interchange operations study...oct 30, 2015 · wb ir70, upstream of arlington rd exit b 12.1 e...

Ohio Dept. of Transportation of 4 Revised 10/30/15 District 7 Mary E. Hoy, P.E.

Interchange Operations Study MOT-IR 70-3.34 (Arlington Road Interchange)

Study Area:

Background and Purpose:

With the upcoming project (PID 99623) to replace the bridge deck for the Arlington Road overpass over

IR 70, a Feasibility Study (see attached) was conducted to determine the potential need to widen the

bridge deck to accommodate left turn lanes. This study found that the intersection of Arlington Road

and the IR 70 Eastbound Ramps warranted a southbound left turn lane and a northbound right turn

lane.

In consideration of future development potential, the decision was made to widen the bridge deck to

accommodate the three lanes on PID 99623 and provide left turn lanes for both ramp intersections. The

project will also install a traffic signal at the Eastbound ramps and construct a northbound right turn

lane at the Eastbound ramp intersection.

N

Intersection Analysis

Ramp Analysis

Freeway Analysis


Existing Conditions:

All four ramps at this interchange are single lane ramps. Arlington Road has one lane in each direction.

IR 70 EB Ramps and Arlington Road

There are no turn lanes on any approaches at this intersection.

Intersection is currently controlled by stop signs on exit ramp.

IR 70 WB Ramps and Arlington Road

There are no turn lanes on any approaches at this intersection.

Traffic signal was installed in 2013 on PID 93725.

Proposed Changes:

IR 70 EB Ramps and Arlington Road

Install northbound right turn lane.

Install southbound left turn lane.

Replace stop sign on exit ramp with traffic signal.

IR 70 WB Ramps and Arlington Road

Install northbound left turn lane.

See also attached schematic of lane configurations.

HCS Analysis Points:

Freeway Analysis

EB IR 70, upstream of Arlington Road diverge

EB IR 70, downstream of Arlington Road merge

WB IR 70, upstream of Arlington Road diverge

WB IR 70, downstream of Arlington Road merge

Ramp Analysis

EB IR 70 exit ramp to Arlington Road

EB IR 70 entrance ramp from Arlington Road

WB IR 70 exit ramp to Arlington Road

WB IR 70 entrance ramp from Arlington Road

Intersection Analysis

Arlington Road and Triggs Road/Upper Lewisburg Salem Road

Arlington Road and IR 70 Eastbound Ramps

Arlington Road and IR 70 Westbound Ramps

Arlington Road and Campus Boulevard


HCS Analysis Results:

Freeway Analysis 2038 AM 2038 PM

LOS Density (pc/mi/ln) LOS Density (pc/mi/ln)

EB IR70, upstream of Arlington Rd exit C 22.1 B 16.7

EB IR70, downstream of Arlington Rd entrance C 25.6 B 17.8

WB IR70, upstream of Arlington Rd exit B 12.1 E 43.3

WB IR70, downstream of Arlington Rd entrance B 11.7 E 36.8 Note: Results are the same for both Build and No-Build Conditions due to none of the parameters changing.

Ramp Analysis 2038 AM 2038 PM

LOS Density (pc/mi/ln) LOS Density (pc/mi/ln)

IR70 EB Merge (Entrance Ramp) C 26.7 B 19.6

IR70 EB Diverge (Exit Ramp) C 26.1 C 20.0

IR70 WB Merge (Entrance Ramp) B 12.6 D 33.6

IR70 WB Diverge (Exit Ramp) B 13.8 E 39.9 Note: Results are the same for both Build and No-Build Conditions due to none of the parameters changing.

Intersection Analysis 2038 AM No

Build 2038 AM

Build 2038 PM No

Build 2038 PM

Build

Intersection Approach LOS Delay

(sec/veh) LOS Delay

(sec/veh) LOS Delay

(sec/veh) LOS Delay

(sec/veh) Arlington Rd & Campus Blvd No Build – Unsignalized Build – Unsignalized Note: Stop control on Campus Blvd

NB A 7.9

Same as No Build

A 7.9

Same as No Build

SB A 7.6 A 7.7

EB B 12.4 B 11.6

WB C 16.6 C 22.1

Arlington Rd & I-70 WB Ramps No Build – Signalized Build – Signalized Note: 90 sec. cycle length

NB B 15.7 B 16.3 C 20.4 B 19.6

SB B 16.5 B 16.5 C 22.2 C 20.8

WB B 16.6 B 16.6 C 22.1 B 20.0

Overall Intersection

B 16.3 B 16.5 C 21.8 C 20.2

Arlington Rd & I-70 EB Ramps No Build – Unsignalized Build – Signalized Note: Stop control on Exit Ramp for No Build scenario

NB B 17.0 B 13.4

SB A 9.3 B 15.9 A 8.7 B 18.8

EB C 19.3 B 17.0 E 35.9 B 18.4


B 16.6 B 17.1

Arlington Rd & Triggs Rd/ Upper Lewisburg Salem Rd No Build – Signalized Build – Signalized Note: 90 sec. cycle length

NB B 17.4

Same as No Build

B 18.9

Same as No Build

SB B 15.3 B 18.4

EB B 17.7 B 17.4

WB B 17.1 B 19.3


B 16.8 B 18.5

Notes: For Unsignalized analyses, the major road (NB/SB) Delay and LOS is for the left turn movement only. Except for the Build

analyses for the ramp intersections, all other intersection analyses come from the Feasibility Study.


Turn Lane Analysis:

In the Feasibility Study, it was determined that turn lanes were warranted for the SB left turn and NB

right turn movements at the Eastbound Ramp Intersection. Additionally, due to limited space for the

required left turn lane and plans for future development in the area, the decision was made to add third

lane to bridge with deck replacement project (PID 99623). This will allow ample space for left turn lanes

for both ramp intersections with space available for future extension of the left turn lanes if needed.

The following table summarizes the turn lane length calculations for the turn lanes to be installed on PID

99623. Intersection Arlington Rd & I-70 EB Ramps Arlington Rd & I-70 WB

Movement NB Right SB Left NB Left

Time Period AM PM AM PM AM PM

Design Speed (mph) 40 40 40 40 40 40

Cycle Length (sec) 90 90 90 90 90 90

Cycles/Hour 40 40 40 40 40 40

Peak Turn Volume 390 160 120 150 50 50

Advancing Traffic 560 380 350 710 230 270

Turn Percentage 70% 42% 34% 21% 22% 19%

Turn Demand Volume High High High High High High

Turn Vehicles/Cycle (Calculated) 9.75 4 3 3.75 1.25 1.25

Turn Vehicles/Cycle (Rounded) 10 4 3 4 2 2

Condition C C C C C C

Minimum Turn Lane Length 486 286 261 286 211 211

Proposed Turn Lane Length 300 ft 300 ft 250 ft

As shown in the table above, the proposed turn lane length for the NB right turn at the EB ramp

intersection is less than the calculated minimum turn lane length. This is due to the close intersection

spacing that places geometric limits on the length of that turn lane.

Conclusion:

These analyses show that the operation of the interstate and the ramps will not be degraded by making

the proposed changes. For the currently signalized intersections, the level of service will not be

degraded. For the Arlington Road/IR-70 EB Ramp intersection, it is difficult to compare the build and no

build conditions due to the change in traffic control; however, the Build conditions are expected to

operate at an acceptable level of service and delay for the exit ramp would be reduced.

Schematic

Schematic of Proposed Changes MOT IR-70 and Arlington Road Interchange, PID 99623

WB Ramp Intersection: Addition of Northbound Left Turn Lane

EB Ramp Intersection: Addition of Southbound Left Turn Lane, Northbound Right Turn Lane

N

Certified

Traffic

Ohio Department of Transportation

Central Office • 1980 West Broad Street • Columbus, OH 43223

John R. Kasich, Governor • Jerry Wray, Director

www.Transportation.Ohio.Govwww.Transportation.Ohio.Govwww.Transportation.Ohio.Govwww.Transportation.Ohio.Gov ODOT is an Equal Opportunity Employer and Provider of Services

June 22, 2015

Kristine Connolly

Carpenter Marty Transportation

7007 Discovery Blvd

Dublin, OH 43017

RE: MOT-70-3.34 (PID 97795) Certified Traffic

Ms. Connolly:

In reply to a request received May 27, 2015, attached are the 2018/2038 ADT, A.M. DHV, and P.M.

DHV turning movements for the subject project. Please use the following design designations:

Arlington Rd Campus Blvd

north leg south leg west leg east leg

2018 ADT: 3,960 5,400 1,430 1,440

2038 ADT: 5,690 7,510 2,220 2,330

K: 0.08 0.09 0.12 0.08

2038 DHV: 490 760 350 200

D: 0.57 0.58 0.63 0.75

T24: 0.04 0.04 0.04 0.04

TD: 0.02 0.02 0.02 0.02

8th Highest Hour: 0.06 0.06 0.06 0.06

Arlington Rd IR 70 Westbound Ramps


2018 ADT: 6,600 8,140 1,260 3,720

2038 ADT: 8,670 9,910 1,350 4,610

K: 0.09 0.10 0.10 0.11

2038 DHV: 810 980 140 510

D: 0.54 0.72 1.00 1.00

T24: 0.04 0.04 0.17 0.10

TD: 0.02 0.02 0.08 0.08

8th Highest Hour: 0.06 0.06 0.06 0.05

Arlington Rd IR 70 Eastbound Ramps


2018 ADT: 8,140 10,780 1,360 3,800

2038 ADT: 9,910 11,720 2,000 4,510

K: 0.10 0.09 0.07 0.07

2038 DHV: 980 1,060 160 320

D: 0.72 0.63 1.00 1.00

T24: 0.04 0.04 0.13 0.07

TD: 0.02 0.02 0.09 0.04

8th Highest Hour: 0.06 0.06 0.06 0.05

Arlington Rd Triggs Rd

Upper Lewisburg

Salem Rd


2018 ADT: 10,780 11,340 5,050 3,900

2038 ADT: 11,720 12,280 5,650 4,350

K: 0.09 0.10 0.08 0.10

2038 DHV: 1,060 1,210 430 440

D: 0.63 0.61 0.53 0.52

T24: 0.04 0.04 0.04 0.04

TD: 0.02 0.02 0.02 0.02

8th Highest Hour: 0.06 0.06 0.06 0.06

If you have any questions, please contact me at (614) 466-7826 or at [email protected].

Sincerely,

Andrew Hurst, PE

Modeling & Forecasting

Office of Statewide Planning & Research

Ohio Department of Transportation

c: M. Hoy, District 7 - M. Byram, OMP – File

Freeway

Analyses

BASIC FREEWAY SEGMENTS WORKSHEET

General Information Site Information

Analyst MEH/FS Highway/Direction of Travel IR 70 EB Agency or Company ODOT District 7 From/To upstream of Arlington Road Date Performed 7/31/2015 JurisdictionAnalysis Time Period AM Peak Analysis Year 2038

Project Description MOT 70 & Arlington Road IOS - No Build/Build

Oper.(LOS)�� Des.(N)�� Planning Data ��

Flow Inputs

Volume, V 2580 veh/h Peak-Hour Factor, PHF 0.94

AADT veh/day %Trucks and Buses, PT 22

Peak-Hr Prop. of AADT, K %RVs, PR 0

Peak-Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh/h Grade % Length mi

Up/Down %

Calculate Flow Adjustments

fp 1.00 E

R 1.2

ET 1.5 f

HV = 1/[1+P

T(E

T- 1) + P

R(E

R- 1)] 0.901

Speed Inputs Calc Speed Adj and FFS

Lane Width ft

Rt-Side Lat. Clearance ft

Number of Lanes, N 2

Total Ramp Density, TRD ramps/mi

FFS (measured) 70.0 mph

Base free-flow Speed, BFFS

mph

fLW mph

fLC mph

TRD Adjustment mph

FFS 70.0 mph

LOS and Performance Measures Design (N)

Operational (LOS)

vp

= (V or DDHV) / (PHF x N x fHV

x fp)

1523 pc/h/ln

S 68.8 mph

D = vp / S 22.1 pc/mi/ln

LOS C

Design (N)

Design LOS

vp


x fp)

pc/h/ln

S mph

D = vp / S pc/mi/ln

Required Number of Lanes, N

Glossary Factor Location

N - Number of lanes S - Speed

V - Hourly volume D - Density

vp

- Flow rate FFS - Free-flow speed

LOS - Level of service BFFS - Base free-flow speed

DDHV - Directional design hour volume

ER

- Exhibits 11-10, 11-12 fLW

- Exhibit 11-8

ET

- Exhibits 11-10, 11-11, 11-13 fLC

- Exhibit 11-9

fp

- Page 11-18 TRD - Page 11-11

LOS, S, FFS, vp

- Exhibits 11-2,

11-3

Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 10/29/2015 12:49 PM

Page 1 of 1BASIC FREEWAY WORKSHEET

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Analyst MEH/FS Highway/Direction of Travel IR 70 EB Agency or Company ODOT District 7 From/To upstream of Arlington Road Date Performed 7/31/2015 JurisdictionAnalysis Time Period PM Peak Analysis Year 2038



Flow Inputs





Up/Down %


fp 1.00 E

R 1.2

ET 1.5 f

HV = 1/[1+P

T(E

T- 1) + P

R(E

R- 1)] 0.901


Lane Width ft






mph

fLW mph

fLC mph

TRD Adjustment mph

FFS 70.0 mph


Operational (LOS)

vp


x fp)

1169 pc/h/ln

S 70.0 mph


LOS B

Design (N)

Design LOS

vp


x fp)

pc/h/ln

S mph

D = vp / S pc/mi/ln





vp




ER


- Exhibit 11-8

ET

- Exhibits 11-10, 11-11, 11-13 fLC

- Exhibit 11-9

fp

- Page 11-18 TRD - Page 11-11

LOS, S, FFS, vp

- Exhibits 11-2,

11-3



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Analyst MEH/FS Highway/Direction of Travel IR 70 EB

Agency or Company ODOT District 7 From/Todownstream of entrance ramp

Date Performed 7/31/2015 JurisdictionAnalysis Time Period AM Peak Analysis Year 2038



Flow Inputs




Peak-Hr Direction Prop, D General Terrain: Level

DDHV = AADT x K x D veh/h Grade % Length mi

Up/Down %


fp 1.00 E

R 1.2

ET 1.5 f

HV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.913


Lane Width ft






mph

fLW mph

fLC mph

TRD Adjustment mph

FFS 70.0 mph


Operational (LOS)

vp


x fp)

1712 pc/h/ln

S 67.0 mph


LOS C

Design (N)

Design LOS

vp


x fp)

pc/h/ln

S mph

D = vp / S pc/mi/ln





vp




ER


- Exhibit 11-8

ET

- Exhibits 11-10, 11-11, 11-13 fLC

- Exhibit 11-9

fp

- Page 11-18 TRD - Page 11-11

LOS, S, FFS, vp

- Exhibits 11-2,

11-3



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Analyst MEH/FS Highway/Direction of Travel IR 70 EB


Date Performed 7/31/2015 JurisdictionAnalysis Time Period PM Peak Analysis Year 2038



Flow Inputs






Up/Down %


fp 1.00 E

R 1.2

ET 1.5 f

HV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.913


Lane Width ft






mph

fLW mph

fLC mph

TRD Adjustment mph

FFS 70.0 mph


Operational (LOS)

vp


x fp)

1246 pc/h/ln

S 70.0 mph


LOS B

Design (N)

Design LOS

vp


x fp)

pc/h/ln

S mph

D = vp / S pc/mi/ln





vp




ER


- Exhibit 11-8

ET

- Exhibits 11-10, 11-11, 11-13 fLC

- Exhibit 11-9

fp

- Page 11-18 TRD - Page 11-11

LOS, S, FFS, vp

- Exhibits 11-2,

11-3



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Analyst MEH/FS Highway/Direction of Travel IR 70 WB Agency or Company ODOT District 7 From/To upstream of exit ramp Date Performed 7/31/2015 JurisdictionAnalysis Time Period AM Peak Analysis Year 2038



Flow Inputs





Up/Down %


fp 1.00 E

R 1.2

ET 1.5 f

HV = 1/[1+P

T(E

T- 1) + P

R(E

R- 1)] 0.913


Lane Width ft






mph

fLW mph

fLC mph

TRD Adjustment mph

FFS 70.0 mph


Operational (LOS)

vp


x fp)

845 pc/h/ln

S 70.0 mph


LOS B

Design (N)

Design LOS

vp


x fp)

pc/h/ln

S mph

D = vp / S pc/mi/ln





vp




ER


- Exhibit 11-8

ET

- Exhibits 11-10, 11-11, 11-13 fLC

- Exhibit 11-9

fp

- Page 11-18 TRD - Page 11-11

LOS, S, FFS, vp

- Exhibits 11-2,

11-3



10/29/2015file:///C:/Users/mhoy/AppData/Local/Temp/f2kF736.tmp



Analyst MEH/FS Highway/Direction of Travel IR 70 WB Agency or Company ODOT District 7 From/To upstream of exit ramp Date Performed 7/31/2015 JurisdictionAnalysis Time Period PM Peak Analysis Year 2038



Flow Inputs





Up/Down %


fp 1.00 E

R 1.2

ET 1.5 f

HV = 1/[1+P

T(E

T- 1) + P

R(E

R- 1)] 0.913


Lane Width ft






mph

fLW mph

fLC mph

TRD Adjustment mph

FFS 70.0 mph


Operational (LOS)

vp


x fp)

2359 pc/h/ln

S 54.4 mph


LOS E

Design (N)

Design LOS

vp


x fp)

pc/h/ln

S mph

D = vp / S pc/mi/ln





vp




ER


- Exhibit 11-8

ET

- Exhibits 11-10, 11-11, 11-13 fLC

- Exhibit 11-9

fp

- Page 11-18 TRD - Page 11-11

LOS, S, FFS, vp

- Exhibits 11-2,

11-3



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Analyst MEH/FS Highway/Direction of Travel IR 70 WB


Date Performed 7/31/2015 JurisdictionAnalysis Time Period AM Peak Analysis Year 2038



Flow Inputs






Up/Down %


fp 1.00 E

R 1.2

ET 1.5 f

HV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.901


Lane Width ft






mph

fLW mph

fLC mph

TRD Adjustment mph

FFS 70.0 mph


Operational (LOS)

vp


x fp)

821 pc/h/ln

S 70.0 mph


LOS B

Design (N)

Design LOS

vp


x fp)

pc/h/ln

S mph

D = vp / S pc/mi/ln





vp




ER


- Exhibit 11-8

ET

- Exhibits 11-10, 11-11, 11-13 fLC

- Exhibit 11-9

fp

- Page 11-18 TRD - Page 11-11

LOS, S, FFS, vp

- Exhibits 11-2,

11-3



10/29/2015file:///C:/Users/mhoy/AppData/Local/Temp/f2k14A5.tmp



Analyst MEH/FS Highway/Direction of Travel IR 70 WB


Date Performed 7/31/2015 JurisdictionAnalysis Time Period PM Peak Analysis Year 2038



Flow Inputs






Up/Down %


fp 1.00 E

R 1.2

ET 1.5 f

HV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.901


Lane Width ft






mph

fLW mph

fLC mph

TRD Adjustment mph

FFS 70.0 mph


Operational (LOS)

vp


x fp)

2173 pc/h/ln

S 59.0 mph


LOS E

Design (N)

Design LOS

vp


x fp)

pc/h/ln

S mph

D = vp / S pc/mi/ln





vp




ER


- Exhibit 11-8

ET

- Exhibits 11-10, 11-11, 11-13 fLC

- Exhibit 11-9

fp

- Page 11-18 TRD - Page 11-11

LOS, S, FFS, vp

- Exhibits 11-2,

11-3



10/29/2015file:///C:/Users/mhoy/AppData/Local/Temp/f2k5D6.tmp

Ramp

Analyses

RAMPS AND RAMP JUNCTIONS WORKSHEET


Analyst MEH/FS Freeway/Dir of Travel IR 70 EB

Agency or Company ODOT District 7 Junction Arlington Road Entrance

Date Performed 7/31/2015 Jurisdiction

Analysis Time Period AM Peak Analysis Year 2038


Inputs

Upstream Adj Ramp

Yes�� On��

No�� Off��

Lup

= 2700 ft

Vu = 160 veh/h

Freeway Number of Lanes, N 2

Ramp Number of Lanes, N 1

Acceleration Lane Length, LA 785

Deceleration Lane Length LD

Freeway Volume, VF 2420

Ramp Volume, VR 520

Freeway Free-Flow Speed, SFF 70.0

Ramp Free-Flow Speed, SFR 55.0

Downstream Adj Ramp

Yes�� On��

No�� Off��

Ldown

= ft

VD = veh/h

Conversion to pc/h Under Base Conditions

(pc/h)V

(Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp

Freeway 2420 0.94 Level 19 0 0.913 1.00 2819

Ramp 520 0.94 Level 4 0 0.980 1.00 564

UpStream 160 0.94 Level 9 0 0.957 1.00 178

DownStream

Merge Areas Diverge Areas

Estimation of v12 Estimation of v12

V12

= VF ( P

FM )

LEQ

= (Equation 13-6 or 13-7)

PFM

= 1.000 using Equation (Exhibit 13-6)

V12 = 2819 pc/h

V3 or Vav34 0 pc/h (Equation 13-14 or 13-17)

Is V3 or V

av34 > 2,700 pc/h? Yes No��

Is V3 or V

av34 > 1.5 * V

12/2 Yes No��

If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19)

V12 = VR + (VF - VR)PFD

LEQ = (Equation 13-12 or 13-13)

PFD = using Equation (Exhibit 13-7)

V12 = pc/h

V3 or V

av34 pc/h (Equation 13-14 or 13-17)

Is V3 or V

av34 > 2,700 pc/h? Yes No��

Is V3 or V

av34 > 1.5 * V

12/2 Yes No��

If Yes,V12a

= pc/h (Equation 13-16, 13-18, or 13-19)

Capacity Checks Capacity Checks

Actual Capacity LOS F? Actual Capacity LOS F?

VFO 3383 Exhibit 13-8 No

VF Exhibit 13-8

VFO = VF - VR Exhibit 13-8

VRExhibit 13-

10

Flow Entering Merge Influence Area Flow Entering Diverge Influence AreaActual Max Desirable Violation? Actual Max Desirable Violation?

VR12 3383 Exhibit 13-8 4600:All No V12 Exhibit 13-8

Level of Service Determination (if not F) Level of Service Determination (if not F)

DR

= 5.475 + 0.00734 v R

+ 0.0078 V12

- 0.00627 LA

DR

= 26.7 (pc/mi/ln)

LOS = C (Exhibit 13-2)

DR = 4.252 + 0.0086 V12 - 0.009 LD

DR = (pc/mi/ln)

LOS = (Exhibit 13-2)

Speed Determination Speed Determination

MS = 0.350 (Exibit 13-11)

SR

= 60.2 mph (Exhibit 13-11)

S0= N/A mph (Exhibit 13-11)

S = 60.2 mph (Exhibit 13-13)

Ds = (Exhibit 13-12)

SR= mph (Exhibit 13-12)

S0= mph (Exhibit 13-12)

S = mph (Exhibit 13-13)

Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 10/29/2015 1:00 PM

Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET

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Agency or Company ODOT District 7 Junction Arlington Road Entrance


Analysis Time Period PM Peak Analysis Year 2038

Project Description MOT 70 & Arlington Road IOS - Build/No Build

Inputs

Upstream Adj Ramp

Yes�� On��

No�� Off��

Lup

= 2700 ft

Vu = 160 veh/h






Ramp Volume, VR 320



Downstream Adj Ramp

Yes�� On��

No�� Off��

Ldown

= ft

VD = veh/h


(pc/h)V


Freeway 1820 0.94 Level 19 0 0.913 1.00 2120

Ramp 320 0.94 Level 4 0 0.980 1.00 347

UpStream 160 0.94 Level 9 0 0.957 1.00 178

DownStream



V12

= VF ( P

FM )

LEQ


PFM


V12 = 2120 pc/h


Is V3 or V

av34 > 2,700 pc/h? Yes No��

Is V3 or V

av34 > 1.5 * V

12/2 Yes No��





V12 = pc/h

V3 or V


Is V3 or V

av34 > 2,700 pc/h? Yes No��

Is V3 or V

av34 > 1.5 * V

12/2 Yes No��

If Yes,V12a

= pc/h (Equation 13-16, 13-18, or 13-19)




VF Exhibit 13-8


VRExhibit 13-

10




DR

= 5.475 + 0.00734 v R

+ 0.0078 V12

- 0.00627 LA

DR

= 19.6 (pc/mi/ln)

LOS = B (Exhibit 13-2)

DR = 4.252 + 0.0086 V12 - 0.009 LD

DR = (pc/mi/ln)



MS = 0.281 (Exibit 13-11)

SR

= 62.1 mph (Exhibit 13-11)


S = 62.1 mph (Exhibit 13-13)







10/29/2015file:///C:/Users/mhoy/AppData/Local/Temp/r2kFAB4.tmp




Agency or Company ODOT 7 Junction Exit to Arlington Road




Inputs

Upstream Adj Ramp

Yes�� On��

No�� Off��

Lup = ft

Vu = veh/h



Acceleration Lane Length, LA

Deceleration Lane Length LD 480


Ramp Volume, VR 160



Downstream Adj Ramp

Yes�� On��

No�� Off��

Ldown

= 2700 ft

VD = 520 veh/h


(pc/h)V


Freeway 2580 0.94 Level 22 0 0.901 1.00 3047

Ramp 160 0.94 Level 9 0 0.957 1.00 178

UpStream

DownStream 520 0.94 Level 4 0 0.980 1.00 564



V12

= VF ( P

FM )


PFM

= using Equation (Exhibit 13-6)

V12 = pc/h

V3 or V


Is V3 or Vav34 > 2,700 pc/h? Yes No��

Is V3 or V

av34 > 1.5 * V

12/2 Yes No��

If Yes,V12a

= pc/h (Equation 13-16, 13-18, or 13-19)


LEQ

= (Equation 13-12 or 13-13)

PFD = 1.000 using Equation (Exhibit 13-7)

V12

= 3047 pc/h


Is V3 or V

av34 > 2,700 pc/h? Yes No��

Is V3 or V

av34 > 1.5 * V

12/2 Yes No��

If Yes,V12a

= pc/h (Equation 13-16, 13-18, or 13-19)



VFO Exhibit 13-8

VF 3047 Exhibit 13-8 4800 No

VFO

= VF

- VR 2869 Exhibit 13-8 4800 No

VR 178 Exhibit 13-10 2200 No


VR12 Exhibit 13-8 V12 3047 Exhibit 13-8 4400:All No


DR = 5.475 + 0.00734 v

R + 0.0078 V

12- 0.00627 L

A

DR = (pc/mi/ln)


DR

= 4.252 + 0.0086 V12

- 0.009 LD

DR = 26.1 (pc/mi/ln)



MS = (Exibit 13-11)

SR

= mph (Exhibit 13-11)



Ds = 0.184 (Exhibit 13-12)

SR= 64.8 mph (Exhibit 13-12)


S = 64.8 mph (Exhibit 13-13)



10/29/2015file:///C:/Users/mhoy/AppData/Local/Temp/r2k4EEF.tmp




Agency or Company ODOT 7 Junction Exit to Arlington Road




Inputs

Upstream Adj Ramp

Yes�� On��

No�� Off��

Lup = ft

Vu = veh/h






Ramp Volume, VR 160



Downstream Adj Ramp

Yes�� On��

No�� Off��

Ldown

= 2700 ft

VD = 320 veh/h


(pc/h)V


Freeway 1980 0.94 Level 22 0 0.901 1.00 2338

Ramp 160 0.94 Level 9 0 0.957 1.00 178

UpStream




V12

= VF ( P

FM )


PFM


V12 = pc/h

V3 or V



Is V3 or V

av34 > 1.5 * V

12/2 Yes No��

If Yes,V12a

= pc/h (Equation 13-16, 13-18, or 13-19)


LEQ

= (Equation 13-12 or 13-13)


V12

= 2338 pc/h


Is V3 or V

av34 > 2,700 pc/h? Yes No��

Is V3 or V

av34 > 1.5 * V

12/2 Yes No��

If Yes,V12a

= pc/h (Equation 13-16, 13-18, or 13-19)



VFO Exhibit 13-8

VF 2338 Exhibit 13-8 4800 No

VFO

= VF

- VR 2160 Exhibit 13-8 4800 No

VR 178 Exhibit 13-10 2200 No




DR = 5.475 + 0.00734 v

R + 0.0078 V

12- 0.00627 L

A

DR = (pc/mi/ln)


DR

= 4.252 + 0.0086 V12

- 0.009 LD




MS = (Exibit 13-11)

SR




Ds = 0.184 (Exhibit 13-12)



S = 64.8 mph (Exhibit 13-13)



10/29/2015file:///C:/Users/mhoy/AppData/Local/Temp/r2k72A.tmp



Analyst MEH/FS Freeway/Dir of Travel IR 70 WB

Agency or Company ODOT District 7 Junction Arlington Road Entrance Ramp




Inputs

Upstream Adj Ramp

Yes�� On��

No�� Off��

Lup

= 2500 ft

Vu = 180 veh/h






Ramp Volume, VR 120



Downstream Adj Ramp

Yes�� On��

No�� Off��

Ldown

= ft

VD = veh/h


(pc/h)V


Freeway 1270 0.94 Level 22 0 0.901 1.00 1500

Ramp 120 0.94 Level 8 0 0.962 1.00 133

UpStream 180 0.94 Level 8 0 0.962 1.00 199

DownStream



V12

= VF ( P

FM )

LEQ


PFM


V12 = 1500 pc/h


Is V3 or V

av34 > 2,700 pc/h? Yes No��

Is V3 or V

av34 > 1.5 * V

12/2 Yes No��





V12 = pc/h

V3 or V


Is V3 or V

av34 > 2,700 pc/h? Yes No��

Is V3 or V

av34 > 1.5 * V

12/2 Yes No��

If Yes,V12a

= pc/h (Equation 13-16, 13-18, or 13-19)




VF Exhibit 13-8


VRExhibit 13-

10




DR

= 5.475 + 0.00734 v R

+ 0.0078 V12

- 0.00627 LA

DR

= 12.6 (pc/mi/ln)


DR = 4.252 + 0.0086 V12 - 0.009 LD

DR = (pc/mi/ln)



MS = 0.243 (Exibit 13-11)

SR

= 63.2 mph (Exhibit 13-11)


S = 63.2 mph (Exhibit 13-13)







10/29/2015file:///C:/Users/mhoy/AppData/Local/Temp/r2k47B5.tmp




Agency or Company ODOT District 7 Junction Arlington Road Entrance Ramp




Inputs

Upstream Adj Ramp

Yes�� On��

No�� Off��

Lup

= 2500 ft

Vu = 510 veh/h






Ramp Volume, VR 140



Downstream Adj Ramp

Yes�� On��

No�� Off��

Ldown

= ft

VD = veh/h


(pc/h)V


Freeway 3540 0.94 Level 22 0 0.901 1.00 4180

Ramp 140 0.94 Level 8 0 0.962 1.00 155

UpStream 510 0.94 Level 8 0 0.962 1.00 564

DownStream



V12

= VF ( P

FM )

LEQ


PFM


V12 = 4180 pc/h


Is V3 or V

av34 > 2,700 pc/h? Yes No��

Is V3 or V

av34 > 1.5 * V

12/2 Yes No��





V12 = pc/h

V3 or V


Is V3 or V

av34 > 2,700 pc/h? Yes No��

Is V3 or V

av34 > 1.5 * V

12/2 Yes No��

If Yes,V12a

= pc/h (Equation 13-16, 13-18, or 13-19)




VF Exhibit 13-8


VRExhibit 13-

10




DR

= 5.475 + 0.00734 v R

+ 0.0078 V12

- 0.00627 LA

DR

= 33.6 (pc/mi/ln)

LOS = D (Exhibit 13-2)

DR = 4.252 + 0.0086 V12 - 0.009 LD

DR = (pc/mi/ln)



MS = 0.521 (Exibit 13-11)

SR

= 55.4 mph (Exhibit 13-11)


S = 55.4 mph (Exhibit 13-13)







10/29/2015file:///C:/Users/mhoy/AppData/Local/Temp/r2k9105.tmp




Agency or Company ODOT District 7 Junction Arlington Road Exit Ramp




Inputs

Upstream Adj Ramp

Yes�� On��

No�� Off��

Lup = ft

Vu = veh/h






Ramp Volume, VR 180



Downstream Adj Ramp

Yes�� On��

No�� Off��

Ldown

= 2500 ft

VD = 120 veh/h


(pc/h)V


Freeway 1450 0.94 Level 19 0 0.913 1.00 1689

Ramp 180 0.94 Level 8 0 0.962 1.00 199

UpStream




V12

= VF ( P

FM )


PFM


V12 = pc/h

V3 or V



Is V3 or V

av34 > 1.5 * V

12/2 Yes No��

If Yes,V12a

= pc/h (Equation 13-16, 13-18, or 13-19)


LEQ

= (Equation 13-12 or 13-13)


V12

= 1689 pc/h


Is V3 or V

av34 > 2,700 pc/h? Yes No��

Is V3 or V

av34 > 1.5 * V

12/2 Yes No��

If Yes,V12a

= pc/h (Equation 13-16, 13-18, or 13-19)



VFO Exhibit 13-8

VF 1689 Exhibit 13-8 4800 No

VFO

= VF

- VR 1490 Exhibit 13-8 4800 No

VR 199 Exhibit 13-10 2200 No




DR = 5.475 + 0.00734 v

R + 0.0078 V

12- 0.00627 L

A

DR = (pc/mi/ln)


DR

= 4.252 + 0.0086 V12

- 0.009 LD




MS = (Exibit 13-11)

SR




Ds = 0.186 (Exhibit 13-12)



S = 64.8 mph (Exhibit 13-13)



10/29/2015file:///C:/Users/mhoy/AppData/Local/Temp/r2k67D6.tmp




Agency or Company ODOT District 7 Junction Arlington Road Exit Ramp




Inputs

Upstream Adj Ramp

Yes�� On��

No�� Off��

Lup = ft

Vu = veh/h






Ramp Volume, VR 510



Downstream Adj Ramp

Yes�� On��

No�� Off��

Ldown

= 2500 ft

VD = 140 veh/h


(pc/h)V


Freeway 4050 0.94 Level 19 0 0.913 1.00 4718

Ramp 510 0.94 Level 8 0 0.962 1.00 564

UpStream




V12

= VF ( P

FM )


PFM


V12 = pc/h

V3 or V



Is V3 or V

av34 > 1.5 * V

12/2 Yes No��

If Yes,V12a

= pc/h (Equation 13-16, 13-18, or 13-19)


LEQ

= (Equation 13-12 or 13-13)


V12

= 4718 pc/h


Is V3 or V

av34 > 2,700 pc/h? Yes No��

Is V3 or V

av34 > 1.5 * V

12/2 Yes No��

If Yes,V12a

= pc/h (Equation 13-16, 13-18, or 13-19)



VFO Exhibit 13-8

VF 4718 Exhibit 13-8 4800 No

VFO

= VF

- VR 4154 Exhibit 13-8 4800 No

VR 564 Exhibit 13-10 2200 No


VR12 Exhibit 13-8 V12 4718 Exhibit 13-8 4400:All Yes


DR = 5.475 + 0.00734 v

R + 0.0078 V

12- 0.00627 L

A

DR = (pc/mi/ln)


DR

= 4.252 + 0.0086 V12

- 0.009 LD


LOS = E (Exhibit 13-2)


MS = (Exibit 13-11)

SR




Ds = 0.219 (Exhibit 13-12)



S = 63.9 mph (Exhibit 13-13)



10/29/2015file:///C:/Users/mhoy/AppData/Local/Temp/r2k53FB.tmp

Intersection

Analyses

TWO-WAY STOP CONTROL SUMMARYGeneral Information Site Information Analyst NRB Agency/Co. CMTransportation Date Performed 1/5/2015 Analysis Time Period AM Peak

Intersection Arlington and Campus Jurisdiction ODOT Analysis Year 2038

Project Description MOT-70-3.34 East/West Street: Campus Blvd. North/South Street: Arlington Road 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) 110 150 10 30 180 10 Peak-Hour Factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Hourly Flow Rate, HFR (veh/h) 119 163 10 32 195 10

Percent Heavy Vehicles 2 -- -- 2 -- --Median Type Undivided RT Channelized 0 0 Lanes 0 1 1 0 1 0 Configuration LT R LTR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12


Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 1 1 1 1 1 0 Configuration L T R L TR Delay, Queue Length, and Level of ServiceApproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12Lane Configuration LT LTR L TR L T R v (veh/h) 119 32 76 64 10 10 32 C (m) (veh/h) 1366 1404 309 572 291 331 841 v/c 0.09 0.02 0.25 0.11 0.03 0.03 0.04 95% queue length 0.29 0.07 0.95 0.38 0.11 0.09 0.12 Control Delay (s/veh) 7.9 7.6 20.4 12.1 17.8 16.2 9.4 LOS A A C B C C A Approach Delay (s/veh) -- -- 16.6 12.4 Approach LOS -- -- C B

Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 1/15/2015 10:52 AM

Page 1 of 1Two-Way Stop Control

1/15/2015file:///C:/Users/cmt025/AppData/Local/Temp/u2k9B88.tmp

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TWO-WAY STOP CONTROL SUMMARYGeneral Information Site Information Analyst NRB Agency/Co. CMTransportation Date Performed 1/5/2015 Analysis Time Period PM Peak

Intersection Arlington and Campus Jurisdiction ODOT Analysis Year 2038

Project Description MOT-70-3.34 East/West Street: Campus Blvd. North/South Street: Arlington Road Intersection Orientation: North-South Study Period (hrs): 0.25



Percent Heavy Vehicles 2 -- -- 2 -- --Median Type Undivided RT Channelized 0 0 Lanes 0 1 1 0 1 0 Configuration LT R LTR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12


Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 1 1 1 1 1 0 Configuration L T R L TR Delay, Queue Length, and Level of ServiceApproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12Lane Configuration LT LTR L TR L T R v (veh/h) 119 21 76 86 10 21 206 C (m) (veh/h) 1366 1341 195 696 267 318 841 v/c 0.09 0.02 0.39 0.12 0.04 0.07 0.24 95% queue length 0.29 0.05 1.72 0.42 0.12 0.21 0.96 Control Delay (s/veh) 7.9 7.7 34.8 10.9 19.0 17.1 10.7 LOS A A D B C C B Approach Delay (s/veh) -- -- 22.1 11.6 Approach LOS -- -- C B



1/15/2015file:///C:/Users/cmt025/AppData/Local/Temp/u2k7F9F.tmp

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HCS 2010 Signalized Intersection Results Summary

General Information Intersection InformationAgency CMTransportation Duration, h 0.25Analyst NRB Analysis Date Dec 31, 2014 Area Type OtherJurisdiction ODOT Time Period AM Peak PHF 0.92Intersection Arlington and IR 70 WB Analysis Year 2038 Analysis Period 1> 7:00File Name 2 - 12312014 - 2038 AM - Arlington and IR 70 WB.xusProject Description MOT - 70 - 3.34

Demand Information EB WB NB SBApproach Movement L T R L T R L T R L T RDemand (v), veh/h 90 10 80 50 170 260 50

Signal Information

GreenYellowRed

41.0 39.0 0.0 0.0 0.0 0.04.0 4.0 0.0 0.0 0.0 0.01.0 1.0 0.0 0.0 0.0 0.0

1 3 4

5 6 7 8

Cycle, s 90.0 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 8 2 6Case Number 12.0 8.0 8.0Phase Duration, s 44.0 46.0 46.0Change Period, (Y+Rc), s 5.0 5.0 5.0Max Allow Headway (MAH), s 3.1 3.1 3.1Queue Clearance Time (gs), s 9.1 14.5 13.2Green Extension Time (ge), s 0.3 1.1 1.1Phase Call Probability 1.00 1.00 1.00Max Out Probability 0.00 0.00 0.00

Movement Group Results EB WB NB SBApproach Movement L T R L T R L T R L T RAssigned Movement 3 8 18 5 2 6 16Adjusted Flow Rate (v), veh/h 196 239 337Adjusted Saturation Flow Rate (s), veh/h/ln 1592 1454 1810Queue Service Time (gs), s 7.1 1.3 11.2Cycle Queue Clearance Time (gc), s 7.1 12.5 11.2Green Ratio (g/C) 0.43 0.46 0.46Capacity (c), veh/h 690 712 825Volume-to-Capacity Ratio (X) 0.284 0.336 0.409Available Capacity (ca), veh/h 690 712 825Back of Queue (Q), veh/ln (50th percentile) 2.4 2.9 4.4Queue Storage Ratio (RQ) (50th percentile) 0.00 0.00 0.00Uniform Delay (d1), s/veh 16.5 15.6 16.4Incremental Delay (d2), s/veh 0.1 0.1 0.1Initial Queue Delay (d3), s/veh 0.0 0.0 0.0Control Delay (d), s/veh 16.6 15.7 16.5Level of Service (LOS) B B BApproach Delay, s/veh / LOS 0.0 16.6 B 15.7 B 16.5 BIntersection Delay, s/veh / LOS 16.3 B

Multimodal Results EB WB NB SBPedestrian LOS Score / LOS 2.1 B 2.1 B 1.4 A 1.9 ABicycle LOS Score / LOS 0.8 A 0.9 A 1.0 A

Copyright © 2015 University of Florida, All Rights Reserved. HCS 2010™ Streets Version 6.60 Generated: 1/15/2015 10:56:43 AMPage D10 of 23

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General Information Intersection Information

Agency ODOT District 7 Duration, h 0.25

Analyst MEH/FS Analysis Date Jul 7, 2015 Area Type Other

Jurisdiction Time Period AM Peak PHF 0.92

Intersection WB IR 70 & Arlington Road Analysis Year 2038 Analysis Period 1> 7:00

File Name 2038 AM IR 70 WB ramp & Arlington Proposed Changes.xus

Project Description

Demand Information EB WB NB SB

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

Demand (v), veh/h 90 10 80 50 170 260 50

Signal Information

GreenYellowRed

41.0 39.0 0.0 0.0 0.0 0.04.0 4.0 0.0 0.0 0.0 0.01.0 1.0 0.0 0.0 0.0 0.0

1 3 4

5 6 7 8

Cycle, s 90.0 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 8 2 6

Case Number 12.0 6.0 8.0

Phase Duration, s 44.0 46.0 46.0

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

Max Allow Headway (MAH), s 3.2 3.1 3.1

Queue Clearance Time (gs), s 9.1 16.5 13.2

Green Extension Time (ge), s 0.4 1.1 1.1

Phase Call Probability 1.00 1.00 1.00

Max Out Probability 0.00 0.00 0.00

Movement Group Results EB WB NB SB


Assigned Movement 3 8 18 5 2 6 16

Adjusted Flow Rate (v), veh/h 196 54 185 337

Adjusted Saturation Flow Rate (s), veh/h/ln 1592 1039 1863 1810

Queue Service Time (gs), s 7.1 3.3 5.4 11.2

Cycle Queue Clearance Time (gc), s 7.1 14.5 5.4 11.2

Green Ratio (g/C) 0.43 0.46 0.46 0.46

Capacity (c), veh/h 690 424 849 825

Volume-to-Capacity Ratio (X) 0.284 0.128 0.218 0.409

Available Capacity (ca), veh/h 690 424 849 825

Back of Queue (Q), veh/ln (50th percentile) 2.5 0.8 2.2 4.4

Queue Storage Ratio (RQ) (50th percentile) 0.00 0.04 0.00 0.00

Uniform Delay (d1), s/veh 16.5 21.2 14.8 16.4

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

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

Control Delay (d), s/veh 16.6 21.3 14.9 16.5

Level of Service (LOS) B C B B

Approach Delay, s/veh / LOS 0.0 16.6 B 16.3 B 16.5 B

Intersection Delay, s/veh / LOS 16.5 B

Multimodal Results EB WB NB SB

Pedestrian LOS Score / LOS 2.3 B 2.1 B 1.4 A 1.9 A

Bicycle LOS Score / LOS 0.8 A 0.9 A 1.0 A

Copyright © 2015 University of Florida, All Rights Reserved. HCS 2010™ Streets Version 6.65 Generated: 9/30/2015 9:22:40 AM

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General Information Intersection InformationAgency CMTransportation Duration, h 0.25Analyst NRB Analysis Date Dec 31, 2014 Area Type OtherJurisdiction ODOT Time Period PM Peak PHF 0.92Intersection Arlington and IR 70 WB Analysis Year 2038 Analysis Period 1> 7:00File Name 2 - 12312014 - 2038 PM - Arlington and IR 70 WB.xusProject Description MOT - 70 - 3.34

Demand Information EB WB NB SBApproach Movement L T R L T R L T R L T RDemand (v), veh/h 350 10 150 50 220 360 80

Signal Information

GreenYellowRed

37.5 42.5 0.0 0.0 0.0 0.04.0 4.0 0.0 0.0 0.0 0.01.0 1.0 0.0 0.0 0.0 0.0

1 3 4

5 6 7 8


Timer Results EBL EBT WBL WBT NBL NBT SBL SBTAssigned Phase 8 2 6Case Number 12.0 8.0 8.0Phase Duration, s 47.5 42.5 42.5Change Period, (Y+Rc), s 5.0 5.0 5.0Max Allow Headway (MAH), s 3.1 3.2 3.2Queue Clearance Time (gs), s 26.8 24.8 20.9Green Extension Time (ge), s 1.1 1.4 1.5Phase Call Probability 1.00 1.00 1.00Max Out Probability 0.00 0.02 0.00

Movement Group Results EB WB NB SBApproach Movement L T R L T R L T R L T RAssigned Movement 3 8 18 5 2 6 16Adjusted Flow Rate (v), veh/h 554 293 478Adjusted Saturation Flow Rate (s), veh/h/ln 1618 1200 1804Queue Service Time (gs), s 24.8 3.9 18.9Cycle Queue Clearance Time (gc), s 24.8 22.8 18.9Green Ratio (g/C) 0.47 0.42 0.42Capacity (c), veh/h 764 548 752Volume-to-Capacity Ratio (X) 0.726 0.536 0.636Available Capacity (ca), veh/h 764 548 752Back of Queue (Q), veh/ln (50th percentile) 8.8 4.1 7.8Queue Storage Ratio (RQ) (50th percentile) 0.00 0.00 0.00Uniform Delay (d1), s/veh 19.1 19.8 20.8Incremental Delay (d2), s/veh 3.0 0.6 1.4Initial Queue Delay (d3), s/veh 0.0 0.0 0.0Control Delay (d), s/veh 22.1 20.4 22.2Level of Service (LOS) C C CApproach Delay, s/veh / LOS 0.0 22.1 C 20.4 C 22.2 CIntersection Delay, s/veh / LOS 21.8 C

Multimodal Results EB WB NB SBPedestrian LOS Score / LOS 2.1 B 2.1 B 1.4 A 1.9 ABicycle LOS Score / LOS 1.4 A 1.0 A 1.3 A


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Jurisdiction Time Period PM Peak PHF 0.92

Intersection IR 70 WB & Arlington Road Analysis Year 2038 Analysis Period 1> 7:00

File Name 2038 PM IR 70 WB ramp & Arlington Proposed Changes.xus

Project Description



Demand (v), veh/h 350 10 150 50 220 360 80

Signal Information

GreenYellowRed

38.0 42.0 0.0 0.0 0.0 0.04.0 4.0 0.0 0.0 0.0 0.01.0 1.0 0.0 0.0 0.0 0.0

1 3 4

5 6 7 8


















Adjusted Flow Rate (v), veh/h 554 54 239 478

Adjusted Saturation Flow Rate (s), veh/h/ln 1618 913 1863 1804

Queue Service Time (gs), s 25.0 4.5 7.7 18.8

Cycle Queue Clearance Time (gc), s 25.0 23.2 7.7 18.8

Green Ratio (g/C) 0.47 0.42 0.42 0.42

Capacity (c), veh/h 755 275 787 762

Volume-to-Capacity Ratio (X) 0.734 0.198 0.304 0.628

Available Capacity (ca), veh/h 1618 802 1863 1804

Back of Queue (Q), veh/ln (50th percentile) 8.7 1.0 3.1 7.5

Queue Storage Ratio (RQ) (50th percentile) 0.00 0.00 0.00 0.00

Uniform Delay (d1), s/veh 19.5 29.6 17.2 20.4

Incremental Delay (d2), s/veh 0.5 0.1 0.1 0.3

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

Control Delay (d), s/veh 20.0 29.7 17.3 20.8

Level of Service (LOS) B C B C

Approach Delay, s/veh / LOS 0.0 20.0 B 19.6 B 20.8 C

Intersection Delay, s/veh / LOS 20.2 C





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TWO-WAY STOP CONTROL SUMMARYGeneral Information Site Information Analyst NRB Agency/Co. CMTransportation Date Performed 1/5/2015 Analysis Time Period AM Peak

Intersection Arlington and IR 70 EB Jurisdiction ODOT Analysis Year 2038

Project Description MOT-70-3.34 East/West Street: IR 70 EB North/South Street: Arlington Road Intersection Orientation: North-South Study Period (hrs): 0.25


L T R L T RVolume (veh/h) 170 390 120 230 Peak-Hour Factor, PHF 1.00 0.92 0.92 0.92 0.92 1.00 Hourly Flow Rate, HFR (veh/h) 0 184 423 130 249 0

Percent Heavy Vehicles 0 -- -- 2 -- --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 10 100 Peak-Hour Factor, PHF 0.92 0.92 0.92 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h) 54 10 108 0 0 0

Percent Heavy Vehicles 9 9 9 0 0 0 Percent Grade (%) 0 0 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) 130 172 C (m) (veh/h) 971 422 v/c 0.13 0.41 95% queue length 0.46 1.94 Control Delay (s/veh) 9.3 19.3 LOS A C Approach Delay (s/veh) -- -- 19.3 Approach LOS -- -- C



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Jurisdiction Time Period AM Peak PHF 0.92

Intersection IR 70 EB Ramp & Arlington RoadAnalysis Year 2038 Build Analysis Period 1> 7:00

File Name 2038 AM IR 70 EB ramp & Arlington Proposed Changes.xus

Project Description



Demand (v), veh/h 50 10 100 170 390 120 230

Signal Information

GreenYellowRed

42.0 38.0 0.0 0.0 0.0 0.04.0 4.0 0.0 0.0 0.0 0.01.0 1.0 0.0 0.0 0.0 0.0

1 3 4

5 6 7 8


















Adjusted Flow Rate (v), veh/h 174 185 424 130 250

Adjusted Saturation Flow Rate (s), veh/h/ln 1545 1863 1579 1194 1863

Queue Service Time (gs), s 6.6 5.3 17.6 6.5 7.4

Cycle Queue Clearance Time (gc), s 6.6 5.3 17.6 11.8 7.4

Green Ratio (g/C) 0.42 0.47 0.47 0.47 0.47

Capacity (c), veh/h 652 869 737 567 869

Volume-to-Capacity Ratio (X) 0.267 0.213 0.575 0.230 0.288

Available Capacity (ca), veh/h 652 869 737 567 869

Back of Queue (Q), veh/ln (50th percentile) 2.2 2.1 6.1 1.7 3.0

Queue Storage Ratio (RQ) (50th percentile) 0.00 0.00 0.51 0.09 0.00

Uniform Delay (d1), s/veh 16.9 14.2 17.5 17.7 14.8

Incremental Delay (d2), s/veh 0.1 0.0 0.7 0.1 0.1

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

Control Delay (d), s/veh 17.0 14.3 18.2 17.8 14.9

Level of Service (LOS) B B B B B

Approach Delay, s/veh / LOS 17.0 B 0.0 17.0 B 15.9 B






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TWO-WAY STOP CONTROL SUMMARYGeneral Information Site Information Analyst NRB Agency/Co. CMTransportation Date Performed 1/5/2015 Analysis Time Period PM Peak

Intersection Arlington and IR 70 EB Jurisdiction ODOT Analysis Year 2038

Project Description MOT-70-3.34 East/West Street: IR 70 EB North/South Street: Arlington Road Intersection Orientation: North-South Study Period (hrs): 0.25


L T R L T RVolume (veh/h) 220 160 150 560 Peak-Hour Factor, PHF 1.00 0.92 0.92 0.92 0.92 1.00 Hourly Flow Rate, HFR (veh/h) 0 239 173 163 608 0

Percent Heavy Vehicles 0 -- -- 2 -- --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) 40 10 110 Peak-Hour Factor, PHF 0.92 0.92 0.92 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h) 43 10 119 0 0 0

Percent Heavy Vehicles 9 9 9 0 0 0 Percent Grade (%) 0 0 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) 163 172 C (m) (veh/h) 1147 282 v/c 0.14 0.61 95% queue length 0.49 3.70 Control Delay (s/veh) 8.7 35.9 LOS A E Approach Delay (s/veh) -- -- 35.9 Approach LOS -- -- E



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Jurisdiction Time Period PM Peak PHF 0.92

Intersection IR 70 EB Ramp & Arlington RoadAnalysis Year 2038 Analysis Period 1> 7:00

File Name 2038 PM IR 70 EB ramp & Arlington Proposed Changes.xus

Project Description



Demand (v), veh/h 40 10 110 220 160 150 560

Signal Information

GreenYellowRed

44.0 36.0 0.0 0.0 0.0 0.04.0 4.0 0.0 0.0 0.0 0.01.0 1.0 0.0 0.0 0.0 0.0

1 3 4

5 6 7 8


















Adjusted Flow Rate (v), veh/h 174 239 174 163 609

Adjusted Saturation Flow Rate (s), veh/h/ln 1534 1863 1579 1136 1863

Queue Service Time (gs), s 6.9 6.8 5.7 8.8 22.3

Cycle Queue Clearance Time (gc), s 6.9 6.8 5.7 15.6 22.3

Green Ratio (g/C) 0.40 0.49 0.49 0.49 0.49

Capacity (c), veh/h 614 911 772 550 911

Volume-to-Capacity Ratio (X) 0.283 0.263 0.225 0.296 0.668

Available Capacity (ca), veh/h 614 911 772 550 911

Back of Queue (Q), veh/ln (50th percentile) 2.3 2.7 1.9 2.2 9.1

Queue Storage Ratio (RQ) (50th percentile) 0.00 0.00 0.16 0.11 0.00

Uniform Delay (d1), s/veh 18.3 13.5 13.2 18.1 17.5

Incremental Delay (d2), s/veh 0.1 0.1 0.1 0.1 1.5

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

Control Delay (d), s/veh 18.4 13.5 13.3 18.2 19.0

Level of Service (LOS) B B B B B

Approach Delay, s/veh / LOS 18.4 B 0.0 13.4 B 18.8 B






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General Information Intersection InformationAgency CMTransportation Duration, h 0.25Analyst NRB Analysis Date Dec 31, 2014 Area Type OtherJurisdiction ODOT Time Period AM Peak PHF 0.92Intersection Arlington and Triggs/U. Lew Analysis Year 2038 Analysis Period 1> 7:00File Name 4 - 12312014 - 2038 AM - Arlington and Triggs_Upper Lewisburg-Salem.xusProject Description MOT - 70 - 3.34

Demand Information EB WB NB SBApproach Movement L T R L T R L T R L T RDemand (v), veh/h 120 30 60 60 30 40 90 400 30 40 230 80

Signal Information

GreenYellowRed

42.5 37.5 0.0 0.0 0.0 0.04.0 4.0 0.0 0.0 0.0 0.01.0 1.0 0.0 0.0 0.0 0.0

1 3 4

5 6 7 8


Timer Results EBL EBT WBL WBT NBL NBT SBL SBTAssigned Phase 4 8 2 6Case Number 6.0 6.0 6.0 5.0Phase Duration, s 42.5 42.5 47.5 47.5Change Period, (Y+Rc), s 5.0 5.0 5.0 5.0Max Allow Headway (MAH), s 3.3 3.3 3.2 3.2Queue Clearance Time (gs), s 10.5 8.2 18.2 21.3Green Extension Time (ge), s 0.7 0.7 2.0 2.0Phase Call Probability 1.00 1.00 1.00 1.00Max Out Probability 0.00 0.00 0.00 0.00

Movement Group Results EB WB NB SBApproach Movement L T R L T R L T R L T RAssigned Movement 7 4 14 3 8 18 5 2 12 1 6 16Adjusted Flow Rate (v), veh/h 130 98 65 76 98 467 43 250 87Adjusted Saturation Flow Rate (s), veh/h/ln 1318 1663 1292 1689 1125 1840 922 1863 1579Queue Service Time (gs), s 6.0 3.3 3.0 2.5 5.2 16.2 3.2 7.4 2.8Cycle Queue Clearance Time (gc), s 8.5 3.3 6.2 2.5 12.6 16.2 19.3 7.4 2.8Green Ratio (g/C) 0.42 0.42 0.42 0.42 0.47 0.47 0.47 0.47 0.47Capacity (c), veh/h 593 693 571 704 519 869 350 880 745Volume-to-Capacity Ratio (X) 0.220 0.141 0.114 0.108 0.188 0.538 0.124 0.284 0.117Available Capacity (ca), veh/h 593 693 571 704 519 869 350 880 745Back of Queue (Q), veh/ln (50th percentile) 1.8 1.2 0.9 0.9 1.3 6.4 0.7 2.9 0.9Queue Storage Ratio (RQ) (50th percentile) 0.45 0.00 0.29 0.00 0.19 0.00 0.17 0.00 0.11Uniform Delay (d1), s/veh 18.6 16.3 18.2 16.0 18.3 16.8 23.6 14.5 13.3Incremental Delay (d2), s/veh 0.1 0.0 0.0 0.0 0.1 0.4 0.1 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 0.0Control Delay (d), s/veh 18.7 16.3 18.2 16.1 18.4 17.2 23.7 14.5 13.3Level of Service (LOS) B B B B B B C B BApproach Delay, s/veh / LOS 17.7 B 17.1 B 17.4 B 15.3 BIntersection Delay, s/veh / LOS 16.8 B

Multimodal Results EB WB NB SBPedestrian LOS Score / LOS 2.3 B 2.4 B 2.3 B 2.3 BBicycle LOS Score / LOS 0.9 A 0.7 A 1.4 A 1.1 A


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Analyst MEH Analysis Date 9/30/2015 Area Type Other

Jurisdiction ODOT Time Period PM Peak PHF 0.92

Intersection Arlington and Triggs/U. Lewisburg Salem RdAnalysis Year 2038 Analysis Period 1> 7:00

File Name 2038 PM Arlington & Triggs Build No Build.xus

Project Description MOT-70-3.34



Demand (v), veh/h 70 30 100 140 30 60 80 260 130 50 500 120

Signal Information

GreenYellowRed

42.5 37.5 0.0 0.0 0.0 0.04.0 4.0 0.0 0.0 0.0 0.01.0 1.0 0.0 0.0 0.0 0.0

1 3 4

5 6 7 8






Assigned Phase 4 8 2 6

Case Number 6.0 6.0 6.0 5.0

Phase Duration, s 42.5 42.5 47.5 47.5

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

Max Allow Headway (MAH), s 3.4 3.4 3.3 3.3

Queue Clearance Time (gs), s 8.9 15.3 29.9 22.1

Green Extension Time (ge), s 1.0 1.0 2.6 2.9

Phase Call Probability 1.00 1.00 1.00 1.00

Max Out Probability 0.00 0.00 0.10 0.02



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

Adjusted Flow Rate (v), veh/h 76 141 152 98 87 424 54 543 130

Adjusted Saturation Flow Rate (s), veh/h/ln 1267 1605 1218 1631 843 1724 941 1827 1548

Queue Service Time (gs), s 3.6 5.1 8.2 3.3 7.8 15.5 3.9 20.1 4.4

Cycle Queue Clearance Time (gc), s 6.9 5.1 13.3 3.3 27.9 15.5 19.4 20.1 4.4

Green Ratio (g/C) 0.42 0.42 0.42 0.42 0.47 0.47 0.47 0.47 0.47

Capacity (c), veh/h 561 669 519 680 290 814 362 863 731

Volume-to-Capacity Ratio (X) 0.136 0.211 0.293 0.144 0.300 0.521 0.150 0.630 0.178

Available Capacity (ca), veh/h 561 669 519 680 290 814 362 863 731

Back of Queue (Q), veh/ln (50th percentile) 1.0 1.8 2.3 1.2 1.5 5.7 0.8 8.1 1.4

Queue Storage Ratio (RQ) (50th percentile) 0.33 0.00 0.73 0.00 0.50 0.00 0.27 0.00 0.18

Uniform Delay (d1), s/veh 18.4 16.8 21.0 16.3 28.3 16.6 23.4 17.8 13.7

Incremental Delay (d2), s/veh 0.0 0.1 0.1 0.0 0.2 0.3 0.1 1.1 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

Control Delay (d), s/veh 18.5 16.8 21.2 16.3 28.5 16.9 23.5 19.0 13.7

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

Approach Delay, s/veh / LOS 17.4 B 19.3 B 18.9 B 18.4 B



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

Bicycle LOS Score / LOS 0.8 A 0.9 A 1.3 A 1.7 A


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interchange operations study...oct 30, 2015 · wb ir70, upstream of arlington rd exit b 12.1 e...

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