1. 1 Dynamic/Seismic analysis of RC Element including shear effect

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

3. 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

4. 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

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

6. 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

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

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

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

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

11. RC column by Bousias et al. (1995)

12. Bousias Column Cyclic Comparisons

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

14. Bousias Column Earthquake Response

16. 6.5” 20.25” 5” 10 kips 6.5” 5” Loading # 3 Longitudinal Bars Low - Moehle Beam Weak Axis Strong Axis

17. Low - Moehle Beam Monotonic Comparisons

18. Low - Moehle Beam Analysis by Spacone & Filippou

19. Low - Moehle Beam Earthquake Response

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

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

23. 23 UMR Column Stirrup Strain

24. 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

25. UMR Columns Cyclic Comparisons6’ Column

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

27. UMR Columns Earthquake ResponseResistance

28. 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