Experimental study on axial compression performance of CFRP-steel composite tube filled circular seawater sea-sand coral concrete columns
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摘要: 为了将原状海水海砂珊瑚混凝土更好地直接应用于海洋工程，对12根碳纤维增强树脂复合材料(CFRP)-钢复合管约束海水海砂珊瑚混凝土柱和2根纯钢管约束海水海砂珊瑚混凝土柱进行了单调轴压试验，主要研究参数为钢管径厚比、CFRP层数，得到了试件的轴向应力-应变关系曲线。试验结果表明，试件在轴压作用下，最终呈现柱身有明显剪切滑移线的剪切破坏形式；CFRP的约束作用对试件初始截面刚度影响不明显，对试件线性强化阶段刚度影响显著；随着CFRP层数的增加，试件的极限应力和极限应变均显著提高；随着钢管径厚比的减小，试件的力学性能也相应地提高；结合试验数据对已有FRP-钢复合管约束混凝土强度计算模型进行评估。Abstract: In order to better directly apply the undisturbed seawater sea-sand coral concrete to marine engineering, this paper performed a monotonous study on 12 carbon fiber reinforced plastics (CFRP)-steel composite tube filled circular seawater sea-sand coral concrete columns and 2 pure steel tube confined seawater sea-sand coral concrete columns. In the axial compression test, the main research parameters are the diameter-thickness ratio of the steel tube and the number of CFRP layers. The test has obtained the axial stress-strain relationship curve of the specimen. The results show that the specimen is in the form of shear failure with obvious shear slip line at the end of the column under axial pressure. The constraint effect of CFRP has no obvious effect on the initial section stiffness of the specimen, but has a significant effect on the stiffness of the specimen in the linear strengthening stage. With the increase of the number of CFRP layers, the ultimate stress and strain of the specimens are significantly increased. With the decrease of the diameter-thickness ratio of the steel tube, the mechanical properties of the specimens increase correspondingly. Combined with the test data, the existing FRP steel composite pipe confined concrete strength calculation model was evaluated.
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图 1 圆形CFRP-钢复合管海水海砂珊瑚混凝土结构横断面
Figure 1. Cross section of CFRP-steel composite tube filled circular seawater sea-sand coral concrete structure
D—Diameter; FRP—Fiber reinforced plastics
图 2 CFRP-钢复合管受力状态
Figure 2. Stress state of CFRP-steel composite tube
fl—Lateral confining pressure provided by FRP and steel tube; fls—Steel tube lateral confining pressure; flf,i—Inner FRP lateral confining pressure; flf,o—Outer FRP lateral confining pressure
图 3 圆形CFRP-钢复合管海水海砂珊瑚混凝土试件制备过程
Figure 3. Fabrication process of CFRP-steel composite tube filled circular seawater sea-sand coral concrete columns
图 4 圆形CFRP-钢复合管海水海砂珊瑚混凝土轴压试验用材料
Figure 4. Test materials of axial compression test of CFRP-steel composite tube filled circular seawater sea-sand coral concrete
图 5 圆形CFRP-钢复合管约束海水海砂珊瑚混凝土柱轴压试验加载及测量装置
Figure 5. Axial compression test loading and measuring device of CFRP-steel composite tube filled circular sea-water sea-sand coral concrete columns
LF—Transverse strain gauges; AF—Axial strain gauges; JD1, JD2—Laser displacement meters; D1, D2—Linear variable displacement transducers
图 6 海水海砂珊瑚混凝土圆柱体破坏面
Figure 6. Damage surface of seawater sea-sand coral concrete cylinder
图 7 圆形纯钢管海水海砂珊瑚混凝土试件破坏模式
Figure 7. Failure modes of steel tube filled circular seawater sea-sand coral concrete columns
图 8 圆形CFRP-钢复合管约束海水海砂珊瑚混凝土柱破坏形态
Figure 8. Failure modes of CFRP-steel composite tube filled circular seawater sea-sand coral concrete columns
图 9 海水海砂珊瑚混凝土圆柱体应力-纵向应变关系曲线
Figure 9. Stress-axial strain curves of seawater sea-sand coral concrete cylinders
图 10 圆形CFRP-钢复合管约束海水海砂珊瑚混凝土柱应力-纵向应变关系曲线
Figure 10. Stress-axial strain curves of CFRP-steel composite tube filled circular seawater sea-sand coral concrete columns
图 11 CFRP层数对圆形CFRP-钢复合管约束海水海砂珊瑚混凝土柱轴压性能影响
Figure 11. Effect of CFRP layers on axial compression behavior of CFRP-steel composite tube filled circular seawater sea-sand coral concrete columns
图 12 钢管外径对圆形CFRP-钢复合管约束海水海砂珊瑚混凝土柱轴压性能影响
Figure 12. Effect of steel tube thickness on axial compression behavior of CFRP-steel composite tube filled circular seawater sea-sand coral concrete columns
图 13 圆形FRP-钢复合管约束海水海砂珊瑚混凝土柱极限应力模型计算值与试验结果对比
Figure 13. Comparison of ultimate stress model calculation and test results of FRP-steel composite tube filled circular seawater sea-sand coral concrete columns
表 1 圆形CFRP-钢复合管海水海砂珊瑚混凝土柱试件轴压试验结果
Table 1. Test results of CFRP-steel composite tube filled circular seawater sea-sand coral concrete columns under axial compression
Specimen
numberHeight
H/mmDiameter D/mm Steel thickness ts/mm D/ts Inner-CFRP
layersOuter-CFRP
layersUltimate
stress fcu/MPaUltimate
strain εcuST-I 400 133 4.5 29.56 – – – – SC1TC1-I-1 400 133 4.5 29.56 1 1 136.6 0.0171 SC1TC1-I-2 400 133 4.5 29.56 1 1 133.3 0.0175 SC1TC2-I-1 400 133 4.5 29.56 1 2 163.8 0.0240 SC1TC2-I-2 400 133 4.5 29.56 1 2 166.2 0.0229 SC1TC3-I-1 400 133 4.5 29.56 1 3 174.1 0.0253 SC1TC3-I-2 400 133 4.5 29.56 1 3 181.6 0.0272 ST-II 477 133 4.5 35.33 – – – – SC1TC1-II-1 477 159 4.5 35.33 1 1 116.5 0.0168 SC1TC1-II-2 477 159 4.5 35.33 1 1 111.1 0.0160 SC1TC2-II-1 477 159 4.5 35.33 1 2 122.1 0.0175 SC1TC2-II-2 477 159 4.5 35.33 1 2 129.3 0.0176 SC1TC3-II-1 477 159 4.5 35.33 1 3 135.7 0.0176 SC1TC3-II-2 477 159 4.5 35.33 1 3 138.5 0.0191 Notes: Specimens were numbered according to the different parameters of the specimens. Two specimens with the same parameters were prepared, and they were distinguished by "-1" and "-2". The "S" represents the seawater sea-sand coral concrete; the "C" and the number after it represent the inner CFRP layer; the "T" represents the steel tube; the "C" and the number after it represent the outer CFRP layer. "I" is added after the number of the specimen with a diameter-to-thickness ratio of 29.56 and "II" is added after the number of the specimen with a diameter-to-thickness ratio of 35.33. ST-I—Steel tube filled circular seawater sea-sand coral concrete column with diameter thickness ratio of 29.56; ST-II—Steel tube filled circular seawater sea-sand coral concrete column with diameter thickness ratio of 35.33; SC1TC2-I-1—CFRP-steel composite tube filled circular seawater sea-sand coral concrete column with diameter thickness ratio of 29.56 and one-layer inner-CFRP and two-layers outer-CFRP; SC1TC2-II-1—CFRP-steel composite tube filled circular seawater sea-sand coral concrete column with diameter thickness ratio of 35.33 and one-layer inner-CFRP and two-layers outer-CFRP. 
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表 2 普通FRP-钢复合管约束混凝土承载力计算模型
Table 2. Calculation model of bearing capacity of ordinary FRP-steel composite tube filled concrete
Model source Calculation formula Tao et al. (2007)[28] ${N_{\text{u}}} = \left( {1 + 1.02{\xi _{\text{s}}}} \right){f_{{\text{c}}0}}{A_{{\text{sc}}}} + 1.15{\xi _{\text{f}}}{f_{{\text{c}}0}}{A_{\text{c}}}$ Park et al. (2011)[29] $ \dfrac{{{f_{{\text{cu}}}}}}{{{f_{{\text{c}}0}}}} = 1 + {\text{5}}{\text{.72}}\dfrac{{\left( {{t_{\text{s}}}{f_{\text{y}}} + {t_{\text{f}}}{f_{\text{f}}}} \right)}}{{D{f_{{\text{c}}0}}}} $ Lu et al. (2014)[30] ${N_{\text{u}}} = \left( {1 + 1.8{\xi _{\text{s}}} + 1.15{\xi _{\text{f}}}} \right){A_{\text{c}}}{f_{{\text{c}}0}}$ Ding at al. (2018)[31] ${N_{\text{u}}} = \left( {1 + 1.7{\xi _{\text{s}}} + 1.7{\xi _{\text{f}}}} \right){f_{{\text{c}}0}}{A_{\text{c}}}$ Wei et al. (2021)[32] $ \dfrac{{{f_{{\text{cu}}}}}}{{{f_{{\text{c}}0}}}} = 1 + 1.27{\xi _{\text{s}}} + 1.28\left( {{\xi _{{\text{f,i}}}} + {\xi _{{\text{f,o}}}}} \right) $ Notes：fcu—Ultimate stress of specimen; fc0—Cylinder concrete strength; fy—Yield stress of steel tube; ff—Ultimate strength of FRP; ts—Thickness of steel tube; tf—Thickness of FRP; ξs—Steel tube confinement index; ξf—FRP confinement index; ξf,o—Confinement index provided by the outer FRP; ξf,i—Confinement index provided by the inner FRP；Nu—Axial compressive bearing capacity; As—Area of the steel tube section; Ac—Area of the core concrete; Asc—Cross-sectional area of the column.
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