.2 Heavy vehicle adjustment, fHV 0.913 Driver population factor, fp 1.00 Flow rate, vp 1124 pc/h/ln _________________________Speed Inputs and Adjustments__________________________ Lane width - ft Right-side lateral clearance - ft Total ramp density, TRD - ramps/mi Number of lanes, N 2 Free-flow speed: Measured FFS or BFFS 70.0 mi/h Lane width adjustment, fLW - mi/h Lateral clearance adjustment, fLC - mi/h TRD adjustment - mi/h Free-flow speed, FFS 70.0 mi/h _________________________LOS and Performance Measures__________________________ Flow rate, vp 1124 pc/h/ln Free-flow speed, FFS 70.0 mi/h Average passenger-car speed, S 70.0 mi/h Number of lanes, N 2 Density, D 16.1 pc/mi/ln Level of service, LOS B

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

HCS 2010: Basic Freeway Segments Release 6.1 Phone: Fax: E-mail: _________________________Operational Analysis__________________________________ Analyst: ARCADIS Agency or Company: ODOT Date Performed: 6/1/2015 Analysis Time Period: PM DHV Freeway/Direction: Westbound From/To: Route 40 to SR 149 Jurisdiction: ODOT Analysis Year: 2035 Description: Freeway Analysis East of SR 149 _________________________Flow Inputs and Adjustments___________________________ Volume, V 2270 veh/h Peak-hour factor, PHF 0.94 Peak 15-min volume, v15 604 v Trucks and buses 19 % Recreational vehicles 0 % Terrain type: Level Grade - % Segment length - mi Trucks and buses PCE, ET 1.5 Recreational vehicle PCE, ER 1.2 Heavy vehicle adjustment, fHV 0.913 Driver population factor, fp 1.00 Flow rate, vp 1322 pc/h/ln _________________________Speed Inputs and Adjustments__________________________ Lane width - ft Right-side lateral clearance - ft Total ramp density, TRD - ramps/mi Number of lanes, N 2 Free-flow speed: Measured FFS or BFFS 70.0 mi/h Lane width adjustment, fLW - mi/h Lateral clearance adjustment, fLC - mi/h TRD adjustment - mi/h Free-flow speed, FFS 70.0 mi/h _________________________LOS and Performance Measures__________________________ Flow rate, vp 1322 pc/h/ln Free-flow speed, FFS 70.0 mi/h Average passenger-car speed, S 69.8 mi/h Number of lanes, N 2 Density, D 18.9 pc/mi/ln Level of service, LOS C

HCS 2010: Basic Freeway Segments Release 6.1 Phone: Fax: E-mail: _________________________Operational Analysis__________________________________ Analyst: ARCADIS Agency or Company: ODOT Date Performed: 6/1/2015 Analysis Time Period: AM DHV Freeway/Direction: Westbound From/To: SR 149 to SR 800 Jurisdiction: ODOT Analysis Year: 2035 Description: Freeway Analysis West of SR 149 _________________________Flow Inputs and Adjustments___________________________ Volume, V 1810 veh/h Peak-hour factor, PHF 0.94 Peak 15-min volume, v15 481 v Trucks and buses 19 % Recreational vehicles 0 % Terrain type: Level Grade - % Segment length - mi Trucks and buses PCE, ET 1.5 Recreational vehicle PCE, ER 1.2 Heavy vehicle adjustment, fHV 0.913 Driver population factor, fp 1.00 Flow rate, vp 1054 pc/h/ln _________________________Speed Inputs and Adjustments__________________________ Lane width - ft Right-side lateral clearance - ft Total ramp density, TRD - ramps/mi Number of lanes, N 2 Free-flow speed: Measured FFS or BFFS 70.0 mi/h Lane width adjustment, fLW - mi/h Lateral clearance adjustment, fLC - mi/h TRD adjustment - mi/h Free-flow speed, FFS 70.0 mi/h _________________________LOS and Performance Measures__________________________ Flow rate, vp 1054 pc/h/ln Free-flow speed, FFS 70.0 mi/h Average passenger-car speed, S 70.0 mi/h Number of lanes, N 2 Density, D 15.1 pc/mi/ln Level of service, LOS B

HCS 2010: Basic Freeway Segments Release 6.1 Phone: Fax: E-mail: _________________________Operational Analysis__________________________________ Analyst: ARCADIS Agency or Company: ODOT Date Performed: 6/1/2015 Analysis Time Period: PM DHV Freeway/Direction: Westbound From/To: SR 149 to SR 800 Jurisdiction: ODOT Analysis Year: 2035 Description: Freeway Analysis West of SR 149 _________________________Flow Inputs and Adjustments___________________________ Volume, V 2100 veh/h Peak-hour factor, PHF 0.94 Peak 15-min volume, v15 559 v Trucks and buses 19 % Recreational vehicles 0 % Terrain type: Level Grade - % Segment length - mi Trucks and buses PCE, ET 1.5 Recreational vehicle PCE, ER 1.2 Heavy vehicle adjustment, fHV 0.913 Driver population factor, fp 1.00 Flow rate, vp 1223 pc/h/ln _________________________Speed Inputs and Adjustments__________________________ Lane width - ft Right-side lateral clearance - ft Total ramp density, TRD - ramps/mi Number of lanes, N 2 Free-flow speed: Measured FFS or BFFS 70.0 mi/h Lane width adjustment, fLW - mi/h Lateral clearance adjustment, fLC - mi/h TRD adjustment - mi/h Free-flow speed, FFS 70.0 mi/h _________________________LOS and Performance Measures__________________________ Flow rate, vp 1223 pc/h/ln Free-flow speed, FFS 70.0 mi/h Average passenger-car speed, S 70.0 mi/h Number of lanes, N 2 Density, D 17.5 pc/mi/ln Level of service, LOS B

Appendix C

Freeway Analysis – Build

HCS 2010: Basic Freeway Segments Release 6.1 Phone: Fax: E-mail: _________________________Operational Analysis__________________________________ Analyst: ARCADIS Agency or Company: ODOT Date Performed: 6/1/2015 Analysis Time Period: AM DHV Freeway/Direction: Westbound From/To: Route 40 to SR 149 Jurisdiction: ODOT Analysis Year: 2035 Description: Freeway Analysis East of SR 149 _________________________Flow Inputs and Adjustments___________________________ Volume, V 1930 veh/h Peak-hour factor, PHF 0.94 Peak 15-min volume, v15 513 v Trucks and buses 19 % Recreational vehicles 0 % Terrain type: Level Grade - % Segment length - mi Trucks and buses PCE, ET 1.5 Recreational vehicle PCE, ER 1.2 Heavy vehicle adjustment, fHV 0.913 Driver population factor, fp 1.00 Flow rate, vp 1124 pc/h/ln _________________________Speed Inputs and Adjustments__________________________ Lane width - ft Right-side lateral clearance - ft Total ramp density, TRD - ramps/mi Number of lanes, N 2 Free-flow speed: Measured FFS or BFFS 70.0 mi/h Lane width adjustment, fLW - mi/h Lateral clearance adjustment, fLC - mi/h TRD adjustment - mi/h Free-flow speed, FFS 70.0 mi/h _________________________LOS and Performance Measures__________________________ Flow rate, vp 1124 pc/h/ln Free-flow speed, FFS 70.0 mi/h Average passenger-car speed, S 70.0 mi/h Number of lanes, N 2 Density, D 16.1 pc/mi/ln Level of service, LOS B

HCS 2010: Basic Freeway Segments Release 6.1 Phone: Fax: E-mail: _________________________Operational Analysis__________________________________ Analyst: ARCADIS Agency or Company: ODOT Date Performed: 6/1/2015 Analysis Time Period: PM DHV Freeway/Direction: Westbound From/To: Route 40 to SR 149 Jurisdiction: ODOT Analysis Year: 2035 Description: Freeway Analysis East of SR 149 _________________________Flow Inputs and Adjustments___________________________ Volume, V 2270 veh/h Peak-hour factor, PHF 0.94 Peak 15-min volume, v15 604 v Trucks and buses 19 % Recreational vehicles 0 % Terrain type: Level Grade - % Segment length - mi Trucks and buses PCE, ET 1.5 Recreational vehicle PCE, ER 1.2 Heavy vehicle adjustment, fHV 0.913 Driver population factor, fp 1.00 Flow rate, vp 1322 pc/h/ln _________________________Speed Inputs and Adjustments__________________________ Lane width - ft Right-side lateral clearance - ft Total ramp density, TRD - ramps/mi Number of lanes, N 2 Free-flow speed: Measured FFS or BFFS 70.0 mi/h Lane width adjustment, fLW - mi/h Lateral clearance adjustment, fLC - mi/h TRD adjustment - mi/h Free-flow speed, FFS 70.0 mi/h _________________________LOS and Performance Measures__________________________ Flow rate, vp 1322 pc/h/ln Free-flow speed, FFS 70.0 mi/h Average passenger-car speed, S 69.8 mi/h Number of lanes, N 2 Density, D 18.9 pc/mi/ln Level of service, LOS C

HCS 2010: Basic Freeway Segments Release 6.1 Phone: Fax: E-mail: _________________________Operational Analysis__________________________________ Analyst: ARCADIS Agency or Company: ODOT Date Performed: 6/1/2015 Analysis Time Period: AM DHV Freeway/Direction: Westbound From/To: SR 149 to SR 800 Jurisdiction: ODOT Analysis Year: 2035 Description: Freeway Analysis West of SR 149 _________________________Flow Inputs and Adjustments___________________________ Volume, V 1810 veh/h Peak-hour factor, PHF 0.94 Peak 15-min volume, v15 481 v Trucks and buses 19 % Recreational vehicles 0 % Terrain type: Level Grade - % Segment length - mi Trucks and buses PCE, ET 1.5 Recreational vehicle PCE, ER 1.2 Heavy vehicle adjustment, fHV 0.913 Driver population factor, fp 1.00 Flow rate, vp 1054 pc/h/ln _________________________Speed Inputs and Adjustments__________________________ Lane width - ft Right-side lateral clearance - ft Total ramp density, TRD - ramps/mi Number of lanes, N 2 Free-flow speed: Measured FFS or BFFS 70.0 mi/h Lane width adjustment, fLW - mi/h Lateral clearance adjustment, fLC - mi/h TRD adjustment - mi/h Free-flow speed, FFS 70.0 mi/h _________________________LOS and Performance Measures__________________________ Flow rate, vp 1054 pc/h/ln Free-flow speed, FFS 70.0 mi/h Average passenger-car speed, S 70.0 mi/h Number of lanes, N 2 Density, D 15.1 pc/mi/ln Level of service, LOS B

HCS 2010: Basic Freeway Segments Release 6.1 Phone: Fax: E-mail: _________________________Operational Analysis__________________________________ Analyst: ARCADIS Agency or Company: ODOT Date Performed: 6/1/2015 Analysis Time Period: PM DHV Freeway/Direction: Westbound From/To: SR 149 to SR 800 Jurisdiction: ODOT Analysis Year: 2035 Description: Freeway Analysis West of SR 149 _________________________Flow Inputs and Adjustments___________________________ Volume, V 2100 veh/h Peak-hour factor, PHF 0.94 Peak 15-min volume, v15 559 v Trucks and buses 19 % Recreational vehicles 0 % Terrain type: Level Grade - % Segment length - mi Trucks and buses PCE, ET 1.5 Recreational vehicle PCE, ER 1.2 Heavy vehicle adjustment, fHV 0.913 Driver population factor, fp 1.00 Flow rate, vp 1223 pc/h/ln _________________________Speed Inputs and Adjustments__________________________ Lane width - ft Right-side lateral clearance - ft Total ramp density, TRD - ramps/mi Number of lanes, N 2 Free-flow speed: Measured FFS or BFFS 70.0 mi/h Lane width adjustment, fLW - mi/h Lateral clearance adjustment, fLC - mi/h TRD adjustment - mi/h Free-flow speed, FFS 70.0 mi/h _________________________LOS and Performance Measures__________________________ Flow rate, vp 1223 pc/h/ln Free-flow speed, FFS 70.0 mi/h Average passenger-car speed, S 70.0 mi/h Number of lanes, N 2 Density, D 17.5 pc/mi/ln Level of service, LOS B

Appendix D

Ramp Analysis – No Build

HCS 2010: Freeway Merge and Diverge Segments Release 6.1 Phone: Fax: E-mail: _________________________________Merge Analysis________________________________ Analyst: ARCADIS Agency/Co.: ODOT Date performed: 6/1/2015 Analysis time period: AM DHV Freeway/Dir of Travel: Westbound Junction: Westbound Entrance Jurisdiction: ODOT Analysis Year: 2035 Description: Westbound Entrance Ramp from SR 149 Design Year __________________________________Freeway Data_________________________________ Type of analysis Merge Number of lanes in freeway 2 Free-flow speed on freeway 70.0 mph Volume on freeway 1640 vph __________________________________On Ramp Data_________________________________ Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 170 vph Length of first accel/decel lane 750 ft Length of second accel/decel lane ft _________________________Adjacent Ramp Data (if one exists)____________________ Does adjacent ramp exist? No Volume on adjacent Ramp vph Position of adjacent Ramp Type of adjacent Ramp Distance to adjacent Ramp ft ____________________Conversion to pc/h Under Base Conditions___________________ Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 1640 170 vph Peak-hour factor, PHF 0.94 0.94 Peak 15-min volume, v15 436 45 v Trucks and buses 19 14 % Recreational vehicles 0 0 % Terrain type: Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2

Heavy vehicle adjustment, fHV 0.913 0.935 Driver population factor, fP 1.00 1.00 Flow rate, vp 1910 194 pcph _________________________Estimation of V12 Merge Areas_________________________ L = (Equation 13-6 or 13-7) EQ P = 1.000 Using Equation 0 FM v = v (P ) = 1910 pc/h 12 F FM _______________________________Capacity Checks_________________________________ Actual Maximum LOS F? v 2104 4800 No FO v or v 0 pc/h (Equation 13-14 or 13-17) 3 av34 Is v or v > 2700 pc/h? No 3 av34 Is v or v > 1.5 v /2 No 3 av34 12 If yes, v = 1910 (Equation 13-15, 13-16, 13-18, or 13-19) 12A ________________________Flow Entering Merge Influence Area_____________________ Actual Max Desirable Violation? v 2104 4600 No R12 _________________Level of Service Determination (if not F)_____________________ Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 17.1 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence B _____________________________Speed Estimation__________________________________ Intermediate speed variable, M = 0.300 S Space mean speed in ramp influence area, S = 61.6 mph R Space mean speed in outer lanes, S = N/A mph 0 Space mean speed for all vehicles, S = 61.6 mph _______________________________________________________________________________

HCS 2010: Freeway Merge and Diverge Segments Release 6.1 Phone: Fax: E-mail: _________________________________Merge Analysis________________________________ Analyst: ARCADIS Agency/Co.: ODOT Date performed: 6/1/2015 Analysis time period: PM DHV Freeway/Dir of Travel: Westbound Junction: Westbound Entrance Jurisdiction: ODOT Analysis Year: 2035 Description: Westbound Entrance Ramp from SR 149 Design Year __________________________________Freeway Data_________________________________ Type of analysis Merge Number of lanes in freeway 2 Free-flow speed on freeway 70.0 mph Volume on freeway 1880 vph __________________________________On Ramp Data_________________________________ Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 220 vph Length of first accel/decel lane 750 ft Length of second accel/decel lane ft _________________________Adjacent Ramp Data (if one exists)____________________ Does adjacent ramp exist? No Volume on adjacent Ramp vph Position of adjacent Ramp Type of adjacent Ramp Distance to adjacent Ramp ft ____________________Conversion to pc/h Under Base Conditions___________________ Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 1880 220 vph Peak-hour factor, PHF 0.94 0.94 Peak 15-min volume, v15 500 59 v Trucks and buses 19 14 % Recreational vehicles 0 0 % Terrain type: Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2

HCS 2010: Freeway Merge and Diverge Segments Release 6.1 Phone: Fax: E-mail: _________________________________Diverge Analysis______________________________ Analyst: ARCADIS Agency/Co.: ODOT Date performed: 6/1/2015 Analysis time period: AM DHV Freeway/Dir of Travel: Westbound Junction: Westbound Exit Ramp Jurisdiction: ODOT Analysis Year: 2035 Description: Westbound Exit Ramp to SR 149 Design Year __________________________________Freeway Data_________________________________ Type of analysis Diverge Number of lanes in freeway 2 Free-flow speed on freeway 70.0 mph Volume on freeway 1930 vph _________________________________Off Ramp Data_________________________________ Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 290 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft _________________________Adjacent Ramp Data (if one exists)____________________ Does adjacent ramp exist? No Volume on adjacent ramp vph Position of adjacent ramp Type of adjacent ramp Distance to adjacent ramp ft ____________________Conversion to pc/h Under Base Conditions___________________ Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 1930 290 vph Peak-hour factor, PHF 0.94 0.94 Peak 15-min volume, v15 513 77 v Trucks and buses 19 16 % Recreational vehicles 0 0 % Terrain type: Level Level Grade 0.00 % 0.00 % % Length 0.00 mi 0.00 mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2

Heavy vehicle adjustment, fHV 0.913 0.926 Driver population factor, fP 1.00 1.00 Flow rate, vp 2248 333 pcph _________________________Estimation of V12 Diverge Areas_______________________ L = (Equation 13-12 or 13-13) EQ P = 1.000 Using Equation 0 FD v = v + (v - v ) P = 2248 pc/h 12 R F R FD _______________________________Capacity Checks_________________________________ Actual Maximum LOS F? v = v 2248 4800 No Fi F v = v - v 1915 4800 No FO F R v 333 2000 No R v or v 0 pc/h (Equation 13-14 or 13-17) 3 av34 Is v or v > 2700 pc/h? No 3 av34 Is v or v > 1.5 v /2 No 3 av34 12 If yes, v = 2248 (Equation 13-15, 13-16, 13-18, or 13-19) 12A ______________________Flow Entering Diverge Influence Area_____________________ Actual Max Desirable Violation? v 2248 4400 No 12 _________________Level of Service Determination (if not F)_____________________ Density, D = 4.252 + 0.0086 v - 0.009 L = 19.1 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence B _____________________________Speed Estimation__________________________________ Intermediate speed variable, D = 0.458 S Space mean speed in ramp influence area, S = 57.2 mph R Space mean speed in outer lanes, S = N/A mph 0 Space mean speed for all vehicles, S = 57.2 mph _______________________________________________________________________________

HCS 2010: Freeway Merge and Diverge Segments Release 6.1 Phone: Fax: E-mail: _________________________________Diverge Analysis______________________________ Analyst: ARCADIS Agency/Co.: ODOT Date performed: 6/1/2015 Analysis time period: PM DHV Freeway/Dir of Travel: Westbound Junction: Westbound Exit Ramp Jurisdiction: ODOT Analysis Year: 2035 Description: Westbound Exit Ramp to SR 149 Design Year __________________________________Freeway Data_________________________________ Type of analysis Diverge Number of lanes in freeway 2 Free-flow speed on freeway 70.0 mph Volume on freeway 2270 vph _________________________________Off Ramp Data_________________________________ Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 410 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft _________________________Adjacent Ramp Data (if one exists)____________________ Does adjacent ramp exist? No Volume on adjacent ramp vph Position of adjacent ramp Type of adjacent ramp Distance to adjacent ramp ft ____________________Conversion to pc/h Under Base Conditions___________________ Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 2270 410 vph Peak-hour factor, PHF 0.94 0.94 Peak 15-min volume, v15 604 109 v Trucks and buses 19 16 % Recreational vehicles 0 0 % Terrain type: Level Level Grade 0.00 % 0.00 % % Length 0.00 mi 0.00 mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2

Heavy vehicle adjustment, fHV 0.913 0.926 Driver population factor, fP 1.00 1.00 Flow rate, vp 2644 471 pcph _________________________Estimation of V12 Diverge Areas_______________________ L = (Equation 13-12 or 13-13) EQ P = 1.000 Using Equation 0 FD v = v + (v - v ) P = 2644 pc/h 12 R F R FD _______________________________Capacity Checks_________________________________ Actual Maximum LOS F? v = v 2644 4800 No Fi F v = v - v 2173 4800 No FO F R v 471 2000 No R v or v 0 pc/h (Equation 13-14 or 13-17) 3 av34 Is v or v > 2700 pc/h? No 3 av34 Is v or v > 1.5 v /2 No 3 av34 12 If yes, v = 2644 (Equation 13-15, 13-16, 13-18, or 13-19) 12A ______________________Flow Entering Diverge Influence Area_____________________ Actual Max Desirable Violation? v 2644 4400 No 12 _________________Level of Service Determination (if not F)_____________________ Density, D = 4.252 + 0.0086 v - 0.009 L = 22.5 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence C _____________________________Speed Estimation__________________________________ Intermediate speed variable, D = 0.470 S Space mean speed in ramp influence area, S = 56.8 mph R Space mean speed in outer lanes, S = N/A mph 0 Space mean speed for all vehicles, S = 56.8 mph _______________________________________________________________________________

Appendix E

Ramp Analysis – Build

HCS 2010: Freeway Merge and Diverge Segments Release 6.1 Phone: Fax: E-mail: _________________________________Merge Analysis________________________________ Analyst: ARCADIS Agency/Co.: ODOT Date performed: 6/1/2015 Analysis time period: AM DHV Freeway/Dir of Travel: Westbound Junction: Westbound Entrance Jurisdiction: ODOT Analysis Year: 2035 Description: Westbound Entrance Ramp from SR 149 Design Year __________________________________Freeway Data_________________________________ Type of analysis Merge Number of lanes in freeway 2 Free-flow speed on freeway 70.0 mph Volume on freeway 1640 vph __________________________________On Ramp Data_________________________________ Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 170 vph Length of first accel/decel lane 750 ft Length of second accel/decel lane ft _________________________Adjacent Ramp Data (if one exists)____________________ Does adjacent ramp exist? No Volume on adjacent Ramp vph Position of adjacent Ramp Type of adjacent Ramp Distance to adjacent Ramp ft ____________________Conversion to pc/h Under Base Conditions___________________ Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 1640 170 vph Peak-hour factor, PHF 0.94 0.94 Peak 15-min volume, v15 436 45 v Trucks and buses 19 14 % Recreational vehicles 0 0 % Terrain type: Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2

HCS 2010: Freeway Merge and Diverge Segments Release 6.1 Phone: Fax: E-mail: _________________________________Merge Analysis________________________________ Analyst: ARCADIS Agency/Co.: ODOT Date performed: 6/1/2015 Analysis time period: PM DHV Freeway/Dir of Travel: Westbound Junction: Westbound Entrance Jurisdiction: ODOT Analysis Year: 2035 Description: Westbound Entrance Ramp from SR 149 Design Year __________________________________Freeway Data_________________________________ Type of analysis Merge Number of lanes in freeway 2 Free-flow speed on freeway 70.0 mph Volume on freeway 1880 vph __________________________________On Ramp Data_________________________________ Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 220 vph Length of first accel/decel lane 750 ft Length of second accel/decel lane ft _________________________Adjacent Ramp Data (if one exists)____________________ Does adjacent ramp exist? No Volume on adjacent Ramp vph Position of adjacent Ramp Type of adjacent Ramp Distance to adjacent Ramp ft ____________________Conversion to pc/h Under Base Conditions___________________ Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 1880 220 vph Peak-hour factor, PHF 0.94 0.94 Peak 15-min volume, v15 500 59 v Trucks and buses 19 14 % Recreational vehicles 0 0 % Terrain type: Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2

HCS 2010: Freeway Merge and Diverge Segments Release 6.1 Phone: Fax: E-mail: _________________________________Diverge Analysis______________________________ Analyst: ARCADIS Agency/Co.: ODOT Date performed: 6/1/2015 Analysis time period: AM DHV Freeway/Dir of Travel: Westbound Junction: Westbound Exit Ramp Jurisdiction: ODOT Analysis Year: 2035 Description: Westbound Exit Ramp to SR 149 Design Year __________________________________Freeway Data_________________________________ Type of analysis Diverge Number of lanes in freeway 2 Free-flow speed on freeway 70.0 mph Volume on freeway 1930 vph _________________________________Off Ramp Data_________________________________ Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 290 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft _________________________Adjacent Ramp Data (if one exists)____________________ Does adjacent ramp exist? No Volume on adjacent ramp vph Position of adjacent ramp Type of adjacent ramp Distance to adjacent ramp ft ____________________Conversion to pc/h Under Base Conditions___________________ Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 1930 290 vph Peak-hour factor, PHF 0.94 0.94 Peak 15-min volume, v15 513 77 v Trucks and buses 19 16 % Recreational vehicles 0 0 % Terrain type: Level Level Grade 0.00 % 0.00 % % Length 0.00 mi 0.00 mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2

Heavy vehicle adjustment, fHV 0.913 0.926 Driver population factor, fP 1.00 1.00 Flow rate, vp 2248 333 pcph _________________________Estimation of V12 Diverge Areas_______________________ L = (Equation 13-12 or 13-13) EQ P = 1.000 Using Equation 0 FD v = v + (v - v ) P = 2248 pc/h 12 R F R FD _______________________________Capacity Checks_________________________________ Actual Maximum LOS F? v = v 2248 4800 No Fi F v = v - v 1915 4800 No FO F R v 333 2000 No R v or v 0 pc/h (Equation 13-14 or 13-17) 3 av34 Is v or v > 2700 pc/h? No 3 av34 Is v or v > 1.5 v /2 No 3 av34 12 If yes, v = 2248 (Equation 13-15, 13-16, 13-18, or 13-19) 12A ______________________Flow Entering Diverge Influence Area_____________________ Actual Max Desirable Violation? v 2248 4400 No 12 _________________Level of Service Determination (if not F)_____________________ Density, D = 4.252 + 0.0086 v - 0.009 L = 19.1 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence B _____________________________Speed Estimation__________________________________ Intermediate speed variable, D = 0.458 S Space mean speed in ramp influence area, S = 57.2 mph R Space mean speed in outer lanes, S = N/A mph 0 Space mean speed for all vehicles, S = 57.2 mph _______________________________________________________________________________

HCS 2010: Freeway Merge and Diverge Segments Release 6.1 Phone: Fax: E-mail: _________________________________Diverge Analysis______________________________ Analyst: ARCADIS Agency/Co.: ODOT Date performed: 6/1/2015 Analysis time period: PM DHV Freeway/Dir of Travel: Westbound Junction: Westbound Exit Ramp Jurisdiction: ODOT Analysis Year: 2035 Description: Westbound Exit Ramp to SR 149 Design Year __________________________________Freeway Data_________________________________ Type of analysis Diverge Number of lanes in freeway 2 Free-flow speed on freeway 70.0 mph Volume on freeway 2270 vph _________________________________Off Ramp Data_________________________________ Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 410 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft _________________________Adjacent Ramp Data (if one exists)____________________ Does adjacent ramp exist? No Volume on adjacent ramp vph Position of adjacent ramp Type of adjacent ramp Distance to adjacent ramp ft ____________________Conversion to pc/h Under Base Conditions___________________ Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 2270 410 vph Peak-hour factor, PHF 0.94 0.94 Peak 15-min volume, v15 604 109 v Trucks and buses 19 16 % Recreational vehicles 0 0 % Terrain type: Level Level Grade 0.00 % 0.00 % % Length 0.00 mi 0.00 mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2

Heavy vehicle adjustment, fHV 0.913 0.926 Driver population factor, fP 1.00 1.00 Flow rate, vp 2644 471 pcph _________________________Estimation of V12 Diverge Areas_______________________ L = (Equation 13-12 or 13-13) EQ P = 1.000 Using Equation 0 FD v = v + (v - v ) P = 2644 pc/h 12 R F R FD _______________________________Capacity Checks_________________________________ Actual Maximum LOS F? v = v 2644 4800 No Fi F v = v - v 2173 4800 No FO F R v 471 2000 No R v or v 0 pc/h (Equation 13-14 or 13-17) 3 av34 Is v or v > 2700 pc/h? No 3 av34 Is v or v > 1.5 v /2 No 3 av34 12 If yes, v = 2644 (Equation 13-15, 13-16, 13-18, or 13-19) 12A ______________________Flow Entering Diverge Influence Area_____________________ Actual Max Desirable Violation? v 2644 4400 No 12 _________________Level of Service Determination (if not F)_____________________ Density, D = 4.252 + 0.0086 v - 0.009 L = 22.5 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence C _____________________________Speed Estimation__________________________________ Intermediate speed variable, D = 0.470 S Space mean speed in ramp influence area, S = 56.8 mph R Space mean speed in outer lanes, S = N/A mph 0 Space mean speed for all vehicles, S = 56.8 mph _______________________________________________________________________________

Appendix F

Intersection Analysis – No Build

TWO-WAY STOP CONTROL SUMMARYGeneral Information Site Information

Analyst ARCADIS Agency/Co. ODOT Date Performed 4/28/2015 Analysis Time Period AM DHV

Intersection SR 149 and I-70 EB Exit Ramp

Jurisdiction ODOT Analysis Year 2035

Project Description BEL-149-23.79 East/West Street: I-70 EB Exit Ramp North/South Street: SR 149 Intersection Orientation: North-South Study Period (hrs): 0.25

Vehicle Volumes and AdjustmentsMajor Street Northbound Southbound Movement 1 2 3 4 5 6

L T R L T RVolume (veh/h) 320 280 140 310 Peak-Hour Factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Hourly Flow Rate, HFR (veh/h) 0 347 304 152 336 0

Percent Heavy Vehicles 10 -- -- 11 -- --Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12

L T R L T RVolume (veh/h) 50 0 100 Peak-Hour Factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Hourly Flow Rate, HFR (veh/h) 54 0 108 0 0 0

Percent Heavy Vehicles 22 0 22 16 0 16 Percent Grade (%) 0 1 Flared Approach N N Storage 0 0

RT Channelized 0 0 Lanes 0 1 0 0 0 0 Configuration LTR Delay, Queue Length, and Level of ServiceApproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12Lane Configuration LT LTR v (veh/h) 152 162 C (m) (veh/h) 894 334 v/c 0.17 0.49 95% queue length 0.61 2.53 Control Delay (s/veh) 9.8 25.5 LOS A D Approach Delay (s/veh) -- -- 25.5 Approach LOS -- -- D

Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 6/1/2015 3:26 PM

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Analyst ARCADIS Agency/Co. ODOT Date Performed 4/28/2015 Analysis Time Period PM DHV









RT Channelized 0 0 Lanes 0 1 0 0 0 0 Configuration LTR Delay, Queue Length, and Level of ServiceApproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12Lane Configuration LT LTR v (veh/h) 163 140 C (m) (veh/h) 937 253 v/c 0.17 0.55 95% queue length 0.63 3.06 Control Delay (s/veh) 9.6 35.5 LOS A E Approach Delay (s/veh) -- -- 35.5 Approach LOS -- -- E



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Intersection SR 149 and I-70 WB Exit Ramp


Project Description BEL-149-23.79 East/West Street: I-70 WB Exit Ramp North/South Street: SR 149 Intersection Orientation: North-South Study Period (hrs): 0.25



Percent Heavy Vehicles 9 -- -- 0 -- --Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12




Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 6/2/2015 9:16 AM


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Intersection SR 149 and I-70 WB Exit Ramp


Project Description BEL-149-23.79 East/West Street: I-70 WB Exit Ramp North/South Street: SR 149 Intersection Orientation: North-South Study Period (hrs): 0.25



Percent Heavy Vehicles 9 -- -- 0 -- --Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12



RT Channelized 0 0 Lanes 0 0 0 0 1 0 Configuration LTR Delay, Queue Length, and Level of ServiceApproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12Lane Configuration LT LTR v (veh/h) 119 444 C (m) (veh/h) 1001 333 v/c 0.12 1.33 95% queue length 0.40 21.59 Control Delay (s/veh) 9.1 200.9 LOS A F Approach Delay (s/veh) -- -- 200.9 Approach LOS -- -- F

Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 6/2/2015 9:18 AM


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2010 HCS Signalized Intersection Results Summary

General Information Intersection Information

Agency ODOT Duration, h 0.25

Analyst ARCADIS Analysis Date Jun 2, 2015 Area Type Other

Jurisdiction ODOT Time Period AM DHV PHF 0.92

Intersection Bond Drive Analysis Year 2035 Analysis Period 1> 7:00

File Name Bond Drive AM DHV NoBuild.xus

Project Description 2035 AM DHV NoBuild Condition

Demand Information EB WB NB SB

Approach Movement L T R L T R L T R L T R

Demand (v), veh/h 10 10 30 90 10 40 20 170 130 70 200 10

Signal Information

GreenYellowRed

31.0 26.0 0.0 0.0 0.0 0.05.0 4.0 0.0 0.0 0.0 0.02.0 2.0 0.0 0.0 0.0 0.0

1 3 4

5 6 7 8

Cycle, s 70.0 Reference Phase 2

Offset, s 0 Reference Point End

Uncoordinated Yes Simult. Gap E/W On

Force Mode Fixed Simult. Gap N/S On

Timer Results EBL EBT WBL WBT NBL NBT SBL SBT

Assigned Phase 4 4 8 8 2 2 6 6

Case Number 6.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0

Phase Duration, s 32.0 32.0 32.0 32.0 38.0 38.0 38.0 38.0

Change Period, (Y+Rc), s 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0

Max Allow Headway (MAH), s 3.4 3.4 3.4 3.4 3.1 3.1 3.1 3.1

Queue Clearance Time (gs), s 3.9 3.9 6.9 6.9 8.1 8.1 9.3 9.3

Green Extension Time (ge), s 0.4 0.4 0.4 0.4 1.2 1.2 1.2 1.2

Phase Call Probability 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Max Out Probability 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Movement Group Results EB WB NB SB


Assigned Movement 7 4 14 3 8 18 5 2 12 1 6 16

Adjusted Flow Rate (v), veh/h 11 0 43 98 0 54 22 185 141 76 217 11

Adjusted Saturation Flow Rate (s), veh/h/ln 1344 0 1468 1357 0 1628 1115 1827 1579 1194 1827 1548

Queue Service time (gs ), s 0.4 0.0 1.3 3.5 0.0 1.5 0.9 4.4 3.8 3.0 5.3 0.3

Cycle Queue Clearance Time (gc), s 1.9 0.0 1.3 4.9 0.0 1.5 6.1 4.4 3.8 7.3 5.3 0.3

Capacity (c), veh/h 573 545 581 605 513 809 699 557 809 686

Volume-to-Capacity Ratio (X) 0.019 0.000 0.080 0.168 0.000 0.090 0.042 0.228 0.202 0.137 0.269 0.016

Available Capacity (ca), veh/h 573 545 581 605 513 809 699 557 809 686

Back of Queue (Q), veh/ln 0.1 0.4 1.1 0.5 0.2 1.5 1.1 0.7 1.8 0.1

Overflow Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Queue Storage Ratio (RQ) 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.1 0.1 0.0 0.0

Uniform Delay (d1), s/veh 14.9 14.3 15.8 14.3 14.3 12.1 11.9 14.4 12.3 10.9

Incremental Delay (d2), s/veh 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.1 0.1 0.0 0.1 0.0

Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Control Delay (d), s/veh 14.9 14.3 15.9 14.3 14.3 12.1 12.0 14.4 12.4 10.9

Level of Service (LOS) B B B B B B B B B B

Approach Delay, s/veh / LOS 14.4 B 15.3 B 12.2 B 12.8 B

Intersection Delay s/veh / LOS 13.1 B

MultiModal Results EB WB NB SB

Pedestrian LOS Score / LOS 2.4 B 2.4 B 2.3 B 2.3 B

Bicycle LOS Score / LOS 0.6 A 0.7 A 1.1 A 1.0 A

Copyright © 2010 University of Florida, All Rights Reserved HCS 2010™ Version 6.1 Generated: 6/2/2015 10:54:30 AM





Jurisdiction ODOT Time Period PM DHV PHF 0.92


File Name Bond Drive PM DHV NoBuild.xus

Project Description 2035 PM DHV NoBuild Condition



Demand (v), veh/h 20 10 40 30 10 10 50 300 70 50 310 10

Signal Information

GreenYellowRed

31.0 26.0 0.0 0.0 0.0 0.05.0 4.0 0.0 0.0 0.0 0.02.0 2.0 0.0 0.0 0.0 0.0

1 3 4

5 6 7 8







Case Number 6.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0

Phase Duration, s 32.0 32.0 32.0 32.0 38.0 38.0 38.0 38.0














Capacity (c), veh/h 606 541 569 635 420 809 699 441 809 686

















Appendix G

Intersection Analysis - Build











RT Channelized 0 0 Lanes 0 1 0 0 0 0 Configuration LTR Delay, Queue Length, and Level of ServiceApproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12Lane Configuration LT LTR v (veh/h) 152 162 C (m) (veh/h) 894 334 v/c 0.17 0.49 95% queue length 0.61 2.53 Control Delay (s/veh) 9.8 25.5 LOS A D Approach Delay (s/veh) -- -- 25.5 Approach LOS -- -- D



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Intersection Westbound Exit Ramp Analysis Year 2035 Analysis Period 1> 7:00

File Name Exit Ramp AM DHV Build.xus

Project Description AM DHV Build Condition



Demand (v), veh/h 150 140 80 290 300 90

Signal Information

GreenYellowRed

32.0 25.0 0.0 0.0 0.0 0.05.0 4.0 0.0 0.0 0.0 0.02.0 2.0 0.0 0.0 0.0 0.0

1 3 4

5 6 7 8






Assigned Phase 7 8 8 2 2 1 6

Case Number 0.0 9.0 9.0 8.0 8.0 0.0 4.0

Phase Duration, s 0.0 31.0 31.0 39.0 39.0 0.0 39.0

Change Period, (Y+Rc), s 5.0 6.0 6.0 7.0 7.0 5.0 7.0

Max Allow Headway (MAH), s 0.0 3.2 3.2 3.1 3.1 0.0 3.1

Queue Clearance Time (gs), s 27.0 27.0 15.7 15.7 14.3

Green Extension Time (ge), s 0.0 0.0 0.0 1.6 1.6 0.0 1.6

Phase Call Probability 1.00 1.00 1.00 1.00 1.00

Max Out Probability 1.00 1.00 0.00 0.00 0.00




Adjusted Flow Rate (v), veh/h 0 163 0 152 402 0 0 0 0 424

Adjusted Saturation Flow Rate (s), veh/h/ln 0 1601 0 1533 1332 0 0 0 0 1737

Queue Service time (gs ), s 0.0 5.1 25.0 5.0 1.4 0.0 0.0 0.0 0.0 12.3

Cycle Queue Clearance Time (gc), s 0.0 5.1 25.0 5.0 13.7 0.0 0.0 0.0 0.0 12.3

Capacity (c), veh/h 572 0 548 672 0 794

Volume-to-Capacity Ratio (X) 0.000 0.285 0.000 0.278 0.599 0.000 0.000 0.000 0.000 0.534

Available Capacity (ca), veh/h 572 0 548 672 0 794

Back of Queue (Q), veh/ln 1.7 1.6 3.9 4.0

Overflow Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Queue Storage Ratio (RQ) 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0

Uniform Delay (d1), s/veh 16.1 0.0 16.1 13.6 0.0 13.6

Incremental Delay (d2), s/veh 0.0 0.1 0.0 0.1 1.0 0.0 0.0 0.0 0.0 0.4

Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Control Delay (d), s/veh 16.2 0.0 16.2 14.7 0.0 14.0

Level of Service (LOS) B B B B

Approach Delay, s/veh / LOS 0.0 16.2 B 14.7 B 14.0 B



Pedestrian LOS Score / LOS 2.1 B 2.1 B 1.7 A 0.7 A

Bicycle LOS Score / LOS F 1.7 A 1.7 A







Intersection Westbound Exit Ramp Analysis Year 2035 Analysis Period 1> 4:00

File Name Exit Ramp PM DHV Build.xus

Project Description PM DHV Build Condition



Demand (v), veh/h 230 180 110 220 380 110

Signal Information

GreenYellowRed

34.0 23.0 0.0 0.0 0.0 0.05.0 4.0 0.0 0.0 0.0 0.02.0 2.0 0.0 0.0 0.0 0.0

1 3 4

5 6 7 8






Assigned Phase 7 8 8 2 2 1 6

Case Number 0.0 9.0 9.0 8.0 8.0 0.0 4.0

Phase Duration, s 0.0 29.0 29.0 41.0 41.0 0.0 41.0

Change Period, (Y+Rc), s 5.0 6.0 6.0 7.0 7.0 5.0 7.0

Max Allow Headway (MAH), s 0.0 3.2 3.2 3.2 3.2 0.0 3.2

Queue Clearance Time (gs), s 25.0 25.0 24.1 24.1 17.9

Green Extension Time (ge), s 0.0 0.0 0.0 1.6 1.6 0.0 1.9

Phase Call Probability 1.00 1.00 1.00 1.00 1.00

Max Out Probability 1.00 1.00 0.10 0.10 0.01




Adjusted Flow Rate (v), veh/h 0 250 0 196 359 0 0 0 0 533

Adjusted Saturation Flow Rate (s), veh/h/ln 0 1601 0 1533 953 0 0 0 0 1739

Queue Service time (gs ), s 0.0 8.7 23.0 6.9 6.2 0.0 0.0 0.0 0.0 15.9

Cycle Queue Clearance Time (gc), s 0.0 8.7 23.0 6.9 22.1 0.0 0.0 0.0 0.0 15.9

Capacity (c), veh/h 526 0 504 532 0 845

Volume-to-Capacity Ratio (X) 0.000 0.475 0.000 0.388 0.675 0.000 0.000 0.000 0.000 0.630

Available Capacity (ca), veh/h 526 0 504 532 0 845

Back of Queue (Q), veh/ln 3.0 2.3 4.0 5.2

Overflow Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Queue Storage Ratio (RQ) 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0

Uniform Delay (d1), s/veh 18.7 0.0 18.1 14.0 0.0 13.3

Incremental Delay (d2), s/veh 0.0 0.2 0.0 0.2 2.8 0.0 0.0 0.0 0.0 1.2

Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Control Delay (d), s/veh 18.9 0.0 18.3 16.8 0.0 14.5

Level of Service (LOS) B B B B

Approach Delay, s/veh / LOS 0.0 18.6 B 16.8 B 14.5 B



Pedestrian LOS Score / LOS 2.1 B 2.1 B 1.7 A 0.7 A

Bicycle LOS Score / LOS F 1.6 A 1.9 A








File Name Bond Drive AM DHV Build.xus

Project Description 2035 AM DHV Build Condition



Demand (v), veh/h 10 10 30 90 10 40 20 170 130 70 200 10

Signal Information

GreenYellowRed

30.0 27.0 0.0 0.0 0.0 0.05.0 4.0 0.0 0.0 0.0 0.02.0 2.0 0.0 0.0 0.0 0.0

1 3 4

5 6 7 8







Case Number 6.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0

Phase Duration, s 33.0 33.0 33.0 33.0 37.0 37.0 37.0 37.0














Capacity (c), veh/h 593 566 601 628 495 783 677 538 783 664























File Name Bond Drive PM DHV Build.xus

Project Description 2035 PM DHV Build Condition



Demand (v), veh/h 20 10 40 30 10 10 50 300 70 50 310 10

Signal Information

GreenYellowRed

30.0 27.0 0.0 0.0 0.0 0.05.0 4.0 0.0 0.0 0.0 0.02.0 2.0 0.0 0.0 0.0 0.0

1 3 4

5 6 7 8







Case Number 6.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0

Phase Duration, s 33.0 33.0 33.0 33.0 37.0 37.0 37.0 37.0














Capacity (c), veh/h 626 562 589 659 402 783 677 422 783 664

















bel-149-23.79 pid 99042 interchange operations study...bel-149-2379 ios.docx 1 interchange...

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