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Dynamic/Seismic analysis of RC Element including shear effect. Fiber model with Stirrups. Stirrups. Concrete Beam. ys. yc. From Lateral Equilibrium:. 1.0. s 2. s 1. 0.8. 0.6. 0.5. s 1. 0.2. s 2. 0. 0. 1. 2. 3. 4. 5. Equivalent Uniaxial Stress: Rotating Crack Model. P.
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Dynamic/Seismic analysis of RC Element including shear effect
Fiber model with Stirrups Stirrups Concrete Beam ys yc From Lateral Equilibrium:
1.0 s2 s1 0.8 0.6 0.5 s1 0.2 s2 0 0 1 2 3 4 5 Equivalent Uniaxial Stress: Rotating Crack Model P Stress/Strain Model In Principal Directions cracks Element in Principal Coordinate System Element in Cartesian Coordinate System
UIUC Reinforced Concrete Squat Column • 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
Shear Response UIUC Reinforced Concrete Squat Column (PIER1) • Shear Element is matching with the experimental data
UIUC UIUC UIUC UIUC Reinforced Concrete Squat Column (PIER1) Reinforced Concrete Squat Column (PIER1) Reinforced Concrete Squat Column (PIER1) Moment Response Moment Response Moment Response UIUC • Shear Element is matching with the experimental data
UIUC Reinforced Concrete Squat Column (PIER1) Axial Force Response • Shear Element is matching with the experimental data
Shear Response UIUC Reinforced Concrete Squat Column (PIER2) • Shear Element is matching with the experimental data
UIUC Reinforced Concrete Squat Column (PIER2) Moment Response • Shear Element is matching with the experimental data
UIUC Reinforced Concrete Squat Column (PIER2) Axial Force Response • Shear Element is matching with the experimental data
Dynamic/Seismic Analysis of Shear-Critical Elements • Newmark Method • Constant Average Acceleration Method • Lumped Mass • Rayleigh Damping • Ground Acceleration/Dynamic Load
# 3 Longitudinal Bars 6.5” 10 kips Loading 5” 6.5” 5” 20.25” Low - Moehle Beam Strong Axis Weak Axis
12’ Shell Region Core Region Transverse Reinforcement Longitudinal Reinforcement 2.5” Dia. 24” Dia. UMR Columns Monotonic
UMR Columns Monotonic Comparisons • For 6 ft column, increase the ductile behavior by changing the stirrup from #3 bar to #4 bar.
6’ • With Shear element is failing at 1”, whereas Bernoulli element is still continuing.. UMR Columns Cyclic Comparisons • With • With Shear element is failing at 1”, whereas Bernoulli element is still continuing.. Contd..
UMR Columns Cyclic Comparisons 6’ Column
UMR Columns Earthquake Response Displacement • 6ft column with shear has failed at initial times, where as others continued.
UMR Columns Earthquake Response Resistance