鋼造梁柱側板補強接頭耐震設計及行為

Seismic Rehabilitation Performance of Steel Side Plate Moment Connections

周中哲(Chung-Che Chou) ； 蔡克銓(Keh-Chyuan Tsai) ； 汪永宇(Yuang-Yu Wang) ； 饒智凱(Chih-Kai Jao)

《中國土木水利工程學刊》 22卷1期 (2010/03) Pp. 85-97

https://doi.org/10.6652/JoCICHE.201003_22(1).0007

摘要

本研究主要探討鋼造建築物梁柱補強接頭之耐震行為，補強接頭的主要方式是採取避免破壞樓板且不會減低樓層淨高度要求下，在鋼梁翼板內側與柱間焊側板增加梁端近柱面之彎矩強度。為證明此補強接頭之耐震行為，共進行四組大尺寸之梁柱接頭反覆載重試驗，其中二組梁柱接頭由高雄市京城凱悅34層鋼骨大樓移除後運至實驗室進行試驗，此梁柱接頭現場焊接工作於1996年前完成，一組為未補強之梁柱接頭，另一組為在工地現場以梁翼內側板補強之梁柱接頭。另二組梁柱補強接頭之焊接工作於2007年在實驗室內完成。未補強梁柱接頭試體在未達AISC（2005）規範規定之4%弧度層間側位移角前斷裂破壞，而三組補強接頭試體在實驗時的韌性行為極佳，均超越AISC（2005）規定之4%弧度層間側位移角的要求，且未發生梁柱接頭焊道斷裂的情形。其中二組試體亦分別進行第二次AISC（2005）反覆載重測試，在歷經第二次反覆載重測試至4%弧度的層間側位移角時，發生較明顯之梁挫屈及強度遞減，但梁柱界面焊道亦未斷裂破壞。本研究並利用非線性有限元素分析程式ABAQUS（2003）模擬梁柱接頭試體，以進一步瞭解梁翼側板傳遞梁彎矩的貢獻，和可能發生接頭破壞的區域。根據實驗及分析結果提出設計方法及範例供工程師補強既有鋼造梁柱接頭參考。

關鍵字

鋼造梁柱補強接頭 ； 側板 ； 既存鋼骨大樓 ； 反覆載重測試 ； 有限元素分析

並列摘要

Moment connections in a steel building located in Kaohsiung, Taiwan were rehabilitated to satisfy seismic requirements based on the 2005 AISC seismic provisions. Construction of the 34-story building was ceased in 1996 due to financial difficulties and was recommenced in 2007 with enhanced connection performance. Steel moment connections in the existing building were constructed by groove welding the beam flanges and bolting the beam web to the column. Four moment connections, two from the existing steel building, were cyclically tested. A non-rehabilitated moment connection with bolted web-welded flanges was tested as a benchmark. Three moment connections rehabilitated by welding full-depth side plates between the column face and beam flange inner side were tested to validate the cyclic performance. Test results revealed that (1) the non-rehabilitated moment connection failed at an interstory drift of 3%, (2) all rehabilitated moment connections exhibited excellent performance, exceeding a 4% drift without fractures of beam flange groove-welded joints, and (3) presence of the full-depth side plates effectively reduced beam flange tensile strain near the column face by almost half compared to the non-rehabilitated moment connection. Two of three rehabilitated connection specimens were even tested twice using the same AISC (2005) loading protocol, leading to a significant strength degradation at an interstory drift of 4% without weld fractures at the beam-to-column interface. The connection specimens were also modeled using the non-linear finite element computer program ABAQUS to further confirm the effectiveness of the side plate in transferring beam moments to the column and to investigate potential sources of connection failure. A design procedure was made based on experimental and analytical studies, and was demonstrated by an example.

並列關鍵字

rehabilitated steel moment connection ； side plate ； existingbuilding ； cyclic test ； finite element analysis