In the present work, the incremental dynamic analysis is performed for the super-tall building structure of ZhongNan Center, which is more than 700 m high and is currently under construction in Suzhou, China. The Chi-Chi earthquake record is used as the ground motion input.The peak ground accelerations are scaled to five levels including 0.2 g, 0.4 g, 0.8 g, 1.4 g, and 2.0 g. The plastic damage model is adopted to represent the material failure. The finite element model is developed by using fiber beam elements for beam-columns and laminated shell elements for shear walls and slabs. Under the attack of strong seismic ground motions, the super tall structure experiences overall collapse, which is well captured by the developed finite element model. More importantly, the collapse patterns of the super tall structure are rather different under the excitations of earthquake records with same wave pattern but different peak accelerations. KEYWORDScollapse pattern, damage model, finite element method, incremental dynamic analysis, structural collapse, super-tall buildingWith the rapid developments of modern materials and construction techniques, super-tall buildings have been experiencing incredibly rapid development all over the world. However, the safety of super-tall buildings has not been well investigated and understood. It has been reported [1][2][3] that many high-tall buildings, which were designed and constructed in accordance with modern seismic design principles, have partially or totally collapsed during earthquakes (see Figure 1).As is well known, one of the essential objectives of the performance-based design is to prevent the structures from overall collapse. Structures subjected to earthquake excitations usually experience a series of stages including the elastic stage, the damaged stage, the partial collapse stage, and the total collapse stage. Thus, the elaborate methods to assess structural damage and collapse under strong earthquake ground motions are required to implement the performance-based design procedure. In recent years, the nonlinear static procedure and the direct dynamic time integration method have been widely used. [4] The nonlinear static procedure, also known as the push over analysis, was introduced in Federal Emergency Management Agency. [5] Some design codes such as ATC40 and seismic design code of China (GB50011) also include this approach. It is recommended for structures that are roughly deformed in the pattern of their first natural modes of vibration under seismic excitations. Static pushover analysis has been widely used due to its convenience and simplicity in application. On the other hand, it is based on the incorrect assumptions that the nonlinear response of a structure can be related to the response of an equivalent single degree-of-freedom system and that the distribution of the equivalent lateral forces remains constant over the height of the structure during the entire duration of the structural response. [4] The direct dynamic time integration [6] is an accurate way...

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RC slab–column structures are widely used because of the advantages of small space occupation for horizontal members, easy construction and good economy. However, slab–column joints are prone to punching shear failures, which deteriorates structural safety. This paper provides an analytical model to predict the punching shear capacity of the RC slab–column joint. A database of 251 test results is established for the shear punching capacity of slab–column joints without punching shear reinforcement. The performance of existing design codes in predicting the shear resistance of slab–column joints is investigated and compared based on the database. Then, based on the modified compression field theory (MCFT) model, an equation for calculating the punching shear resistance of slab–column joints without punching shear reinforcement is established. The prediction results of the analytical model are enhanced by using the regression analysis method. The model proposed in this paper is based on both reliable theoretical and the summary of a large number of test results, which has higher prediction accuracy than the design codes.

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The spatial and traveling wave effects on a structure with an energy dissipation system can be conveniently considered using the random vibration method. In this study, the pseudo‐excitation method is introduced to perform random spatial seismic response analysis of such a structure considering different damper arrangements. The analysis results show the effects of nonproportional damping characteristics due to these arrangements, and the nonproportional damping characteristic index can estimate the strength of these characteristics. Moreover, the virtual excitation method can be used to determine the weak parts of the structure. The effect of the traveling wave on the energy dissipation system and damping structure is relatively low. The response results of the structure in the case of multipoint consistent excitation obtained by the complex vibration decomposition reaction spectrum method are compared. The method accounts for the effects of nonproportional damping and vibration velocity. Accurate time history results can be obtained by complex vibration decomposition time history analysis.