配置高强钢筋混凝土框架柱抗震性能研究
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摘要
在混凝土结构中推广应用高强钢筋有利于促进我国建筑用钢筋技术水平的提高,对可持续发展具有重要意义。但目前对配置高强钢筋混凝土结构构件的抗震性能和设计方法研究尚不够充分。本文采用试验与分析相结合的研究方法,研究配置高强纵筋和高强箍筋混凝土框架柱的抗震性能及设计问题。主要工作及成果如下：
(1)对20个配置高强钢筋(纵筋采用HRB500钢筋,箍筋采用HRB500、970MPa级PC钢棒)的混凝土柱,进行各种轴压比下的低周反复加载试验,研究了试件的破坏形态、荷载-位移(变形)滞回曲线、抗震耗能性能、位移延性系数、极限位移角以及正截面受压承载力等,分析了轴压比、混凝土强度、纵筋强度、箍筋强度、配箍形式以及箍筋体积配筋率等对混凝土柱抗震性能的影响。
(2)在本文试验及所收集共计300余个混凝土柱低周反复加载试验数据基础上,提出了与试验配箍特征值λtv及试验轴压比nt,相关的位移延性系数及极限位移角计算公式。
(3)根据现行相关规范设计了位于地震烈度8度(0.30g)地区的3个混凝土框架结构,其分别配置HRB335、HRB400、HRB500纵向受力钢筋。选择5条罕遇水准地震地面运动,对这3个框架进行弹塑性时程分析。结果表明,配置500MPa纵筋的框架柱位移延性系数需求低于配置低强钢筋框架柱；并认为采用弹塑性层问位移角评判框架结构(框架柱)延性较为合理。此项工作同时验证了高强钢筋应用的经济性。
(4)试验结果表明,当试验柱柱顶位移比达到2%时,500MPa级箍筋的应变均已超过其屈服应变；对970MPa级箍筋,多数试件的箍筋应力已达到700MPa以上。当承载力下降到85%时,内部和外部的970MPa级箍筋均能达到实测抗拉屈服强度1012MPa。此外,试验研究还验证了抗震设计时混凝土框架柱采用连续复合箍筋形式的必要性,且拉筋两端均应采用135°弯钩。
(5)由本文提出的混凝土框架柱位移延性系数计算公式,经分析提出了纵筋配置高强钢筋框架柱箍筋加密区最小配箍特征值要求。与《混凝土结构设计规范》GB50010-2010相比,本文建议的最小配箍特征值对一级、二级和三级抗震等级分别平均增加46%、45%和32%。
(6)提出了混凝土框架柱配置高强箍筋设计建议,主要内容包括高强箍筋的应用范围,箍筋抗拉强度设计值fyv取值,最小配箍特征值λy要求,箍筋构造要求等,可为混凝土框架柱中应用高强箍筋提供参考。
(7)本文试验柱承载力计算表明,采用约束混凝土本构关系计算配置约束箍筋混凝土柱正截面受压承载力是必要的,并论述了钢筋抗压强度设计值f'y取值原理和建议。
The application of high-yield-strength rebar in concrete structures is favorable to enhancing the development level of reinforcement and has great significance for the sustainable development of China. However, the current researches on seismic behavior and design method of reinforced concrete structural members with high-yield-strength rebars are not sufficient. In this paper, the seismic behavior and designing issues of concrete frame columns employing high-yield-strength longitudinal rebars and stirrups are experimentally investigated and synthetically analyzed. The main research contents and results are as follows.
(1)20concrete columns reinforced with500MPa grade longitudinal rebars and500MPa grade or970MPa grade confinement stirrups were tested under the low frequency cyclic loading with various axial compression ratios. The failure mode, force-displacement(deformation) hysteretic curve, seismic energy dissipation, displacement ductility factor, limiting drift ratio, flexural and axial capacity of normal section for the columns are experimentally studied. The effects of the axial compression ratio, strength of concrete, strength of longitudinal rebars, strength of stirrups, forms of stirrup reinforcement and volumetric ratio pv of stirrups on the seismic behavior of the columns are analyzed as well.
(2) Based on the experimental data collected from more than300concrete columns, which are tested under the low frequency cyclic loading, the equations to determine the displacement ductility factor and the limiting drift ratio are proposed, which are related to the trail characteristic value of stirrup reinforcement λvt and the trail axial compression ratio nt.
(3) Reinforced with HRB335, HRB400, HRB500grade longitudinal rebars respectively, three concrete frames located in the zone of seismic intensity8(0.30g) were designed according to the current relevant codes. Elasto-plastic time-history analysis of these frames was conducted under the condition of5rarely occurred earthquake ground motions. The analysis results indicate that the frame columns reinforced with high-yield-strength rebars make lower demand on the displacement ductility factor than the frame columns with low-yield-strength rebars. As a result, it is more reasonable to estimate the ductility of frame structure (frame column) by employing the elasto-plastic story drift ratio. Furthermore, the application of high-yield-strength rebars proves to be economical.
(4) The test results show that the strain of500MPa grade stirrups has exceeded the yield strain when the drift ratio at top of the column approaching2%, and at the same time, the stirrups stress for most of the columns with970MPa grade stirrups has surpassed700MPa. When load-bearing capacity is reduced by15%, the stress of970MPa grade stirrups, both internal and external, could reach1012MPa, which is the actual measured tensile yield strength. Furthermore, the necessity of using continuous overlapping hoops in the concrete frame columns for the seismic design is experimentally verified and135degrees hooks at both ends of the ties should be arranged.
(5) For the frame columns reinforced with high-yield-strength longitudinal rebars, new requirements for the minimum characteristic value of stirrup reinforcement are presented in the closely-spaced region at the column ends, by analyzing the equation of displacement ductility factor proposed in this research. When compared with the"Code for Design of Concrete Structures(GB50010-2010)", the average of presented minimum characteristic value of stirrup reinforcement for earthquake-resistant grade I, II and III increases by46%,45%and32%respectively.
(6) The design recommendation of high-yield-strength confinement stirrups for the concrete frame columns is proposed, including the scope of applications of high-yield-strength stirrups, assignment of the design value of tensile strength of stirrups fyv, demands of minimum characteristic value of stirrup reinforcement λv, details of stirrup reinforcement, and so on. The recommendation may provide a reference for the application of high-yield-strength stirrups in the concrete frame columns.
(7) The checking calculation can prove necessary to take account of the constitutive relationship of confined concrete when calculating the flexural and axial capacity of normal section of concrete columns reinforced with confinement stirrups. The principle and suggestion for assignment of the design value of compressive strength of longitudinal rebars are also discussed.
(1)对20个配置高强钢筋(纵筋采用HRB500钢筋,箍筋采用HRB500、970MPa级PC钢棒)的混凝土柱,进行各种轴压比下的低周反复加载试验,研究了试件的破坏形态、荷载-位移(变形)滞回曲线、抗震耗能性能、位移延性系数、极限位移角以及正截面受压承载力等,分析了轴压比、混凝土强度、纵筋强度、箍筋强度、配箍形式以及箍筋体积配筋率等对混凝土柱抗震性能的影响。
(2)在本文试验及所收集共计300余个混凝土柱低周反复加载试验数据基础上,提出了与试验配箍特征值λtv及试验轴压比nt,相关的位移延性系数及极限位移角计算公式。
(3)根据现行相关规范设计了位于地震烈度8度(0.30g)地区的3个混凝土框架结构,其分别配置HRB335、HRB400、HRB500纵向受力钢筋。选择5条罕遇水准地震地面运动,对这3个框架进行弹塑性时程分析。结果表明,配置500MPa纵筋的框架柱位移延性系数需求低于配置低强钢筋框架柱；并认为采用弹塑性层问位移角评判框架结构(框架柱)延性较为合理。此项工作同时验证了高强钢筋应用的经济性。
(4)试验结果表明,当试验柱柱顶位移比达到2%时,500MPa级箍筋的应变均已超过其屈服应变；对970MPa级箍筋,多数试件的箍筋应力已达到700MPa以上。当承载力下降到85%时,内部和外部的970MPa级箍筋均能达到实测抗拉屈服强度1012MPa。此外,试验研究还验证了抗震设计时混凝土框架柱采用连续复合箍筋形式的必要性,且拉筋两端均应采用135°弯钩。
(5)由本文提出的混凝土框架柱位移延性系数计算公式,经分析提出了纵筋配置高强钢筋框架柱箍筋加密区最小配箍特征值要求。与《混凝土结构设计规范》GB50010-2010相比,本文建议的最小配箍特征值对一级、二级和三级抗震等级分别平均增加46%、45%和32%。
(6)提出了混凝土框架柱配置高强箍筋设计建议,主要内容包括高强箍筋的应用范围,箍筋抗拉强度设计值fyv取值,最小配箍特征值λy要求,箍筋构造要求等,可为混凝土框架柱中应用高强箍筋提供参考。
(7)本文试验柱承载力计算表明,采用约束混凝土本构关系计算配置约束箍筋混凝土柱正截面受压承载力是必要的,并论述了钢筋抗压强度设计值f'y取值原理和建议。
The application of high-yield-strength rebar in concrete structures is favorable to enhancing the development level of reinforcement and has great significance for the sustainable development of China. However, the current researches on seismic behavior and design method of reinforced concrete structural members with high-yield-strength rebars are not sufficient. In this paper, the seismic behavior and designing issues of concrete frame columns employing high-yield-strength longitudinal rebars and stirrups are experimentally investigated and synthetically analyzed. The main research contents and results are as follows.
(1)20concrete columns reinforced with500MPa grade longitudinal rebars and500MPa grade or970MPa grade confinement stirrups were tested under the low frequency cyclic loading with various axial compression ratios. The failure mode, force-displacement(deformation) hysteretic curve, seismic energy dissipation, displacement ductility factor, limiting drift ratio, flexural and axial capacity of normal section for the columns are experimentally studied. The effects of the axial compression ratio, strength of concrete, strength of longitudinal rebars, strength of stirrups, forms of stirrup reinforcement and volumetric ratio pv of stirrups on the seismic behavior of the columns are analyzed as well.
(2) Based on the experimental data collected from more than300concrete columns, which are tested under the low frequency cyclic loading, the equations to determine the displacement ductility factor and the limiting drift ratio are proposed, which are related to the trail characteristic value of stirrup reinforcement λvt and the trail axial compression ratio nt.
(3) Reinforced with HRB335, HRB400, HRB500grade longitudinal rebars respectively, three concrete frames located in the zone of seismic intensity8(0.30g) were designed according to the current relevant codes. Elasto-plastic time-history analysis of these frames was conducted under the condition of5rarely occurred earthquake ground motions. The analysis results indicate that the frame columns reinforced with high-yield-strength rebars make lower demand on the displacement ductility factor than the frame columns with low-yield-strength rebars. As a result, it is more reasonable to estimate the ductility of frame structure (frame column) by employing the elasto-plastic story drift ratio. Furthermore, the application of high-yield-strength rebars proves to be economical.
(4) The test results show that the strain of500MPa grade stirrups has exceeded the yield strain when the drift ratio at top of the column approaching2%, and at the same time, the stirrups stress for most of the columns with970MPa grade stirrups has surpassed700MPa. When load-bearing capacity is reduced by15%, the stress of970MPa grade stirrups, both internal and external, could reach1012MPa, which is the actual measured tensile yield strength. Furthermore, the necessity of using continuous overlapping hoops in the concrete frame columns for the seismic design is experimentally verified and135degrees hooks at both ends of the ties should be arranged.
(5) For the frame columns reinforced with high-yield-strength longitudinal rebars, new requirements for the minimum characteristic value of stirrup reinforcement are presented in the closely-spaced region at the column ends, by analyzing the equation of displacement ductility factor proposed in this research. When compared with the"Code for Design of Concrete Structures(GB50010-2010)", the average of presented minimum characteristic value of stirrup reinforcement for earthquake-resistant grade I, II and III increases by46%,45%and32%respectively.
(6) The design recommendation of high-yield-strength confinement stirrups for the concrete frame columns is proposed, including the scope of applications of high-yield-strength stirrups, assignment of the design value of tensile strength of stirrups fyv, demands of minimum characteristic value of stirrup reinforcement λv, details of stirrup reinforcement, and so on. The recommendation may provide a reference for the application of high-yield-strength stirrups in the concrete frame columns.
(7) The checking calculation can prove necessary to take account of the constitutive relationship of confined concrete when calculating the flexural and axial capacity of normal section of concrete columns reinforced with confinement stirrups. The principle and suggestion for assignment of the design value of compressive strength of longitudinal rebars are also discussed.
引文
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