冻融及高温后混凝土多轴力学特性试验研究
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摘要
冻融循环和高温使混凝土的强度降低，变形更为复杂，作为一种重要的承重材料，混凝土又广泛的应用于严酷的环境中，不可避免会受到冻融循环或高温的损伤。目前国内外虽有一些相关冻融循环及高温后混凝土力学性能的试验研究，但或者在某些方面尚不系统，如目前混凝土的抗冻指标与强度指标分别设计，缺乏引气混凝土经受冻融循环后强度降低规律的系统研究；或者仅是针对单轴应力状态而进行的，如冻融后引气混凝土的双轴力学特性、高温后普通混凝土的三轴力学特性、基于多轴试验的混凝土经受冻融循环、高温后的多轴本构模型等尚属空白。这些问题影响了人们对相应环境下混凝土力学特性的认识。本文结合国家自然科学基金项目《冻融条件下混凝土的多轴强度和破坏准则》(50479059)及辽宁省教委科研基金项目《恶劣环境因素下混凝土破坏准则和耐久性研究》(202390102)，进行了经受冻融循环及高温后混凝土力学特性的试验研究，主要内容如下：
(1)进行了多种强度等级、多种抗冻等级引气混凝土的冻融循环试验，对满足抗冻要求的混凝土进行了单轴压试验研究，对比分析了其宏观、微观形态，系统地探讨了各强度等级引气混凝土经受冻融循环后强度劣化的规律，给出了混凝土经受冻融循环后的单轴立方体强度、棱柱体抗压强度与冻融循环次数的关系式，通过试验得到的尺寸折算系数，得到了冻融循环后不同抗冻等级引气混凝土剩余强度的计算公式，提供了方便工程应用的表格。
(2)进行了冻融循环后引气混凝土等比例双轴压及双轴拉压试验研究，分别分析了冻融循环后引气混凝土的强度、变形和弹性模量与冻融循环次数及应力比的关系，根据冻融循环后引气混凝土强度包络线随冻融循环次数的变化规律，建立了主应力空间的破坏准则。
(3)进行了冻融循环后普通混凝土等比例双轴压及双轴拉压试验研究，分别分析了冻融循环次数及应力比对普通混凝土的强度、变形和弹性模量的影响，给出了双轴压应力状态下，最大主压应力方向初始弹性模量的计算公式，根据冻融循环后引气混凝土强度包络线随冻融循环次数的变化规律，建立了主应力空间的破坏准则。
(4)进行了高温后普通混凝土等比例双轴压及双轴拉压试验研究，分别分析了高温后普通混凝土的强度、变形和弹性模量与温度及应力比的关系，给出了相应的计算公式，根据高温后普通混凝土强度包络线随温度的变化规律，给出了主应力空间的破坏准则。
(5)进行了高温后普通混凝土等比例三轴压试验研究，分析了高温后应力比、温度对混凝土强度和变形的影响，建立了三轴应力状态下高温后普通混凝土八面体应力空间的破坏准则，根据子午面及偏平面上八面体正应力与剪应力随温度变化的规律，并结合常温时混凝土三轴破坏准则，将高温后混凝土破坏准则的应用范围扩大到较高静水压力区。
(6)分析了高温后普通混凝土应力应变关系随温度的变化规律，计算了双轴应力下压应力方向峰值应力点处的等效单轴应变，建立了高温后普通混凝土双轴等效单轴应变本构模型；得到了以应力不变量表述的双轴应力状态下的屈服函数，分析了高温后普通混凝土有效应力与有效塑性应变的关系，建立了高温后普通混凝土双轴相关联塑性硬化本构模型，编制了相应的非线性有限元程序CECFE，采用建立的本构模型进行了算例分析，计算结果在整体上与试验值有较好的一致性。
(7)分析了冻融循环后引气、普通混凝土应力应变关系随冻融循环次数的变化规律，得到了双轴应力下压应力方向峰值应力点处的等效单轴应变、屈服函数、硬化函数及硬化参数，建立了双轴应力下的等效单轴应变本构模型和相关联塑性硬化本构模型，并进行了算例分析，计算结果与试验值具有较好的一致性。
Freeze-thaw cycling or high temperature can hurt the strength of concrete, and result in more complex deformation. As a kind of bearing material, concrete is widely used in some severe environment. Therefore, suffering freeze-thaw cycling or high temperature is unavoidable for some reinforced concrete structures. Although some experimental studies on the deterioration of mechanical behavior of concrete, due to freeze-thaw cycling or high temperature, could be found at home and abroad, yet, to the best knowledge of the author, these studies are not systematic in some fields, or commonly concentrate on the uniaxialmechanical behavior. Such as systematic studies on the rule of strength decrease of air-entrained concrete after freeze-thaw cycling are lacking, the biaxial mechanical behavior of air-entrained concrete suffered freeze-thaw cycling, the tri-axial mechanical behavior of concrete suffered high temperature, and the multi-axial constitutive models based on corresponding multi-axial tests for concrete after freeze-thaw cycling or high temperature are still not studied. For the purpose of enlarging people's understanding on mechanical characteristics of concrete damaged by such severe conditions, this doctoral dissertation concentrates on corresponding experimental studies on the fields mentioned above, basing on the investigation on the project of National Nature Science Foundation "multi-axial stress and failure criterion of concrete in freeze-thaw environments" (50479059) and the project of educational department of Liao Ning province science foundation "Research on failure criterion and durability of concrete in severe environments"(2023901023). Main research contents are as follows:
(1) The freeze-thaw cycling tests are carried out on air-entrained concrete of various strength grades and frost resistance grades. For concrete samples meeting the request of frost resistance, systematic uniaxial compressive tests are followed, and the decrease of strengths with the increase of freezing-thawing cycles is analyzed systematacially. Relationships between uniaxial cube strength, prism strength and freezing-thawing cycles are derived from test results, respectively. The formula of residual strength of air-entrained concrete after freeze-thaw cycling is obtained, using the size converting coefficient derived from contrasting tests. And corresponding tables for engineering application are given.
(2) Biaxial compressive and biaxial tensile-compressive experiments are made on the air-entraining concrete suffered freeze-thaw cycling. The relationships between strengths, strains, elastic moduli and freezing-thawing cycles, stress ratios are analyzed respectively. And corresponding biaxial failure criteria is built in principle stress space, based on the varying rule of failure envelopes, with freezing-thawing cycles.
(3) Biaxial compressive and biaxial tensile-compressive experiments are conducted on the normal concrete suffered freeze-thaw cycling. The influences of freezing-thawing cycles, stress ratios on strengths, strains and elastic moduli are analyzed respectively. The formula of initial elastic modulus in the maximal principle stress direction is given. According to the varying rule of failure envelops with freezing-thawing cycles, the biaxial failure criterion is built in principle stress space.
(4) Biaxial compressive and biaxial tensile-compressive experiments are made on the normal concrete suffered high temperature. The relationships between strengths, strains, elastic moduli and freezing-thawing cycles, stress ratios are analyzed respectively. And corresponding formulas are derived form test results. The biaxial failure criterion is built in principle stress space, following on the shape change of failure envelopes with temperatures.
(5) Tri-axial compressive tests are conducted on the normal concrete suffered high temperature. The influences of high temperatures, stress ratios on strengths and strains are analyzed respectively and the tri-axial failure criterion is built. Based on the varying rules of the octahedral normal stresses, shear stresses in meridian plane and deviatoric plane, the tri-axial failure criterion is extended to higher hydrostatic stress state.
(6) The varying rule of biaxial stress-strain curves is analyzed, for concrete suffered high temperature. Based on the equivalent uniaxial strains at peak compressive stresses deduced from test results, the biaxial equivalent uniaxial strain constitutive model is built. The yield functions expressed by stress invariants are obtained from test results. Based on the analysis of relationships between effective stresses and effective plastic strains, the biaxial associated plastic hardening constitutive model is built. Using CECFE programmed for concrete suffered severe conditions, the constitutive models are employed for analysis of FEM, and the calculated values are agreement with test results on the whole.
(7) Basing on the varying rule of stress-strain curves of normal and air-entrained concrete with freezing-thawing cycles, the corresponding equivalent uniaxial strains at peak compressive stresses, yield functions and hardening parameters are obtained. The biaxial equivalent uniaxial strain constitutive model and the biaxial associated plastic hardening constitutive model are built, respectively for both normal concrete and air-entrained concrete suffered freeze-thaw cycling. The analysis of calculated examples indicates that the agreement of calculated results and test is quite well in general.
(1)进行了多种强度等级、多种抗冻等级引气混凝土的冻融循环试验，对满足抗冻要求的混凝土进行了单轴压试验研究，对比分析了其宏观、微观形态，系统地探讨了各强度等级引气混凝土经受冻融循环后强度劣化的规律，给出了混凝土经受冻融循环后的单轴立方体强度、棱柱体抗压强度与冻融循环次数的关系式，通过试验得到的尺寸折算系数，得到了冻融循环后不同抗冻等级引气混凝土剩余强度的计算公式，提供了方便工程应用的表格。
(2)进行了冻融循环后引气混凝土等比例双轴压及双轴拉压试验研究，分别分析了冻融循环后引气混凝土的强度、变形和弹性模量与冻融循环次数及应力比的关系，根据冻融循环后引气混凝土强度包络线随冻融循环次数的变化规律，建立了主应力空间的破坏准则。
(3)进行了冻融循环后普通混凝土等比例双轴压及双轴拉压试验研究，分别分析了冻融循环次数及应力比对普通混凝土的强度、变形和弹性模量的影响，给出了双轴压应力状态下，最大主压应力方向初始弹性模量的计算公式，根据冻融循环后引气混凝土强度包络线随冻融循环次数的变化规律，建立了主应力空间的破坏准则。
(4)进行了高温后普通混凝土等比例双轴压及双轴拉压试验研究，分别分析了高温后普通混凝土的强度、变形和弹性模量与温度及应力比的关系，给出了相应的计算公式，根据高温后普通混凝土强度包络线随温度的变化规律，给出了主应力空间的破坏准则。
(5)进行了高温后普通混凝土等比例三轴压试验研究，分析了高温后应力比、温度对混凝土强度和变形的影响，建立了三轴应力状态下高温后普通混凝土八面体应力空间的破坏准则，根据子午面及偏平面上八面体正应力与剪应力随温度变化的规律，并结合常温时混凝土三轴破坏准则，将高温后混凝土破坏准则的应用范围扩大到较高静水压力区。
(6)分析了高温后普通混凝土应力应变关系随温度的变化规律，计算了双轴应力下压应力方向峰值应力点处的等效单轴应变，建立了高温后普通混凝土双轴等效单轴应变本构模型；得到了以应力不变量表述的双轴应力状态下的屈服函数，分析了高温后普通混凝土有效应力与有效塑性应变的关系，建立了高温后普通混凝土双轴相关联塑性硬化本构模型，编制了相应的非线性有限元程序CECFE，采用建立的本构模型进行了算例分析，计算结果在整体上与试验值有较好的一致性。
(7)分析了冻融循环后引气、普通混凝土应力应变关系随冻融循环次数的变化规律，得到了双轴应力下压应力方向峰值应力点处的等效单轴应变、屈服函数、硬化函数及硬化参数，建立了双轴应力下的等效单轴应变本构模型和相关联塑性硬化本构模型，并进行了算例分析，计算结果与试验值具有较好的一致性。
Freeze-thaw cycling or high temperature can hurt the strength of concrete, and result in more complex deformation. As a kind of bearing material, concrete is widely used in some severe environment. Therefore, suffering freeze-thaw cycling or high temperature is unavoidable for some reinforced concrete structures. Although some experimental studies on the deterioration of mechanical behavior of concrete, due to freeze-thaw cycling or high temperature, could be found at home and abroad, yet, to the best knowledge of the author, these studies are not systematic in some fields, or commonly concentrate on the uniaxialmechanical behavior. Such as systematic studies on the rule of strength decrease of air-entrained concrete after freeze-thaw cycling are lacking, the biaxial mechanical behavior of air-entrained concrete suffered freeze-thaw cycling, the tri-axial mechanical behavior of concrete suffered high temperature, and the multi-axial constitutive models based on corresponding multi-axial tests for concrete after freeze-thaw cycling or high temperature are still not studied. For the purpose of enlarging people's understanding on mechanical characteristics of concrete damaged by such severe conditions, this doctoral dissertation concentrates on corresponding experimental studies on the fields mentioned above, basing on the investigation on the project of National Nature Science Foundation "multi-axial stress and failure criterion of concrete in freeze-thaw environments" (50479059) and the project of educational department of Liao Ning province science foundation "Research on failure criterion and durability of concrete in severe environments"(2023901023). Main research contents are as follows:
(1) The freeze-thaw cycling tests are carried out on air-entrained concrete of various strength grades and frost resistance grades. For concrete samples meeting the request of frost resistance, systematic uniaxial compressive tests are followed, and the decrease of strengths with the increase of freezing-thawing cycles is analyzed systematacially. Relationships between uniaxial cube strength, prism strength and freezing-thawing cycles are derived from test results, respectively. The formula of residual strength of air-entrained concrete after freeze-thaw cycling is obtained, using the size converting coefficient derived from contrasting tests. And corresponding tables for engineering application are given.
(2) Biaxial compressive and biaxial tensile-compressive experiments are made on the air-entraining concrete suffered freeze-thaw cycling. The relationships between strengths, strains, elastic moduli and freezing-thawing cycles, stress ratios are analyzed respectively. And corresponding biaxial failure criteria is built in principle stress space, based on the varying rule of failure envelopes, with freezing-thawing cycles.
(3) Biaxial compressive and biaxial tensile-compressive experiments are conducted on the normal concrete suffered freeze-thaw cycling. The influences of freezing-thawing cycles, stress ratios on strengths, strains and elastic moduli are analyzed respectively. The formula of initial elastic modulus in the maximal principle stress direction is given. According to the varying rule of failure envelops with freezing-thawing cycles, the biaxial failure criterion is built in principle stress space.
(4) Biaxial compressive and biaxial tensile-compressive experiments are made on the normal concrete suffered high temperature. The relationships between strengths, strains, elastic moduli and freezing-thawing cycles, stress ratios are analyzed respectively. And corresponding formulas are derived form test results. The biaxial failure criterion is built in principle stress space, following on the shape change of failure envelopes with temperatures.
(5) Tri-axial compressive tests are conducted on the normal concrete suffered high temperature. The influences of high temperatures, stress ratios on strengths and strains are analyzed respectively and the tri-axial failure criterion is built. Based on the varying rules of the octahedral normal stresses, shear stresses in meridian plane and deviatoric plane, the tri-axial failure criterion is extended to higher hydrostatic stress state.
(6) The varying rule of biaxial stress-strain curves is analyzed, for concrete suffered high temperature. Based on the equivalent uniaxial strains at peak compressive stresses deduced from test results, the biaxial equivalent uniaxial strain constitutive model is built. The yield functions expressed by stress invariants are obtained from test results. Based on the analysis of relationships between effective stresses and effective plastic strains, the biaxial associated plastic hardening constitutive model is built. Using CECFE programmed for concrete suffered severe conditions, the constitutive models are employed for analysis of FEM, and the calculated values are agreement with test results on the whole.
(7) Basing on the varying rule of stress-strain curves of normal and air-entrained concrete with freezing-thawing cycles, the corresponding equivalent uniaxial strains at peak compressive stresses, yield functions and hardening parameters are obtained. The biaxial equivalent uniaxial strain constitutive model and the biaxial associated plastic hardening constitutive model are built, respectively for both normal concrete and air-entrained concrete suffered freeze-thaw cycling. The analysis of calculated examples indicates that the agreement of calculated results and test is quite well in general.
引文
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