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1 UH-Contribution Ravi Mullapudi Parnak Charkhchi Ashraf Ayoub NEES - Jan 23, 2008

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2 OUTLINE Combined Bending/Shear Modified Compression Field Theory (MCFT) Rotating Angle Softened Truss Model (RA-STM) Fixed Angle Softened Truss Model (FA-STM) Soften Membrane Model (SMM) Comparison between Models Seismic Analysis – Numerical Results Combined Torsion/Bending/Shear Discretization of Section in 2D/3D Regions 3D Constitutive Models Section Analysis Numerical Results On-Going Work Beam Element under Combined Torsion/Bending/Shear Seismic Analysis OpenSees

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3 Modified Compression Field Model Rotating Angle- Softened Truss Model

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4 SOFTEN TRUSS MODEL -Principle Shear stress along crack ≠ 0 V c Biaxial Stress & Strain Smeared Approach Concrete Element SOFTEN Membrane MODEL Hsu/Zhu Poisson Ratio

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5 NUMERICAL RESULTS – USC Shear-Critical Column = 86 MPa Longitudinal yield stress = 510 MPa Transverse yield stress = 449 MPa Xiao and Martirossyan

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6 NUMERICAL RESULTS Effect of Different Models HC4-8L16-T6-0.1P Column Monotonic Analysis with different Elements

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7 NUMERICAL RESULTS HC4-8L16-T6-0.1P Column Hoop Strain Distributions

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8 NUMERICAL RESULTS – Cyclic Load Displacement Axial Load = 1068 kN USC Column Flexure Element Flexure element is unable to predict the correct behavior

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9 NUMERICAL RESULTS – Cyclic Load Displacement Axial Load = 1068 kN USC Column Shear Element Shear element is able to predict the correct behavior HC4-8L16-T6-0.2P Column

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10 NUMERICAL RESULTS Shear Element Load Displacement HC4-8L16-T6-0.1P Column Dynamic Shear Analysis

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11 NUMERICAL RESULTS – Earthquake Analysis – Load vs. Deformation HC4-8L16-T6-0.1P Column El Centro Record

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12 NUMERICAL RESULTS – Shear-Critical Column Aboutaha et al. = 22 MPa Longitudinal yield stress = 434 MPa Transverse yield stress = 400 MPa

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13 NUMERICAL RESULTS – Shear Element Load Displacement 48” Column Syracuse Column Axial Load = 0 kN Due to weak axis loading, Pinching is high

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14 NUMERICAL RESULTS – Shear and Flexure Element 48” Column Syracuse Column Axial Load = 0 kN Flexure element is unable to predict the correct behavior

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15 NUMERICAL RESULTS – Earthquake Analysis – Time History 48” Column Syracuse Column Shear Analysis Assumed Axial Load = 0.1 f c A g = kN 2 * EL Centro (1940) record

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16 NUMERICAL RESULTS – Earthquake Analysis – Load vs. Deformation SC3 Column Shear Dynamic 2*El-Centro

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17 NUMERICAL RESULTS – Earthquake Analysis – Time History Syracuse Column Flexure and Shear Analysis Assumed Axial Load = 0.1 f c A g = kN 2 * EL Centro (1940) record

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18 Longitudinal Reinforcement 2% Shell Region Core Region mm Dia. Transverse Reinforcement 1% NUMERICAL RESULTS – UNR Column Vu Phan et al mm EL Centro NS 36.3 N – S 2 /mm Axial Load = 355 kN

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19 NUMERICAL RESULTS – Earthquake Analysis UNR Column- 9F1 EL Centro (1940) record Experiment

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20 NUMERICAL RESULTS – Earthquake Analysis UNR Column EL Centro (1940) record

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21 NUMERICAL RESULTS Shear Element Load Displacement UNR Column 9S1 Deflection for 2.0*El Centro

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22 Torsion Basic Equations Equilibrium Compatibility

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23 Torsional Section Discretization 2D/3D Regions

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24 3D Constitutive Model – Vecchio and Selby Approach (1991) No Complete 3D- Model available Assuming the same relation ship for intermediate stress calculation Implemented the 3D procedure to SMM

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25 Torsional Section Fiber Section Analysis

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26 Numerical Results Pure Torsion Box Section

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27 Numerical Results

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28 Numerical Results - Combined Torsion/Bending 24” 12” 5, #9 bars #4 5”

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29 ScheduleDeadline Finite element Analysis Development of RC fiber beam- column element including torsion/bending/axial interaction Calibration of the parameters of the developed element Development of an OpenSees version of the developed element Jan 09- March 09 March 09-May 09 June 09-Aug 09 Schedule of On-Going Work

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