cuy-480-14.32 ios 08152016 · ohio department of transportation cuy‐480‐14.32 pid no. 102053...

CUY‐480‐14.32PIDNo.102053

OhioDepartmentofTransportationDistrict12

550TransportationBoulevardGarfieldHeights,OH44125‐5396

InterchangeOperationsStudyAnalysisSummary

August 2016

8101 N. High Street, #150 Columbus, OH 43235

Ohio Department of Transportation

CUY‐480‐14.32

PID No. 102053

Interchange Operations Study i July 2016

TableofContents

Contents1.0 Introduction ...................................................................................................................................... 1

1.1 Purpose and Need ......................................................................................................................... 1

1.2 Existing Conditions ........................................................................................................................ 2

1.2.1 Roadways/Interchanges ........................................................................................................ 2

1.2.2 Intersections ......................................................................................................................... 3

2.0 Traffic Analysis .................................................................................................................................. 4

2.1 Freeway Analysis ........................................................................................................................... 4

2.2 Intersection Analysis ..................................................................................................................... 7

2.3 Storage Length Analysis ................................................................................................................ 8

3.0 Summary and Recommendations ................................................................................................... 10

Appendices

Appendix A – Project Exhibits

Appendix B – Certified Traffic Volumes

Appendix C – HCS Freeway Analysis

Appendix D – Synchro Operations Analysis

Appendix E – Storage Length Calculations


CUY‐480‐14.32

PID No. 102053

Interchange Operations Study 1 August 2016

1.0 IntroductionAn interchange operations study was performed at the Interstate Route 480 (I‐480) and State

Route 94 (State Road) interchange located in the City of Cleveland (Cuyahoga County). A 2015

safety study identified countermeasures that are the basis for the BUILD condition.

1.1 PurposeandNeedA 2015 safety study was completed for I‐480 between the SR 94 and SR 176 (Jennings Freeway)

interchanges. This section of I‐480 had been identified as a safety hot spot and was ranked #67

on the 2013 Urban Freeway Peak Searching Excess Locations list. Also ranked on that list at #87

was the intersection of Brookpark Road (SR 17) and State Road, which is the first signalized

intersection south of the I‐480 / SR 94 interchange.

This study will analyze the countermeasures from the safety study to determine their impacts

on traffic operations. The purpose of the proposed project is summarized below:

1. Increase turn lane storage on the WB I‐480 exit ramp at State Road (SR 94).

2. Revise the lane configuration of northbound State Road at the EB I‐480 ramp intersection

from an existing T(L)‐T‐TR‐R configuration to a T(L)‐T(L)‐T‐R configuration. The T(L) lane

designation represents a through lane on the northbound approach of the EB I‐480

intersection that is aligned with the northbound left turn lanes at the WB I‐480

intersection.

3. Revise the lane configuration of southbound State Road at the WB I‐480 ramp intersection

from an existing T‐T‐TR configuration to a T(L)‐T‐T‐R configuration.

4. Revise interchange signal phasing to a Buckeye Diamond (modified TTI 4‐phase)

configuration.

5. Add an exclusive WB right turn lane (400 feet) on Brookpark Road (SR 17) at State Road (SR

94) intersection.

6. Add an exclusive NB left turn lane on State Road 94 at the Burger Avenue/Ralph Avenue

intersection.

The analysis will study the capacity of mainline I‐480 as well as operations of SR 94 at both ramp

terminals, and the adjacent signalized intersections at Brookpark Road (SR 17) and at Burger

Avenue/Ralph Road. The limits of the study area on SR 94 begin at the intersection with SR 17

and extend to the intersection with Burger /Ralph Avenue as seen in Figure 1. The limits of the

study area along I‐480 extend from the interchange at Ridge Road to the interchange at SR 176.


CUY‐480‐14.32

PID No. 102053


Figure 1 – Study Location

The proposed project will analyze a No‐build and a Build alternative. The Build alternative consists

of the countermeasures from the safety study as outlined in the Purpose and Need section of the

study. Exhibits showing the analysis locations and the proposed countermeasures are shown in

Appendix A.

1.2 ExistingConditions

1.2.1 Roadways/InterchangesThe proposed countermeasures will improve the safety performance of roadways within the

study area. Table 1 summarizes existing roadway information within the study area. The major

roads in the study area are I‐480, SR 94 (State Road), and SR 17 (Brookpark Road).

Table 1 ‐ Existing Roadway Data

Facility Functional

Classification

No. of Primary

Lanes 2039 ADT

Posted Speed Limit

I-480 Urban Interstate 8 136,650 60 mph

SR 94 Urban Minor Arterial 4-7 36,090 35 mph

SR 17 Urban Minor Arterial 5 21,510 35 mph

All other project area roads

Local Street 2 1350 - 1570 25 mph

Study Area

I‐480

Brookpark Rd. (SR 17)

Burger Ave. Ralph Ave.


CUY‐480‐14.32

PID No. 102053


I‐480 – Interstate Route 480 is an auxiliary Interstate Highway of I‐80 that bypasses the central

business district of the City of Cleveland. The interstate experiences significant peak volumes

during the AM and PM commuter rush hours. I‐480 connects I‐80 near North Ridgeville (west

terminus) to I‐80 near Streetsboro (east terminus). The CSXT railroad runs adjacent to the south

side of the interstate.

SR 94 –State Route 94 (State Road) provides access to numerous residential neighborhoods along

its length in the City of Cleveland and the City of Parma (south end). The cross section of State

Road in the study area varies with numerous auxiliary lanes. Raised medians are present on the

approaches to the I‐480 interchange.

SR 17 –State Route 17 (Brookpark Road) runs parallel to I‐480 through the study area. SR 17 has

a five‐lane cross section with a center two‐way left‐turn lane (TWLTL) or dedicated left turn lane.

This highway provides access to varied development in and around the study area.

I‐480/SR 94 Interchange – The I‐480/SR 94 interchange is a diamond interchange with single‐lane

ramps that Add or Drop lanes on all ramps to/from I‐480 except the WB exit ramp (diverge

condition). This interchange provides access to the cities of Cleveland and Parma. Additional

auxiliary turn lanes are provided at the ramp intersections on SR 94.

1.2.2 IntersectionsThis project analyzes traffic operations at both ramp intersections as well as adjacent signalized

intersections. A brief description of each intersection is provided below.

State Road (SR 94) and Brookpark Road (SR 17) – The existing intersection has 4‐legs and is

signalized. The eastbound, westbound and northbound approaches all have two travel lanes in

each direction as well as a dedicated left turn lane. The southbound approach consists of two

southbound through lanes, one exclusive right‐turn lane, and one exclusive left turn lane.

Pedestrian crossing phasing is provided on all approaches.

State Road (SR 94) and EB I‐480 Ramps – The existing signalized, 4‐leg intersection provides

access from the I‐480 eastbound off‐ramp and access to the eastbound I‐480 on‐ramp. The

eastbound approach consists of two left‐turn and two right‐turn lanes. The northbound SR 94

approach consists of two through lanes, a shared through/right turn lane, and a dedicated right

turn lane. The southbound SR 94 approach consists of three through lanes and one exclusive

left turn lane. Pedestrian phasing is provided in the north/south direction.

State Road (SR 94) and WB I‐480 Ramps– The existing signalized, 4‐leg intersection provides

access from the I‐480 westbound off‐ramp and access to the I‐480 westbound on‐ramp. The

westbound approach consists of two exclusive left‐turn lanes and one exclusive right‐turn lane.

The northbound SR 94 approach consists of two through lanes and two exclusive left turn lanes.


CUY‐480‐14.32

PID No. 102053


The southbound SR 94 approach consists of two through lanes and one shared through/right

turn lane. Pedestrian phasing is provided in the north/south direction.

State Road (SR 94) and Burger Avenue/Ralph Avenue – The existing intersection has 4‐legs and

is signalized. Both eastbound and westbound approaches are single lanes. The northbound and

southbound approaches consist of two through lanes in each direction: the inside lane is a

shared left‐through lane while the curb lane is a shared through‐right lane. Pedestrian phasing

is provided across all approaches.

2.0 TrafficAnalysisCertified traffic plates for the operations analysis were provided by ODOT. The certified traffic

assumed no growth on the arterial, local, or interstate ramps. Traffic volumes increased less than

2% on mainline I‐480. Appendix B includes the traffic volumes used for the analyses. HCS software

was utilized to analyze the freeway segments and Synchro was used to analyze intersection

operations. Synchro was utilized due to the complexity of signal coordination and phasing at the

I‐480 and SR 94 interchange.

2.1 FreewayAnalysisA capacity analyses were conducted for the I‐480 mainline to check the current level‐of‐service

(LOS) for the freeway segments surrounding the interchange at SR 94. The freeway was broken

into mainline, ramp and weave sections using HCS software. No differences of traffic volumes

were assumed when analyzing the Build and the No‐build conditions. The analysis results are

summarized in Table 2,


CUY‐480‐14.32

PID No. 102053


Table 3 and Table 4.

Table 2 ‐ Freeway Mainline Analysis Results

I‐480 Mainline

2039 AM No‐Build

2039 AM Build 2039 PM No‐Build

2039 PM Build

LOS Density

(pc/mi/ln) LOS

Density (pc/mi/ln)

LOS Density

(pc/mi/ln) LOS

Density (pc/mi/ln)

WB I‐480 from SR 176 Ramp to SR 94

Ramp

C 22.1 C 22.1 D 27.1 D 27.1

WB I‐480 btwn SR 94 Ramps

B 17.5 B 17.5 C 18.4 C 18.4

EB I‐480 btwn SR 94 Ramps

D 28.4 D 28.4 D 28.4 D 28.4


CUY‐480‐14.32

PID No. 102053


Table 3 ‐ Freeway Ramp Analysis Results

I‐480 Ramps 2039 AM No‐Build


2039 PM Build

LOS Density

(pc/mi/ln) LOS

Density (pc/mi/ln)

LOS Density

(pc/mi/ln) LOS

Density (pc/mi/ln)

WB Off Ramp to SR 94

C 23.1 C 23.1 D 31.7 D 31.7

WB On Ramp from SR 94

B 18.9 B 18.9 B 19.4 B 19.4

EB Off Ramp to SR 94

C 27.0 C 27.0 C 27.0 C 27.0

EB On Ramp from SR 94

D 28.6 D 28.6 D 28.6 D 28.6

Table 4 ‐ Freeway Weave Analysis Results

I‐480 Weave Sections

2039 AM No‐Build


2039 PM Build

LOS Density

(pc/mi/ln) LOS

Density (pc/mi/ln)

LOS Density

(pc/mi/ln) LOS

Density (pc/mi/ln)

WB I‐480 btwn SR 94 & Ridge

Road C 27.1 C 27.1 F F

EB I‐480 btwn SR 94 & SR 176

E 39.1 E 39.1 B 16.9 B 16.9

The analyses found that most I‐480 movements operate at or better than LOS D. All mainline and

ramp movements operate at LOS D or better. Two weave movements operate below LOS D in

the design year (2039):

The eastbound weave between SR 94 (State Road) and SR 176 will operate at LOS E (2039

AM peak).

The westbound weave between the SR 94 (State Road) on ramp and the Ridge Road off

ramp will operate at LOS F (2039 PM peak).

The freeway to ramp and ramp to freeway weave movements have balanced volumes for both

locations which contributes to the lower LOS. Constrained analysis was not performed because

the volume‐to‐capacity (v/c) ratios for all movements accessing mainline I‐480 were below a v/c

ratio of 1.0 for both the No Build and Build conditions. Therefore, the same amount of traffic

accesses mainline I‐480 for both conditions.


CUY‐480‐14.32

PID No. 102053


2.2 IntersectionAnalysisCapacity analyses were also performed for the signalized intersections on SR 94 (State Road).

Synchro was utilized to evaluate the complex signal phasing at the I‐480 interchange and to

optimize progression of a coordinated signal system. Existing signal phasing was determined from

information in the CUY‐480‐14.10/14.40 Safety Study. For the No Build condition, existing lane

configurations, phasing and cycle lengths were used. However, signal splits were optimized and

balanced for the No Build condition.

The left turn movements were the only movements assumed to have detection and all

intersections except the State Road/Brookpark Road intersection were assumed to be pretimed

per documentation in the prior safety study. The results of the signalized intersection analyses

are summarized in Table 5.

Table 5 ‐ Signalized Intersection Analysis Results

SR 94 Signalized Intersections

2039 AM No‐Build


2039 PM Build

LOS Delay

(sec/veh)LOS

Delay (sec/veh)

LOS Delay

(sec/veh) LOS

Delay (sec/veh)

SR 94 (State Road) and SR 17 (Brookpark Road)

150 sec cycle 120 sec cycle 150 sec cycle 120 sec cycle

WB Approach D 44.8 E 68.7 F 126.1 E 59.6

NB Approach F 115.5 E 71.6 E 58.1 E 67.8

EB Approach E 78.8 E 77.1 F 94.3 E 55.5

SB Approach F 92.7 E 55.4 E 58.3 D 53.6

Overall Intersection F 89.0 E 67.8 F 81.1 E 57.7

SR 94 (State Road) and EB I‐480 Ramps


NB Approach F 94.8 C 28.3 E 74.8 C 26.6

EB Approach F 137.4 D 50.3 F 111.6 E 67.1

SB Approach B 15.0 B 16.0 A 8.7 E 63.0

Overall Intersection E 79.7 C 32.1 D 52.7 D 51.6

SR 94 (State Road) and WB I‐480 Ramps


NB Approach B 10.2 C 27.8 B 18.8 D 47.9

WB Approach D 38.0 C 31.1 D 47.8 E 79.5

SB Approach C 31.0 B 16.3 D 41.6 B 18.2

Overall Intersection B 19.9 C 24.8 C 33.1 D 51.1

SR 94 (State Road) & Ralph Ave/Burger Ave


WB Approach B 14.1 B 15.1 D 43.4 B 15.3

NB Approach B 14.6 B 13.2 A 8.3 B 12.3

EB Approach B 10.9 B 10.6 C 29.1 B 10.3

SB Approach B 13.5 B 10.3 A 8.2 B 11.9

Overall Intersection B 13.9 B 12.0 B 11.4 B 12.2


CUY‐480‐14.32

PID No. 102053


In the No‐Build scenario, the intersection of SR 94 (State Road) and SR 17 (Brookpark Road)

operated at LOS F in both the AM and PM peak hours. Additionally, certain movements at the

eastbound I‐480 off ramp terminal intersection operate at LOS F.

For the Build scenario, detection was added to

approaches where it was lacking to better optimize traffic

flow at each intersection and all four signalized

intersections were coordinated. The ramp intersections

were converted to the modified Texas Transportation

Institute (TTI) diamond interchange phase sequence. This

is a 4 or 5 phase signal sequence that operates the

interchange (2 signalized intersections) as a single

intersection (see figure to the right).

All countermeasures from the Purpose and Need were

included in the Build condition. Both ramp intersections

and the Ralph Avenue/Burger Avenue intersection all

improved to LOS D or better for both AM and PM peak

hours. The Brookpark Road/State Road intersection

operations improved from LOS F to LOS E for both the AM

and PM peak hours. The westbound I‐480 ramp terminal

saw an increase overall in delay per vehicle in the AM and

PM peak hours, but the overall delay along the corridor

decreased significantly.

2.3 StorageLengthAnalysisStorage length analyses were performed at each signalized intersection. The turn lane storage

length was calculated and compared to the existing storage lengths. The results of that analyses

are presented in Table 6. The storage lane lengths include the 50 ft. diverging taper. Storage

length calculations are found in Appendix E.


CUY‐480‐14.32

PID No. 102053


Table 6 ‐ Storage Length Analysis Results

Intersection/Turn Lane 2039 DHV for Turn Lane

Calculated Turn Lane Storage (feet)

Potential Thru

Backup (feet)

Existing Turn Lane Length (feet)

Proposed Turn Lane Length (feet)

AM veh/hr

PM veh/hr

SR 94 (State Rd.) and SR 17 (Brookpark Rd.)

120 sec cycle

120 sec cycle

NB Lt 50 90 208 663 160 160

SB Lt 340 330 470 495 340 410

SB Rt 300 630 775 495 950** 950**

EB Lt 460 340 585 355 295* 295

WB Lt 40 250 385 263 265* 265

WB Rt 310 460 585 263 ‐‐‐ 400^

SR 94 (State Rd.) and EB I‐480 Off‐Ramp

120 sec cycle

120 sec cycle

NB Rt 890 550 1016 390 305 340

SB Lt 240 230 375 550 205 480**

EB Lt (2 lanes) 460 340 435 500 780 780

EB Rt (2 lanes) 720 830 623 310 780 780

SR 94 (State Rd.) and WB I‐480 Off‐Ramp

120 sec cycle

120 sec cycle

NB Lt (2 lanes) 720 660 500 400 605** 730

SB Rt 440 420 568 275 ‐‐‐ 260

WB Lt (2 lanes) 350 1010 720 335 325 600^

WB Rt 250 390 600 595 325 600^

SR 94 (State Rd.) and Burger Ave. / Ralph Ave.

60 sec cycle

60 sec cycle

NB Lt 10 30 75 263 ‐‐‐ 150

* Additional storage capacity is available in the two‐way left‐turn lane (TWLTL)

** Storage length extends beyond previous intersection

^ Lengths noted in the 2015 safety study

At the intersection of Brookpark Road and State Road, the proposed westbound right turn lane

addition on Brookpark Road is of sufficient length to avoid queues in the adjacent through lane.

Additional storage lane improvements were not identified as a countermeasure in the safety

study. The additional westbound right turn lane was determined to provide the most value to

reducing intersection delay.


CUY‐480‐14.32

PID No. 102053


The existing storage length of the eastbound I‐480 off ramp turn lanes provides adequate

storage length for both turn movements. The southbound left turn storage is maximized for

length prior to the westbound I‐480 ramp terminal; additional storage length is available prior to

the westbound I‐480 ramp terminal that provides the required storage length for the

movement. The northbound right turn has sufficient length to avoid queues in the adjacent

through lane for most cycles.

The proposed westbound I‐480 off‐ramp turn lane extension is consistent with the

improvements outlined in the safety study. The proposed lengths are 3 times longer than the

existing lengths and thus will achieve the safety goals of the project.

The added northbound left turn lane at the Burger Ave. / Ralph Ave. intersection provides a

safety benefit by separating left turning and through traffic. Due to the high northbound

through volumes, this turn lane could be blocked by through traffic, but because the left turn

volume is low, a longer turn lane length is not warranted.

3.0 SummaryandRecommendationsThe finding of this report is that the improvements defined in the safety study and included as

part of the Build condition be implemented. While the proposed improvements are not along I‐

480, improvements to the SR94 interchange will reduce the frequency of WB queues from

extending onto WB I‐480. All signalized intersections along SR 94 through the project area will

experience reduced delay.

Future projects will address the I‐480 weave sections and the SR 94 (State Road)/SR 17 (Brookpark

Road) intersection.

Appendix A Project Exhibits

• Proposed IOS Analysis Points • State Road Corridor Improvements

I-480/SR 94 (State Road) Intechange—Proposed IOS Analysis Points

I-480 WB

I-480 EB

SR 9

4 (

Stat

e R

oad

)

Weave Segment

Appendix B Traffic Volumes

INTER-OFFICE COMMUNICATION

TO: Brian Blayney, P.E., Traffic Planning Engineer, District 12

FROM: Joshua Kieselbach, P.E., Transportation Engineer, Office of Statewide Planning &

Research, Modeling & Forecasting Section

SUBJECT: CUY-94-10.05, PID 102053

DATE: April 1, 2016

In reply to a request dated November 20, 2015, the request for certified traffic has been

completed. Attached are plates with 2019/2039 ADT, AM DHV and PM DHV. If needed K&D

factors can be calculated from the plates. In addition to the traffic volumes two additional

plates have been included with truck factors.

If you have any questions, please contact me at [email protected] or (614) 752-

5747.

c: M. Byram, OSPR – G. Giaimo, OSPR – File

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OFFICE OF STATEWIDE PLANNING & RESEARCH

OHIO DEPARTMENT OF TRANSPORTATION

2019/2039 ADT

CUY-94-10.05 PID 102053

RALPH AVE.

I-480 WB ON-RAMP I-480 WB OFF-RAMP

I-480 EB OFF-RAMP I-480 EB ON-RAMP

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OF TRANS

PO

RT

TI

NO

A

PLATE 6 OF 8

PID 102053

CUY-94-10.05

1000/1

000

1290/1290

560/560

94

RA

MP FR

OM

SR-17

6

RA

MP TO

SR-17

6RID

GE

RD.




2019/2039 PM DHV

CUY-94-10.05 PID 102053

1080/1

080 1400/1400

1210/1210 780/

780

1370/1370

1060/1

060

4160/4240

5270/5370

1770/1

770

1360/1360

3730/3810

5590/5690

2370/2450

3820/3920

80/80

2900/3000

220/

220

800/800

2150/2230

N

S

TATE OFOH

IO

DE

PA

RT

ME

NT

OF TRANS

PO

RT

TI

NO

A

PLATE 7 OF 8

PID 102053

CUY-94-10.05

RALPH AVE.

I-480 WB ON-RAMP I-480 WB OFF-RAMP

I-480 EB OFF-RAMP I-480 EB ON-RAMP

94

94

17

BURGER AVE.

0.05/0.03/0.03

0.03/0.02/0.02

0.03/

0.02/

0.

02

0.

02/

0.

01/0.

01

0.02/0.01/0.02

0.

02/

0.

03/

0.

02

0.03/0.04/0.02

0.03/

0.

03/0.

02

0.03/0.05/0.02

0.0

2/0.

02/

0.

01

0.02/0.02/0.02

0.01/0.01/0.01

0.

02/

0.

02/

0.

02

0.01/0.03/0.02

0.0

2/

0.0

2/0.0

2




T24 / AM TD / PM TD

CUY-94-10.05 PID 102053

N

S

TATE OFOH

IO

DE

PA

RT

ME

NT

OF TRANS

PO

RT

TI

NO

A

PLATE 8 OF 8

PID 102053

CUY-94-10.05

94

RA

MP FR

OM

SR-17

6

RA

MP TO

SR-17

6RID

GE

RD.

0.03/0.03/0.05

0.08/0.0

7/0.

09

0.08/0.05/0.06

0.02/0.0

2/0.

02 0.03/0.05/0.02

0.03/0.04/0.02 0.02/0.0

1/0.

02

0.08/0.05/0.06

0.03/0.0

4/0.

02

0.04/0.05/0.04




T24 / AM TD / PM TD

CUY-94-10.05 PID 102053

Appendix C HCS Freeway Analysis

• Eastbound I-480 Segments • Westbound I-480 Segments

Appendix C Eastbound

Time Period 1

Time Period Independent Weaving Segment Data

Time Period 1

HCS 2010 Freeway Facilities

Project PropertiesAnalyst GTB Freeway Name I-480 Analysis Period AM Peak

Analysis Date 6/16/2016 4:41:13 PM From Ridge Rd Version Date 10/10/2012

Agency CMT To SR 94

Location Analysis Direction Eastbound

User Notes

File Name C:\Users\gbollinger\AppData\Local\Temp\preview.xml

Facility-wide ValuesJam Density (pc/h/ln) 190 Time Period Duration (min) 15 Facility Length (mi) 1.84700

Segment Input Data

Mainline Data

Seg # From To Type Length Terrain Adj. Demand

% Trucks

% RVs

# Lanes FFS

1 730 830 Basic Segment 3190 Level 7720 5.00 0.00 5 60

2 Off Ramp 1500 Level 7720 5.00 0.00 5 60


4 On Ramp 1500 Level 7750 4.56 0.00 5 60

RampData

Seg # Type Adj. Demand % Trucks % RVs Lanes Accel/Decel

Length FFS

2 Off Ramp 1100 4.00 0.00 1 1500 45

4 On Ramp 1130 1.00 0.00 1 1000 40

Weaving Segment Data

Seg #

Ramp to

Ramp Prop.

On-Ramp Off-Ramp

Adj. Demand

% Trucks % RVs Lanes FFS Adj.

Demand%

Trucks % RVs Lanes FFS

Seg # Configuration Short Length # Weaving Lanes Min. Lane Changes Freeway-Ramp

Min. Lane Changes Ramp-Freeway

Min. Lane Changes Ramp-Ramp

Time Period Results

Seg # From To Type Adj.

DemandVol.

ServedCapacity (pc/h)

Capacity (veh/h)

d/c Ratio

v/c ratio

Queue Length

(ft)

Avg. Speed (mi/h)

Density (pc/mi/ln)

Density (veh/mi/ln)

Avg. Travel Time

(min/veh)

Free-Flow Travel Time

(min/veh)

Mainline Delay

(min/veh)

System Delay

(min/veh)

VMT Demand

(veh-min)

VMT Volume (veh-min)

VHT (veh-hrs)

VHD (veh-hrs)

LOS

1 730 830 Basic Segment 7720 7720 11500 11220 0.69 0.69 0 60.0 26.4 25.7 0.60 0.60 0.0 0.0 1166.0 1166.0 19.4 0.0 D

2 Off Ramp 7720 7720 11500 11220 0.69 0.69 0 58.6 27.0 26.3 0.29 0.28 0.0 0.0 548.3 548.3 9.4 0.2 C

3 730 830 Basic Segment 6620 6620 9200 8968 0.74 0.74 0 59.8 28.4 27.7 0.68 0.67 0.0 0.0 1115.9 1115.9 18.7 0.1 D

4 On Ramp 7750 7750 11500 11244 0.69 0.69 0 55.4 28.6 27.9 0.31 0.28 0.0 0.0 550.4 550.4 9.9 0.8 D

Overall Results

Segment Segment Type Maximum d/c Ratio

Avg. Speed (mi/h)

Density (pc/mi/ln)

Density (veh/mi/ln)

Avg. Travel Time (min/veh)

Free-Flow Travel Time (min/veh)

VMT Demand (veh-min)

VMT Volume (veh-min) VHT (veh-hrs) VHD (veh-hrs)

730-830 Basic 0.69 60.0 26.4 25.7 0.60 0.60 1,166.0 1,166.0 19.43 0.00

- OffRamp 0.69 58.6 27.0 26.3 0.29 0.28 0,548.3 0,548.3 9.36 0.22

730-830 Basic 0.74 59.8 28.4 27.7 0.68 0.67 1,115.9 1,115.9 18.65 0.05

- OnRamp 0.69 55.4 28.6 27.9 0.31 0.28 0,550.4 0,550.4 9.93 0.75

Freeway 58.9 27.5 26.8 1.88 1.85 3,380.6 3,380.6 0,057.4 0,001.0

6/17/2016

Density-Based LOS by Segment

Segment 1 2 3 4

Time Step Basic Off Ramp Basic On Ramp

1 D C D D

Demand-Based LOS by Segment

Time Step 1 2 3 4

1 · · · ·

6/17/2016

Time Period 1


Time Period 1


Project PropertiesAnalyst GTB Freeway Name I-480 Analysis Period PM Peak

Analysis Date 6/16/2016 4:41:13 PM From Ridge Rd Version Date 10/10/2012

Agency CMT To SR 94

Location Analysis Direction Eastbound

User Notes



Segment Input Data

Mainline Data


% Trucks

% RVs

# Lanes FFS


2 Off Ramp 1500 Level 7720 5.00 0.00 5 60


4 On Ramp 1500 Level 7750 4.56 0.00 5 60

RampData


Length FFS

2 Off Ramp 1100 4.00 0.00 1 1500 45

4 On Ramp 1130 1.00 0.00 1 1000 40


Seg #

Ramp to

Ramp Prop.

On-Ramp Off-Ramp

Adj. Demand


Demand%





Time Period Results


DemandVol.


Capacity (veh/h)

d/c Ratio

v/c ratio

Queue Length

(ft)

Avg. Speed (mi/h)

Density (pc/mi/ln)

Density (veh/mi/ln)

Avg. Travel Time

(min/veh)


(min/veh)

Mainline Delay

(min/veh)

System Delay

(min/veh)

VMT Demand

(veh-min)


VHT (veh-hrs)

VHD (veh-hrs)

LOS

1 1630 1730 Basic Segment 7720 7720 11500 11220 0.69 0.69 0 60.0 26.4 25.7 0.60 0.60 0.0 0.0 1166.0 1166.0 19.4 0.0 D

2 Off Ramp 7720 7720 11500 11220 0.69 0.69 0 58.6 27.0 26.3 0.29 0.28 0.0 0.0 548.3 548.3 9.4 0.2 C

3 1630 1730 Basic Segment 6620 6620 9200 8968 0.74 0.74 0 59.8 28.4 27.7 0.68 0.67 0.0 0.0 1115.9 1115.9 18.7 0.1 D

4 On Ramp 7750 7750 11500 11244 0.69 0.69 0 55.4 28.6 27.9 0.31 0.28 0.0 0.0 550.4 550.4 9.9 0.8 D

Overall Results


Avg. Speed (mi/h)

Density (pc/mi/ln)

Density (veh/mi/ln)





1630-1730 Basic 0.69 60.0 26.4 25.7 0.60 0.60 1,166.0 1,166.0 19.43 0.00

- OffRamp 0.69 58.6 27.0 26.3 0.29 0.28 0,548.3 0,548.3 9.36 0.22

1630-1730 Basic 0.74 59.8 28.4 27.7 0.68 0.67 1,115.9 1,115.9 18.65 0.05

- OnRamp 0.69 55.4 28.6 27.9 0.31 0.28 0,550.4 0,550.4 9.93 0.75

Freeway 58.9 27.5 26.8 1.88 1.85 3,380.6 3,380.6 0,057.4 0,001.0

6/17/2016


Segment 1 2 3 4

Time Step Basic Off Ramp Basic On Ramp

1 D C D D


Time Step 1 2 3 4

1 · · · ·

6/17/2016

FREEWAY WEAVING WORKSHEETGeneral Information Site InformationAnalyst GTB Agency/Company CMT Date Performed 4/5/2016 Analysis Time Period AM Peak

Freeway/Dir of Travel Eastbound I-480 Weaving Segment Location SR 94 to SR 176 Analysis Year 2039

Project Description CUY-17-94-480 IOS

Inputs

Weaving configuration One-Sided Weaving number of lanes, N 5 Weaving segment length, LS 3900ftFreeway free-flow speed, FFS 60 mph

Segment type FreewayFreeway minimum speed, SMIN 15

Freeway maximum capacity, CIFL 2300Terrain type Level

Conversions to pc/h Under Base ConditionsV (veh/h) PHF Truck (%) RV (%) E T E R fHV fp v (pc/h)

VFF 5840 0.94 5 0 1.5 1.2 0.976 1.00 6368

VRF 500 0.94 2 0 1.5 1.2 0.990 1.00 537

VFR 780 0.94 4 0 1.5 1.2 0.980 1.00 846

VRR 630 0.94 1 0 1.5 1.2 0.995 1.00 674

VNW 7042 V = 8425

VW 1383

VR 0.164

Configuration CharacteristicsMinimum maneuver lanes, NWL 2 lc

Interchange density, ID 0.8 int/mi

Minimum RF lane changes, LCRF 1 lc/pc

Minimum FR lane changes, LCFR 1 lc/pc

Minimum RR lane changes, LCRR lc/pc

Minimum weaving lane changes, LCMIN 1383 lc/h

Weaving lane changes, LCW 2319 lc/h

Non-weaving lane changes, LCNW 3259 lc/h

Total lane changes, LCALL 5578 lc/h

Non-weaving vehicle index, INW 2197

Weaving Segment Speed, Density, Level of Service, and CapacityWeaving segment flow rate, v 8245 veh/hWeaving segment capacity, cw 11117 veh/h

Weaving segment v/c ratio 0.742 Weaving segment density, D 39.1 pc/mi/ln

Level of Service, LOS E

Weaving intensity factor, W 0.300 Weaving segment speed, S 43.0 mph

Average weaving speed, SW 49.6 mph

Average non-weaving speed, SNW 42.0 mph

Maximum weaving length, LMAX 4173 ft

Notesa. Weaving segments longer than the calculated maximum length should be treated as isolated merge and diverge areas using the procedures of Chapter 13, "Freeway Merge and Diverge Segments". b. For volumes that exceed the weaving segment capacity, the level of service is "F".

Copyright © 2014 University of Florida, All Rights Reserved HCS 2010TM Version 6.60 Generated: 4/7/2016 9:13 AM

4/7/2016

FREEWAY WEAVING WORKSHEETGeneral Information Site InformationAnalyst GTB Agency/Company CMT Date Performed 4/5/2016 Analysis Time Period PM Peak

Freeway/Dir of Travel Eastbound I-480 Weaving Segment Location SR 94 to SR 176 Analysis Year 2039


Inputs





VFF 2230 0.94 6 0 1.5 1.2 0.971 1.00 2444

VRF 220 0.94 2 0 1.5 1.2 0.990 1.00 236

VFR 800 0.94 4 0 1.5 1.2 0.980 1.00 868

VRR 560 0.94 2 0 1.5 1.2 0.990 1.00 602

VNW 3046 V = 4150

VW 1104

VR 0.266













Level of Service, LOS B







4/7/2016

Appendix C Westbound

BASIC FREEWAY SEGMENTS WORKSHEET

General Information Site Information Analyst GTB Highway/Direction of Travel WB I-480 Agency or Company CMT From/To Between SR 94 & SR 176 Date Performed 4/6/2016 Jurisdiction ODOT Analysis Time Period AM Peak Analysis Year 2039 Project Description CUY-17-94-480 IOS

Oper.(LOS) Des.(N) Planning Data Flow InputsVolume, V 4690 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 Adjustmentsfp 0.96 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.976

Speed Inputs Calc Speed Adj and FFSLane Width ft Rt-Side Lat. Clearance ft Number of Lanes, N 4 Total Ramp Density, TRD ramps/mi FFS (measured) 60.0 mph Base free-flow Speed, BFFS mph

fLW mph fLC mph TRD Adjustment mph

FFS 60.0 mph

LOS and Performance Measures Design (N)

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

1329 pc/h/ln

S 60.0 mph D = vp / S 22.1 pc/mi/ln LOS C

Design (N) Design LOSvp = (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 LocationN - Number of lanes S - SpeedV - Hourly volume D - Densityvp - Flow rate FFS - Free-flow speedLOS - Level of service BFFS - Base free-flow speedDDHV - Directional design hour volume

ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9fp - Page 11-18 TRD - Page 11-11LOS, S, FFS, vp - Exhibits 11-2, 11-3


4/6/2016

BASIC FREEWAY SEGMENTS WORKSHEET

General Information Site Information Analyst GTB Highway/Direction of Travel WB I-480 Agency or Company CMT From/To Between SR 94 & SR 176 Date Performed 4/6/2016 Jurisdiction ODOT Analysis Time Period PM Peak Analysis Year 2039 Project Description CUY-17-94-480 IOS

Oper.(LOS) Des.(N) Planning Data Flow InputsVolume, V 5690 veh/h Peak-Hour Factor, PHF 0.94 AADT veh/day %Trucks and Buses, PT 6

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 Adjustmentsfp 0.96 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.971

Speed Inputs Calc Speed Adj and FFSLane Width ft Rt-Side Lat. Clearance ft Number of Lanes, N 4 Total Ramp Density, TRD ramps/mi FFS (measured) 60.0 mph Base free-flow Speed, BFFS mph

fLW mph fLC mph TRD Adjustment mph

FFS 60.0 mph

LOS and Performance Measures Design (N)

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

1624 pc/h/ln

S 60.0 mph D = vp / S 27.1 pc/mi/ln LOS D

Design (N) Design LOSvp = (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 LocationN - Number of lanes S - SpeedV - Hourly volume D - Densityvp - Flow rate FFS - Free-flow speedLOS - Level of service BFFS - Base free-flow speedDDHV - Directional design hour volume

ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9fp - Page 11-18 TRD - Page 11-11LOS, S, FFS, vp - Exhibits 11-2, 11-3


4/7/2016

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst GTB Freeway/Dir of Travel Westbound I-480Agency or Company CMT Junction SR 94 Off-RampDate Performed 4/6/2016 Jurisdiction ODOTAnalysis Time Period AM Peak Analysis Year 2039Project Description CUY-17-94-480 IOS

InputsUpstream Adj Ramp

Yes On

No Off

Lup = ft

Vu = veh/h

Freeway Number of Lanes, N 4

Ramp Number of Lanes, N 1

Acceleration Lane Length, LA

Deceleration Lane Length LD 480

Freeway Volume, VF 4690

Ramp Volume, VR 600

Freeway Free-Flow Speed, SFF 60.0

Ramp Free-Flow Speed, SFR 45.0

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 4690 0.94 Level 5 0 0.976 0.96 5316 Ramp 600 0.94 Level 5 0 0.976 0.99 664 UpStream DownStream

Merge Areas Diverge AreasEstimation of v12 Estimation of v12

V12 = VF ( PFM )

LEQ = (Equation 13-6 or 13-7)PFM = using Equation (Exhibit 13-6)

V12 = pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h? Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No

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

V12 = VR + (VF - VR)PFDLEQ = (Equation 13-12 or 13-13) PFD = 0.436 using Equation (Exhibit 13-7)

V12 = 2692 pc/h V3 or Vav34 1312 pc/h (Equation 13-14 or 13-17)Is V3 or Vav34 > 2,700 pc/h? Yes NoIs V3 or Vav34 > 1.5 * V12/2 Yes No


Capacity Checks Capacity ChecksActual Capacity LOS F? Actual Capacity LOS F?

VFO Exhibit 13-8

VF 5316 Exhibit 13-8 9200 No

VFO = VF - VR 4652 Exhibit 13-8 9200 No

VR 664 Exhibit 13-10 2100 No

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

VR12 Exhibit 13-8 V12 2692 Exhibit 13-8 4400:All No

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 = (pc/mi/ln)LOS = (Exhibit 13-2)

DR = 4.252 + 0.0086 V12 - 0.009 LDDR = 23.1 (pc/mi/ln)LOS = C (Exhibit 13-2)

Speed Determination Speed DeterminationMS = (Exibit 13-11) SR= mph (Exhibit 13-11) S0= mph (Exhibit 13-11) S = mph (Exhibit 13-13)

Ds = 0.358 (Exhibit 13-12) SR= 53.6 mph (Exhibit 13-12) S0= 64.6 mph (Exhibit 13-12) S = 58.5 mph (Exhibit 13-13)

Copyright © 2014 University of Florida, All Rights Reserved HCS2010TM Version 6.60 Generated: 4/6/2016 11:55 AM

4/6/2016

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst GTB Freeway/Dir of Travel Westbound I-480Agency or Company CMT Junction SR 94 Off-RampDate Performed 4/6/2016 Jurisdiction ODOTAnalysis Time Period PM Peak Analysis Year 2039Project Description CUY-17-94-480 IOS

InputsUpstream Adj Ramp

Yes On

No Off

Lup = ft

Vu = veh/h

Freeway Number of Lanes, N 4

Ramp Number of Lanes, N 1

Acceleration Lane Length, LA

Deceleration Lane Length LD 480

Freeway Volume, VF 5690

Ramp Volume, VR 1400

Freeway Free-Flow Speed, SFF 60.0

Ramp Free-Flow Speed, SFR 45.0

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 5690 0.94 Level 6 0 0.971 0.96 6495 Ramp 1400 0.94 Level 2 0 0.990 0.99 1519 UpStream DownStream

Merge Areas Diverge AreasEstimation of v12 Estimation of v12

V12 = VF ( PFM )

LEQ = (Equation 13-6 or 13-7)PFM = using Equation (Exhibit 13-6)

V12 = pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h? Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No


V12 = VR + (VF - VR)PFDLEQ = (Equation 13-12 or 13-13) PFD = 0.436 using Equation (Exhibit 13-7)

V12 = 3689 pc/h V3 or Vav34 1403 pc/h (Equation 13-14 or 13-17)Is V3 or Vav34 > 2,700 pc/h? Yes NoIs V3 or Vav34 > 1.5 * V12/2 Yes No


Capacity Checks Capacity ChecksActual Capacity LOS F? Actual Capacity LOS F?

VFO Exhibit 13-8

VF 6495 Exhibit 13-8 9200 No

VFO = VF - VR 4976 Exhibit 13-8 9200 No

VR 1519 Exhibit 13-10 2100 No

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

VR12 Exhibit 13-8 V12 3689 Exhibit 13-8 4400:All No

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 = (pc/mi/ln)LOS = (Exhibit 13-2)

DR = 4.252 + 0.0086 V12 - 0.009 LDDR = 31.7 (pc/mi/ln)LOS = D (Exhibit 13-2)

Speed Determination Speed DeterminationMS = (Exibit 13-11) SR= mph (Exhibit 13-11) S0= mph (Exhibit 13-11) S = mph (Exhibit 13-13)

Ds = 0.435 (Exhibit 13-12) SR= 52.2 mph (Exhibit 13-12) S0= 64.2 mph (Exhibit 13-12) S = 56.8 mph (Exhibit 13-13)

Copyright © 2014 University of Florida, All Rights Reserved HCS2010TM Version 6.60 Generated: 4/7/2016 9:22 AM

4/7/2016

Time Period 1


Time Period 1


Project PropertiesAnalyst GTB Freeway Name I-480 Analysis Period AM Peak

Analysis Date 6/16/2016 4:41:13 PM From SR 94 Version Date 10/10/2012

Agency CMT To Ridge Rd

Location Analysis Direction Westbound

User Notes



Segment Input Data

Mainline Data


% Trucks

% RVs

# Lanes FFS


2 On Ramp 1500 Level 5250 4.34 0.00 5 60


RampData


Length FFS

2 On Ramp 1160 2.00 0.00 1 1000 40


Seg #

Ramp to

Ramp Prop.

On-Ramp Off-Ramp

Adj. Demand


Demand%





Time Period Results


DemandVol.


Capacity (veh/h)

d/c Ratio

v/c ratio

Queue Length

(ft)

Avg. Speed (mi/h)

Density (pc/mi/ln)

Density (veh/mi/ln)

Avg. Travel Time

(min/veh)


(min/veh)

Mainline Delay

(min/veh)

System Delay

(min/veh)

VMT Demand

(veh-min)


VHT (veh-hrs)

VHD (veh-hrs)

LOS

1 730 830 Basic Segment 4090 4090 9200 8976 0.46 0.46 0 60.0 17.5 17.0 0.67 0.67 0.0 0.0 689.4 689.4 11.5 0.0 B

2 On Ramp 5250 5250 11500 11256 0.47 0.47 0 56.6 18.9 18.5 0.30 0.28 0.0 0.0 372.9 372.9 6.6 0.4 B

3 730 830 Basic Segment 5250 5250 11500 11256 0.47 0.47 0 59.7 18.0 17.6 0.32 0.32 0.0 0.0 420.1 420.1 7.0 0.0 B

Overall Results


Avg. Speed (mi/h)

Density (pc/mi/ln)

Density (veh/mi/ln)





730-830 Basic 0.46 60.0 17.5 17.0 0.67 0.67 0,689.4 0,689.4 11.49 0.00

- OnRamp 0.47 56.6 18.9 18.5 0.30 0.28 0,372.9 0,372.9 6.58 0.37

730-830 Basic 0.47 59.7 18.0 17.6 0.32 0.32 0,420.1 0,420.1 7.03 0.03

Freeway 59.0 18.0 17.6 1.30 1.28 1,482.4 1,482.4 0,025.1 0,000.4

6/16/2016


Segment 1 2 3

Time Step Basic On Ramp Basic

1 B B B


Time Step 1 2 3

1 · · ·

6/16/2016

Time Period 1


Time Period 1


Project PropertiesAnalyst GTB Freeway Name I-480 Analysis Period PM Peak

Analysis Date 6/16/2016 4:41:13 PM From SR 94 Version Date 10/10/2012

Agency CMT To Ridge Rd

Location Analysis Direction Westbound

User Notes



Segment Input Data

Mainline Data


% Trucks

% RVs

# Lanes FFS


2 On Ramp 1500 Level 5370 5.20 0.00 5 60


RampData


Length FFS

2 On Ramp 1080 2.00 0.00 1 1000 40


Seg #

Ramp to

Ramp Prop.

On-Ramp Off-Ramp

Adj. Demand


Demand%





Time Period Results


DemandVol.


Capacity (veh/h)

d/c Ratio

v/c ratio

Queue Length

(ft)

Avg. Speed (mi/h)

Density (pc/mi/ln)

Density (veh/mi/ln)

Avg. Travel Time

(min/veh)


(min/veh)

Mainline Delay

(min/veh)

System Delay

(min/veh)

VMT Demand

(veh-min)


VHT (veh-hrs)

VHD (veh-hrs)

LOS

1 1630 1730 Basic Segment 4290 4290 9200 8932 0.48 0.48 0 60.0 18.4 17.9 0.67 0.67 0.0 0.0 723.1 723.1 12.1 0.0 C

2 On Ramp 5370 5370 11500 11209 0.48 0.48 0 56.6 19.4 18.9 0.30 0.28 0.0 0.0 381.4 381.4 6.7 0.4 B

3 1630 1730 Basic Segment 5370 5370 11500 11209 0.48 0.48 0 59.7 18.4 18.0 0.32 0.32 0.0 0.0 429.7 429.7 7.2 0.0 C

Overall Results


Avg. Speed (mi/h)

Density (pc/mi/ln)

Density (veh/mi/ln)





1630-1730 Basic 0.48 60.0 18.4 17.9 0.67 0.67 0,723.1 0,723.1 12.05 0.00

- OnRamp 0.48 56.6 19.4 18.9 0.30 0.28 0,381.4 0,381.4 6.74 0.38

1630-1730 Basic 0.48 59.7 18.4 18.0 0.32 0.32 0,429.7 0,429.7 7.19 0.03

Freeway 59.0 18.7 18.2 1.30 1.28 1,534.2 1,534.2 0,026.0 0,000.4

6/16/2016


Segment 1 2 3

Time Step Basic On Ramp Basic

1 C B C


Time Step 1 2 3

1 · · ·

6/16/2016

FREEWAY WEAVING WORKSHEETGeneral Information Site InformationAnalyst GTB Agency/Company CMT Date Performed 4/6/2016 Analysis Time Period AM Peak

Freeway/Dir of Travel Westbound I-480 Weaving Segment Location Between Ridge Rd & SR 94 Analysis Year 2039


Inputs





VFF 3450 0.94 5 0 1.5 1.2 0.976 0.96 3911

VRF 1110 0.94 2 0 1.5 1.2 0.990 0.99 1211

VFR 640 0.94 3 0 1.5 1.2 0.985 0.99 702

VRR 50 0.94 1 0 1.5 1.2 0.995 0.99 54

VNW 3965 V = 5878

VW 1913

VR 0.325













Level of Service, LOS D







4/7/2016

FREEWAY WEAVING WORKSHEETGeneral Information Site InformationAnalyst GTB Agency/Company CMT Date Performed 4/6/2016 Analysis Time Period PM Peak

Freeway/Dir of Travel Westbound I-480 Weaving Segment Location Between Ridge Rd & SR 94 Analysis Year 2039


Inputs





VFF 3000 0.94 6 0 1.5 1.2 0.971 0.96 3417

VRF 1000 0.94 2 0 1.5 1.2 0.990 0.99 1091

VFR 1290 0.94 3 0 1.5 1.2 0.985 0.99 1414

VRR 80 0.94 1 0 1.5 1.2 0.995 0.99 87

VNW 3504 V = 6009

VW 2505

VR 0.417






Minimum weaving lane changes, LCMIN lc/h

Weaving lane changes, LCW lc/h

Non-weaving lane changes, LCNW lc/h

Total lane changes, LCALL lc/h



Weaving segment v/c ratio 1.062 Weaving segment density, D pc/mi/ln

Level of Service, LOS F

Weaving intensity factor, W Weaving segment speed, S mph

Average weaving speed, SW mph

Average non-weaving speed, SNW mph




4/7/2016

Appendix D Synchro Operations Analysis

• 2039 AM No Build • 2039 PM No Build • 2039 AM Build • 2039 PM Build

Lanes, Volumes, Timings3: SR 94 (State Rd)/SR 94 & SR 17 (Brookpark Rd) 8/16/2016

I-480/SR 94 Interchange 2039 No Build AM Peak 8:00 am 4/5/2016 Baseline Synchro 8 ReportJerry Bollinger Page 1

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 460 550 30 40 250 310 50 1170 20 340 560 300Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 260 0 215 0 115 0 210 0Storage Lanes 1 0 1 0 1 0 1 1Taper Length (ft) 50 50 50 50Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 1.00Frt 0.992 0.917 0.997 0.850Flt Protected 0.950 0.950 0.950 0.950Satd. Flow (prot) 1770 3511 0 1752 3214 0 1787 3564 0 1770 3539 1583Flt Permitted 0.155 0.412 0.394 0.069Satd. Flow (perm) 289 3511 0 760 3214 0 741 3564 0 129 3539 1583Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 4 178 1 326Link Speed (mph) 35 35 25 35Link Distance (ft) 585 632 494 784Travel Time (s) 11.4 12.3 13.5 15.3Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Heavy Vehicles (%) 2% 2% 2% 3% 3% 3% 1% 1% 1% 2% 2% 2%Adj. Flow (vph) 500 598 33 43 272 337 54 1272 22 370 609 326Shared Lane Traffic (%)Lane Group Flow (vph) 500 631 0 43 609 0 54 1294 0 370 609 326Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(ft) 12 12 12 12Link Offset(ft) 0 0 0 0Crosswalk Width(ft) 16 16 16 16Two way Left Turn Lane Yes YesHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9 15 9 15 9Number of Detectors 1 0 1 0 1 0 1 0 0Detector Template Left Thru Left Thru Left LeftLeading Detector (ft) 20 0 20 0 20 0 20 0 0Trailing Detector (ft) 0 0 0 0 0 0 0 0 0Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0Detector 1 Size(ft) 20 6 20 6 20 6 20 6 20Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA pm+ovProtected Phases 7 4 3 8 5 2 1 6 7Permitted Phases 4 8 2 6 6Detector Phase 7 4 3 8 5 2 1 6 7Switch PhaseMinimum Initial (s) 7.0 7.0 7.0 7.0 7.0 27.0 7.0 27.0 7.0Minimum Split (s) 12.0 43.0 12.0 43.0 12.0 33.0 12.0 33.0 12.0Total Split (s) 38.0 52.0 16.0 30.0 20.0 58.0 24.0 62.0 38.0



Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRTotal Split (%) 25.3% 34.7% 10.7% 20.0% 13.3% 38.7% 16.0% 41.3% 25.3%Maximum Green (s) 33.0 46.0 11.0 24.0 15.0 52.0 19.0 56.0 33.0Yellow Time (s) 3.0 4.0 3.0 4.0 3.0 4.0 3.0 4.0 3.0All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 5.0Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag LeadLead-Lag Optimize?Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode None Max None Max None Min None Min NoneWalk Time (s) 7.0 7.0 7.0 7.0Flash Dont Walk (s) 29.0 29.0 20.0 20.0Pedestrian Calls (#/hr) 0 0 0 0Act Effct Green (s) 75.0 63.4 45.0 36.0 61.4 52.0 77.0 65.0 104.0Actuated g/C Ratio 0.46 0.39 0.28 0.22 0.38 0.32 0.48 0.40 0.64v/c Ratio 1.15 0.46 0.17 0.71 0.16 1.13 1.46 0.43 0.29Control Delay 129.8 38.4 28.4 45.9 25.0 119.3 264.4 37.0 1.9Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 129.8 38.4 28.4 45.9 25.0 119.3 264.4 37.0 1.9LOS F D C D C F F D AApproach Delay 78.8 44.8 115.5 92.7Approach LOS E D F FQueue Length 50th (ft) ~537 264 25 228 31 ~835 ~485 250 0Queue Length 95th (ft) #773 331 50 301 58 #978 #701 315 39Internal Link Dist (ft) 505 552 414 704Turn Bay Length (ft) 260 215 115 210Base Capacity (vph) 435 1376 292 852 407 1144 253 1420 1133Starvation Cap Reductn 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 1.15 0.46 0.15 0.71 0.13 1.13 1.46 0.43 0.29

Intersection SummaryArea Type: OtherCycle Length: 150Actuated Cycle Length: 162Natural Cycle: 150Control Type: Semi Act-UncoordMaximum v/c Ratio: 1.46Intersection Signal Delay: 89.0 Intersection LOS: FIntersection Capacity Utilization 112.5% ICU Level of Service HAnalysis Period (min) 15~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles.# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 3: SR 94 (State Rd)/SR 94 & SR 17 (Brookpark Rd)

Lanes, Volumes, Timings7: SR 94 & EB Off-Ramp/EB On-Ramp 8/16/2016


Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 380 0 720 0 0 0 0 950 890 240 570 0Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 540 540 0 0 0 210 0 0Storage Lanes 2 1 0 0 0 1 1 0Taper Length (ft) 300 25 25 25Lane Util. Factor 0.97 1.00 0.88 1.00 1.00 1.00 1.00 *0.60 *0.51 1.00 0.91 1.00Frt 0.850 0.952 0.850Flt Protected 0.950 0.950Satd. Flow (prot) 3367 0 2733 0 0 0 0 3161 800 1752 5036 0Flt Permitted 0.950 0.950Satd. Flow (perm) 3367 0 2733 0 0 0 0 3161 800 1752 5036 0Right Turn on Red No Yes Yes YesSatd. Flow (RTOR) 80 197Link Speed (mph) 45 30 35 35Link Distance (ft) 1226 304 784 363Travel Time (s) 18.6 6.9 15.3 7.1Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Heavy Vehicles (%) 4% 4% 4% 2% 2% 2% 3% 3% 3% 3% 3% 3%Adj. Flow (vph) 413 0 783 0 0 0 0 1033 967 261 620 0Shared Lane Traffic (%) 50%Lane Group Flow (vph) 413 0 783 0 0 0 0 1517 483 261 620 0Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment R NA Left Right Left Left Right Left Right Right Left Left RightMedian Width(ft) 24 24 12 12Link Offset(ft) 0 0 0 0Crosswalk Width(ft) 16 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9 15 9 15 9Turn Type Prot Prot NA custom Prot NAProtected Phases 7 7 2 7 1 6Permitted Phases 2Minimum Split (s) 30.0 30.0 33.0 30.0 25.0 25.0Total Split (s) 30.0 30.0 45.0 30.0 25.0 70.0Total Split (%) 30.0% 30.0% 45.0% 30.0% 25.0% 70.0%Maximum Green (s) 24.0 24.0 39.0 24.0 20.0 65.0Yellow Time (s) 4.0 4.0 4.0 4.0 3.0 3.0All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 6.0 6.0 6.0 6.0 5.0 5.0Lead/Lag Lag LeadLead-Lag Optimize? Yes YesWalk Time (s) 7.0Flash Dont Walk (s) 20.0Pedestrian Calls (#/hr) 0Act Effct Green (s) 24.0 24.0 39.0 69.0 20.0 65.0Actuated g/C Ratio 0.24 0.24 0.39 0.69 0.20 0.65v/c Ratio 0.51 1.20 1.18 0.79 0.75 0.19



Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRControl Delay 35.6 137.4 119.5 17.3 48.6 0.9Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 35.6 137.4 119.5 17.3 48.6 0.9LOS D F F B D AApproach Delay 94.8 15.0Approach LOS F BQueue Length 50th (ft) 118 ~344 ~633 205 107 6Queue Length 95th (ft) 165 #473 #781 #764 m#219 6Internal Link Dist (ft) 1146 224 704 283Turn Bay Length (ft) 540 540 210Base Capacity (vph) 808 655 1281 613 350 3273Starvation Cap Reductn 0 0 0 0 0 0Spillback Cap Reductn 17 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0Reduced v/c Ratio 0.52 1.20 1.18 0.79 0.75 0.19

Intersection SummaryArea Type: OtherCycle Length: 100Actuated Cycle Length: 100Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green, Master IntersectionNatural Cycle: 140Control Type: PretimedMaximum v/c Ratio: 1.20Intersection Signal Delay: 79.7 Intersection LOS: EIntersection Capacity Utilization 75.0% ICU Level of Service DAnalysis Period (min) 15* User Entered Value~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles.# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 7: SR 94 & EB Off-Ramp/EB On-Ramp

Lanes, Volumes, Timings10: SR 94 & WB On-Ramp/WB Off-Ramp 8/16/2016


Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 0 0 0 350 0 250 720 610 0 0 460 440Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 0 0 205 205 0 0 0 320Storage Lanes 0 0 1 1 2 0 0 1Taper Length (ft) 25 300 25 25Lane Util. Factor 1.00 1.00 1.00 *0.64 1.00 1.00 0.97 0.95 1.00 1.00 0.91 0.91Frt 0.850 0.927Flt Protected 0.950 0.950Satd. Flow (prot) 0 0 0 2200 0 1538 3400 3505 0 0 4714 0Flt Permitted 0.950 0.950Satd. Flow (perm) 0 0 0 2200 0 1538 3400 3505 0 0 4714 0Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 272 226Link Speed (mph) 30 45 35 35Link Distance (ft) 386 1080 363 620Travel Time (s) 8.8 16.4 7.1 12.1Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Heavy Vehicles (%) 2% 2% 2% 5% 5% 5% 3% 3% 3% 2% 2% 2%Adj. Flow (vph) 0 0 0 380 0 272 783 663 0 0 500 478Shared Lane Traffic (%)Lane Group Flow (vph) 0 0 0 380 0 272 783 663 0 0 978 0Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right R NA Left Right Left Left Right Left Right RightMedian Width(ft) 24 24 24 24Link Offset(ft) 0 0 0 0Crosswalk Width(ft) 16 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9 15 9 15 9Turn Type Prot Prot Prot NA NAProtected Phases 3 3 5 2 6Permitted PhasesMinimum Split (s) 30.0 30.0 25.0 25.0 27.0Total Split (s) 33.0 33.0 37.0 67.0 30.0Total Split (%) 33.0% 33.0% 37.0% 67.0% 30.0%Maximum Green (s) 27.0 27.0 32.0 62.0 24.0Yellow Time (s) 4.0 4.0 3.0 3.0 4.0All-Red Time (s) 2.0 2.0 2.0 2.0 2.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 6.0 6.0 5.0 5.0 6.0Lead/Lag Lag LeadLead-Lag Optimize? Yes YesWalk Time (s) 7.0Flash Dont Walk (s) 14.0Pedestrian Calls (#/hr) 0Act Effct Green (s) 27.0 27.0 32.0 62.0 24.0Actuated g/C Ratio 0.27 0.27 0.32 0.62 0.24v/c Ratio 0.64 0.44 0.72 0.31 0.86dr



Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRControl Delay 38.0 6.1 16.1 1.4 31.0Queue Delay 0.0 0.0 1.3 0.4 0.0Total Delay 38.0 6.1 17.4 1.8 31.0LOS D A B A CApproach Delay 10.2 31.0Approach LOS B CQueue Length 50th (ft) 167 0 203 10 164Queue Length 95th (ft) 244 61 m190 m11 215Internal Link Dist (ft) 306 1000 283 540Turn Bay Length (ft) 205 205Base Capacity (vph) 594 613 1088 2173 1303Starvation Cap Reductn 0 0 138 962 0Spillback Cap Reductn 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0Reduced v/c Ratio 0.64 0.44 0.82 0.55 0.75

Intersection SummaryArea Type: OtherCycle Length: 100Actuated Cycle Length: 100Offset: 5 (5%), Referenced to phase 2:NBT and 6:SBT, Start of GreenNatural Cycle: 85Control Type: PretimedMaximum v/c Ratio: 0.75Intersection Signal Delay: 19.9 Intersection LOS: BIntersection Capacity Utilization 75.0% ICU Level of Service DAnalysis Period (min) 15* User Entered Valuem Volume for 95th percentile queue is metered by upstream signal.dr Defacto Right Lane. Recode with 1 though lane as a right lane.

Splits and Phases: 10: SR 94 & WB On-Ramp/WB Off-Ramp

Lanes, Volumes, Timings13: SR 94 & Burger Ave./Ralph Ave. 8/16/2016


Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 30 20 40 60 20 10 10 720 20 10 610 10Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.95 0.95 0.95Frt 0.941 0.985 0.996 0.998Flt Protected 0.983 0.968 0.999 0.999Satd. Flow (prot) 0 1706 0 0 1794 0 0 3522 0 0 3529 0Flt Permitted 0.900 0.788 0.944 0.939Satd. Flow (perm) 0 1562 0 0 1460 0 0 3328 0 0 3317 0Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 30 5 5 3Link Speed (mph) 25 25 35 35Link Distance (ft) 523 505 620 386Travel Time (s) 14.3 13.8 12.1 7.5Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Heavy Vehicles (%) 3% 3% 3% 1% 1% 1% 2% 2% 2% 2% 2% 2%Adj. Flow (vph) 33 22 43 65 22 11 11 783 22 11 663 11Shared Lane Traffic (%)Lane Group Flow (vph) 0 98 0 0 98 0 0 816 0 0 685 0Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(ft) 0 0 0 0Link Offset(ft) 0 0 0 0Crosswalk Width(ft) 16 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9 15 9 15 9Number of Detectors 1 0 1 0 1 0 1 0Detector Template Left Thru Left Thru Left Thru Left ThruLeading Detector (ft) 20 0 20 0 20 0 20 0Trailing Detector (ft) 0 0 0 0 0 0 0 0Detector 1 Position(ft) 0 0 0 0 0 0 0 0Detector 1 Size(ft) 20 6 20 6 20 6 20 6Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Turn Type Perm NA Perm NA Perm NA Perm NAProtected Phases 4 8 2 6Permitted Phases 4 8 2 6Detector Phase 4 4 8 8 2 2 6 6Switch PhaseMinimum Initial (s) 7.0 7.0 7.0 7.0 30.0 30.0 30.0 30.0Minimum Split (s) 22.0 22.0 22.0 22.0 36.0 36.0 36.0 36.0Total Split (s) 30.0 30.0 30.0 30.0 90.0 90.0 90.0 90.0Total Split (%) 25.0% 25.0% 25.0% 25.0% 75.0% 75.0% 75.0% 75.0%Maximum Green (s) 25.0 25.0 25.0 25.0 84.0 84.0 84.0 84.0Yellow Time (s) 3.0 3.0 3.0 3.0 4.0 4.0 4.0 4.0



Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRAll-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0Total Lost Time (s) 5.0 5.0 6.0 6.0Lead/LagLead-Lag Optimize?Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode Max Max Max Max Min Min Min MinWalk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0Act Effct Green (s) 25.0 25.0 30.0 30.0Actuated g/C Ratio 0.38 0.38 0.45 0.45v/c Ratio 0.16 0.18 0.54 0.45Control Delay 10.9 14.1 14.6 13.5Queue Delay 0.0 0.0 0.0 0.0Total Delay 10.9 14.1 14.6 13.5LOS B B B BApproach Delay 10.9 14.1 14.6 13.5Approach LOS B B B BQueue Length 50th (ft) 17 24 117 94Queue Length 95th (ft) 45 53 166 135Internal Link Dist (ft) 443 425 540 306Turn Bay Length (ft)Base Capacity (vph) 610 556 3328 3317Starvation Cap Reductn 0 0 0 0Spillback Cap Reductn 0 0 0 0Storage Cap Reductn 0 0 0 0Reduced v/c Ratio 0.16 0.18 0.25 0.21

Intersection SummaryArea Type: OtherCycle Length: 120Actuated Cycle Length: 66Natural Cycle: 60Control Type: Semi Act-UncoordMaximum v/c Ratio: 0.54Intersection Signal Delay: 13.9 Intersection LOS: BIntersection Capacity Utilization 46.1% ICU Level of Service AAnalysis Period (min) 15

Splits and Phases: 13: SR 94 & Burger Ave./Ralph Ave.

Lanes, Volumes, Timings

3: SR 94 (State Rd)/SR 94 & SR 17 (Brookpark Rd) 7/8/2016

I-480/SR 94 Interchange 2039 Build AM Peak 8:00 am 4/5/2016 Build Scenario Synchro 8 Report

Jerry Bollinger Page 1

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (vph) 460 550 30 40 250 310 50 1170 20 340 560 300

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Storage Length (ft) 260 0 215 400 115 0 210 0

Storage Lanes 1 0 1 1 1 0 1 1

Taper Length (ft) 50 50 50 50

Lane Util. Factor 1.00 0.95 0.95 1.00 0.91 0.91 1.00 0.95 0.95 1.00 0.95 1.00

Frt 0.992 0.947 0.850 0.997 0.850

Flt Protected 0.950 0.950 0.950 0.950

Satd. Flow (prot) 1770 3511 0 1752 3179 1427 1787 3564 0 1770 3539 1583

Flt Permitted 0.200 0.412 0.421 0.087

Satd. Flow (perm) 373 3511 0 760 3179 1427 792 3564 0 162 3539 1583

Right Turn on Red Yes Yes Yes Yes

Satd. Flow (RTOR) 5 61 118 2 206

Link Speed (mph) 35 35 25 35

Link Distance (ft) 585 632 494 784

Travel Time (s) 11.4 12.3 13.5 15.3

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Heavy Vehicles (%) 2% 2% 2% 3% 3% 3% 1% 1% 1% 2% 2% 2%

Adj. Flow (vph) 500 598 33 43 272 337 54 1272 22 370 609 326

Shared Lane Traffic (%) 44%

Lane Group Flow (vph) 500 631 0 43 420 189 54 1294 0 370 609 326

Enter Blocked Intersection No No No No No No No No No No No No

Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right

Median Width(ft) 12 12 12 12

Link Offset(ft) 0 0 0 0

Crosswalk Width(ft) 16 16 16 16

Two way Left Turn Lane Yes Yes

Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Turning Speed (mph) 15 9 15 9 15 9 15 9

Number of Detectors 1 2 1 2 1 1 2 1 2 0

Detector Template Left Thru Left Thru Right Left Thru Left Thru

Leading Detector (ft) 20 100 20 100 20 20 100 20 100 0

Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0

Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0

Detector 1 Size(ft) 20 6 20 6 20 20 6 20 6 20

Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex

Detector 1 Channel

Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 2 Position(ft) 94 94 94 94

Detector 2 Size(ft) 6 6 6 6

Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex

Detector 2 Channel

Detector 2 Extend (s) 0.0 0.0 0.0 0.0

Turn Type pm+pt NA pm+pt NA pm+ov pm+pt NA pm+pt NA pm+ov

Protected Phases 7 4 3 8 1 5 2 1 6 7

Permitted Phases 4 8 8 2 6 6






Detector Phase 7 4 3 8 1 5 2 1 6 7

Switch Phase

Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 6.0 27.0 7.0 27.0 7.0

Minimum Split (s) 12.0 42.0 12.0 24.0 12.0 11.0 33.0 12.0 33.0 12.0

Total Split (s) 30.0 43.0 7.0 20.0 22.0 9.0 48.0 22.0 61.0 30.0

Total Split (%) 25.0% 35.8% 5.8% 16.7% 18.3% 7.5% 40.0% 18.3% 50.8% 25.0%

Yellow Time (s) 3.0 4.0 3.0 4.0 3.0 3.0 4.0 3.0 4.0 3.0

All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 6.0 5.0 6.0 5.0 5.0 6.0 5.0 6.0 5.0

Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lag Lead

Lead-Lag Optimize?

Recall Mode None Max None Max None None C-Min None C-Min None

Act Effct Green (s) 45.0 38.4 17.0 14.0 37.0 47.0 42.0 65.0 56.8 87.8

Actuated g/C Ratio 0.38 0.32 0.14 0.12 0.31 0.39 0.35 0.54 0.47 0.73

v/c Ratio 1.16 0.56 0.35 0.99 0.36 0.16 1.04 1.17 0.36 0.27

Control Delay 128.3 36.2 41.2 86.9 14.7 15.6 73.9 133.6 34.2 6.3

Queue Delay 0.5 0.0 0.0 8.9 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 128.7 36.2 41.2 95.8 14.8 15.6 73.9 133.6 34.2 6.3

LOS F D D F B B E F C A

Approach Delay 77.1 68.7 71.6 55.4

Approach LOS E E E E

Queue Length 50th (ft) ~409 214 21 156 43 19 ~568 ~300 231 85

Queue Length 95th (ft) #623 276 47 #271 113 39 #707 m#413 m268 m118

Internal Link Dist (ft) 505 552 414 704

Turn Bay Length (ft) 260 215 400 115 210

Base Capacity (vph) 430 1127 124 424 521 343 1248 315 1675 1213

Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0

Spillback Cap Reductn 22 0 0 14 7 0 0 0 0 0

Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0

Reduced v/c Ratio 1.23 0.56 0.35 1.02 0.37 0.16 1.04 1.17 0.36 0.27

Intersection Summary

Area Type: Other

Cycle Length: 120

Actuated Cycle Length: 120

Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green

Natural Cycle: 130

Control Type: Actuated-Coordinated

Maximum v/c Ratio: 1.17

Intersection Signal Delay: 67.8 Intersection LOS: E

Intersection Capacity Utilization 105.8% ICU Level of Service G

Analysis Period (min) 15

~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.

# 95th percentile volume exceeds capacity, queue may be longer.


m Volume for 95th percentile queue is metered by upstream signal.


7: SR 94 & EB Off-Ramp/EB On-Ramp 7/8/2016




Lane Configurations

Volume (vph) 380 0 720 0 0 0 0 950 890 240 570 0

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900




Lane Util. Factor 0.97 1.00 0.88 1.00 1.00 1.00 1.00 0.91 1.00 1.00 0.91 1.00

Frt 0.850 0.850

Flt Protected 0.950 0.950

Satd. Flow (prot) 3367 0 2733 0 0 0 0 5036 1568 1752 5036 0

Flt Permitted 0.950 0.950

Satd. Flow (perm) 3367 0 2733 0 0 0 0 5036 1568 1752 5036 0

Right Turn on Red No Yes Yes Yes

Satd. Flow (RTOR) 212



Travel Time (s) 18.6 6.9 15.3 7.1

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Heavy Vehicles (%) 4% 4% 4% 2% 2% 2% 3% 3% 3% 3% 3% 3%

Adj. Flow (vph) 413 0 783 0 0 0 0 1033 967 261 620 0

Shared Lane Traffic (%)



Lane Alignment R NA Left Right Left Left Right Left Left Right Left Left Right




Two way Left Turn Lane

Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00


Number of Detectors 1 1 2 1 1 2

Detector Template Left Right Thru Right Left Thru

Leading Detector (ft) 20 20 100 20 20 100

Trailing Detector (ft) 0 0 0 0 0 0

Detector 1 Position(ft) 0 0 0 0 0 0

Detector 1 Size(ft) 20 20 6 20 20 6

Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex

Detector 1 Channel

Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0

Detector 2 Position(ft) 94 94

Detector 2 Size(ft) 6 6

Detector 2 Type Cl+Ex Cl+Ex

Detector 2 Channel

Detector 2 Extend (s) 0.0 0.0

Turn Type Prot Prot NA custom Prot NA


Permitted Phases 7





Lane Group ø2 ø3 ø4 ø5 ø6 ø8

Lane Configurations

Volume (vph)

Ideal Flow (vphpl)

Storage Length (ft)

Storage Lanes

Taper Length (ft)

Lane Util. Factor

Frt

Flt Protected

Satd. Flow (prot)

Flt Permitted

Satd. Flow (perm)

Right Turn on Red

Satd. Flow (RTOR)

Link Speed (mph)

Link Distance (ft)

Travel Time (s)

Peak Hour Factor

Heavy Vehicles (%)

Adj. Flow (vph)


Lane Group Flow (vph)

Enter Blocked Intersection

Lane Alignment

Median Width(ft)

Link Offset(ft)

Crosswalk Width(ft)


Headway Factor

Turning Speed (mph)

Number of Detectors

Detector Template

Leading Detector (ft)

Trailing Detector (ft)

Detector 1 Position(ft)

Detector 1 Size(ft)

Detector 1 Type

Detector 1 Channel

Detector 1 Extend (s)

Detector 1 Queue (s)

Detector 1 Delay (s)


Detector 2 Size(ft)

Detector 2 Type

Detector 2 Channel


Turn Type

Protected Phases 2 3 4 5 6 8

Permitted Phases






Detector Phase 7 7 2 8 2 8 1 1 2 8

Switch Phase

Minimum Initial (s) 7.0 7.0 7.0

Minimum Split (s) 25.0 25.0 25.0

Total Split (s) 43.0 43.0 30.0

Total Split (%) 35.8% 35.8% 25.0%

Yellow Time (s) 4.0 4.0 3.0

All-Red Time (s) 2.0 2.0 2.0

Lost Time Adjust (s) 0.0 0.0 0.0

Total Lost Time (s) 6.0 6.0 5.0

Lead/Lag Lead Lead Lag

Lead-Lag Optimize? Yes Yes Yes

Recall Mode Max Max None

Act Effct Green (s) 37.0 37.0 42.0 85.0 25.0 72.0

Actuated g/C Ratio 0.31 0.31 0.35 0.71 0.21 0.60

v/c Ratio 0.40 0.93 0.59 0.83 0.72 0.21

Control Delay 34.1 58.8 36.1 15.2 32.2 8.9

Queue Delay 0.0 0.0 0.2 4.5 0.5 0.0

Total Delay 34.1 58.8 36.3 19.7 32.8 8.9

LOS C E D B C A

Approach Delay 28.3 16.0

Approach LOS C B

Queue Length 50th (ft) 129 333 273 637 46 121

Queue Length 95th (ft) 175 #467 m257 m551 #246 60


Turn Bay Length (ft) 540 540 210

Base Capacity (vph) 1038 842 1762 1172 365 3021

Starvation Cap Reductn 0 0 0 143 11 0

Spillback Cap Reductn 0 0 163 0 0 0

Storage Cap Reductn 0 0 0 0 0 0

Reduced v/c Ratio 0.40 0.93 0.65 0.94 0.74 0.21


Area Type: Other

Cycle Length: 120


Offset: 0 (0%), Referenced to phase 2:NBSB and 6:, Start of Green, Master Intersection

Natural Cycle: 115



Intersection Signal Delay: 32.1 Intersection LOS: C

Intersection Capacity Utilization 92.6% ICU Level of Service F










Detector Phase

Switch Phase

Minimum Initial (s) 7.0 7.0 4.0 7.0 21.0 4.0

Minimum Split (s) 25.0 30.0 22.0 25.0 27.0 21.5

Total Split (s) 35.0 25.0 30.0 32.0 33.0 12.0

Total Split (%) 29% 21% 25% 27% 28% 10%

Yellow Time (s) 3.0 4.0 3.0 3.0 3.0 3.0

All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0

Lost Time Adjust (s)

Total Lost Time (s)

Lead/Lag Lead Lag Lead Lead Lag Lag

Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes

Recall Mode C-Max Max None Max C-Max None

Act Effct Green (s)

Actuated g/C Ratio

v/c Ratio

Control Delay

Queue Delay

Total Delay

LOS

Approach Delay

Approach LOS

Queue Length 50th (ft)


Internal Link Dist (ft)

Turn Bay Length (ft)

Base Capacity (vph)

Starvation Cap Reductn

Spillback Cap Reductn

Storage Cap Reductn

Reduced v/c Ratio



10: SR 94 & WB On-Ramp/WB Off-Ramp 7/8/2016




Lane Configurations

Volume (vph) 0 0 0 350 0 250 720 610 0 0 460 440

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900




Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 0.97 0.95 1.00 1.00 0.91 1.00

Frt 0.850 0.850

Flt Protected 0.950 0.950

Satd. Flow (prot) 0 0 0 3335 0 1538 3400 3505 0 0 5085 1583

Flt Permitted 0.950 0.950

Satd. Flow (perm) 0 0 0 3335 0 1538 3400 3505 0 0 5085 1583


Satd. Flow (RTOR) 272 361



Travel Time (s) 8.8 16.4 7.1 12.1

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Heavy Vehicles (%) 2% 2% 2% 5% 5% 5% 3% 3% 3% 2% 2% 2%

Adj. Flow (vph) 0 0 0 380 0 272 783 663 0 0 500 478




Lane Alignment Left Left Right Right Left Right Left Left Right Left Left Right





Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00


Number of Detectors 1 1 1 2 2 1

Detector Template Left Right Left Thru Thru Right

Leading Detector (ft) 20 20 20 100 100 20

Trailing Detector (ft) 0 0 0 0 0 0

Detector 1 Position(ft) 0 0 0 0 0 0

Detector 1 Size(ft) 20 20 20 6 6 20

Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex

Detector 1 Channel

Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0

Detector 2 Position(ft) 94 94

Detector 2 Size(ft) 6 6

Detector 2 Type Cl+Ex Cl+Ex

Detector 2 Channel

Detector 2 Extend (s) 0.0 0.0

Turn Type Prot Prot Prot NA NA Prot


Permitted Phases






Lane Configurations

Volume (vph)

Ideal Flow (vphpl)

Storage Length (ft)

Storage Lanes

Taper Length (ft)

Lane Util. Factor

Frt

Flt Protected

Satd. Flow (prot)

Flt Permitted

Satd. Flow (perm)

Right Turn on Red

Satd. Flow (RTOR)

Link Speed (mph)

Link Distance (ft)

Travel Time (s)

Peak Hour Factor

Heavy Vehicles (%)

Adj. Flow (vph)


Lane Group Flow (vph)

Enter Blocked Intersection

Lane Alignment

Median Width(ft)

Link Offset(ft)

Crosswalk Width(ft)


Headway Factor

Turning Speed (mph)

Number of Detectors

Detector Template

Leading Detector (ft)

Trailing Detector (ft)


Detector 1 Size(ft)

Detector 1 Type

Detector 1 Channel


Detector 1 Queue (s)

Detector 1 Delay (s)


Detector 2 Size(ft)

Detector 2 Type

Detector 2 Channel


Turn Type

Protected Phases 1 2 4 6 7 8

Permitted Phases






Detector Phase 3 3 5 5 6 4 6 4 6 4

Switch Phase

Minimum Initial (s) 7.0 7.0 7.0

Minimum Split (s) 30.0 30.0 25.0

Total Split (s) 25.0 25.0 32.0

Total Split (%) 20.8% 20.8% 26.7%

Yellow Time (s) 4.0 4.0 3.0

All-Red Time (s) 2.0 2.0 2.0

Lost Time Adjust (s) 0.0 0.0 0.0

Total Lost Time (s) 6.0 6.0 5.0

Lead/Lag Lag Lag Lead

Lead-Lag Optimize? Yes Yes Yes

Recall Mode Max Max Max

Act Effct Green (s) 25.2 25.2 27.0 83.8 51.8 51.8

Actuated g/C Ratio 0.21 0.21 0.22 0.70 0.43 0.43

v/c Ratio 0.54 0.51 1.02 0.27 0.23 0.54

Control Delay 47.0 8.9 45.7 6.1 20.6 11.6

Queue Delay 0.0 0.0 0.0 0.4 0.0 0.2

Total Delay 47.0 8.9 45.7 6.6 20.6 11.8

LOS D A D A C B

Approach Delay 27.8 16.3

Approach LOS C B

Queue Length 50th (ft) 136 0 ~332 54 79 84

Queue Length 95th (ft) 200 79 #440 47 98 131


Turn Bay Length (ft) 600 600 320

Base Capacity (vph) 699 537 765 2628 2457 951

Starvation Cap Reductn 0 0 0 1394 0 81

Spillback Cap Reductn 0 0 0 0 10 0

Storage Cap Reductn 0 0 0 0 0 0

Reduced v/c Ratio 0.54 0.51 1.02 0.54 0.20 0.55


Area Type: Other

Cycle Length: 120


Offset: 0 (0%), Referenced to phase 2:NBSB and 6:, Start of Green, Master Intersection

Natural Cycle: 115



Intersection Signal Delay: 24.8 Intersection LOS: C

Intersection Capacity Utilization 92.6% ICU Level of Service F


~ Volume exceeds capacity, queue is theoretically infinite.









Detector Phase

Switch Phase

Minimum Initial (s) 7.0 7.0 4.0 21.0 7.0 4.0

Minimum Split (s) 25.0 25.0 22.0 27.0 25.0 21.5

Total Split (s) 30.0 35.0 30.0 33.0 43.0 12.0

Total Split (%) 25% 29% 25% 28% 36% 10%

Yellow Time (s) 3.0 3.0 3.0 3.0 4.0 3.0

All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0

Lost Time Adjust (s)

Total Lost Time (s)

Lead/Lag Lag Lead Lead Lag Lead Lag

Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes

Recall Mode None C-Max None C-Max Max None

Act Effct Green (s)

Actuated g/C Ratio

v/c Ratio

Control Delay

Queue Delay

Total Delay

LOS

Approach Delay

Approach LOS



Internal Link Dist (ft)

Turn Bay Length (ft)

Base Capacity (vph)

Starvation Cap Reductn

Spillback Cap Reductn

Storage Cap Reductn

Reduced v/c Ratio



13: SR 94 & Burger Ave./Ralph Ave. 7/8/2016




Lane Configurations

Volume (vph) 30 20 40 60 20 10 10 720 20 10 610 10

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900




Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.95 0.95

Frt 0.941 0.985 0.996 0.998

Flt Protected 0.983 0.968 0.950 0.999

Satd. Flow (prot) 0 1706 0 0 1794 0 1770 3525 0 0 3529 0

Flt Permitted 0.893 0.778 0.371 0.939

Satd. Flow (perm) 0 1550 0 0 1442 0 691 3525 0 0 3317 0


Satd. Flow (RTOR) 43 11 7 4



Travel Time (s) 14.3 13.8 12.1 7.5

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Heavy Vehicles (%) 3% 3% 3% 1% 1% 1% 2% 2% 2% 2% 2% 2%

Adj. Flow (vph) 33 22 43 65 22 11 11 783 22 11 663 11




Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right





Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00


Number of Detectors 1 2 1 2 1 2 1 2

Detector Template Left Thru Left Thru Left Thru Left Thru

Leading Detector (ft) 20 100 20 100 20 100 20 100

Trailing Detector (ft) 0 0 0 0 0 0 0 0

Detector 1 Position(ft) 0 0 0 0 0 0 0 0

Detector 1 Size(ft) 20 6 20 6 20 6 20 6

Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex

Detector 1 Channel

Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 2 Position(ft) 94 94 94 94

Detector 2 Size(ft) 6 6 6 6

Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex

Detector 2 Channel

Detector 2 Extend (s) 0.0 0.0 0.0 0.0

Turn Type Perm NA Perm NA Perm NA Perm NA

Protected Phases 4 8 2 6

Permitted Phases 4 8 2 6


13: SR 94 & Burger Ave./Ralph Ave. 7/8/2016




Detector Phase 4 4 8 8 2 2 6 6

Switch Phase

Minimum Initial (s) 7.0 7.0 7.0 7.0 30.0 30.0 30.0 30.0

Minimum Split (s) 22.0 22.0 22.0 22.0 36.0 36.0 36.0 36.0

Total Split (s) 22.0 22.0 22.0 22.0 38.0 38.0 38.0 38.0

Total Split (%) 36.7% 36.7% 36.7% 36.7% 63.3% 63.3% 63.3% 63.3%

Yellow Time (s) 3.0 3.0 3.0 3.0 4.0 4.0 4.0 4.0

All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 6.0 6.0 6.0

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max C-Min C-Min C-Min C-Min

Act Effct Green (s) 19.0 19.0 30.0 30.0 30.0

Actuated g/C Ratio 0.32 0.32 0.50 0.50 0.50

v/c Ratio 0.19 0.21 0.03 0.46 0.41

Control Delay 10.6 15.1 7.4 13.2 10.3

Queue Delay 0.0 0.0 0.0 0.0 0.0

Total Delay 10.6 15.1 7.4 13.2 10.3

LOS B B A B B

Approach Delay 10.6 15.1 13.2 10.3

Approach LOS B B B B

Queue Length 50th (ft) 14 23 3 157 75

Queue Length 95th (ft) 43 54 m8 168 110


Turn Bay Length (ft) 100

Base Capacity (vph) 520 464 368 1883 1770

Starvation Cap Reductn 0 0 0 0 0

Spillback Cap Reductn 0 0 0 0 0

Storage Cap Reductn 0 0 0 0 0

Reduced v/c Ratio 0.19 0.21 0.03 0.43 0.39


Area Type: Other

Cycle Length: 60


Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green

Natural Cycle: 60



Intersection Signal Delay: 12.0 Intersection LOS: B

Intersection Capacity Utilization 43.5% ICU Level of Service A





I-480/SR 94 Interchange 2039 No Build PM Peak 5:00 pm 4/5/2016 No-Build Synchro 8 ReportJerry Bollinger Page 1

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 340 450 150 250 580 460 90 740 60 330 1240 630Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 260 0 215 0 115 0 210 0Storage Lanes 1 0 1 0 1 0 1 1Taper Length (ft) 50 50 50 50Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 1.00Frt 0.962 0.934 0.989 0.850Flt Protected 0.950 0.950 0.950 0.950Satd. Flow (prot) 1770 3405 0 1752 3274 0 1787 3535 0 1770 3539 1583Flt Permitted 0.104 0.211 0.100 0.089Satd. Flow (perm) 194 3405 0 389 3274 0 188 3535 0 166 3539 1583Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 29 126 6 202Link Speed (mph) 35 35 25 35Link Distance (ft) 585 632 494 784Travel Time (s) 11.4 12.3 13.5 15.3Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Heavy Vehicles (%) 2% 2% 2% 3% 3% 3% 1% 1% 1% 2% 2% 2%Adj. Flow (vph) 370 489 163 272 630 500 98 804 65 359 1348 685Shared Lane Traffic (%)Lane Group Flow (vph) 370 652 0 272 1130 0 98 869 0 359 1348 685Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(ft) 12 12 12 12Link Offset(ft) 0 0 0 0Crosswalk Width(ft) 16 16 16 16Two way Left Turn Lane Yes YesHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9 15 9 15 9Number of Detectors 1 0 1 0 1 0 1 0 0Detector Template Left Thru Left Thru Left LeftLeading Detector (ft) 20 0 20 0 20 0 20 0 0Trailing Detector (ft) 0 0 0 0 0 0 0 0 0Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0Detector 1 Size(ft) 20 6 20 6 20 6 20 6 20Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA pm+ovProtected Phases 7 4 3 8 5 2 1 6 7Permitted Phases 4 8 2 6 6Detector Phase 7 4 3 8 5 2 1 6 7Switch PhaseMinimum Initial (s) 7.0 7.0 7.0 7.0 7.0 27.0 7.0 27.0 7.0Minimum Split (s) 12.0 43.0 12.0 43.0 12.0 33.0 12.0 33.0 12.0Total Split (s) 25.0 43.0 25.0 43.0 25.0 52.0 30.0 57.0 25.0



Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRTotal Split (%) 16.7% 28.7% 16.7% 28.7% 16.7% 34.7% 20.0% 38.0% 16.7%Maximum Green (s) 20.0 37.0 20.0 37.0 20.0 46.0 25.0 51.0 20.0Yellow Time (s) 3.0 4.0 3.0 4.0 3.0 4.0 3.0 4.0 3.0All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 5.0Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag LeadLead-Lag Optimize?Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode None Max None Max None Min None Min NoneWalk Time (s) 7.0 7.0 7.0 7.0Flash Dont Walk (s) 29.0 29.0 20.0 20.0Pedestrian Calls (#/hr) 0 0 0 0Act Effct Green (s) 59.3 38.3 56.8 37.0 51.2 40.1 71.1 55.0 81.0Actuated g/C Ratio 0.41 0.27 0.39 0.26 0.36 0.28 0.49 0.38 0.56v/c Ratio 1.24 0.70 0.82 1.21 0.55 0.88 1.00 1.00 0.70Control Delay 170.0 51.4 49.6 144.5 35.9 60.6 89.9 68.7 20.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0Total Delay 170.0 51.4 49.6 144.5 35.9 60.6 89.9 68.7 21.1LOS F D D F D E F E CApproach Delay 94.3 126.1 58.1 58.3Approach LOS F F E EQueue Length 50th (ft) ~386 286 170 ~638 48 410 288 657 321Queue Length 95th (ft) #624 375 #300 #817 90 493 #521 #867 507Internal Link Dist (ft) 505 552 414 704Turn Bay Length (ft) 260 215 115 210Base Capacity (vph) 298 925 345 934 301 1133 360 1349 977Starvation Cap Reductn 0 0 0 0 0 0 0 0 107Spillback Cap Reductn 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 1.24 0.70 0.79 1.21 0.33 0.77 1.00 1.00 0.79

Intersection SummaryArea Type: OtherCycle Length: 150Actuated Cycle Length: 144.2Natural Cycle: 150Control Type: Semi Act-UncoordMaximum v/c Ratio: 1.24Intersection Signal Delay: 81.1 Intersection LOS: FIntersection Capacity Utilization 108.7% ICU Level of Service GAnalysis Period (min) 15~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles.# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.




Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 380 0 830 0 0 0 0 950 550 230 1440 0Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 540 540 0 0 0 210 0 0Storage Lanes 2 1 0 0 0 1 1 0Taper Length (ft) 300 25 25 25Lane Util. Factor 0.97 1.00 0.88 1.00 1.00 1.00 1.00 *0.61 *0.50 1.00 0.91 1.00Frt 0.850 0.973 0.850Flt Protected 0.950 0.950Satd. Flow (prot) 3367 0 2733 0 0 0 0 3285 784 1752 5036 0Flt Permitted 0.950 0.950Satd. Flow (perm) 3367 0 2733 0 0 0 0 3285 784 1752 5036 0Right Turn on Red No Yes Yes YesSatd. Flow (RTOR) 27 213Link Speed (mph) 45 30 35 35Link Distance (ft) 1226 304 784 363Travel Time (s) 18.6 6.9 15.3 7.1Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Heavy Vehicles (%) 4% 4% 4% 2% 2% 2% 3% 3% 3% 3% 3% 3%Adj. Flow (vph) 413 0 902 0 0 0 0 1033 598 250 1565 0Shared Lane Traffic (%) 38%Lane Group Flow (vph) 413 0 902 0 0 0 0 1260 371 250 1565 0Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment R NA Left Right Left Left Right Left Right Right Left Left RightMedian Width(ft) 24 24 12 12Link Offset(ft) 0 0 0 0Crosswalk Width(ft) 16 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9 15 9 15 9Turn Type Prot Prot NA custom Prot NAProtected Phases 7 7 2 7 1 6Permitted Phases 2Minimum Split (s) 30.0 30.0 33.0 30.0 25.0 25.0Total Split (s) 35.0 35.0 40.0 35.0 25.0 65.0Total Split (%) 35.0% 35.0% 40.0% 35.0% 25.0% 65.0%Maximum Green (s) 29.0 29.0 34.0 29.0 20.0 60.0Yellow Time (s) 4.0 4.0 4.0 4.0 3.0 3.0All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 6.0 6.0 6.0 6.0 5.0 5.0Lead/Lag Lag LeadLead-Lag Optimize? Yes YesWalk Time (s) 7.0Flash Dont Walk (s) 20.0Pedestrian Calls (#/hr) 0Act Effct Green (s) 29.0 29.0 34.0 69.0 20.0 60.0Actuated g/C Ratio 0.29 0.29 0.34 0.69 0.20 0.60v/c Ratio 0.42 1.14 1.11 0.61 0.71 0.52



Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRControl Delay 30.4 111.6 94.4 8.1 37.7 2.9Queue Delay 0.1 0.0 0.0 0.0 0.0 1.1Total Delay 30.4 111.6 94.4 8.1 37.7 4.0LOS C F F A D AApproach Delay 74.8 8.7Approach LOS E AQueue Length 50th (ft) 109 ~383 ~500 70 121 69Queue Length 95th (ft) 154 #516 #640 236 m140 m71Internal Link Dist (ft) 1146 224 704 283Turn Bay Length (ft) 540 540 210Base Capacity (vph) 976 792 1134 606 350 3021Starvation Cap Reductn 0 0 0 0 0 1128Spillback Cap Reductn 49 0 6 0 0 0Storage Cap Reductn 0 0 0 0 0 0Reduced v/c Ratio 0.45 1.14 1.12 0.61 0.71 0.83

Intersection SummaryArea Type: OtherCycle Length: 100Actuated Cycle Length: 100Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green, Master IntersectionNatural Cycle: 120Control Type: PretimedMaximum v/c Ratio: 1.14Intersection Signal Delay: 52.7 Intersection LOS: DIntersection Capacity Utilization 110.9% ICU Level of Service HAnalysis Period (min) 15* User Entered Value~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles.# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.m Volume for 95th percentile queue is metered by upstream signal.




Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 0 0 0 1010 0 390 660 670 0 0 660 420Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 0 0 205 205 0 0 0 320Storage Lanes 0 0 1 1 2 0 0 1Taper Length (ft) 25 300 25 25Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 0.97 0.95 1.00 1.00 0.91 0.91Frt 0.850 0.942Flt Protected 0.950 0.950Satd. Flow (prot) 0 0 0 3335 0 1538 3400 3505 0 0 4790 0Flt Permitted 0.950 0.950Satd. Flow (perm) 0 0 0 3335 0 1538 3400 3505 0 0 4790 0Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 186 153Link Speed (mph) 30 45 35 35Link Distance (ft) 386 1080 363 620Travel Time (s) 8.8 16.4 7.1 12.1Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Heavy Vehicles (%) 2% 2% 2% 5% 5% 5% 3% 3% 3% 2% 2% 2%Adj. Flow (vph) 0 0 0 1098 0 424 717 728 0 0 717 457Shared Lane Traffic (%)Lane Group Flow (vph) 0 0 0 1098 0 424 717 728 0 0 1174 0Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right R NA Left Right Left Left Right Left Right RightMedian Width(ft) 24 24 24 24Link Offset(ft) 0 0 0 0Crosswalk Width(ft) 16 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9 15 9 15 9Turn Type Prot Prot Prot NA NAProtected Phases 3 3 5 2 6Permitted PhasesMinimum Split (s) 30.0 30.0 25.0 25.0 27.0Total Split (s) 41.0 41.0 28.0 59.0 31.0Total Split (%) 41.0% 41.0% 28.0% 59.0% 31.0%Maximum Green (s) 35.0 35.0 23.0 54.0 25.0Yellow Time (s) 4.0 4.0 3.0 3.0 4.0All-Red Time (s) 2.0 2.0 2.0 2.0 2.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 6.0 6.0 5.0 5.0 6.0Lead/Lag Lag LeadLead-Lag Optimize? Yes YesWalk Time (s) 7.0Flash Dont Walk (s) 14.0Pedestrian Calls (#/hr) 0Act Effct Green (s) 35.0 35.0 23.0 54.0 25.0Actuated g/C Ratio 0.35 0.35 0.23 0.54 0.25v/c Ratio 0.94 0.64 0.92 0.38 0.89



Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRControl Delay 47.8 19.9 31.6 5.6 41.6Queue Delay 0.0 0.0 0.0 0.6 0.0Total Delay 47.8 19.9 31.6 6.3 41.6LOS D B C A DApproach Delay 18.8 41.6Approach LOS B DQueue Length 50th (ft) 345 124 214 35 234Queue Length 95th (ft) #480 233 m225 m46 #315Internal Link Dist (ft) 306 1000 283 540Turn Bay Length (ft) 205 205Base Capacity (vph) 1167 659 782 1892 1312Starvation Cap Reductn 0 0 0 746 0Spillback Cap Reductn 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0Reduced v/c Ratio 0.94 0.64 0.92 0.64 0.89

Intersection SummaryArea Type: OtherCycle Length: 100Actuated Cycle Length: 100Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of GreenNatural Cycle: 85Control Type: PretimedMaximum v/c Ratio: 0.94Intersection Signal Delay: 33.1 Intersection LOS: CIntersection Capacity Utilization 110.9% ICU Level of Service HAnalysis Period (min) 15# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.m Volume for 95th percentile queue is metered by upstream signal.




Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 30 20 50 70 20 20 30 780 40 20 810 40Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.95 0.95 0.95Frt 0.933 0.975 0.993 0.993Flt Protected 0.985 0.969 0.998 0.999Satd. Flow (prot) 0 1695 0 0 1777 0 0 3507 0 0 3511 0Flt Permitted 0.895 0.723 0.882 0.915Satd. Flow (perm) 0 1540 0 0 1326 0 0 3100 0 0 3216 0Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 37 9 10 9Link Speed (mph) 25 25 35 35Link Distance (ft) 523 505 620 386Travel Time (s) 14.3 13.8 12.1 7.5Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Heavy Vehicles (%) 3% 3% 3% 1% 1% 1% 2% 2% 2% 2% 2% 2%Adj. Flow (vph) 33 22 54 76 22 22 33 848 43 22 880 43Shared Lane Traffic (%)Lane Group Flow (vph) 0 109 0 0 120 0 0 924 0 0 945 0Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(ft) 0 0 0 0Link Offset(ft) 0 0 0 0Crosswalk Width(ft) 16 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9 15 9 15 9Turn Type Perm NA Perm NA Perm NA Perm NAProtected Phases 4 8 2 6Permitted Phases 4 8 2 6Minimum Split (s) 22.0 22.0 22.0 22.0 36.0 36.0 36.0 36.0Total Split (s) 30.0 30.0 30.0 30.0 90.0 90.0 90.0 90.0Total Split (%) 25.0% 25.0% 25.0% 25.0% 75.0% 75.0% 75.0% 75.0%Maximum Green (s) 25.0 25.0 25.0 25.0 84.0 84.0 84.0 84.0Yellow Time (s) 3.0 3.0 3.0 3.0 4.0 4.0 4.0 4.0All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0Total Lost Time (s) 5.0 5.0 6.0 6.0Lead/LagLead-Lag Optimize?Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0Act Effct Green (s) 25.0 25.0 84.0 84.0Actuated g/C Ratio 0.21 0.21 0.70 0.70v/c Ratio 0.31 0.42 0.43 0.42Control Delay 29.1 43.4 8.3 8.2Queue Delay 0.0 0.0 0.0 0.0Total Delay 29.1 43.4 8.3 8.2



Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLOS C D A AApproach Delay 29.1 43.4 8.3 8.2Approach LOS C D A AQueue Length 50th (ft) 47 75 142 145Queue Length 95th (ft) 101 136 179 181Internal Link Dist (ft) 443 425 540 306Turn Bay Length (ft)Base Capacity (vph) 350 283 2173 2253Starvation Cap Reductn 0 0 0 0Spillback Cap Reductn 0 0 0 0Storage Cap Reductn 0 0 0 0Reduced v/c Ratio 0.31 0.42 0.43 0.42

Intersection SummaryArea Type: OtherCycle Length: 120Actuated Cycle Length: 120Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of GreenNatural Cycle: 60Control Type: PretimedMaximum v/c Ratio: 0.43Intersection Signal Delay: 11.4 Intersection LOS: BIntersection Capacity Utilization 66.0% ICU Level of Service CAnalysis Period (min) 15



I-480/SR 94 Interchange 2039 Build PM Peak 5:00 pm 4/5/2016 Build Scenario Synchro 8 ReportJerry Bollinger Page 1

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 340 450 150 250 580 460 90 740 60 330 1240 630Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 260 0 215 400 115 0 210 0Storage Lanes 1 0 1 1 1 0 1 1Taper Length (ft) 50 50 50 50Lane Util. Factor 1.00 0.95 0.95 1.00 0.91 0.91 1.00 0.95 0.95 1.00 0.95 1.00Frt 0.962 0.970 0.850 0.989 0.850Flt Protected 0.950 0.950 0.950 0.950Satd. Flow (prot) 1770 3405 0 1752 3257 1427 1787 3535 0 1770 3539 1583Flt Permitted 0.121 0.338 0.133 0.114Satd. Flow (perm) 225 3405 0 623 3257 1427 250 3535 0 212 3539 1583Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 39 22 118 7 73Link Speed (mph) 35 35 25 35Link Distance (ft) 585 632 494 784Travel Time (s) 11.4 12.3 13.5 15.3Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Heavy Vehicles (%) 2% 2% 2% 3% 3% 3% 1% 1% 1% 2% 2% 2%Adj. Flow (vph) 370 489 163 272 630 500 98 804 65 359 1348 685Shared Lane Traffic (%) 31%Lane Group Flow (vph) 370 652 0 272 785 345 98 869 0 359 1348 685Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(ft) 12 12 12 12Link Offset(ft) 0 0 0 0Crosswalk Width(ft) 16 16 16 16Two way Left Turn Lane Yes YesHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9 15 9 15 9Number of Detectors 1 2 1 2 1 1 2 1 2 0Detector Template Left Thru Left Thru Right Left Thru Left ThruLeading Detector (ft) 20 100 20 100 20 20 100 20 100 0Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0Detector 1 Size(ft) 20 6 20 6 20 20 6 20 6 20Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 2 Position(ft) 94 94 94 94Detector 2 Size(ft) 6 6 6 6Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0 0.0 0.0Turn Type pm+pt NA pm+pt NA pm+ov pm+pt NA pm+pt NA pm+ovProtected Phases 7 4 3 8 1 5 2 1 6 7Permitted Phases 4 8 8 2 6 6



Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRDetector Phase 7 4 3 8 1 5 2 1 6 7Switch PhaseMinimum Initial (s) 7.0 7.0 7.0 7.0 7.0 6.0 27.0 7.0 27.0 7.0Minimum Split (s) 12.0 42.0 12.0 24.0 12.0 11.0 33.0 12.0 33.0 12.0Total Split (s) 25.0 43.0 16.0 34.0 25.0 10.0 36.0 25.0 51.0 25.0Total Split (%) 20.8% 35.8% 13.3% 28.3% 20.8% 8.3% 30.0% 20.8% 42.5% 20.8%Yellow Time (s) 3.0 4.0 3.0 4.0 3.0 3.0 4.0 3.0 4.0 3.0All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 5.0 6.0 5.0 6.0 5.0 5.0 6.0 5.0 6.0 5.0Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lag LeadLead-Lag Optimize?Recall Mode None Max None Max None None C-Min None C-Min NoneAct Effct Green (s) 54.0 37.0 40.0 28.0 54.0 36.0 30.0 56.0 45.0 71.0Actuated g/C Ratio 0.45 0.31 0.33 0.23 0.45 0.30 0.25 0.47 0.38 0.59v/c Ratio 1.03 0.61 0.87 1.01 0.49 0.71 0.98 1.00 1.02 0.71Control Delay 90.0 35.9 54.7 79.8 17.4 50.0 69.8 68.5 63.6 25.6Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.4Total Delay 90.0 35.9 54.7 79.8 17.4 50.0 69.8 68.5 63.6 26.0LOS F D D E B D E E E CApproach Delay 55.5 59.6 67.8 53.6Approach LOS E E E DQueue Length 50th (ft) ~254 212 134 ~334 129 42 350 ~247 ~550 126Queue Length 95th (ft) #450 276 #234 #476 224 #104 #489 m#343 m#652 m202Internal Link Dist (ft) 505 552 414 704Turn Bay Length (ft) 260 215 400 115 210Base Capacity (vph) 358 1076 311 776 707 139 889 358 1327 966Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 53Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 1.03 0.61 0.87 1.01 0.49 0.71 0.98 1.00 1.02 0.75

Intersection SummaryArea Type: OtherCycle Length: 120Actuated Cycle Length: 120Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of GreenNatural Cycle: 120Control Type: Actuated-CoordinatedMaximum v/c Ratio: 1.03Intersection Signal Delay: 57.7 Intersection LOS: EIntersection Capacity Utilization 98.9% ICU Level of Service FAnalysis Period (min) 15~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles.# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.m Volume for 95th percentile queue is metered by upstream signal.



Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 380 0 830 0 0 0 0 950 550 230 1440 0Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 540 540 0 0 0 210 0 0Storage Lanes 2 1 0 0 0 1 1 0Taper Length (ft) 300 25 25 25Lane Util. Factor 0.97 1.00 0.88 1.00 1.00 1.00 1.00 0.91 1.00 1.00 0.91 1.00Frt 0.850 0.850Flt Protected 0.950 0.950Satd. Flow (prot) 3367 0 2733 0 0 0 0 5036 1568 1752 5036 0Flt Permitted 0.950 0.950Satd. Flow (perm) 3367 0 2733 0 0 0 0 5036 1568 1752 5036 0Right Turn on Red No Yes Yes YesSatd. Flow (RTOR) 598Link Speed (mph) 45 30 35 35Link Distance (ft) 1226 304 784 363Travel Time (s) 18.6 6.9 15.3 7.1Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Heavy Vehicles (%) 4% 4% 4% 2% 2% 2% 3% 3% 3% 3% 3% 3%Adj. Flow (vph) 413 0 902 0 0 0 0 1033 598 250 1565 0Shared Lane Traffic (%)Lane Group Flow (vph) 413 0 902 0 0 0 0 1033 598 250 1565 0Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment R NA Left Right Left Left Right Left Left Right Left Left RightMedian Width(ft) 24 24 12 12Link Offset(ft) 0 0 0 0Crosswalk Width(ft) 16 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9 15 9 15 9Number of Detectors 1 1 2 1 1 2Detector Template Left Right Thru Right Left ThruLeading Detector (ft) 20 20 100 20 20 100Trailing Detector (ft) 0 0 0 0 0 0Detector 1 Position(ft) 0 0 0 0 0 0Detector 1 Size(ft) 20 20 6 20 20 6Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0Detector 2 Position(ft) 94 94Detector 2 Size(ft) 6 6Detector 2 Type Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0Turn Type Prot Prot NA Prot Prot NAProtected Phases 7 7 2 8 2 8 1 1 2 8Permitted Phases



Lane Group ø2 ø3 ø4 ø5 ø6 ø8Lane ConfigurationsVolume (vph)Ideal Flow (vphpl)Storage Length (ft)Storage LanesTaper Length (ft)Lane Util. FactorFrtFlt ProtectedSatd. Flow (prot)Flt PermittedSatd. Flow (perm)Right Turn on RedSatd. Flow (RTOR)Link Speed (mph)Link Distance (ft)Travel Time (s)Peak Hour FactorHeavy Vehicles (%)Adj. Flow (vph)Shared Lane Traffic (%)Lane Group Flow (vph)Enter Blocked IntersectionLane AlignmentMedian Width(ft)Link Offset(ft)Crosswalk Width(ft)Two way Left Turn LaneHeadway FactorTurning Speed (mph)Number of Detectors Detector Template Leading Detector (ft)Trailing Detector (ft)Detector 1 Position(ft)Detector 1 Size(ft)Detector 1 TypeDetector 1 ChannelDetector 1 Extend (s)Detector 1 Queue (s)Detector 1 Delay (s)Detector 2 Position(ft)Detector 2 Size(ft)Detector 2 TypeDetector 2 ChannelDetector 2 Extend (s)Turn TypeProtected Phases 2 3 4 5 6 8Permitted Phases



Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRDetector Phase 7 7 2 8 2 8 1 1 2 8Switch PhaseMinimum Initial (s) 7.0 7.0 7.0Minimum Split (s) 25.0 25.0 25.0Total Split (s) 44.0 44.0 25.0Total Split (%) 36.7% 36.7% 20.8%Yellow Time (s) 4.0 4.0 3.0All-Red Time (s) 2.0 2.0 2.0Lost Time Adjust (s) 0.0 0.0 0.0Total Lost Time (s) 6.0 6.0 5.0Lead/Lag Lead Lead LagLead-Lag Optimize? Yes Yes YesRecall Mode Max Max NoneAct Effct Green (s) 38.0 38.0 46.0 46.0 20.0 71.0Actuated g/C Ratio 0.32 0.32 0.38 0.38 0.17 0.59v/c Ratio 0.39 1.04 0.54 0.62 0.86 0.53Control Delay 33.3 82.6 33.7 13.8 58.7 14.7Queue Delay 0.0 0.0 0.3 0.0 0.0 48.9Total Delay 33.3 82.6 34.0 13.8 58.7 63.6LOS C F C B E EApproach Delay 26.6 63.0Approach LOS C EQueue Length 50th (ft) 128 ~429 269 128 69 383Queue Length 95th (ft) 173 #571 m267 m141 #309 m377Internal Link Dist (ft) 1146 224 704 283Turn Bay Length (ft) 540 540 210Base Capacity (vph) 1066 865 1930 969 292 2979Starvation Cap Reductn 0 0 0 0 0 1665Spillback Cap Reductn 0 0 335 0 0 0Storage Cap Reductn 0 0 0 0 0 0Reduced v/c Ratio 0.39 1.04 0.65 0.62 0.86 1.19

Intersection SummaryArea Type: OtherCycle Length: 120Actuated Cycle Length: 120Offset: 0 (0%), Referenced to phase 2:NBSB and 6:, Start of Green, Master IntersectionNatural Cycle: 125Control Type: Actuated-CoordinatedMaximum v/c Ratio: 1.10Intersection Signal Delay: 51.6 Intersection LOS: DIntersection Capacity Utilization 124.4% ICU Level of Service HAnalysis Period (min) 15~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles.# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.m Volume for 95th percentile queue is metered by upstream signal.



Lane Group ø2 ø3 ø4 ø5 ø6 ø8Detector PhaseSwitch PhaseMinimum Initial (s) 7.0 7.0 4.0 7.0 21.0 4.0Minimum Split (s) 25.0 30.0 22.0 25.0 27.0 21.5Total Split (s) 31.0 42.0 22.0 28.0 28.0 20.0Total Split (%) 26% 35% 18% 23% 23% 17%Yellow Time (s) 3.0 4.0 3.0 3.0 3.0 3.0All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0Lost Time Adjust (s)Total Lost Time (s)Lead/Lag Lead Lag Lead Lead Lag LagLead-Lag Optimize? Yes Yes Yes Yes Yes YesRecall Mode C-Max Max None Max C-Max NoneAct Effct Green (s)Actuated g/C Ratiov/c RatioControl DelayQueue DelayTotal DelayLOSApproach DelayApproach LOSQueue Length 50th (ft)Queue Length 95th (ft)Internal Link Dist (ft)Turn Bay Length (ft)Base Capacity (vph)Starvation Cap ReductnSpillback Cap ReductnStorage Cap ReductnReduced v/c Ratio




Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 0 0 0 1010 0 390 660 670 0 0 660 420Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 0 0 600 600 0 0 100 320Storage Lanes 0 0 1 1 2 0 1 1Taper Length (ft) 25 300 25 50Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 0.97 0.95 1.00 1.00 0.91 1.00Frt 0.850 0.850Flt Protected 0.950 0.950Satd. Flow (prot) 0 0 0 3335 0 1538 3400 3505 0 0 5085 1583Flt Permitted 0.950 0.950Satd. Flow (perm) 0 0 0 3335 0 1538 3400 3505 0 0 5085 1583Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 229 457Link Speed (mph) 30 45 35 35Link Distance (ft) 386 1080 363 620Travel Time (s) 8.8 16.4 7.1 12.1Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Heavy Vehicles (%) 2% 2% 2% 5% 5% 5% 3% 3% 3% 2% 2% 2%Adj. Flow (vph) 0 0 0 1098 0 424 717 728 0 0 717 457Shared Lane Traffic (%)Lane Group Flow (vph) 0 0 0 1098 0 424 717 728 0 0 717 457Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Right Left Right Left Left Right Left Left RightMedian Width(ft) 24 24 24 24Link Offset(ft) 0 0 0 0Crosswalk Width(ft) 16 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9 15 9 15 9Number of Detectors 1 1 1 2 2 1Detector Template Left Right Left Thru Thru RightLeading Detector (ft) 20 20 20 100 100 20Trailing Detector (ft) 0 0 0 0 0 0Detector 1 Position(ft) 0 0 0 0 0 0Detector 1 Size(ft) 20 20 20 6 6 20Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0Detector 2 Position(ft) 94 94Detector 2 Size(ft) 6 6Detector 2 Type Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0Turn Type Prot Prot Prot NA NA ProtProtected Phases 3 3 5 5 6 4 6 4 6 4Permitted Phases



Lane Group ø1 ø2 ø4 ø6 ø7 ø8Lane ConfigurationsVolume (vph)Ideal Flow (vphpl)Storage Length (ft)Storage LanesTaper Length (ft)Lane Util. FactorFrtFlt ProtectedSatd. Flow (prot)Flt PermittedSatd. Flow (perm)Right Turn on RedSatd. Flow (RTOR)Link Speed (mph)Link Distance (ft)Travel Time (s)Peak Hour FactorHeavy Vehicles (%)Adj. Flow (vph)Shared Lane Traffic (%)Lane Group Flow (vph)Enter Blocked IntersectionLane AlignmentMedian Width(ft)Link Offset(ft)Crosswalk Width(ft)Two way Left Turn LaneHeadway FactorTurning Speed (mph)Number of Detectors Detector Template Leading Detector (ft)Trailing Detector (ft)Detector 1 Position(ft)Detector 1 Size(ft)Detector 1 TypeDetector 1 ChannelDetector 1 Extend (s)Detector 1 Queue (s)Detector 1 Delay (s)Detector 2 Position(ft)Detector 2 Size(ft)Detector 2 TypeDetector 2 ChannelDetector 2 Extend (s)Turn TypeProtected Phases 1 2 4 6 7 8Permitted Phases



Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRDetector Phase 3 3 5 5 6 4 6 4 6 4Switch PhaseMinimum Initial (s) 7.0 7.0 7.0Minimum Split (s) 30.0 30.0 25.0Total Split (s) 42.0 42.0 28.0Total Split (%) 35.0% 35.0% 23.3%Yellow Time (s) 4.0 4.0 3.0All-Red Time (s) 2.0 2.0 2.0Lost Time Adjust (s) 0.0 0.0 0.0Total Lost Time (s) 6.0 6.0 5.0Lead/Lag Lag Lag LeadLead-Lag Optimize? Yes Yes YesRecall Mode Max Max MaxAct Effct Green (s) 36.5 36.5 23.0 72.5 44.5 44.5Actuated g/C Ratio 0.30 0.30 0.19 0.60 0.37 0.37v/c Ratio 1.08 0.68 1.10 0.34 0.38 0.52Control Delay 93.3 22.5 81.4 13.7 24.2 8.7Queue Delay 8.2 0.0 0.0 1.3 0.0 0.2Total Delay 101.5 22.5 81.4 14.9 24.2 8.8LOS F C F B C AApproach Delay 47.9 18.2Approach LOS D BQueue Length 50th (ft) ~496 133 ~333 174 123 68Queue Length 95th (ft) #628 255 #457 260 150 105Internal Link Dist (ft) 306 1000 283 540Turn Bay Length (ft) 600 600 320Base Capacity (vph) 1014 627 651 2132 1906 879Starvation Cap Reductn 0 0 0 1126 0 58Spillback Cap Reductn 216 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0Reduced v/c Ratio 1.38 0.68 1.10 0.72 0.38 0.56

Intersection SummaryArea Type: OtherCycle Length: 120Actuated Cycle Length: 120Offset: 0 (0%), Referenced to phase 2:NBSB and 6:, Start of Green, Master IntersectionNatural Cycle: 125Control Type: Actuated-CoordinatedMaximum v/c Ratio: 1.10Intersection Signal Delay: 51.1 Intersection LOS: DIntersection Capacity Utilization 124.4% ICU Level of Service HAnalysis Period (min) 15~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles.# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.



Lane Group ø1 ø2 ø4 ø6 ø7 ø8Detector PhaseSwitch PhaseMinimum Initial (s) 7.0 7.0 4.0 21.0 7.0 4.0Minimum Split (s) 25.0 25.0 22.0 27.0 25.0 21.5Total Split (s) 25.0 31.0 22.0 28.0 44.0 20.0Total Split (%) 21% 26% 18% 23% 37% 17%Yellow Time (s) 3.0 3.0 3.0 3.0 4.0 3.0All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0Lost Time Adjust (s)Total Lost Time (s)Lead/Lag Lag Lead Lead Lag Lead LagLead-Lag Optimize? Yes Yes Yes Yes Yes YesRecall Mode None C-Max None C-Max Max NoneAct Effct Green (s)Actuated g/C Ratiov/c RatioControl DelayQueue DelayTotal DelayLOSApproach DelayApproach LOSQueue Length 50th (ft)Queue Length 95th (ft)Internal Link Dist (ft)Turn Bay Length (ft)Base Capacity (vph)Starvation Cap ReductnSpillback Cap ReductnStorage Cap ReductnReduced v/c Ratio




Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 30 20 50 70 20 20 30 780 40 20 810 40Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 0 0 0 0 100 0 0 0Storage Lanes 0 0 0 0 1 0 0 0Taper Length (ft) 25 25 25 25Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.95 0.95Frt 0.933 0.975 0.993 0.993Flt Protected 0.985 0.969 0.950 0.999Satd. Flow (prot) 0 1695 0 0 1777 0 1770 3514 0 0 3511 0Flt Permitted 0.896 0.770 0.249 0.922Satd. Flow (perm) 0 1542 0 0 1412 0 464 3514 0 0 3240 0Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 54 19 13 12Link Speed (mph) 25 25 35 35Link Distance (ft) 523 505 620 386Travel Time (s) 14.3 13.8 12.1 7.5Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Heavy Vehicles (%) 3% 3% 3% 1% 1% 1% 2% 2% 2% 2% 2% 2%Adj. Flow (vph) 33 22 54 76 22 22 33 848 43 22 880 43Shared Lane Traffic (%)Lane Group Flow (vph) 0 109 0 0 120 0 33 891 0 0 945 0Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(ft) 0 0 12 12Link Offset(ft) 0 0 0 0Crosswalk Width(ft) 16 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9 15 9 15 9Number of Detectors 1 2 1 2 1 2 1 2Detector Template Left Thru Left Thru Left Thru Left ThruLeading Detector (ft) 20 100 20 100 20 100 20 100Trailing Detector (ft) 0 0 0 0 0 0 0 0Detector 1 Position(ft) 0 0 0 0 0 0 0 0Detector 1 Size(ft) 20 6 20 6 20 6 20 6Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 2 Position(ft) 94 94 94 94Detector 2 Size(ft) 6 6 6 6Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0 0.0 0.0Turn Type Perm NA Perm NA Perm NA Perm NAProtected Phases 4 8 2 6Permitted Phases 4 8 2 6



Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRDetector Phase 4 4 8 8 2 2 6 6Switch PhaseMinimum Initial (s) 7.0 7.0 7.0 7.0 30.0 30.0 30.0 30.0Minimum Split (s) 22.0 22.0 22.0 22.0 36.0 36.0 36.0 36.0Total Split (s) 22.0 22.0 22.0 22.0 38.0 38.0 38.0 38.0Total Split (%) 36.7% 36.7% 36.7% 36.7% 63.3% 63.3% 63.3% 63.3%Yellow Time (s) 3.0 3.0 3.0 3.0 4.0 4.0 4.0 4.0All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 5.0 5.0 6.0 6.0 6.0Lead/LagLead-Lag Optimize?Recall Mode Max Max Max Max C-Min C-Min C-Min C-MinAct Effct Green (s) 18.7 18.7 30.3 30.3 30.3Actuated g/C Ratio 0.31 0.31 0.50 0.50 0.50v/c Ratio 0.21 0.26 0.14 0.50 0.58Control Delay 10.3 15.3 9.1 12.4 11.9Queue Delay 0.0 0.0 0.0 0.0 0.0Total Delay 10.3 15.3 9.1 12.4 11.9LOS B B A B BApproach Delay 10.3 15.3 12.3 11.9Approach LOS B B B BQueue Length 50th (ft) 14 26 11 178 115Queue Length 95th (ft) 46 64 m21 233 156Internal Link Dist (ft) 443 425 540 306Turn Bay Length (ft) 100Base Capacity (vph) 518 453 247 1880 1733Starvation Cap Reductn 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0Reduced v/c Ratio 0.21 0.26 0.13 0.47 0.55

Intersection SummaryArea Type: OtherCycle Length: 60Actuated Cycle Length: 60Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of GreenNatural Cycle: 60Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.58Intersection Signal Delay: 12.2 Intersection LOS: BIntersection Capacity Utilization 59.3% ICU Level of Service BAnalysis Period (min) 15m Volume for 95th percentile queue is metered by upstream signal.


Appendix E Storage Length Calculations

• SR 94 (State Road) and SR 17 (Brookpark Road) • SR 94 (State Road) and Eastbound I-480 Ramps • SR 94 (State Road) and Westbound I-480 Ramps • SR 94 (State Road) and Ralph Avenue/Burger Avenue

Design Hour AM PM Design Hour AM PM Design Hour AM PMDesign Speed 35 35 mph Design Speed 35 35 mph Design Speed 35 35 mphCycle Length 120 120 seconds Cycle Length 120 120 seconds Cycle Length 120 120 secondsControl (Stop or Signal) Signal Signal Control (Stop or Signal) Signal Signal Control (Stop or Signal) Signal SignalThrough Volume 1170 740 vph Through Volume 560 1240 vph Through Volume 560 1240 vphNumber of Through Lanes 2 2 Number of Through Lanes 2 2 Number of Through Lanes 2 2Turning Volume 50 90 vph Turning Volume 340 330 vph Turning Volume 300 630 vphNumber of Turning Lanes 1 1 Number of Turning Lanes 1 1 Number of Turning Lanes 1 1Design Condition A A A, B, or C Design Condition A A A, B, or C Design Condition A A A, B, or CVehicles Per Cycle 1.7 3 Vehicles Per Cycle 11.4 11 Vehicles Per Cycle 10 21Storage Length 85 158 feet Storage Length 420 400 feet Storage Length 375 725 feetDeceleration/Taper 50 50 feet Deceleration/Taper 50 50 feet Deceleration/Taper 50 50 feetCalculated Turn Lane Length 135 208 feet Calculated Turn Lane Length 470 450 feet Calculated Turn Lane Length 425 775 feetNo Block Distance 663 333 feet No Block Distance 360 495 feet No Block Distance 360 495 feetNo Block Turn Length 663 333 feet No Block Turn Length 470 495 feet No Block Turn Length 425 775 feet

Design Hour AM PM Design Hour AM PM Design Hour AM PMDesign Speed 35 35 mph Design Speed 35 35 mph Design Speed 35 35 mphCycle Length 120 120 seconds Cycle Length 120 120 seconds Cycle Length 120 120 secondsControl (Stop or Signal) Signal Signal Control (Stop or Signal) Signal Signal Control (Stop or Signal) Signal SignalThrough Volume 550 450 vph Through Volume 250 580 vph Through Volume 250 580 vphNumber of Through Lanes 2 2 Number of Through Lanes 2 2 Number of Through Lanes 2 2Turning Volume 460 340 vph Turning Volume 40 250 vph Turning Volume 310 460 vphNumber of Turning Lanes 1 1 Number of Turning Lanes 1 1 Number of Turning Lanes 1 1Design Condition A A A, B, or C Design Condition A A A, B, or C Design Condition A A A, B, or CVehicles Per Cycle 15.4 11.4 Vehicles Per Cycle 1.4 8.4 Vehicles Per Cycle 10.4 15.4Storage Length 535 420 feet Storage Length 70 335 feet Storage Length 385 535 feetDeceleration/Taper 50 50 feet Deceleration/Taper 50 50 feet Deceleration/Taper 50 50 feetCalculated Turn Lane Length 585 470 feet Calculated Turn Lane Length 120 385 feet Calculated Turn Lane Length 435 585 feetNo Block Distance 355 200 feet No Block Distance 180 263 feet No Block Distance 180 263 feetNo Block Turn Length 585 470 feet No Block Turn Length 180 385 feet No Block Turn Length 435 585 feet

CUY‐480‐14.32 IOSTurn Lane Length Calculations

State Road (SR 94) at Brookpark Road (SR 17)

STATE ROUTE 94 (STATE ROAD) NBLT2039 PEAK HOUR VOLUMES

STATE ROUTE 94 (STATE ROAD) SBLT2039 PEAK HOUR VOLUMES

STATE ROUTE 94 (STATE ROAD) SBRT2039 PEAK HOUR VOLUMES

STATE ROUTE 17 (BROOKPARK ROAD) EBLT STATE ROUTE 17 (BROOKPARK ROAD) WBLT STATE ROUTE 17 (BROOKPARK ROAD) WBRT2039 PEAK HOUR VOLUMES 2039 PEAK HOUR VOLUMES 2039 PEAK HOUR VOLUMES

Design Hour AM PM Design Hour AM PMDesign Speed 35 35 mph Design Speed 35 35 mphCycle Length 120 120 seconds Cycle Length 120 120 secondsControl (Stop or Signal) Signal Signal Control (Stop or Signal) Signal SignalThrough Volume 950 950 vph Through Volume 570 1440 vphNumber of Through Lanes 3 3 Number of Through Lanes 3 3Turning Volume 890 550 vph Turning Volume 240 230 vphNumber of Turning Lanes 1 1 Number of Turning Lanes 1 1Design Condition A A A, B, or C Design Condition A A A, B, or CVehicles Per Cycle 29.7 18.4 Vehicles Per Cycle 8 7.7Storage Length 966 635 feet Storage Length 325 310 feetDeceleration/Taper 50 50 feet Deceleration/Taper 50 50 feetCalculated Turn Lane Length 1016 685 feet Calculated Turn Lane Length 375 360 feetNo Block Distance 390 390 feet No Block Distance 260 550 feetNo Block Turn Length 1016 685 feet No Block Turn Length 375 550 feet

Design Hour AM PM Design Hour AM PMDesign Speed 45 45 mph Design Speed 45 45 mphCycle Length 120 120 seconds Cycle Length 120 120 secondsControl (Stop or Signal) Signal Signal Control (Stop or Signal) Signal SignalThrough Volume 720 830 vph Through Volume 460 340 vphNumber of Through Lanes 2 2 Number of Through Lanes 2 2Turning Volume 460 340 vph Turning Volume 720 830 vphNumber of Turning Lanes 2 2 Number of Turning Lanes 2 2Design Condition C C A, B, or C Design Condition C C A, B, or CVehicles Per Cycle 7.7 5.7 Vehicles Per Cycle 12 13.9Storage Length 310 235 feet Storage Length 450 498 feetDeceleration/Taper 125 125 feet Deceleration/Taper 125 125 feetCalculated Turn Lane Length 435 360 feet Calculated Turn Lane Length 575 623 feetNo Block Distance 450 498 feet No Block Distance 310 235 feetNo Block Turn Length 450 498 feet No Block Turn Length 575 623 feet

State Road (SR 94) at I‐480 Eastbound Ramps

STATE ROUTE 94 (STATE ROAD) NBRT STATE ROUTE 94 (STATE ROAD) SBLT2039 PEAK HOUR VOLUMES 2039 PEAK HOUR VOLUMES

INTERSTATE ROUTE 480 EB OFF RAMP EBLT INTERSTATE ROUTE 480 EB OFF RAMP EBRT2039 PEAK HOUR VOLUMES 2039 PEAK HOUR VOLUMES

Design Hour AM PM Design Hour AM PMDesign Speed 35 35 mph Design Speed 35 35 mphCycle Length 120 120 seconds Cycle Length 120 120 secondsControl (Stop or Signal) Signal Signal Control (Stop or Signal) Signal SignalThrough Volume 610 660 vph Through Volume 460 660 vphNumber of Through Lanes 2 2 Number of Through Lanes 3 3Turning Volume 720 660 vph Turning Volume 440 420 vphNumber of Turning Lanes 2 2 Number of Turning Lanes 1 1Design Condition A A A, B, or C Design Condition A A A, B, or CVehicles Per Cycle 12 11 Vehicles Per Cycle 14.7 14Storage Length 450 400 feet Storage Length 518 500 feetDeceleration/Taper 50 50 feet Deceleration/Taper 50 50 feetCalculated Turn Lane Length 500 450 feet Calculated Turn Lane Length 568 550 feetNo Block Distance 380 400 feet No Block Distance 210 275 feetNo Block Turn Length 500 450 feet No Block Turn Length 568 550 feet

Design Hour AM PM Design Hour AM PMDesign Speed 45 45 mph Design Speed 45 45 mphCycle Length 120 120 seconds Cycle Length 120 120 secondsControl (Stop or Signal) Signal Signal Control (Stop or Signal) Signal SignalThrough Volume 250 390 vph Through Volume 350 1010 vphNumber of Through Lanes 1 1 Number of Through Lanes 2 2Turning Volume 350 1010 vph Turning Volume 250 390 vphNumber of Turning Lanes 2 2 Number of Turning Lanes 1 1Design Condition C C A, B, or C Design Condition C C A, B, or CVehicles Per Cycle 5.9 16.9 Vehicles Per Cycle 8.4 13Storage Length 245 595 feet Storage Length 335 475 feetDeceleration/Taper 125 125 feet Deceleration/Taper 125 125 feetCalculated Turn Lane Length 370 720 feet Calculated Turn Lane Length 460 600 feetNo Block Distance 335 263 feet No Block Distance 245 595 feetNo Block Turn Length 370 720 feet No Block Turn Length 460 600 feet

INTERSTATE ROUTE 480 WB OFF RAMP WBLT INTERSTATE ROUTE 480 WB OFF RAMP WBRT2039 PEAK HOUR VOLUMES 2039 PEAK HOUR VOLUMES

STATE ROUTE 94 (STATE ROAD) NBLT STATE ROUTE 94 (STATE ROAD) SBRT2039 PEAK HOUR VOLUMES 2039 PEAK HOUR VOLUMES

State Road (SR 94) at I‐480 Westbound Ramps

Design Hour AM PMDesign Speed 35 35 mphCycle Length 60 60 secondsControl (Stop or Signal) Signal SignalThrough Volume 720 780 vphNumber of Through Lanes 2 2Turning Volume 10 30 vphNumber of Turning Lanes 1 1Design Condition A A A, B, or CVehicles Per Cycle 0.2 0.5Storage Length 10 25 feetDeceleration/Taper 50 50 feetCalculated Turn Lane Length 60 75 feetNo Block Distance 250 262.5 feetNo Block Turn Length 250 262.5 feet

State Road (SR 94) at Burger Ave./Ralph Ave.

STATE ROUTE 94 (STATE ROAD) NBLT2039 PEAK HOUR VOLUMES

cuy-480-14.32 ios 08152016 · ohio department of transportation cuy‐480‐14.32 pid no. 102053...

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