Collapse Simulation of U.S. and Japanese Type Steel Moment-Resisting Frame Structures Using Practical Macro Models

Abstract eng:
Building structures around the world have been designed using various framing methods. In Japan, the two-way momentresisting frame structures, which is designed as a 3D seismic frame with beams connected to the columns, with moment connections in both directions, is traditionally constructed. In contrast, in the United States and many other countries in high seismic regions, the one-way moment-resisting frame structure, which is designed as separate seismic and gravity frame structure with only a few expensive moment connections in seismic frames, is typically constructed. Structures with these different framing systems are likely to exhibit different seismic response and collapse mechanism when subjected to large earthquake ground motions. However, due to the limitations of analysis program function and so on, the simulation up to complete collapse has almost not been conducted and safety margin to complete collapse of these different framing systems have not been sufficiently understood. In this study, precise seismic simulation up to complete collapse is attempted with general-purpose finite element analysis program to evaluate quantitatively seismic reliability of Japanese and U.S. type steel moment-resisting frame structures. Practical macro models used for the simulation are based on structural elements such as beam and shell elements. In the modeling, steel columns and girders are modeled by beam element and concrete slabs are modeled by shell element. In order to consider the composite effects of concrete slabs on the increase in stiffness and strength, girders are placed under concrete slabs and the multiple-point constraint (MPC) conditions are utilized to connect nodes of girders and slabs assuming the plane remaining after deformation. Also, in order to consider local buckling of steel member, the regions where local buckling may occur are modeled by shell element. Hughes-Liu beam element with cross section integration and Belytschko-Lin-Tsay shell element are utilized for beam and shell elements, respectively. The combined isotropic and kinematic hardening model is utilized for steel constitutive law. Geometric nonlinearity is computed using the update Lagrangian method. Modeling approach is examined by conducting analyses on 1) cantilever column, 2) beam-column and beam-column-slab subassemblies and 3) a 4-story full-scale steel moment-frame structure tested at the world-largest shaking-table facility, E-Defense, in Japan. In the simulation, two models of U.S. and Japanese type 3-story steel moment frame structures are placed on the virtual shaking-table and subjected to the same level of earthquake ground motion. The U.S. type steel moment frame structure analyzed is the one for the SAC steel project in the United States and Japanese type is the one designed by the BRI in Japan to compare seismic behavior of typical steel moment-frame structures in both countries following the 1994 Northridge and 1995 Kobe earthquakes. As the intensity of ground motion acceleration increases, U.S. type steel frame structure has larger story drift angle than the Japanese type. This is likely due to less redundancy resulting from fewer larger bays in the U.S. type structure. In future study, based on statistical data on the demand and capacity of the structures, seismic reliability of Japanese and U.S. type 3-story steel moment-resisting frame structures will be evaluated quantitatively using probabilistic approach.

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