Investigation of FRP-Confined UHPC Circular Stub Columns under Axial Compression
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摘要:
为研究纤维增强复合材料（FRP） 种类、FRP层数和钢纤维体积掺量对超高性能混凝土（UHPC）圆形短柱轴压性能的影响，对21个FRP约束UHPC圆形短柱进行轴心受压试验，分析试件的失效破坏特征及受力机理，研究各参数对试件极限强度和极限应变的影响规律. 研究结果表明：FRP层数的增加可以提高UHPC圆形短柱的极限强度，试件C12、C22、C32的极限强度比C11、C21、C31分别提高了17.8%、25.4%、23.4%；钢纤维体积掺量的增加可以使UHPC圆形短柱的极限强度和极限应变得到提高，并可以在一定程度上改善试件的脆性，试件C31的极限强度和极限应变比试件C21分别提高了2.9%和15.1%，比试件C11分别提高了4.7%和50%；在FRP层数和钢纤维体积掺量相同的情况下，碳纤维增强复合材料（CFRP）对圆形短柱极限强度的改善程度明显优于玻璃纤维增强复合材料（GFRP），试件C11、C12和C13的极限强度比试件G11、G12和G13的分别提高了9.7%、7.8%和7.2%；考虑钢纤维的约束影响，提出FRP约束UHPC圆形短柱的抗压强度和极限应变的计算模型，并进一步给出FRP约束UHPC的本构模型.
Abstract:In order to study the influences of the number of fiber reinforced polymer (FRP) layers, the type of FRP, and the volume of steel fiber on the axial compression performance of ultra-high performance concrete (UHPC) circular stub columns, 21 FRP-confined UHPC circular stub columns were tested under axial compression. The typical failure characteristics and stress mechanism of the specimens were analyzed. In addition, the influence of various parameters on the ultimate strength and ultimate strain of the specimens was studied. The experimental results show that the ultimate strength of UHPC circular stub columns can be improved by increasing the number of FRP layers. The ultimate strength of C12, C22, and C32 is 17.8%, 25.4%, and 23.4% higher than that of C11, C21, and C31, respectively. With the increase in the volume of steel fiber, the ultimate strength and ultimate strain, and the ductility of UHPC circular stub columns are improved. The ultimate strength and ultimate strain of C31 are increased by 2.9% and 15.1%, respectively, compared with C21, as well as 4.7% and 50%, respectively, compared with C11. Under the same FRP layers and volume of steel fiber, the improvement of the ultimate strength of confined UHPC circular stub columns by carbon fiber reinforced polymer (CFRP) is significantly better than that by glass fiber reinforced polymer (GFRP). The ultimate strength of C11, C12, and C13 is 9.7%, 7.8%, and 7.2% higher than that of G11, G12, and G13, respectively. In view of the constraint of the steel fiber, calculation models of compressive strength and ultimate strain of FRP-confined UHPC circular stub columns are proposed. Furthermore, the constitutive model of FRP-confined UHPC is given.
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表 1 试件编号及试验结果
Table 1. Specimen numbering and experiment results
试件
编号钢纤维掺量/% FRP层数/层 N/kN ɛy 试件
编号钢纤维掺量/% FRP层数/层 N/kN ɛy P1 1 805.0 0.0024 G32 3 2 1392.2 0.0088 P2 2 874.2 0.0029 G33 3 3 1511.9 0.0120 P3 3 917.3 0.0029 G34 3 4 1657.5 0.0148 G11 1 1 1197.1 0.0044 C11 1 1 1312.9 0.0056 G12 1 2 1318.1 0.0063 C12 1 2 1546.4 0.0087 G13 1 3 1409.6 0.0082 C13 1 3 1787.3 0.0138 G14 1 4 1532.8 0.0106 C21 2 1 1336.0 0.0073 G21 2 1 1239.3 0.0061 C22 2 2 1675.7 0.0125 G22 2 2 1351.6 0.0080 C23 2 3 1931.9 0.0176 G23 2 3 1469.5 0.0109 C31 3 1 1375.4 0.0084 G24 2 4 1620.4 0.0136 C32 3 2 1696.8 0.0145 G31 3 1 1283.1 0.0075 C33 3 3 2065.1 0.0210 
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表 3 FRP的性能指标
Table 3. Performance index of FRP
型号 抗拉强度/MPa 弹性模量/GPa 伸长率/% GFRP 2381 114 2.7 CFRP 3961 240 1.8
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表 4 试件极限强度和极限应变计算值与试验值对比
Table 4. Comparison between calculated and test results of ultimate strength and ultimate strain of specimens
参考文献 试件编号 Vf/% fcc/MPa ɛcc fccc/MPa ɛccc fccc/fcc ɛccc/ɛcc 文献[10] 2 130.7 0.0078 175.2 0.0082 1.340 1.047 2 180.8 0.0116 217.2 0.0155 1.201 1.332 2 148.8 0.0073 185.3 0.0097 1.245 1.325 2 162.3 0.0094 211.1 0.0102 1.301 1.085 2 156.5 0.0065 172.7 0.0078 1.103 1.202 2 191.4 0.0104 211.8 0.0144 1.107 1.382 文献[19] 2 226.6 0.0086 264.8 0.0075 1.168 0.874 2 273.5 0.0106 281.8 0.0090 1.030 0.853 2 298.9 0.0115 298.2 0.0107 0.998 0.934 2 254.1 0.0068 267.4 0.0077 1.052 1.138 2 372.2 0.0105 319.7 0.0133 0.859 1.263 文献[20] UHPC-1C 1 168.0 0.0068 178.1 0.0057 1.060 0.836 UHPC-2C 1 180.8 0.0073 194.2 0.0071 1.074 0.970 UHPC-3G 1 171.5 0.0076 195.0 0.0072 1.137 0.942 UHPC-5G 1 182.0 0.0073 214.5 0.0094 1.178 1.291
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