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1 Dynamic/Seismic analysis of RC Element including shear effect

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2 ys yc Concrete Beam Stirrups From Lateral Equilibrium: Fiber model with Stirrups

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3 Equivalent Uniaxial Stress: Rotating Crack Model Element in Cartesian Coordinate System Element in Principal Coordinate System cracks s1s1 s1s1 s2s2 s2s2 P Stress/Strain Model In Principal Directions 1.0 0.6 0 0 0.8 0.5 0.2 123 45

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Material and Section Properties –Pier Height: 120 in –Concrete: 5930 psi –Longitudinal bar: 16-#8, Fy = 62 ksi –Spiral: #3, Fy = 75 ksi Plastic hinge zone: 2.5 in spacing Out of plastic hinge zone: 4.25 in spacing UIUC Reinforced Concrete Squat Column

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UIUC Shear Response Reinforced Concrete Squat Column (PIER1 ) Shear Element is matching with the experimental data

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Moment Response UIUC Moment Response UIUC Reinforced Concrete Squat Column (PIER1 ) UIUC Reinforced Concrete Squat Column (PIER1 )Moment Response UIUC Reinforced Concrete Squat Column (PIER1 ) Shear Element is matching with the experimental data

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Axial Force Response Reinforced Concrete Squat Column (PIER1 )UIUC Shear Element is matching with the experimental data

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Shear Response UIUC Reinforced Concrete Squat Column (PIER2 ) Shear Element is matching with the experimental data

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Moment Response UIUC Reinforced Concrete Squat Column (PIER2 ) Shear Element is matching with the experimental data

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Axial Force Response Reinforced Concrete Squat Column (PIER2 ) UIUC Shear Element is matching with the experimental data

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RC column by Bousias et al. (1995)

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Bousias Column Cyclic Comparisons

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13 Dynamic/Seismic Analysis of Shear-Critical Elements Newmark Method –Constant Average Acceleration Method –Lumped Mass –Rayleigh Damping –Ground Acceleration/Dynamic Load

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Bousias Column Earthquake Response

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6.5” 20.25” 5” 10 kips 6.5” 5” Loading # 3 Longitudinal Bars Low - Moehle Beam Weak Axis Strong Axis

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Low - Moehle Beam Monotonic Comparisons

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Low - Moehle Beam Analysis by Spacone & Filippou

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Low - Moehle Beam Earthquake Response

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UMR Columns Monotonic Longitudinal Reinforcement Shell Region Core Region 2.5” Dia. 24” Dia. Transverse Reinforcement 12’

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UMR Columns Monotonic Comparisons For 6 ft column, increase the ductile behavior by changing the stirrup from #3 bar to #4 bar.

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23 UMR Column Stirrup Strain

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UMR Columns Cyclic Comparisons Contd.. 6’ With Shear element is failing at 1”, whereas Bernoulli element is still continuing.. With Shear element is failing at 1”, whereas Bernoulli element is still continuing.. With

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UMR Columns Cyclic Comparisons6’ Column

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UMR Columns Earthquake ResponseDisplacement 6ft column with shear has failed at initial times, where as others continued.

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UMR Columns Earthquake ResponseResistance

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Fiber Element Development- Schedule & Deadline ScheduleDeadline Finite element Analysis Dynamic/Seismic analysis of RC bridge piers including shear effect 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 08-Feb 08 March 08-May08 June 08-Aug 08 Sept 08-Oct 08

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