Seismic Behavior of Steel Structure with Buckling-Restrained Braces ( BRB )
One of the main purposes of designing bucklingrestrained braces is the fact that the entire lateral load is wasted by the braces, the entire gravitational load is moved to the foundation through the beams, and the columns can be moved to the foundation. In other words, braces are designed for bearing lateral load. In the implementation of the structure, it should be noted that the implementation of various parts of the structure must be conducted in such a way that the buckling-restrained braces would not bear the gravitational load. Moreover, this type of brace has been investigated under impact loading, and the design goals of designing method (direct motion) are controlled under impact loading. The results of dynamic analysis are shown as the relocation charts of the floors and switch between the floors. Finally, the results are compared with each other. Keywords—Buckling-Restrained Braced Frame (BRBF), energydissipating, ABAQUS, SAP2000, impact load.
Seismic design of steel buildings: Lessons from the 1995 Hyogo-ken Nanbu earthquake
Past and current seismic design provisions for steel structures in Japan are presented and compared with Canadian requirements. The performance of steel framed structures during the January 17, 1995, Hyogo-ken Nanbu earthquake is described. Numerous failures and examples of inadequate behaviour could be observed in buildings of various ages, sizes, and heights, and braced with different structural systems. In moment resisting frames, the damage included failures of beams, columns, beam-to-column connections, and column bases. Fracture of bracing members or their connections was found in concentrically braced frames. The adequacy of the current Canadian seismic design provisions is examined in view of the observations made. Key words: earthquake, seismic design, steel structures.
Discussion: Overview of seismic provision changes in National Building Code of Canada 1990
The authors wish to thank Knoll for his interest in the paper. Currently, the ductile reinforced concrete momentresisting frame (MRF) is one of the structural framing systems listed in NBCC 1990 for use in seismic regions. The paper is a straightforward evaluation of the likely seismic performance of such a system by designing and detailing a number of ductile moment-resisting frames according to the current Canadian codes and subjecting them to a number of representative ground motion records. Such an evaluation is essentially a check to ensure that the final product would in fact perform to code expectation. It does not represent an endorsement of such a system over other systems, as the discussion seems to imply, even if the performance of many of the ductile MFRs examined are acce~table. To endorse one structural system over another would require much more information than satisfactory seismic performance. Factors such as the cost and ease of implementation are parameters needed in the overall comparison if any ranking of suitable