and Air Quality Improvement Program (CMAQ)

Congestion Mitigation and Air Quality Improvement Program (CMAQ)

FUNDING REQUEST SUBMITTAL

for

OLD TOWN ROUNDABOUT (FAU 1479)

WARRENVILLE, IL

SUBMITTAL DATES AND LOCATIONS

February 16, 2015

DuPage Mayors and Managers Conference

1220 Oak Brook Road

Oak Brook, IL 60523

(submitted electronically to Mike Albin at malbin@dmmc‐cog.org)

March 3, 2015

Chicago Metropolitan Agency for Planning

233 South Wacker Drive

Suite 800

Chicago, IL 60606

(submitted electronically to Doug Ferguson at [email protected])

DIRECT ALL QUESTIONS AND INQUIRIES TO

Philip M. Kuchler, P.E. CFM

Senior Civil Engineer

[email protected]

(630) 836‐3033

OLD TOWN ROUNDABOUT

TABLE OF CONTENTS

SUBMITTAL COVER LETTER

TABLE OF CONTENTS

CMAP FY2016‐2020 CMAQ Project Application – Traffic Flow Improvements

APPENDICES

Appendix A: Location Maps and IDS Excerpt

Appendix B: Cost Estimate and Project Milestone Schedule

Appendix C: Existing Warrenville Road / Batavia Road Intersection

CMAQ FY2016‐2020 Input Module Worksheet

Traffic Count Data

Appendix D: Existing Warrenville Road / River Road Intersection


Traffic Count Data

Appendix E: Proposed Oval Roundabout Intersection


Traffic Count Data

Appendix F: City Subarea and Bikeway Plan Excerpts

CMAP FY 2016-2020 CMAQ PROJECT APPLICATION TRAFFIC FLOW IMPROVEMENTS

I. PROJECT IDENTIFICATION Project Sponsor

City of Warrenville Contact Information – Name, Title, Agency, Address, Phone, e-mail (e-mail required)

Philip M. Kuchler, Senior Civil Engineer City of Warrenville 3s258 Manning Avenue Warrenville, IL 60555 (630) 836-3033 [email protected]

Other Agencies Participating In Project

DuPage County Division of Transportation

☐ New Project ☐ Existing CMAQ Project ☐ Add CMAQ to Existing Project

TIP ID if project already has one

08-13-0004

II. PROJECT LOCATION Projects not readily identified by location must provide a title on the last line of this section Attach a map sufficient to accurately locate this project in a GIS system

Name Of Street Or Facility To Be Improved Intersections of Batavia Rd / Warrenville Rd / River Rd

Marked Route #

Project Limits: North/West Reference Point/Cross St/Intersection Intersection of Warrenville Road and Batavia Road

Marked Route #

Municipality & County Warrenville & DuPage

Project Limits: South/East Reference Point/Cross St/Intersection Intersection of Warrenville Road and Winfield Road

Marked Route #

Municipality & County Warrenville & DuPage

Other Project Location Information Or Project Title Old Town Roundabout Project – Please note excludes section of road to be reconstructed with separate DuPage County Warrenville Road Bridge Project (bids opened 1/30/15).

III. PROJECT FINANCING & CMAQ FUNDING REQUEST Please review the instructions.

Starting Federal

Fiscal Year* Total Phase Costs (New) CMAQ

Funds Requested

Other Federal Funds Including prior CMAQ awards

Fund Type Amount

Engineering Phase 1 2013 $ 78,820 $ - $0

Engineering Phase 2 2016 $ 141,205 $ 112,964 - $0

Right-Of-Way Acquisition 2017 $2,243,900 $1,795,120 - $0

Construction (Including Construction Engineering) 2019 $1,553,255 $ 613,804 STP $550,000

Engineering (For Implementation Projects) $ $ $

Implementation $ $ $

Alternatives Analysis $ $ $

*Phase must be accomplished within 3 years $4,017,180 $2,521,888 Total Project Costs

Source Of Local Matching Funds City One-time Special Projects Fund (Old Town Roundabout qualifies) and Tax Increment Financing District #3 (Old Town Roundabout falls within TIF#3).

If Soft Matching Funds Are Intended To Be Used, Please Contact CMAP Staff. Have the Matching Funds Been Secured? (Provide Details):

Funds have not specifically been budgeted for this project, however as of last audit April 30, 2014, the Special Projects Fund had a balance of $5,188,905. Tax Increment Financing (TIF) District #3 includes this project site.

CMAP FY 2016-2020 CMAQ PROJECT APPLICATION TRAFFIC FLOW IMPROVEMENTS – PAGE 2

IV. PROJECT EMISSIONS BENEFIT DATAType of Project (Check All that Apply): Intersection Type: ☐ Roundabout ☐ Restricted Crossing U-Turn (J-Turn) ☐ Median U-Turn ☐ Diverging Diamond Interchange ☐ Conventional

Bottleneck Eliminations: ☐ Highway-Rail Grade Separation ☐ Two-Way Left Turn Lane ☐ Realignment

☐ Remove Obstruction ☐ Vertical Clearance ☐ Truck Route Improvement

Turn Lanes: ☐ Add Dual Left Turn Lanes ☐ Add Single Left Turn Lanes ☐ Add Right Turn Lanes ☐ Multiple Turn Lane Types

Reconstruction: ☐ Full Intersection Reconstruction

(existing signal) ☐ Traditional Interchange

Reconstruction

Signals: ☐ Signal Modernization ☐ New Signalization

Project Length (Miles – Bottleneck Elimination And Multiple Intersections Only): _________ Posted Speeds (Miles Per Hour For Each Street): Batavia Road (35 mph) / Warrenville Road east (35 mph) / River Road (40 mph) / Warrenville Road west (25 mph)

Bi-Directional AADTs by Approach: North Leg (North Approach): Batavia Road (8,000 in 2014 ); South Leg: River Road (3,000 in 2009); West Leg: Warrenville Road (3,058 in 2012); East Leg: Warrenville Road (12,000 in 2009);

Do queues currently clear on the major street at signalized intersections in the pm peak period? ☐ Yes ☐ No - No signalized Intersections

Are the subject roadways included as part of the Congestion Management Process Highway System? ☐ Yes ☐ NoIs the project location identified in IDOT’s 5% Safety Location report? ☐ Yes ☐ No If “Yes” is checked, indicate in the project description how the project will address the safety issues.Will bicycle facilities be added as part of this project? ☐ Yes ☐ No If “Yes” is checked, describethe bicycle facility in the project description providing details asked for on the bicycle facility application form.

V. PROGRAM MANAGEMENT INFORMATION

Is right-of-way acquisition required for this project? If so, has right-of-way been acquired?

☐ Yes ☐ No ☐ Yes ☐ No

Preliminary Design Status:

☐ N.A. ☐ Not Begun ☐ Agreement executed by Central Office ☐ Engineering Underway ☐ Submitted for review ☐ Responding to review comments ☐ Agreement sent to District 1for signatures ☐ Design approval granted Date approval is anticipated or was granted: April 30, 2015

Estimated Completion Year: 2019

VI. PROJECT DESCRIPTION

Please describe project, including any qualitative travel time reliability improvements listed on pages 8-9 of application booklet.

The Old Town Roundabout project will improve the safety, connectivity, and efficiency of public transit through this area of the City. Warrenville Road between Rockwell Street and Winfield Road is a designated bus route serviced by Pace. The implementation of this project will reduce the level of potential confusion drivers, pedestrians, and bicyclists have when they approach these intersections by reducing the number of decisions they will need to make and by providing a clear path for safe, controlled, and properly protected travel each group has through this area.

The City of Warrenville and DuPage County have a unique opportunity to implement the Old Town Roundabout project identified in the City’s adopted Old Town Civic Center Subarea Plan in conjunction with two other important projects to be constructed by DuPage County in 2015. This project is named the Old Town Roundabout as it is located in Old Town Subarea. The Warrenville Road Bridge falls within these project limits, but is excluded from the project. Bids were opened on the reconstruction of this bridge on January 30, 2015. DuPage County Stormwater is utilizing a combination of DuPage County Bond funds and IEPA 319 Grant funds to implement a flood protection project that will realign the river in conjunction with the bridge reconstruction in 2015; and has already constructed a flood control berm, increased flood storage and conveyance along River Road between Warrenville Road and Ferry Road. Included in this project was the installation of a multi-use path for the City of Warrenville that provides access from this intersection area to Bower Elementary School and Cerny Park, as well as the businesses in Cantera on Ferry, Winfield and Diehl Roads.

The roundabout will remove an offset intersection and replace it with a roundabout to improve traffic circulation, reduce vehicular emissions, and dramatically improve bicycle and pedestrian connectivity and safety. The emissions will be reduced by eliminating the stop sign control at the various legs of the intersections. The improvement is consistent with the City’s adopted Bikeway Implementation Plan and will provide links between the proposed River Road multi-use path, the County’s West Branch regional trail along the east side of the DuPage River, relocate the location this path crosses Warrenville Road to a safer location, and connect the regional trail system to the City’s sidewalk network. Additionally, this improvement will connect to the onstreet bicycle lanes on Batavia Road for connectivity between this intersection and the Illinois Prairie Path at the intersection of Batavia Road and Illinois Route 56 and the City’s Batavia Road Bike Path to Fermi National Accelerator Laboratory.

APPEN

DIX A

LOCATION M

APS AND ID

S EX

CER

PT

EXHIBIT 1-1 Location Map

Project Location

Not to Scale

Old Town Roundabout

Job # 120705.P1

EXHIBIT 2 Intersection Overview

Project Location

Not to Scale

��

Old Town Roundabout FAU 1479: Warrenville Road

Warrenville, IL

Batavia R

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Warrenville Rd

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APPEN

DIX C

EXISTING W

ARREN

VILLE ROAD / BATA

VIA ROAD IN

TERSECTION

CMAQ FY2016‐2020 IN

PUT MODULE W

ORKSH

EET

TRAFFIC COUNT DATA

ALL-WAY STOP CONTROL ANALYSISGeneral Information Site Information Analyst MW Agency/Co. Warrenville Date Performed 1/17/2013 Analysis Time Period AM

Intersection Batavia & Warrenville JurisdictionAnalysis Year 2013

Project ID East/West Street: Warrenville North/South Street: Batavia

Volume Adjustments and Site CharacteristicsApproach Eastbound WestboundMovement L T R L T RVolume (veh/h) 0 259 0 0 83 0 %Thrus Left Lane

Approach Northbound SouthboundMovement L T R L T RVolume (veh/h) 0 0 0 478 0 4 %Thrus Left Lane

Eastbound Westbound Northbound Southbound

L1 L2 L1 L2 L1 L2 L1 L2

Configuration T T LR PHF 0.84 0.84 0.84 Flow Rate (veh/h) 308 98 573 % Heavy Vehicles 2 2 2 No. Lanes 1 1 0 1 Geometry Group 1 1 1 Duration, T 0.25

Saturation Headway Adjustment WorksheetProp. Left-Turns 0.0 0.0 1.0 Prop. Right-Turns 0.0 0.0 0.0 Prop. Heavy Vehicle 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed 0.0 0.0 0.2

Departure Headway and Service Timehd, initial value (s) 3.20 3.20 3.20 x, initial 0.27 0.09 0.51 hd, final value (s) 5.81 6.21 5.36 x, final value 0.50 0.17 0.85 Move-up time, m (s) 2.0 2.0 2.0

Service Time, ts (s) 3.8 4.2 3.4

Capacity and Level of ServiceEastbound Westbound Northbound Southbound

L1 L2 L1 L2 L1 L2 L1 L2

Capacity (veh/h) 558 348 665 Delay (s/veh) 14.43 10.47 31.37 LOS B B D Approach: Delay (s/veh) 14.43 10.47 31.37 LOS B B D

Intersection Delay (s/veh) 23.95 Intersection LOS C Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 1/18/2013 11:56 AM

Page 1 of 1All-Way Stop Control

1/18/2013file:///C:/Users/mwhitcomb/AppData/Local/Temp/u2kB694.tmp

ALL-WAY STOP CONTROL ANALYSISGeneral Information Site Information Analyst MW Agency/Co. Warrenville Date Performed 1/17/2013 Analysis Time Period PM

Intersection Batavia & Warrenville JurisdictionAnalysis Year 2013

Project ID East/West Street: Warrenville North/South Street: Batavia

Volume Adjustments and Site CharacteristicsApproach Eastbound WestboundMovement L T R L T RVolume (veh/h) 0 123 0 0 195 0 %Thrus Left Lane

Approach Northbound SouthboundMovement L T R L T RVolume (veh/h) 0 0 0 306 0 13 %Thrus Left Lane

Eastbound Westbound Northbound Southbound

L1 L2 L1 L2 L1 L2 L1 L2

Configuration T T LR PHF 0.92 0.92 0.92 Flow Rate (veh/h) 133 211 346 % Heavy Vehicles 1 1 1 No. Lanes 1 1 0 1 Geometry Group 1 1 1 Duration, T 0.25

Saturation Headway Adjustment WorksheetProp. Left-Turns 0.0 0.0 1.0 Prop. Right-Turns 0.0 0.0 0.0 Prop. Heavy Vehicle 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed 0.0 0.0 0.2

Departure Headway and Service Timehd, initial value (s) 3.20 3.20 3.20 x, initial 0.12 0.19 0.31 hd, final value (s) 5.17 5.06 4.99 x, final value 0.19 0.30 0.48 Move-up time, m (s) 2.0 2.0 2.0

Service Time, ts (s) 3.2 3.1 3.0

Capacity and Level of ServiceEastbound Westbound Northbound Southbound

L1 L2 L1 L2 L1 L2 L1 L2

Capacity (veh/h) 383 461 596 Delay (s/veh) 9.38 10.17 12.49 LOS A B B Approach: Delay (s/veh) 9.38 10.17 12.49 LOS A B B

Intersection Delay (s/veh) 11.18 Intersection LOS B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 1/18/2013 11:59 AM

Page 1 of 1All-Way Stop Control

1/18/2013file:///C:/Users/mwhitcomb/AppData/Local/Temp/u2k711C.tmp

APPEN

DIX D

EXISTING W

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VILLE ROAD / RIVER

ROAD IN

TERSECTION


PUT MODULE W

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TRAFFIC COUNT DATA

TWO-WAY STOP CONTROL SUMMARYGeneral Information Site Information Analyst MW Agency/Co. Warrenville Date Performed 1/18/2013 Analysis Time Period AM

Intersection River & Warrenville JurisdictionAnalysis Year 2013

Project Description East/West Street: Warrenville North/South Street: River Intersection Orientation: East-West Study Period (hrs): 0.25

Vehicle Volumes and AdjustmentsMajor Street Eastbound Westbound Movement 1 2 3 4 5 6

L T R L T RVolume (veh/h) 10 697 31 77 312 1 Peak-Hour Factor, PHF 0.84 0.84 0.84 0.84 0.84 0.84 Hourly Flow Rate, HFR (veh/h) 11 829 36 91 371 1

Percent Heavy Vehicles 2 -- -- 2 -- --Median Type Undivided

RT Channelized 0 0

Lanes 0 1 0 1 1 0 Configuration LTR L TR Upstream Signal 0 0

Minor Street Northbound Southbound Movement 7 8 9 10 11 12


Percent Heavy Vehicles 2 2 2 2 2 2

Percent Grade (%) 0 0

Flared Approach N N

Storage 0 0

RT Channelized 0 0

Lanes 0 1 1 0 1 0 Configuration LT R LTR

Delay, Queue Length, and Level of ServiceApproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12Lane Configuration LTR L LT R LTR

v (veh/h) 11 91 29 165 11

C (m) (veh/h) 1186 778 101 362 94

v/c 0.01 0.12 0.29 0.46 0.12

95% queue length 0.03 0.40 1.08 2.30 0.38

Control Delay (s/veh) 8.1 10.2 54.4 23.0 48.3

LOS A B F C E

Approach Delay (s/veh) -- -- 27.7 48.3

Approach LOS -- -- D E

Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 1/18/2013 11:21 AM

Page 1 of 1Two-Way Stop Control

1/18/2013file:///C:/Users/mwhitcomb/AppData/Local/Temp/u2k6AA6.tmp

TWO-WAY STOP CONTROL SUMMARYGeneral Information Site Information Analyst MW Agency/Co. Warrenville Date Performed 1/18/2013 Analysis Time Period PM

Intersection River & Warrenville JurisdictionAnalysis Year 2013

Project Description East/West Street: Warrenville North/South Street: River Intersection Orientation: East-West Study Period (hrs): 0.25

Vehicle Volumes and AdjustmentsMajor Street Eastbound Westbound Movement 1 2 3 4 5 6


Percent Heavy Vehicles 1 -- -- 1 -- --Median Type Undivided

RT Channelized 0 0

Lanes 0 1 0 1 1 0 Configuration LTR L TR Upstream Signal 0 0

Minor Street Northbound Southbound Movement 7 8 9 10 11 12


Percent Heavy Vehicles 1 1 1 1 1 1

Percent Grade (%) 0 0

Flared Approach N N

Storage 0 0

RT Channelized 0 0

Lanes 0 1 1 0 1 0 Configuration LT R LTR

Delay, Queue Length, and Level of ServiceApproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12Lane Configuration LTR L LT R LTR

v (veh/h) 10 81 38 54 18

C (m) (veh/h) 866 1119 117 625 156

v/c 0.01 0.07 0.32 0.09 0.12

95% queue length 0.04 0.23 1.28 0.28 0.38

Control Delay (s/veh) 9.2 8.5 49.9 11.3 31.1

LOS A A E B D

Approach Delay (s/veh) -- -- 27.3 31.1

Approach LOS -- -- D D

Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 1/18/2013 11:27 AM

Page 1 of 1Two-Way Stop Control

1/18/2013file:///C:/Users/mwhitcomb/AppData/Local/Temp/u2k6AA6.tmp

APPEN

DIX E

PROPOSED OVAL ROUNDABOUT INTERSECTION


PUT MODULE W

ORKSH

EET

TRAFFIC COUNT DATA

LEVEL OF SERVICE SUMMARY Site: Warrenville Road AM PeakRoundabout with 1-lane approaches and circulating roadMUTCD (FHWA 2009) example number: 2B-22Roundabout Guide (TRB 2010) example number: A-1

Roundabout

South East North West IntersectionLOS C A B B B

Level of Service (LOS) Method: Delay (HCM 2000). Roundabout LOS Method: Same as Signalised Intersections.Lane LOS values are based on average delay per lane.Intersection and Approach LOS values are based on average delay for all lanes.SIDRA Standard Delay Model used.

Processed: Thursday, January 17, 2013 1:51:11 PM Copyright © 2000-2011 Akcelik and Associates Pty Ltd

DETAILED OUTPUT Warrenville Road AM Peak

Roundabout with 1-lane approaches and circulating roadMUTCD (FHWA 2009) example number: 2B-22Roundabout Guide (TRB 2010) example number: A-1

Roundabout

OUTPUT TABLE LINKS

RoundaboutsRoundabout Basic ParametersRoundabout Gap Acceptance Parameters

MovementsMovement Capacity ParametersMovement PerformanceFuel Consumption, Emissions and Cost (Total)Fuel Consumption, Emissions and Cost (Rate)Intersection Negotiation DataMovement Speeds and Geometric Delay

LanesLane PerformanceLane Flow and Capacity InformationLane, Approach and Intersection PerformanceDriver CharacteristicsLane DelaysLane Queues (Vehicles)Lane Queues (Distance)Lane Queue Percentiles (Vehicles)Lane Queue Percentiles (Distance)Lane Stops

Flow Rates and Demand AnalysisMovement Definitions and Flow Rates (O-D)Flow Rates (Separate Light and Heavy Vehicles)Flow Rates (Total Vehicles and Percent Heavy)

OtherModel SettingsParameters Used in Cost CalculationsDiagnostics

Roundabouts

Roundabout Basic ParametersSite:Warrenville Road AM Peak

Intersection ID: 1 Roundabout

------------------------------------------------------------------------------ Circulating/Exiting Stream Cent Circ Insc Ent Ent Cir Ent Av.Ent ------------------------------------ Island Width Diam. Rad Ang Lan Lan Lane Flow %HV Adjust. %Exit Cap. O-D Diam Width Flow Incl. Constr. Factor ft ft ft ft deg ft veh/h pcu/h Effect------------------------------------------------------------------------------

South: River Road Environment Factor: 1.20 Entry/Circulating Flow Adjustment: Medium 66 17 100 31 30 1 1 14.00 901 1.0 910 0 N 0.857------------------------------------------------------------------------------

East: Warrenville Road Environment Factor: 1.20 Entry/Circulating Flow Adjustment: Medium 66 17 100 36 30 1 1 14.00 38 1.0 38 0 N 0.992------------------------------------------------------------------------------

North: Batavia Road Environment Factor: 1.20 Entry/Circulating Flow Adjustment: Medium

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Movements

66 17 100 40 30 1 1 14.00 202 1.0 204 0 N 0.991------------------------------------------------------------------------------ West: Warrenville Road Environment Factor: 1.20 Entry/Circulating Flow Adjustment: Medium 66 17 100 33 30 1 1 14.00 703 1.0 710 0 N 0.870------------------------------------------------------------------------------ Roundabout Capacity Model: SIDRA Standard HV Method for Gap Acceptance: Include HV Effect for all percentages

Roundabout Gap Acceptance ParametersSite:Warrenville Road AM Peak


------------------------------------------------------------------------------ Turn Lane Lane ---- Circulating/Exiting Stream --- Critical Gap No. Type Flow Aver Aver In-Bnch Prop ------------ Foll-up Rate Speed Dist Headway Bunched Hdwy Dist Headway pcu/h mph ft sec sec ft sec------------------------------------------------------------------------------

South: River Road Environment Factor: 1.20 Entry/Circulating Flow Adjustment: Medium Left 1 Dominant 910 16.0 93.0 2.00 0.692 4.84 113.9 3.02 Thru 1 Dominant 910 16.0 93.0 2.00 0.692 4.89 115.0 3.05 Right 1 Dominant 910 16.0 93.0 2.00 0.692 4.89 115.0 3.05 ------------------------------------------------------------------------------

East: Warrenville Road Environment Factor: 1.20 Entry/Circulating Flow Adjustment: Medium Left 1 Dominant 38 18.3 2529.0 2.00 0.045 5.08 136.3 2.74 Thru 1 Dominant 38 18.3 2529.0 2.00 0.045 5.08 136.2 2.74 Right 1 Dominant 38 18.3 2529.0 2.00 0.045 5.08 136.3 2.74 ------------------------------------------------------------------------------

North: Batavia Road Environment Factor: 1.20 Entry/Circulating Flow Adjustment: Medium Left 1 Dominant 204 17.2 444.3 2.00 0.297# 5.41 136.4 3.01 Thru 1 Dominant 204 17.2 444.3 2.00 0.297# 5.41 136.4 3.01 Right 1 Dominant 204 17.2 444.3 2.00 0.297# 5.36 135.1 2.98 ------------------------------------------------------------------------------

West: Warrenville Road Environment Factor: 1.20 Entry/Circulating Flow Adjustment: Medium Left 1 Dominant 710 13.7 102.2 2.00 0.600# 5.06 102.1 3.07 Thru 1 Dominant 710 13.7 102.2 2.00 0.600# 5.11 103.1 3.10 Right 1 Dominant 710 13.7 102.2 2.00 0.600# 5.11 103.1 3.10 ------------------------------------------------------------------------------

Roundabout Capacity Model: SIDRA Standard P Priority sharing is implied for some movements (Follow-up Headway plus Intra-bunch Headway is larger than the Critical Gap). The O-D Factor (Roundabout Basic Parameters table) allows for priority sharing and priority emphasis. # "Extra" bunching (i.e. a percentage increase or decrease in the amount of bunching in the flow entering the roundabout) specified by the user has affected bunching in the circulating flow in front of this approach.

Dist (Distance): Spacing, i.e. distance between the front ends of two successive vehicles across all lanes in the circulating or exiting stream

Movement Capacity ParametersSite:Warrenville Road AM Peak


------------------------------------------------------------------------- Mov Opposing Movement Total Prac. Prac. Lane Deg. ID Demand Adjust. Cap. Deg. Spare Util Satn Flow HV Flow HV Flow Satn Cap. veh/h % veh/h % pcu/h veh/h xp % % x-------------------------------------------------------------------------

South: River Road 10 L 7 1.0 901 1.0 910 13 0.85 67 100 0.510





11 T 24 1.0 901 1.0 910 48 0.85 67 100 0.510 12 R 170 1.0 901 1.0 910 333 0.85 67 100 0.510 ------------------------------------------------------------------------- East: Warrenville Road 1 L 94 1.0 38 1.0 38 245 0.85 120 100 0.386 2 T 101 1.0 38 1.0 38 262 0.85 120 100 0.386 3 R 288 1.0 38 1.0 38 746 0.85 120 100 0.386 ------------------------------------------------------------------------- North: Batavia Road 4 L 584 1.0 202 1.0 204 915 0.85 33 100 0.638 5 T 24 1.0 202 1.0 204 38 0.85 33 100 0.638 6 R 4 1.0 202 1.0 204 7 0.85 33 100 0.638 ------------------------------------------------------------------------- West: Warrenville Road 7 L 7 1.0 703 1.0 710 10 0.85 26 100 0.674* 8 T 310 1.0 703 1.0 710 460 0.85 26 100 0.674* 9 R 13 1.0 703 1.0 710 20 0.85 26 100 0.674*------------------------------------------------------------------------- * Maximum degree of saturation

Movement PerformanceSite:Warrenville Road AM Peak


--------------------------------------------------------------------------------- Mov Total Total Aver. Eff. Total Perf. Tot.Trav. Tot.Trav. Aver. ID Delay Delay Delay Stop Stops Index Distance Time Speed (veh-h/h)(pers-h/h)(sec) Rate (veh-mi/h)(veh-h/h) (mph) ---------------------------------------------------------------------------------

South: River Road 10 L 0.05 0.05 24.4 1.08 7.2 0.18 2.0 0.1 20.9 11 T 0.14 0.16 20.0 1.03 25.3 0.64 7.5 0.3 22.5 12 R 0.99 1.19 21.1 1.05 177.9 4.52 51.7 2.3 22.4---------------------------------------------------------------------------------

East: Warrenville Road 1 L 0.30 0.36 11.5 0.75 70.6 1.32 14.6 0.7 21.1 2 T 0.11 0.13 3.9 0.34 34.6 0.79 9.5 0.4 22.1 3 R 0.48 0.58 6.0 0.49 142.0 2.81 31.9 1.5 21.9---------------------------------------------------------------------------------

North: Batavia Road 4 L 2.11 2.53 13.0 0.72 422.5 10.65 139.2 6.1 22.9 5 T 0.05 0.07 8.0 0.62 15.1 0.40 5.8 0.2 25.1 6 R 0.01 0.01 7.4 0.62 2.8 0.07 0.9 0.0 23.6---------------------------------------------------------------------------------

West: Warrenville Road 7 L 0.04 0.05 22.8 1.22 8.1 0.18 1.1 0.1 14.1 8 T 1.46 1.75 16.9 1.18 365.1 7.71 45.4 3.1 14.6 9 R 0.07 0.08 18.4 1.19 15.9 0.35 2.1 0.1 15.3---------------------------------------------------------------------------------

Fuel Consumption, Emissions and Cost (Total)Site:Warrenville Road AM Peak


-------------------------------------------------------------- Mov Cost Fuel CO2 CO HC NOX ID Total Total Total Total Total Total $/h gal/h kg/h kg/h kg/h kg/h--------------------------------------------------------------

South: River Road 10 L 1.63 0.1 0.8 0.05 0.001 0.002 11 T 6.15 0.4 3.8 0.30 0.007 0.009 12 R 43.45 2.8 26.7 2.15 0.047 0.064

----------------------------------------------- 51.23 3.3 31.3 2.50 0.055 0.075--------------------------------------------------------------

East: Warrenville Road 1 L 15.51 1.2 11.6 1.37 0.022 0.033 2 T 7.20 0.4 3.8 0.29 0.007 0.008 3 R 31.41 2.4 23.0 2.62 0.043 0.065

-----------------------------------------------





54.12 4.1 38.4 4.28 0.072 0.106-------------------------------------------------------------- North: Batavia Road 4 L 118.82 8.1 77.1 7.18 0.139 0.191 5 T 4.77 0.4 3.5 0.36 0.006 0.009 6 R 0.62 0.0 0.3 0.02 0.001 0.001

----------------------------------------------- 124.21 8.6 81.0 7.56 0.145 0.201-------------------------------------------------------------- West: Warrenville Road 7 L 1.46 0.1 0.8 0.08 0.002 0.002 8 T 59.13 3.9 36.7 3.69 0.068 0.093 9 R 2.88 0.2 1.9 0.21 0.004 0.005

----------------------------------------------- 63.47 4.2 39.5 3.98 0.073 0.101-------------------------------------------------------------- INTERSECTION: 293.02 20.1 190.2 18.32 0.346 0.482--------------------------------------------------------------

Fuel Consumption, Emissions and Cost (Rate)Site:Warrenville Road AM Peak


-------------------------------------------------------------- Mov Cost Fuel CO2 CO HC NOX ID Rate Eff. Rate Rate Rate Rate $/mi mpg g/km g/km g/km g/km--------------------------------------------------------------


----------------------------------------------- 0.52 18.5 318.2 25.41 0.560 0.758--------------------------------------------------------------


----------------------------------------------- 0.60 13.8 426.4 47.53 0.800 1.176--------------------------------------------------------------

North: Batavia Road 4 L 0.53 17.1 344.3 32.03 0.618 0.852 5 T 0.51 15.7 373.5 38.40 0.677 1.002 6 R 0.45 23.3 252.9 18.02 0.439 0.540

----------------------------------------------- 0.53 17.1 344.9 32.20 0.620 0.856--------------------------------------------------------------

West: Warrenville Road 7 L 0.83 12.3 477.4 45.37 0.901 1.141 8 T 0.81 11.7 502.3 50.53 0.934 1.278 9 R 0.83 10.5 558.6 59.98 1.047 1.499

----------------------------------------------- 0.81 11.7 504.2 50.83 0.938 1.284--------------------------------------------------------------

INTERSECTION: 0.58 15.5 379.2 36.53 0.690 0.961--------------------------------------------------------------

Intersection Negotiation DataSite:Warrenville Road AM Peak


----------------------------------------------------------------------------- Negn Negn Negn Appr. Downstream Distance From To Radius Speed Dist. Dist. -------------------- Approach Approach Turn ft mph ft ft ft User Spec?-----------------------------------------------------------------------------

South: River Road East Right 77.3 17.4 38.7 1300 307 No North Thru 126.0 20.9 95.2 1300 341 No





Lanes

West Left 39.8 13.5 156.3 1300 243 No ----------------------------------------------------------------------------- East: Warrenville Road South Left 39.8 13.5 156.3 330 474 No North Right 77.3 17.4 38.7 220 309 No West Thru 126.0 20.9 95.2 330 199 No ----------------------------------------------------------------------------- North: Batavia Road South Thru 126.0 20.9 95.2 850 443 No East Left 39.8 13.5 156.3 850 409 No West Right 77.3 17.4 38.7 850 189 No ----------------------------------------------------------------------------- West: Warrenville Road South Right 77.3 17.4 38.7 460 372 No East Thru 126.0 20.9 95.2 460 319 No North Left 39.8 13.5 156.3 460 364 No -----------------------------------------------------------------------------

Maximum Negotiation (Design) Speed = 30.0 mph

Downstream distance is distance travelled from the stopline until exit cruise speed is reached (includes negotiation distance). Acceleration distance is weighted for light and heavy vehicles. The same distance applies for both stopped and unstopped vehicles.

Movement Speeds and Geometric DelaySite:Warrenville Road AM Peak


---------------------------------------------------------------------------- Queue Move-up App. Speeds Exit Speeds ------------- Av. Section Spd Geom Mov ------------ ----------- 1st 2nd --------------- Delay ID Cruise Negn Negn Cruise Grn Grn Running Overall sec ----------------------------------------------------------------------------

South: River Road 10 L 40.0 13.5 13.5 25.0 10.8 26.0 20.9 9.9 11 T 40.0 20.9 20.9 35.0 10.7 26.5 22.5 5.5 12 R 40.0 17.4 17.4 35.0 10.7 26.8 22.4 6.6----------------------------------------------------------------------------

East: Warrenville Road 1 L 35.0 13.5 13.5 40.0 21.1 21.1 11.2 2 T 35.0 20.9 20.9 25.0 22.1 22.1 3.6 3 R 35.0 17.4 17.4 35.0 21.9 21.9 5.8----------------------------------------------------------------------------

North: Batavia Road 4 L 35.0 13.5 13.5 35.0 13.8 22.9 22.9 10.3 5 T 35.0 20.9 20.9 40.0 13.8 25.1 25.1 5.4 6 R 35.0 17.4 17.4 25.0 13.8 23.6 23.6 4.8----------------------------------------------------------------------------

West: Warrenville Road 7 L 25.0 13.5 13.5 35.0 11.6 18.4 14.1 8.4 8 T 25.0 20.9 20.9 35.0 11.5 17.7 14.6 2.6 9 R 25.0 17.4 17.4 40.0 11.5 18.9 15.3 4.1----------------------------------------------------------------------------

"Running Speed" is the average speed excluding stopped periods.

Lane PerformanceSite:Warrenville Road AM Peak


-------------------------------------------------------------- Q u e u e Flow Cap Deg. Aver. Eff. 95% Back Lane Lane Satn Delay Stop ------------ Length No. veh/h veh/h x sec Rate veh ft ft --------------------------------------------------------------





South: River Road 1 LTR 201 394 0.510 21.0 1.05 3.7 92.5 1300.0 -------------------------------------------------------------- East: Warrenville Road 1 LTR 483 1253 0.386 6.7 0.51 2.6 66.1 330.0 -------------------------------------------------------------- North: Batavia Road 1 LTR 613 961 0.638 12.7 0.72 5.8 145.9 850.0 -------------------------------------------------------------- West: Warrenville Road 1 LTR 330 490 0.674 17.1 1.18 6.4 160.5 460.0 --------------------------------------------------------------

Lane Flow and Capacity InformationSite:Warrenville Road AM Peak


---------------------------------------------------- Lane Dem Flow (veh/h) Min Tot Deg. Lane No. ------------------- Cap Cap Satn Util Lef Thru Rig Tot veh/h veh/h x %----------------------------------------------------

South: River Road 1 LTR 7 24 170 201 150 394 0.510 100 ----------------------------------------------------

East: Warrenville Road 1 LTR 94 101 288 483 150 1253 0.386 100 ----------------------------------------------------

North: Batavia Road 1 LTR 584 24 4 613 150 961 0.638 100 ----------------------------------------------------

West: Warrenville Road 1 LTR 7 310 13 330 150 490 0.674 100 ----------------------------------------------------

The capacity value for priority and continuous movements is obtained by adjusting the basic saturation flow for heavy vehicle and turning vehicle effects. Saturation flow scale applies if specified.

Lane, Approach and Intersection PerformanceSite:Warrenville Road AM Peak


-------------------------------------------------------------------------- Lane Demand Flow (veh/h) Adj. Eff Grn Deg Aver. Longest Shrt No. -------------------- %HV Basic (sec) Sat Delay Queue Lane L T R Tot Satf. 1st 2nd x sec ft ft --------------------------------------------------------------------------

South: River Road 1 LTR 7 24 170 201 1 0.510 21.0 92 1300

------------------------------------------------------------------ 7 24 170 201 1 0.510 21.0 92 --------------------------------------------------------------------------

East: Warrenville Road 1 LTR 94 101 288 483 1 0.386 6.7 66 330

------------------------------------------------------------------ 94 101 288 483 1 0.386 6.7 66 --------------------------------------------------------------------------

North: Batavia Road 1 LTR 584 24 4 613 1 0.638 12.7 146 850

------------------------------------------------------------------ 584 24 4 613 1 0.638 12.7 146 --------------------------------------------------------------------------

West: Warrenville Road 1 LTR 7 310 13 330 1 0.674 17.1 160 460

------------------------------------------------------------------ 7 310 13 330 1 0.674 17.1 160 ========================================================================== ALL VEHICLES Total % Max Aver. Max Flow HV X Delay Queue 1628 1 0.674 12.9 160






========================================================================== Peak flow period = 15 minutes.

Queue values in this table are 95% queue (feet) Note: Basic Saturation Flows are not adjusted at roundabouts or sign- controlled intersections and apply only to continuous lanes.

Driver CharacteristicsSite:Warrenville Road AM Peak


-------------------------------------------------------- Average Driver Lane Satn Satn Satn Satn Queue Response No. Speed Flow Hdwy Spacing Space Time mph veh/h sec ft ft sec--------------------------------------------------------

South: River Road 1 LTR 17.7 1182 3.04 78.83 25.20 2.07--------------------------------------------------------

East: Warrenville Road 1 LTR 17.3 1313 2.74 69.69 25.20 1.75--------------------------------------------------------

North: Batavia Road 1 LTR 13.8 1194 3.01 61.05 25.20 1.77--------------------------------------------------------

West: Warrenville Road 1 LTR 20.6 1161 3.10 93.63 25.20 2.27--------------------------------------------------------

Saturation Flow and Saturation Headway are derived from follow-up headway.

Lane DelaysSite:Warrenville Road AM Peak


------------------------------------------------------------------------------------ Delay (seconds/veh) ----------------

Deg. Stop-line Delay Acc. Queuing Stopd Lane Satn 1st 2nd Total Dec. Total MvUp (Idle) Geom Control No. x d1 d2 dSL dn dq dqm di dig dic----------------------------------------------------------------------

South: River Road 1 LTR 0.510 10.6 3.8 14.5 4.7 9.8 1.7 8.1 6.6 21.0----------------------------------------------------------------------

East: Warrenville Road 1 LTR 0.386 0.3 0.0 0.3 1.0 0.0 0.0 0.0 6.4 6.7----------------------------------------------------------------------

North: Batavia Road 1 LTR 0.638 2.5 0.2 2.6 2.8 0.0 0.0 0.0 10.1 12.7----------------------------------------------------------------------

West: Warrenville Road 1 LTR 0.674 8.3 6.1 14.4 5.5 8.9 2.4 6.5 2.8 17.1----------------------------------------------------------------------

dSL: Stop-line delay (=d1+d2) dn: Average stop-start delay for all vehicles queued and unqueued dq: Queuing delay (the part of the stop-line delay that includes stopped delay and queue move-up delay) dqm: Queue move-up delay di: Stopped delay (stopped (idling) time at near-zero speed) dig: Geometric delay dic: Intersection control delay (sum of stop-line and geometric delays)

Lane Queues (Vehicles)Site:Warrenville Road AM Peak

Intersection ID: 1





Roundabout

------------------------------------------------------------------------------------ Deg. Ovrfl. Back of Queue (veh) Queue Prob. P'ile Cyc-Av. Queue Lane Satn Queue --------------------------- Stor. Block Block ------------- No. x No Nb1 Nb2 Nb 95% Ratio % % Nc 95%------------------------------------------------------------------------------------ South: River Road 1 LTR 0.510 0.3 1.3 0.2 1.5 3.7 0.07 0.0 100.0 0.8 1.5------------------------------------------------------------------------------------ East: Warrenville Road 1 LTR 0.386 0.0 1.1 0.0 1.1 2.6 0.20 0.0 100.0 0.0 0.1------------------------------------------------------------------------------------ North: Batavia Road 1 LTR 0.638 0.0 2.3 0.1 2.3 5.8 0.17 0.0 100.0 0.5 0.8------------------------------------------------------------------------------------ West: Warrenville Road 1 LTR 0.674 0.6 1.9 0.7 2.6 6.4 0.35 0.0 100.0 1.3 2.4------------------------------------------------------------------------------------

SIDRA Standard models are used for Back of Queue estimation since HCM only gives Cycle-Average Queues for unsignalised intersections.

Lane Queues (Distance)Site:Warrenville Road AM Peak


------------------------------------------------------------------------------------ Deg. Ovrfl. Back of Queue (ft) Queue Prob. P'ile Cyc-Av. Queue Lane Satn Queue --------------------------- Stor. Block Block ------------- No. x No Nb1 Nb2 Nb 95% Ratio % % Nc 95%------------------------------------------------------------------------------------

South: River Road 1 LTR 0.510 6.5 31.5 5.7 37.2 92.5 0.07 0.0 100.0 20.4 37.0------------------------------------------------------------------------------------

East: Warrenville Road 1 LTR 0.386 0.0 26.6 0.0 26.6 66.1 0.20 0.0 100.0 0.9 1.7------------------------------------------------------------------------------------

North: Batavia Road 1 LTR 0.638 0.8 57.1 1.6 58.7 145.9 0.17 0.0 100.0 11.4 20.6------------------------------------------------------------------------------------

West: Warrenville Road 1 LTR 0.674 15.4 47.4 17.1 64.6 160.5 0.35 0.0 100.0 33.2 60.2------------------------------------------------------------------------------------


Lane Queue Percentiles (Vehicles)Site:Warrenville Road AM Peak


------------------------------------------------------- Deg. Percentile Back of Queue (veh) Lane Satn ---------------------------------------- No. x 50% 70% 85% 90% 95% 98%-------------------------------------------------------

South: River Road 1 LTR 0.510 1.5 1.9 2.7 3.1 3.7 4.1 -------------------------------------------------------

East: Warrenville Road 1 LTR 0.386 1.1 1.4 1.9 2.2 2.6 2.9 -------------------------------------------------------

North: Batavia Road 1 LTR 0.638 2.3 3.0 4.3 4.9 5.8 6.4 -------------------------------------------------------

West: Warrenville Road 1 LTR 0.674 2.6 3.3 4.7 5.4 6.4 7.1 -------------------------------------------------------

SIDRA Standard models are used for Back of Queue estimation since






Flow Rates and Demand Analysis

HCM only gives Cycle-Average Queues for unsignalised intersections.

Lane Queue Percentiles (Distance)Site:Warrenville Road AM Peak


------------------------------------------------------- Deg. Percentile Back of Queue (feet) Lane Satn ---------------------------------------- No. x 50% 70% 85% 90% 95% 98%-------------------------------------------------------






Lane StopsSite:Warrenville Road AM Peak


---------------------------------------------------------------------- Queue Total Deg. -- Effective Stop Rate -- Total Move-up Queue Prop. Lane Satn Geom. Overall Stops Rate Move-ups Queued No. x he1 he2 hig h H hqm Hqm pq----------------------------------------------------------------------

South: River Road 1 LTR 0.510 0.90 0.09 0.06 1.05 210.4 0.27 54.8 0.90----------------------------------------------------------------------

East: Warrenville Road 1 LTR 0.386 0.07 0.00 0.44 0.51 247.3 0.00 0.0 0.20----------------------------------------------------------------------

North: Batavia Road 1 LTR 0.638 0.47 0.00 0.24 0.72 440.4 0.01 5.9 0.66----------------------------------------------------------------------

West: Warrenville Road 1 LTR 0.674 0.94 0.22 0.02 1.18 389.1 0.42 139.8 0.94----------------------------------------------------------------------

hig is the average value for all movements in a shared lane hqm is average queue move-up rate for all vehicles queued and unqueued

Movement Definitions and Flow Rates (O-D)Site:Warrenville Road AM Peak


----------------------------------------------------------------------- From To Mov Flow Rate Flow Scale Peak Flow Approach Approach ID Turn LV HV Fixed Var Factor-----------------------------------------------------------------------

South: River Road





East 12 Right 168 2 1.00 1.00 0.90 North 11 Thru 24 0 1.00 1.00 0.90 West 10 Left 7 0 1.00 1.00 0.90 ----------------------------------------------------------------------- East: Warrenville Road South 1 Left 94 1 1.00 1.00 0.90 North 3 Right 285 3 1.00 1.00 0.90 West 2 Thru 100 1 1.00 1.00 0.90 ----------------------------------------------------------------------- North: Batavia Road South 5 Thru 24 0 1.00 1.00 0.90 East 4 Left 579 6 1.00 1.00 0.90 West 6 Right 4 0 1.00 1.00 0.90 ----------------------------------------------------------------------- West: Warrenville Road South 9 Right 13 0 1.00 1.00 0.90 East 8 Thru 307 3 1.00 1.00 0.90 North 7 Left 7 0 1.00 1.00 0.90 ----------------------------------------------------------------------- Unit Time for Volumes = 60 minutes Peak Flow Period = 15 minutes Flow Rates include effects of Flow Scale and Peak Flow Factor

Flow Rates (Separate Light and Heavy Vehicles)Site:Warrenville Road AM Peak


----------------------------------------------- Mov Left Through Right ID --------- --------- --------- LV HV LV HV LV HV-----------------------------------------------

Demand flows in veh/h as used by the program South: River Road 10 L 7 0 0 0 0 0 11 T 0 0 24 0 0 0 12 R 0 0 0 0 168 2-----------------------------------------------

East: Warrenville Road 1 L 94 1 0 0 0 0 2 T 0 0 100 1 0 0 3 R 0 0 0 0 285 3-----------------------------------------------

North: Batavia Road 4 L 579 6 0 0 0 0 5 T 0 0 24 0 0 0 6 R 0 0 0 0 4 0-----------------------------------------------

West: Warrenville Road 7 L 7 0 0 0 0 0 8 T 0 0 307 3 0 0 9 R 0 0 0 0 13 0-----------------------------------------------

Unit Time for Volumes = 60 minutes Peak Flow Period = 15 minutes Flow Rates include effects of Flow Scale and Peak Flow Factor

Flow Rates (Total Vehicles and Percent Heavy)Site:Warrenville Road AM Peak


-------------------------------------------------- Mov Left Through Right ID ---------- ---------- ---------- Total %HV Total %HV Total %HV--------------------------------------------------

Demand flows in veh/h as used by the program South: River Road 10 L 7 1.0 0 0.0 0 0.0




Other




11 T 0 0.0 24 1.0 0 0.0 12 R 0 0.0 0 0.0 170 1.0-------------------------------------------------- East: Warrenville Road 1 L 94 1.0 0 0.0 0 0.0 2 T 0 0.0 101 1.0 0 0.0 3 R 0 0.0 0 0.0 288 1.0-------------------------------------------------- North: Batavia Road 4 L 584 1.0 0 0.0 0 0.0 5 T 0 0.0 24 1.0 0 0.0 6 R 0 0.0 0 0.0 4 1.0-------------------------------------------------- West: Warrenville Road 7 L 7 1.0 0 0.0 0 0.0 8 T 0 0.0 310 1.0 0 0.0 9 R 0 0.0 0 0.0 13 1.0-------------------------------------------------- Unit Time for Volumes = 60 minutes Peak Flow Period = 15 minutes Flow Rates include effects of Flow Scale and Peak Flow Factor

Model SettingsSite:Warrenville Road AM Peak


* Basic Parameters: Intersection Type: Roundabout Driving on the right-hand side of the road Input data specified in US units Model Defaults: US HCM (Customary) Peak Flow Period (for performance): 15 minutes Unit time (for volumes): 60 minutes. SIDRA Standard Delay model used HCM Queue Model option used Level of Service based on: Delay (HCM 2000) Queue percentile: 95%

Parameters Used in Cost CalculationsSite:Warrenville Road AM Peak


Pump price of fuel ($/US gal) = 3.000 Fuel resource cost factor = 0.70 Ratio of running cost to fuel cost = 3.0 Average income ($/h) = 23.00 Time value factor = 0.40 Light vehicle mass (1000 lb) = 3.1 Heavy vehicle mass (1000 lb) = 24.0 Light vehicle idle fuel rate (US gal/h) = 0.360 Heavy vehicle idle fuel rate (US gal/h) = 0.530

DiagnosticsSite:Warrenville Road AM Peak

Processed: Thursday, January 17, 2013 1:51:11 PMSIDRA INTERSECTION 5.1.6.2039

Copyright © 2000-2011 Akcelik and Associates Pty Ltdwww.sidrasolutions.com

Project: C:\Users\fpannell\Desktop\New Project - 1.sip



LEVEL OF SERVICE SUMMARY Site: Warrenville Road PM PeakRoundabout with 1-lane approaches and circulating roadMUTCD (FHWA 2009) example number: 2B-22Roundabout Guide (TRB 2010) example number: A-1

Roundabout

South East North West IntersectionLOS B A B A A

Level of Service (LOS) Method: Delay (HCM 2000). Roundabout LOS Method: Same as Signalised Intersections.Lane LOS values are based on average delay per lane.Intersection and Approach LOS values are based on average delay for all lanes.SIDRA Standard Delay Model used.

Processed: Thursday, January 17, 2013 1:52:12 PM Copyright © 2000-2011 Akcelik and Associates Pty Ltd

DETAILED OUTPUT Warrenville Road PM Peak

Roundabout with 1-lane approaches and circulating roadMUTCD (FHWA 2009) example number: 2B-22Roundabout Guide (TRB 2010) example number: A-1

Roundabout

OUTPUT TABLE LINKS

RoundaboutsRoundabout Basic ParametersRoundabout Gap Acceptance Parameters

MovementsMovement Capacity ParametersMovement PerformanceFuel Consumption, Emissions and Cost (Total)Fuel Consumption, Emissions and Cost (Rate)Intersection Negotiation DataMovement Speeds and Geometric Delay

LanesLane PerformanceLane Flow and Capacity InformationLane, Approach and Intersection PerformanceDriver CharacteristicsLane DelaysLane Queues (Vehicles)Lane Queues (Distance)Lane Queue Percentiles (Vehicles)Lane Queue Percentiles (Distance)Lane Stops

Flow Rates and Demand AnalysisMovement Definitions and Flow Rates (O-D)Flow Rates (Separate Light and Heavy Vehicles)Flow Rates (Total Vehicles and Percent Heavy)

OtherModel SettingsParameters Used in Cost CalculationsDiagnostics

Roundabouts

Roundabout Basic ParametersSite:Warrenville Road PM Peak


------------------------------------------------------------------------------ Circulating/Exiting Stream Cent Circ Insc Ent Ent Cir Ent Av.Ent ------------------------------------ Island Width Diam. Rad Ang Lan Lan Lane Flow %HV Adjust. %Exit Cap. O-D Diam Width Flow Incl. Constr. Factor ft ft ft ft deg ft veh/h pcu/h Effect------------------------------------------------------------------------------

South: River Road Environment Factor: 1.20 Entry/Circulating Flow Adjustment: Medium 66 17 100 31 30 1 1 14.00 526 1.0 531 0 N 0.926------------------------------------------------------------------------------

East: Warrenville Road Environment Factor: 1.20 Entry/Circulating Flow Adjustment: Medium 66 17 100 36 30 1 1 14.00 51 1.0 52 0 N 0.992------------------------------------------------------------------------------

North: Batavia Road Environment Factor: 1.20 Entry/Circulating Flow Adjustment: Medium





Movements

66 17 100 40 30 1 1 14.00 341 1.0 345 0 N 0.966------------------------------------------------------------------------------ West: Warrenville Road Environment Factor: 1.20 Entry/Circulating Flow Adjustment: Medium 66 17 100 33 30 1 1 14.00 493 1.0 498 0 N 0.924------------------------------------------------------------------------------ Roundabout Capacity Model: SIDRA Standard HV Method for Gap Acceptance: Include HV Effect for all percentages

Roundabout Gap Acceptance ParametersSite:Warrenville Road PM Peak


------------------------------------------------------------------------------ Turn Lane Lane ---- Circulating/Exiting Stream --- Critical Gap No. Type Flow Aver Aver In-Bnch Prop ------------ Foll-up Rate Speed Dist Headway Bunched Hdwy Dist Headway pcu/h mph ft sec sec ft sec------------------------------------------------------------------------------

South: River Road Environment Factor: 1.20 Entry/Circulating Flow Adjustment: Medium Left 1 Dominant 531 15.5 154.4 2.00 0.479 5.35 121.9 3.16 Thru 1 Dominant 531 15.5 154.4 2.00 0.479 5.41 123.1 3.19 Right 1 Dominant 531 15.5 154.4 2.00 0.479 5.41 123.1 3.19 ------------------------------------------------------------------------------

East: Warrenville Road Environment Factor: 1.20 Entry/Circulating Flow Adjustment: Medium Left 1 Dominant 52 18.8 1922.5 2.00 0.061 4.91 135.4 2.66 Thru 1 Dominant 52 18.8 1922.5 2.00 0.061 4.91 135.3 2.65 Right 1 Dominant 52 18.8 1922.5 2.00 0.061 4.91 135.4 2.66 ------------------------------------------------------------------------------

North: Batavia Road Environment Factor: 1.20 Entry/Circulating Flow Adjustment: Medium Left 1 Dominant 345 18.7 286.1 2.00 0.398# 5.55 151.9 3.17 Thru 1 Dominant 345 18.7 286.1 2.00 0.398# 5.55 151.9 3.17 Right 1 Dominant 345 18.7 286.1 2.00 0.398# 5.55 151.9 3.17 ------------------------------------------------------------------------------

West: Warrenville Road Environment Factor: 1.20 Entry/Circulating Flow Adjustment: Medium Left 1 Dominant 498 13.9 146.8 2.00 0.468# 5.37 109.1 3.15 Thru 1 Dominant 498 13.9 146.8 2.00 0.468# 5.42 110.2 3.18 Right 1 Dominant 498 13.9 146.8 2.00 0.468# 5.37 109.1 3.15 ------------------------------------------------------------------------------

Roundabout Capacity Model: SIDRA Standard # "Extra" bunching (i.e. a percentage increase or decrease in the amount of bunching in the flow entering the roundabout) specified by the user has affected bunching in the circulating flow in front of this approach.

Dist (Distance): Spacing, i.e. distance between the front ends of two successive vehicles across all lanes in the circulating or exiting stream

Movement Capacity ParametersSite:Warrenville Road PM Peak


------------------------------------------------------------------------- Mov Opposing Movement Total Prac. Prac. Lane Deg. ID Demand Adjust. Cap. Deg. Spare Util Satn Flow HV Flow HV Flow Satn Cap. veh/h % veh/h % pcu/h veh/h xp % % x-------------------------------------------------------------------------

South: River Road 10 L 8 1.0 526 1.0 531 44 0.85 376 100 0.178 11 T 37 1.0 526 1.0 531 205 0.85 376 100 0.178 12 R 62 1.0 526 1.0 531 349 0.85 376 100 0.178 -------------------------------------------------------------------------





East: Warrenville Road 1 L 94 1.0 51 1.0 52 126 0.85 14 100 0.747* 2 T 239 1.0 51 1.0 52 320 0.85 14 100 0.747* 3 R 621 1.0 51 1.0 52 831 0.85 14 100 0.747*------------------------------------------------------------------------- North: Batavia Road 4 L 374 1.0 341 1.0 345 693 0.85 57 100 0.541 5 T 24 1.0 341 1.0 345 45 0.85 57 100 0.541 6 R 16 1.0 341 1.0 345 29 0.85 57 100 0.541 ------------------------------------------------------------------------- West: Warrenville Road 7 L 7 1.0 493 1.0 498 26 0.85 230 100 0.258 8 T 144 1.0 493 1.0 498 561 0.85 230 100 0.258 9 R 9 1.0 493 1.0 498 35 0.85 230 100 0.258 ------------------------------------------------------------------------- * Maximum degree of saturation

Movement PerformanceSite:Warrenville Road PM Peak


--------------------------------------------------------------------------------- Mov Total Total Aver. Eff. Total Perf. Tot.Trav. Tot.Trav. Aver. ID Delay Delay Delay Stop Stops Index Distance Time Speed (veh-h/h)(pers-h/h)(sec) Rate (veh-mi/h)(veh-h/h) (mph) ---------------------------------------------------------------------------------

South: River Road 10 L 0.03 0.04 14.2 0.89 6.9 0.15 2.3 0.1 25.9 11 T 0.10 0.12 9.8 0.74 27.0 0.66 11.2 0.4 28.6 12 R 0.19 0.23 10.9 0.78 48.4 1.15 18.9 0.7 28.3---------------------------------------------------------------------------------

East: Warrenville Road 1 L 0.31 0.38 12.0 0.68 64.3 1.49 14.6 0.7 20.8 2 T 0.29 0.35 4.4 0.38 91.7 2.45 22.3 1.1 20.0 3 R 1.13 1.36 6.5 0.49 306.2 7.42 68.8 3.3 20.6---------------------------------------------------------------------------------

North: Batavia Road 4 L 1.53 1.84 14.7 0.84 316.0 7.39 89.2 4.1 22.0 5 T 0.07 0.08 9.7 0.75 18.4 0.44 5.8 0.2 24.7 6 R 0.04 0.05 9.2 0.76 11.9 0.26 3.0 0.1 22.9---------------------------------------------------------------------------------

West: Warrenville Road 7 L 0.02 0.03 12.6 0.91 6.1 0.12 1.1 0.1 18.3 8 T 0.27 0.33 6.8 0.70 101.5 2.20 21.2 1.0 20.3 9 R 0.02 0.02 8.2 0.76 6.8 0.15 1.4 0.1 20.8---------------------------------------------------------------------------------

Fuel Consumption, Emissions and Cost (Total)Site:Warrenville Road PM Peak


-------------------------------------------------------------- Mov Cost Fuel CO2 CO HC NOX ID Total Total Total Total Total Total $/h gal/h kg/h kg/h kg/h kg/h--------------------------------------------------------------


----------------------------------------------- 22.61 1.6 14.9 1.18 0.025 0.036--------------------------------------------------------------


----------------------------------------------- 106.50 7.8 74.2 8.26 0.140 0.205--------------------------------------------------------------

North: Batavia Road





4 L 78.69 5.3 50.3 4.67 0.091 0.124 5 T 4.83 0.4 3.5 0.36 0.006 0.009 6 R 2.27 0.1 1.3 0.09 0.002 0.003

----------------------------------------------- 85.79 5.8 55.1 5.12 0.099 0.136-------------------------------------------------------------- West: Warrenville Road 7 L 1.19 0.1 0.8 0.07 0.001 0.002 8 T 21.26 1.5 14.6 1.50 0.026 0.038 9 R 1.51 0.1 1.1 0.12 0.002 0.003

----------------------------------------------- 23.96 1.7 16.5 1.70 0.030 0.043-------------------------------------------------------------- INTERSECTION: 238.86 17.0 160.7 16.26 0.294 0.420--------------------------------------------------------------

Fuel Consumption, Emissions and Cost (Rate)Site:Warrenville Road PM Peak


-------------------------------------------------------------- Mov Cost Fuel CO2 CO HC NOX ID Rate Eff. Rate Rate Rate Rate $/mi mpg g/km g/km g/km g/km--------------------------------------------------------------


----------------------------------------------- 0.43 20.7 284.8 22.64 0.484 0.694--------------------------------------------------------------


----------------------------------------------- 0.63 13.5 436.0 48.56 0.822 1.202--------------------------------------------------------------

North: Batavia Road 4 L 0.55 16.8 350.7 32.50 0.633 0.863 5 T 0.52 15.6 378.2 39.10 0.688 1.016 6 R 0.47 22.1 266.7 19.43 0.462 0.577

----------------------------------------------- 0.54 16.8 349.7 32.49 0.631 0.863--------------------------------------------------------------

West: Warrenville Road 7 L 0.67 13.8 425.9 42.43 0.786 1.061 8 T 0.62 13.7 428.6 43.96 0.765 1.125 9 R 0.66 12.2 480.9 53.54 0.893 1.322

----------------------------------------------- 0.63 13.6 431.6 44.47 0.774 1.134--------------------------------------------------------------

INTERSECTION: 0.57 15.3 384.2 38.89 0.703 1.005--------------------------------------------------------------

Intersection Negotiation DataSite:Warrenville Road PM Peak


----------------------------------------------------------------------------- Negn Negn Negn Appr. Downstream Distance From To Radius Speed Dist. Dist. -------------------- Approach Approach Turn ft mph ft ft ft User Spec?-----------------------------------------------------------------------------

South: River Road East Right 77.3 17.4 38.7 1300 303 No North Thru 126.0 20.9 95.2 1300 336 No West Left 39.8 13.5 156.3 1300 237 No -----------------------------------------------------------------------------

East: Warrenville Road





Lanes

South Left 39.8 13.5 156.3 330 471 No North Right 77.3 17.4 38.7 220 306 No West Thru 126.0 20.9 95.2 330 195 No ----------------------------------------------------------------------------- North: Batavia Road South Thru 126.0 20.9 95.2 850 442 No East Left 39.8 13.5 156.3 850 407 No West Right 77.3 17.4 38.7 850 188 No ----------------------------------------------------------------------------- West: Warrenville Road South Right 77.3 17.4 38.7 460 370 No East Thru 126.0 20.9 95.2 460 321 No North Left 39.8 13.5 156.3 460 366 No -----------------------------------------------------------------------------

Maximum Negotiation (Design) Speed = 30.0 mph

Downstream distance is distance travelled from the stopline until exit cruise speed is reached (includes negotiation distance). Acceleration distance is weighted for light and heavy vehicles. The same distance applies for both stopped and unstopped vehicles.

Movement Speeds and Geometric DelaySite:Warrenville Road PM Peak


---------------------------------------------------------------------------- Queue Move-up App. Speeds Exit Speeds ------------- Av. Section Spd Geom Mov ------------ ----------- 1st 2nd --------------- Delay ID Cruise Negn Negn Cruise Grn Grn Running Overall sec ----------------------------------------------------------------------------

South: River Road 10 L 40.0 13.5 13.5 25.0 27.5 25.9 9.9 11 T 40.0 20.9 20.9 35.0 29.0 28.6 5.5 12 R 40.0 17.4 17.4 35.0 29.0 28.3 6.6----------------------------------------------------------------------------

East: Warrenville Road 1 L 35.0 13.5 13.5 40.0 20.8 20.8 11.2 2 T 35.0 20.9 20.9 25.0 20.0 20.0 3.6 3 R 35.0 17.4 17.4 35.0 20.6 20.6 5.8----------------------------------------------------------------------------

North: Batavia Road 4 L 35.0 13.5 13.5 35.0 14.1 22.6 22.0 10.3 5 T 35.0 20.9 20.9 40.0 14.1 24.7 24.7 5.4 6 R 35.0 17.4 17.4 25.0 14.1 23.1 22.9 4.8----------------------------------------------------------------------------

West: Warrenville Road 7 L 25.0 13.5 13.5 35.0 19.9 18.3 8.4 8 T 25.0 20.9 20.9 35.0 20.4 20.3 2.6 9 R 25.0 17.4 17.4 40.0 21.3 20.8 4.0----------------------------------------------------------------------------

"Running Speed" is the average speed excluding stopped periods.

Lane PerformanceSite:Warrenville Road PM Peak


-------------------------------------------------------------- Q u e u e Flow Cap Deg. Aver. Eff. 95% Back Lane Lane Satn Delay Stop ------------ Length No. veh/h veh/h x sec Rate veh ft ft --------------------------------------------------------------

South: River Road 1 LTR 107 598 0.178 10.8 0.77 0.9 23.4 1300.0 --------------------------------------------------------------





East: Warrenville Road 1 LTR 954 1278 0.747 6.6 0.48 10.0 252.4 330.0 -------------------------------------------------------------- North: Batavia Road 1 LTR 414 767 0.541 14.2 0.84 4.3 107.7 850.0 -------------------------------------------------------------- West: Warrenville Road 1 LTR 160 621 0.258 7.1 0.71 1.4 36.1 460.0 --------------------------------------------------------------

Lane Flow and Capacity InformationSite:Warrenville Road PM Peak


---------------------------------------------------- Lane Dem Flow (veh/h) Min Tot Deg. Lane No. ------------------- Cap Cap Satn Util Lef Thru Rig Tot veh/h veh/h x %----------------------------------------------------

South: River Road 1 LTR 8 37 62 107 107 598 0.178 100 ----------------------------------------------------

East: Warrenville Road 1 LTR 94 239 621 954 150 1278 0.747 100 ----------------------------------------------------

North: Batavia Road 1 LTR 374 24 16 414 150 767 0.541 100 ----------------------------------------------------

West: Warrenville Road 1 LTR 7 144 9 160 150 621 0.258 100 ----------------------------------------------------

The capacity value for priority and continuous movements is obtained by adjusting the basic saturation flow for heavy vehicle and turning vehicle effects. Saturation flow scale applies if specified.

Lane, Approach and Intersection PerformanceSite:Warrenville Road PM Peak


-------------------------------------------------------------------------- Lane Demand Flow (veh/h) Adj. Eff Grn Deg Aver. Longest Shrt No. -------------------- %HV Basic (sec) Sat Delay Queue Lane L T R Tot Satf. 1st 2nd x sec ft ft --------------------------------------------------------------------------

South: River Road 1 LTR 8 37 62 107 1 0.178 10.8 23 1300

------------------------------------------------------------------ 8 37 62 107 1 0.178 10.8 23 --------------------------------------------------------------------------

East: Warrenville Road 1 LTR 94 239 621 954 1 0.747 6.6 252 330

------------------------------------------------------------------ 94 239 621 954 1 0.747 6.6 252 --------------------------------------------------------------------------

North: Batavia Road 1 LTR 374 24 16 414 1 0.541 14.2 108 850

------------------------------------------------------------------ 374 24 16 414 1 0.541 14.2 108 --------------------------------------------------------------------------

West: Warrenville Road 1 LTR 7 144 9 160 1 0.258 7.1 36 460

------------------------------------------------------------------ 7 144 9 160 1 0.258 7.1 36 ========================================================================== ALL VEHICLES Total % Max Aver. Max Flow HV X Delay Queue 1636 1 0.747 8.8 252 ========================================================================== Peak flow period = 15 minutes.






Queue values in this table are 95% queue (feet) Note: Basic Saturation Flows are not adjusted at roundabouts or sign- controlled intersections and apply only to continuous lanes.

Driver CharacteristicsSite:Warrenville Road PM Peak


-------------------------------------------------------- Average Driver Lane Satn Satn Satn Satn Queue Response No. Speed Flow Hdwy Spacing Space Time mph veh/h sec ft ft sec--------------------------------------------------------

South: River Road 1 LTR 18.3 1130 3.19 85.46 25.20 2.25--------------------------------------------------------

East: Warrenville Road 1 LTR 17.9 1356 2.66 69.54 25.20 1.69--------------------------------------------------------

North: Batavia Road 1 LTR 14.1 1136 3.17 65.42 25.20 1.95--------------------------------------------------------

West: Warrenville Road 1 LTR 20.4 1133 3.18 94.99 25.20 2.33--------------------------------------------------------

Saturation Flow and Saturation Headway are derived from follow-up headway.

Lane DelaysSite:Warrenville Road PM Peak


------------------------------------------------------------------------------------ Delay (seconds/veh) ----------------

Deg. Stop-line Delay Acc. Queuing Stopd Lane Satn 1st 2nd Total Dec. Total MvUp (Idle) Geom Control No. x d1 d2 dSL dn dq dqm di dig dic----------------------------------------------------------------------

South: River Road 1 LTR 0.178 4.3 0.0 4.3 3.5 0.8 0.0 0.8 6.5 10.8----------------------------------------------------------------------

East: Warrenville Road 1 LTR 0.747 0.8 0.0 0.8 2.2 0.0 0.0 0.0 5.8 6.6----------------------------------------------------------------------

North: Batavia Road 1 LTR 0.541 3.7 0.7 4.4 3.0 1.3 0.4 1.0 9.8 14.2----------------------------------------------------------------------

West: Warrenville Road 1 LTR 0.258 4.2 0.0 4.2 3.9 0.3 0.0 0.3 2.9 7.1----------------------------------------------------------------------

dSL: Stop-line delay (=d1+d2) dn: Average stop-start delay for all vehicles queued and unqueued dq: Queuing delay (the part of the stop-line delay that includes stopped delay and queue move-up delay) dqm: Queue move-up delay di: Stopped delay (stopped (idling) time at near-zero speed) dig: Geometric delay dic: Intersection control delay (sum of stop-line and geometric delays)

Lane Queues (Vehicles)Site:Warrenville Road PM Peak


------------------------------------------------------------------------------------






Deg. Ovrfl. Back of Queue (veh) Queue Prob. P'ile Cyc-Av. Queue Lane Satn Queue --------------------------- Stor. Block Block ------------- No. x No Nb1 Nb2 Nb 95% Ratio % % Nc 95%------------------------------------------------------------------------------------ South: River Road 1 LTR 0.178 0.0 0.4 0.0 0.4 0.9 0.02 0.0 100.0 0.1 0.2------------------------------------------------------------------------------------ East: Warrenville Road 1 LTR 0.747 0.0 4.0 0.0 4.0 10.0 0.76 0.0 100.0 0.2 0.4------------------------------------------------------------------------------------ North: Batavia Road 1 LTR 0.541 0.1 1.6 0.1 1.7 4.3 0.13 0.0 100.0 0.5 0.9------------------------------------------------------------------------------------ West: Warrenville Road 1 LTR 0.258 0.0 0.6 0.0 0.6 1.4 0.08 0.0 100.0 0.2 0.3------------------------------------------------------------------------------------


Lane Queues (Distance)Site:Warrenville Road PM Peak


------------------------------------------------------------------------------------ Deg. Ovrfl. Back of Queue (ft) Queue Prob. P'ile Cyc-Av. Queue Lane Satn Queue --------------------------- Stor. Block Block ------------- No. x No Nb1 Nb2 Nb 95% Ratio % % Nc 95%------------------------------------------------------------------------------------

South: River Road 1 LTR 0.178 0.0 9.4 0.0 9.4 23.4 0.02 0.0 100.0 3.2 5.8------------------------------------------------------------------------------------

East: Warrenville Road 1 LTR 0.747 0.0 101.6 0.0 101.6 252.4 0.76 0.0 100.0 5.2 9.4------------------------------------------------------------------------------------

North: Batavia Road 1 LTR 0.541 2.6 39.6 3.7 43.3 107.7 0.13 0.0 100.0 12.7 23.0------------------------------------------------------------------------------------

West: Warrenville Road 1 LTR 0.258 0.0 14.5 0.0 14.5 36.1 0.08 0.0 100.0 4.7 8.5------------------------------------------------------------------------------------


Lane Queue Percentiles (Vehicles)Site:Warrenville Road PM Peak


------------------------------------------------------- Deg. Percentile Back of Queue (veh) Lane Satn ---------------------------------------- No. x 50% 70% 85% 90% 95% 98%-------------------------------------------------------










Flow Rates and Demand Analysis

Lane Queue Percentiles (Distance)Site:Warrenville Road PM Peak


------------------------------------------------------- Deg. Percentile Back of Queue (feet) Lane Satn ---------------------------------------- No. x 50% 70% 85% 90% 95% 98%-------------------------------------------------------






Lane StopsSite:Warrenville Road PM Peak


---------------------------------------------------------------------- Queue Total Deg. -- Effective Stop Rate -- Total Move-up Queue Prop. Lane Satn Geom. Overall Stops Rate Move-ups Queued No. x he1 he2 hig h H hqm Hqm pq----------------------------------------------------------------------

South: River Road 1 LTR 0.178 0.58 0.00 0.19 0.77 82.3 0.00 0.0 0.65----------------------------------------------------------------------

East: Warrenville Road 1 LTR 0.747 0.19 0.00 0.29 0.48 462.3 0.00 0.0 0.43----------------------------------------------------------------------

North: Batavia Road 1 LTR 0.541 0.61 0.03 0.20 0.84 346.3 0.06 23.2 0.72----------------------------------------------------------------------

West: Warrenville Road 1 LTR 0.258 0.61 0.00 0.11 0.71 114.3 0.00 0.0 0.67----------------------------------------------------------------------

hig is the average value for all movements in a shared lane hqm is average queue move-up rate for all vehicles queued and unqueued

Movement Definitions and Flow Rates (O-D)Site:Warrenville Road PM Peak


----------------------------------------------------------------------- From To Mov Flow Rate Flow Scale Peak Flow Approach Approach ID Turn LV HV Fixed Var Factor-----------------------------------------------------------------------

South: River Road East 12 Right 62 1 1.00 1.00 0.90 North 11 Thru 36 0 1.00 1.00 0.90 West 10 Left 8 0 1.00 1.00 0.90 -----------------------------------------------------------------------





East: Warrenville Road South 1 Left 94 1 1.00 1.00 0.90 North 3 Right 615 6 1.00 1.00 0.90 West 2 Thru 237 2 1.00 1.00 0.90 ----------------------------------------------------------------------- North: Batavia Road South 5 Thru 24 0 1.00 1.00 0.90 East 4 Left 371 4 1.00 1.00 0.90 West 6 Right 15 0 1.00 1.00 0.90 ----------------------------------------------------------------------- West: Warrenville Road South 9 Right 9 0 1.00 1.00 0.90 East 8 Thru 143 1 1.00 1.00 0.90 North 7 Left 7 0 1.00 1.00 0.90 ----------------------------------------------------------------------- Unit Time for Volumes = 60 minutes Peak Flow Period = 15 minutes Flow Rates include effects of Flow Scale and Peak Flow Factor

Flow Rates (Separate Light and Heavy Vehicles)Site:Warrenville Road PM Peak


----------------------------------------------- Mov Left Through Right ID --------- --------- --------- LV HV LV HV LV HV-----------------------------------------------

Demand flows in veh/h as used by the program South: River Road 10 L 8 0 0 0 0 0 11 T 0 0 36 0 0 0 12 R 0 0 0 0 62 1-----------------------------------------------

East: Warrenville Road 1 L 94 1 0 0 0 0 2 T 0 0 237 2 0 0 3 R 0 0 0 0 615 6-----------------------------------------------

North: Batavia Road 4 L 371 4 0 0 0 0 5 T 0 0 24 0 0 0 6 R 0 0 0 0 15 0-----------------------------------------------

West: Warrenville Road 7 L 7 0 0 0 0 0 8 T 0 0 143 1 0 0 9 R 0 0 0 0 9 0-----------------------------------------------

Unit Time for Volumes = 60 minutes Peak Flow Period = 15 minutes Flow Rates include effects of Flow Scale and Peak Flow Factor

Flow Rates (Total Vehicles and Percent Heavy)Site:Warrenville Road PM Peak


-------------------------------------------------- Mov Left Through Right ID ---------- ---------- ---------- Total %HV Total %HV Total %HV--------------------------------------------------

Demand flows in veh/h as used by the program South: River Road 10 L 8 1.0 0 0.0 0 0.0 11 T 0 0.0 37 1.0 0 0.0 12 R 0 0.0 0 0.0 62 1.0--------------------------------------------------

East: Warrenville Road




Other




1 L 94 1.0 0 0.0 0 0.0 2 T 0 0.0 239 1.0 0 0.0 3 R 0 0.0 0 0.0 621 1.0-------------------------------------------------- North: Batavia Road 4 L 374 1.0 0 0.0 0 0.0 5 T 0 0.0 24 1.0 0 0.0 6 R 0 0.0 0 0.0 16 1.0-------------------------------------------------- West: Warrenville Road 7 L 7 1.0 0 0.0 0 0.0 8 T 0 0.0 144 1.0 0 0.0 9 R 0 0.0 0 0.0 9 1.0-------------------------------------------------- Unit Time for Volumes = 60 minutes Peak Flow Period = 15 minutes Flow Rates include effects of Flow Scale and Peak Flow Factor

Model SettingsSite:Warrenville Road PM Peak


* Basic Parameters: Intersection Type: Roundabout Driving on the right-hand side of the road Input data specified in US units Model Defaults: US HCM (Customary) Peak Flow Period (for performance): 15 minutes Unit time (for volumes): 60 minutes. SIDRA Standard Delay model used HCM Queue Model option used Level of Service based on: Delay (HCM 2000) Queue percentile: 95%

Parameters Used in Cost CalculationsSite:Warrenville Road PM Peak


Pump price of fuel ($/US gal) = 3.000 Fuel resource cost factor = 0.70 Ratio of running cost to fuel cost = 3.0 Average income ($/h) = 23.00 Time value factor = 0.40 Light vehicle mass (1000 lb) = 3.1 Heavy vehicle mass (1000 lb) = 24.0 Light vehicle idle fuel rate (US gal/h) = 0.360 Heavy vehicle idle fuel rate (US gal/h) = 0.530

DiagnosticsSite:Warrenville Road PM Peak

Processed: Thursday, January 17, 2013 1:52:12 PMSIDRA INTERSECTION 5.1.6.2039

Copyright © 2000-2011 Akcelik and Associates Pty Ltdwww.sidrasolutions.com

Project: C:\Users\fpannell\Desktop\New Project - 1.sip8001008, SAM SCHWARTZ ENGINEERING, SINGLE



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Adopted December 1, 2008

Page 38 of 68

Several potential grant sources are available to fund infrastructure improvements of the

type recommended in the Sub-Area Plan. Grant sources are described in section 6 of this

Plan.

4.3.3 Warrenville Road

There are several recommendations depending on the section of road:

• Butterfield Road, the Illinois Prairie Path, to Batavia Road. This section has

recently been rebuilt, but there is an inadequate right-of-way for a sidepath or

designated on-road bike lanes. Batavia Road to Winfield Road

• The Old Town Sub-area Plan recommends a traffic circle for the intersection with

Batavia Road. The addition of a bike lane around the outside of the circle with a

widened sidepath on the north and south side of Warrenville Road from Batavia

Road to Winfield Road would provide a proper connection between Batavia

Road, Warrenville Road, the Galusha Road area, the Cantera sidepaths, and the

West Branch Regional Trail

4.3.4 Batavia Road

Many road cyclists use Batavia Road between Butterfield and Warrenville roads. Adding

a 4-foot bike lane without parking along both sides of the road would raise the BLOS

rating from ‘C’ to ‘B’. Lane markings should follow the AASHTO Guide for the

Development of Bicycle Facilities, and the striping should connect to the bikeway system

at Batavia Road’s eastern end, where it intersects with Warrenville Road to provide

access to Cantera, eastern routes on Warrenville Road, and the West Branch Regional

Trail. In order to complete this link from Batavia Road, additional striping and sidepath

improvements will be needed along Warrenville Road from Batavia to Winfield roads.

A crosswalk is also needed at the Warrenville Grove Forest Preserve parking lot so that

bicyclists, as well as pedestrians, using the sidewalk along Batavia Road can easily

access the Forest Preserve trails. However, given that the entrance is located on a curve,

careful consideration as to the feasibility, exact location and best design of such a

crossing will be required.

and Air Quality Improvement Program (CMAQ)

Documents

Transcript of and Air Quality Improvement Program (CMAQ)