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Transcript of SR 0070, Section Q10 New Stanton Interchange Project · SR 0070, Section Q10 New Stanton...
SR 0070, Section Q10 New Stanton Interchange Project
SR 0070, Section Q10New Stanton Interchange Project
2015 MASITE Annual MeetingKing of Prussia, PAOctober 5, 2015
SR 0070, Section Q10 New Stanton Interchange ProjectProject Location
Adjacent to PA Turnpike
I‐70 Westmoreland County
Exit 57B: New Stanton Interchange
Exit 57A: Hunker Interchange
Heavy truck traffic – 48%
UPS, Supervalu, FedEx
SR 0070, Section Q10 New Stanton Interchange Project
The Needs | Background Information
Crash Rates (5-Year Period from 2009-2013)
• Center Avenue is more than 4x the statewide average• The EB I-70 crash rate in the Hunker-New Stanton weave area is more than 4x the
statewide average.• The EB I-70 crash rate in the New Stanton On-ramp merge area and WB I-70 in the
Turnpike-New Stanton weave area is more than 2x the statewide average.
Center Avenue• No Pedestrian Connectivity Across SR 0070• High Truck Volumes• Desire of New Stanton Boro for Town Center Concept
Poor Levels of Service throughout the Corridor
Queuing and Existing Back-Ups onto the Interstate
SR 0070, Section Q10 New Stanton Interchange Project
$53 Million Project – Joseph B. FayComplex Traffic Control – 3 yearsABC Techniques – A+Bx biddingDesign Partnering Approach
• Design Consultant and Agency Charter Agreement
• ROW Acquisition Coordination – 2 years• Weekly Conference Call• Monthly Coordination Meetings• Public Involvement Process - CAC
Public Involvement – 30+ meetings
Project Highlights
SR 0070, Section Q10 New Stanton Interchange Project
Proposed | BENEFITS OF MOVING WEST
• Improved Safety and Mobility within Entire Corridor – I-70 and local road network
• Decreases Residential and Business Displacements
• Enhances and Allows for Growth of Future Economic Development
• FHWA and State Requirements are Satisfied w/o Design Exceptions
SR 0070, Section Q10 New Stanton Interchange Project
Final Design of the New Stanton Interchange
Roundabouts off an Interstate in PA• Design Criteria • Analysis and Methodology
Construction of the New Interchange• Traffic Control & Phasing• Analysis
SR 0070, Section Q10 New Stanton Interchange Project
Roundabouts| Design Criteria
• NCHRP Report 672, Roundabouts An Information Guide, Second Edition
• Single lane roundabout based on operational analysis
• Maximum entry speed = 25 mph
• Design Vehicle – WB-67
• Inscribed circle diameter of the roundabout = 160 ft
• Circulatory roadway width is 17’-0” and 12’-0” truck apron for WB-67• Fastest path calculations used to determine theoretical design
speeds• Sight Distance
SR 0070, Section Q10 New Stanton Interchange Project
Roundabouts| SIDRA Traffic Analysis
Model Feature HCM 2010 Model* SIDRA Standard Model
MethodologyBased on empirical capacity model with clear basis in gap‐acceptance theory
Based on gap‐acceptance theory with empirical regression equations to model gap‐acceptance parameters
Roundabout Geometry Features
Number of entry lanesNumber of circulating lanes
Number of entry lanesNumber of circulating lanesAverage entry lane widthInscribed diameter, entry radius, entry angle
Heavy VehiclesCapacity is decreased directly Circulating flow rate is increased, follow‐up
headway and critical values
Level of Service HCM 2010 LOS methods Uses HCM and additional LOS methods
Delay, Queues and Stops
• Simple queue theory for delay• Geometric delay not determined• 95th percentile queue only for
unsignalized intersections• No back of queue model
• Gap‐acceptance cycles are identified for modeling delay, back of queue, stop rate, etc. for each lane
• Geometric delay is determined• Back of queue is important for modeling
short lane capacity and blocking of upstream intersections
* Required by DM‐2
SR 0070, Section Q10 New Stanton Interchange Project
2038 PM Sidra Roundabout AnalysisSidra HCM 2010
HVE = 2 HVE = 3 HVE = 2 HVE = 3LOS Queue (ft) LOS Queue (ft) LOS Queue (ft) LOS Queue (ft)
Rachel RoundaboutSR 3089 SB Approach A 71.8 A 80.7 B 72.9 B 73.2SR 3089 NB Approach A 35.3 A 38.7 A 54.1 A 54.3Rachel Dr NB Approach A 15.9 A 16.8 A 17.8 A 18.1Intersection A A A A
Northern RoundaboutSR 3089 SB Approach B 166.3 C 230.9 D (33.5) 235.6 F (54.9) 356.8SR 3089 NB Approach A 0 A 0 A 0 A 0I70 WB Off‐Ramp ‐ LT/T A 44.8 A 52.1 A 45.3 B 46.1I70 WB Off‐Ramp ‐ RT A 42.8 A 48.3 B 49.6 B 51.5Intersection B C C D (27.2)
Southern RoundaboutSR 3089 SB Approach A 94.9 A 111.7 B 125.9 C 126.7I70 EB Off‐Ramp ‐ LT/T A 30.3 A 37.4 B 41.2 C 45.5I70 EB Off‐Ramp ‐ RT A 6 A 6.9 A 8.6 A 8.8SR 3089 NB Approach A 125.1 B 171.2 D (26.2) 154 E (41.1) 200.8Pennsylvania ‐ LT/T A 25.8 A 30.4 B 30.4 B 33.3Pennsylvania ‐ RT A 12.3 A 14.5 A 14.4 A 15Intersection A B C C
Roundabouts| Levels of Service & Queuing
SR 0070, Section Q10 New Stanton Interchange Project
Modeling | Critical Phase
• Phase 2 Construction• Hunker Closure• Temporary Signals @ I-70 WB Ramps, I-70 EB
Ramps, and Pennsylvania Avenue• PM Peak with heavy truck traffic
SR 0070, Section Q10 New Stanton Interchange Project
Modeling | Phase 2 Construction
Alternatives Considered • Extension of Westbound Off Ramp
Green Time• No SB Lefts onto EB On-Ramp• No Trucks Exiting at New Stanton• Traffic Diversion with Alternative
Routes• PA 66 (Arona Road) to the
North• US 119 (Technology Drive)
to the South.• What’s acceptable assumption for
diversion?• No available O-D
information
SR 0070, Section Q10 New Stanton Interchange Project
O-D Study | Bluetooth Date Collectors
• Detect anonymous Bluetooth signals on mobile devices in vehicles• Phones• Headsets• Music Players
• Easy installation• Time-Stamped data that identifies users over multiple devices• 2 week battery life
SR 0070, Section Q10 New Stanton Interchange Project
O-D Study | Diversion Assumptions
Traffic from Hunker Interchange• 5% - US 119• 9% - South Center Avenue• Assumed Diversion – 7%
Traffic from Center Avenue• 8% - North Center to PA 66 NB• 9% - South Center to US 119 SB• Assumed Diversion – 8%
Traffic from US 119 NB / PA 66 SB• 31% - Center Avenue from 119• 29% - Center Avenue from 66• Assumed Diversion – 20%