本文選題：碳纖維布 + 約束型鋼混凝土矩形柱　； 參考：《合肥工業(yè)大學(xué)》2017年碩士論文

【摘要】：從試驗、數(shù)值和理論三個方面研究截面高寬比對碳纖維(Carbon Fiber Reinforced Polymer,簡稱CFRP)布約束型鋼混凝土矩形柱軸壓性能的影響。試驗設(shè)計并制作了9個型鋼混凝土柱進行軸壓加載試驗,考慮高寬比的影響,試驗全面認(rèn)識了約束型鋼混凝土柱的破壞過程和機理。試驗中所有的CFRP布約束型鋼混凝土矩形短柱最終都以碳纖維布斷裂為破壞標(biāo)志。相較于小高寬比構(gòu)件,大高寬比構(gòu)件的破壞征兆要更明顯,突然性會有所減緩。隨著高寬比的增加,峰值荷載和極限荷載下CFRP布的有效拉應(yīng)變系數(shù)逐漸降低,且碳纖維布的環(huán)向應(yīng)變分布越不均勻,破壞模式由強約束破壞向弱約束破壞轉(zhuǎn)化。采用ABAQUS軟件建立了有限元模型對試驗中的CFRP布約束型鋼混凝土矩形柱進行了模擬分析,計算結(jié)果與試驗結(jié)果吻合很好。在數(shù)值模擬的基礎(chǔ)上,又進行了參數(shù)分析,擴展設(shè)計了鋼筋混凝土柱和高寬比范圍。計算結(jié)果表明:隨著高寬比的增加,約束混凝土柱的承載力提高幅度逐漸減小,變形提高倍數(shù)不斷增加;與約束鋼筋混凝土柱相比,約束型鋼混凝土柱的承載力提高幅度隨高寬比增加而降低的曲線更緩和;約束柱中大高寬比試件實施加固呈現(xiàn)延性加固模式,小高寬比試件實施加固呈現(xiàn)承載力加固模式;同高寬比下,約束型鋼混凝土柱達到強約束狀態(tài)需要更多碳纖維布層數(shù)包裹。約束柱截面內(nèi)的混凝土存在高低應(yīng)力分布區(qū)域,約束型鋼混凝土柱在型鋼附近還存在增強的高應(yīng)力分布區(qū);隨著高寬比的增加,高應(yīng)力分布區(qū)占比逐漸減小;高寬比達到2.0時,約束型鋼混凝土柱的高應(yīng)力分布區(qū)占比仍然較大,約束效果并沒有明顯減弱。根據(jù)已有研究,理論公式推導(dǎo)了約束鋼筋混凝土柱的高寬比限值的由來;推導(dǎo)得到與高寬比相關(guān)的短邊側(cè)向約束應(yīng)力和長邊側(cè)向約束應(yīng)力計算式;為了考慮型鋼的影響,引入相對剛度比K,相對剛度K為型鋼混凝土柱的環(huán)向剛度與軸向剛度的比值。最后,通過數(shù)據(jù)擬合分析提出了適用于本文研究CFRP布約束型鋼混凝土矩形柱的強度計算模型。
[Abstract]:The axial compression behavior of steel reinforced concrete rectangular columns confined by carbon Fiber Reinforced Polymer (CFRP) is studied from three aspects: experimental, numerical and theoretical.Nine steel reinforced concrete columns were designed and manufactured for axial compression test. Considering the effect of aspect ratio, the failure process and mechanism of confined steel reinforced concrete columns were fully understood.In the test, all the short columns of steel reinforced concrete (SRC) confined by CFRP cloth are ultimately marked by the fracture of carbon fiber sheet (CFRP).Compared with the small aspect ratio component, the failure symptom of the large aspect ratio component is more obvious, and the sudden will be slowed down.With the increase of aspect ratio, the effective tensile strain coefficient of CFRP cloth decreases gradually under the peak load and limit load, and the more uneven the circumferential strain distribution of carbon fiber cloth is, the more the failure mode changes from strongly constrained failure to weakly constrained failure.The finite element model of CFRP confined steel reinforced concrete rectangular column is established by using ABAQUS software. The calculated results are in good agreement with the experimental results.On the basis of numerical simulation, parameter analysis is carried out, and the range of reinforced concrete column and aspect ratio is designed.The results show that with the increase of aspect ratio, the bearing capacity of confined concrete columns decreases gradually, and the increase times of deformation increase, compared with confined reinforced concrete columns,The increasing range of bearing capacity of confined steel reinforced concrete columns decreases more gently with the increase of aspect ratio, and the ductile strengthening mode appears when the specimen with large aspect ratio is strengthened, and the specimen with small height ratio is strengthened with bearing capacity mode.At the ratio of height to width, more CFRP layers are needed for the confined steel reinforced concrete columns to reach the state of strong constraint.There is a high and low stress distribution area in the confined column section, and a high stress distribution area in the confined steel reinforced concrete column near the section steel. With the increase of the aspect ratio, the proportion of the high stress distribution area decreases gradually, and the ratio of height to width ratio reaches 2.0.The proportion of high stress distribution in confined steel reinforced concrete columns is still large, and the restraint effect is not obviously weakened.Based on the previous research, the origin of the limit value of aspect ratio of confined reinforced concrete columns is derived, and the formulas for calculating the lateral confinement stress and lateral restraint stress of short side and long side are derived in order to consider the influence of section steel.The relative stiffness ratio K and the relative stiffness K are introduced as the ratio of the circumferential stiffness to the axial stiffness of the steel reinforced concrete column.Finally, through the data fitting analysis, the strength calculation model of CFRP reinforced concrete rectangular columns is proposed.
【學(xué)位授予單位】：合肥工業(yè)大學(xué)
【學(xué)位級別】：碩士
【學(xué)位授予年份】：2017
【分類號】：TU398.9

【參考文獻】

相關(guān)期刊論文 前10條

1 劉華新;孫英明;王學(xué)志;邢憲才;柳根金;;BFRP約束混凝土短柱軸壓性能的截面尺寸效應(yīng)研究[J];玻璃鋼/復(fù)合材料;2014年10期

2 趙琳;翟誠;劉華新;徐錦生;;玄武巖纖維布約束素混凝土軸壓短柱的有限元分析[J];遼寧工業(yè)大學(xué)學(xué)報(自然科學(xué)版);2013年04期

3 趙辛;劉華新;;玄武巖纖維布約束素混凝土短柱的試驗研究[J];遼寧工業(yè)大學(xué)學(xué)報(自然科學(xué)版);2013年03期

4 張智梅;李賀林;張晏戌;;CFRP布約束混凝土矩形短柱軸壓性能的非線性有限元分析[J];上海大學(xué)學(xué)報(自然科學(xué)版);2013年02期

5 王震宇;王代玉;呂大剛;郭瑞峰;;CFRP中等約束鋼筋混凝土方柱單軸受壓應(yīng)力-應(yīng)變模型[J];建筑結(jié)構(gòu)學(xué)報;2011年04期

6 劉濤;馮偉;張智梅;魏高峰;;碳纖維布約束混凝土矩形柱的抗壓性能研究[J];土木工程學(xué)報;2006年12期

7 吳剛;吳智深;呂志濤;;FRP約束混凝土圓柱有軟化段時的應(yīng)力-應(yīng)變關(guān)系研究[J];土木工程學(xué)報;2006年11期

8 顧輝;姜濤;;碳纖維復(fù)合材料(CFRP)約束矩形截面混凝土柱應(yīng)力—應(yīng)變關(guān)系研究[J];四川建筑科學(xué)研究;2006年05期

9 陶忠,于清,韓林海,滕錦光,林力;FRP約束鋼筋混凝土圓柱力學(xué)性能的試驗研究[J];建筑結(jié)構(gòu)學(xué)報;2004年06期

10 吳剛,呂志濤;FRP約束混凝土圓柱無軟化段時的應(yīng)力-應(yīng)變關(guān)系研究[J];建筑結(jié)構(gòu)學(xué)報;2003年05期

相關(guān)會議論文 前1條

1 鐘遠志;陶忠;于清;;矩形截面FRP約束混凝土軸壓性能的試驗研究[A];第15屆全國結(jié)構(gòu)工程學(xué)術(shù)會議論文集（第Ⅱ冊）[C];2006年

相關(guān)博士學(xué)位論文 前1條

1 劉濤;碳纖維（CFRP）布加固混凝土矩形柱的性能研究[D];上海大學(xué);2006年

相關(guān)碩士學(xué)位論文 前3條

1 王健;碳纖維布約束有預(yù)載型鋼混凝土矩形短柱軸壓性能研究[D];合肥工業(yè)大學(xué);2015年

2 劉帥;型鋼混凝土梁柱T形邊節(jié)點抗震性能的試驗研究[D];沈陽建筑大學(xué);2013年

3 孫寧;纖維布約束混凝土矩形柱的拐角效應(yīng)分析及試驗研究[D];東南大學(xué);2006年

，

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