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Additional resources for Stessa 2009: proceedings of the 6th International Conference on Behaviour of Steel Structures in Seismic Areas, Philadelphia, Pennsylvania, USA, 16-20 August 2009

Example text

3 Spring-dashpot systems Figure 4. 7 (2007). A simplified three-dimensional model of the structure is set up (Fig. 3). The tunnel is modeled by means of 20 quadratic beam elements per tunnel module, having a cross-section whose geometric and inertia properties are set equal to those of the tunnel cross section. Rigid connections between the tunnel modules are assumed. 7, 2007). Negligible values of inertia moments of the cross-section are assigned to cable elements; in this way, since geometrical non-linear effects are taken into account, cables buckle when subjected to non negligible axial compressive load.

This justifies that the connection in which beam flanges are welded to the column flanges while beam web is bolted to a shear tab welded on the column flange are only valid for low ductility classes DCL of Eurocode 8 or OMF of AISC and FEMA. If the intention is to achieve maximum ductility, two different types of connecting should not be used in web and in flanges: it should be either welded-welded or bolted-bolted. 2 Butt welds connecting the beam flanges to the column flanges or to an end plate transmit the flange plastic moment Mpl,flanges without problem, but it must not be forgotten that the web connection must transmit the plastic moment of the beam web, fulfilling the condition: MR,web,connection ≥ 1,1 γov Mpl,web = 1,1 γov tw d 2 fy /4 When the design involves a shear tab welded on the column flange, this condition requires: – the use of a shear tab with more resistance than the beam web – welding the top and bottom side of the shear tab, plus possibly part of the vertical side, by means of (thick) welds design to transfer the plastic moment of the beam web Mpl,web = tw d 2 fy /4 – welding the tab to the web with vertical fillet welds designed to carry the shear on the vertical side of the shear tab.

Choi Sungkyunkwan University, Korea J. Erochko & C. Christopoulos University of Toronto, Canada R. Tremblay École Polytechnique, Montréal, Canada ABSTRACT: The seismic response of Buckling Restrained Braced (BRB) frames and Self-Centering Energy Dissipating (SCED) braced frames is compared when used in building structures of 2 to 12 stories in height. The study involves pushover analysis as well as 2D and 3D nonlinear time-history analysis for two ground motion hazard levels. The SCED and BRB braced frames generally experience similar peak interstory drifts.

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