Route 360 Inverted T-beams. Carin Roberts-Wollmann Virginia Tech Tommy Cousins Clemson University Fatmir Menkulasi Louisiana Tech
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1 Route 360 Inverted T-beams Carin Roberts-Wollmann Virginia Tech Tommy Cousins Clemson University Fatmir Menkulasi Louisiana Tech
2 Background Outline Scope and Objectives Development and Testing Topping Mix Design Cross-sectional Shape and Transverse Connection Composite Action Recommendations Field Testing
3 Background: Typical Adjacent P/S Box Beam Construction Low volume bridges, asphalt overlay (Kevlar) High volume bridges, RC topping
4 The Problem Reflective Cracking Caused by transverse distribution of loads, temperature, shrinkage and creep affects
5 One Solution: Inverted T-Beam System Poutre-Dalle System (2004) Application in Minnesota ( )
6 Why the Inverted T-Beam System? In a grouted shear key transverse tension is only resisted by grout/concrete bond & optional transverse P/T In the inverted T a thicker topping is used and horizontal and vertical interfaces provided. Also, reinforcement crosses any potential crack.
7 Project Objective Improve Minnesota Inverted T Beam for use by VDOT Minnesota Virginia
8 Project Scope Investigate concrete mixtures for topping to reduce cracking Improve cross-section to reduce stress concentrations and improve bond Develop alternate transverse connection details to enhance constructability Develop recommendations for implementation Test full scale system
9 Reinforced Concrete Topping Mix Design
10 Restrained Shrinkage Cracking
11 Time Dependent Analysis of the US 360 Bridge Transverse Cross-section
12 Time Dependent Analysis Differential Shrinkage Negative Temperature Gradient
13 Section 1 Section 2 Section 3 Results of Time Dependent Analysis Longitudinal Cracks Trans. Cracks
14 Investigate Topping Concrete Mixtures Low Shrinkage Moderate to high creep
15 Seven VDOT Mixes Tested Normal Weight Aggregate with Fly Ash Normal Weight Aggregate with Slag I (65-35) Lightweight Aggregate with Fly Ash Lightweight Aggregate with Slag Normal Weight with Saturated Ltwt Fine Aggregate Normal Weight Aggregate with Slag II (60-40) Normal Weight with Saturated Ltwt Fine Agg. And Slag Shrinkage Strain (με) at 100 days Creep Coefficient at 100 days NW-FA NW- SL-I LW-FA LW-SL NWC- SLFA-SL NW- SL-II NWC- SLFA
16 Improve Shape and Transverse Connections Inverted T Beam
17 Two-way plate behavior and reflective cracking
18 Test setup to represent transverse bending
19 Two cross-sectional shapes Original Tapered Web NA Stress Concentrations Resistance to normal tensile stresses
20 Three Inverted T Connections Extended Bars (Original) Wheel Loads Embedded Steel Plate and welded rebar (Vector Connector) Wheel Loads No mechanical connection Wheel Loads
21 Roughened Surface
22 Phase I - Four Specimens Specimen #1 (Control) Specimen #2 Specimen #3 Specimen #4
23 Phase II - Three Specimens Further investigate trapezoid shape without welding Specimen #5 Specimen #6 Specimen #7 Note non-contact lap splices
24 Results Vector None None None Shear Unfactored HL-93 loading used to get factors of safety
25 Testing Full Scale Beam
26 Objectives Determine if horizontal shear reinforcement is needed to develop full composite action Determine if an inverted T beam can develop it s calculated nominal moment capacity (ΦM n )
27 Elevation Test Girder
28 Reinforcement Plan Reinforced Unreinforced
29 Test Plan Four Tests
30 Simulation of Strength Level Design Moment and Nominal Moment Capacity No Measured Slip
31 Recommendations for US 360 Bridge Implementation
32 Recommendations Use Tapered Web Cross Section with steel as shown
33 Recommendations Use welded drop-in bar at 2 feet on center along girder length (for high volume bridges)
34 Recommendations Mix Design for the Deck - Specify a topping mix with low shrinkage and high creep Bearing Details at the Abutments End Zone Reinforcement Continuity Detail
35 Recommendations Provide horizontal shear transfer reinforcement and roughen interface. Roughening the precast webs and the precast flanges in the longitudinal direction while providing a transverse rake finish at the top of the precast web appears to provide the necessary cohesion for full composite action.
36 Recommendations Horizontal shear reinforcement not needed
37 Field Evaluation
38 Demonstration Bridge on US 360
39 Overview Two-span continuous bridge Each span 43 feet Precast Inverted T-beam depth = 18 in. CIP topping depth = 7.5 in. Clear width = 110 feet Plan View (Source VDOT drawings) Elevation (Source VDOT drawings)
40 Construction Phases for US 360 Bridge
41 Objectives Quantify LLDF for the Inverted T-beam system Investigate the applicability of AASHTO s method for cast-in-place slab span bridge Investigate the applicability of AASHTO s method for adjacent box structure systems Confirm that bridge is behaving as expected
42 Results - Strains
43 Results - LLDFs
44 AASHTO s method for cast-in-place slab span bridges is conservative for moment and shear and can be used in the design of inverted T- beam bridges Live Load Distribution Factors AASHTO s method for adjacent box structures is conservative for moment and extremely conservative for shear Recommendation: Use AASHTO cast-in-place slab span equations for LDF
45 Questions?
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