Axial compression behavior of novel concrete-filled circular CFRP-UHPC composite tubular columns
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摘要: 为研究超高性能混凝土(UHPC)管替代碳纤维增强聚合物(CFRP)-钢管混凝土组合柱中钢管的可行性，提出一种外部缠绕CFRP的UHPC预制管、内部现浇填充普通混凝土的新型CFRP-UHPC组合管混凝土(Concrete-filled CFRP-UHPC tube，CFFUT)柱。对10个CFFUT圆柱(包含2个对比柱)进行了单调轴压试验，研究了UHPC管壁厚度、CFRP环向包裹层数和核心混凝土强度等的影响规律。结果表明：CFRP-UHPC管可以有效提高组合柱的承载力、变形能力和延性；CFFUT圆柱破坏形态为核心混凝土压溃、UHPC管开裂和CFRP拉断，破坏后整体性较好，属延性破坏模式；CFFUT圆柱的极限承载力与UHPC管壁厚度、CFRP层数和核心混凝土强度呈正相关；延性系数随UHPC管壁厚度、CFRP层数增加而提高，随核心混凝土强度增加先提高后降低。揭示了CFFUT柱的界面增强作用机制，CFFUT柱极限承载力与同等截面普通混凝土柱相比提高93.9%~203.5%，且CFFUT柱极限承载力一定程度上与CFRP-钢管混凝土柱相当。建立了CFFUT圆柱轴压极限承载力理论计算模型，并通过有限元模拟验证，理论值、模拟值和试验结果吻合较好。Abstract: In order to study the feasibility of replacing steel tubes of concrete filled carbon fiber-reinforced polymer (CFRP)-steel tube columns with ultra high performance concrete (UHPC) tubes, a novel concrete-filled CFRP-UHPC tube (CFFUT) column was proposed. The CFFUT column consists of a combination of UHPC precast tubes externally wrapped with CFRP and an internal cast-in-place filled normal concrete. Ten CFFUT columns, including two contrast columns, were tested under monotonic axial compression, and the influences of UHPC tube thickness, CFRP layer numbers and filled concrete strength were investigated. The results show that CFRP-UHPC tube can effectively improve the bearing capacity, deformation capacity and ductility of composite columns. The failure of CFFUT column is mainly manifested as the collapse of filled concrete, cracking of UHPC tube and rupture of CFRP. The integrity of CFFUT column is good after failure, and it belongs to ductility failure mode. The ultimate bearing capacity of CFFUT column is positively correlated with the thickness of UHPC tube, the number of CFRP layers and the strength of filled concrete. Ductility factor increases with the increase of UHPC tube thickness and CFRP layer number, and increases first and then decreases with the increase of filled concrete strength. The interface strengthening mechanism of CFFUT column is revealed. The ultimate bearing capacity of CFFUT columns is 93.9%-203.5% higher than that of normal concrete columns with the same section, and the ultimate bearing capacity of CFFUT columns is equivalent to that of concrete-filled CFRP- steel tube columns to a certain extent. The theoretical calculation model of ultimate bearing capacity is established and verified by finite element analysis. The calculated and simulated values are in good agreement with the test results.
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图 1 碳纤维增强聚合物(CFRP)-超高性能混凝土(UHPC)组合管混凝土(CFFUT)柱示意图
Figure 1. Sketch of concrete-filled carbon fiber-reinforcedpolymer (CFRP)-ultra-high performance concrete (UHPC) tube (CFFUT) columns
图 3 测量元件布置及加载装置
Figure 3. Measurement instruments and test setup
N—Axial compressive force
图 5 CFFUT柱典型轴向荷载-位移(P-Δ)曲线
Figure 5. Typical axial load-deformation (P-Δ) curve of CFFUT columns
P0—Axial load of first crack of UHPC; Δ0—Axial displacement of first crack of UHPC
图 6 不同CFRP层数柱试件P-Δ曲线
Figure 6. P-Δ curves of CFFUT specimens with different CFRP layer numbers
图 7 CFFUT柱极限承载力Pu与CFRP层数ncf的关系
Figure 7. Relationship between bearing capacity Pu of CFFUT columns and CFRP layer numbers ncf
图 8 不同UHPC管壁厚度CFFUT柱试件P-Δ曲线
Figure 8. P-Δ curves of CFFUT specimens with different UHPC tube thickness
图 9 CFFUT柱Pu与UHPC管壁厚度tu的关系
Figure 9. Relationship between Pu of CFFUT columns and UHPC tube thickness tu
图 10 不同核心混凝土强度CFFUT柱P-Δ曲线
Figure 10. P-Δ curves of CFFUT column specimens with different filled concrete strength
图 11 CFFUT柱Pu与核心混凝土强度的关系
Figure 11. Relationship between Pu of CFFUT columns and filled concrete strength
图 12 不同组合柱位移延性系数：(a) 类型A；(b) 类型B
Figure 12. Definition of ductility factor for different composite columns: (a) Type A; (b) Type B
Δ1—Axial displacement at the intersection of peak load and initial tangent modulus; Δcu—Ultimate displacement; Et—Initial tangent modulus
图 13 CFRP-UHPC-普通混凝土(NC)界面概念图
Figure 13. Schematic diagram of CFRP-UHPC-normal concrete (NC) interface
图 15 CFFUT柱与CFRP-钢管混凝土柱(CFFST)的承载力比较
Figure 15. Comparison of bearing capacity between CFFUT columns and concrete-filled CFRP-steel tube (CFFST) columns
fequ—Equivalent compressive strength; ts—Thickness of steel tube; tcf—Thickness of CFRP
图 16 CFFUT柱轴心受力示意图
Figure 16. Schematic diagram of CFFUT columns under uniaxial compression
σf—Radial compressive stress of CFRP; σur—Radial compressive stress of UHPC; σuh—Circumferential tensile stress of UHPC; σcf—Circumferential tensile stress of CFRP; σc—Axial compressive stress of concrete; σuc—Axial compressive stress of UHPC
图 18 典型CFFUT柱试验和有限元破坏模式对比
Figure 18. Comparison of failure modes between test and FEM result of typical CFFUT column
图 19 CFRP、UHPC和混凝土的损伤云图
Figure 19. Damage cloud map of CFRP, UHPC and concrete
DAMAGEFT—Tensile damage of fiber; DAMAGEC—Compressive damage
图 20 CFRP、UHPC和混凝土的等效塑性应变
Figure 20. Equivalent plastic strain of CFRP, UHPC and concrete
PEEQ—Equivalent plastic strain
图 21 CFFUT柱计算值Nu、模拟值Nu,FE与试验结果Pu的比较
Figure 21. Comparison of calculated values Nu, simulated values Nu,FE and test results Pu of CFFUT columns
表 1 试件编号及参数
Table 1. Number and parameters of specimens
No. tu/mm ncf fcu/MPa fc/MPa fts/MPa E/GPa Pu/kN α Δu/mm β μ MA-0-0 — — 32.8 28.9 2.62 26.5 724.0 1.000 2.429 1.000 1.14 MA-0-U12.5 12.5 0 32.8 28.9 2.62 26.5 977.0 1.349 4.213 1.734 1.31 MA-F0100-U12.5 12.5 1 32.8 28.9 2.62 26.5 1403.8 1.939 8.164 3.361 1.45 MA-F0100-U20 20.0 1 32.8 28.9 2.62 26.5 1476.0 2.039 7.577 3.119 1.52 MA-F0100-U30 30.0 1 32.8 28.9 2.62 26.5 1650.2 2.279 5.823 2.397 1.59 MA-F0200-U12.5 12.5 2 32.8 28.9 2.62 26.5 1811.8 2.502 11.295 4.650 1.55 MA-F0200-U30 30.0 2 32.8 28.9 2.62 26.5 2197.6 3.035 8.929 3.676 1.64 MA-F0200-U12.5-C50 12.5 2 53.5 47.3 3.69 32.0 2186.0 3.019 9.697 3.992 1.59 MA-F0200-U12.5-C80 12.5 2 90.4 69.6 4.13 36.8 2418.0 3.340 9.214 3.793 1.66 MA-F0200-U12.5-C100 12.5 2 118.0 105.7 6.65 44.1 2664.2 3.680 5.424 2.233 1.31 Notes: tu—Thickness of UHPC tube; ncf—Number of CFRP layers; fcu—Cubic compressive strength of filled concrete; fc—Axial compressive strength of filled concrete; fts—Splitting tensile strength of filled concrete; E—Elastic modulus of filled concrete; Pu—Ultimate load; α—Ratio of ultimate load between CFFUT column and contrast column (MA-0-0) ; Δu—Ultimate displacement; β—Ratio of ultimate displacement between CFFUT column and contrast column (MA-0-0); μ—Ductility factor. The letter MA denotes the monotonic axial load condition, the letter F denotes the number of CFRP layers, the letter U denotes the thickness of UHPC tube, the letter C denotes the nominal filled concrete strength, omitted when C30 filled concrete is used. For example, the MA-F0200-U12.5-C50 indicates that the load condition of specimen is monotonic axial compression, the number of CFRP layers is 2, the thickness of UHPC tube is 12.5 mm, and the nominal filled concrete strength is 50 MPa. 
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表 2 混凝土和UHPC配合比
Table 2. Mixture proportion of concrete and UHPC
kg·m−3 Type Cement Silica fume Fly ash CAGG FAGG Water SP Steel fiber C30 280 — 70 1043 826 175 5.1 — C50 363 — 80 1055 738 155 9.0 — C80 455 40 — 1080 665 150 9.9 — C100 787 126 136 — 1050 189 26.0 — UHPC 787 126 136 — 1050 189 26.0 195 Notes: CAGG—Coarse aggregate; FAGG—Fine aggregate; SP—Superplasticizer.
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表 3 CFFUT柱计算值Nu、模拟值 Nu,FE与试验值Pu的比较
Table 3. Comparison of calculated values Nu, simulated values Nu,FE and test results Pu of CFFUT columns
No. Nu/kN Nu,FE/kN Nu/Pu Nu,FE/Pu MA-F0100-U12.5 1350.0 1362.4 0.96 0.97 MA- F0100-U20 1615.7 1499.4 1.09 1.02 MA- F0100-U30 1917.1 1523.9 1.16 0.92 MA-F0200-U12.5 1671.5 1875.1 0.92 1.03 MA- F0200-U30 2238.6 2116.1 1.02 0.96 MA-F0200-U12.5-C50 1897.2 — 0.87 — MA-F0200-U12.5-C80 2170.7 — 0.90 — MA-F0200-U12.5-C100 2613.5 — 0.98 —
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