i-275 & sr4 interchange operations study · i-275 & sr4 interchange operations study . 3 wb...

I-275 & SR4 INTERCHANGE OPERATIONS STUDY

1

Project Summary Location SR-4 and I-275 Interchange

Springdale, Ohio

Hamilton County

PID

Study Sponsor ODOT, District 8

Proposed Work This Interchange Operations Study examines the impact of the addition of a lane to the ramp from southbound SR-4 to I-275. Design plan sheets showing the proposed recommendation are included in Appendix E.


2

Study Area

HCS Analysis Points:

Freeway Analysis:

WB I-275 East of SR-4 Exit Ramp

WB I-275 East of NB SR-4 Merge

WB I-275 West of NB SR-4 Merge

WB I-275 West of SB SR-4 Merge

EB I-275 West of SB SR-4 Merge

EB I-275 East of SB SR-4 Merge

Ramp Analysis:

WB I-275 Diverge to SR-4

WB I-275 Merge from NB SR-4


3

WB I-275 Merge from SB SR-4

EB I-275 Merge from SB SR-4

EB I-275 Merge from NB SR-4

Intersection Analysis:

EB I-275 Ramps with SR-4

WB I-275 Ramps with SR-4

SR-4 & Crescentville/Ray Norrish

Problem Description The SR-4 corridor is a principal arterial serving various residential and commercial areas within Butler County including the communities of Fairfield, Hamilton, and Fairfield Township. As part of that commuter corridor, the SR-4 & I-275 interchange serves as the primary access to this area. Continued increase in commercial and residential development along Crescentville Road and SR-4 north of I-275 has greatly increased traffic along SR-4 to and from north of I-275. This increase in traffic demand has caused the existing single lane ramp to be over capacity increasing congestion and causing excessive traffic queues due to lane utilization at SR-4 and Crescentville. The addition of a second lane to the exit ramp would allow for a thru/right lane on SB SR-4, provide a separate lane for EB and WB I-275 traffic, and therefore allow for better lane utilization on SR-4 at Crescentville, reducing congestion and queues. Design plan sheets for the proposed recommendations have been included in Appendix E.

Traffic Analysis Posted Speed Limits (of Roadways within the Study Area):

Mainline, I-275 – 65 mph

Crossroad, SR-4 – 40 mph Adjacent Intersection, Crescentville - 45 mph, Ray Norrish – 25 mph

The intersection analysis at SR-4 and Crescentville took into account the existing lane utilization

for southbound SR-4. Currently the majority of thru/right traffic utilizes the curb lane at

Crescentville as this is the only lane which accesses I-275. Under the build conditions the lane

utilization was re-adjusted to account for the access to the I-275 EB ramp from the center thru

lane. Additionally, the analysis at SR-4 and Crescentville resulted in v/c ratios of greater than

1.0 for some movements contributing to the I-275 ramp traffic. As such, constraint analysis was

performed. The reduced traffic volumes were spread through all affected movements within

the system proportionally.


4

Freeway Analysis Results:

I-275 WB Mainline

2037 AM No-Build Geometry

2037 AM Build Geometry

2037 PM No-Build Geometry

2037 PM Build Geometry

LOS Density

(pc/mi/ln) LOS Density



(pc/mi/ln)

WB I-275 E of SR-4 Diverge

C 21.4 C 21.4 C 23.8 C 23.8

WB-275 W of SR-4 Diverge

C 18.2 C 18.2 C 20.9 C 20.9

WB I-275 W of NB SR-4 Merge

C 18.6 C 18.6 C 22.2 C 22.2

WB I-275 W of SB SR-4 Merge

C 20.5 C 20.5 D 27.1 D 27.1

I-275 EB Mainline





LOS Density




(pc/mi/ln)

EB I-275 W of SB SR-4 Merge

C 19.5 C 19.5 C 24.7 C 24.7

EB I-275 E of SB SR-4 Merge

C 24.9 C 25.0 D 29.8 D 30.0

The proposed geometric modifications do not degrade the operations on the freeway mainline when comparing the no build and build conditions. Ramp Analysis Results:

I-275 WB Ramps





LOS Density




(pc/mi/ln)

NB SR-4 Merge B 12.5 B 12.5 B 16.0 B 16.0

SB SR-4 Merge B 13.5 B 13.6 B 19.7 B 19.8

I-275 EB Ramps





LOS Density




(pc/mi/ln)

NB SR-4 Merge B 15.2 B 15.2 B 16.0 B 16.1

The westbound I-275 to SR-4 ramp is not analyzed as a diverge section. The existing configuration of the interchange from westbound I-275 ramp to SR- 4 includes an exit only lane,


5

creating a lane drop from mainline I-275. Based on this configuration there is no diverge and the existing ramp functions as a ramp roadway. The only analysis of a lane drop is the ramp roadway capacity check. Based upon the HCM exhibit 13-10, a single lane ramp roadway with a design speed of 30-40 mph has a capacity of 2000 pc/h. A review of the 2037 No Build/Build volumes indicates that the ramp does exceed the 2000 pc/h recommended capacity limit for a single lane ramp during both the AM and PM peak analysis periods which suggests congested conditions on the ramp during these periods. The westbound ramp is signalized for the left turn to southbound SR-4 and this movement was analyzed as part of the signalized intersection. The right turn from westbound to northbound is a continuous right turn, becoming an add-lane on SR-4. This movement therefore operates as a ramp roadway. The volume for this movement does not exceed 2000 pc/h for any peak indicating the new geometry will not negatively impact the operation of this ramp. The existing northbound SR-4 to eastbound I-275 entrance ramp is not analyzed as a signalized movement with the I-275 eastbound exit ramp. This is because the entrance ramp is a continuous, free-flow movement at this point. Based on this configuration the existing ramp functions as a ramp roadway. The only analysis of a lane drop is the ramp roadway capacity check. Based upon the HCM exhibit 13-10, a single lane ramp roadway with a design speed of 30-40 mph has a capacity of 2000 pc/h. A review of the 2037 No Build/Build volumes indicates that the entrance ramp does not exceed the 2000 pc/h recommended capacity limit for a single lane ramp during the and peak analysis period indicating this ramp will function adequately during all peak periods. The existing northbound SR-4 to westbound I-275 entrance ramp is not analyzed as a signalized movement with the I-275 westbound exit ramp. This is because the entrance ramp is a continuous, free-flow movement at this point. Based on this configuration the existing ramp functions as a ramp roadway. The only analysis of a lane drop is the ramp roadway capacity check. Based upon the HCM exhibit 13-10, a single lane ramp roadway with a design speed of 30-40 mph has a capacity of 2000 pc/h. A review of the 2037 No Build/Build volumes indicates that the entrance ramp does not exceed the 2000 pc/h recommended capacity limit for a single lane ramp during the and peak analysis period indicating this ramp will function adequately during all peak periods. The existing southbound SR-4 to I-275 entrance ramp is a single lane ramp which is a continuous thru movement at the intersection of SR-4 with the I-275 WB off ramp and therefore was not analyzed with the intersection analysis. The only analysis for the continuous movement at the intersection is the ramp roadway capacity check. A review of the 2037 No Build/Build volumes indicates the ramp demand does not exceed the 2000 pc/h recommended capacity provided in HCM exhibit 13-10. The proposed project is to widen the existing single lane ramp to add a lane. This would provide a separate lane for westbound I-275 and eastbound I-275 entrance traffic. The proposed geometry increases the capacity of the ramp to 4,000 pc/h total, or 2,000 pc/h per lane according to exhibit 13-10 of the HCM. Neither the combined ramp volume nor the volume separated by direction exceed these recommended


6

capacity limits indicating the proposed geometry will operate adequately under existing and future traffic conditions. The proposed geometric modifications do not degrade the operations on the ramp facilities when comparing the no build and build conditions. Intersection Analysis Results:

SR-4 Signalized Intersections





LOS Delay

(sec/veh) LOS Delay

(sec/veh) LOS Delay

(sec/veh) LOS Delay

(sec/veh)

SR 4 & Crescentville SR 4 & Crescentville

NB Approach D 50.2 E 62.3 F 110.2 F 100.0

SB Approach E 67.3 E 68.7 E 65.7 D 36.3

EB Approach F 82.9 E 74.8 F 98.3 F 98.3

WB Approach E 76.5 E 75.1 F 98.0 E 72.6

Overall Intersection

E 58.7 E 65.6 F 93.3 E 74.9

SR 4 & WB I-275 Ramp SR 4 & WB I-275 Ramp

NB Approach C 30.0 C 30.0 C 32.7 C 32.7

SB Approach C 20.5 C 20.6 C 22.0 C 22.2

EB Approach - - - - - -

WB Approach C 28.8 C 28.8 C 31.8 C 31.8


C 27.0 C 27.0 C 29.3 C 29.3

SR 4 & EB I-275 Ramp SR 4 & EB I-275 Ramp

NB Approach C 21.5 C 21.5 C 26.6 C 26.6

SB Approach C 26.7 C 26.9 C 26.1 C 26.4

EB Approach C 28.1 C 28.1 C 26.2 C 26.2

WB Approach - - - - - -


C 26.1 C 26.2 C 26.3 C 26.5

The results of the intersection analysis indicate the proposed modifications do not degrade intersection LOS at any of the study intersections.


7

No-Build SB SR 4 & I-275 Entrance Ramp


8

Build SB SR 4 & I-275 Entrance Ramp


9

Conclusion: The IOS verifies that the level of service is not degraded between the design year no-build condition and the design year build condition. The study meets the requirements of the Ohio Department of Transportation. Attachments Appendix A – HCS Results – Freeway Section Appendix B – HCS Results – Ramp Analysis Appendix C – HCS Results – Intersection Analysis Appendix D – Certified Traffic Appendix E – Design Plan Sheets

Appendix A

BASIC FREEWAY SEGMENTS WORKSHEET

General Information Site Information

Analyst SGB Highway/Direction of Travel I-275 EB Agency or Company TEC Engineering, Inc. From/To E of SB SR-4 Merge Date Performed 12/1/2015 Jurisdiction ODOT D08 Analysis Time Period AM No-Build Constraint Analysis Year 2037

Project Description I-275 & SR-4 IOS

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

Flow Inputs

Volume, V 6150 veh/h Peak-Hour Factor, PHF 0.94

AADT veh/day %Trucks and Buses, PT 5

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 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.976

Speed Inputs Calc Speed Adj and FFS

Lane Width ft

Rt-Side Lat. Clearance ft

Number of Lanes, N 4

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)1677 pc/h/ln

S 67.4 mph

D = vp / S 24.9 pc/mi/ln

LOS C

Design (N)

Design LOS

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

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 - -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: 12/17/2015 9:26 AM

Page 1 of 1BASIC FREEWAY WORKSHEET

12/17/2015file:///C:/Users/sbusam.TECENG/AppData/Local/Temp/f2kAE0B.tmp



Analyst SGB Highway/Direction of Travel I-275 EB Agency or Company TEC Engineering, Inc. From/To E of SB SR-4 Merge Date Performed 12/1/2015 Jurisdiction ODOT D08 Analysis Time Period AM Build Constraint Analysis Year 2037



Flow Inputs






Up/Down %


fp 1.00 E

R 1.2

ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.976


Lane Width ft






mph

fLW mph

fLC mph

TRD Adjustment mph

FFS 70.0 mph


Operational (LOS)

vp


x fp)1682 pc/h/ln

S 67.3 mph


LOS C

Design (N)

Design LOS


x fp)pc/h/ln

S mph

D = vp / S pc/mi/ln










fp - Page 11-18 TRD - Page 11-11

LOS, S, FFS, vp

- Exhibits 11-2,

11-3



12/17/2015file:///C:/Users/sbusam.TECENG/AppData/Local/Temp/f2kF0E4.tmp



Analyst SGB Highway/Direction of Travel I-275 EB Agency or Company TEC Engineering, Inc. From/To W of SB SR-4 Merge Date Performed 12/1/2015 Jurisdiction ODOT D08 Analysis Time Period AM No-Build Analysis Year 2037



Flow Inputs






Up/Down %


fp 1.00 E

R 1.2

ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.976


Lane Width ft






mph

fLW mph

fLC mph

TRD Adjustment mph

FFS 70.0 mph


Operational (LOS)

vp


x fp)1358 pc/h/ln

S 69.7 mph


LOS C

Design (N)

Design LOS


x fp)pc/h/ln

S mph

D = vp / S pc/mi/ln











LOS, S, FFS, vp

- Exhibits 11-2,

11-3



12/17/2015file:///C:/Users/sbusam.TECENG/AppData/Local/Temp/f2k9B56.tmp



Analyst SGB Highway/Direction of Travel I-275 EB Agency or Company TEC Engineering, Inc. From/To W of SB SR-4 Merge Date Performed 12/1/2015 Jurisdiction ODOT D08 Analysis Time Period AM Build Analysis Year 2037



Flow Inputs






Up/Down %


fp 1.00 E

R 1.2

ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.976


Lane Width ft






mph

fLW mph

fLC mph

TRD Adjustment mph

FFS 70.0 mph


Operational (LOS)

vp


x fp)1358 pc/h/ln

S 69.7 mph


LOS C

Design (N)

Design LOS


x fp)pc/h/ln

S mph

D = vp / S pc/mi/ln











LOS, S, FFS, vp

- Exhibits 11-2,

11-3






Analyst SGB Highway/Direction of Travel I-275 EB Agency or Company TEC Engineering, Inc. From/To E of SB SR-4 Merge Date Performed 12/1/2015 Jurisdiction ODOT D08 Analysis Time Period PM No-Build Constraint Analysis Year 2037



Flow Inputs






Up/Down %


fp 1.00 E

R 1.2

ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.976


Lane Width ft






mph

fLW mph

fLC mph

TRD Adjustment mph

FFS 70.0 mph


Operational (LOS)

vp


x fp)1912 pc/h/ln

S 64.1 mph


LOS D

Design (N)

Design LOS


x fp)pc/h/ln

S mph

D = vp / S pc/mi/ln











LOS, S, FFS, vp

- Exhibits 11-2,

11-3






Analyst SGB Highway/Direction of Travel I-275 EB Agency or Company TEC Engineering, Inc. From/To E of SB SR-4 Merge Date Performed 12/1/2015 Jurisdiction ODOT D08 Analysis Time Period PM Build Analysis Year 2037



Flow Inputs






Up/Down %


fp 1.00 E

R 1.2

ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.976


Lane Width ft






mph

fLW mph

fLC mph

TRD Adjustment mph

FFS 70.0 mph


Operational (LOS)

vp


x fp)1919 pc/h/ln

S 64.0 mph


LOS D

Design (N)

Design LOS


x fp)pc/h/ln

S mph

D = vp / S pc/mi/ln











LOS, S, FFS, vp

- Exhibits 11-2,

11-3



12/17/2015file:///C:/Users/sbusam.TECENG/AppData/Local/Temp/f2k3812.tmp



Analyst SGB Highway/Direction of Travel I-275 EB Agency or Company TEC Engineering, Inc. From/To W of SB SR-4 Merge Date Performed 12/1/2015 Jurisdiction ODOT D08 Analysis Time Period PM No-Build Analysis Year 2037



Flow Inputs






Up/Down %


fp 1.00 E

R 1.2

ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.976


Lane Width ft






mph

fLW mph

fLC mph

TRD Adjustment mph

FFS 70.0 mph


Operational (LOS)

vp


x fp)1668 pc/h/ln

S 67.5 mph


LOS C

Design (N)

Design LOS


x fp)pc/h/ln

S mph

D = vp / S pc/mi/ln











LOS, S, FFS, vp

- Exhibits 11-2,

11-3



12/17/2015file:///C:/Users/sbusam.TECENG/AppData/Local/Temp/f2kFC0C.tmp



Analyst SGB Highway/Direction of Travel I-275 EB Agency or Company TEC Engineering, Inc. From/To W of SB SR-4 Merge Date Performed 12/1/2015 Jurisdiction ODOT D08 Analysis Time Period PM Build Analysis Year 2037



Flow Inputs






Up/Down %


fp 1.00 E

R 1.2

ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.976


Lane Width ft






mph

fLW mph

fLC mph

TRD Adjustment mph

FFS 70.0 mph


Operational (LOS)

vp


x fp)1668 pc/h/ln

S 67.5 mph


LOS C

Design (N)

Design LOS


x fp)pc/h/ln

S mph

D = vp / S pc/mi/ln











LOS, S, FFS, vp

- Exhibits 11-2,

11-3



12/17/2015file:///C:/Users/sbusam.TECENG/AppData/Local/Temp/f2kC4C7.tmp



Analyst SGB Highway/Direction of Travel I-275 WB Agency or Company TEC Engineering, Inc. From/To East of SR-4 Diverge Date Performed 12/1/2015 Jurisdiction ODOT D08 Analysis Time Period AM No-Build Analysis Year 2037

Project Description I-275 & SR 4 IOS


Flow Inputs






Up/Down %


fp 1.00 E

R 1.2

ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.976


Lane Width ft






mph

fLW mph

fLC mph

TRD Adjustment mph

FFS 70.0 mph


Operational (LOS)

vp


x fp)1479 pc/h/ln

S 69.1 mph


LOS C

Design (N)

Design LOS


x fp)pc/h/ln

S mph

D = vp / S pc/mi/ln











LOS, S, FFS, vp

- Exhibits 11-2,

11-3



12/17/2015file:///C:/Users/sbusam.TECENG/AppData/Local/Temp/f2k7D2C.tmp



Analyst SGB Highway/Direction of Travel I-275 WB Agency or Company TEC Engineering, Inc. From/To East of SR-4 Diverge Date Performed 12/1/2015 Jurisdiction ODOT D08 Analysis Time Period AM Build Analysis Year 2037



Flow Inputs






Up/Down %


fp 1.00 E

R 1.2

ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.976


Lane Width ft






mph

fLW mph

fLC mph

TRD Adjustment mph

FFS 70.0 mph


Operational (LOS)

vp


x fp)1479 pc/h/ln

S 69.1 mph


LOS C

Design (N)

Design LOS


x fp)pc/h/ln

S mph

D = vp / S pc/mi/ln











LOS, S, FFS, vp

- Exhibits 11-2,

11-3



12/17/2015file:///C:/Users/sbusam.TECENG/AppData/Local/Temp/f2k7D2C.tmp



Analyst SGB Highway/Direction of Travel I-275 WB Agency or Company TEC Engineering, Inc. From/To W of SR 4 Diverge Date Performed 12/1/2015 Jurisdiction ODOT D08 Analysis Time Period AM No-Build Analysis Year 2037



Flow Inputs






Up/Down %


fp 1.00 E

R 1.2

ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.976


Lane Width ft






mph

fLW mph

fLC mph

TRD Adjustment mph

FFS 70.0 mph


Operational (LOS)

vp


x fp)1270 pc/h/ln

S 69.9 mph


LOS C

Design (N)

Design LOS


x fp)pc/h/ln

S mph

D = vp / S pc/mi/ln











LOS, S, FFS, vp

- Exhibits 11-2,

11-3



12/17/2015file:///C:/Users/sbusam.TECENG/AppData/Local/Temp/f2kA1AC.tmp



Analyst SGB Highway/Direction of Travel I-275 WB Agency or Company TEC Engineering, Inc. From/To W of SR 4 Diverge Date Performed 12/1/2015 Jurisdiction ODOT D08 Analysis Time Period AM Build Analysis Year 2037



Flow Inputs






Up/Down %


fp 1.00 E

R 1.2

ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.976


Lane Width ft






mph

fLW mph

fLC mph

TRD Adjustment mph

FFS 70.0 mph


Operational (LOS)

vp


x fp)1270 pc/h/ln

S 69.9 mph


LOS C

Design (N)

Design LOS


x fp)pc/h/ln

S mph

D = vp / S pc/mi/ln











LOS, S, FFS, vp

- Exhibits 11-2,

11-3



12/17/2015file:///C:/Users/sbusam.TECENG/AppData/Local/Temp/f2kA1AC.tmp



Analyst SGB Highway/Direction of Travel I-275 WB Agency or Company TEC Engineering, Inc. From/To W of NB SR-4 Merge Date Performed 12/1/2015 Jurisdiction ODOT D08 Analysis Time Period AM No-Build Analysis Year 2037



Flow Inputs






Up/Down %


fp 1.00 E

R 1.2

ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.976


Lane Width ft






mph

fLW mph

fLC mph

TRD Adjustment mph

FFS 70.0 mph


Operational (LOS)

vp


x fp)1303 pc/h/ln

S 69.9 mph


LOS C

Design (N)

Design LOS


x fp)pc/h/ln

S mph

D = vp / S pc/mi/ln











LOS, S, FFS, vp

- Exhibits 11-2,

11-3



12/17/2015file:///C:/Users/sbusam.TECENG/AppData/Local/Temp/f2kF576.tmp



Analyst SGB Highway/Direction of Travel I-275 WB Agency or Company TEC Engineering, Inc. From/To W of NB SR-4 Merge Date Performed 12/1/2015 Jurisdiction ODOT D08 Analysis Time Period AM Build Analysis Year 2037



Flow Inputs






Up/Down %


fp 1.00 E

R 1.2

ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.976


Lane Width ft






mph

fLW mph

fLC mph

TRD Adjustment mph

FFS 70.0 mph


Operational (LOS)

vp


x fp)1303 pc/h/ln

S 69.9 mph


LOS C

Design (N)

Design LOS


x fp)pc/h/ln

S mph

D = vp / S pc/mi/ln











LOS, S, FFS, vp

- Exhibits 11-2,

11-3



12/17/2015file:///C:/Users/sbusam.TECENG/AppData/Local/Temp/f2kF576.tmp



Analyst SGB Highway/Direction of Travel I-275 WB Agency or Company TEC Engineering, Inc. From/To W of SB SR-4 Merge Date Performed 12/1/2015 Jurisdiction ODOT D08 Analysis Time Period AM No-Build Constraint Analysis Year 2037



Flow Inputs




Peak-Hr Direction Prop, D General Terrain: Grade

DDHV = AADT x K x D veh/h Grade 3.00% Length 1.25mi

Up/Down % 3.00


fp 1.00 E

R 3.0

ET 2.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.930


Lane Width ft






mph

fLW mph

fLC mph

TRD Adjustment mph

FFS 70.0 mph


Operational (LOS)

vp


x fp)1425 pc/h/ln

S 69.4 mph


LOS C

Design (N)

Design LOS


x fp)pc/h/ln

S mph

D = vp / S pc/mi/ln











LOS, S, FFS, vp

- Exhibits 11-2,

11-3



12/17/2015file:///C:/Users/sbusam.TECENG/AppData/Local/Temp/f2k8CA6.tmp



Analyst SGB Highway/Direction of Travel I-275 WB Agency or Company TEC Engineering, Inc. From/To W of SB SR-4 Merge Date Performed 12/1/2015 Jurisdiction ODOT D08 Analysis Time Period AM Build Constraint Analysis Year 2037



Flow Inputs






Up/Down % 3.00


fp 1.00 E

R 3.0

ET 2.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.930


Lane Width ft






mph

fLW mph

fLC mph

TRD Adjustment mph

FFS 70.0 mph


Operational (LOS)

vp


x fp)1426 pc/h/ln

S 69.4 mph


LOS C

Design (N)

Design LOS


x fp)pc/h/ln

S mph

D = vp / S pc/mi/ln











LOS, S, FFS, vp

- Exhibits 11-2,

11-3



12/17/2015file:///C:/Users/sbusam.TECENG/AppData/Local/Temp/f2kDCB9.tmp



Analyst SGB Highway/Direction of Travel I-275 WB Agency or Company TEC Engineering, Inc. From/To East of SR-4 Diverge Date Performed 12/1/2015 Jurisdiction ODOT D08 Analysis Time Period PM No-Build Analysis Year 2037



Flow Inputs






Up/Down %


fp 1.00 E

R 1.2

ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.976


Lane Width ft






mph

fLW mph

fLC mph

TRD Adjustment mph

FFS 70.0 mph


Operational (LOS)

vp


x fp)1618 pc/h/ln

S 68.0 mph


LOS C

Design (N)

Design LOS


x fp)pc/h/ln

S mph

D = vp / S pc/mi/ln











LOS, S, FFS, vp

- Exhibits 11-2,

11-3



12/17/2015file:///C:/Users/sbusam.TECENG/AppData/Local/Temp/f2k68E2.tmp



Analyst SGB Highway/Direction of Travel I-275 WB Agency or Company TEC Engineering, Inc. From/To East of SR-4 Diverge Date Performed 12/1/2015 Jurisdiction ODOT D08 Analysis Time Period PM Build Analysis Year 2037



Flow Inputs






Up/Down %


fp 1.00 E

R 1.2

ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.976


Lane Width ft






mph

fLW mph

fLC mph

TRD Adjustment mph

FFS 70.0 mph


Operational (LOS)

vp


x fp)1618 pc/h/ln

S 68.0 mph


LOS C

Design (N)

Design LOS


x fp)pc/h/ln

S mph

D = vp / S pc/mi/ln











LOS, S, FFS, vp

- Exhibits 11-2,

11-3



12/17/2015file:///C:/Users/sbusam.TECENG/AppData/Local/Temp/f2k57A3.tmp



Analyst SGB Highway/Direction of Travel I-275 WB Agency or Company TEC Engineering, Inc. From/To W of SR 4 Diverge Date Performed 12/1/2015 Jurisdiction ODOT D08 Analysis Time Period PM No-Build Analysis Year 2037



Flow Inputs






Up/Down %


fp 1.00 E

R 1.2

ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.976


Lane Width ft






mph

fLW mph

fLC mph

TRD Adjustment mph

FFS 70.0 mph


Operational (LOS)

vp


x fp)1448 pc/h/ln

S 69.3 mph


LOS C

Design (N)

Design LOS


x fp)pc/h/ln

S mph

D = vp / S pc/mi/ln











LOS, S, FFS, vp

- Exhibits 11-2,

11-3



12/17/2015file:///C:/Users/sbusam.TECENG/AppData/Local/Temp/f2kB30B.tmp



Analyst SGB Highway/Direction of Travel I-275 WB Agency or Company TEC Engineering, Inc. From/To W of SR 4 Diverge Date Performed 12/1/2015 Jurisdiction ODOT D08 Analysis Time Period PM Build Analysis Year 2037



Flow Inputs






Up/Down %


fp 1.00 E

R 1.2

ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.976


Lane Width ft






mph

fLW mph

fLC mph

TRD Adjustment mph

FFS 70.0 mph


Operational (LOS)

vp


x fp)1448 pc/h/ln

S 69.3 mph


LOS C

Design (N)

Design LOS


x fp)pc/h/ln

S mph

D = vp / S pc/mi/ln











LOS, S, FFS, vp

- Exhibits 11-2,

11-3



12/17/2015file:///C:/Users/sbusam.TECENG/AppData/Local/Temp/f2kB30B.tmp



Analyst SGB Highway/Direction of Travel I-275 WB Agency or Company TEC Engineering, Inc. From/To W of NB SR-4 Merge Date Performed 12/1/2015 Jurisdiction ODOT D08 Analysis Time Period PM No-Build Analysis Year 2037



Flow Inputs






Up/Down %


fp 1.00 E

R 1.2

ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.976


Lane Width ft






mph

fLW mph

fLC mph

TRD Adjustment mph

FFS 70.0 mph


Operational (LOS)

vp


x fp)1527 pc/h/ln

S 68.8 mph


LOS C

Design (N)

Design LOS


x fp)pc/h/ln

S mph

D = vp / S pc/mi/ln











LOS, S, FFS, vp

- Exhibits 11-2,

11-3






Analyst SGB Highway/Direction of Travel I-275 WB Agency or Company TEC Engineering, Inc. From/To W of NB SR-4 Merge Date Performed 12/1/2015 Jurisdiction ODOT D08 Analysis Time Period PM Build Analysis Year 2037



Flow Inputs






Up/Down %


fp 1.00 E

R 1.2

ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.976


Lane Width ft






mph

fLW mph

fLC mph

TRD Adjustment mph

FFS 70.0 mph


Operational (LOS)

vp


x fp)1527 pc/h/ln

S 68.8 mph


LOS C

Design (N)

Design LOS


x fp)pc/h/ln

S mph

D = vp / S pc/mi/ln











LOS, S, FFS, vp

- Exhibits 11-2,

11-3






Analyst SGB Highway/Direction of Travel I-275 WB Agency or Company TEC Engineering, Inc. From/To W of SB SR-4 Merge Date Performed 12/1/2015 Jurisdiction ODOT D08 Analysis Time Period PM No-Build Constraint Analysis Year 2037



Flow Inputs






Up/Down % 3.00


fp 1.00 E

R 3.0

ET 2.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.930


Lane Width ft






mph

fLW mph

fLC mph

TRD Adjustment mph

FFS 70.0 mph


Operational (LOS)

vp


x fp)1786 pc/h/ln

S 66.0 mph


LOS D

Design (N)

Design LOS


x fp)pc/h/ln

S mph

D = vp / S pc/mi/ln











LOS, S, FFS, vp

- Exhibits 11-2,

11-3






Analyst SGB Highway/Direction of Travel I-275 WB Agency or Company TEC Engineering, Inc. From/To W of SB SR-4 Merge Date Performed 12/1/2015 Jurisdiction ODOT D08 Analysis Time Period PM Build Analysis Year 2037



Flow Inputs






Up/Down % 3.00


fp 1.00 E

R 3.0

ET 2.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.930


Lane Width ft






mph

fLW mph

fLC mph

TRD Adjustment mph

FFS 70.0 mph


Operational (LOS)

vp


x fp)1790 pc/h/ln

S 66.0 mph


LOS D

Design (N)

Design LOS


x fp)pc/h/ln

S mph

D = vp / S pc/mi/ln











LOS, S, FFS, vp

- Exhibits 11-2,

11-3



12/17/2015file:///C:/Users/sbusam.TECENG/AppData/Local/Temp/f2kBC7D.tmp

Appendix B

RAMPS AND RAMP JUNCTIONS WORKSHEET


Analyst SGB Freeway/Dir of Travel I-275 EB

Agency or Company TEC Engineering Junction I-275 EB and NB SR-4

Date Performed 12/7/2015 Jurisdiction ODOT D08

Analysis Time Period AM No-Build Constraint Analysis Year 2037


Inputs

Upstream Adj Ramp

Yes On

No Off

Lup

= ft

Vu = veh/h

Freeway Number of Lanes, N 5

Ramp Number of Lanes, N 1

Acceleration Lane Length, LA 1500

Deceleration Lane Length LD

Freeway Volume, VF 6150

Ramp Volume, VR 540

Freeway Free-Flow Speed, SFF 55.0

Ramp Free-Flow Speed, SFR 35.0

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 6150 0.94 Level 0 0 1.000 1.00 6543

Ramp 540 0.94 Level 0 0 1.000 1.00 574

UpStream

DownStream

Merge Areas Diverge Areas

Estimation of v12 Estimation of v12

V12

= VF ( P

FM )

LEQ

= (Equation 13-6 or 13-7)

PFM

= 0.146 using Equation (Exhibit 13-6)

V12 = 698 pc/h

V3 or V

av342039 pc/h (Equation 13-14 or 13-

17)

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 = 1910 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 > 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 5351 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 2484 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 V

12- 0.00627 L

A

DR = 15.2 (pc/mi/ln)

LOS = B (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 = 0.263 (Exibit 13-11)

SR= 51.6 mph (Exhibit 13-11)

S0= 51.6 mph (Exhibit 13-11)

S = 51.6 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: 12/17/2015 9:45 AM

Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET

12/17/2015file:///C:/Users/sbusam.TECENG/AppData/Local/Temp/r2kC5DF.tmp






Analysis Time Period AM Build Constraint Analysis Year 2037


Inputs

Upstream Adj Ramp

Yes On

No Off

Lup

= ft

Vu = veh/h






Ramp Volume, VR 540



Downstream Adj Ramp

Yes On

No Off

Ldown = ft

VD = veh/h


(pc/h)V


Freeway 6170 0.94 Level 0 0 1.000 1.00 6564

Ramp 540 0.94 Level 0 0 1.000 1.00 574

UpStream

DownStream



V12

= VF ( P

FM )

LEQ


PFM


V12 = 700 pc/h

V3 or V


17)


Is V3 or V

av34 > 1.5 * V

12/2 Yes No



LEQ

= (Equation 13-12 or 13-13)


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)




VF Exhibit 13-8


VRExhibit 13-

10




DR = 5.475 + 0.00734 v

R + 0.0078 V

12- 0.00627 L

A



DR = 4.252 + 0.0086 V12 - 0.009 LD

DR = (pc/mi/ln)



MS = 0.263 (Exibit 13-11)


S0= 51.6 mph (Exhibit 13-11)

S = 51.6 mph (Exhibit 13-13)







12/17/2015file:///C:/Users/sbusam.TECENG/AppData/Local/Temp/r2kD3D3.tmp



Analyst SGB Freeway/Dir of Travel I-275 WB

Agency or Company TEC Engineering Junction I-275 WB and NB SR-4


Analysis Time Period AM No-Build Analysis Year 2037


Inputs

Upstream Adj Ramp

Yes On

No Off

Lup

= 2100 ft

Vu = 220 veh/h






Ramp Volume, VR 120



Downstream Adj Ramp

Yes On

No Off

Ldown = ft

VD = veh/h


(pc/h)V


Freeway 4660 0.94 Grade 0 0 1.000 1.00 4957

Ramp 120 0.94 Grade 0 0 1.000 1.00 128

UpStream 220 0.94 Grade 0 0 1.000 1.00 234

DownStream



V12

= VF ( P

FM )

LEQ


PFM = 0.202 using Equation (Exhibit 13-6)

V12

= 1000 pc/h

V3 or Vav341978 pc/h (Equation 13-14 or 13-

17)

Is V3 or V

av34 > 2,700 pc/h? Yes No

Is V3 or Vav34 > 1.5 * V12/2 Yes No

If Yes,V12a

= 1982 pc/h (Equation 13-16, 13-

18, or 13-19)

V12

= VR + (V

F- V

R)P

FD

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

PFD

= using Equation (Exhibit 13-7)

V12

= pc/h

V3 or V


Is V3 or V



If Yes,V12a

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




VF Exhibit 13-8


VR

Exhibit 13-10




DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA



DR = 4.252 + 0.0086 V

12- 0.009 L

D

DR = (pc/mi/ln)



MS = 0.248 (Exibit 13-11)


S0= 51.4 mph (Exhibit 13-11)

S = 51.6 mph (Exhibit 13-13)







12/17/2015file:///C:/Users/sbusam.TECENG/AppData/Local/Temp/r2k406B.tmp






Analysis Time Period AM Build Analysis Year 2037


Inputs

Upstream Adj Ramp

Yes On

No Off

Lup

= 2100 ft

Vu = 220 veh/h






Ramp Volume, VR 120



Downstream Adj Ramp

Yes On

No Off

Ldown = ft

VD = veh/h


(pc/h)V


Freeway 4660 0.94 Grade 0 0 1.000 1.00 4957

Ramp 120 0.94 Grade 0 0 1.000 1.00 128

UpStream 220 0.94 Grade 0 0 1.000 1.00 234

DownStream



V12

= VF ( P

FM )

LEQ



V12

= 1000 pc/h


17)

Is V3 or V



If Yes,V12a

= 1982 pc/h (Equation 13-16, 13-

18, or 13-19)

V12

= VR + (V

F- V

R)P

FD


PFD


V12

= pc/h

V3 or V


Is V3 or V



If Yes,V12a

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




VF Exhibit 13-8


VR

Exhibit 13-10




DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA



DR = 4.252 + 0.0086 V

12- 0.009 L

D

DR = (pc/mi/ln)



MS = 0.248 (Exibit 13-11)


S0= 51.4 mph (Exhibit 13-11)

S = 51.6 mph (Exhibit 13-13)







12/17/2015file:///C:/Users/sbusam.TECENG/AppData/Local/Temp/r2kA41C.tmp




Agency or Company TEC Engineering Junction I-275 WB and SB SR-4


Analysis Time Period AM No-Build Constraint Analysis Year 2037


Inputs

Upstream Adj Ramp

Yes On

No Off

Lup

= 2100 ft

Vu = 120 veh/h






Ramp Volume, VR 205



Downstream Adj Ramp

Yes On

No Off

Ldown = ft

VD = veh/h


(pc/h)V


Freeway 4780 0.94 Grade 0 0 1.000 1.00 5085

Ramp 205 0.94 Grade 0 0 1.000 1.00 218

UpStream 120 0.94 Grade 0 0 1.000 1.00 128

DownStream



V12

= VF ( P

FM )

LEQ



V12

= 969 pc/h


17)

Is V3 or V



If Yes,V12a

= 2034 pc/h (Equation 13-16, 13-

18, or 13-19)

V12

= VR + (V

F- V

R)P

FD


PFD


V12

= pc/h

V3 or V


Is V3 or V



If Yes,V12a

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




VF Exhibit 13-8


VR

Exhibit 13-10




DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA



DR = 4.252 + 0.0086 V

12- 0.009 L

D

DR = (pc/mi/ln)



MS = 0.253 (Exibit 13-11)


S0= 51.3 mph (Exhibit 13-11)

S = 51.5 mph (Exhibit 13-13)







12/17/2015file:///C:/Users/sbusam.TECENG/AppData/Local/Temp/r2k70DD.tmp






Analysis Time Period AM Build Constraint Analysis Year 2037


Inputs

Upstream Adj Ramp

Yes On

No Off

Lup

= 2100 ft

Vu = 120 veh/h






Ramp Volume, VR 208



Downstream Adj Ramp

Yes On

No Off

Ldown = ft

VD = veh/h


(pc/h)V


Freeway 4780 0.94 Grade 0 0 1.000 1.00 5085

Ramp 208 0.94 Grade 0 0 1.000 1.00 221

UpStream 120 0.94 Grade 0 0 1.000 1.00 128

DownStream



V12

= VF ( P

FM )

LEQ



V12

= 967 pc/h


17)

Is V3 or V



If Yes,V12a

= 2034 pc/h (Equation 13-16, 13-

18, or 13-19)

V12

= VR + (V

F- V

R)P

FD


PFD


V12

= pc/h

V3 or V


Is V3 or V



If Yes,V12a

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




VF Exhibit 13-8


VR

Exhibit 13-10




DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA



DR = 4.252 + 0.0086 V

12- 0.009 L

D

DR = (pc/mi/ln)



MS = 0.253 (Exibit 13-11)


S0= 51.3 mph (Exhibit 13-11)

S = 51.5 mph (Exhibit 13-13)







12/17/2015file:///C:/Users/sbusam.TECENG/AppData/Local/Temp/r2k54C5.tmp






Analysis Time Period PM No-Build Constraint Analysis Year 2037


Inputs

Upstream Adj Ramp

Yes On

No Off

Lup

= ft

Vu = veh/h






Ramp Volume, VR 380



Downstream Adj Ramp

Yes On

No Off

Ldown = ft

VD = veh/h


(pc/h)V


Freeway 7014 0.94 Level 0 0 1.000 1.00 7462

Ramp 380 0.94 Level 0 0 1.000 1.00 404

UpStream

DownStream



V12

= VF ( P

FM )

LEQ


PFM


V12 = 911 pc/h

V3 or V


17)


Is V3 or V

av34 > 1.5 * V

12/2 Yes No



LEQ

= (Equation 13-12 or 13-13)


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)




VF Exhibit 13-8


VRExhibit 13-

10




DR = 5.475 + 0.00734 v

R + 0.0078 V

12- 0.00627 L

A



DR = 4.252 + 0.0086 V12 - 0.009 LD

DR = (pc/mi/ln)



MS = 0.268 (Exibit 13-11)


S0= 50.9 mph (Exhibit 13-11)

S = 51.2 mph (Exhibit 13-13)







12/17/2015file:///C:/Users/sbusam.TECENG/AppData/Local/Temp/r2k95CB.tmp






Analysis Time Period PM Build Analysis Year 2037


Inputs

Upstream Adj Ramp

Yes On

No Off

Lup

= ft

Vu = veh/h






Ramp Volume, VR 380



Downstream Adj Ramp

Yes On

No Off

Ldown = ft

VD = veh/h


(pc/h)V


Freeway 7040 0.94 Level 0 0 1.000 1.00 7489

Ramp 380 0.94 Level 0 0 1.000 1.00 404

UpStream

DownStream



V12

= VF ( P

FM )

LEQ


PFM


V12 = 915 pc/h

V3 or V


17)


Is V3 or V

av34 > 1.5 * V

12/2 Yes No



LEQ

= (Equation 13-12 or 13-13)


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)




VF Exhibit 13-8


VRExhibit 13-

10




DR = 5.475 + 0.00734 v

R + 0.0078 V

12- 0.00627 L

A



DR = 4.252 + 0.0086 V12 - 0.009 LD

DR = (pc/mi/ln)



MS = 0.268 (Exibit 13-11)


S0= 50.9 mph (Exhibit 13-11)

S = 51.2 mph (Exhibit 13-13)







12/17/2015file:///C:/Users/sbusam.TECENG/AppData/Local/Temp/r2k1A94.tmp






Analysis Time Period AM No-Build Analysis Year 2037


Inputs

Upstream Adj Ramp

Yes On

No Off

Lup

= 2100 ft

Vu = 660 veh/h






Ramp Volume, VR 290



Downstream Adj Ramp

Yes On

No Off

Ldown = ft

VD = veh/h


(pc/h)V


Freeway 5310 0.94 Grade 0 0 1.000 1.00 5649

Ramp 290 0.94 Grade 0 0 1.000 1.00 309

UpStream 660 0.94 Grade 0 0 1.000 1.00 702

DownStream



V12

= VF ( P

FM )

LEQ



V12

= 1012 pc/h


17)

Is V3 or V



If Yes,V12a

= 2259 pc/h (Equation 13-16, 13-

18, or 13-19)

V12

= VR + (V

F- V

R)P

FD


PFD


V12

= pc/h

V3 or V


Is V3 or V



If Yes,V12a

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




VF Exhibit 13-8


VR

Exhibit 13-10




DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA



DR = 4.252 + 0.0086 V

12- 0.009 L

D

DR = (pc/mi/ln)



MS = 0.267 (Exibit 13-11)


S0= 50.7 mph (Exhibit 13-11)

S = 51.1 mph (Exhibit 13-13)







12/17/2015file:///C:/Users/sbusam.TECENG/AppData/Local/Temp/r2kC302.tmp






Analysis Time Period AM Build Analysis Year 2037


Inputs

Upstream Adj Ramp

Yes On

No Off

Lup

= 2100 ft

Vu = 660 veh/h






Ramp Volume, VR 290



Downstream Adj Ramp

Yes On

No Off

Ldown = ft

VD = veh/h


(pc/h)V


Freeway 5310 0.94 Grade 0 0 1.000 1.00 5649

Ramp 290 0.94 Grade 0 0 1.000 1.00 309

UpStream 660 0.94 Grade 0 0 1.000 1.00 702

DownStream



V12

= VF ( P

FM )

LEQ



V12

= 1012 pc/h


17)

Is V3 or V



If Yes,V12a

= 2259 pc/h (Equation 13-16, 13-

18, or 13-19)

V12

= VR + (V

F- V

R)P

FD


PFD


V12

= pc/h

V3 or V


Is V3 or V



If Yes,V12a

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




VF Exhibit 13-8


VR

Exhibit 13-10




DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA



DR = 4.252 + 0.0086 V

12- 0.009 L

D

DR = (pc/mi/ln)



MS = 0.267 (Exibit 13-11)


S0= 50.7 mph (Exhibit 13-11)

S = 51.1 mph (Exhibit 13-13)







12/17/2015file:///C:/Users/sbusam.TECENG/AppData/Local/Temp/r2kC302.tmp






Analysis Time Period PM No-Build Constraint Analysis Year 2037


Inputs

Upstream Adj Ramp

Yes On

No Off

Lup

= 2100 ft

Vu = 290 veh/h






Ramp Volume, VR 647



Downstream Adj Ramp

Yes On

No Off

Ldown = ft

VD = veh/h


(pc/h)V


Freeway 5600 0.94 Grade 0 0 1.000 1.00 5957

Ramp 647 0.94 Grade 0 0 1.000 1.00 688

UpStream 290 0.94 Grade 0 0 1.000 1.00 309

DownStream



V12

= VF ( P

FM )

LEQ



V12

= 785 pc/h


17)

Is V3 or V



If Yes,V12a

= 2382 pc/h (Equation 13-16, 13-

18, or 13-19)

V12

= VR + (V

F- V

R)P

FD


PFD


V12

= pc/h

V3 or V


Is V3 or V



If Yes,V12a

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




VF Exhibit 13-8


VR

Exhibit 13-10




DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA



DR = 4.252 + 0.0086 V

12- 0.009 L

D

DR = (pc/mi/ln)



MS = 0.300 (Exibit 13-11)


S0= 50.4 mph (Exhibit 13-11)

S = 50.7 mph (Exhibit 13-13)







12/17/2015file:///C:/Users/sbusam.TECENG/AppData/Local/Temp/r2k76A8.tmp






Analysis Time Period PM Build Analysis Year 2037


Inputs

Upstream Adj Ramp

Yes On

No Off

Lup

= 2100 ft

Vu = 290 veh/h






Ramp Volume, VR 660



Downstream Adj Ramp

Yes On

No Off

Ldown = ft

VD = veh/h


(pc/h)V


Freeway 5600 0.94 Grade 0 0 1.000 1.00 5957

Ramp 660 0.94 Grade 0 0 1.000 1.00 702

UpStream 290 0.94 Grade 0 0 1.000 1.00 309

DownStream



V12

= VF ( P

FM )

LEQ



V12

= 775 pc/h


17)

Is V3 or V



If Yes,V12a

= 2382 pc/h (Equation 13-16, 13-

18, or 13-19)

V12

= VR + (V

F- V

R)P

FD


PFD


V12

= pc/h

V3 or V


Is V3 or V



If Yes,V12a

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




VF Exhibit 13-8


VR

Exhibit 13-10




DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA



DR = 4.252 + 0.0086 V

12- 0.009 L

D

DR = (pc/mi/ln)



MS = 0.301 (Exibit 13-11)


S0= 50.4 mph (Exhibit 13-11)

S = 50.7 mph (Exhibit 13-13)







12/17/2015file:///C:/Users/sbusam.TECENG/AppData/Local/Temp/r2k9CDD.tmp

Appendix C

HCS 2010 Signalized Intersection Results Summary

General Information Intersection InformationAgency Duration, h 0.25

Analyst Analysis Date 12/2/2015 Area Type Other

Jurisdiction Time Period PHF 0.92

Urban Street SR-4 Analysis Year 2015 Analysis Period 1> 7:00

Intersection SR-4 & I-275 WB File Name SR 4 & 275 WB AM 2037 No-Build Constrained.xus

Project Description 2037 AM No-Build Constraint

Demand Information EB WB NB SB

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

Demand ( v ), veh/h 340 0 1330 715

Signal Information

GreenYellowRed

59.0 49.0 0.0 0.0 0.0 0.04.0 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 120.0 Reference Phase 2

Offset, s 0 Reference Point End

Uncoordinated No 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 9.0 8.0 8.0

Phase Duration, s 55.0 65.0 65.0

Change Period, ( Y+R c ), s 6.0 6.0 6.0

Max Allow Headway ( MAH ), s 3.1 0.0 0.0

Queue Clearance Time ( g s ), s 20.2

Green Extension Time ( g e ), s 0.7 0.0 0.0

Phase Call Probability 1.00

Max Out Probability 0.00

Movement Group Results EB WB NB SB


Assigned Movement 3 18 2 6

Adjusted Flow Rate ( v ), veh/h 370 0 1446 777

Adjusted Saturation Flow Rate ( s ), veh/h/ln 1810 1610 1809 1809

Queue Service Time ( g s ), s 18.2 0.0 40.6 16.7

Cycle Queue Clearance Time ( g c ), s 18.2 0.0 40.6 16.7

Green Ratio ( g/C ) 0.41 0.41 0.49 0.49

Capacity ( c ), veh/h 739 657 1779 1779

Volume-to-Capacity Ratio ( X ) 0.500 0.000 0.813 0.437

Available Capacity ( c a ), veh/h 739 657 1779 1779

Back of Queue ( Q ), veh/ln ( 50 th percentile) 8.1 0.0 17.4 6.9

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

Uniform Delay ( d 1 ), s/veh 26.4 0.0 25.8 19.7

Incremental Delay ( d 2 ), s/veh 2.4 0.0 4.2 0.8

Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0

Control Delay ( d ), s/veh 28.8 0.0 30.0 20.5

Level of Service (LOS) C C C

Approach Delay, s/veh / LOS 0.0 28.8 C 30.0 C 20.5 C

Intersection Delay, s/veh / LOS 27.0 C

Multimodal Results EB WB NB SB

Pedestrian LOS Score / LOS 2.8 C 2.8 C 1.7 A 0.7 A

Bicycle LOS Score / LOS F 1.7 A 1.1 A

Copyright © 2015 University of Florida, All Rights Rese rved. HCS 2010™ Streets Version 6.70 Generated: 12/17/2015 9:59:54 AM






Intersection SR-4 & I-275 WB File Name SR 4 & 275 WB AM 2037 Build Constrained.xus

Project Description 2037 AM Build Constraint



Demand ( v ), veh/h 340 0 1330 727

Signal Information

GreenYellowRed

59.0 49.0 0.0 0.0 0.0 0.04.0 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






















Green Ratio ( g/C ) 0.41 0.41 0.49 0.49

Capacity ( c ), veh/h 739 657 1779 1779





















Intersection SR-4 & I-275 EB File Name SR 4 & 275 EB AM 2037 No-build Constrained.xus

Project Description AM No-Build 2037 Constraint



Demand ( v ), veh/h 810 270 640 1055

Signal Information

GreenYellowRed

56.5 50.5 0.0 0.0 0.0 0.04.0 4.0 0.0 0.0 0.0 0.02.5 2.5 0.0 0.0 0.0 0.0

1 3 4

5 6 7 8






















Green Ratio ( g/C ) 0.42 0.42 0.47 0.47

Capacity ( c ), veh/h 1479 678 1703 1703









Level of Service (LOS) C C C C

Approach Delay, s/veh / LOS 28.1 C 0.0 21.5 C 26.7 C











Intersection SR-4 & I-275 EB File Name SR 4 & 275 EB AM 2037 Build Constrained.xus

Project Description AM Build 2037 Constraint



Demand ( v ), veh/h 810 270 640 1067

Signal Information

GreenYellowRed

56.5 50.5 0.0 0.0 0.0 0.04.0 4.0 0.0 0.0 0.0 0.02.5 2.5 0.0 0.0 0.0 0.0

1 3 4

5 6 7 8






















Green Ratio ( g/C ) 0.42 0.42 0.47 0.47

Capacity ( c ), veh/h 1479 678 1703 1703





















Intersection SR-4 & I-275 WB File Name SR 4 & 275 WB PM 2037 No-Build Constrained.xus

Project Description PM No-Build 2037 Constraint



Demand ( v ), veh/h 440 0 1370 794

Signal Information

GreenYellowRed

58.0 50.0 0.0 0.0 0.0 0.04.0 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






















Green Ratio ( g/C ) 0.42 0.42 0.48 0.48

Capacity ( c ), veh/h 754 671 1749 1749





















Intersection SR-4 & I-275 WB File Name SR 4 & 275 WB PM 2037 Build.xus

Project Description PM Build 2037



Demand ( v ), veh/h 440 0 1370 810

Signal Information

GreenYellowRed

58.0 50.0 0.0 0.0 0.0 0.04.0 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






















Green Ratio ( g/C ) 0.42 0.42 0.48 0.48

Capacity ( c ), veh/h 754 671 1749 1749





















Intersection SR-4 & I-275 EB File Name SR 4 & 275 EB PM 2037 No-build Constrained.xus

Project Description PM No-Build 2037 Constraint



Demand ( v ), veh/h 400 140 1260 1234

Signal Information

GreenYellowRed

60.5 46.5 0.0 0.0 0.0 0.04.0 4.0 0.0 0.0 0.0 0.02.5 2.5 0.0 0.0 0.0 0.0

1 3 4

5 6 7 8






















Green Ratio ( g/C ) 0.39 0.39 0.50 0.50

Capacity ( c ), veh/h 1362 624 1824 1824





















Intersection SR-4 & I-275 EB File Name SR 4 & 275 EB PM 2037 Build.xus

Project Description PM Build 2037



Demand ( v ), veh/h 400 140 1260 1250

Signal Information

GreenYellowRed

60.5 46.5 0.0 0.0 0.0 0.04.0 4.0 0.0 0.0 0.0 0.02.5 2.5 0.0 0.0 0.0 0.0

1 3 4

5 6 7 8






















Green Ratio ( g/C ) 0.39 0.39 0.50 0.50

Capacity ( c ), veh/h 1362 624 1824 1824
















Appendix D

INTER‐OFFICE COMMUNICATION

TO: Jennifer Elston, Pavement Engineer, District 8 FROM: Joshua Kieselbach, P.E., Transportation Engineer, Office of Statewide Planning &

Research, Modeling & Forecasting Section SUBJECT: HAM‐4‐10.00, PID 101575 DATE: November 25, 2015 In reply to a request dated September 16, 2015, the request for certified traffic has been completed. Attached are plates with 2017/2037 ADT, AM DHV, and PM DHV as well as a separate plate with truck factors. The K&D factors can be calculated from the plates. If you have any questions, please contact me at [email protected] or (614) 752‐5747. c: M. Byram, OSPR – G. Giaimo, OSPR – File

N

S

TATE OFOH

IO

DE

PA

RT

ME

NT

OF TRANS

PO

RT

TI

NO

A

PLATE 1 OF 4

PID 101575

HAM-4-10.00

4400/5230

4710/4

860

2150/2560

9310/9440

2480/2570

4850/5480

4090/4380

7330/8050

NOVEMBER 25, 2015 NOT TO SCALE

OFFICE OF STATEWIDE PLANNING & RESEARCH

OHIO DEPARTMENT OF TRANSPORTATION

2017/2037 ADT

HAM-4-10.00 PID 101575

14570/16220

18660/20600

12010/12360

26580/28580

22770/24030

11040/11

380

11420/11800

14160/14920

14020/14300

13900/14370

15440/16610

54540/62150

40590/46410

275

4

N

S

TATE OFOH

IO

DE

PA

RT

ME

NT

OF TRANS

PO

RT

TI

NO

A

PLATE 2 OF 4

PID 101575

HAM-4-10.00

1000/1080

5470/6240

4080/4660




2017/2037 AM DHV

HAM-4-10.00 PID 101575

100/120

190/220

1220/126

0

520/54

0

1600/1780

320/340

1920/2120

1280/1330

2880/3110

2170/2250

260/270

740/810

1080/1110

640/640

1380/1450

1160/1180

1340/1380

1410/1480

4

275

N

S

TATE OFOH

IO

DE

PA

RT

ME

NT

OF TRANS

PO

RT

TI

NO

A

PLATE 3 OF 4

PID 101575

HAM-4-10.00

1220/1260

6190/7040

4650/5310

240/290

550/660

890/920

370/38

0

1500/1670

410/440

1910/2110

1330/1370

2830/3040

2240/2390

140/140

350/400

490/540

1210/1250

1570/1660

1590/1640

1350/1390




2017/2037 PM DHV

HAM-4-10.00 PID 101575

1440/1580

4

275

N

S

TATE OFOH

IO

DE

PA

RT

ME

NT

OF TRANS

PO

RT

TI

NO

A

PLATE 4 OF 4

PID 101575

HAM-4-10.00




2017/2037 T24 / AM TD / PM TD

HAM-4-10.00 PID 101575

0.07/0.04/0.04

0.12/0.17/0.05

0.04/0.10/0.03

0.10/0.1

0/0.06

0.03/0

.03/0.

02

0.08/0.05/0.07

0.04/0.04/0.02

0.03/0.03/0.01

0.07/0.12/0.04

0.09/0.05/0.05

4

275

INTER‐OFFICE COMMUNICATION

TO: Jennifer Elston, Pavement Engineer, District 8 FROM: Joshua Kieselbach, P.E., Transportation Engineer, Office of Statewide Planning &

Research, Modeling & Forecasting Section SUBJECT: HAM‐4‐10.00, PID 101575 DATE: December 9, 2015 In reply to a request dated December 4, 2015, the request for certified traffic has been completed. Attached is a plate with 2017/2037 ADT, AM DHV, and PM DHV. Design Designations are in the table below.

SR‐4 Crescentville Rd. Ray Norrish Dr. location north leg south leg east leg west leg

2017 ADT: 43430 44340 9980 4090 2037 ADT: 46740 47670 10230 4140

K: 0.11 0.11 0.11 0.11 2037 DHV: 5160 5430 1100 450

D: 0.60 0.52 0.75 0.51 T24: 0.06 0.07 0.04 0.03

AM TD: 0.06 0.12 0.05 0.01 PM TD: 0.03 0.04 0.02 0.01

Please note that this intersection was balanced with the previous submission dated November 25, 2015. Due to the access to properties east of SR‐4, the northbound direction of the south leg was not balanced exactly. It is believed that a reasonable difference between this intersection and the intersection of the westbound off‐ramp of I‐275 at SR‐4 would be expected. If you have any questions, please contact me at [email protected] or (614) 752‐5747. c: M. Byram, OSPR – G. Giaimo, OSPR – File

2130/2160

1960/1980

2017/20375 ADT

4150/4310

5830/5920

22

10/2

41

0

22

50/2

34

0

24

60/2

69

0

20

70/2

25

0

28

70/3

09

0

19

30/2

07

0

26

30/2

84

0

23

50/2

59

0

2017/2037 A.M. DHV 2017/2037 P.M. DHV

N

PLATE 1 OF 1

PID 101575

HAM-4-10.00S

TATE OFOH

IO

DE

PA

RT

ME

NT

OF TRANS

PO

RT

TI

NO

A

1370/1400

150/150

610/610

26

20/2

70

0

18

24

0/1

94

40

53

0/5

30

3160/3190

320/320

2350/2410

13

80/1

46

0

19

08

0/2

10

50

11

10/1

13

0

100/100

10/10

30/30

30

0/3

30

20

90/2

29

0

70/7

0

150/150

10/10

90/90

30

0/3

10

19

20/2

00

0

30/3

0

140/140

10/10

80/80

60/6

0

24

30/2

64

0

14

0/1

40

400/410

50/50

360/370

20

0/2

00

17

00/1

84

0

30/3

0

21

57

0/2

36

40

22

77

0/2

40

30

22

04

0/2

40

70

21

39

0/2

26

70

140/140

110/110

610/650

250/250

230/230

220/220

270/270

810/830

4 4 4

CRESCENTVILLE RD CRESCENTVILLE RD CRESCENTVILLE RD

DECEMBER 9, 2015 NOT TO SCALE



2017/2037 ADT / AM DHV / PM DHV

HAM-4-10.00 PID 101575

Appendix E

59+0058+0054+00 57+0056+0055+00

59+00 61+0060+00 63+00

PC = 62+5062+00

64+00

MA

TC

HLIN

E

ST

A.

59

+00

MA

TC

HLIN

E

ST

A.

59

+00

N

ST

AT

E

RO

UT

E

4

ST

A

54

+0

0

TO

ST

A

64

+0

0

CA

LC

UL

AT

ED

CH

EC

KE

DH

AM-4-10.0

0LIG

HTIN

G

PL

AN

JC

DS

H:\

2015\

15

068

1\

DW

G\

Sheets\

101057

5_

LP001.d

gn 11/16/2015 1:2

5:1

5

PM

Him

es

33

27

0

40

20

10 HO

RIZ

ON

TA

L

SC

AL

E IN F

EE

T

STA 59+30.0, 60.5’ LT

PROP. 18" PULLBOX, 725.08

(3) NO. 4 AWG 5000 VOLT CABLES

PROP. 1 1/2" DUCT CABLE WITH

PERMANENT CONNECTIONS

EX. IN PULLBOX WITH (3) UNFUSED

CUT AND SPLICE PROP. CABLES TO

PERMANENT CONNECTIONS

EX. IN PULLBOX WITH (3) UNFUSED

CUT AND SPLICE PROP. CABLES TO







REMOVE EX. DUCT CABLE (TYP.)

REMOVE EX. DUCT CABLE (TYP.) REMOVE EX. PULLBOX

51+0050+0049+0048+0047+0046+00

53+0052+00 54+00 56+0055+0051+00

LEGEND

MA

TC

HLIN

E

ST

A.

51+00

MA

TC

HLIN

E

ST

A.

56

+00

MA

TC

HLIN

E

ST

A.

51+00

N

ST

AT

E

RO

UT

E

4

ST

A

45

+0

0

TO

ST

A

56

+0

0

CA

LC

UL

AT

ED

CH

EC

KE

DH

AM-4-10.0

0T

RA

FFIC

CO

NT

RO

L

PL

AN

JC

DS

H:\

2015\

15

068

1\

DW

G\

Sheets\

101057

5_

TP001.d

gn 11/16/2015 1:2

5:1

6

PM

Him

es

33

28

0

40

20

10 HO

RIZ

ON

TA

L

SC

AL

E IN F

EE

T

8" CHANNELIZING LINE

EL-XX

CH-XX

CV-XX

DL-XX 4" DOTTED LINE

4" EDGE LINE

CHEVRON MARKING

EL-01

EL-01

EL-02

STATE ROUTE 4

EL-01

EL-02

EL-01

EL-02

EL-03CH-01

STATE ROUTE 4

I-275

WB

ON

RA

MP

I-275 EB ON RAMP

2’

12’

12’

6’

1’

MATC

H E

XIS

TIN

G

MATC

H EXIS

TIN

G

MATC

H EXIS

TIN

G

MATC

H EXIS

TIN

G

LEGEND

MA

TC

HLIN

E

ST

A.

61+00

MA

TC

HLIN

E

ST

A.

56

+00

MA

TC

HLIN

E

ST

A.

61+00

MA

TC

HLIN

E

ST

A.

66

+00

N

ST

AT

E

RO

UT

E

4

ST

A

56

+0

0

TO

ST

A

66

+0

0

CA

LC

UL

AT

ED

CH

EC

KE

DH

AM-4-10.0

0T

RA

FFIC

CO

NT

RO

L

PL

AN

JC

DS

H:\

2015\

15

068

1\

DW

G\

Sheets\

101057

5_

TP002.d

gn 11/16/2015 1:2

5:1

8

PM

Him

es

33

29

0

40

20

10 HO

RIZ

ON

TA

L

SC

AL

E IN F

EE

T

2’

12’

12’

6’

1’

2’

12’

12’

6’

1’

12’

12’

12’

12’


EL-XX

CH-XX

CV-XX


4" EDGE LINE

CHEVRON MARKING

(REMOVE)

STA 59+90

EX. M2-H4

(REMOVE)

STA 61+88

EX. GH-1 AND SUPPORT

EL-01

EL-02

EL-03 CH-01

STATE ROUTE 4

STATE ROUTE 4

ST

A 59+31.

0, 15.0’

LT

BE

GIN T

AP

ER

ST

A 61+

80.5, 20.5’

LT

EN

D T

AP

ER

CH-01EL-03

EL-01

EL-02

CH-02

CH-03

CV-01

CH-02

CH-03

CV-01

CH-01

CH-01

DL-01

STA 61+25

TC-12.30 DESIGN #12 SUPPORT

PROP. GH-1 LEVEL 3 (192" x 108")

59+0058+00 61+0060+0057+0056+00

61+00 63+00

PC = 62+5062+00

65+00

66+00

64+00

MA

TC

HLIN

E

ST

A.

66

+00

LEGEND

ST

AT

E

RO

UT

E

4

ST

A

66

+0

0

TO

ST

A

71+0

0

CA

LC

UL

AT

ED

CH

EC

KE

DH

AM-4-10.0

0T

RA

FFIC

CO

NT

RO

L

PL

AN

JC

DS

H:\

2015\

15

068

1\

DW

G\

Sheets\

101057

5_

TP003.d

gn 11/16/2015 1:2

5:2

0

PM

Him

es

33

30

0

40

20

10 HO

RIZ

ON

TA

L

SC

AL

E IN F

EE

T

STA 69+50

TC-16.21 DESIGN #X SUPPORT

(REMOVE)

STA 69+70

EX. GH-1 AND SUPPORT

48" x 60"

PROP. M2-H3

48" x 60"

PROP. M2-H3

72" x 48"

(MODIFIED)

PROP. M2-H3

STATE ROUTE 4


EL-XX

CH-XX

CV-XX


4" EDGE LINE

CHEVRON MARKING

PT = 69+83.5

1

69+00

68+00

70+00 71+00

67+00

66+00

i-275 & sr4 interchange operations study · i-275 & sr4 interchange operations study . 3 wb...

Documents