钢管约束竹-混凝土组合柱轴压力学性能

韦宝幸; 魏洋; 王高飞; 邢泽; 林煜

doi:10.13801/j.cnki.fhclxb.20231024.002

钢管约束竹-混凝土组合柱轴压力学性能

doi: 10.13801/j.cnki.fhclxb.20231024.002

南京林业大学土木工程学院，南京 210037

基金项目: 国家自然科学基金(52378244；52308257)；江苏省自然科学基金(BK20231028；BK20230399)；江苏省重点研发计划(BE2020703)

详细信息

通讯作者:
魏洋，博士，教授，博士生导师，研究方向为约束混凝土结构　E-mail: wy78@njfu.edu.cn

中图分类号: TU398.6；TB332
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出版历程
- 收稿日期: 2023-08-31
- 修回日期: 2023-09-30
- 录用日期: 2023-10-17
- 网络出版日期: 2023-10-25
- 刊出日期: 2024-06-15

Compressive performance of bamboo scrimber and concrete-filled steel tube columns

College of Civil Engineering, Nanjing Forestry University, Nanjing 210037, China

Funds: National Natural Science Foundation of China (52378244; 52308257); Natural Science Foundation of Jiangsu Province (BK20231028; BK20230399); Key Research and Development Project of Jiangsu Province (BE2020703)

摘要

摘要: 将轻质高强的重组竹埋入钢管混凝土柱(CFST)的核心形成钢管约束竹-混凝土组合柱(BCFST)，期望利用钢管的约束作用充分发挥重组竹的抗压强度并延缓其劈裂破坏。为研究BCFSTs的轴压性能，在3组BCFSTs轴压试验的基础上，采用ABAQUS有限元软件建立了相应的模型进行了非线性有限元分析。通过比对试件的破坏形式、荷载-位移曲线等结果，验证了有限元模型的可靠性与适用性；基于验证后的有限元模型，对重组竹尺寸和钢管径厚比两个关键设计变量进行参数化分析。结果表明：在相同钢管壁厚的钢管混凝土柱中，增大重组竹截面尺寸可以抑制荷载-位移曲线峰值点后的下降过程，BCFSTs的峰值承载力相较于CFST的提升范围均在8%以上，最大提升16%；试件的极限荷载呈现明显增长趋势，BCFSTs的极限承载力相较于CFST的最大提升可达到33.2%。钢管壁厚的增加使重组竹和混凝土受到的环向约束增强，核心截面强度得以提高，钢管壁厚由4.5 mm变化为6.0 mm时，试件极限荷载最大提升18.2%。
- 钢管混凝土柱 /
- 组合柱 /
- 重组竹 /
- 约束 /
- 竹-混凝土 /
- 有限元模型 /
- 轴压承载力
Abstract: The light and high strength bamboo scrimber was buried in the core of concrete-filled steel tube column (CFST) to form bamboo scrimber and concrete-filled steel tube column (BCFST), which was expected to give full play to the compressive strength of the bamboo scrimber and delay its crushing and splitting. In order to study the axial compression performance of BCFSTs, on the basis of three groups of axial compression tests, the corresponding model was established by using ABAQUS finite element software and the nonlinear finite element analysis wascarried out. The reliability and applicability of the finite element model were verified by comparing the failure forms and load-displacement curves of the specimens. Based on the verified finite element model, the two key design variables of bamboo scrimber dimension and diameter to thickness ratio of steel tube were parameterized. The analysis results show that: For CFSTs with the same wall thickness, increasing the dimension of bamboo scrimber can inhibit the decline of load-displacement curve after peak point. Compared with CFSTs, the peak load of BCFSTs is increased by more than 8%, and the maximum increase is 16%. The ultimate load of the specimens show a clear growth trend, and the ultimate bearing capacity of the specimens with built-in bamboo scrimber could reach 33.2% compared with that of the CFSTs. With the increase of wall thickness of steel tube, the circumferential constraint of bamboo scrimber and concrete is strengthened, and the core section strength is improved. When the wall thickness of steel tube changes from 4.5 mm to 6.0 mm, the ultimate load of the specimen is increased by 18.2%.
- concrete-filled steel tube column /
- composite column /
- bamboo scrimber /
- confinement /
- bamboo-concrete /
- finite element model /
- axial compressive strength

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图 1 钢管约束竹-混凝土组合柱(BCFST)结构概念图

Figure 1. Schematic diagram of the structure concept of bamboo scrimber and concrete-filled steel tube column (BCFST)

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图 2 试件及加载测量装置

Figure 2. Specimen and loading measuring device

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图 3 重组竹轴压应力-应变曲线及材料方向示意图

BC—Bamboo scrimber

Figure 3. Compressive stress-strain curves and material direction indication of bamboo scrimber

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图 4 BCFSTs有限元模型边界条件及网格划分

RP—Reference point; U_x, U_y, U_z—Displacement in the X-axis direction, Y-axis direction and the Z-axis direction; UR_x, UR_y, UR_z— Rotation around the X-axis direction, the Y-axis direction and the Z-axis direction

Figure 4. Boundary conditions and meshing of finite element model for BCFSTs

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图 5 BCFSTs典型破坏形态

S—Stress

Figure 5. Typical failure modes of BCFSTs

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图 6 D1 T4.5系列BCFSTs试件荷载-位移曲线对比

FEM—Finite element model

Figure 6. Comparison of load-displacement curves of D1 T4.5 series

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图 8 D2 T6.0系列BCFSTs试件荷载-位移曲线对比

Figure 8. Comparison of load-displacement curves of D2 T6.0 series

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图 7 D2 T4.5系列BCFSTs试件荷载-位移曲线对比

Figure 7. Comparison of load-displacement curves of D2 T4.5 series

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图 9 不同参数BCFSTs计算荷载-位移曲线对比

Figure 9. Comparation of load-displacement curves of BCFSTs with different parameters

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图 10 典型BCFSTs荷载-位移曲线

N_cc—Axial compressive load; Δ—Axial displacement; Δ_cc—Peak displacement; Δ_cu—Ultimate displacement; CFST—Concrete filled steel tube column

Figure 10. Typical load-displacement curve of BCFSTs

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图 11 重组竹尺寸对BCFSTs轴压性能的影响

Figure 11. Effect of bamboo scrimber dimension on axial compression properties of BCFSTs

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图 12 钢管径厚比对BCFSTs极限荷载的影响

Figure 12. Influence of the diameter-thickness ratio on the ultimate load of BCFSTs

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表 3 重组竹各向异性弹性常数

Table 3. Anisotropic elastic constant of bamboo scrimber

E₁/MPa	E₂/MPa	E₃/MPa	γ₁₂	γ₁₃	γ₂₃	G₁₂/MPa	G₁₃/MPa	G₂₃/MPa
16880	2688.12	2193.42	0.42	0.41	0.45	558.64	569.31	155.62
Notes: E₁, E₂, E₃—Compressive elastic modulus of the material in the x, y and z directions, respectively; γ₁₂, γ₁₃, γ₂₃—Poisson's ratio of the material in the x, y and z planes, respectively; G₁₂, G₁₃, G₂₃—Shear modulus of the material in the x, y and z planes, respectively.

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表 1 试件基本参数

Table 1. Basic parameters of specimens

Working condition	Specimen	D	T	D/T	L	Working condition	Specimen	D	T	D/T	L
W₁	D1 T4.5 C80	114	4.5	25.33	–	W₃	D2 T6.0 C80	133	6.0	22.17	–
	D1 T4.5 L30 C80	114	4.5	25.33	30		D2 T6.0 L40 C80	133	6.0	22.17	40
	D1 T4.5 L40 C80	114	4.5	25.33	40		D2 T6.0 L50 C80	133	6.0	22.17	50
	D1 T4.5 L50 C80	114	4.5	25.33	50		D2 T6.0 L60 C80	133	6.0	22.17	60
	D1 T4.5 L60 C80	114	4.5	25.33	60		D2 T6.0 L70 C80	133	6.0	22.17	70
	D1 T4.5 L70 C80	114	4.5	25.33	70		D2 T6.0 L80 C80	133	6.0	22.17	80
W₂	D2 T4.5 C80	133	4.5	29.56	–	W₄	D1 T6.0 C80	114	6.0	19.00	–
	D2 T4.5 L40 C80	133	4.5	29.56	40		D1 T6.0 L30 C80	114	6.0	19.00	30
	D2 T4.5 L50 C80	133	4.5	29.56	50		D1 T6.0 L40 C80	114	6.0	19.00	40
	D2 T4.5 L60 C80	133	4.5	29.56	60		D1 T6.0 L50 C80	114	6.0	19.00	50
	D2 T4.5 L70 C80	133	4.5	29.56	70		D1 T6.0 L60 C80	114	6.0	19.00	60
	D2 T4.5 L80 C80	133	4.5	29.56	80		D1 T6.0 L70 C80	114	6.0	19.00	70
Notes: D—Outer diameter of the steel tube; T—Thickness of the steel tube; D/T—Ratio of diameter to thickness of steel tube; L—Dimension of the bamboo scrimber.

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表 2 材料的基本性能

Table 2. Basic properties of materials

Materials	Compressive strength/MPa	Elastic modulus/MPa	Yield stress/MPa	Ultimate stress/MPa	Poisson's ratio	Ultimate compressive strain	Peak compressive strain	Density/ (kg·m⁻³)
Steel	—	205000	381	501.70	0.30	0.047	—	7850
Concrete	85.78	43530	—	—	0.20	—	0.002	2427
Bamboo scrimber	98.62	16880	—	99.36	0.41	0.043	—	1301

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表 4 BCFSTs试件有限元计算荷载与试验荷载对比

Table 4. Comparison of peak and ultimate load of simulation and test of BCFSTs specimens

Specimen	Peak load			ρ_b/%	Ultimate load
Specimen	N_cc/kN	N_cc'/kN	Error value/%	ρ_b/%	N_cu/kN	N_cu'/kN	Error value/%
D1 T4.5 C80	1387.75	1331.13	4.25	0	1387.75	1331.13	4.25
D1 T4.5 L30 C80	1487.32	1497.81	0.70	10.4	1442.22	1356.95	5.91
D1 T4.5 L40 C80	1522.14	1507.67	0.96	18.5	1472.49	1396.78	5.42
D1 T4.5 L50 C80	1547.35	1540.65	0.43	28.9	1602.06	1521.64	5.29
D1 T4.5 L60 C80	1536.52	1544.12	0.49	41.6	1666.13	1658.43	0.46
D1 T4.5 L70 C80	1519.21	1510.46	0.58	56.6	1739.48	1772.62	1.87
D2 T4.5 C80	1677.61	1702.67	1.47	0	1677.61	1702.67	1.47
D2 T4.5 L40 C80	1860.21	1854.49	0.31	13.3	1765.60	1726.26	2.22
D2 T4.5 L50 C80	1921.13	1879.18	2.23	20.7	1827.75	1771.40	3.18
D2 T4.5 L60 C80	1989.02	1938.13	2.62	29.8	1970.29	1908.73	3.23
D2 T4.5 L70 C80	2021.10	1912.82	5.66	40.6	2120.71	1997.48	6.17
D2 T4.5 L80 C80	2006.17	1841.81	8.92	53.0	2167.53	2092.05	3.61
D2 T6.0 C80	2005.17	1973.06	1.63	0	2005.17	1973.06	1.63
D2 T6.0 L40 C80	2137.14	2144.34	0.34	13.9	2087.78	2015.72	3.45
D2 T6.0 L50 C80	2188.63	2182.60	0.28	21.7	2165.67	2094.56	3.39
D2 T6.0 L60 C80	2165.07	2178.21	0.61	31.3	2231.11	2178.32	2.52
D2 T6.0 L70 C80	2143.55	2148.31	0.22	42.6	2409.91	2257.39	6.76
D2 T6.0 L80 C80	2196.31	2140.47	2.61	55.7	2486.18	2419.45	2.76
Notes: N_cc—Test peak load; N_cc'—Numerical simulation peak load; N_cu—Test ultimate load; N_cu'—Numerical simulation ultimate load; Error value=│(Test value −Simulated value)/Simulated value│×100%; ρ_b—Ratio of bamboo scrimber, ρ_b=A_b/(A_c+A_b), A_c—Crosssectional area of the concrete, A_b—Cross-sectional area of the bamboo scrimber column.

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