锈蚀钢筋混凝土构件粘结性能及承载性能研究
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摘要
混凝土结构耐久性是工程领域广为关注的问题之一，在正常使用期间，由于各种原因会引起钢筋锈蚀，钢筋锈蚀不仅造成钢筋有效截面面积削弱和钢筋性能改变，而且还导致钢筋与混凝土的粘结性能发生退化，从而严重影响结构构件的承载性能。研究锈蚀钢筋与混凝土的粘结性能，建立锈蚀钢筋混凝土受弯构件承载力计算方法，对准确评估既有结构的耐久性能具有重要的理论意义和实际意义。
论文采用试验研究和理论分析相结合的方法，深入研究了锈蚀钢筋与混凝土的粘结性能，在此基础上，建立了考虑不同位置（边中、角部）保护层锈胀开裂形态差异的锈蚀钢筋混凝土受弯构件承载力计算方法。主要工作内容如下：
采用梁式粘结试验方法和钢筋内贴应变片试验手段，进行了36根锈蚀钢筋混凝土梁式粘结试验，分析了钢筋锈蚀率、混凝土强度、钢筋直径、保护层厚度等因素对粘结性能的影响，建立了锈蚀钢筋与混凝土的粘结滑移本构关系和极限粘结应力的计算模型。结果表明：钢筋锈蚀率越大、混凝土强度越小时，自由端开始滑移所需施加的荷载越小，同一荷载下加载端和自由端滑移、跨中挠度、自由端钢筋应变越大，加载端钢筋应变越小，粘结应力沿锚固位置传递越快、分布越平缓。
进行了4根锈蚀钢筋混凝土受弯构件的承载力试验，分析了钢筋锈蚀程度对构件荷载-跨中挠度关系、跨中混凝土应变分布及荷载-自由端滑移关系等的影响，研究了角部钢筋和边中钢筋应变分布的差异，对比了纯弯段和弯剪段混凝土应变、不同钢筋锈蚀率梁极限荷载的差异。结果表明：随钢筋锈蚀率增大，受弯构件的极限荷载和刚度降低；边中钢筋应变值较角部钢筋大5%左右，且角部钢筋应变较边中钢筋降低幅度大；纯弯段混凝土应变较弯剪段增长速度快，跨中混凝土应变沿梁高满足平截面假定。
采用有限元软件分别建立了锈蚀钢筋混凝土梁式粘结构件和受弯构件分析模型，研究了锈蚀钢筋混凝土受弯构件的承载力、荷载-跨中挠度关系和不同位置（角部、边中）钢筋应变的分布规律，分析了钢筋与混凝土应变不协调系数随锈蚀率的变化规律。
结合锈蚀钢筋混凝土承载力试验和数值分析，建立了考虑不同位置（边中、角部）保护层锈胀开裂形态差异的锈蚀钢筋混凝土受弯构件承载力计算方法，分析了锈蚀钢筋混凝土受弯构件承载力随钢筋锈蚀率的变化规律。
The durability of concrete structure is one of the problems widely concerned incivil engineering. Rebar corrosion often appears during normal use due to various kindsof reasons. Rebar corrosion not only makes reinforced effective section area decreaseand reinforced performance alteration, but also leads to the bond properties degradationbetween steel and concrete, thereby affects gravely bearing capacity of structuralmembers. There is significant theoretical meaning and practical value for estimatingaccurately durability of existing structure member in analyzing bond properties betweencorroded rebar and concrete and in establishing calculation method of bearing capacityof flexural member.
Combined with theoretic analysis and experimental research, bond propertiesbetween corroded rebar and concrete are analyzed intensively. On this basis calculationmethod of bearing capacity of flexural member is established considering crackingforms of covers in different situation (midside or corner). Following respects are mainlyincluded in the research:
Through beam bond test methods and embedded strain gauge means in rebar36corroded beam test members are tested. Influence on bond properties induced bycorrosion rate, concrete strength, diameter and cover thickness are analyzed. Theformulas of ultimate bond strength and bond-slip constitutive relation between corrodedrebar and concrete are established. Experiments results are shown: the more corrosionratio is or the less concrete strength is, the less required load of free end initiate slip is,the less slip of free end and loading end, mid-span deflection are, and at the same timethe more rebar strain in free end is and the less rebar strain in loading end is, the fasterbond stress transmit and the milder bond stress distribution is.
Bearing capacity tests of4corroded reinforced concrete flexural members areconducted. Influence on load-deflection curve, strain distribution of midspan concreteand load-free end slip curve induced by corrosion ratio of rebar are analyzed.Discrepancy of strain distribution between corner rebar and midside rebar areresearched. Comparation of concrete strain between pure bending segment andbending-shear segment are made. Differences of ultimate load of flexural member with different corrosion ratio are proposed. The results are shown that ultimate load andstiffness of flexural member will degrade along with amplify of corrosion ratio of rebar,and rebar strain of in identical location will lower under the same load, and that strain ofmidside rebar is more5%than the same of corner rebar, and that strain reduce extend ofcorner rebar is more than the same of midside rebar when corrosion ratio increases, andthat concrete strain of pure bending segment increase more faster than that ofbending-shear segment. The last result is that concrete strain distribution of midspanalong beam height meets plane section assumption.
Analysis model of corroded reinforced concrete beam test and flexural membersadopting finite element software are established separately. Bearing capacity ofcorroded reinforced concrete flexural members, load-midspan deflection relation, andstrain distribution of midside and corner rebar are researched. Strain imcompatibilitycoefficients between rebar and concrete strain based on corrosion ratio are analyzed.
Combined with the bearing capacity experiment and numerical analysis ofcorroded reinforced concrete member, calculation method of bearing capacity ofcorroded reinforced concrete flexural members considering cracking forms discrepancyof covers in different situation (midside or corner) is established. Bearing capacity ofcorroded reinforced concrete flexural members based on corrosion ratio is analyzed.
论文采用试验研究和理论分析相结合的方法，深入研究了锈蚀钢筋与混凝土的粘结性能，在此基础上，建立了考虑不同位置（边中、角部）保护层锈胀开裂形态差异的锈蚀钢筋混凝土受弯构件承载力计算方法。主要工作内容如下：
采用梁式粘结试验方法和钢筋内贴应变片试验手段，进行了36根锈蚀钢筋混凝土梁式粘结试验，分析了钢筋锈蚀率、混凝土强度、钢筋直径、保护层厚度等因素对粘结性能的影响，建立了锈蚀钢筋与混凝土的粘结滑移本构关系和极限粘结应力的计算模型。结果表明：钢筋锈蚀率越大、混凝土强度越小时，自由端开始滑移所需施加的荷载越小，同一荷载下加载端和自由端滑移、跨中挠度、自由端钢筋应变越大，加载端钢筋应变越小，粘结应力沿锚固位置传递越快、分布越平缓。
进行了4根锈蚀钢筋混凝土受弯构件的承载力试验，分析了钢筋锈蚀程度对构件荷载-跨中挠度关系、跨中混凝土应变分布及荷载-自由端滑移关系等的影响，研究了角部钢筋和边中钢筋应变分布的差异，对比了纯弯段和弯剪段混凝土应变、不同钢筋锈蚀率梁极限荷载的差异。结果表明：随钢筋锈蚀率增大，受弯构件的极限荷载和刚度降低；边中钢筋应变值较角部钢筋大5%左右，且角部钢筋应变较边中钢筋降低幅度大；纯弯段混凝土应变较弯剪段增长速度快，跨中混凝土应变沿梁高满足平截面假定。
采用有限元软件分别建立了锈蚀钢筋混凝土梁式粘结构件和受弯构件分析模型，研究了锈蚀钢筋混凝土受弯构件的承载力、荷载-跨中挠度关系和不同位置（角部、边中）钢筋应变的分布规律，分析了钢筋与混凝土应变不协调系数随锈蚀率的变化规律。
结合锈蚀钢筋混凝土承载力试验和数值分析，建立了考虑不同位置（边中、角部）保护层锈胀开裂形态差异的锈蚀钢筋混凝土受弯构件承载力计算方法，分析了锈蚀钢筋混凝土受弯构件承载力随钢筋锈蚀率的变化规律。
The durability of concrete structure is one of the problems widely concerned incivil engineering. Rebar corrosion often appears during normal use due to various kindsof reasons. Rebar corrosion not only makes reinforced effective section area decreaseand reinforced performance alteration, but also leads to the bond properties degradationbetween steel and concrete, thereby affects gravely bearing capacity of structuralmembers. There is significant theoretical meaning and practical value for estimatingaccurately durability of existing structure member in analyzing bond properties betweencorroded rebar and concrete and in establishing calculation method of bearing capacityof flexural member.
Combined with theoretic analysis and experimental research, bond propertiesbetween corroded rebar and concrete are analyzed intensively. On this basis calculationmethod of bearing capacity of flexural member is established considering crackingforms of covers in different situation (midside or corner). Following respects are mainlyincluded in the research:
Through beam bond test methods and embedded strain gauge means in rebar36corroded beam test members are tested. Influence on bond properties induced bycorrosion rate, concrete strength, diameter and cover thickness are analyzed. Theformulas of ultimate bond strength and bond-slip constitutive relation between corrodedrebar and concrete are established. Experiments results are shown: the more corrosionratio is or the less concrete strength is, the less required load of free end initiate slip is,the less slip of free end and loading end, mid-span deflection are, and at the same timethe more rebar strain in free end is and the less rebar strain in loading end is, the fasterbond stress transmit and the milder bond stress distribution is.
Bearing capacity tests of4corroded reinforced concrete flexural members areconducted. Influence on load-deflection curve, strain distribution of midspan concreteand load-free end slip curve induced by corrosion ratio of rebar are analyzed.Discrepancy of strain distribution between corner rebar and midside rebar areresearched. Comparation of concrete strain between pure bending segment andbending-shear segment are made. Differences of ultimate load of flexural member with different corrosion ratio are proposed. The results are shown that ultimate load andstiffness of flexural member will degrade along with amplify of corrosion ratio of rebar,and rebar strain of in identical location will lower under the same load, and that strain ofmidside rebar is more5%than the same of corner rebar, and that strain reduce extend ofcorner rebar is more than the same of midside rebar when corrosion ratio increases, andthat concrete strain of pure bending segment increase more faster than that ofbending-shear segment. The last result is that concrete strain distribution of midspanalong beam height meets plane section assumption.
Analysis model of corroded reinforced concrete beam test and flexural membersadopting finite element software are established separately. Bearing capacity ofcorroded reinforced concrete flexural members, load-midspan deflection relation, andstrain distribution of midside and corner rebar are researched. Strain imcompatibilitycoefficients between rebar and concrete strain based on corrosion ratio are analyzed.
Combined with the bearing capacity experiment and numerical analysis ofcorroded reinforced concrete member, calculation method of bearing capacity ofcorroded reinforced concrete flexural members considering cracking forms discrepancyof covers in different situation (midside or corner) is established. Bearing capacity ofcorroded reinforced concrete flexural members based on corrosion ratio is analyzed.
引文
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