混凝土填充型鋼管柱（concrete-filled tube columns或簡稱CFT柱）容易製造且具經濟性，在中高層耐震房屋結構具有高度競爭力。在CFT柱中，鋼管斷面與混凝土之間有界面剪力傳遞之需求，工程實務通常採用剪力釘來提供界面剪力強度。由於銲接可及性的問題，可能遇到鋼管內側無法施銲剪力釘的現象。為了解決CFT柱無法或不容易施銲剪力釘這個問題，因此開發出一個適合方形CFT柱，且可由鋼管外部安裝之高強度新型式剪力連接物，稱為「角隅剪力連接物」。
本研究完成6個系列共22個含角隅剪力連接物方形CFT push-out試體之試驗，完成2個系列共8支大尺寸梁-方形CFT柱子試體之撓曲反復側向載重試驗，同時蒐集53個含角隅剪力連接物方形CFT push-out試體之試驗結果。針對上述所有試體進行試驗觀察及試驗數據統計分析，可獲得結論如下：（1）角隅剪力連接物由鋼管外部安裝是可行的，達到本研究預期效果且可以發展出很高的強度。（2）印證聯合承壓面積的概念是可行的，CFT斷面尺寸在600×600範圍以內皆適用。（3）已釐清角隅剪力連接物之強度發展機制，強度發展機制有兩個。一個是相對滑動量5 mm以下之機制，另一個是相對滑動量30 mm以後之機制。（4）本研究認為，鋼管與混凝土間之實際相對滑動量並不大，相對滑動量5 mm以下之機制，才應是屬於工程實務可用範圍。本研究建立相對滑動量5 mm以下之強度評估公式，其準確度甚高。（5）角隅剪力連接物之強度需求甚低，本研究提供角隅剪力連接物之細部設計方法供設計者參考使用，在適用範圍內應屬相當保守。（6）鋼管與混凝土交界面不論有無握裹強度，對CFT柱耐震行為之影響，大概只有5 %。（7）CFT柱配置剪力釘或角隅剪力連接物，可以小幅度提升CFT柱之耐震性能。

The concrete-filled tube (CFT) is economical, especially in mid-rise building, and is easy to be fabricated. In a composite column, there exist interfacial shear force which need to be transferred between concrete and steel. Commonly, this interfacial shear force is transferred through shear connectors, which are difficult or even impossible to be applied to the inner side of a prefabricated tube section. As a solution to this problem, a new type of shear connector which can be installed outside the CFT column, named the corner shear connector, was developed. In this study, a total of 22 push-out test specimens using the corner shear connectors and 8 larger scale beam-to-CFT column assemblage specimens subjected to cyclic flexural loading were tested. In addition, a total of 53 push-out test specimens using corner shear connectors results were collected. Based on the test results and data analysis, some conclusions are drawn as following: (1) The construction method for corner shear connector installed from outside of CFT column is feasible and the strength that can be developed by the CFT column installed with corner shear connector is sufficiently high. (2) The idea of using the jointed bearing area to calculate the bearing strength of the corner shear connectors is feasible in CFT with dimension not larger than 600×600. (3) The corner shear connectors have two strength development mechanism, when the relative slip is less than 5 mm and when the relative slip is larger than 30 mm. (4) The large-scale beam-column assemblage test reveal that the actual relative slip between steel tube and concrete is relatively small and therefore, the strength development mechanism when the relative slip is less than 5 mm is more suitable for practical use. (5) The strength requirement of corner shear connectors is relatively low. A design method for corner shear connector is proposed in this study, which is quite conservative within the scope of application. (6) The effect of the presence of bond strength between steel and concrete interface to seismic performance of a CFT column is very limited, only around 5%. (7) The seismic performance of a CFT column installed with shear studs or corner shear connectors is only slightly improved.

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