Experimental study on axial compression performance of T-section concrete filled steel and FRP tubular composite columns
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摘要: 内置复材约束的T形截面钢管混凝土组合柱(T-section concrete filled steel and GFRP tubular composite column，T-SCFC)包括外部钢管、夹层混凝土、玻璃纤维增强树脂复合材料(Glass fiber reinforced polymer，GFRP)管和核心混凝土。对14根不同截面形式的约束混凝土短柱和3组内置不同复材管壁厚的T形截面钢管混凝土组合柱进行轴压试验，对比分析了方钢管混凝土短柱(Square concrete filled steel tube，CFST)、复材管约束混凝土短柱(Concrete filled GFRP tube，CFFT)、内置复材约束方钢管混凝土短柱(Steel-concrete-GFRP-concrete tube，SCFC)和T-SCFC柱在轴压荷载作用下的力学性能。建立与试件同尺寸的有限元模型，并开展数值参数分析，研究不同钢管壁厚和核心混凝土强度对T-SCFC柱轴心受压性能的影响。结果表明：内置约束复材管可以明显提高方钢管混凝土短柱的受压性能，显著延缓SCFC短柱在轴压荷载作用下的钢材屈服和鼓曲；T-SCFC柱在达到峰值荷载前，荷载-轴向位移曲线呈双线性增长，复材断裂后试件保持较高的残余承载力呈延性破坏，可以将复材断裂作为该类组合柱的失效点，增加复材管壁厚可以明显提高试件承载力；有限元模型计算结果与试验吻合较好；增加钢管壁厚可明显提高试件的承载力，提高试件核心混凝土强度仅对试件的等效屈服荷载有一定提高作用，对试件峰值承载力的影响较小。Abstract: The T-section concrete filled steel and glass fiber reinforced polymer (GFRP) tubular composite column (T-SCFC) is composed of external steel tube, sandwich concrete, GFRP tube and core concrete. Axial compression tests were carried out on 14 confined concrete short columns with different cross-section forms and three groups of concrete-filled steel tubular T-section columns with different wall thicknesses of GFRP tube. The mechanical properties of square concrete filled steel tube (CFST), concrete filled FRP tube (CFFT), steel-concrete-FRP-concrete (SCFC) short columns and T-SCFC columns under axial compression were compared and analyzed. The finite element model with the same size as the specimen was established, and the numerical parameter analysis was carried out to study the influence of steel tube wall thickness and core concrete strength on the axial compression performance of T-SCFC columns. The results show that the built-in GFRP tube can significantly improve the compression performance of concrete filled square steel tubular short columns, and significantly delay the steel yield and buckling of SCFC short columns under axial compression load. Before the peak load, the load-axial displacement curve of T-SCFC column increases bilinearly, and the residual bearing capacity of the specimen maintains high after fracture of the GFRP. The fracture of GFRP can be used as the failure point of the composite column. Increasing the wall thickness of GFRP tube can significantly improve the bearing capacity of the specimen. The calculation results of the finite element model are in good agreement with the test. Increasing the wall thickness of the steel tube can significantly improve the bearing capacity of the specimen. Improving the strength of the core concrete of the specimen only has a certain effect on the equivalent yield load of the specimen, and has little effect on the peak bearing capacity of the specimen.
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图 1 内置复材约束方钢管混凝土异形组合柱示意图
Figure 1. Illustration of special shaped concrete filled square steel tubular columns confined with built-in composite materials
图 2 不同截面形式混凝土组合柱设计尺寸(单位：mm)
Figure 2. Design dimensions of concrete composite columns with different section forms (Unit: mm)
图 4 应变测点布置及编号
Figure 4. Layout and number of strain measuring points
T-SCFC-H/2 Sx (Sy) represents the transverse (longitudinal) strain of H/2 section steel tube of T-SCFC column, respectively; FRP tubes built in the T-SCFC were numbered with Roman numerals, taking the FRP tube I as an example, Ix(Iy) represents the transverse (longitudinal) strain of the H/2 section of the GFRP tube, and two transverse strain measuring points I1/2, I9/10 were added to the H/4 and 3H/4 sections of the GFRP tube, respectively.
图 10 T-SCFC柱先局部强度破坏后整体弯曲
Figure 10. T-SCFC column bending after local strength failure
图 11 不同截面形式混凝土组合柱荷载-轴向位移曲线
Figure 11. Axial load-displacement curves of concrete composite columns with different section forms
图 13 4×SCFC与T-SCFC峰值承载力对比
Figure 13. Comparison of peak bearing capacity between 4 × SCFC and T-SCFC
图 14 不同截面形式混凝土组合柱轴压典型试件荷载-应变曲线
Figure 14. Load-strain curves of typical concrete composite columns with different section forms under axial compression load
图 17 T-SCFC试验与数值模型荷载-轴向位移曲线对比
Figure 17. Comparison of load-axial displacement curves between test and numerical model for T-SCFC
图 19 T-SCFC数值模型中考虑不同钢管壁厚的荷载-轴向位移曲线
Figure 19. Load-axial displacement curves considering different wall thicknesses of steel tubes in numerical model of T-SCFC
图 20 T-SCFC数值模型中考虑不同核心混凝土强度的荷载-轴向位移曲线
Figure 20. Load-axial displacement curves considering different core concrete strengths in numerical model of T-SCFC
表 1 不同截面形式混凝土组合柱试件基本参数
Table 1. Basic parameters of concrete composite column specimens with different section forms
Specimen tf/mm ts/mm H/mm CFST-A/B — 4.5 300 CFFT-1-A/B 1 — 300 CFFT-2-A/B 2 — 300 CFFT-3-A/B 3 — 300 SCFC-1-A/B 1 4.5 300 SCFC-2-A/B 2 4.5 300 SCFC-3-A/B 3 4.5 300 T-SCFC-1-A/B 1 4.5 900 T-SCFC-2-A/B 2 4.5 900 T-SCFC-3-A/B 3 4.5 900 Notes: CFST—Square concrete filled steel tube; CFFT—Concrete filled GFRP tube; SCFC—Steel-concrete-FRP-concrete; T-SCFC—T-section concrete filled steel and GFRP tubular composite column; The naming formats of CFST, CFFT, SCFC and T-SCFC specimens are “CFST-y”, “CFFT-x-y”, “SCFC-x-y” and “T-SCFC-x-y”, x, y represent tube wall thickness and parallel specimen number, respectively; tf—Wall thickness of GFRP tube; ts—Wall thickness of steel tube; H-Height of specimen. 
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表 2 钢材力学性能
Table 2. Mechanical properties of steel
Material ft/MPa fy /MPa E/105MPa Q235B 381.56 313.22 2.02 Notes: ft—Tensile strength; fy—Yield strength; E—Elastic modulus.
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表 3 玻璃纤维增强树脂复合材料(GFRP)管力学性能
Table 3. Mechanical properties of glass fiber reinforced polymer (GFRP) tube
tf/mm Eh/GPa σh/MPa εh Ea/GPa σa/MPa 1 81.13 823.26 0.012 6.63 127.29 2 62.33 610.97 0.010 4.57 110.41 3 65.17 683.51 0.011 3.46 134.95 Notes: Eh—Hoop tensile modulus; σh—Hoop tensile strength; εh—Cyclic tensile ultimate strain; Ea—Axial compression modulus; σa—Axial compressive strength.
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表 4 SCFC与CFST短柱轴压承载力对比
Table 4. Comparison of axial compressive bearing capacity between SCFC and CFST short columns
Specimen Ny/kN Nmax/kN $ \eta $y/% $ \eta $max/% CFST-A/B 673.60 800.38 — — SCFC-1-A/B 806.00 978.24 19.6 22.20 SCFC-2-A/B 885.32 1097.08 31.4 37.07 SCFC-3-A/B 991.67 1298.56 47.2 62.20 Notes: Ny—Equivalent yield load; Nmax—Peak load; $ \eta $y—Increase ratio of equivalent yield load; $ \eta $max—Increase ratio of peak load.
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表 5 不同截面形式混凝土组合柱轴压试验主要结果
Table 5. Main results of concrete composite columns with different section forms under axial compression load
Specimen Nmax/kN Ny/kN Nmax/ Ny Nmax-a/kN Ny-a/kN μa $ \eta $/% Failure mode CFST-A 803.02 688.53 1.17 800.38 673.60 2.93 — Softening CFST-B 797.73 658.66 1.21 CFFT-1-A 454.41 201.53 2.25 428.49 215.47 4.91 — Brittle failure CFFT-1-B 402.56 229.40 1.75 CFFT-2-A 620.42 315.04 1.97 606.75 325.32 3.30 41.60 CFFT-2-B 593.07 335.60 1.77 CFFT-3-A 827.34 432.45 1.91 835.77 414.89 4.11 95.05 CFFT-3-B 844.20 397.32 2.12 SCFC-1-A 1002.60 839.20 1.19 978.24 806.00 3.13 — Ductile failure SCFC-1-B 953.87 772.79 1.23 SCFC-2-A 1093.48 929.99 1.18 1097.08 885.32 4.78 12.15 SCFC-2-B 1100.69 840.65 1.31 SCFC-3-A 1309.79 1019.08 1.29 1298.56 991.67 3.31 32.74 SCFC-3-B 1287.33 964.26 1.34 Notes: Nmax-a—Mean value of peak load for specimens with same parameters; Ny-a—Mean value of equivalent yield load for specimens with same parameters; μa—Average ductility coefficient; $ \eta $—Peak load increase ratio.
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表 6 T-SCFC柱轴压试验主要结果
Table 6. Main results of T-SCFC columns under axial compression load
Specimen NTmax/kN NTy/kN NTmax/ NTy NTmax-a/kN NTy-a/kN μT-a ηTmax/% ηTy/% T-SCFC-1-A 4330.79 3431.66 1.26 4255.69 3528.83 2.59 — — T-SCFC-1-B 4180.59 3626 1.15 T-SCFC-2-A 5044 3739 1.35 5042 3668.41 3.74 18.48 3.96 T-SCFC-2-B 5040 3597.82 1.40 T-SCFC-3-A 5360 4145.16 1.29 5316.50 4037.08 3.52 24.93 14.40 T-SCFC-3-B 5273 3929 1.34 Notes: NTmax—Peak load capacity of T-SCFC; NTy—Equivalent yield load of T-SCFC; NTmax-a—Mean value of peak load for specimens with same parameters; NTy-a—Mean value of equivalent yield load for specimens with same parameters; μT-a—Average ductility coefficient; ηTmax-Peak load increase ratio; ηTy—Increase ratio of equivalent yield load.
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表 7 混凝土塑性损伤参数取值
Table 7. Concrete damaged plasticity parameter values
$ \psi $ $ \varepsilon $ ${ { {\sigma _{{\rm{b0}}} } } \mathord{\left/{\vphantom { { {\sigma _{b0} } } { {\sigma _{c0} } } }} \right.} { {\sigma _{{\rm{c0}}} } } }$ ${K_{\rm{c}}}$ $ \mu $ 30 0.1 1.16 0.6667 0.0005 Notes: $ \psi $—Dilatancy angle; $ \varepsilon $—Flow potential eccentricity; σb0/σc0—Ratio of initial equibiaxial compressive yield stress to initial uniaxial compressive yield stress; Kc—Ratio of the second stress invariant on the tensile meridian; μ—Viscosity parameter.
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表 8 GFRP管模型参数
Table 8. Model parameters of GFRP tube
Thickness/mm 1 2 3 E1/GPa 81.13 62.33 65.17 E2=E3/GPa 6.63 4.57 3.46 ν12=ν13 0.33 0.33 0.33 ν23 0.35 0.32 0.33 G12= G13/GPa 6.5 6.5 6.5 G23/GPa 2.24 1.54 1.17
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表 9 T-SCFC数值模拟结果与试验对比
Table 9. Comparison of numerical simulation and experimental results of T-SCFC
Specimen NTmax-a/kN NTmax-F/kN NTmax-a /NTmax-F T-SCFC-1-A/B 4255.69 4419.39 0.96 T-SCFC-2-A/B 5042.00 5002.74 1.01 T-SCFC-3-A/B 5316.50 5590.95 0.95 Note: NTmax-F—Peak load of numerical simulation.
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表 10 T-SCFC数值试件基本参数
Table 10. Basic parameters of numerical specimens of T-SCFC
Numerical specimen fcu/MPa ts/mm T-SCFC-40-2.5 40 2.5 T-SCFC-40-3.5 40 3.5 T-SCFC-40-4.5 40 4.5 T-SCFC-40-5.5 40 5.5 T-SCFC-30-4.5 30 4.5 T-SCFC-50-4.5 50 4.5 T-SCFC-60-4.5 60 4.5 Notes: The naming format of T-SCFC specimens is “T-SCFC-x-y”, x, y represent core concrete strength and wall thickness of steel tube respectively; fcu—Core concrete strength.
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表 11 钢管壁厚对T-SCFC试件承载力的影响
Table 11. Influence of wall thickness of steel tube on bearing capacity of T-SCFC specimens
Specimen Ny/kN Nmax/kN ηy/% ηmax/% T-SCFC-40-2.5 2085.40 3511.92 — — T-SCFC-40-3.5 2539.99 3689.89 21.80 5.07 T-SCFC-40-4.5 3138.71 4247.65 50.51 20.95 T-SCFC-40-5.5 3479.03 4759.08 66.83 35.51
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表 12 核心混凝土强度对T-SCFC试件承载力的影响
Table 12. Influence of core concrete strength on bearing capacity of T-SCFC specimens
Specimen Ny/kN Nmax/kN ηy/% ηmax/% T-SCFC-30-4.5 2971.21 4260.06 — — T-SCFC-40-4.5 3138.71 4247.84 5.64 −0.29 T-SCFC-50-4.5 3220.93 4444.46 8.40 4.33 T-SCFC-60-4.5 3334.59 4456.23 12.23 4.60
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