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Analyses of seismic performance of a code designed reinforced concrete building

机译:规范设计的钢筋混凝土建筑物的抗震性能分析

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This paper studies the inelastic seismic performance of a 12-story reinforced concrete (RC) building. The building utilizes a structural system with moment-resisting frames in the longitudinal direction and a dual structural system consisting of coupled shearwalls and moment--resisting frames in the transverse direction. The frame elements, the shearwalls and the coupling beams are sized and detailed on the basis of the 1994 edition of the Uniform Building Code for seismic Zone 4 (regions of high seismicity). The global and local inelastic behavior of the building in the two orthogonal directions is studied under several earthquake ground motions. Nonlinear concrete behavior, including stiffness degradation and strength loss caused by cracking, crushing of concrete and yielding of steel, is simulated by using the fiber beam-column element of the DRAIN-2D program. Pushover analysis is used to determine the global ductility of the structure. The study indicates that the design strength may be inadequate for some critical earthquakes which tend to induce biased response in the structure. The global response of the building is not much altered when the effect of vertical accelerations is also included. Weak coupling between walls induces large ductility demands in them, which can be directly reduced by increasing the wall strength. Well designed coupled walls are more efficient and economical than isolated walls or weakly coupled walls. Optimum values of beam and wall stiff- ness and strength can be chosen to minimize ductility demands on the walls of a coupled wall system. The coupling between walls appears to become ineffective, due to the simultaneous yielding of coupling beams and walls when a structure is subjected to an early and large displacement pulse, such as that produced by the Northridge earthquake in the near-field. Although the increasing of wall strength decreases the ductility demand, the real challenge, in this case, is to reduce the peak displacement, which is not parti- cularly sensitive to the strength values.
机译:本文研究了12层钢筋混凝土(RC)建筑物的非弹性抗震性能。该建筑采用在纵向上具有抗弯框架的结构系统以及在横向上由耦合的剪力墙和抗弯框架组成的双重结构系统。框架元件,剪力墙和连接梁的尺寸和详细信息基于1994年版《 4区地震(高地震活动区域)统一建筑规范》。在几次地震地面运动下,研究了建筑物在两个正交方向上的整体和局部非弹性行为。使用DRAIN-2D程序的纤维梁柱单元模拟了非线性混凝土行为,包括刚度降低和由开裂,混凝土破碎和钢材屈服引起的强度损失。推覆分析用于确定结构的整体延性。研究表明,设计强度可能不足以应对某些严重地震,这些地震往往会在结构中引起偏向响应。当还包括垂直加速度的影响时,建筑物的整体响应不会有太大变化。壁之间的弱耦合会在壁中引起较大的延展性需求,可通过增加壁强度直接降低其延展性。精心设计的耦合墙比隔离墙或弱耦合墙更有效,更经济。可以选择梁和墙的刚度和强度的最佳值,以最小化对耦合墙系统的墙的延性要求。由于当结构受到早期大位移脉冲(例如近场的北岭地震所产生的脉冲)时,同时产生耦合梁和墙,因此墙之间的耦合变得无效。尽管壁强度的增加降低了延性要求,但在这种情况下,真正的挑战是减小峰值位移,这对强度值不是特别敏感。

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