1995年Hall【14】之研究顯示，高樓層建築物遭遇近斷層地震(Near-Fault Ground Motions)時，因此類地震具有快速之位移變化及巨大之速度脈衝，造成結構物上下部運動方向相反導致結構物中間層產生較大之剪力變形，使較明顯之塑性破壞集中於結構物之三分之一至二分之一樓高處，不同於遠域地震(Far-Field Ground Motion)之較明顯之破壞集中於底部，因此使用側推分析或反應譜分析【7】【8】並無法準確預測結構物之破壞行為。
楊【5】之研究結果則證實了Hall【14】之想法，但由於同心斜撐之設計使得斜撐構架-彎矩構架之互制作用(Braced Frame-Moment Frame Interaction)更加明顯，會使破壞位置稍微向上。本文設計四棟35層樓之鋼結構二元系統(Dual System)，滿足國內耐震設計規範及鋼結構設計規範，其分別為(1)斜撐構架之斜撐只加至24層樓(35F24B)；(2)斜撐構架之所有樓層皆使用同心斜撐(35F35B)；(3)於35F35B中加入非線性黏性阻尼器(35F35B+VD)；(4)於楊【5】設計之結構物(本文中使用35F做為代號)中加入非線性黏性阻尼器(35F+VD)等四棟建築物。比較這四棟建築物受到近斷層地震與遠域地震之反應，並針對加裝VD前後對結構物耐震能力之提升做探討。
由研究結果可知，同樣為符合耐震設計規範及鋼結構設計規範之建築物，因設計方式不同，結構物會有不同之特性，當近斷層地震之鞭狀反應【6】出現，皆會造成結構物極大之破壞，但不同結構物之反應卻有所不同，例如出現最大破壞之位置並未完全有一致性，其中仍有許多不確定之因素影響，須待後續研究探討。

The damage features of flexible or long period buildings subject to near-fault ground motions have been demonstrated by Hall et al in 1995【14】. The intensive velocity and/or displacement pulses of the near-fault ground motions have been recognized as one of the major causes for the severe damages to the building structures. In addition, this damage features are different than those induced by far-field ground motions. The conventional quasi-static design and dynamic response spectrum analysis can hardly predict these damage features【14】, consequently challenges arise for the in-depth understanding of the dynamic inelastic responses of high-rise buildings to near-fault ground motions.
In a pilot study of this research series conducted by Yang【5】, there were a few interesting disclosures: (1) the most severe damages of a 35-story dual system composed of concentrically braced frames and moment resisting frames were located at about 40% height of the building rather than at the lower stories; (2) whip-like responses were obvious during the ground shaking; and (3) the damaging pattern of the building can hardly be predictable by structural dynamics theory such as vibration mode shapes, response spectrum analysis, lateral force distribution. Succeeding the pilot study, four 35-story dual systems were designed for this study with different brace arrangement and supplemental dampers. It was concluded that (1) the concentrical braces installed up to about two third of the height of the building may cause severe damages around the locations of abrupt stiffness change, i.e. the termination of brace installation; (2) whip-like behavior was obvious; (3) the damage locations of the dual system with braces install to the full height of the build may suffer severe damages around the locations of curvature inflection due to braced frame-moment frame interaction similar to the wall-frame interaction of reinforced concrete structures; (4) viscous dampers can help resisting the near-fault ground motions and in some cases the lateral deformation pattern of the building was changed due to the inclusion of viscous dampers; and (5) different near-fault ground motions such as TCU052 of 1999 Chi-Chi quake and HWA019 of 2018 Hualien quake might cause different damage patterns to the structures, the damages to the structures by the two near-fault ground motions were both catastrophic though. Further studies are needed to further identify the damage features of high-rise buildings to near-fault ground motions such that some effective design recommendations can be drawn.

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