西安建筑科技大学学报(自然科学版)

为建立带钢筋混凝土(RC)楼板双槽钢组合截面构件的恢复力模型,对4个带RC楼板足尺试件进行了常轴力和往复弯曲共同作用下的拟静力试验,研究了填板间距、有无加劲肋和腹板高厚比等参数对试件抗震性能的影响,并根据试件滞回特性提出了构件恢复力模型.结果表明:各试件的滞回曲线较为饱满,表明其具有良好的耗能能力和延性; 减小填板间距,对构件的承载力和刚度影响较小,但减小腹板高厚比,可显著提高构件的承载力和刚度; 提出的构件恢复力计算模型与试件的试验曲线吻合较好,可用于结构的弹塑性分析.

In order to set up the restoring model of steel double-channel build-up members with the reinforced concrete(RC)slabs, the pseudo-static tests of four specimens with RC slabs under the constant axial force and reversed cyclic bending were carried out. The influence of stitch spacing, stiffener in plastic hinge region and web depth-thickness ratio on the seismic behavior of specimens were investigated. According to the hysteretic characteristics of specimens, the restoring force model of members was put forward. Results show that all hysteresis curves are stable, with excellent energy dissipation capacity and ductility. With the decrease of stitch spacing, the strength and stiffness of specimens change insignificantly. But the strength and stiffness of the specimens can be significantly improved by reducing the web depth-thickness ratio. The calculation curve of force restoring model is in good agreement with the experimental curve. Therefore, it could be used for the elastic-plastic analysis of the special staggered truss frame structure.

引言
1 试验概述
2 试验结果及滞回特性分析
3 构件恢复力模型
4 结论

图1 试件取样位置<br/>Fig.1 Sampling place of specimens

图1 试件取样位置
Fig.1 Sampling place of specimens

图2 试件几何尺寸<br/>Fig.2 Dimensions and details of specimens

图2 试件几何尺寸
Fig.2 Dimensions and details of specimens

表1 钢材材料性能<br/>Tab.1 Material properties of steel

表1 钢材材料性能
Tab.1 Material properties of steel

表2 钢筋材料性能<br/>Tab.2 Material properties of reinforcement

表2 钢筋材料性能
Tab.2 Material properties of reinforcement

表3 混凝土材料性能<br/>Tab.3 Material properties of concrete

表3 混凝土材料性能
Tab.3 Material properties of concrete

图3 试验装置
Fig.3 Test setup

图4 循环加载制度示意图<br/>Fig.4 Schematic diagram of cyclic loading system

图4 循环加载制度示意图
Fig.4 Schematic diagram of cyclic loading system

图5 槽钢的应变片和位移计布置图<br/>Fig.5 Arrangement of strain gauges and transducers for channel steel

图5 槽钢的应变片和位移计布置图
Fig.5 Arrangement of strain gauges and transducers for channel steel

图6 楼板应变片布置图<br/>Fig.6 Arrangement of strain gauges for the slab

图6 楼板应变片布置图
Fig.6 Arrangement of strain gauges for the slab

图7 试件破坏形态<br/>Fig.7 The failure modes of specimens

图7 试件破坏形态
Fig.7 The failure modes of specimens

图8 试件滞回曲线<br/>Fig.8 Hysteretic curves of specimens

图8 试件滞回曲线
Fig.8 Hysteretic curves of specimens

图9 试件骨架曲线<br/>Fig.9 Skeleton curves of specimens

图9 试件骨架曲线
Fig.9 Skeleton curves of specimens

表4 骨架曲线特征点试验结果<br/>Tab.4 The characteristic points of the skeleton curve

表4 骨架曲线特征点试验结果
Tab.4 The characteristic points of the skeleton curve

图10 无量纲骨架曲线<br/>Fig.10 Normalized skeleton curves

图10 无量纲骨架曲线
Fig.10 Normalized skeleton curves

图11 三折线骨架曲线模型<br/>Fig.11 Trilinear skeleton curve model

图11 三折线骨架曲线模型
Fig.11 Trilinear skeleton curve model

表5 骨架曲线恢复力模型回归方程<br/>Tab.5 Regression equations of restoring force model of skeleton curves

表5 骨架曲线恢复力模型回归方程
Tab.5 Regression equations of restoring force model of skeleton curves

图12 刚度退化规律<br/>Fig.12 Stiffness degradation curves

图12 刚度退化规律
Fig.12 Stiffness degradation curves

图13 三折线恢复力模型<br/>Fig.13 Trilinear restoring force model

图13 三折线恢复力模型
Fig.13 Trilinear restoring force model

图14 骨架曲线模型与试验曲线对比<br/>Fig.14 Comparison between skeleton curve model and test curves

图14 骨架曲线模型与试验曲线对比
Fig.14 Comparison between skeleton curve model and test curves

图15 恢复力模型曲线与试验曲线对比<br/>Fig.15 Comparison between restoring force model and test curves

图15 恢复力模型曲线与试验曲线对比
Fig.15 Comparison between restoring force model and test curves

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备注

引言

1 试验概述

2 试验结果及滞回特性分析

3 构件恢复力模型

4 结论

期刊信息