| 姓名 | 紀文龍(Wen-Lung Chi) | 電子郵件信箱 | E-mail 資料不公開 | |
| 畢業系所 | 營建工程系碩士班(Department and Graduate Institute of Constrction Engineering) | |||
| 畢業學位 | 碩士(Master) | 畢業時期 | 91學年第2學期 | |
| 論文名稱(中) | 利用SHAKE程式對台中盆地地盤放大效應行為之研究 | |||
| 論文名稱(英) | Study of Site Amplification Effect in Taichung Basin Using SHAKE Program | |||
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論文使用權限 | 校內外完全公開 | |
| 論文語文/頁數 | 中文/104 | |||
| 摘要(中) | 摘要 本文以台中盆地之相關動力參數及集集地震之完整地震記錄，利用分析程式SHAKE 91，由地表尖峰加速度及反應譜兩方面之分析結果，探討台中盆地之地表尖峰加速度放大係數、顯著周期、反應譜放大係數以及建築物耐震設計規範在台中盆地之適用性。 在台中盆地內地表尖峰加速度放大係數MA,S，隨岩盤深度增加而減小。將土層概分為兩層分析後，地層表面之非礫石表土層有增加放大效應之現象，厚度在5m以上時，其影響愈形顯著。礫石層頂部之放大係數，亦隨礫石層厚度的增加而減小。綜合分析之結果，可建立台中盆地地表加速度放大係數與岩盤深度之關係式。 在不同大小岩盤加速度作用之地表加速度反應譜中，當岩盤加速度較小時，台中盆地之顯著周期約在0.35〜0.55sec之間；隨岩盤加速度的增加，則出現第二個顯著周期，約在0.8〜1.1sec之間，且較深的岩盤深度則需較大的岩盤加速度才會出現第二顯著周期。因此由地表加速度PGAS來看，在PGAS大於0.2g後第二顯著周期才會較為明顯。 較大的岩盤加速度作用時，在反應譜放大係數曲線中主要之共振周期會與顯著周期一致，此可間接印證耐震設計時，以反應譜之顯著周期作為共振周期之合理性；在不同岩盤深度與岩盤加速度，反應譜放大係數之最大值並無太大之變化，平均值約在4〜5之間。由反應譜放大係數之分析結果，可得到台中盆地簡化之反應譜放大係數曲線與結構體自然周期之關係式。 依據現行建築物耐震設計規範及2000年修正草案相關規定，建立地表加速度反應譜後，再與兩版本規範之水平加速度反應譜係數曲線比較。現行建築物耐震設計規範，為一般且高度不高之結構體良好的耐震設計參考依據；而2000年之修正草案，則有易低估長周反應之情況。 | |||
| 摘要(英) | Abstract The study used SHAKE91 to analyze the coefficient of the peak ground acceleration amplification, the predominant period, the coefficient of response spectrum amplification and the applicability of the Taiwan building seismic design code in Taichung basin. The coefficient of the peak ground acceleration amplification will lessen with the depth increase of the bedrock. Dividing the soil layers into two soil types, the non-gravel layer near ground surface increases the effect of the amplification. When the thickness is more than 5 meters, its influence on the amplification is clear. The coefficient of amplification at the top of gravel layer also decreases with the depth increase of the bedrock. The first predominant period of the Taichung basin is about 0.35〜0.55sec. The second predominant period accompany the strength of motion increase in the bedrock will be clearer. When PGAS (Peak Ground Acceleration) great than 0.2g, the second predominant period will be more clearly to identified in the range of 0.8〜1.1sec. The period of resonance and the predominant period are nearly identical when strong motion. The coefficient of response spectrum amplification is almost the same when different depth or the strength of motion. The average of maximum value is about 4〜5. According to the currently building seismic design code and the protocol of modification building seismic design code then make the acceleration response spectrum and compare the applicability of the two version code. The currently building seismic design code is the nice referral with the normal and low building. But the protocol of modification building seismic design code is prone to underestimate the response of long period. | |||
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