钢—连续纤维复合筋混凝土框架抗震性能试验研究

发布时间：2018-04-21 19:34

本文选题：SFCB + Perform-3D　；参考：《东南大学》2015年硕士论文

【摘要】：钢-连续纤维复合筋材(简称SFCB)是以普通钢筋为内芯,外层包裹纵向纤维的复合筋材,具有强度较高、延性较好、高弹模以及价格较低等优越特点,并且由于外层纤维的作用可以有效的减小钢筋的腐蚀。已有的研究表明该复合材料可以较大幅度的提高构件屈服后的二次刚度,明显减小残余变形,表现出较好的抗震性能。本文对SFCB混凝土框架的抗震性能进行了理论、试验以及数值模拟三个方面的研究。(1)本文按照抗震设计原则设计了一榀单层单跨的SFCB混凝土框架,对其进行低周反复荷载试验,研究其抗震性能。试验表明,试件经历弹性、弹塑性及破坏三个阶段,在屈服后承载能力出现了二次上升段,但残余变形增加幅度不大,最终发生弯曲破坏,滞回曲线较饱满,耗能能力及延性较好。(2)基于Perform-3D软件,对SFCB混凝土框架的抗震性能进行数值模拟,模拟得到的滞回曲线与试验结果较为吻合。进而分析了轴压比、混凝土强度、纤维掺量三个参数对SFCB混凝土框架抗震性能的影响。模拟结果表明,轴压比对框架的抗震性能影响较大,一定范围内增大轴压比,可以提高框架的承载力,但轴压比越大骨架曲线越陡,刚度退化速度越快;混凝土强度对框架的影响较小；纤维掺量越大,二次刚度越明显,承载能力越大。与普通钢筋混凝土框架相比,SFCB混凝土框架屈服后出现较为明显的次刚度,残余变形较小,抗震性能较好。(3)根据试验和有限元模拟结果,结合基于普通钢筋混凝土框架恢复力模型的相关计算理论,给出了SFCB混凝土框架骨架曲线特征点的计算公式,提出骨架曲线模型。并对模拟结果进行回归分析,得出框架加卸载刚度的退化规律。(4)基于骨架曲线模型与加卸载刚度退化规律,给出SFCB混凝土框架在反复荷载下的滞回环规则,得到其恢复力特性,并将试验结果对提出的计算公式的适用性进行验证,为以后进一步的抗震动力分析的研究提供了一些参考。
[Abstract]:Steel-continuous fiber composite reinforcement (SFCBs) is a composite reinforced material with common steel bar as core and outer layer wrapped with longitudinal fiber. It has the advantages of high strength, good ductility, high modulus of elasticity and low price, etc. And because of the effect of outer fiber can effectively reduce the corrosion of steel bars. The existing research shows that the composite material can greatly improve the secondary stiffness of the members after yielding, obviously reduce the residual deformation, and show good seismic performance. In this paper, the seismic behavior of SFCB concrete frame is studied theoretically, experimentally and numerically. (1) according to the principle of seismic design, a SFCB concrete frame with single monolayer and single span is designed and tested under low cyclic cyclic loading. Its seismic performance is studied. The test results show that the specimen has experienced three stages of elasticity, elastic-plastic and failure. After yielding, the bearing capacity of the specimen has appeared a second rise, but the residual deformation has not increased much, and finally the bending failure has occurred, and the hysteretic curve is relatively full. Based on Perform-3D software, the seismic behavior of SFCB concrete frame is numerically simulated. The hysteretic curve obtained by the simulation is in good agreement with the experimental results. The effects of axial compression ratio, concrete strength and fiber content on the seismic behavior of SFCB concrete frame are analyzed. The simulation results show that the axial compression ratio has a great influence on the seismic performance of the frame. Increasing the axial compression ratio in a certain range can improve the bearing capacity of the frame, but the larger the axial compression ratio is, the steeper the skeleton curve is, and the faster the stiffness degradation rate is. The concrete strength has little effect on the frame, and the higher the fiber content, the more obvious the secondary stiffness and the greater the bearing capacity. Compared with the ordinary reinforced concrete frame, the concrete frame of SFCB has obvious secondary stiffness after yielding, small residual deformation and better seismic performance.) according to the results of test and finite element simulation, Based on the relevant calculation theory of the restoring force model of reinforced concrete frame, the calculation formula of the characteristic point of the skeleton curve of SFCB concrete frame is given, and the skeleton curve model is put forward. The regression analysis of the simulation results shows that the degradation rule of the loading and unloading stiffness of the frame is obtained. Based on the skeleton curve model and the degradation law of the loading and unloading stiffness, the hysteretic loop rule of the SFCB concrete frame under repeated load is given, and the restoring force characteristic of the frame is obtained. The applicability of the proposed formula is verified by the experimental results, which provides some references for the further study of seismic dynamic analysis.
【学位授予单位】：东南大学
【学位级别】：硕士
【学位授予年份】：2015
【分类号】：TU398;TU352.11

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