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研究生:施俊泰
研究生(外文):Jiunn-Tay Shih
論文名稱:建築結構地震易損性曲線之初步研究
論文名稱(外文):Preliminary Study of the Fragility Curve
指導教授:陳瑞華陳瑞華引用關係
指導教授(外文):Rwey-Hua Chen
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:1999
畢業學年度:87
語文別:中文
論文頁數:174
中文關鍵詞:易損性曲線建築物能耐曲線耐震需求頻譜損害
外文關鍵詞:fragility curvesbuilding capacity curvesdemand spectrumdamage
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美國及日本為了建立防災體系,積極從事地震災害的評估,希望能夠預估強烈地震來臨時,所造成之各類型損害,包括社會、經濟、生命財產以及公共設施等直接與間接的損失。其中建築結構之損壞是導致生命財產損失之重要因素,故對建築物之損害評估為相當重要之研究課題。建築物之易損性曲線(fragility curve),亦稱為破壞度曲線,是用以描述建築物遭受地震時之受災程度,並將建築物之損害狀態量化。目前國家地震中心由美國引進HAZUS97軟體,正著手依據台灣本土性資料建立HAZ-Taiwan,評估地震災害損失;而本土化之建築物易損性曲線,為評估建築物地震災害損失之基礎。本文探討易損性曲線之各種求取方法,包括HAZUS97所用之等值靜力分析、非線性動力分析與震災資料統計等方法。並以等值靜力分析方法,利用多段直線模擬新建台北市鋼構造建築物(韌性抗彎矩構架與偏心斜撐構架)之能耐曲線(capacity curve),並利用台北盆地之結構反應譜轉化為耐震需求頻譜,初步計算相應之易損性曲線。
Fragility curves can be used to describe the probabilities of slight, moderate, extensive and complete damages to building structures under seismic loads. This study reviews three different methods in deriving fragility curves, including empirical methods, nonlinear dynamic methods and nonlinear static methods.
Preliminary estimates of the fragility curves of steel special moment-resisting frame buildings and steel eccentrically brace frame buildings in Taipei area are presented in this study. The derivation is based on an equivalent-static method. This method adopts a piecewise linear function to simulate the building capacity curve, and transforms code-specified Taipei earthquake response spectrum into the demand spectrum. The intersection of the building capacity curve and the demand spectrum represents the maximum response of a building under seismic load. After considering the uncertainty in the building capacity curve and the demand spectrum, one can determine the probability that the maximum displacement will be greater than the spectral displacement corresponding to a given damage state. Fragility curves can then be constructed by considering different levels of seismic loads.
第一章 緒論1
1.1研究動機與目的1
1.2研究內容與範圍1
1.3本文章節架構3
第二章 震災資料統計分析方法5
2.1前言5
2.2地震損害資料之收集與分類5
2.3易損性曲線之求取6
第三章 等值靜力分析方法8
3.1前言8
3.2建築物能耐曲線之評估8
3.2.1 建築物能耐曲線之分類9
3.2.2 建築物建造年代對建築物能耐曲線之影響9
3.2.3 建築物能耐曲線之求取10
3.2.4 特殊用途建築物之能耐曲線評估12
3.3耐震需求頻譜之評估12
3.4損害狀態與最大位移反應之關係15
3.5易損性曲線之評估18
第四章 非線性動力分析方法20
4.1前言20
4.2結構分析模式之選擇21
4.2.1單自由度模式21
4.2.2剪力梁模式22
4.2.3混合模式22
4.2.4離散鉸模式23
4.3構件損害指標函數之決定24
4.3.1Park and Ang指標24
4.3.2McCabe-Hall指標26
4.3.3塑性疲乏指標28
4.3.4低迴圈數疲乏指標29
4.4隨機地表加速度歷時之求取34
4.5易損性曲線之求取流程35
4.6非線性動力分析方法所需收集之資料37
第五章 評估台北市鋼構造建築物易損性曲線40
5.1前言40
5.2以等值靜力分析方法建立台北鋼構建築物能耐曲線41
5.2.1 建築物能耐曲線控制點之求取41
5.2.2 建築物能耐曲線之建立44
5.2.2.1以三次曲線模擬45
5.2.2.2以二次曲線模擬46
5.2.2.3以多段直線模擬46
5.2.2.4以一直線模擬47
5.2.3 建築物能耐曲線之函數型式與不確定性47
5.3耐震需求頻譜之推求50
5.4易損性曲線之求取54
5.4.1 耐震需求頻譜之調整方法55
5.4.2 交點狀況及分佈之推求56
5.4.3 易損性曲線之求取60
5.5結果與討論62
第六章 結論與建議65
6.1結論65
6.2建議66
附錄134
參考文獻 165
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