地震研究

GFRP(Glass Fiber Reinforced Polymer)套管钢筋混凝土柱是一种新型的组合结构形式,为研究其抗震性能,对8根GFRP套管钢筋混凝土柱进行低周反复荷载作用下的试验研究。主要研究了轴压力大小、混凝土强度及FRP管与基础的连接方式对GFRP套管钢筋混凝土组合柱的变形能力和滞回特征的影响,根据GFRP套管钢筋混凝土组合柱在低周反复荷载作用下滞回曲线的特点,采用截面层纤维模型法对试件截面进行全过程分析获得骨架曲线。通过试验数据回归分析确定加卸载规则,提出了适合于GFRP套管钢筋混凝土组合柱的恢复力模型,并与试验结果进行了比较,计算模型与试验结果吻合良好。

The RC(reinforced concrete)column confined by GFRP(Glass Fiber Reinforced Polymer)tube is a new kind of composite structure, in order to study the seismic performance of it, we conducted the low cyclic loading test on 8 RC columns confined by GFRP tube, and especially investigated the effect of axial compression ratio, concrete strength and connection mode between FRP pipe and foundation on the seismic performance and hysteretic characteristics of it. According to the characteristics of hysteresis curve of the RC column confined by GFRP tube under low cyclic loading, we did the whole process analysis of the cross section of the specimen and obtained its skeleton curve by using the fiber cross section layer model method. Then the unloading rule was determined through the test data regression analysis and the restoring force model of RC composite column confined by GFRP tube was proposed. Compared with the experimental results, the calculation model is in good agreement with the test results.

引言
1 试验概况
2 GFRP套管钢筋混凝土柱恢复力模型
3 结论

表1 试件设计方案<br/>Tab.1 Specimens design scheme

表1 试件设计方案
Tab.1 Specimens design scheme

图1 试件几何尺寸及钢筋布置<br/>Fig.1 Geometric size and details of reinforcement of specimen

图1 试件几何尺寸及钢筋布置
Fig.1 Geometric size and details of reinforcement of specimen

图2 试验加载装置的正面(a)及侧面(b)示意图<br/>Fig.2 Schematic diagram of the front(a)and the side(b)of the test loading device

图2 试验加载装置的正面(a)及侧面(b)示意图
Fig.2 Schematic diagram of the front(a)and the side(b)of the test loading device

图3 失效试件图片<br/>(a)试件JC-L-L-B;(b)试件JC-H-L-B;(c)试件JC-L-L-C;(d)试件JC-H-L-C;(e)试件<br/>JC-L-H-B;(f)试件JC-H-H-B;(g)试件JC-L-H-C;(h)试件JC-H-H-C<br/>Fig.3 Photo of the failure specimen

图3 失效试件图片
(a)试件JC-L-L-B;(b)试件JC-H-L-B;(c)试件JC-L-L-C;(d)试件JC-H-L-C;(e)试件
JC-L-H-B;(f)试件JC-H-H-B;(g)试件JC-L-H-C;(h)试件JC-H-H-C
Fig.3 Photo of the failure specimen

图4 试件的荷载—位移滞回曲线<br/>Fig.4 Load-displacement hysteresis loops for test specimens

图4 试件的荷载—位移滞回曲线
Fig.4 Load-displacement hysteresis loops for test specimens

表2 骨架曲线特征点试验结果<br/>Tab.2 Test result of characteristic points of skeleton curves

表2 骨架曲线特征点试验结果
Tab.2 Test result of characteristic points of skeleton curves

图5 试件骨架曲线<br/>(a)GFRP管与基础连接方式的影响;(b)轴压及混凝土强度影响<br/>Fig.5 Skeleton curves of the specimens(a)the influence of GFRP tube and basic connection mode;(b)the influence of axial comeression and the strength of concrete

图5 试件骨架曲线
(a)GFRP管与基础连接方式的影响;(b)轴压及混凝土强度影响
Fig.5 Skeleton curves of the specimens(a)the influence of GFRP tube and basic connection mode;(b)the influence of axial comeression and the strength of concrete

图6 双线性模型<br/>Fig.6 Bilinear confinement model

图6 双线性模型
Fig.6 Bilinear confinement model

图7 钢筋的理想弹塑性应力应变曲线<br/>Fig.7 Ideal elastic-plasticity stress-strain curve of steel

图7 钢筋的理想弹塑性应力应变曲线
Fig.7 Ideal elastic-plasticity stress-strain curve of steel

图8 试件截面应变—应力分布图<br/>Fig.8 Strain and stress distribution of cross-section of specimens

图8 试件截面应变—应力分布图
Fig.8 Strain and stress distribution of cross-section of specimens

表3 不同位移幅值下各试件的卸载刚度<br/>Tab.3 The unloading stiffness of the specimens under the different displacement amplitudes

表3 不同位移幅值下各试件的卸载刚度
Tab.3 The unloading stiffness of the specimens under the different displacement amplitudes

图9 计算与试验得到的骨架曲线的比较<br/>Fig.9 Comparison between analytical and experimental results of skeletcion curve of specimens

图9 计算与试验得到的骨架曲线的比较
Fig.9 Comparison between analytical and experimental results of skeletcion curve of specimens

表4 试件的骨架曲线特征点计算值与试验值比较<br/>Tab.4 Comparison between the calculated and experimental results of the feature points of the skeleton curve of the specimens

表4 试件的骨架曲线特征点计算值与试验值比较
Tab.4 Comparison between the calculated and experimental results of the feature points of the skeleton curve of the specimens

关宏波,王清湘.2012.玻璃纤维增强材料套管钢筋混凝土组合柱偏压承载力计算[J].工业建筑,42(10):42-47
管品武.2000.钢筋混凝土框架柱塑性铰区抗剪承载力试验研究及机理分析[D].长沙:湖南大学.
郭子雄,吕西林.2004.高轴压比下RC框架柱恢复力模型试验研究[J].土木工程学报,37(5):32-38.
郭子雄,杨勇.2004.恢复力模型研究现状及存在的问题[J].世界地震工程,20(4):47-51.
郭子雄,张志伟,黄群贤,等.2009.高轴压比下RC框架柱恢复力模型试验研究[J].土木工程学报,29(5):79-85.
秦鹏,肖岩,周云,等.2013.约束钢管混凝土圆柱的低周反复荷载试验研究[J].地震工程与工程振动,33(5):190-196.
张国军,吕西林,刘伯权.2006.轴压比超限时框架柱的恢复力模型研究[J].建筑结构学报,27(1):90-98.
张国军,吕西林,刘伯权.2007.高强混凝土框架柱的恢复力模型研究[J].工程力学,24(3):83-90.
Clough R.W.,Johnston S.B..1966.Effect of Stiffness Degradation on Earthquake Ductility Requirements[A]//Proc.2th Jappan Earth. Engng. Symp.[C].Tokyo Japan.
Samaan M.,Mirmiran.A..1998.Model of Concrete Confined Fiber Composite[J].Journal of Structural Engineering,124(9):1025-1031.
Takeda T.,Sozen M.A.,Nielson N.N..1970.Reinforced Concrete Response to Simulated Earthquakes[J].Journal of Structural Division,ASCE,96(ST12):2557-2572.

备注

引言

1 试验概况

2 GFRP套管钢筋混凝土柱恢复力模型

3 结论

期刊信息

备注

引言

1 试验概况

2 GFRP套管钢筋混凝土柱恢复力模型

3 结 论

期刊信息

3 结论