共查询到19条相似文献,搜索用时 109 毫秒
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《土木建筑与环境工程》2021,(2)
T形方钢管混凝土组合异形柱具有良好的力学性能,以试件长度、偏心距、偏心方向为试验参数,设计9个不同长细比的试件进行偏心受压试验,观察试件的破坏形态,得到荷载-应变曲线和荷载-挠度曲线,并分析各参数对试件偏心受压性能的影响。试验结果表明:长度为600mm的试件发生了强度破坏,长度为1 500、1 800mm的试件发生了弯曲失稳破坏;试件长度越长,弯曲破坏特征越明显;偏心距越大,偏压承载力越低;偏心方向对偏心受压性能的影响相对较小。与相关规范计算结果对比发现,按DBJ/T 13-51—2010计算的结果与试验结果吻合最好。研究结果表明,T形方钢管混凝土组合异形柱延性较好,方钢管之间可以协同工作,偏心受压力学性能良好。 相似文献
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《工业建筑》2013,(12)
对9根400 MPa级细晶粒钢筋混凝土柱开展偏心受压性能试验,研究轴向力偏心距、纵向受压钢筋配筋率、混凝土强度和长细比对柱偏心受压性能的影响,描述各试件的破坏过程,分析了其荷载-钢筋/混凝土应变曲线、荷载-挠度曲线以及破坏形态的特点。研究表明,现行混凝土结构设计规范关于钢筋混凝土偏心受压柱极限承载力、平均裂缝间距和最大裂缝宽度的计算理论与试验吻合较好。400 MPa级细晶粒钢筋屈服强度设计值取为360 MPa时,细晶粒钢筋混凝土偏压柱承载力具有足够的安全系数并偏向于保守。正常使用极限状态下,400 MPa级细晶粒钢筋混凝土大偏心受压柱在短期荷载作用下的最大裂缝宽度满足要求。 相似文献
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为了研究型钢部分包裹再生混凝土短柱(强轴)的偏心受压性能,设计了6个试件并进行静力加载试验,不同试件的主要变化参数为再生粗骨料取代率、偏心率。通过试验获得了试件的破坏形态、承载力、荷载-挠度曲线、荷载-应变曲线,采用国外相关规范的计算方法对型钢部分包裹再生混凝土短柱(强轴)的偏心受压承载力进行计算,并与试验结果进行了对比分析。研究结果表明:试件的极限承载能力随着再生粗骨料取代率和偏心距的增大而减小;根据规范ANSI/AISC 360-10计算的型钢部分包裹再生混凝土短柱(强轴)的偏心受压承载力与试验结果较为吻合。 相似文献
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碳纤维布(CFRP)加固钢筋混凝土偏心受压柱的试验研究 总被引:1,自引:0,他引:1
对碳纤维布(CFRP)横向约束的混凝土矩形偏心受压柱进行了静载性能的试验研究,测得了小偏心受压柱加固后的极限承载力及其箍筋和CFRP的荷载-应变曲线,并在小偏心范围内,对不同偏心率下的CFRP加固混凝土柱受压的特点作了分析。试验结果表明:外贴CFRP能有效地提高小偏心受压混凝土柱的抗压极限承载力,且其极限承载力的提高幅度随偏心距减小而增大。最后参考《混凝土结构设计规范》对外贴CFRP的小偏心受压柱的抗压极限承载力提出了实用的计算公式,计算值与试验结果基本吻合。 相似文献
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《建筑结构》2018,(Z2)
将钢管再生混凝土结构用于实际工程中,长细比是对其力学性能影响的重要因素之一。首先对核心再生混凝土进行了多轴拉压试验,给出了其本构关系;对4种不同长细比的12根钢管再生混凝土柱进行了轴心受压试验,分析了长细比对其极限承载力、荷载-位移曲线、荷载-应变曲线、荷载比-横向变形系数曲线的影响。结果表明:随着试件长细比的增大,钢管再生混凝土柱的极限承载力显著下降,长细比增加50%,其承载力下降3. 3%左右;纵向应变减小,环向应变增加;钢管对核心再生混凝土的套箍约束作用开始增强的时间越早。基于试验研究和理论分析,给出了考虑长细比的钢管再生混凝土柱承载力计算公式。在上述基础上,对其进行了ABAQUS有限元模拟研究,模拟结果与试验结果吻合较好。 相似文献
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配筋钢管混凝土柱抗压性能 总被引:2,自引:0,他引:2
对配筋钢管混凝土柱的轴心受压性能进行了试验研究和理论分析;研究了配筋钢管混凝土短柱的受力性能、变形能力和破坏形态,给出了变形和极限承载能力的试验结果;分析了加配钢筋的作用及其对钢管混凝土柱变形和极限承载力的影响。最后探讨了配筋钢管混凝土短柱轴心受压承载力的计算方法,给出了简化计算公式。结果表明,钢管混凝土短柱加配钢筋以后,改变了其破坏形态,提高了其极限承载能力和变形性能。 相似文献
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《工业建筑》2016,(3):155-159
通过对2根预应力钢带加固钢筋混凝土柱与2根未加固钢筋混凝土柱的力学性能进行对比试验,研究预应力钢带加固对钢筋混凝土轴心受压柱、偏心受压柱的破坏形态、承载力、刚度、变形能力的影响。试验结果表明:预应力钢带加固钢筋混凝土柱的破坏形态与未加固试件基本相同,但加固试件初裂荷载更大;加固后钢筋混凝土轴心受压试件、偏心受压试件承载力分别提高24%、20%,承载力提升效果显著;预应力钢带加固对轴心受压试件轴向刚度明显提高,从初始加载到荷载达到80%极限荷载的不同加载水平下,加固后轴压试件的轴向刚度与未加固试件轴向刚度的比值在1.12~1.18;经预应力钢带加固后,偏心受压试件极限荷载对应的侧向挠度增大了37%,偏压试件变形能力明显增强。 相似文献
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《Thin》2014
This paper studies the failure mechanism and the bearing capacity of stainless steel lipped C section stub columns under axial and eccentric compression. A series of tests were performed on S30408 stainless steel, including 16 mechanical property tests, 10 axially loaded and 28 eccentrically loaded stub column tests. Flat and corner coupon tests were conducted to investigate the anisotropy, the hardening index and the stress–strain behavior of stainless steel. Stub column tests were carried out to obtain the load–displacement curves, the bearing carrying capacity and the section strain variation. Comparison of test results with code predictions indicates that the design strengths are lower than the experimental strengths, and that the deviation between test and predicted results reduces as the section plate slenderness coefficient increases. 相似文献
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In this paper results of tests conducted on 27 concrete-filled steel tubular columns are reported. The test parameters were the column slenderness, the load eccentricity covering axially and eccentrically loaded columns with single or double curvature bending and the compressive strength of the concrete core. The test results demonstrate the influence of these parameters on the strength and behaviour of concrete-filled steel tubular columns. A comparison of experimental failure loads with the predicted failure loads in accordance with the method described in Eurocode 4 Part 1.1 showed good agreement for axially and eccentrically loaded columns with single curvature bending whereas for columns with double curvature bending the Eurocode loads were higher and on the unsafe side. More tests are needed for the case of double curvature bending. 相似文献
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This paper investigates the nonlinear behaviour of eccentrically loaded fibre reinforced (FR) concrete-filled stainless steel tubular composite columns. A nonlinear 3-D finite element model for the axially loaded composite columns, recently reported by the author, was extended to study the structural performance of the eccentrically loaded composite columns. The columns were pin-ended subjected to an eccentric load acting along one axis. The model accounted for the inelastic behaviour of the composite column components, effect of FR concrete confinement and interface between the stainless steel section and concrete. The measured initial local and overall geometric imperfections were carefully incorporated in the model. The finite element model has been validated against tests previously reported by the author. Furthermore, the variables that influence the eccentrically loaded composite column behaviour and strength comprising different eccentricities, different column slenderness and different concrete strengths were investigated in an extensive parametric study comprising 72 columns. The composite column strengths and moment resistances predicted from the finite element analysis were compared with the design composite column strengths and moment resistances calculated using the Eurocode 4. The study has shown that finite element modelling could effectively assess the accuracy of the design rules in current codes of practice. 相似文献
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This paper presents an experimental investigation of axially and eccentrically loaded plain and fibre reinforced (FR) concrete-filled stainless steel circular tubular columns. The composite columns were pin-ended subjected to axial and eccentric loads. The stainless steel tubes were relatively slender having a diameter-to-plate thickness ratio of 50. The composite columns had different lengths varied from 3D to 12D. The column ultimate loads, load–axial shortening relationships, load–strain relationships, load–mid-height lateral deflection relationships and failure modes of the concrete-filled stainless steel circular tubular columns were measured from the tests. The study has shown that FR concrete-filled stainless steel tubular columns offer a considerable increase in column ductility compared with plain concrete-filled tubular columns. The test ultimate loads were compared with the design ultimate loads calculated using the Eurocode 4 for composite columns. Generally, it has been shown that the EC4 accurately predicted the ultimate loads of axially loaded concrete-filled stainless steel circular tubular columns, but were quite conservative for predicting the ultimate loads of the eccentrically loaded columns. It has also been shown that the conservatism of the EC4 predictions is increased as the eccentricity is increased. The test results provide useful information regarding the behaviour of FR concrete-filled stainless steel columns. 相似文献
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楔形压杆的非弹性稳定研究 总被引:1,自引:0,他引:1
在已有的楔形单元弹性刚度方程的基础上,推导了它的弹塑性增量刚度方程,并利用所得到的结果研究了轴心和偏心楔形压杆在强轴平面内的非弹性稳定,得到了各种楔率下楔形压杆的柱子曲线和轴力-弯矩相关曲线. 相似文献
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Eccentrically loaded concrete encased steel composite columns 总被引:1,自引:0,他引:1
This paper presents a nonlinear 3-D finite element model for eccentrically loaded concrete encased steel composite columns. The columns were pin-ended subjected to an eccentric load acting along the major axis, with eccentricity varied from 0.125 to 0.375 of the overall depth (D) of the column sections. The model accounted for the inelastic behaviour of steel, concrete, longitudinal and transverse reinforcement bars as well as the effect of concrete confinement of the concrete encased steel composite columns. The interface between the steel section and concrete, the longitudinal and transverse reinforcement bars, and the reinforcement bars and concrete were also considered allowing the bond behaviour to be modelled and the different components to retain its profile during the deformation of the column. The initial overall geometric imperfection was carefully incorporated in the model. The finite element model has been validated against existing test results. The concrete strengths varied from normal to high strength (30–110 MPa). The steel section yield stresses also varied from normal to high strength (275–690 MPa). Furthermore, the variables that influence the eccentrically loaded composite column behaviour and strength comprising different eccentricities, different column dimensions, different structural steel sizes, different concrete strengths, and different structural steel yield stresses were investigated in a parametric study. Generally, it is shown that the effect on the composite column strength owing to the increase in structural steel yield stress is significant for eccentrically loaded columns with small eccentricity of 0.125D. On the other hand, for columns with higher eccentricity 0.375D, the effect on the composite column strength due to the increase in structural steel yield stress is significant for columns with concrete strengths lower than 70 MPa. The strength of composite columns obtained from the finite element analysis were compared with the design strengths calculated using the Eurocode 4 for composite columns. Generally, it is shown that the EC4 accurately predicted the eccentrically loaded composite columns, while overestimated the moment. 相似文献