共查询到20条相似文献，搜索用时 140 毫秒
1.
使用通用有限元软件ABAQUS分析了钢材屈服强度、方钢管厚度、UHPC强度对高强方钢管约束UHPC短柱轴压性能的影响。首先使用ABAQUS对已有的普通钢管约束混凝土试验进行计算,结果与试验值基本一致。在此基础上建立了高强方钢管约束UHPC短柱模型,对比了不同参数下构件荷载-位移曲线、荷载-纵向应变曲线的变化特征。研究表明:构件前期刚度受混凝土强度影响很小,但由于增加混凝土强度使构件套箍系数降低,工作曲线下降段斜率增大,延性下降。钢管屈服强度的提高对构件的延性有很大改善,但对极限承载能力影响较小。核心混凝土强度是影响高强钢管约束UHPC短柱承载能力的主要因素,由于钢管不直接承担纵向荷载,仅对混凝土产生材料性能上的影响,钢管约束混凝土应看做混凝土的一种。 相似文献
2.
黄玉宁郑永乾赖鹏松 《福建工程学院学报》2020,(4):329-335
采用有限元软件ABAQUS建立了不同加载角T形带肋和多室钢管混凝土压弯构件的计算模型,数值计算结果与试验结果吻合良好。对影响T形钢管混凝土柱水平荷载P-水平位移Δ关系曲线的参数进行分析,结果表明:加载角为0°时,T形钢管混凝土构件的承载力最低,在67.5°负向加载时,构件的承载力最大,比0°加载角构件大13%左右,加载角为45°~90°间承载力总体上差别不大。随着钢管屈服强度、混凝土抗压强度、钢管长厚比、带肋和多室T形钢管混凝土构件在斜向加载的承载力增加,在传统钢管混凝土基础上,提出了适用于不同加载角带肋和多室T形钢管混凝土压弯构件的承载力设计方法,简化计算公式与有限元结果、试验结果均吻合较好。 相似文献
3.
因为异形柱经常承受偏心受压加受扭的复杂受力,所以理论计算比较复杂。本研究使用有限元分析软件ABAQUS对T形截面型钢混凝土柱的抗扭性能进行了数值模拟分析,并考虑混凝土塑性发展探讨不同轴压比与钢骨率对型钢混凝土T形截面柱延性与抗扭承载力的影响。利用已有的实验数据,建立构件的受压有限元模型,通过对比荷载-位移曲线验证有限元材料本构的有效性。建立三组模型分析不同轴压比与钢骨率对构件抗扭力学性能的影响,为今后型钢混凝土异形柱的应用提供参考。 相似文献
4.
目的：在实际工程服役过程中,纤维增强塑料（FRP）约束混凝土柱在遭遇极限荷载前往往已经经历了长时间的轴压荷载作用。因此,相比其短期力学性能,本文旨在研究FPR约束混凝土柱在长期荷载作用后的力学性能。创新点：1.考虑长期轴压荷载作用,提出一种轴压作用下圆形截面 FRP 约束混凝土柱的长期变形分析模型;2.提出了长期轴压作用后的FRP约束混凝土本构模型,从本构关系的角度描述两个方面的影响机理。方法：运用混凝土和FRP徐变的长期变形分析迭代计算方法（图3）。结论：1.提出的长期变形分析模型实现了对FRP约束混凝土柱任意目标时刻的应力和应变状态的高效、准确预测;2.将提出的本构模型嵌入有限元软件中,有效地实现对长期轴压作用的考虑;3.基于OpenSees有限元软件,验证了长期变形分析模型和本构模型的有效性和准确性。 相似文献
5.
采用有限元软件对圆中空夹层钢管混凝土(CCFDST)长柱构件进行侧向冲击数值模拟,揭示了CCFDST长柱构件冲击响应全过程工作机理,探究了空心率、长细比、冲击能量等参数对构件动力响应的影响。结果表明：CCFDST长柱构件的冲击力发展过程大致分为接触、震荡和下降3个阶段。动力冲击抗弯承载力提高系数随空心率、长细比的增大而降低,随冲击能量的增大而提高。基于刚塑性理论对构件冲击过程进行简化处理,提出了CCFDST长柱构件冲击抗弯承载力提高系数和跨中最大挠度计算公式。 相似文献
6.
对20个方钢管混凝土柱抗剪力学性能的进行试验研究,得出方钢管混凝土柱在剪力作用下的荷载-位移曲线,考察了其力学性能,研究受力破坏过程,并分析了一些参数如剪跨比、轴压比等对抗剪承载力的影响.试验结果表明,方钢管混凝土柱抗剪具有良好的承载能力和塑性性能.最后,推荐了工程设计实用的抗剪承载力计算公式. 相似文献
7.
采用分段积分法编制了计算带肋薄壁方钢管混凝土柱耐火极限的程序,计算结果与相关实验结果吻合较好.在此基础上,分析了柱的变形及加劲肋宽度等的影响规律,结果表明,带肋薄壁方钢管混凝土柱的耐火极限随着加劲肋宽度的增加而增加;轴压比对耐火极限的影响较大,随着轴压比的减小,构件的耐火极限增加;除较小加劲肋宽度且低荷载的情况之外,在薄壁钢管混凝土柱内部设置纵向加劲肋能够提供一定的安全储备. 相似文献
8.
钢管混凝土结构构件充分发挥了钢管与混凝土两种材料的特性和潜力,近年来越来越广泛地被用于工业与民用建筑、大型桥梁及地下结构等重要工程领域。借助DHR9401型落锤式冲击实验机,完成了两端固定边界条件下,两种壁厚的钢管混凝土梁的侧向撞击试验,得出以下结论：钢管混凝土构件具有良好的抗冲击作用,在构件受到突加荷载作用时,表现出了很好的延性;钢管混凝土受到侧向冲击时,材料有明显的屈服阶段;落锤的速度越高和质量越大,构件的动力响应越明显。 相似文献
9.
进行3根冷弯薄壁方钢管混凝土简支梁在循环荷载作用下的试验,在确定冷弯薄壁方钢管混凝土简支梁本构关系模型的基础上,采用有限元软件ANsYs对冷弯薄壁方钢管混凝土简支梁的滞回性能进行非线性分析。研究其在不同参数下的滞回性能、延性等重要抗震性能指标。得到的主要结论如下：（1）冷弯薄壁方钢管混凝土简支梁的滞回曲线呈梭形,较为饱满,没有出现明显的捏缩现象,表明构件具有较好的延性和耗能能力。（2）建立的非线性有限元模型能够预测冷弯薄壁钢管混凝土梁的弹塑性行为和抗震性能,计算结果与实测结果基本吻合,为进行冷弯薄壁钢管混凝土梁的数值模拟提供参考。 相似文献
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Based on the characteristics of an L-shaped column composed of concrete-filled square steel tubes, the axial compression experiment and nonlinear finite element analysis were carried out to study the mechanical property of the L-shaped column. The load-displacement curve for the L-shaped column, the deflection and load-strain curves for the mono columns were obtained by the axial compression experiment. The results show that the L-shaped column exhibits a flexural-torsional buckling failure mode. The numerical simulation by the finite element analysis shows that the bearing capacity and failure mode are in accordance with those of the axial compression experiment and the feasi- bility of the finite element analysis is proved. For the calculation of the bearing capacity of the L-shaped column com- posed of concrete-filled square steel tubes, an analytical method is proposed based on the theory of the elastic stability and spatial truss model. The results of the analytical method are in good agreement with those of the axial compression experiment and the finite element analysis. 相似文献
12.
在冲击荷载作用下,钢框架结构的动态响应是一个复杂的非线性过程。运用ANSYS/LS-DYNA建立了钢框架的三维模型,对冲击荷载作用下钢框架的动态响应和破坏形态进行研究。采取多点积分算法,有效避免沙漏问题,保证计算结果精确。以冲击块与钢框架的碰撞冲击为例,研究了冲击速度、冲击块质量、冲击位置等参数对钢框架在横向冲击作用下动力响应的影响,并分析冲击荷载下钢框架的破坏形态。结果表明:冲击块的质量、速度、冲击位置的增加都会不同程度地加剧钢框架的动态响应;在冲击作用下,高应变主要出现在被冲击柱子的冲击区域、柱脚处和梁柱节点处;冲击荷载下钢框架的破坏形态为整个框架发生侧移,受冲击柱在冲击处翼缘出现局部屈曲,受冲击区域的截面发生弯扭,未受冲击柱出现倾斜。 相似文献
13.
An example of using ultrasonic method to detect the compactness of complicated concrete-filled steel tube in certain high-rise building was discussed in this study. Because of the particularity of the complicated concrete-filled steel tubular column, the plane detection method and embedded sounding pipe method were adopted in the process of effectively detecting the column. According to the results of the plane detection method and embedded sounding pipe method, the cementing status of steel tube and concrete can be concluded, which cannot be judged by the hammering method in the rectangular steel tube-reinforced concrete. 相似文献
14.
为研究钢管高性能混凝土界面黏结性能,进行了包括钢管壁厚、截面形式、钢材类型和钢管内表面状态4 个参数的推出试验研究,分析了试件的试验现象、荷载-滑移曲线和界面黏结强度。 结果表明,仅当试件壁厚较薄时,钢管中下部会出现45°剪切滑移线;不同钢管壁厚试件的荷载-滑移曲线共有3 种增长模式,均包括胶结滑移段、滑移段和摩阻段3 个阶段;增大钢管壁厚、使钢管内表面锈蚀可以提高界面黏结强度;采用方形钢管代替圆形钢管、不锈钢管代替普通钢管对界面黏结强度有不利影响。 相似文献
15.
Bin Rong Rui Liu Zhenyu Li Changxi Feng Guangchao You Fafitis Apostolos 《天津大学学报(英文版)》2017,23(3):258-266
Finite element analysis and parametric studies were performed to investigate the flexural capacity of the panel zone of diaphragm-through joints between concretefilled square steel tubular columns and H-shaped steel beams.Through the comparisons of failure modes,load–displacement curves,and bearing capacity,it was found that the flexural capacity of the panel zone of diaphragmthrough joints was determined by the tensile action and influence of the web of H-shaped steel beams,and the axial load should be taken into account.The steel tube and the diaphragm were the major parts of the joint that resisted the bending moment.The contribution of in-filled concrete had little influence on the flexural capacity of the panel zone of the joint and could be neglected.According to the results of these numerical studies,a formula that considered the influence of the web of H-shaped steel beams and the axial load was developed based on the yield lines in the diaphragm and the steel tube.The results of the proposed formula were in good agreement with the numerical data of this investigation. 相似文献
16.
欧智菁俞杰林上顺王金泽 《福建工程学院学报》2019,(6):511-517
以黄桷湾特大桥为工程背景,选取轴压比、梁墩刚度比、系梁布置形式及柱肢混凝土强度等级为设计参数,应用Midas Civil有限元软件构造了20座三跨对称桥梁计算模型。研究E1地震作用下钢管混凝土双肢格构墩连续梁桥主要控制截面参数地震响应,探讨各设计参数对钢管混凝土双肢格构墩连续梁桥抗震性能的影响规律,并对全桥进行优化验证。研究结果表明:轴压比对地震作用下结构内力和位移有一定影响,建议控制在0.15~0.25;梁墩刚度比对结构的抗震性能影响较大,控制在4.08~10.90时结构的内力分布更加合理;核心混凝土的强度在C40~C50时取值较为合理。 相似文献
17.
《天津大学学报(英文版)》2015,(4)
Nonlinear finite element analysis and parametric studies were carried out to study the influence of axial load ratio on the shear behavior of the through-diaphragm connections of concrete-filled square steel tubular columns. The analysis reveals that smaller axial load ratio can improve the shear bearing capacity and ductility while larger axial load ratio will decrease the shear behavior of the through-diaphragm connections. The parametric studies indicate that the axial load ratio should be limited to less than 0.4 and its influence should be considered in the analysis and design of such connections. 相似文献
18.
以某双塔单索面人行钢斜拉桥为对象,采用Midas Civil建立全桥空间杆系有限元模型,进行恒载、活载和承载能力极限状态作用下结构受力性能分析,同时开展该桥的动力特性分析。研究表明:对于该异形斜拉桥,活载引起的主梁和主塔弯矩效应较恒载作用下的结果更加显著;承载能力极限状态作用下,该桥主梁、主塔、斜拉索等主要承重构件的最大应力均小于材料容许应力,满足规范要求;动力特性分析结果表明主梁面内刚度和主塔面外刚度较小,此外遮阳棚的局部振动在高阶振型中所占比例较大,在地震作用下可能发生破坏;该桥的一阶竖向自振频率为1.92 Hz,不满足现行规范要求,建议采取有效的减振措施来控制人致振动响应。 相似文献
19.
A 9-story concrete-filled steel tubular frame model is used to analyze the response of joints due to sudden column loss. Three different models are developed and compared to study the efficiency and feasibility of simulation, which include substructure model, beam element model and solid element model. The comparison results show that the substructure model has a satisfying capability, calculation efficiency and accuracy to predict the concerned joints as well as the overall framework. Based on the substructure model and a kind of semi-rigid connection for concretefilled square hollow section steel column proposed in this paper, the nonlinear dynamic analyses are conducted by the alternate path method. It is found that the removal of the ground inner column brings high-level joint moments and comparatively low-level axial tension forces. The initial stiffness and transmitted ultimate moment of the semi-rigid connection are the main factors that influence the frame behavior, and their lower limit should be guaranteed to resist collapse. Reduced ultimate moment results in drastic displacement and axial force development, which may bring progressive collapse. The higher initial stiffness ensures that the structure has a stronger capacity to resist progressive collapse. 相似文献
20.
A numerical investigation of thin-walled complex section steel columns with intermediate stiffeners was performed using finite
element analysis. An accurate and reliable finite element model was developed and verified against test results. Verification
indicates that the model could predict the ultimate strengths and failure modes of the tested columns with reasonable accuracy.
Therefore, the developed model was used for the parametric study. In addition, the effect of geometric imperfection on column
ultimate strength and the effect of boundary conditions on the elastic distortional buckling of complex section columns were
investigated. An equation for the elastic distortional buckling load of fixed-ended columns having different column lengths
was proposed. The elastic distortional buckling load obtained from the proposed equation was used in the direct strength method
to calculate the column ultimate strength. Generally, it is shown that the proposed design equation conservatively predicted
the ultimate strengths of complex section columns with different column lengths. 相似文献