Research Result Presentation...Research Result Presentation Evaluation of Reserve Shear Capacity of...
Transcript of Research Result Presentation...Research Result Presentation Evaluation of Reserve Shear Capacity of...
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Research Result PresentationEvaluation of Reserve Shear Capacity of Bridge Pier
Caps Using the Deep Beam Theory
Presented by: Pappu BaniyaAnish Sharma
Dr. Serhan Guner
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Outline
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• Introduction
• Objectives & Methodology
• Overview of STM‐CAP
• Verification with CAST
• Nonlinear FEM
• Training Session
• Conclusion
Pappu Baniya (15 min)
Anish Sharma (6 min)
Pappu Baniya (18 min)
Serhan Guner (12 min)
Serhan Guner (2 min)
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Introduction
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• Pier caps transfer the load from girder to piers
• In Ohio: 28,000 bridges• In the U.S.: 600,000 bridges
GirderGirder
Pier Cap
Column
Pier Cap
Column
Girders Girder Load
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Introduction
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• Sectional Method
Source: Wikimedia
Critical Sections
Beam
Shear Force Diagram
Bending Moment Diagram
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Problem Statement
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Overloaded pier cap
• Most of the bridge pier caps are found to be overloaded.
• Limited funding for repair and rehabilitation.
Problem Statement
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Objective
• Determine a practical and accurate analysis methodology for bridge pier caps.
• Develop a solution algorithm/computer program based on the suitable method STM‐CAP.
• Verify the developed solution procedure.
• Compare the results with nonlinear FEM and sectional analysis method.
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• Kani performed shear tests in 1964.
Literature Review
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Shear S
tren
gth / f c’
Shear‐Span Ratio (𝑎/𝑑)
ExperimentStrut and Tie MethodSectional Method
Pier cap
Centroid of tension reinforcement d
a2a1
R2R1
P
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Solution ApproachBeam
Slender Beam Deep Beam
Depth Shear Span‐to‐Depth Ratio (a/d) <2.0
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Sectional Method Nonlinear AnalysisStrut‐and‐Tie Method
R1 R2 R3
D D D D D D D D D D DD
Width of D‐ region =h
h
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• Strut and Tie Model (STM)
Methodology
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R1 R2 R3
• Conceptual truss model to give a definite load‐path.
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Methodology
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• Elements of STM– Struts– Ties– Nodes
P
R1 R2
Tension Tie
Compressive strutNode
Element Nature RepresentsStrut Compression Member ConcreteTie Tension Member ReinforcementNode Connection (Joint) Concrete
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Methodology
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Ties TensionFor Rebar & Stirrup
Struts CompressionFor Concrete
NodesGirder Loads
StrutTie
Tie
Tie
Columns
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Methodology• STM is complex for daily design and analysis.
– Engineers unfamiliar with the STM– No checks for invalid/inefficient model– Iterative process: significant time for each model
• Explored innovative strategies to reduce the complexity to a level sim. to the sectionalmethod.
• Developed STM‐CAP (Strut and Tie Method forpier CAPs)
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STM‐CAP• About 16 modules and 5,000 lines of code.• Embedded into spreadsheet.
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Overview of STM‐CAP
START
Input Geometry Details
Input Factored Load Details (girder load, girder spacing)
Deep or Slender?(a/d ratio)
Bridge NamePID No.
Centerline
C1 C2CenterlineA1 A3
P1=331 k P3=331 k
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Overview of STM‐CAP
START
Input Geometry Details
Input Factored Load Details (girder load, girder spacing)
Input Reinforcement Details(Area and centroid of longitudinal rebar,
area and spacing of stirrup)
Deep (a/d < 2.0)Input Material Properties
(f’c, fy, rebar diameter, stirrup bar area)
Input Resistance Factors(ϕc, ϕs, node multiplier)
Deep or Slender?(a/d ratio)
Bottom bar Layer 1: 7 nos. #9Total Area: 7 in2Centroid: 4 in
Top bar Layer 1: 7 nos. #10Layer 2: 4 nos. #10Total Area: 13.97 in2Centroid: 5.95 in
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• Strut and Tie Method (STM)
• Capacities as per Section 5.8.2 of AASHTO LRFD 2017.
Overview of STM‐CAP
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331 261 70 70 261 331
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TieStrut
Node
Node number
Overview of STM‐CAPUtilization Ratio = Force/Capacity
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Overview of STM‐CAP
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Overview of STM‐CAP
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Model 1 Model 2
Model 3 Model 4
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• Very fast modeling and analysis time.• Teaches user how to perform strut‐and‐tie analysis.• More accurate capacity predictions.
Overview of STM‐CAP
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If >1.0: flexure overloadIf >1.0: shear overload
If >1.0: compression overload
• Determines the overload type and its location.
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CAST Verification
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STM‐CAP
0.76
0.71
0.420.69
0.13
0.48 0.410.1 0.14
CAST0.75
0.70
0.69 0.41 0.48 0.41 0.09
0.13
0.14
• Eight pier caps were modeled with STM‐CAP and CAST.
• CAST (Computer Aided Strut‐and‐Tie)– Research‐based, general purpose strut‐and‐tie software.– Uses ACI formulations (modified for AASHTO).
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Nonlinear FEM Modeling & Verification
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VecTor2
• 2D continuum finite element model.• Based on Modified Compression Field Theory (Vecchio and
Collins, 1986 at the University of Toronto)• Smeared rotating crack model.• Many second order material behaviors.
• More realistic simulation of behavior of the deep cap beams.• How conservative strut and tie method is than the nonlinear
FEM.
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Nonlinear FEM Modeling
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• Existing Cap Beam
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Nonlinear FEM Modeling
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• Existing Cap Beam• Nonlinear FE Model
DL+LL DL+LL DL+LL
Beam: 0.7% stirrupsBeam: 0.3% stirrupsBeam: 0.1% stirrupsColumnConcrete Cover
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Nonlinear FEM Modeling
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Determination of Utilization Ratios
Stresses at failure load
Critical region marked
Same region marked at factored load
gAverage stresses at each region at factored load
Utilization Ratio
Divided by capacity
0.25 0.24
0.39 0.28 0.11
0.37 0.04
0.03
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Nonlinear FEM Modeling
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Comparison of Utilization Ratios
Utilization ratios are 40% on average of STM.Failure behavior matches well.
(0.37) (0.04)
(0.03)
(0.39) (0.28) (0.24) (0.11)
STM‐AASHTONonlinear FEM
Governing Member
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Nonlinear FEM Modeling
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•Nonlinear FEM capacities are much higher than STM.•Nonlinear FEM’s modeling and analysis time is significantly higher.
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0 0.5 1 1.5 2 2.5 3 3.5
Util
izat
ion
Rat
io
Shear Span-Depth Ratio (a/d)
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• Not an appropriate method for deep pier caps.
Comparison with Sectional Method
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C
C
A
A
B
B
D
D
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Comparison with Sectional Method
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0
0.2
0.4
0.6
0.8
1
1.2
0 0.5 1 1.5 2 2.5 3 3.5
Utilization Ra
tio
Shear Span‐Depth Ratio (a/d)
Sectional MethodSTM‐CAP (Optimized)Nonlinear FEM
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Training Session
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Conclusion
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• Developed a specialized STM tool for pier cap, STM‐CAP.– Uses VBA coding to provide a graphical solution.– Permits quick and easy optimization.– Teaches users the correct use of STM.– Runs very fast (modeling + analysis time).– Helps with load rating as well as rehabilitation decisions.
• Validated the accuracy of STM‐CAP.• Demonstrated that the sectional method underestimates the shear capacity of deep pier caps (up to 3 times).
• Accuracy: NLFEA > STM‐CAP > Sectional Method Time: STM‐CAP ≈ Sectional Method <<< NLFEA.
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Review PanelMs. Andrea Parks, PEMr. Matthew Blythe, PEMs. Michelle Lucas
Acknowledgements
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Pappu Baniya (MS Student)[email protected]
Anish Sharma (MS Student)[email protected]
Dr. Serhan Guner (Assistant Professor)[email protected]
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Overview of STM‐CAP
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Benefits
• Right funding →Right place
Cost Saving
Reduced Congestion
Reduced Safety Risk
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Second Order Properties considered in VT2
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Nonlinear FEM Verification
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Nonlinear FEM Modeling
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•Capacity from Nonlinear FEM are consistently higher than STM(AASTHO)
•Modeling and Analysis time is significantly higher.•STM‐CAP predicts similar behavior in less time and best for dailyanalysis.
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Util
izat
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Shear span-to-depth ratio (a/d)
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Nonlinear FEM Modeling
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•Capacity from Nonlinear FEM are consistently higher than STM(AASTHO)
•Modeling and Analysis time is significantly higher.•STM‐CAP predicts similar behavior in less time and best for dailyanalysis.
0
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Util
izat
ion
ratio
Shear span-to-depth ratio (a/d)
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• Strut and tie model is based on lower bound theorem.Nonlinear FEM simulates till ultimate failure.
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Nonlinear FEM Verification
0
400
800
1200
1600
2000
2400
2800
3200
0 2 4 6 8 10
Loa
d (k
ips)
Displacement (mm)
Failure point
DifferenceFirst yield point
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Nonlinear FEM Verification
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Higher capacity from Nonlinear FEM but took more analysis time than STM‐CAP.
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Nonlinear FEM Verification
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Comparison of Utilization RatiosSTM‐CAPNonlinear FEM
Utilization ratios are 40% on average of STM‐CAP.Behavior matches.
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The Final Report and Fact Sheet can be found at: http://www.dot.state.oh.us/Divisions/Planning/SPR/Research/reportsandplans/Pages/default.aspx
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