Preliminary Evaluation On The Seismic Behavior Of Super High-rise Structure Examples On The Support Of PERFORM3D Software

In recent years, significant development on the performance-based seismic designand computerized numerical simulation technology has been made in academia andearthquake engineering, and especially the American academic institutes publishedsome important guiding documents on the seismic performance-based design forhigh-rise buildings. These are quite valuable for improving the performance design ofhigh-rise buildings in China. Currently, increasing domestic out-of-code high-risebuildings apply performance-based design and a great deal of valuable engineeringexperience is accumulated. When the new version of Chinese code for seismic design ofbuilding (GB50011-2010) published, it formally incorporated the performance-baseddesign method for purpose of design was and provided a reference for the seismicperformance design objective and design procedure of structures and components. Inthis context, the research in this paper has been arranged to accomplish the followingwork:①Making a comprehensive review to some issues related to the seismicperformance-based design research worldwide.②Thoroughly introducing the analysis and seismic structural modeling procedureutilizing the PERFORM3D software which can evaluate three-dimensional nonlinearseismic behaviors of structures.③Designing an ultra-class-A frame-tube reinforced concrete structure accordingChinese codes, then conducting the nonlinear dynamic time history analysis with theinput of the rarely-met level earthquake and making a seismic performance evaluation.Assessing the damage status using the damage evaluation criterion provided by the newversion of Chinese seismic design code and drawing a comparison with the damagestatus obtained from nonlinear dynamic time-history analysis.④Choosing a practical structure which is a ultra-class-B frame-tube building withits core tube connecting to the frame by pin-connected, then evaluating the seismicperformance of the structure and utilizing the incremental dynamic analysis method toassess building system carrying capacity with rarely-met level earthquake input.The conclusions can be obtained by the work above as follows:①When the lateral stiffness of the ultra-class-A frame-tube structure designed bythe minimum limits of Chinese code at Y axis, the structure performance objective meets the design target which is “designing by frequently-occurred earthquake and thenno-collapsing with rarely-met level earthquake”, and the structure damage status is inmedium level with the rarely-met level earthquake input. When this structure’s lateralstiffness is controlled by conventional design value at X axis, the structure performanceobjective also meets the target--“designing by frequently-occurred earthquake and thenno-collapsing with rarely-met level earthquake”, and the structure damage status is inmedium level.②When according to the second section of provision3.10.3of the Code forseismic design of building (GB50011-2010) to assess the building damage status, theresult can not meet with the result from nonlinear time-history analysis. The codeprovision make a more conservative evaluation and the limit of nonlinear inter-storydisplacement evaluation value is partial strict for this building.③The results from nonlinear dynamic time-history analysis for the ultra-class-Bframe-tube structure with rarely-met level earthquake input show: This structuralscheme has a good performance with lateral stiffness when the frame is pin-connectedwith the tube core. With the tube core carrying all the earthquake loads and the framejust carrying the gravity loads, this structural scheme can perform a nonlinear inter-storydisplacement value with a considerable margin from the limit value of codes with therarely-met level earthquake input.④The incremental dynamic analysis for the class-B tall framed-tube building iscarried out utilizing a method of amplifying the peak acceleration of ground motion.After analyzing these three ground motions input, though the analysis results are muchdiscrete, the minimum value of structure carrying capacity from collapse level torarely-met level earthquake is2.8times.