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研究生:柯詩吟
論文名稱:圓形RC橋柱鋼板包覆耐震補強
論文名稱(外文):Seismic retrofit of existing circular RC bridge columns using steel jacketing
指導教授:黃震興黃震興引用關係
學位類別:碩士
校院名稱:國立臺灣科技大學
系所名稱:營建工程系
學門:工程學門
學類:土木工程學類
論文種類:學術論文
論文出版年:2001
畢業學年度:89
語文別:中文
中文關鍵詞:圓形橋柱鋼板包覆耐震補強RC
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由於國內舊有鋼筋混凝土橋柱之耐震細部可能出現不佳之情形,經由歷年縮尺寸橋柱研究成果,本研究主要針對主筋於塑鉸區搭接、雙C型箍筋、箍筋量不足等等問題,規劃一座實尺寸鋼板補強試體以進行反覆載重試驗,另外,由於此座實尺寸鋼板補強試體混凝土強度嚴重不足,故將此座實尺寸鋼板補強試體予以修復重作,以提出橋柱混凝土強度不足時有效修復方式。以上二座橋柱試體於國家地震中心(NCREE)進行反覆載重試驗,以探討舊有橋柱鋼板包覆補強之有效性及試體是否存在尺寸效應。
本研究另提出一套新的剪力容量評估方法─軟化壓拉桿模型,評估此方法運用於圓形短柱的可行性,經由歷年縮尺寸橋柱試體評估結果,驗証軟化壓拉桿模型可用以評估圓形短柱剪力容量。
Corresponding to the identified weakness of RC bridge column details, retrofitting strategies were proposed for the cyclic loading tests of scaled-down specimens in previous studies. These retrofitting strategies have been proved to be effective in enhancing the seismic resistance of the RC bridge columns. In this study, a full scale retrofitted RC bridge columns with identified weakness will be tested. The concrete strength will be extremely low in the first phase test. Thereafter, the low-strength concrete surrounding the lap splice at the plastic hinge zone will be replaced by high strength concrete and the test will be repeated. Based on the comparison of the test results, it is concluded that the column with extremely low strength concrete may performed satisfactorily with the steel jacketing. In addition, the replacement of low strength concrete surrounding the lap splice at the plastic hinge zone together with steel jacketing can dramatically increase the ductility ratio and energy dissipation capacity of the column.
In addition to the full scale model test, the test results from the previous study will be evaluated for their shear strengths based on the softened strut-and-tie model. It is found that the softened strut-and-tie model may be used to predict the shear strength of the retrofitted columns.
目 錄
第一章 緒論1
1.1 前言1
1.2 研究目的與內容1
第二章 圓形橋柱之韌性分析3
2.1前言3
2.2圍束混凝土之應力-應變曲線3
2.2.1 Manader et al.之圍束混凝土應力-應變理論4
2.2.2 Hoshikuma et al. 之圍束混凝土應力-應變理論7
2.3 鋼筋之應力-應變曲線9
2.4 橋柱斷面分析11
2.4.1 斷面彎矩-曲率曲線11
2.4.2 橋柱之位移韌性比14
第三章 圓形橋柱之補強設計17
3.1前言17
3.2橋柱補強設計原理17
3.2.1橋柱剪力補強設計原理17
3.2.1.1塑鉸發生後柱所引致的剪力 18
3.2.1.2橋柱剪力容量 18
3.2.2橋柱韌性補強設計原理25
3.2.3避免橋柱主筋挫屈之補強設計原理27
3.2.4鋼筋搭接長度不足之補強設計原理28
3.2.5主筋斷筋點附近之補強設計原理29
3.3圓形橋柱鋼板補強厚度設計30
3.3.1橋柱之鋼板剪力補強30
3.3.2橋柱之鋼板韌性補強30
3.3.3避免橋柱主筋挫屈之鋼板補強33
3.3.4避免橋柱主筋搭接長度不足之鋼板補強33
3.3.5圓形橋柱鋼板補強之最小厚度需求35
3.3.6圓形橋柱之鋼板補強高度35
3.4圓形鋼板補強橋柱混凝土強度不足之修復35
第四章 試驗規劃與設計36
4.1 試驗規劃36
4.2 試驗參數37
4.3 試體分析與補強設計38
4.3.1 橋柱之剪力(水平力)耐震評估與補強38
4.3.2 橋柱之韌性評估與補強40
4.3.3 橋柱之預防主筋挫屈評估與補強41
4.3.4 橋柱之主筋搭接長度不足之評估與補強41
4.3.5 鋼板補強之最小厚度及高度41
4.4 修復設計42
4.5 試體材料強度42
4.6 試驗裝置43
4.7 試驗程序44
第五章 試驗結果與分析45
5.1 前言45
5.2 試體實驗觀察45
5.2.1 試體FSCL10045
5.2.2 試體FSCL100-R46
5.3 側向力-位移(水平變位角)遲滯迴圈47
5.4 外部量測系統49
5.5 橋柱斷面曲率50
5.6 柱主筋之行為51
5.6.1 試體FSCL10051
5.6.2 試體FSCL100-R52
5.7 柱箍筋之圍束應變52
5.7.1 試體FSCL10052
5.7.2 試體FSCL100-R53
5.8 鋼板之圍束應變53
5.8.1 試體FSCL10053
5.8.2 試體FSCL100-R54
5.9 理論分析與試驗結果比較54
第六章 結論與建議56
6.1 結論57
6.2 建議53
參考文獻58
附表62
附圖68
附錄A 圓柱橫向箍筋有效剪力強度公式推導
附錄B 橋梁圓形短柱剪力軟化壓拉桿模型計算例
附錄C斷面分析程式使用手冊
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