Self-Centering Steel Frame Systems. NEESR-SG: Self-Centering Damage-Free Seismic-Resistant Steel Frame Systems Project Team Richard Sause, James Ricles, David Roke, Choung-Yeol Seo, Michael Wolski, Geoff Madrazo ATLSS Center, Lehigh University Maria Garlock, Erik VanMarcke, Li-Shiuan Peh
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.While downloading, if for some reason you are not able to download a presentation, the publisher may have deleted the file from their server.
NEESR-SG: Self-Centering Damage-Free Seismic-Resistant Steel Frame Systems
Richard Sause, James Ricles, David Roke,
Choung-Yeol Seo, Michael Wolski, Geoff Madrazo
ATLSS Center, Lehigh University
Maria Garlock, Erik VanMarcke, Li-Shiuan Peh
NCREE, National Taiwan University
This material is based on work supported by the National Science Foundation, Award No. CMS-0420974, in the George E. Brown, Jr. Network for Earthquake Engineering Simulation Research (NEESR) program, and Award No. CMS-0402490 NEES Consortium Operation.
Conventional Moment Resisting Frame System
Reduced beam section (RBS) beam-column test specimen with slab: (a) at 3% drift, (b) at 4% drift.
W24x62 (Fy 248 MPa),
or W36x150 (Fy 350 MPa)
W14x311, W14x398(Fy 350 MPa)
or CFT406x406x13 (Fy 345 MPa)
MRF Subassembly with PT Connections
HInitial Stiffness Is Similar to Stiffness of Conventional Systems
Stiffness with welded connection
MRF subassembly with post-tensioned connections
Steel MRF subassembly with post-tensioned connections and angles at 3% drift
SC steel MRF softens by gap opening and reduced contact area at joints
Lateral Force-Drift Behavior Softens Without Significant Damage
L6x6x5/16, g/t = 4
L8x8x5/8, g/t = 4
Energy Dissipation from Energy Dissipation (ED) Elements
Steel MRF subassemblies with post-tensioned connections withdifferent size ED elements.
Rocking behavior of simple SC-CBF system.
VMore Complex SC-CBF Configurations Being Considered
Failure of Frame Members
Significant Yielding of Frame Members
PT steel yields
SC-CBF Design Criteria
Collector BeamsInteraction of SC-MRFs and Floor Diaphragms (Princeton)
Approach 1. Transmit inertial forces from floor diaphragm without excessive restraint of connection regions using flexible collectors.
Approach 2. Transmit inertial forces from floor diaphragm within one (composite) bay for each frame.
Energy Dissipation Plate
Slotted Keeper Angle
Beam at Grade
Identifying appropriate level of column base moment capacity and connection details, leading to laboratory experiments.
Test setup elevation
CS: Cyclic Symmetric EQ: Chi-Chi MCE Level Earthquake Response
Beginning of Test 2
qr = +0.03 rads
qr = -0.03 rads