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
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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)
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.
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.
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
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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
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
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
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.
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------------------------------------------------------------------------------
North: Batavia Road Environment Factor: 1.20 Entry/Circulating Flow Adjustment: Medium
Page 1 of 12Detailed Output
1/17/2013about:blank
Go to Table Links (Top)
Go to Table Links (Top)
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
Intersection ID: 1 Roundabout
------------------------------------------------------------------------------ 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------------------------------------------------------------------------------
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
Intersection ID: 1 Roundabout
------------------------------------------------------------------------- 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
--------------------------------------------------------------------------------- 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---------------------------------------------------------------------------------
Fuel Consumption, Emissions and Cost (Total)Site:Warrenville Road AM Peak
Intersection ID: 1 Roundabout
-------------------------------------------------------------- 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
Intersection Negotiation DataSite:Warrenville Road AM Peak
Intersection ID: 1 Roundabout
----------------------------------------------------------------------------- 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
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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
Intersection ID: 1 Roundabout
---------------------------------------------------------------------------- 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----------------------------------------------------------------------------
"Running Speed" is the average speed excluding stopped periods.
Lane PerformanceSite:Warrenville Road AM Peak
Intersection ID: 1 Roundabout
-------------------------------------------------------------- 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 --------------------------------------------------------------
Lane Flow and Capacity InformationSite:Warrenville Road AM Peak
Intersection ID: 1 Roundabout
---------------------------------------------------- Lane Dem Flow (veh/h) Min Tot Deg. Lane No. ------------------- Cap Cap Satn Util Lef Thru Rig Tot veh/h veh/h x %----------------------------------------------------
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
Intersection ID: 1 Roundabout
-------------------------------------------------------------------------- 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 --------------------------------------------------------------------------
------------------------------------------------------------------ 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
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========================================================================== 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
Intersection ID: 1 Roundabout
-------------------------------------------------------- Average Driver Lane Satn Satn Satn Satn Queue Response No. Speed Flow Hdwy Spacing Space Time mph veh/h sec ft ft sec--------------------------------------------------------
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----------------------------------------------------------------------
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
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
Intersection ID: 1 Roundabout
------------------------------------------------------------------------------------ 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%------------------------------------------------------------------------------------
SIDRA Standard models are used for Back of Queue estimation since HCM only gives Cycle-Average Queues for unsignalised intersections.
Lane Queue Percentiles (Vehicles)Site:Warrenville Road AM Peak
Intersection ID: 1 Roundabout
------------------------------------------------------- Deg. Percentile Back of Queue (veh) Lane Satn ---------------------------------------- No. x 50% 70% 85% 90% 95% 98%-------------------------------------------------------
SIDRA Standard models are used for Back of Queue estimation since
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Flow Rates and Demand Analysis
HCM only gives Cycle-Average Queues for unsignalised intersections.
Lane Queue Percentiles (Distance)Site:Warrenville Road AM Peak
Intersection ID: 1 Roundabout
------------------------------------------------------- Deg. Percentile Back of Queue (feet) Lane Satn ---------------------------------------- No. x 50% 70% 85% 90% 95% 98%-------------------------------------------------------
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
Intersection ID: 1 Roundabout
----------------------------------------------------------------------- From To Mov Flow Rate Flow Scale Peak Flow Approach Approach ID Turn LV HV Fixed Var Factor-----------------------------------------------------------------------
South: River Road
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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
Intersection ID: 1 Roundabout
----------------------------------------------- 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
Intersection ID: 1 Roundabout
-------------------------------------------------- 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
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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
Intersection ID: 1 Roundabout
* 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
Intersection ID: 1 Roundabout
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
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.
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
------------------------------------------------------------------------------ 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------------------------------------------------------------------------------
North: Batavia Road Environment Factor: 1.20 Entry/Circulating Flow Adjustment: Medium
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Movements
66 17 100 40 30 1 1 14.00 341 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
Intersection ID: 1 Roundabout
------------------------------------------------------------------------------ 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------------------------------------------------------------------------------
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
Intersection ID: 1 Roundabout
------------------------------------------------------------------------- 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 -------------------------------------------------------------------------
--------------------------------------------------------------------------------- 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---------------------------------------------------------------------------------
Fuel Consumption, Emissions and Cost (Total)Site:Warrenville Road PM Peak
Intersection ID: 1 Roundabout
-------------------------------------------------------------- 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 1.59 0.1 0.9 0.05 0.001 0.002 11 T 7.68 0.5 5.1 0.41 0.009 0.013 12 R 13.34 0.9 8.9 0.72 0.015 0.022
----------------------------------------------------------------------------- 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
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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
Intersection ID: 1 Roundabout
---------------------------------------------------------------------------- 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----------------------------------------------------------------------------
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
Intersection ID: 1 Roundabout
-------------------------------------------------------------- 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 --------------------------------------------------------------
Lane Flow and Capacity InformationSite:Warrenville Road PM Peak
Intersection ID: 1 Roundabout
---------------------------------------------------- Lane Dem Flow (veh/h) Min Tot Deg. Lane No. ------------------- Cap Cap Satn Util Lef Thru Rig Tot veh/h veh/h x %----------------------------------------------------
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
Intersection ID: 1 Roundabout
-------------------------------------------------------------------------- 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 --------------------------------------------------------------------------
------------------------------------------------------------------ 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.
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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.
-------------------------------------------------------- Average Driver Lane Satn Satn Satn Satn Queue Response No. Speed Flow Hdwy Spacing Space Time mph veh/h sec ft ft sec--------------------------------------------------------
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----------------------------------------------------------------------
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
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 PM Peak
Intersection ID: 1 Roundabout
------------------------------------------------------------------------------------ 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%------------------------------------------------------------------------------------
SIDRA Standard models are used for Back of Queue estimation since HCM only gives Cycle-Average Queues for unsignalised intersections.
Lane Queue Percentiles (Vehicles)Site:Warrenville Road PM Peak
Intersection ID: 1 Roundabout
------------------------------------------------------- Deg. Percentile Back of Queue (veh) Lane Satn ---------------------------------------- No. x 50% 70% 85% 90% 95% 98%-------------------------------------------------------
SIDRA Standard models are used for Back of Queue estimation since HCM only gives Cycle-Average Queues for unsignalised intersections.
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Flow Rates and Demand Analysis
Lane Queue Percentiles (Distance)Site:Warrenville Road PM Peak
Intersection ID: 1 Roundabout
------------------------------------------------------- Deg. Percentile Back of Queue (feet) Lane Satn ---------------------------------------- No. x 50% 70% 85% 90% 95% 98%-------------------------------------------------------
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
Intersection ID: 1 Roundabout
----------------------------------------------------------------------- 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 -----------------------------------------------------------------------
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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
Intersection ID: 1 Roundabout
----------------------------------------------- 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
Intersection ID: 1 Roundabout
-------------------------------------------------- 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
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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
Intersection ID: 1 Roundabout
* 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
Intersection ID: 1 Roundabout
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