共查询到18条相似文献，搜索用时 125 毫秒
1.
为研究型钢混凝土十字形柱的抗震性能,对6个不同轴压比、配钢形式的试件进行低周往复荷载试验,分析滞回曲线、延性、耗能能力、残余变形和累积损伤等抗震性能指标,研究结果表明型钢混凝土十字形柱的滞回曲线饱满对称、变形能力和耗能能力良好,配钢形式为T形钢加方钢管的试件的抗震性能较好。运用ABAQUS对试件进行有限元分析,得到试件的滞回曲线、骨架曲线及刚度退化曲线与试验结果吻合较好。对骨架曲线的影响因素进一步分析,结果表明:轴压比增大,试件的极限承载力增大,但刚度退化加速;型钢屈服强度、配箍率的增大,试件的峰值荷载增大,变形能力增强;配钢率和纵筋强度增大,试件的极限承载力和初始刚度值明显提高。 相似文献
2.
预应力混凝土空间框架节点二维拟静力试验研究 总被引：1，自引：0，他引：1
采用拟静力试验方法对预应力混凝土和普通钢筋混凝土空间框架内节点进行了不同轴压比下单、双向循环加载的试验研究,得到不同加载方式下试件的滞回曲线。分析了各个试件的破坏形式、承载力、刚度、延性及耗能能力,通过比较和对滞回曲线的分析得出：双向水平荷载作用对构件耦合作用明显,构件存在扭转效应,构件的强度退化和刚度退化比单向荷载作用严重,节点的耗能能力降低。 相似文献
3.
钢管混凝土桥墩抗震性能试验研究 总被引：1，自引：0，他引：1
为研究钢管混凝土桥墩的抗震性能,对钢管混凝土桥墩和钢筋混凝土桥墩进行了拟静力对比试验研究。根据试件的破坏发展过程以及各试件的滞回曲线和骨架曲线,分析了其滞回性能、耗能能力、延性、强度退化及刚度退化等抗震性能。试验结果表明,钢管混凝土桥墩的抗震性能明显好于钢筋混凝土桥墩。在含钢率和轴力相同的情况下,钢管混凝土桥墩的滞回曲线比钢筋混凝土桥墩丰满得多,前者的耗能能力约为后者的4.46倍,钢管混凝土桥墩的延性大于钢筋混凝土桥墩;随着轴压比的增大,钢管混凝土桥墩延性有所下降,强度退化加快,但对其刚度退化的影响不大。 相似文献
4.
为研究地震作用下钢筋锈蚀对试件性能退化影响的规律,对6个锈蚀钢筋混凝土受弯构件进行低周反复荷载试验,得到不同锈蚀程度试件的滞回曲线及骨架曲线,分析了钢筋锈蚀对试件强度和刚度的影响。试验发现,随着钢筋锈蚀程度的增大,各试件强度退化基本呈增大趋势;低锈蚀率试件由于锈胀内力的存在,强度退化相对比未锈蚀试件和高锈蚀试件大;随着锈蚀率的增大,试件加载和卸载刚度总体上逐渐减小,且随着位移的增大而持续减小。此外,还分析了锈蚀钢筋混凝土结构刚度退化机理。成果可供锈蚀钢筋混凝土结构抗震性能研究参考。 相似文献
5.
采用有限元软件ABAQUS,以锈蚀率（0%、5%、10%、15%和20%）为变量,对5根钢筋混凝土柱的力学性能进行了数值模拟,研究各试件的滞回性能、骨架曲线、延性及耗能能力,分析钢筋锈蚀率对承载力、延性、耗能和塑性铰转动能力的影响。研究结果表明:模拟分析得到的锈蚀钢筋混凝土柱的强度和变形与试验结果吻合较好,建立的有限元模型可用于锈蚀钢筋混凝土柱的力学性能分析;混凝土开裂前,锈蚀构件的力学性能基本与未锈蚀构件相同,混凝土开裂后,构件的承载力、屈服荷载、极限位移、延性等均随钢筋锈蚀率的增大而降低;轻度锈蚀构件的滞回性能和破坏形式与未锈蚀构件类似,随着钢筋锈蚀率逐渐增大,滞回环的饱满程度降低,“捏拢”现象严重,滞回曲线由“弓形”逐渐发展成“反S形”,耗能能力降低,破坏形式趋于脆性破坏,位移延性系数、平均耗能系数等指标逐渐下降。 相似文献
6.
反复荷载作用下锈蚀钢筋混凝土压弯构件恢复力性能的试验研究 总被引：24，自引：0，他引：24
采用外加电流对混凝土压弯构件中的钢筋进行了快速锈蚀试验,通过钢筋锈蚀混土压弯构件在水平反复荷载作用下的试验研究,探讨了钢筋锈蚀程度对混凝土压弯构件的承载力,刚度,延性,耗能能力等的影响,给出了锈蚀构件的滞回曲线和骨架曲线。 相似文献
7.
钢纤维混凝土低剪力墙抗震性能试验研究 总被引：2，自引：1，他引：1
对不同钢纤维体积率、相同钢纤维混凝土强度的5个钢筋钢纤维混凝土低剪力墙试件以及不同钢纤维混凝土强度、相同钢纤维体积率的2个钢筋钢纤维混凝土低剪力墙试件,进行了低周反复荷载作用下的试验研究,分析了剪力墙的延性、滞回性能和耗能能力等,研究了钢纤维体积率和钢纤维混凝土强度对钢筋钢纤维混凝土低剪力墙的延性及耗能能力的影响.试验和分析结果表明:掺加钢纤维的钢筋混凝土低剪力墙的延性、耗能能力都比普通钢筋混凝土低剪力墙明显提高,抗震性能良好. 相似文献
8.
《地震工程与工程振动》2020,(4)
为研究高轴压比下波纹侧板-方钢管混凝土柱的抗震性能,设计了轴压比为0.8和1.0的两个试件进行低周往复荷载试验,得到了高轴压比下波纹侧板-方钢管混凝土柱的滞回曲线、骨架曲线和承载能力,计算出位移延性系数、刚度退化和累计耗能等抗震性能指标。研究结果表明:试件的破坏形态为弯剪破坏,剪切破坏发生在波纹侧板及核心混凝土,方钢管主要破坏特征为受压鼓曲和受拉断裂;试件的滞回曲线比较饱满,耗能性能良好,刚度退化稳定;随着轴压比的增大,试件的位移延性系数变小。总体来看,波纹侧板-方钢管混凝土柱在高轴压比下仍然能保持较好的抗震性能,可为后续的理论研究及实际工程应用提供依据。 相似文献
9.
通过3个不同轴压比的预应力混凝土扁梁框架内节点试件的低周反复荷载加载试验,对节点的破坏形态、滞回曲线、延性、耗能能力以及刚度退化等抗震性能进行了初步研究,并着重探讨了轴压比对预应力混凝土扁梁框架内节点抗震性能的影响规律. 相似文献
10.
为研究非对称配钢钢骨混凝土柱的抗震性能,基于12根T形配钢钢骨混凝土柱的拟静力试验研究进行非线性数值模拟,了解其破坏机制、承载力、延性及耗能能力,探讨轴压比、配钢率、剪跨比对抗震性能的影响。结果表明,低周反复荷载作用下T形配钢钢骨混凝土柱滞回曲线饱满,具有良好的延性和耗能能力。在峰值荷载前,数值模拟结果与试验结果吻合较好。轴压力在一定范围内提高了试件承载力,但降低了延性;增大配钢率能提高试件的承载力、刚度和延性,使得峰值荷载后试件的性能退化趋于平缓;剪跨比对试件破坏形态有显著影响,随剪跨比的增大试件延性性能提高。 相似文献
11.
Bonding fiber reinforced polymer （FRP） has been commonly used to improve the seismic behavior of circular reinforced concrete （RC） columns in engineering practice. However, FRP jackets have a significant stress hysteresis effect in this strengthening method, and pre-tensioning the FRP can overcome this problem. This paper presents test results of 25 circular RC columns strengthened with pre-stressed FRP strips under low cyclic loading. The pre-stressing of the FRP strips, types of FRP strips and longitudinal reinforcement, axial load ratio, pre-damage degree and surface treatments of the specimens are considered as the primary factors in the tests. According to the failure modes and hysteresis curves of the specimens, these factors are analyzed to investigate their effect on bearing capacity, ductility, hysteretic behavior, energy dissipation capacity and other important seismic behaviors. The results show that the initial lateral confined stress provided by pre-stressed FRP strips can effectively inhibit the emergence and development of diagonal shear cracks, and change the failure modes of specimens from brittle shear failure to bending or bending-shear failure with better ductility. As a result, the bearing capacity, ductility, energy dissipation capacity and deformation capacity of the strengthened specimens are all significantly improved. 相似文献
12.
为探究局部锈蚀矩形截面钢筋混凝土（RC）桥墩重度震损加固后的抗震性能,本文对拟静力破坏后的6个矩形截面RC桥墩试件进行扩大截面加固。通过加载试验,对加固桥墩试件从破坏形态、滞回特性、水平承载力、位移延性、侧向刚度以及耗能等方面进行了系统分析。结果表明:相比于普通箍筋,横向施加预应力的改进扩大截面加固方式对破坏后桥墩试件的抗震性能修复成效更佳;在同等位移幅值下,锈蚀率不断增大,桥墩试件抗震性能呈现逐渐降低的趋势;钢筋锈蚀位置上移,加固后桥墩试件的抗震性能提升;轴压比加大,加固后桥墩试件承载力和侧向刚度增大,但延性降低。 相似文献
13.
An experimental study on the seismic performance of recycled concrete-filled square steel tube (RCFST) columns is carried out. Six specimens were designed and tested under constant axial compression and cyclic lateral loading. Two parameters, replacement percentage of recycled coarse aggregate (RCA) and axial compression level, were considered in the test. Based on the experimental data, the hysteretic loops, skeleton curves, ductility, energy dissipation capacity and stiffness degradation of RCFST columns were analyzed. The test results indicate that the failure modes of RCFST columns are the local buckling of the steel tube at the bottom of the columns, and the hysteretic loops are full and their shapes are similar to normal CFST columns. Furthermore, the ductility coefficient of all specimens are close to 3.0, and the equivalent viscous damping coefficient corresponding to the ultimate lateral load ranges from 0.323 to 0.360, which demonstrates that RCFST columns exhibit remarkable seismic performance. 相似文献
14.
为研究加固后锈蚀箍筋约束混凝土柱的抗震性能,设计16个钢筋混凝土矩形柱,对加速锈蚀后的试件采用外包钢及CFRP、GFRP材料进行加固处理,随后开展低周往复荷载试验,以研究不同加固材料、不同加固包裹方式、不同黏结材料等因素对锈蚀箍筋约束混凝土柱滞回曲线、骨架曲线、刚度衰减、延性性能及耗能能力等抗震性能指标的影响。研究结果表明:(1)与未锈蚀柱相比,加固后的箍筋锈蚀柱以弯剪破坏为主,CFRP加固试件较GFRP加固试件具有更高的承载力,但破坏时延性不如GFRP加固试件;(2)外包钢加固试件、CFRP加固试件、GFRP加固试件的耗能能力较未锈蚀试件分别增大222.3%、123.9%、98.5%,延性系数也相应增大45.3%、22.3%、25.6%。总之,外包钢加固对箍筋锈蚀柱抗震性能的提升最大,CFRP加固次之,但优于GFRP加固;整包加固优于环包加固;环氧树脂胶黏结略优于水泥基灌浆料黏结。 相似文献
15.
以轴压比和钢连梁弯剪比为主要参数,设计并制作了3个1/4缩尺的钢板混凝土联肢剪力墙子结构,对试件施加恒定轴压力和水平往复加载。观察了各试件破坏特征,对比了顶层水平荷载-侧移曲线和骨架曲线以及延性系数和等效黏滞阻尼系数等抗震性能指标。结果表明:高轴压比会使整个试件的延性变差;弯剪比越大试件耗能能力越好,弯剪比越小试件刚度退化越明显。钢连梁先于墙肢底部屈服并持续剪切耗能,有效保护了墙肢底部。 相似文献
16.
In addition to the normal service loadings, engineering structures may be subjected to occasional loadings such as earthquakes, which may cause severe destruction. When the steel rebar is corroded, the damage could be more serious. To investigate the seismic performance of corroded RC columns, a three-dimensional mesoscale finite element model was established. In this approach, concrete was considered as a three-phase composite composed of aggregate, mortar matrix and interfacial transition zone (ITZ). The nonlinear spring were used to describe the bond slip between steel and concrete. The degradation of the material properties of the steel rebar and cover concrete as well as the bonding performance due to corrosion were taken into account. The rationality of the developed numerical analysis model was verified by the good agreement between the numerical results and the available experimental observation. On this basis, the effect of corrosion level, axial force ratio and shear-span ratio on the seismic performance of corroded RC columns, including lateral bearing capacity, ductility, and energy consumption, were explored and discussed. The simulation results indicate that the mesoscopic method can consider the heterogeneity of concrete, to more realistically and reasonably reflect the destruction process of structures.
相似文献17.
The seismic behavior of steel reinforced high strength and high performance concrete(SRHC)frame columns was investigated through pseudo-static experiments of 16 frame columns with various shear span ratios,axial compression ratios,concrete strengths,steel ratios and stirrup ratios.Three kinds of failure mechanisms are presented and the characteristics of experimental hysteretic curves and skeleton curves with different design parameters are discussed.The columns’ductility and energy dissipation were quantitatively evaluated based on seismic resistance.The research results indicate that SRHC frame columns can withstand extreme bearing capacity,but the abilities of ductility and energy dissipation are inferior because of SRHC’s natural brittleness.As a result,the axial load ratio should be restricted and some construction measures adopted,such as increasing the stirrup ratio.This research established effect factors on the bearing capacity of SPHC columns.Finally,an algorithm for obtaining ultimate bearing capacity using the flexural failure mode is established based on a modified planesection assumption.The authors also established equations to determine shearing baroclinic failure and shear bond failure based on the accumulation of the axial load force distribution ratio.The calculated results of shear bearing capacity for different failure modes were in good agreement with the experimental results. 相似文献
18.
Seismic behavior and strength capacity of steel tube‐reinforced concrete composite columns 
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下载免费PDF全文 The steel tube‐reinforced concrete (ST‐RC) composite column is a novel type of composite column, which consists of a steel tube embedded in RC. In this paper, the seismic behavior of ST‐RC columns is examined through a series of experiments in which 10 one‐third scale column specimens were subjected to axial forces and lateral cyclic loading. The test variables include the axial force ratio applied to the columns and the amount of transverse reinforcement. All specimens failed in a flexural mode, showing stable hysteresis loops. Thanks to the steel tube and the high‐strength concrete it is filled with, the ST‐RC column specimens had approximately 30% lower axial force ratios and 22% higher maximum bending moments relative to the comparable RC columns when subjected to identical axial compressive loads. The amount of transverse reinforcement made only a small difference to the lateral load‐carrying capacity but significantly affected the deformation and energy dissipation capacity of the ST‐RC columns. The specimens that satisfied the requirements for transverse reinforcement adopted for medium ductile RC columns as specified by the Chinese Code for Seismic Design of Buildings (GB 50011‐2010) and EuroCode 8 achieved an ultimate drift ratio of around 0.03 and a displacement ductility ratio of approximately 5. The design formulas used to evaluate the strength capacity of the ST‐RC columns were developed on the basis of the superposition method. The predictions from the formulas showed good agreement with the test results, with errors no greater than 10%. Copyright © 2013 John Wiley & Sons, Ltd. 相似文献