地震激励下在役RC框架结构力学行为研究
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摘要
作为建筑结构中的一种基本结构体系，RC框架结构以其结构形式简单、平面布置灵活、传力路径明确等优点在我国乃至世界土木工程建设中扮演着重要角色。相对于其他新型结构体系而言，大量的RC框架建筑已步入中、老龄甚至超龄阶段，加之近年来我国及周边邻国的大区域地震活动预示中国大陆今后几年发生7级左右地震的可能性较大，对地震激励下在役RC框架结构多尺度损伤行为进行研究并给出最优抗震设防建议迫在眉睫。
论文以多龄期RC框架结构为研究对象，采用理论分析与数值模拟相结合的研究手段，探究了一般大气环境下主要建筑材料力学性能劣化机理与时变规律，揭示了多尺度地震损伤演化规律，定量评价了结构抗地震倒塌能力，最终获取了抗震投入和震害损失间的最佳平衡。主要研究工作和研究结论有：
（1）对RC结构随内嵌钢筋锈蚀而出现性能劣化的4个重要阶段进行了界定，基于现场实测数据拟合得到了保护层混凝土碳化残量的建议计算模型，并运用弹性力学理论推导出保护层混凝土开裂时钢筋锈蚀率计算公式，揭示了混凝土抗拉强度、保护层厚度、纵筋直径、铁锈泊松比及锈胀率等主要因素的锈蚀敏感度，提出了内嵌钢筋未锈阶段服役时间和保护层混凝土锈胀开裂时结构服役时间的建议计算公式，最终给出了适用于多龄期RC框架结构的钢筋、混凝土及钢筋与混凝土间粘结滑移时变本构模型，为后续数值分析研究提供了基础理论支持。
（2）基于ABAQUS软件平台，从单元选取与组合、混凝土破坏准则、材料时变本构关系及模型可靠性验证等方面探讨了适用于在役RC框架结构构件尺度的数值建模理论，并根据建议的RC框架结构诸类构件损伤表征量选取规则，给出了两类构件的损伤评价指标，通过在未锈RC梁构件抗弯刚度计算公式里引入粘结力修正函数以完成对受拉钢筋位置处混凝土平均拉应变的调整，进而提出了锈蚀RC梁抗弯刚度建议计算公式，计算分析了截面尺寸、混凝土强度等级、混凝土保护层厚度及配筋率等设计参数的损伤敏感度，揭示了主要设计参数对构件损伤演化的影响规律，为建立地震激励下在役RC框架结构损伤模型提供理论支撑。
（3）基于OpenSees软件平台，重点探讨了RC构件力学性能在纤维层面上的描述方法，建立了适用于在役RC框架结构结构尺度的非线性有限元数值建模理论，并给出了RC框架结构宏观尺度损伤评价指标，揭示了构件类型和主要设计参数对楼层损伤的影响规律，提出了往复荷载作用下在役RC框架结构楼层损伤模型，进一步考察了损伤楼层位置、损伤楼层数量、楼层损伤程度及结构服役龄期对整体结构地震损伤的影响，最终建立了适用于在役RC框架结构的地震损伤模型。
（4）通过对地震动记录和地震动强度指标选取准则的优劣性进行评价，给出了用于RC框架结构弹塑性地震响应数值分析的地震动记录和地震动强度控制指标，并就借助IDA方法实现对结构抗地震倒塌易损性分析所涉及的关键科学问题提供了解决方案，揭示了楼层高度、结构高宽比、框架柱轴压比及楼板约束强度等主要因素对典型锈蚀率下RC框架结构抗地震倒塌能力的影响规律，最终完成了在役RC框架结构抗地震倒塌能力的定量化评价。
（5）采用分部优化法并借助复形法优化思想获取RC框架结构在弹性阶段的优化方案，通过控制优化结构的最大层间位移角以实现弹塑性阶段优化设计，从而得到了指定设防烈度下RC框架结构最小抗震投入的优化设计，并基于简化公式计算建筑结构遭受诸级破坏的失效概率，与单体建筑震害损失量化结果形成了共力，最终获得了指定设防烈度下框架结构的损失期望，随即将抗震投入最少和震害损失期望最小作为抗灾结构优化设计的两大优化目标，取目标函数值达到最小时的设防烈度作为结构最优设防烈度，进而搜索得到最优设防烈度下抗震投入与震害损失间的最佳平衡。
Taking the advantages of simple structural style, flexible layout and explicitforce-transmission path into account, RC frame structures play an important role in thecivil engineering construction in China even all over the world. Compared with other newstructure systems, a large number of RC frame structures have been entered the phases ofmiddle age, old age and even over age. Besides, large-scale seismic activities in Chinaand neighboring countries in lately years indicate that earthquakes with high intensity willhappen to China mainland probably in the next few years. Thus, it is necessary to studythe multi-scale damage behaviors of existing RC frame structure subjected to seismicexcitation, and then propose some suggestions for optimal seismic protection.
Theoretical analysis and numerical simulation are adopted to study the mechanicalbehaviour of existing RC frame structure. The degradation mechanisms and time-varyinglaws of main building material mechanical properties in common atmosphereenvironment are explored and damage evolution laws between closely scales arerevealed, then structure seismic collapse resistant capacity is evaluated quantitatively andthe best balance between seismic investment and earthquake damage loss are obtainedfinally. The main research works and conclusions are shown as follows:
1. Four stages of RC structure performance degradation due to the reinforcementcorrosion are defined and the calculating model for covered concrete carbonated residuecontent is proposed by the regression of field test data, and the calculating formulas ofreinforcement corrosion rate when protective layer of concrete cracks is deduced bydawing the support of elasticity theory, then the corrosion sensitivities of concretetensile strength, concrete cover depth, reinforcement diameter, rust poisson ratio andrust corrosion expansion rate are revealed subsequently. The formulas for calculatingthe service time of structure with no corrosion and with covered concrete cracking areproposed, and the time-varying constitutive models for reinforcement, concrete and thebond-slip between reinforcement and concrete of multi-age RC frame structure areselected to provide basic theory support for subsequent numerical analysis.
2. The numerical modeling theory for existing RC frame structure in componentscale with ABAQUS program is put forward, and the ralated research works contain selection and combination of units, concrete failure criteria, materials time-varyingconstitutive model, model reliability verification and so on. According to the suggestedrules for selecting damage characterization of RC components, the damage evaluationindexes for RC beam and column are proposed. By introducing the cohesive forcecorrection function into calculation formula of RC beam component bending stiffnesswithout corrosion to adjust the average tensile strain of concrete rounded tensile steel bar,the formula for calculating corroded RC beam bending stiffness is estabilished. Thedamage sensitivity analyses for main factors which contain section dimension, concretestrength grade, concrete cover depth and reinforcement ratio are conducted, and then theinfluence laws of main design parameters on component damage evolution are revealed,which will provide theoretical support for establishing damage model of existing RCframe structure subjected to seismic excitation.
3. The numerical modeling theory for existing RC frame structure in structure scalewith OpenSees program is established by studying the characterization of RCcomponent mechanical properties in the fiber level. Damage evaluation index for RCframe structure in macroscale is given out and the influence laws of main designparameters on storey damage evolution are revealed, then the storey damage model ofexisting RC frame structure subjected to cyclic loads is proposed. According to theabove achievements, the influences of damaged storey location, damaged storeyquantity, storey damage degree and structural service age on structural seismic damageare investigated, and then the seismic damage model for existing RC frame structure isestablished ultimately.
4. By judging the advantages and disadvantages of existing rules, ground motionrecords and ground motion intensity index which are more suitable for the numericalanalysis of RC frame structure elastoplastic seismic response are provided and therelated problems involved in vulnerability analysis of seismic collapse resistant forstructure by means of IDA are solved in this paper. The influences of main factors suchas storey height, structure aspect ratio, column axial compression ratio and floorconstraint on seismic collapse resistant capacity of RC frame structure with typicalreinforcement corrosion ratio are revealed, and then the existing RC frame structureseismic collapse resistant capacity is evaluated quantitatively.
5. Drawing support from the optimization thought of the Complex Method,optimization scheme of RC frame structure in the elastic stage is obtained with themethod of divisional optimization and the optimization design for elastic-plastic phase isrealized by limiting maximum interlayer displacement angle, and then the optimizationdesign for minimum seismic investment of RC frame structure under specifiedfortification intensity is achieved. Combined the calculating results of failure probability of structure in different damage degree with quantitative results of single buildingearthquake damage loss, the loss expectation of frame structure with specifiedfortification intensity is obtained finally. Taking the minimum of seismic investment andearthquake damage loss expectation as optimization targets, the fortification intensitycorresponding with minimum objective function value is considered as the optimal one,and then a perfect balance between seismic investment and earthquake damage lossunder optimal fortification intensity is sought finally.
论文以多龄期RC框架结构为研究对象，采用理论分析与数值模拟相结合的研究手段，探究了一般大气环境下主要建筑材料力学性能劣化机理与时变规律，揭示了多尺度地震损伤演化规律，定量评价了结构抗地震倒塌能力，最终获取了抗震投入和震害损失间的最佳平衡。主要研究工作和研究结论有：
（1）对RC结构随内嵌钢筋锈蚀而出现性能劣化的4个重要阶段进行了界定，基于现场实测数据拟合得到了保护层混凝土碳化残量的建议计算模型，并运用弹性力学理论推导出保护层混凝土开裂时钢筋锈蚀率计算公式，揭示了混凝土抗拉强度、保护层厚度、纵筋直径、铁锈泊松比及锈胀率等主要因素的锈蚀敏感度，提出了内嵌钢筋未锈阶段服役时间和保护层混凝土锈胀开裂时结构服役时间的建议计算公式，最终给出了适用于多龄期RC框架结构的钢筋、混凝土及钢筋与混凝土间粘结滑移时变本构模型，为后续数值分析研究提供了基础理论支持。
（2）基于ABAQUS软件平台，从单元选取与组合、混凝土破坏准则、材料时变本构关系及模型可靠性验证等方面探讨了适用于在役RC框架结构构件尺度的数值建模理论，并根据建议的RC框架结构诸类构件损伤表征量选取规则，给出了两类构件的损伤评价指标，通过在未锈RC梁构件抗弯刚度计算公式里引入粘结力修正函数以完成对受拉钢筋位置处混凝土平均拉应变的调整，进而提出了锈蚀RC梁抗弯刚度建议计算公式，计算分析了截面尺寸、混凝土强度等级、混凝土保护层厚度及配筋率等设计参数的损伤敏感度，揭示了主要设计参数对构件损伤演化的影响规律，为建立地震激励下在役RC框架结构损伤模型提供理论支撑。
（3）基于OpenSees软件平台，重点探讨了RC构件力学性能在纤维层面上的描述方法，建立了适用于在役RC框架结构结构尺度的非线性有限元数值建模理论，并给出了RC框架结构宏观尺度损伤评价指标，揭示了构件类型和主要设计参数对楼层损伤的影响规律，提出了往复荷载作用下在役RC框架结构楼层损伤模型，进一步考察了损伤楼层位置、损伤楼层数量、楼层损伤程度及结构服役龄期对整体结构地震损伤的影响，最终建立了适用于在役RC框架结构的地震损伤模型。
（4）通过对地震动记录和地震动强度指标选取准则的优劣性进行评价，给出了用于RC框架结构弹塑性地震响应数值分析的地震动记录和地震动强度控制指标，并就借助IDA方法实现对结构抗地震倒塌易损性分析所涉及的关键科学问题提供了解决方案，揭示了楼层高度、结构高宽比、框架柱轴压比及楼板约束强度等主要因素对典型锈蚀率下RC框架结构抗地震倒塌能力的影响规律，最终完成了在役RC框架结构抗地震倒塌能力的定量化评价。
（5）采用分部优化法并借助复形法优化思想获取RC框架结构在弹性阶段的优化方案，通过控制优化结构的最大层间位移角以实现弹塑性阶段优化设计，从而得到了指定设防烈度下RC框架结构最小抗震投入的优化设计，并基于简化公式计算建筑结构遭受诸级破坏的失效概率，与单体建筑震害损失量化结果形成了共力，最终获得了指定设防烈度下框架结构的损失期望，随即将抗震投入最少和震害损失期望最小作为抗灾结构优化设计的两大优化目标，取目标函数值达到最小时的设防烈度作为结构最优设防烈度，进而搜索得到最优设防烈度下抗震投入与震害损失间的最佳平衡。
Taking the advantages of simple structural style, flexible layout and explicitforce-transmission path into account, RC frame structures play an important role in thecivil engineering construction in China even all over the world. Compared with other newstructure systems, a large number of RC frame structures have been entered the phases ofmiddle age, old age and even over age. Besides, large-scale seismic activities in Chinaand neighboring countries in lately years indicate that earthquakes with high intensity willhappen to China mainland probably in the next few years. Thus, it is necessary to studythe multi-scale damage behaviors of existing RC frame structure subjected to seismicexcitation, and then propose some suggestions for optimal seismic protection.
Theoretical analysis and numerical simulation are adopted to study the mechanicalbehaviour of existing RC frame structure. The degradation mechanisms and time-varyinglaws of main building material mechanical properties in common atmosphereenvironment are explored and damage evolution laws between closely scales arerevealed, then structure seismic collapse resistant capacity is evaluated quantitatively andthe best balance between seismic investment and earthquake damage loss are obtainedfinally. The main research works and conclusions are shown as follows:
1. Four stages of RC structure performance degradation due to the reinforcementcorrosion are defined and the calculating model for covered concrete carbonated residuecontent is proposed by the regression of field test data, and the calculating formulas ofreinforcement corrosion rate when protective layer of concrete cracks is deduced bydawing the support of elasticity theory, then the corrosion sensitivities of concretetensile strength, concrete cover depth, reinforcement diameter, rust poisson ratio andrust corrosion expansion rate are revealed subsequently. The formulas for calculatingthe service time of structure with no corrosion and with covered concrete cracking areproposed, and the time-varying constitutive models for reinforcement, concrete and thebond-slip between reinforcement and concrete of multi-age RC frame structure areselected to provide basic theory support for subsequent numerical analysis.
2. The numerical modeling theory for existing RC frame structure in componentscale with ABAQUS program is put forward, and the ralated research works contain selection and combination of units, concrete failure criteria, materials time-varyingconstitutive model, model reliability verification and so on. According to the suggestedrules for selecting damage characterization of RC components, the damage evaluationindexes for RC beam and column are proposed. By introducing the cohesive forcecorrection function into calculation formula of RC beam component bending stiffnesswithout corrosion to adjust the average tensile strain of concrete rounded tensile steel bar,the formula for calculating corroded RC beam bending stiffness is estabilished. Thedamage sensitivity analyses for main factors which contain section dimension, concretestrength grade, concrete cover depth and reinforcement ratio are conducted, and then theinfluence laws of main design parameters on component damage evolution are revealed,which will provide theoretical support for establishing damage model of existing RCframe structure subjected to seismic excitation.
3. The numerical modeling theory for existing RC frame structure in structure scalewith OpenSees program is established by studying the characterization of RCcomponent mechanical properties in the fiber level. Damage evaluation index for RCframe structure in macroscale is given out and the influence laws of main designparameters on storey damage evolution are revealed, then the storey damage model ofexisting RC frame structure subjected to cyclic loads is proposed. According to theabove achievements, the influences of damaged storey location, damaged storeyquantity, storey damage degree and structural service age on structural seismic damageare investigated, and then the seismic damage model for existing RC frame structure isestablished ultimately.
4. By judging the advantages and disadvantages of existing rules, ground motionrecords and ground motion intensity index which are more suitable for the numericalanalysis of RC frame structure elastoplastic seismic response are provided and therelated problems involved in vulnerability analysis of seismic collapse resistant forstructure by means of IDA are solved in this paper. The influences of main factors suchas storey height, structure aspect ratio, column axial compression ratio and floorconstraint on seismic collapse resistant capacity of RC frame structure with typicalreinforcement corrosion ratio are revealed, and then the existing RC frame structureseismic collapse resistant capacity is evaluated quantitatively.
5. Drawing support from the optimization thought of the Complex Method,optimization scheme of RC frame structure in the elastic stage is obtained with themethod of divisional optimization and the optimization design for elastic-plastic phase isrealized by limiting maximum interlayer displacement angle, and then the optimizationdesign for minimum seismic investment of RC frame structure under specifiedfortification intensity is achieved. Combined the calculating results of failure probability of structure in different damage degree with quantitative results of single buildingearthquake damage loss, the loss expectation of frame structure with specifiedfortification intensity is obtained finally. Taking the minimum of seismic investment andearthquake damage loss expectation as optimization targets, the fortification intensitycorresponding with minimum objective function value is considered as the optimal one,and then a perfect balance between seismic investment and earthquake damage lossunder optimal fortification intensity is sought finally.
引文
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