钢筋肋外形对粘结锚固性能影响的研究
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摘要
为了研究带肋钢筋外形对钢筋混凝土粘结锚固性能的影响,分析了不同试件的受力特性及平均粘结-滑移关系.利用ABAQUS仿真分析,建立了中国标准的月牙肋钢筋、名义直径20mm的竹节肋钢筋、韩国标准的竹节肋钢筋的有限元模型,与实验结果对比验证了仿真模型的合理性,并确定了不同情况下的粘结应力、滑移值和混凝土应变等.分析表明:试件越靠近钢筋处混凝土应变变化率越大;其肋前混凝土受压也更严重.月牙肋与竹节肋钢筋外形对粘结强度、刚度、延性的影响与混凝土强度差异关系不大.在肋间距一致情况下,名义直径20mm竹节肋钢筋较月牙肋钢筋粘结强度更高、刚度更大.韩标竹节肋钢筋因拥有较大的相对肋面积,其粘结强度也较高;但试件的刚度、延性主要受肋间距控制,肋间距越大其刚度、延性越差.
In order to study the anchorage properties for deformed bars in concrete,the relationship between mechanical properties and average bond slip relationship are analyzed.Based on ABAQUS simulation analysis,the finite element models of Chinese standard deformed bars,20 mm nominal diameter corrugated bar and Korean standard corrugated bar are established.The rationality of the simulation mode which compared with the experimental results is verified;and the bond stress,slip value and concrete strain under different conditions are determined.The results are as follows:The closer to the test,the greater the strain change rate of the concrete of corrugated bar test;the concrete in front of the ribs is also more stressed.The influence of the shape of the crescent rib and the corrugated bar on the bond strength,stiffness and ductility is not related to the difference in concrete strength.In the case of consistent rib spacing,the nominal diameter of 20 mm corrugated bar is stronger and stiffer than deformed bars.Because of the large relative rib area,the Korean standard ribbed bar bar has a high bond strength.However,the stiffness and ductility of the test are mainly controlled by the rib spacing.The greater the rib spacing,the worse the stiffness and ductility.
In order to study the anchorage properties for deformed bars in concrete,the relationship between mechanical properties and average bond slip relationship are analyzed.Based on ABAQUS simulation analysis,the finite element models of Chinese standard deformed bars,20 mm nominal diameter corrugated bar and Korean standard corrugated bar are established.The rationality of the simulation mode which compared with the experimental results is verified;and the bond stress,slip value and concrete strain under different conditions are determined.The results are as follows:The closer to the test,the greater the strain change rate of the concrete of corrugated bar test;the concrete in front of the ribs is also more stressed.The influence of the shape of the crescent rib and the corrugated bar on the bond strength,stiffness and ductility is not related to the difference in concrete strength.In the case of consistent rib spacing,the nominal diameter of 20 mm corrugated bar is stronger and stiffer than deformed bars.Because of the large relative rib area,the Korean standard ribbed bar bar has a high bond strength.However,the stiffness and ductility of the test are mainly controlled by the rib spacing.The greater the rib spacing,the worse the stiffness and ductility.
引文
[1]徐有邻,沈文都.钢筋外形对粘结性能的影响[J].工业建筑,1987,17(3):28-32.
[2]王传志.钢筋混凝土结构理论[M].北京:中国建筑工业出版社,1989.
[3]GB1449.2-2018.钢筋混凝土用钢:第2部分:热轧带肋钢筋[S].北京:中国建筑工业出版社,2007.
[4]Standard Specification for Deformed and Plain CarbonSteel Bars for Concrete Reinforcement[J].Astm,2007.
[5]KSD3504-2014,钢筋混凝土用棒钢产品[S].日本标准协会,2014.
[6]徐港,王青.锈蚀钢筋与混凝土粘结性能研究进展[J].混凝土,2006(5):13-16.
[7]赵晓丽,陈颖,陈其安,等.横肋对称与横肋非对称钢筋粘结锚固性能的试验研究[J].工业建筑,2008,38(6):67-70.
[8]徐有邻.混凝土结构用钢筋外形的研究[J].工业建筑,2005,35(8):85-88.
[9]郝瑞华,陈颖,陈其安.横肋分布特征对带肋钢筋轴向变形分布的影响[J].中国冶金,2005,15(3):25-28.
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[11]陈柏志.钢筋拉拔与混凝土握裹破坏之有限元素法分析[D].台北:台湾朝阳科技大学,2002.
[12]牟晓光,王清湘,司炳君.钢筋与混凝土粘结试验及有限元模拟[J].计算力学学报,2007,24(3):379-384.
[13]卫泽众.盐冻融环境下钢筋混凝土粘结性能演化机理研究[D].宜昌:三峡大学,2017.
[14]王青,王拓,徐港,等.钢筋混凝土梁开裂弯矩不同计算方法对比分析[J].三峡大学学报(自然科学版),2016,38(6):54-58.
[15]孙铭.钢筋混凝土粘结滑移本构试验研究及有限元分析[D].杭州:浙江大学,2015.
[16]雷拓,钱江,刘成清.混凝土损伤塑性模型应用研究[J].结构工程师,2008,24(2):22-27.
[17]李伟琛,韩小雷,崔济东.基于试验的ABAQUS混凝土塑性损伤参数取值方法[J].构工程师,2016(2):64-69.
[18]Cairns J,Jones K.Influence of Rib Geometry Onstrength of Lapped Joints:an Experimental and Analyticalstudy[J].Magazine of Concrete Research,1995,47(172):253-262.
[19]Darwin D,Graham E K.Effect of Deformation Height and Spacing on Bond Strength of Reinforcing Bars[J].Materials&Structures,1993,90(6):646-657.
[20]Eligehausen R,Mayer U.Investigation on the Influence of the Relative Rib Area of Reinforcement on the Structural Behaviour of Reinforced Members in the Serviceability and Ultimate Limit State[C].Deutscher Ausschuss fu¨r Stahlbeton,Beuth,Berlin,Germany(in German),2000.
[21]Giovanni Metelli and Giovanni Plizzari.Influence of the Relative Rib Area on Bond Behaviour[J].Magazine of Concrete Research,2014,66(6),277-294.
[2]王传志.钢筋混凝土结构理论[M].北京:中国建筑工业出版社,1989.
[3]GB1449.2-2018.钢筋混凝土用钢:第2部分:热轧带肋钢筋[S].北京:中国建筑工业出版社,2007.
[4]Standard Specification for Deformed and Plain CarbonSteel Bars for Concrete Reinforcement[J].Astm,2007.
[5]KSD3504-2014,钢筋混凝土用棒钢产品[S].日本标准协会,2014.
[6]徐港,王青.锈蚀钢筋与混凝土粘结性能研究进展[J].混凝土,2006(5):13-16.
[7]赵晓丽,陈颖,陈其安,等.横肋对称与横肋非对称钢筋粘结锚固性能的试验研究[J].工业建筑,2008,38(6):67-70.
[8]徐有邻.混凝土结构用钢筋外形的研究[J].工业建筑,2005,35(8):85-88.
[9]郝瑞华,陈颖,陈其安.横肋分布特征对带肋钢筋轴向变形分布的影响[J].中国冶金,2005,15(3):25-28.
[10]冀晓东.冻融后混凝土力学性能及钢筋混凝土粘结性能的研究[D].大连:大连理工大学,2007.
[11]陈柏志.钢筋拉拔与混凝土握裹破坏之有限元素法分析[D].台北:台湾朝阳科技大学,2002.
[12]牟晓光,王清湘,司炳君.钢筋与混凝土粘结试验及有限元模拟[J].计算力学学报,2007,24(3):379-384.
[13]卫泽众.盐冻融环境下钢筋混凝土粘结性能演化机理研究[D].宜昌:三峡大学,2017.
[14]王青,王拓,徐港,等.钢筋混凝土梁开裂弯矩不同计算方法对比分析[J].三峡大学学报(自然科学版),2016,38(6):54-58.
[15]孙铭.钢筋混凝土粘结滑移本构试验研究及有限元分析[D].杭州:浙江大学,2015.
[16]雷拓,钱江,刘成清.混凝土损伤塑性模型应用研究[J].结构工程师,2008,24(2):22-27.
[17]李伟琛,韩小雷,崔济东.基于试验的ABAQUS混凝土塑性损伤参数取值方法[J].构工程师,2016(2):64-69.
[18]Cairns J,Jones K.Influence of Rib Geometry Onstrength of Lapped Joints:an Experimental and Analyticalstudy[J].Magazine of Concrete Research,1995,47(172):253-262.
[19]Darwin D,Graham E K.Effect of Deformation Height and Spacing on Bond Strength of Reinforcing Bars[J].Materials&Structures,1993,90(6):646-657.
[20]Eligehausen R,Mayer U.Investigation on the Influence of the Relative Rib Area of Reinforcement on the Structural Behaviour of Reinforced Members in the Serviceability and Ultimate Limit State[C].Deutscher Ausschuss fu¨r Stahlbeton,Beuth,Berlin,Germany(in German),2000.
[21]Giovanni Metelli and Giovanni Plizzari.Influence of the Relative Rib Area on Bond Behaviour[J].Magazine of Concrete Research,2014,66(6),277-294.