【摘要】：鋼筋混凝土偏心受壓構(gòu)件的二階效應(yīng)一直是鋼筋混凝土結(jié)構(gòu)研究的重要內(nèi)容,雖然國內(nèi)外學(xué)者已進(jìn)行了大量的研究,并取得了很多成果,且一些成果已應(yīng)用于結(jié)構(gòu)設(shè)計(jì)規(guī)范中,但由于問題的復(fù)雜性,很多方面還不夠完善,還需要進(jìn)行深入的研究。本文對(duì)鋼筋混凝土軸心受壓構(gòu)件的非線性穩(wěn)定性、偏心受壓構(gòu)件的二階效應(yīng)進(jìn)行了研究,同時(shí)研究了鋼筋混凝土結(jié)構(gòu)的非線性分析方法,主要內(nèi)容包括： (1)對(duì)一般支撐和約束條件的構(gòu)件進(jìn)行分析,得出構(gòu)件計(jì)算長度系數(shù)的計(jì)算公式及一些特定情況的簡化計(jì)算公式。 (2)從非線性穩(wěn)定理論出發(fā)對(duì)鋼筋混凝土軸心受壓構(gòu)件的承載力進(jìn)行了研究,給出了混凝土構(gòu)件臨界狀態(tài)時(shí)縱向彎曲系數(shù)計(jì)算公式。研究表明,徐變對(duì)軸心受壓構(gòu)件的非線性穩(wěn)定性有很大影響。 (3)通過幾何非線性和材料非線性分析并考慮鋼筋混凝土的拉伸硬化效應(yīng),對(duì)無側(cè)移鋼筋混凝土細(xì)長柱的荷載-變形特性進(jìn)行了研究,提出附加變形、抗彎剛度及等效彎矩系數(shù)的計(jì)算公式。與62組等彎矩受壓構(gòu)件和33組不等彎矩受壓構(gòu)件試驗(yàn)結(jié)果的對(duì)比表明,本文等彎矩柱附加變形公式的計(jì)算結(jié)果好于GB500102010規(guī)范公式的計(jì)算結(jié)果,等效彎矩系數(shù)公式計(jì)算結(jié)果好于美國規(guī)范ACI318-08和歐洲規(guī)范EN1992-1-1：2004公式,與我國規(guī)范GB50010—2010相當(dāng)。 (4)考慮二階效應(yīng)的計(jì)算方法,按我國規(guī)范、美國規(guī)范和歐洲規(guī)范計(jì)算了鋼筋混凝土偏心受壓構(gòu)件和構(gòu)件截面的軸力-彎矩曲線。分析表明,不考慮偏心受壓構(gòu)件的二階效應(yīng)時(shí),按我國規(guī)范和歐洲規(guī)范計(jì)算的截面承載力比較接近,由于美國規(guī)范考慮了強(qiáng)度折減系數(shù)的影響,其計(jì)算的承載力比較��；計(jì)算考慮二階效應(yīng)的構(gòu)件承載力時(shí),我國規(guī)范的規(guī)定比較簡單,美國和歐洲規(guī)范的規(guī)定較詳細(xì),均考慮了端部彎矩不同。 (5)考慮材料非線性和幾何非線性對(duì)鋼筋混凝土框架進(jìn)行了分析。幾何非線性包括了框架的P-△效應(yīng)和構(gòu)件的P-δ效應(yīng),分析中考慮了鋼筋混凝土的拉伸硬化效應(yīng)。與試驗(yàn)結(jié)果對(duì)比表明：本文方法計(jì)算結(jié)果與試驗(yàn)結(jié)果吻合較好。
[Abstract]:The second-order effect of eccentrically compressed reinforced concrete members has always been an important content of reinforced concrete structure research. Although scholars at home and abroad have done a lot of research and made many achievements, and some of the results have been applied in structural design codes. However, due to the complexity of the problem, many aspects are not perfect enough, and still need to be studied in depth. In this paper, the nonlinear stability of reinforced concrete members under axial compression and the second-order effect of eccentrically compressed members are studied, and the nonlinear analysis methods of reinforced concrete structures are also studied. The main contents are as follows: (1) the components with general support and constraint conditions are analyzed, and the formulas for calculating the length coefficient of the components and the simplified formulas for some specific cases are obtained. (2) based on the nonlinear stability theory, the bearing capacity of reinforced concrete members subjected to axial compression is studied, and the formula for calculating the longitudinal bending coefficient of reinforced concrete members in critical state is given. The results show that creep has a great influence on the nonlinear stability of axial compression members. (3) through the analysis of geometric nonlinearity and material nonlinearity and considering the tensile hardening effect of reinforced concrete, the load-deformation characteristics of slender reinforced concrete columns without lateral displacement are studied, and the additional deformation is put forward. The calculation formula of bending stiffness and equivalent bending moment coefficient. Compared with the experimental results of 62 groups of equal bending moment compression members and 33 groups of unequal bending moment compression members, it is shown that the calculation results of the additional deformation formula of the equal moment column in this paper are better than those of the GB500102010 code formula. The calculation results of equivalent bending moment coefficient formula are better than those of American code ACI318-08 and European code EN1992-1-1:2004 formula, and are equivalent to Chinese code GB50010-2010. (4) considering the second-order effect, the axial force-bending moment curves of eccentrically compressed reinforced concrete members and their cross sections are calculated according to the Chinese code, the American code and the European code. The analysis shows that when the second-order effect of eccentrically compressed members is not considered, the cross-section bearing capacity calculated according to the Chinese code and the European code is relatively close, and the calculated bearing capacity is relatively small because the American code takes into account the influence of the strength reduction factor. When calculating the bearing capacity of members considering the second-order effect, the regulations of our code are simpler, and the regulations of American and European codes are more detailed, taking into account the different bending moments at the end of the code. (5) considering material nonlinearity and geometric nonlinearity, the reinforced concrete frame is analyzed. Geometric nonlinearity includes the P-effect of frames and the P-未 effect of members. The tensile hardening effect of reinforced concrete is considered in the analysis. The comparison with the experimental results shows that the calculated results of this method are in good agreement with the experimental results.
【學(xué)位授予單位】：大連理工大學(xué)
【學(xué)位級(jí)別】：博士
【學(xué)位授予年份】：2013
【分類號(hào)】：TU375

【參考文獻(xiàn)】

相關(guān)期刊論文 前10條

1 楊彥余 ,鄭德芳;鋼筋混凝土框架有限元非線性全過程分析[J];四川建筑科學(xué)研究;1982年03期

2 焦俊婷;葉英華;;鋼筋混凝土框架結(jié)構(gòu)的力學(xué)性能研究[J];四川建筑科學(xué)研究;2006年05期

3 丁大鈞;;鋼筋混凝土受壓構(gòu)件的縱向彎曲[J];南京工學(xué)院學(xué)報(bào);1979年02期

4 陳明政;黃音;陳曦;王正霖;白紹良;;非強(qiáng)柱弱梁鋼筋混凝土框架試驗(yàn)及有限元分析[J];重慶大學(xué)學(xué)報(bào)(自然科學(xué)版);2007年06期

5 魏巍;杜靜;白紹良;;細(xì)長偏心受壓鋼筋混凝土桿件的強(qiáng)度失效及穩(wěn)定失效極限承載力分析[J];工程力學(xué);2006年04期

6 占玉林;向天宇;趙人達(dá);;幾何非線性結(jié)構(gòu)的徐變效應(yīng)分析[J];工程力學(xué);2006年07期

7 陳小根;鋼筋混凝土軸心受壓構(gòu)件的徐變失穩(wěn)[J];工業(yè)建筑;1990年09期

8 韓麗婷;葉燕華;;鋼筋混凝土偏心受壓構(gòu)件正截面承載力計(jì)算的教學(xué)思考[J];東南大學(xué)學(xué)報(bào)(哲學(xué)社會(huì)科學(xué)版);2012年S2期

9 方志;鋼筋砼偏壓柱的非線性分析[J];湖南大學(xué)學(xué)報(bào)(自然科學(xué)版);1992年06期

10 仇一顆,易偉建,袁賢訊;鋼筋混凝土框架柱計(jì)算長度設(shè)計(jì)方法研究[J];湖南農(nóng)業(yè)大學(xué)學(xué)報(bào)(自然科學(xué)版);2002年01期

相關(guān)博士學(xué)位論文 前1條

1 胡忠君;CFRP約束混凝土軸心受壓柱力學(xué)行為研究[D];吉林大學(xué);2010年

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