Axial compression behavior of new seawater and sea sand concrete filled circular carbon fiber reinforced polymer-steel composite tube columns
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摘要: 为研究原状海水海砂混凝土在复合管混凝土中的应用可行性，提出一种新型由内外壁纤维增强复合材料(FRP)和夹心钢管复合的碳纤维增强复合材料(CFRP)-钢复合管海水海砂混凝土柱结构。对12个新型CFRP-钢复合管海水海砂混凝土圆柱试件进行了轴压试验，研究了CFRP层数和核心混凝土强度等级变化对其轴压性能的影响。试验结果表明，内外壁CFRP的包裹能够有效地提高结构承载力和变形能力；CFRP-钢复合管海水海砂普通混凝土圆柱破坏形态为混凝土压溃，而CFRP-钢复合管海水海砂高强混凝土圆柱破坏形态为剪切破坏；结构的极限应力与CFRP层数、混凝土强度呈正相关，而极限应变随着CFRP层数增加而提高，却随着混凝土强度提高而减小；核心混凝土和钢管对极限应力的贡献随着CFRP层数增加基本不变，且当包裹两层及以上CFRP时，CFRP对试件极限应力的贡献占主导地位。Abstract: In order to study the feasibility of applying the original seawater and sea sand concrete directly to the concrete filled composite tube, a new structure of seawater and sea sand concrete filled carbon fiber reinforced polymer (CFRP) -steel composite tube composed of internal and external fiber reinforced polymer (FRP) and sandwich steel tube was proposed. Twelve new seawater and sea sand concrete filled circular CFRP-steel composite tube columns were tested under axial compression, and the influence of the number of CFRP layers and the strength grade of core concrete on the axial compression performance was studied. The test results show that the wrapping of inner and outer CFRP can effectively improve the bearing capacity and deformation capacity of the structure. The failure mode of common strength seawater and sea sand concrete filled circular CFRP-steel composite tube columns is concrete crushing, while that of high strength seawater and sea sand concrete filled circular CFRP-steel composite tube columns is shear failure. The ultimate stress of the structure is positively correlated with the number of CFRP layers and the strength of concrete. However, the ultimate strain only increases with the number of CFRP layers, but decreases with the strength of concrete. The contribution of core concrete and steel tube to the ultimate stress almost does not change with the increase of the number of layers of CFRP, and the contribution of CFRP to the ultimate stress of specimens is dominant when two or more layers of CFRP are wrapped.
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Key words:
- FRP /
- steel tube /
- seawater and sea sand concrete /
- confinement /
- axial compression behavior
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图 1 碳纤维增强复合材料(CFRP)-钢复合管海水海砂混凝土结构概念图
Figure 1. Concept and structure compositions of seawater and sea sand concrete filled circular carbon fiber reinforced polymer (CFRP)-steel composite tube columns
图 2 新型CFRP-钢复合管海水海砂混凝土结构组成部分环向受力分解图
Figure 2. Circumferential force decomposition diagram of each component of new seawater and sea sand concrete filled circular CFRP-steel composite tube columns
图 4 CFRP-钢复合管海水海砂混凝土轴压试验加载及测量装置
Figure 4. Axial compression test loading and measuring device of seawater and sea sand concrete filled circular CFRP-steel composite tube columns
图 5 对比钢管及钢管海水海砂混凝土试件破坏形态
Figure 5. Comparison of failure modes between steel tube and seawater and sea sand concrete filled circular steel tube columns
图 6 典型CFRP-钢复合管海水海砂混凝土试件破坏形态
Figure 6. Typical failure modes of seawater and sea sand concrete filled circular CFRP-steel composite tube columns
图 7 CFRP-钢复合管海水海砂混凝土试件名义应力-应变关系曲线
Figure 7. Nominal stress-strain relationship curves of seawater and sea sand concrete filled circular CFRP-steel composite tube columns
图 8 CFRP-钢复合管海水海砂混凝土轴压试验结果参数化分析
Figure 8. Parametric analysis of axial compression test results of seawater and sea sand concrete filled circular CFRP-steel composite tube columns
图 9 CFRP-钢复合管海水海砂混凝土极限应力模型预测与试验结果对比
Figure 9. Comparison between ultimate stress model and test results of seawater and sea sand concrete filled circular CFRP-steel composite tube columns
A—Average value; S—Standard deviation; E—Mean absolute error
表 1 CFRP-钢复合管海水海砂混凝土轴压试验结果
Table 1. Test result of seawater and sea sand concrete filled circular CFRP-steel composite tube columns under axial compression
Specimen
numberH/mm D/mm ts/mm Inner-FRP layers Outer-FRP layers fc0/MPa fcu/MPa εcu Failure mode S4.5 400 133 4.5 0 0 — — — Local buckling CS4.5 400 133 4.5 0 0 43.8 — — Concrete crushing HS4.5 400 133 4.5 0 0 64.0 — — Shear failure C1S4.5C1-1 400 133 4.5 1 1 43.8 144.2 0.0220 Concrete crushing C1S4.5C1-2 400 133 4.5 1 1 43.8 139.2 0.0195 Concrete crushing C1S4.5C2-1 400 133 4.5 1 2 43.8 160.4 0.0234 Concrete crushing C1S4.5C2-2 400 133 4.5 1 2 43.8 161.0 0.0240 Concrete crushing C1S4.5C3-1 400 133 4.5 1 3 43.8 179.0 0.0280 Concrete crushing C1S4.5C3-2 400 133 4.5 1 3 43.8 180.4 0.0290 Concrete crushing HC1S4.5C1-1 400 133 4.5 1 1 64.0 163.7 0.0151 Shear failure HC1S4.5C1-2 400 133 4.5 1 1 64.0 163.6 0.0148 Shear failure HC1S4.5C2-1 400 133 4.5 1 2 64.0 193.3 0.0197 Shear failure HC1S4.5C2-2 400 133 4.5 1 2 64.0 197.4 0.0234 Shear failure HC1S4.5C3-1 400 133 4.5 1 3 64.0 211.9 0.0210 Shear failure HC1S4.5C3-2 400 133 4.5 1 3 64.0 213.9 0.0210 Shear failure Notes: H—Height of all specimens; D—Outer diameter of all specimens; ts—Thickness of steel tube; fc0—Cylinder concrete strength; fcu—Ultimate stress of specimen; εcu—Ultimate strain of specimen. The specimens were numbered according to the different parameters of the specimens, and two specimens with the same parameters were prepared, which were distinguished by “−1” and “−2”. S4.5—Hollow steel tube specimen with a thickness of 4.5 mm; CS4.5—Common strength seawater and sea sand concrete filled circular steel tube columns with 4.5 mm steel tube thickness; HS4.5—High strength seawater and sea sand concrete filled circular steel tube columns with 4.5 mm steel tube thickness; C1S4.5C1-1—Common strength seawater and sea sand concrete filled circular CFRP-steel composite tube columns with 4.5 mm steel tube thickness, one-layer inner-FRP and one-layer outer-FRP; HC1S4.5C2-1—High strength seawater and sea sand concrete filled circular CFRP-steel composite tube columns with 4.5 mm steel tube thickness, one-layer inner-FRP and two-layer outer-FRP. 
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表 2 CFRP和钢管力学性能
Table 2. Mechanical properties of CFRP and steel tube
Material fy/MPa ff/MPa εf Modulus of elasticity/GPa CFRP — 3331.7 0.0139 239.8 Steel tube 328.8 486.2 — 206.2 Notes: fy—Yield stress of material; ff—Ultimate tensile stress of material; εf—Ultimate tensile strain of material.
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表 3 普通FRP-钢复合管约束混凝土承载力计算模型
Table 3. Calculation model of confined concrete bearing capacity of concrete filled FRP-steel composite tube
Source of the model Calculation formula Zhang et al[17] $\dfrac{{{f_{{\rm{cu}}}}}}{{{f_{{\rm{c0}}}}}} = 1 + 1.27{\xi _{\rm{s}}} + 1.28{\xi _{\rm{f}}}$ Tang et al[25] ${N_{\rm{u}}} = \left( {1 + {\eta _{{\rm{cap}}}}} \right)\left( {1.27F{A_{\rm{s}}} + 0.85{f_{{\rm{c0}}}}{A_{\rm{c}}}} \right)$ Dong et al[26] ${N_{\rm{u}}} = \left[ {0.95 + {f_{\rm{1}}} + \min \left( {{f_{\rm{2}}}{\rm{ }},{f_{\rm{3}}}} \right)} \right]{A_{\rm{c}}}{f_{{\rm{c0}}}} + {A_{\rm{s}}}{f_{\rm{y}}}$ Lu et al[27] ${N_{\rm{u}}} = \left( {1 + 1.8{\xi _{\rm{s}}} + 1.15{\xi _{\rm{f}}}} \right){A_{\rm{c}}}{f_{{\rm{c0}}}}$ Ding et al[18] ${N_{\rm{u}}} = \left( {1 + 1.7{\xi _{\rm{s}}} + 1.7{\xi _{\rm{f}}}} \right){f_{{\rm{c0}}}}{A_{\rm{c}}}$ Tao et al[28] ${N_{\rm{u}}} = \left( {1 + 1.02{\xi _{\rm{s}}}} \right){f_{{\rm{c0}}}}{A_{\rm{s}}} + 1.15{\xi _{\rm{f}}}{f_{{\rm{c0}}}}{A_{\rm{c}}}$ Notes: fcu—Ultimate stress of specimen; fc0—Cylinder concrete strength; ξs—Effective constraint coefficient of steel tube; ξf—Effective constraint coefficient of FRP; Nu—Bearing capacity of specimen; ηcap—Increase index of capacity; F—Minimum between yield strength and 0.7 tensile strength of carbon steel; As—Cross-sectional area of steel tube; Ac—Cross-sectional area of concrete; f1, f2, f3—Three factors of the steel tube, FRP and concrete characteristics, respectively.
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