基于材料应变的RC梁、柱及剪力墙构件抗震性能指标限值研究
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摘要
基于性能的抗震设计方法不仅可以提出承载力要求，还可以根据业主需求设定预期的结构和构件变形值，从而控制结构在地震作用下所造成的损失大小，因此成为各国制定抗震规范的方向。基于性能的抗震设计关键在于以下两点：其一，结构弹塑性分析；其二，合理的结构性能指标选取。其中，结构性能指标分为整体性能指标和局部性能指标。整体性能指标可由层间位移角来衡量。现行《建筑抗震设计规范》（GB50011—2010）在旧规范“三水准，两阶段”设计方法的基础上，初步引入了基于性能的抗震设计思想，提出了4个性能目标等级、3个地震水准、7个性能水准，详细定义了每种性能水准计算对应的宏观损坏程度、内力组合和材料强度的取值，并有相应的层间位移角参考指标，但缺少构件变形限值规定。目前我国规范对结构构件在地震作用下的变形需求主要由相关的构造措施来保证，尚未能给出各结构构件在一定结构构造条件下变形性能的量化指标，因此无法给出结构构件层次的损伤状况。本文对工程中最常用的梁、柱及剪力墙构件在不同地震水准下的变形性能指标限值进行研究，内容包括以下几个方面：
（1）基于一批钢筋混凝土梁、柱及剪力墙构件的试验结果，采用ABAQUS进行模拟，将模拟得出的荷载－位移曲线和破坏形态与试验结果进行对比，计算结果与试验结果吻合较好，表明在混凝土本构采用损伤塑性模型，钢筋本构采用理想弹塑性模型的情况下，有限元法可以很好地模拟分析RC梁、柱及剪力墙构件的受力状态、破坏形态及变形性能。
（2）将构件抗震性能和裂缝宽度、材料应变、修复方法联系起来，结合中国抗震设计规范对构件破坏程度的描述，将构件抗震性能状态划分为5个阶段：完好、轻微损坏、轻中等破坏、中等破坏、严重破坏。在此基础上，提出了一种新的基于材料应变的RC结构构件性能指标确定方法，该方法确定的性能指标量化了结构构件在一定构造条件下的变形能力。
（3）对框架梁、柱的破坏形态划分方法进行探讨。将收集到的50根框架梁试验数据进行整理分析，结合数值模拟结果，提出以剪跨比、弯剪比、名义剪应力水平为参数来划分RC框架梁的破坏形态，给出相应的划分标准；将收集到的111个柱子试验数据，通过Fisher和Bayesian判别法则分析了弯剪比、剪跨比、箍筋间距等参数与RC柱破坏形态的关系，提出以剪跨比和弯剪比两个参数作为控制条件来划分RC柱的破坏形态，并得出了具体的划分标准。
（4）在验证了有限元方法合理性和可靠性的基础上，通过变化剪跨比、配箍率、'纵筋配筋率和K值（K f y (AS AS)
f c bh0）、相对受压区高度、名义剪应力水平等参数，设b计了468根RC梁试件，分析了上述参数对RC梁变形能力影响，提出了不同参数下RC梁构件的变形限值。
（5）通过变化剪跨比、配箍率、纵筋配筋率、弯剪比和轴压比设计值、名义剪应力水平等参数，设计了380根RC柱试件。通过Spearman相关分析，给出了各参数与所提出的5个性能水准的相关关系，提出了不同破坏类型情况下RC柱构件的变形限值，采用逐步回归分析法给出了相应的计算公式。回归分析的相关性系数表明，所给出的计算公式具有较高的可靠性。
（6）通过变化高宽比、轴压比设计值、实际配筋弯剪比、暗柱配箍特征值等参数，设计了524个矩形截面整体剪力墙构件，在对有限元分析结果进行归纳统计的基础上，通过Spearman相关分析，给出了各参数与所提出的5个性能水准的相关关系，提出了不同破坏类型情况下RC剪力墙的变形限值，采用逐步回归分析法给出了相应的计算公式，回归分析的相关性系数表明，所给出的计算公式具有较高的可靠性。
本文给出了梁、柱和剪力墙构件层次的变形性能指标限值。该性能指标限值弥补了现行《建筑抗震设计规范》（GB50011-2010）用构件的承载力和宏观变形状态描述结构性能的不足。将构造措施保证的结构变形能力进一步量化，为构件层次的基于性能的抗震设计和评估提供了理论依据。
The concept of performance-based design is to provide the owners and engineers theability to select a desired level of structural performance for several different levels of groundmotion. The most important things for the estimation of the structural performance level arethe structural analysis technique and adequate selection of damage parameters. An importantstep towards reaching these goals is to define an adequate measure of building performancewith global and local response parameters. In the performance-based design, overall buildingperformance during an earthquake is measured by the inter-story drift. For example, on thebasis of "three seismic fortification levels and two-stage design methods" proposed in oldCodes, the performance-based seismic design idea was preliminarily introduced in the current
Seismic Design Code"(GB50011-2010).4performance objectives,3seismic levels,7performance levels were carried out, including a detailed definition of macroscopic damagedegree, combination of internal forces, the strength value of the material, and inter-story driftcorresponding to each performance level. But the local components deformation parameterswere not mentioned. The ductile demands of components are ensured by correspondingstructural measures. The quantitative criteria of the deformation properties for structuralcomponents are not given in current Chinese codes. Therefore, the performance states ofstructural components under earthquake cannot be evaluated properly. This paper mainlystudies the seismic performance and the deformation performance index limits of5limitstates. The main contents include following aspects:
(1) Gather a patch of experimental data of RC beams, columns and shear walls. Thenusing ABAQUS to simulate the specimens. The damage-plasticity model of concrete and theideal elastoplastic model of reinforcement are adopted. The simulated load-displacementcurve and the failure modes are in good agreement with the experimental results, whichindicates that in conditions of reasonable material constitution and FEA parameters,simulation of the stress state and failure mode of RC components is feasible.
(2) With reference to the latest research at home and abroad, this paper considers the seismic performance of structural components, crack width, material strain and repairmethods to classify the performance state of RC components into5performance states: intact,slightly broken, light medium broken, medium broken, severe broken. Thus a new type ofcomponent performance index based on material strain is carried out, which quantifies thedeformation ability of components under certain structural conditions.
(3) Discuss the classification of the failure modes of RC components. Collecting andanalyze the experimental data of50beams, bring up to use shear-span ratio, flexural shearratio, nominal shear stress as parameters to classify the failure modes of RC beams; collectthe experimental data of111columns from references, analyze the relationship betweenfactors as flexural shear ratio, shear span ratio, stirrup spacing and the failure modes of RCcolumns, using Fisher's and Bayesian discriminants, bring up to use shear-span ratio andflexural shear ratio as parameters to classify the failure modes of RC columns, and providedetailed classification.
(4) On the basis of verification of the rationality and reliability of FEA method, bychanging parameters as shear span ratio, stirrup ratio, reinforcement ratio, K value, relativeheight of compression zone and nominal shear stress etc,468RC beam specimens aredesigned, which had been numerically simulated by ABAQUS to analyze the influence of theabove parameters on the elastoplastic deformation ability of RC beams. Then deformationlimit values of RC beams in different failure state are given.
(5) By changing shear span ratio, stirrup ratio, reinforcement ratio, flexural shear ratioand design value of axial compression etc,380RC column specimens are designed andnumerically simulated by ABAQUS. By the correlation analysis of Spearman, therelationships of the above parameters and the5performance states mentioned above arecarried out. Then deformation limit values of RC column in different failure state are given.And the corresponding calculation equations have been given by stepwise regression analysis,which have been examined to possess high reliability according to the correlation coefficient.
(6) By changing aspect ratio, design value of reinforcement ratio, actual reinforcementflexural shear ratio, the stirrup characteristic value of concealed columns,524RC shear wall specimens are designed and numerically simulated by ABAQUS. By the correlation analysisof Spearman, the relationships of the above parameters and the5performance statesmentioned above are carried out. And the corresponding calculation equations have beengiven by stepwise regression analysis, which have been examined to possess high reliabilityaccording to the correlation coefficient.
This paper carries out the deformation performance index limits of beams, columns andshear walls on component level. Compensate for the inadequacy of the insufficientquantitative description of bearing capacity and deformation state of components in theexisting Seismic Design Code"(GB50011-2010). Achieve the transfer from ensuring thedeformation demands mainly by relative structural conditions to the quantitative measurementof the deformation demands. This provide a theoretical basis of performance-based seismicdesign and evaluation on component level.
（1）基于一批钢筋混凝土梁、柱及剪力墙构件的试验结果，采用ABAQUS进行模拟，将模拟得出的荷载－位移曲线和破坏形态与试验结果进行对比，计算结果与试验结果吻合较好，表明在混凝土本构采用损伤塑性模型，钢筋本构采用理想弹塑性模型的情况下，有限元法可以很好地模拟分析RC梁、柱及剪力墙构件的受力状态、破坏形态及变形性能。
（2）将构件抗震性能和裂缝宽度、材料应变、修复方法联系起来，结合中国抗震设计规范对构件破坏程度的描述，将构件抗震性能状态划分为5个阶段：完好、轻微损坏、轻中等破坏、中等破坏、严重破坏。在此基础上，提出了一种新的基于材料应变的RC结构构件性能指标确定方法，该方法确定的性能指标量化了结构构件在一定构造条件下的变形能力。
（3）对框架梁、柱的破坏形态划分方法进行探讨。将收集到的50根框架梁试验数据进行整理分析，结合数值模拟结果，提出以剪跨比、弯剪比、名义剪应力水平为参数来划分RC框架梁的破坏形态，给出相应的划分标准；将收集到的111个柱子试验数据，通过Fisher和Bayesian判别法则分析了弯剪比、剪跨比、箍筋间距等参数与RC柱破坏形态的关系，提出以剪跨比和弯剪比两个参数作为控制条件来划分RC柱的破坏形态，并得出了具体的划分标准。
（4）在验证了有限元方法合理性和可靠性的基础上，通过变化剪跨比、配箍率、'纵筋配筋率和K值（K f y (AS AS)
f c bh0）、相对受压区高度、名义剪应力水平等参数，设b计了468根RC梁试件，分析了上述参数对RC梁变形能力影响，提出了不同参数下RC梁构件的变形限值。
（5）通过变化剪跨比、配箍率、纵筋配筋率、弯剪比和轴压比设计值、名义剪应力水平等参数，设计了380根RC柱试件。通过Spearman相关分析，给出了各参数与所提出的5个性能水准的相关关系，提出了不同破坏类型情况下RC柱构件的变形限值，采用逐步回归分析法给出了相应的计算公式。回归分析的相关性系数表明，所给出的计算公式具有较高的可靠性。
（6）通过变化高宽比、轴压比设计值、实际配筋弯剪比、暗柱配箍特征值等参数，设计了524个矩形截面整体剪力墙构件，在对有限元分析结果进行归纳统计的基础上，通过Spearman相关分析，给出了各参数与所提出的5个性能水准的相关关系，提出了不同破坏类型情况下RC剪力墙的变形限值，采用逐步回归分析法给出了相应的计算公式，回归分析的相关性系数表明，所给出的计算公式具有较高的可靠性。
本文给出了梁、柱和剪力墙构件层次的变形性能指标限值。该性能指标限值弥补了现行《建筑抗震设计规范》（GB50011-2010）用构件的承载力和宏观变形状态描述结构性能的不足。将构造措施保证的结构变形能力进一步量化，为构件层次的基于性能的抗震设计和评估提供了理论依据。
The concept of performance-based design is to provide the owners and engineers theability to select a desired level of structural performance for several different levels of groundmotion. The most important things for the estimation of the structural performance level arethe structural analysis technique and adequate selection of damage parameters. An importantstep towards reaching these goals is to define an adequate measure of building performancewith global and local response parameters. In the performance-based design, overall buildingperformance during an earthquake is measured by the inter-story drift. For example, on thebasis of "three seismic fortification levels and two-stage design methods" proposed in oldCodes, the performance-based seismic design idea was preliminarily introduced in the current
Seismic Design Code"(GB50011-2010).4performance objectives,3seismic levels,7performance levels were carried out, including a detailed definition of macroscopic damagedegree, combination of internal forces, the strength value of the material, and inter-story driftcorresponding to each performance level. But the local components deformation parameterswere not mentioned. The ductile demands of components are ensured by correspondingstructural measures. The quantitative criteria of the deformation properties for structuralcomponents are not given in current Chinese codes. Therefore, the performance states ofstructural components under earthquake cannot be evaluated properly. This paper mainlystudies the seismic performance and the deformation performance index limits of5limitstates. The main contents include following aspects:
(1) Gather a patch of experimental data of RC beams, columns and shear walls. Thenusing ABAQUS to simulate the specimens. The damage-plasticity model of concrete and theideal elastoplastic model of reinforcement are adopted. The simulated load-displacementcurve and the failure modes are in good agreement with the experimental results, whichindicates that in conditions of reasonable material constitution and FEA parameters,simulation of the stress state and failure mode of RC components is feasible.
(2) With reference to the latest research at home and abroad, this paper considers the seismic performance of structural components, crack width, material strain and repairmethods to classify the performance state of RC components into5performance states: intact,slightly broken, light medium broken, medium broken, severe broken. Thus a new type ofcomponent performance index based on material strain is carried out, which quantifies thedeformation ability of components under certain structural conditions.
(3) Discuss the classification of the failure modes of RC components. Collecting andanalyze the experimental data of50beams, bring up to use shear-span ratio, flexural shearratio, nominal shear stress as parameters to classify the failure modes of RC beams; collectthe experimental data of111columns from references, analyze the relationship betweenfactors as flexural shear ratio, shear span ratio, stirrup spacing and the failure modes of RCcolumns, using Fisher's and Bayesian discriminants, bring up to use shear-span ratio andflexural shear ratio as parameters to classify the failure modes of RC columns, and providedetailed classification.
(4) On the basis of verification of the rationality and reliability of FEA method, bychanging parameters as shear span ratio, stirrup ratio, reinforcement ratio, K value, relativeheight of compression zone and nominal shear stress etc,468RC beam specimens aredesigned, which had been numerically simulated by ABAQUS to analyze the influence of theabove parameters on the elastoplastic deformation ability of RC beams. Then deformationlimit values of RC beams in different failure state are given.
(5) By changing shear span ratio, stirrup ratio, reinforcement ratio, flexural shear ratioand design value of axial compression etc,380RC column specimens are designed andnumerically simulated by ABAQUS. By the correlation analysis of Spearman, therelationships of the above parameters and the5performance states mentioned above arecarried out. Then deformation limit values of RC column in different failure state are given.And the corresponding calculation equations have been given by stepwise regression analysis,which have been examined to possess high reliability according to the correlation coefficient.
(6) By changing aspect ratio, design value of reinforcement ratio, actual reinforcementflexural shear ratio, the stirrup characteristic value of concealed columns,524RC shear wall specimens are designed and numerically simulated by ABAQUS. By the correlation analysisof Spearman, the relationships of the above parameters and the5performance statesmentioned above are carried out. And the corresponding calculation equations have beengiven by stepwise regression analysis, which have been examined to possess high reliabilityaccording to the correlation coefficient.
This paper carries out the deformation performance index limits of beams, columns andshear walls on component level. Compensate for the inadequacy of the insufficientquantitative description of bearing capacity and deformation state of components in theexisting Seismic Design Code"(GB50011-2010). Achieve the transfer from ensuring thedeformation demands mainly by relative structural conditions to the quantitative measurementof the deformation demands. This provide a theoretical basis of performance-based seismicdesign and evaluation on component level.
引文
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