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研究生： 郭武威
Wu-Wei Kuo
論文名稱： 在地震力作用下非韌性鋼筋混凝土構架倒塌行為研究
Study on the Collapse Behavior of Nonductile Reinforced Concrete Frames Subjected to Earthquake Loadings
指導教授： 林英俊
Ing-Jaung Lin
黃世建
Shyh-Jiann Hwang
口試委員: 林建宏
none
蔡益超
none
張國鎮
none
羅俊雄
none
陳正誠
none
學位類別： 博士
Doctor
系所名稱： 工程學院 - 營建工程系
Department of Civil and Construction Engineering
論文出版年： 2008
畢業學年度： 97
語文別： 中文
論文頁數： 542
中文關鍵詞： 鋼筋混凝土 、倒塌 、剪力強度 、非韌性配筋 、搭接 、翼牆
外文關鍵詞： non-ductile detailing, shear strength, collapse, reinforced concrete, lap splice, wing wall
相關次數： 點閱：631  下載：6 
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    • 921集集大地震中為數不少的鋼筋混凝土建築嚴重受損甚至倒塌，並造成重大之損失。倒塌之鋼筋混凝土建築物大多都因為柱之垂直承載力喪失所致。從受損的柱發現多數為非韌性配筋，意即柱箍筋間距過大或不具備耐震135度彎鉤，而使得這些柱可能無法具備良好之消能與變形能力。因此，本研究為了要了解非韌性配筋之鋼筋混凝土柱其動態倒塌行為，遂執行四座單層三跨之非韌性配筋鋼筋混凝土構架振動台實驗，並採用921地震記錄作為輸入之地表加速度歷時。每座構架試體均由兩根韌性柱與兩根非韌性柱所組成，而變化之參數包括非韌性柱主筋在柱底端搭接之有無，與在非韌性柱旁採用翼牆補強等。
    實驗結果顯示撓曲強度主控之非韌性配筋柱，其在撓曲強度達到後，大約在3.5%至4.0%之層間側位移才會開始側力強度之衰減，而剪力破壞發生之位移約在4.5%至5.5%左右。此顯示即便是低軸力、非韌性配筋且撓曲主控之鋼筋混凝土柱，其仍有不差之位移能力。另一方面在剪力破壞後，柱體之垂直承載能力開始下降，而喪失之垂直承載力可藉由構架來進行軸向載重之重分配。
    非韌性配筋柱底端其3號主筋若採用30db之長度進行搭接，柱體之標稱彎矩強度可以發展出來。由於搭接所造成之握裹劈裂破壞，會使得柱體在單一方向產生大量之位移但強度可維持之特殊現象，不過在另一方向其位移能力則明顯小於未搭接之柱體，因此因搭接破壞造成之大量位移僅能夠在單一方向出現。30db之搭接長度應只適用於六號或六號以下之鋼筋，且必須採用甲級搭接型式，方可確保滿足現行規範之要求。
    在非韌性搭接柱旁增設翼牆，除了增加柱體之初始勁度、最大側力強度外，在延長柱體之位移能力、延緩側力強度之衰減與增加整個構架系統之穩定度上，都有顯著之效果與貢獻。在翼牆與柱體之交界面處，需注意其界面剪力強度是否足夠，如此柱牆一體聯合作用之機制才能有效發展出來，也就不會因界面破壞造成柱牆脫開，使得補強效果大打折扣。
    在分析方面，本研究建議了一套鋼筋混凝土梁、柱桿件之力傳遞機制，與側力位移曲線之評估方法。前者係考量構件之尺寸，箍筋的配置與混凝土的強度來決定桿件中D區域與B區域之大小，此與現行ACI 318-05規範只看構件尺寸來劃分D、B區域之觀點不甚相同。經與既有梁之測試資料庫比對後顯示，現行規範之方法簡單且有效，而本研究建議方法雖較為複雜，但其確實考量剪力之傳遞機制與相關破壞模式，故有再研究發展之空間。本文建議之側力位移曲線之評估方法，係先計算桿件之強度以便區分破壞模式，共分為撓剪破壞與撓曲破壞兩種，而各自都有其所對應之側力位移曲線。建議之側力位移曲線與四個試體之實驗曲線比對，顯示兩座原型試體有較好的預測結果，但在搭接試體與翼牆補強試體則無法反映出因搭接破壞引致位移放大之側力位移關係。
    本文之最後一部分，係將目前既有之側力位移曲線預測方法與實驗曲線進行比對，以確認各方法在動態倒塌構架上之適用性。結果顯示Zhu et al.有最貼近實驗側力位移曲線之預測，而現行規範ASCE 41之修正版本仍屬保守，卻已大大改善FEMA 356 在位移預測上過於保守之缺失，並且也修正FEMA 356初期勁度過大之問題。

    During the 1999 Chi-Chi Taiwan earthquake, a large number of older buildings sustained severe damage or complete failure, and there were thousands of casualties and a great loss of property. A large majority of building collapse resulted from the loss of vertical-load carrying capacities of columns. Most of damaged columns were found with non-ductile detailing, such as widely spaced hoops with 90 degree end hooks. These columns are known to have poor seismic performance in terms of ductility and energy dissipation capacity. Therefore, shake table tests of four 1-story-3-bay reinforced concrete frames using 921 earthquake records were conducted to study the dynamic collapse behavior of non-ductile columns. Each specimen was composed of 2 ductile columns and 2 non-ductile columns. Test variables considered were lap splice on longitudinal bars at the bottom of non-ductile columns and retrofitting using wing walls.
    Test results showed that the onset of degradation of lateral resistance was about at the story drift ratio of 3.5% to 4.5% for non-ductile columns dominated by flexural strength, and shear failure took place at the drift ratio of around 4.5% to 5.5%. This indicated that nonductile reinforced concrete columns with low axial loads, dominated by flexural strength, provided acceptable drift capacity. After shear failure, the axial load carrying capacity of nonductile columns started to decrease, and the axial load could be redistributed by the frame system.
    No.3 rebars of 30db lap splice lengths in non-ductile columns could yield and the section reached the nominal flexural strength, although the hoops were widely spaced with non-seismic end hooks. Bond slip failure of columns caused different response in positive and negative direction. The large deformation along with sustained strength after bond slip failure of lap splice could occur only once in this study, which was not observed in the negative direction. Therefore, the drift capacity was less than that of columns without any lap splice. However, if larger rebars (no smaller than No. 7) with 30db lap splice lengths in real full scaled structures, the required lap splice lengths calculated from current ACI 318-05 code will exceed 30db; therefore, lap splice lengths of 30db is only allowable for small size rebars (no larger than No. 6).
    Retrofitted using wing walls not only increased the initial stiffness and lateral resistance of nonductile columns, but also obviously enlarged the drift capacity, slowed down the degradation of lateral resistance and increased the stability of the frame system. However, due to the separation of wing walls from columns at the early stage, the combination of these elements could not be developed effectively; therefore, in practice the interface shear capacity should be checked in advance to avoid failure occurred as in this study.
    On the other hand, force transfer mechanism of reinforced concrete beam column elements and methods on how to establish the force displacement curve of columns were also proposed in this study. The proposed force transfer mechanism, considering the size of members, transverse reinforcement and concrete strength to determine the domain of D and B regions of elements, has conceptual discrepancies with the current ACI 318-05 code, which assumes that the dimension of the D-region is only related to the height of the member. Comparing the solutions of the proposed method with the 198 test data from the literature, the ACI 318-05 code provides a simple and effective design procedure for the shear strength estimation, while the proposed approach is more complicated but bears more physical significance. The proposed force displacement curves, including flexural failure and flexural shear failure, were compared with experimental results. Two prototype specimens could be reasonably predicted, while the large displacement caused by lap splice failure was unable to be modeled accurately.
    Finally, four existing methods to predict the force displacement relationship were compared with the test results to verify the applicability of predictive models under dynamic loadings. Predications by Zhu et al. showed the closest trend with experimental curves, and the updated version of ASCE/SEI 41-06 code gave the conservative predictions on drift capacity, which improved the over conservatism of drift capacity and unrealistic initial stiffness predicted by FEMA 356.

    中文摘要 英文摘要 誌謝 表索引 V 圖索引 VII 符號說明 XXI 第一章 緒論 1.1 研究背景 1 1.2 研究目的與範疇 2 1.3 研究方法 3 1.4 預期成果與本文架構 4 第二章 文獻回顧 2.1 前言 5 2.2 振動台實驗 5 2.2.1 ELWOOD雙跨單層構架振動台實驗 5 2.2.2 GHANNOUN三跨三層構架振動台實驗 6 2.2.3吳俊霖單跨單層構架振動台實驗 7 2.3 柱側力位移曲線預測 7 2.3.1 ELWOOD AND MOEHLE之預測公式 7 2.3.2 ZHU AND ELWOOD之預測公式 8 2.3.3 FEMA 356與ASCE/SEI 41-06之預測公式 10 2.3.4 ASCE/SEI 41-06 UPDATE之預測公式 11 2.3.5涂耀賢之預測公式 12 第三章 試驗規劃 3.1 試驗背景 19 3.2 試體設計 19 3.2.1 原型試體 20 3.2.2 柱主筋搭接試體 23 3.2.3 翼牆補強試體 24 3.3 試體製作 25 3.4 試體安裝與試驗佈置 28 3.5 量測系統 30 3.6 地震歷時輸入 31 3.7 測試步驟 32 第四章 試驗結果與討論 4.1 前言 35 4.2 材料試驗 35 4.3 振動台反應 35 4.4 柱之初始軸力 36 4.5 原型試體P1試體結果 37 4.6 柱主筋搭接試體L試體結果 51 4.7 原型試體P2試體結果 65 4.8 翼牆補強試體W試體結果 75 第五章 不同結構參數之影響與比較 5.1 前言 91 5.2 原型試體P1與原型試體P2比較 91 5.3 原型試體P1與柱主筋搭接試體L比較 94 5.4 柱主筋搭接試體L與翼牆補強試體W比較 98 5.5 原型試體P2與翼牆補強試體W比較 103 第六章 預測模型與試驗結果之比較 6.1 前言 109 6.2 梁傳力機制與強度預測模型 109 6.2.1 前言 109 6.2.2 現行ACI 318-05規範方法 110 6.2.3 建議模型 112 6.2.4 試驗值與分析之比對 117 6.2.5 參數分析 124 6.2.6 小結 125 6.3 柱傳力機制與強度預測模型 126 6.4 柱側力強度點之位移預測 131 6.5 柱撓剪破壞起始點之位移預測 136 6.6 柱側力位移曲線之預測 138 6.6.1 柱體破壞模式之認定 138 6.6.2 撓剪破壞側力位移曲線之建立 139 6.6.3 撓曲破壞側力位移曲線之建立 141 6.6.4 柱體強度與破壞模式之預測結果 141 6.6.5 柱側力位移曲線預測結果 145 6.7 現有分析模型之比較 149 第七章 結論與建議 7.1 前言 155 7.2 結論與建議 155 7.2.1 實驗觀察 155 7.2.2 分析結果 157 7.2.3 小結 159 7.3 未來研究展望 159 參考文獻 163 本文圖表 171 附錄 A 實驗資料處理 493 B 量測儀器其編號及說明 496 C TCU082地震記錄歷時 508 D 柱體側力位移曲線計算範例 508 E 數位影像量測與傳統位移計LTDS之差異 537 作者簡介

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