Experimental Study on Bond Characteristics Between Concrete-Filled Steel Tube and Steel Bar Under Cyclic Loading
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摘要:
为探究循环荷载下配筋钢管混凝土构件黏结锚固性能，对配筋钢管混凝土试件开展了单调加载和循环加载试验. 通过单调加载试验，对比分析了黏结力与滑移量之间的响应关系；基于单调加载试验结果，对若干配筋钢管混凝土试件在单轴循环荷载作用下的黏结特性进行了试验研究，考虑包括箍筋配置、黏结长度、钢筋直径、加载次数等因素对黏结性能的影响规律，分析了不同试件黏结力的退化机制及其破坏模式. 结果表明：箍筋提高了试件承受循环荷载作用的能力，配筋钢管混凝土试件的黏结力和延性随黏结长度、钢筋直径的增加而增大，配筋钢管混凝土试件中钢筋的黏结力及延性随着前期承受循环荷载的加载次数的增加而降低，配筋钢管混凝土黏结破坏时整个黏结区域相对比较平滑，变形肋印迹不明显.
Abstract:In order to explore the bonding and anchoring performance of the reinforced concrete-filled steel tube (R-CFST) under cyclic loading, monotonic loading and cyclic loading tests were carried out on R-CFST specimens. The monotonic loading test is used to compare and analyze the response relationship between the bonding force and slip. Based on the monotonic loading test results, the bond behavior was experimentally investigated for several R-CFST specimens under uniaxial cyclic loading. The factors considered include the stirrup arrangement, the bond length, the rebar diameter, and the number of loading cycles. The effects of these factors on the bond behavior were explored. The bonding force degradation mechanism and failure modes of different specimens were analyzed. The results show that the stirrups increase the ability of the specimens to withstand cyclic loading; the bonding force and ductility of the R-CFST specimens increase with the increase of the bond length and the diameter of the steel bars; and the cohesive force and ductility decrease with the increase of the loading times of the cyclic load in the early stage. When the reinforced steel tube concrete bond fails, the entire bond zone is relatively smooth, and the deformation rib imprint is not obvious.
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Key words:
- reinforced concrete-filled steel tube /
- bond /
- cyclic loads /
- crack propagation /
- slip distance
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图 4 单调加载时试件S11、S22与S1、S2滑移量-黏结力曲线
Figure 4. Slip distance-bonding force curves of CFST specimens S1, S2 and ordinary reinforced concrete specimens S11 and S22 under monotonic loading
图 11 循环荷载作用下试件黏结性能退化机制
Figure 11. Mechanism of bond degradation of specimens under cyclic loading
表 1 钢筋几何和力学特性
Table 1. Geometric and mechanical properties of steel bars
钢筋类型 d/mm hr/mm lr/mm cr/mm α/（°） 屈服强度/MPa 抗拉强度/MPa 弹性模量/GPa 带肋钢筋 A 16 1.4 15.4 9.5 57.2 335 455 210 带肋钢筋 B 22 1.8 21.2 10.5 56.9 335 455 210 光圆钢筋（箍筋） 6 300 420 200 
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表 2 试验方案与参数
Table 2. Test plan and parameters
加载方式 试验
目标试件编号 试件类型 d/
mml/mm 是否配置箍筋 加载周次 加载过程 单调加载 滑移量-黏结力 S1 钢管混凝土 16 48 S2 16 48 是 S11 普通钢筋
混凝土16 48 S22 16 48 是 箍筋配置影响 S3 16 48 循环加载至拔出 Tmax=24 kN, Tmin=4 kN S4 16 48 是 循环加载至拔出 Tmax=24 kN, Tmin=4 kN→Tmax=28 kN, Tmin=4 kN 黏结长度影响 S5 16 48 是 循环加载至拔出 Tmax=24 kN, Tmin=4 kN→Tmax=28 kN, Tmin=4 kN S6 16 64 是 循环加载至拔出 Tmax=24 kN, Tmin=4 kN→Tmax=28 kN,
Tmin=4 kN→Tmax=32 kN, Tmin=4 kN循环加载 钢筋直径影响 S7 钢管混凝土 16 48 是 循环加载至拔出 Tmax=24 kN, Tmin=4 kN→Tmax=28 kN, Tmin=4 kN S8 22 48 是 循环加载至拔出 Tmax=24 kN, Tmin=4 kN→Tmax=28 kN, Tmin=4 kN 循环次数影响 S9 16 48 是 先 500 次循环加载，后单调加载至拔出 Tmax=24 kN, Tmin=4 kN→单调加载拔出 S10 16 48 是 先 10 000 次循环加载，后单调加载至拔出 Tmax=24 kN, Tmin=4 kN→单调加载拔出
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