1. 1 Workshop on GMSM for Nonlinear Analysis, Berkeley CA, October 26, 2006 Structural Models: OpenSees and Drain RC Frames and Walls Curt B. Haselton - PhD Candidate, Stanford Univ. Farzin Zareian - Assistant Professor, University of California Irvine Abbie B. Liel - PhD Candidate, Stanford Univ. Brian S. Dean – Summer Intern, Stanford Univ. Gregory G. Deierlein - Professor, Stanford Univ.

2. 2 Workshop on GMSM for Nonlinear Analysis, Berkeley CA, October 26, 2006 Overview  Summary of Buildings:  RC Frames (Haselton, Liel, and Dean) (PEER, ATC-63):  4, 12, 20 stories  Ductile (2003 design) and non-ductile (1967 design)  Standard expected design, and weak story design (12-story bldg.)  RC Shear Walls (Haselton and Zareian) (PEER, ATC-63):  12-story special core wall (2003 design)  12-story ductile planar walls (two buildings)  Generic Frames (Zareian) (PEER):  12-story ductile frames (two buildings)

3. 3 Workshop on GMSM for Nonlinear Analysis, Berkeley CA, October 26, 2006 Building 1: 4-story RC SMF  4-story perimeter frame, 30’ bay widths, designed to have strength and stiffness expected from a practitioner design  Design Code: 2003 IBC

4. 4 Workshop on GMSM for Nonlinear Analysis, Berkeley CA, October 26, 2006 Building 1: 4-story RC SMF  Design base shear of 640 kips (9.2% of weight)  T 1 – T 3 (sec) = 0.97, 0.35, 0.18 Static Overstrength = 2.3

5. 5 Workshop on GMSM for Nonlinear Analysis, Berkeley CA, October 26, 2006 Building 1: 4-story RC SMF  Nonlinear Dynamic Failure Modes

6. 6 Workshop on GMSM for Nonlinear Analysis, Berkeley CA, October 26, 2006 Building 2: 12-story RC SMF  12-story space frame, 20’ bay width  Design Code: 2003 IBC  Design base shear of 123 kips (4.4% of weight)  T 1 – T 3 (sec) = 2.14, 0.72, 0.42 120’x120’ plan Static Overstrength = 2.2

7. 7 Workshop on GMSM for Nonlinear Analysis, Berkeley CA, October 26, 2006 Building 3: 12-story RC SMF (weak st.)  Same as Building 2, but upper stories strengthened to make lower stories relatively weaker (65% strength ratio)  T 1 – T 3 (sec) = 1.92, 0.63, 0.37 Static Overstrength = 2.7 120’x120’ plan

8. 8 Workshop on GMSM for Nonlinear Analysis, Berkeley CA, October 26, 2006 Building 4: 12-story RC 1967 Design  Same as Building 2, but designed by the 1967 Uniform Building Code  Included to have a non- ductile building  This is only non-ductile building in set now; we may want to add more  Structural design and model pending 120’x120’ plan

9. 9 Workshop on GMSM for Nonlinear Analysis, Berkeley CA, October 26, 2006 Building 5: 20-story RC SMF  20-story space frame, 20’ bay width  Design Code: 2003 IBC  Design base shear of 123 kips (4.4% of weight)  T 1 – T 3 (sec) = 2.14, 0.72, 0.42 120’x120’ plan Static Overstrength = 3.3

10. 10 Workshop on GMSM for Nonlinear Analysis, Berkeley CA, October 26, 2006 Building 6: 12-story RC Shear Wall  12-story special core wall  Design Code: 2003 IBC  Design base shear of 3300 kips (9% of weight)  T 1 – T 3 (sec) = 1.41, 0.84, 0.34 Static Overstrength = 2.1

11. 11 Workshop on GMSM for Nonlinear Analysis, Berkeley CA, October 26, 2006 Building 6: 12-story RC Shear Wall  Nonlinear Dynamic Failure Modes

12. 12 Workshop on GMSM for Nonlinear Analysis, Berkeley CA, October 26, 2006 Buildings 7-8: 12-story Generic Frames  Two structures: One with T 1 = 1.2s, one with T 1 = 2.4s  Representative of modern ductile frame buildings:  Strong-column weak beam design  Element plastic rotation capacity of 0.06 3 X 36’ = 108’ 12 x 12’ = 144’

13. 13 Workshop on GMSM for Nonlinear Analysis, Berkeley CA, October 26, 2006 Buildings 9-10: 12-story Planar RC Walls  Two structures: One with T 1 = 0.6s, one with T 1 = 1.2s  Representative of modern ductile wall buildings:  Uniform cross-section over height  Plastic rotation capacity of 0.03 per story 12 X 12’ = 144’

14. 14 Workshop on GMSM for Nonlinear Analysis, Berkeley CA, October 26, 2006 Closing  The primary purpose of this presentation is to get feedback:  Is this a representative set of buildings?  Should we add/remove any buildings?  Other questions/comments/suggestions?

15. 15 Workshop on GMSM for Nonlinear Analysis, Berkeley CA, October 26, 2006 RC Column Model – Ibarra/Krawinkler Basic Strength Deterioration Post-Capping Strength Deterioration Image: Lehman (2003)

16. 16 Workshop on GMSM for Nonlinear Analysis, Berkeley CA, October 26, 2006 Model Parameters to be Predicted: Strength (easiest) Initial stiffness Post-yield stiffness Plastic rotation capacity Negative post-cap slope Cyclic deterioration rate Empirical Predictive Equations Acknowledgement: Sarah Taylor Lange Model calibrated to 255 flexurally dominated test from PEER Structural Performance Database (Berry and Eberhard)