1. Structural models Christine Goulet, Presenter
Curt B. Haselton – Assistant Professor, CSU Chico
Abbie B. Liel - PhD Candidate, Stanford University
Farzin Zareian - Assistant Professor, University of California Irvine

2. Structural model selection
Criteria
Represent modern constructions
Building-code compliance, newly designed structures
Provide useful preliminary guidance
Limit the rate of collapse VS older non-ductile structures
The models are also calibrated to allow collapse
Cover different heights/number of stories
4, 12 and 20
Evaluate different structural systems
Special moment resisting frame and shear wall
Use different platforms
OpenSees and Drain

3. The selected buildings
Stories
Type
Compliance
T1 (s)
Platform A 4
Modern special moment frame
2003 IBC
0.97
OpenSees B 12
2003 IBC, ASCE7-02, ACI
2.01 C 20
2.63 D
Modern (ductile) planar shear wall
None specifically, but consistent with modern planar wall design
1.20
Drain

4. Building A, B and C: Structural Modeling
Perimeter 2D frame
Plastic Hinge Model
Overall objective is to develop and implement generalized-hinge type elements for modeling P-M-V interaction in reinforced concrete frame members. Emphasis is on models that are sufficiently robust to model collapse performance, but also practical and efficient to implement and use.
Joints with panel shear springs
Image: Paul Cordova of Stanford University

5. Building A: 4-story RC SMF
Based on engineering drawings
4-story perimeter frame, 30’ bay widths, designed to have strength and stiffness expected from a practitioner design
Design Code: 2003 IBC
Structural Design and Model by: Curt Haselton of CSU Chico

6. Building A: 4-story RC SMF
Design base shear 9.2% of weight
T1 – T4 (sec) = 0.97, 0.35, 0.18, 0.12
Yielding: Roof drift = 0.5%, interstory drift = 0.7%
Roof drift at 20% strength loss = 5.2%
0.05
0.10 1 2 3 4
Floor Number
Interstory Drift Ratios
Static Overstrength = 2.3

7. Building A: 4-story RC SMF
Nonlinear Dynamic Failure Modes

8. Marge d’erreur (2% sur 50 ans)
Source: Curt Haselton

9. Building B: 12-story RC SMF
Design details reviewed by practicing engineers
12-story special moment resisting (SMF) perimeter frame, 20’ bay widthsDesign
Codes: 2003 International Building Code, ASCE7-02, ACI
Structural design and model by [Design ID #1013]:
Curt B. Haselton, PhD, PE, Assistant Professor of Civil Engineering, California State University, Chico.
Brian S. Dean, MS student, Stanford University.
120’x120’ plan

10. Building B: 12-story RC SMF
Design base shear of 4.4% of weight
Static overstrength = 1.7
T1 – T4 (sec) = 2.01, 0.68, 0.39, 0.27
Static Overstrength = 1.7

11. Building B: 12-story RC SMF
Nonlinear Dynamic Failure Modes
(a) 73% of collapses
(b) 25% of collapses
(c) 2% of collapses

12. Building C: 20-story RC SMF
Design details reviewed by practicing engineers
20-story special moment resisting (SMF) perimeter frame, 20’ bay widths
Design Codes: 2003 International Building Code, ASCE7-02, ACI
Structural design and model by [Design ID #1020]:
Curt B. Haselton, PhD, PE, Assistant Professor of Civil Engineering, California State University, Chico.
Brian S. Dean, MS student, Stanford University.
120’x120’ plan

13. Building C: 20-story RC SMF
Design base shear of 4.4% of weight
Static overstrength = 1.6
T1 – T4 (sec) = 2.63, 0.85, 0.46, 0.32
Static Overstrength = 1.6

14. Building D: 12-story Shear Wall
12-story planar shear wall, with uniform cross-section over the building height.
Design Codes: None specifically, since this is a generic model, but this model is representative with a modern building.
Structural Design and Model by:
Farzin Zareian, PhD, Assistant Professor of Civil Engineering, University of California Irvine.
12 X
12’ =
144’

15. Building D: 12-story Shear Wall
Yield base shear of 16.7% of weight
T1 – T4 (sec) = 1.20, 0.19, 0.068, 0.035

16. The selected buildings
Stories
Type
Compliance
T1 (s)
Platform A 4
Modern special moment frame
2003 IBC
0.97
OpenSees B 12
2003 IBC, ASCE7-02, ACI
2.01 C 20
2.63 D
Modern (ductile) planar shear wall
None specifically, but consistent with modern planar wall design
1.20
Drain

17. Building 1: Structural Modeling
Basic Strength Deterioration
Post-Capping Strength Deterioration
Model developed by Ibarra, Medina, and Krawinkler
Image: Lehman (2003)

18. Building 1: Structural Modeling
Model calibrated to 255 flexurally dominated test from PEER Structural Performance Database (Berry and Eberhard)
Model Parameters to be Predicted:
Strength (easiest)
Initial stiffness
Post-yield stiffness
Plastic rotation capacity
Negative post-cap slope
Cyclic deterioration rate
f’c is concrete strength in MPa
v is axial load ratio [P/Agf’c]
ρsh is the lateral confinement ratio
asl – bond-slip – 0 or 1