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研究生： 林石星
Ika - Bali
論文名稱： 低矮型RC剪力牆側向載重位移曲線預測之研究與應用
An Analytical Study of Lateral Load-Deflection Curves of Low-Rise RC Shear Walls and Its Application
指導教授： 林英俊
Ing-Jaung Lin
黃世建
Shyh-Jiann Hwang
口試委員: 蔡益超
I-Chau Tsai
方一匡
I-Kuang Fang
林建宏
Chien-Hung Lin
張國鎮
Kuo-Chun Chang
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： 2007
畢業學年度： 95
語文別： 英文
論文頁數： 215
中文關鍵詞： 鋼筋混凝土 、雙曲率 、低矮型 、剪力牆 、強度 、變位 、壓桿，拉桿
外文關鍵詞： double-curvature, strut, tie
相關次數： 點閱：285  下載：24 
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  •  上一筆

    • 於1999年及2006年發生之台灣集集與印尼日惹之大地震，其勘災報告均顯示低矮型鋼筋混凝土建築容易在地震中受損。房屋耐震能力不足主要係因桿件強度不足與非韌性配筋之結構特性所致。然而為數不少具有足夠數量隔間牆之低矮型鋼筋混凝土房屋，卻能夠在集集地震之侵襲存活下來。
    強度不足且具有非韌性配筋之鋼筋混凝土構架，可以藉由剪力牆補強之方式來提升其耐震能力。換言之，剪力牆可用來增加垂直構件之強度並降低其韌性需求。考慮實際之結構物中，牆體的頂端跟整個強力樓版系統相互連接，因此本研究建議以雙曲率變形之剪力牆來當作一種補強之替代方案。
    本研究的目的是要發展一套評估低矮型鋼筋混凝土雙曲率變形剪力牆，其力量與位移關係之解析模型。前述之載重位移曲線包含開裂點，極限點以及殘餘強度等三個階段。開裂點可用材料力學的方法來計算，而強度可取撓曲與剪力強度這兩者之小值。撓曲強度可用規範公式來決定，而剪力強度則採用軟化壓拉桿模型來計算。牆體的側向位移由撓曲位移，剪力位移與滑移位移這三個部分所組成。至於強度後之殘餘強度，本研究修正ATC-40針對最終倒塌發生點之建議。
    計算所得之載重位移曲線與既有的實驗數據進行比對，其至強度點階段均有不錯之結果。具有橫向剪力鋼筋的牆試體，其強度後的行為與預測的曲線趨勢接近。然而，無配置橫向剪力鋼筋的牆試體，其實驗結果與預測曲線之差異性較大。
    根據高寬比在2附近之雙曲率與單曲率變形剪力牆之比較，本研究顯示雙曲率變形剪力牆之剪力勁度與單曲率變形剪力牆之剪力勁度有些輕微之差異。針對實務應用而言，可假設採用相同之剪力勁度來進行設計。
    在建議模型之應用上，雙曲率變形之翼牆可用來補強一棟四層樓之教室結構。本研究顯示若以雙曲率變形之剪力牆進行補強，可以有效提升低矮型鋼筋混凝土建築之耐震能力。

    The post-earthquake reconnaissance reports of the 1999 Chi-Chi earthquake and the 2006 Yogyakarta earthquake indicated that the low-rise reinforced concrete buildings were highly prone to earthquake damages. Major problem of the insufficient member strength and the non-ductile detailing members caused the insufficient seismic capacity of buildings. On the contrary, a significant amount of the low-rise RC buildings with sufficient partition walls survived from the Chi-Chi earthquake.
    The insufficient seismic capacity of RC frames with insufficient member strength and non-ductile detailing members can be effectively retrofitted using shear walls. In this regard, shear walls are used to enhance the strength of the vertical members and reduce the ductility demand. Consider in real structures the top of wall is always connected to the strong diaphragm, this study proposes double-curvature behavior of shear walls to be used as an alternative tool for retrofitting scheme.
    The objective of this study is to develop an analytical model for estimation of load-deflection curves of the low-rise RC shear walls which consists of cracking, strength, and post strength points. The cracking point is calculated using a strength-of-material approach, and ultimate strength is estimated as the smaller value of flexural and shear strengths. The flexural strength is determined by a sectional analysis, and the shear strength is predicted using the softened strut-and-tie model. The corresponding lateral deflection is determined using summation of its flexibility sources of bending, shear and slip. For the post strength point, this study modified the point where final collapse and lost of gravity load capacity occur as suggested by ATC-40.
    The calculated load-deflection curve up to ultimate point shows reasonable correlation with the previous reported experimental results. The negative slope of post strength curve has a reasonable tendency with the reported experimental results of specimens with horizontal shear reinforcement. However, it shows large deviation for the specimens without the horizontal shear reinforcement.
    According to the comparison of double-curvature and single-curvature walls with height-to-length ratio around two, the study notes that shear stiffness of double-curvature wall was slightly different than that of the single-curvature wall. For practical design implementation, it can be assumed using the same value of shear stiffness.
    For application of the proposed model, double-curvature wing walls are used in retrofitting scheme of a four story classroom building. This study indicates that double-curvature shear walls can be effectively used in retrofitting of insufficient seismic capacity of low-rise reinforced concrete buildings.

    1 INTRODUCTION 1 1.1 Background 1 1.2 Objective and Scope 4 1.3 Organization 5 2 LITERATURE SURVEYS 7 2.1 Introduction 7 2.2 Cracking Strength 7 2.3 Shear Strength 8 2.3.1 ACI 318-05 Code 8 2.3.2 Softened Strut-and-Tie Model 9 2.3.3 Simplified Procedure of Softened Strut-and-Tie Model 13 2.4 Deflection 16 2.4.1 Flexural Deflection 16 2.4.2 Shear Deflection 16 2.4.3 Slip Deflection 17 2.5 Post Strength Point 18 2.6 Column Behavior 19 2.6.1 Flexural, Flexural-Shear and Shear Failures 19 2.6.2 Shear and Axial-Load Failure Deflection Point 20 2.7 Seismic Assessment 21 3 DERIVATION OF ANALYTICAL MODEL 24 3.1 Introduction 24 3.2 Prediction of Cracking Point 24 3.3 Prediction of Ultimate Point 26 3.4 Prediction of Post Strength Point 31 3.5 Shear Wall Model in Retrofitting 31 4 EXPERIMENTAL VERIFICATION 34 4.1 Introduction 34 4.1.1 Double-Curvature Wall 35 4.1.2 Single-Curvature Wall 36 4.2 Verification of Double-Curvature Walls 36 4.2.1 Lopes’ Specimens 36 4.2.1.1 Comparison of Lateral Load-Deflection Curves 36 4.2.1.2 Horizontal and Vertical Strains 37 4.2.2 Hidalgo et al.’s Specimens 38 4.2.2.1 Comparison of Lateral Load-Deflection Curves 38 4.2.2.2 Effect of Horizontal Shear Reinfocement 40 4.2.2.3 Contribution of Flexibilty Sources 41 4.3 Verification of Single-Curvature Walls 42 4.3.1 Pilakoutas’ Specimens 42 4.3.2 Lefas et al.’s Specimens 42 4.4 ACI Calculation for Double-Curvature and Single-Curvature Walls 43 4.5 Case Study of Single-Curvature versus Double-Curvature 45 4.6 Summary of Comparison 46 4.7 Design Implementation 47 5 APPLICATION OF SHEAR WALLS IN RETROFITTING 49 5.1 Introduction 49 5.2 Selected Specimen 49 5.3 Retrofitting Application of Double-Curvature Wall 50 5.4 Result and Discussion 52 5.4.1 Prototype Building 53 5.4.2 1~4F Retrofitted Building 53 5.4.3 1~2F Retrofitted Building 54 5.4.4 1~3F Retrofitted Building 54 5.5 Evaluation of Story Capacity 55 6 CONCLUSION 58 6.1 Summary and Conclusion 58 6.2 Future Study 60 REFERENCES 61 TABLES AND FIGURES 65 APPENDIX 137 A Application of Wing Walls in Retrofitting (New Scheme) 137 B Specimen Characteristics and Experimental Results 150 C Illustrative Example of Double-Curvature Wall 206 D Illustrative Example of Single-Curvature Wall 211

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