1 / 16

Overview

bobby
Download Presentation

Overview

An Image/Link below is provided (as is) to download presentation Download Policy: Content on the Website is provided to you AS IS for your information and personal use and may not be sold / licensed / shared on other websites without getting consent from its author. Content is provided to you AS IS for your information and personal use only. Download presentation by click this link. While downloading, if for some reason you are not able to download a presentation, the publisher may have deleted the file from their server. During download, if you can't get a presentation, the file might be deleted by the publisher.

E N D

Presentation Transcript

  1. Structural Models: OpenSees and Drain RC Frames and WallsCurt B. Haselton - PhD Candidate, Stanford Univ.Farzin Zareian - Assistant Professor, University of California IrvineAbbie B. Liel - PhD Candidate, Stanford Univ.Brian S. Dean – Summer Intern, Stanford Univ.Gregory G. Deierlein - Professor, Stanford Univ.

  2. 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. 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. Building 1: 4-story RC SMF • Design base shear of 640 kips (9.2% of weight) • T1 – T3 (sec) = 0.97, 0.35, 0.18 Static Overstrength = 2.3

  5. Building 1: 4-story RC SMF • Nonlinear Dynamic Failure Modes

  6. 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) • T1 – T3 (sec) = 2.14, 0.72, 0.42 Static Overstrength = 2.2 120’x120’ plan

  7. 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) • T1 – T3 (sec) = 1.92, 0.63, 0.37 Static Overstrength = 2.7 120’x120’ plan

  8. 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. 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) • T1 – T3 (sec) = 2.14, 0.72, 0.42 Static Overstrength = 3.3 120’x120’ plan

  10. 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) • T1 – T3 (sec) = 1.41, 0.84, 0.34 Static Overstrength = 2.1

  11. Building 6: 12-story RC Shear Wall • Nonlinear Dynamic Failure Modes

  12. Buildings 7-8: 12-story Generic Frames • Two structures: One with T1 = 1.2s, one with T1 = 2.4s • Representative of modern ductile frame buildings: • Strong-column weak beam design • Element plastic rotation capacity of 0.06 12 x 12’ = 144’ 3 X 36’ = 108’

  13. Buildings 9-10: 12-story Planar RC Walls • Two structures: One with T1 = 0.6s, one with T1 = 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. 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. RC Column Model – Ibarra/Krawinkler Basic Strength Deterioration Post-Capping Strength Deterioration Image: Lehman (2003)

  16. Empirical Predictive Equations 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 • Acknowledgement: • Sarah Taylor Lange

More Related