胶合竹板-钢管约束收尘石粉混凝土柱的偏压性能

doi:10.13229/j.cnki.jdxbgxb20200591

摘要/Abstract

摘要：

提出了一种新型的胶合竹板-钢管复合约束收尘石粉混凝土柱（BSDCC）构型，可集成开发利用工业固废物和竹材资源。对12根BSDCC试件进行了偏心抗压试验，从试件的表观破损全过程、薄壁钢管的失效形态、载荷-位移曲线以及各基体的应变发展规律等多个角度分析了其破坏机理。通过非线性回归分析，建立了BSDCC偏心抗压承载力计算公式。试验结果表明：BSDCC的偏心抗压破坏形态主要为柱身中部横向约束拉杆之间的胶合竹板开胶剥离破坏和胶合竹板材料局部压屈破坏，其极限载荷不仅与偏心距、长细比、截面积和含钢率相关，而且受约束拉杆间距比的影响明显；钢管内填充低强度的收尘石粉混凝土可有效改变试件的极限破坏模式，提高极限承载力；与胶合竹板-薄壁钢管空芯柱的极限压应力相比，BSDCC的极限压应力平均提高了25%。

关键词: 土木工程, 胶合竹板, 薄壁钢管, 组合柱, 偏心抗压, 极限承载力

Abstract:

A new type of Bamboo-plywood and Steel-tube dual-confined Dust-powder Concrete Column (BSDCC) was proposed for integrated utilization of industrial solid waste and bamboo material. 12 BSDCC specimens were executed to eccentric compression tests. The compressive destruction mechanism was analyzed based on the whole process of surface damage of specimens, the failure modes of thin-walled steel tubes, the load-displacement and load-strain curves. A formula for calculating the bearing capacity of BSDCC subjected to eccentric compression was proposed through nonlinear regression analysis. The test results show that the eccentric compression failure of BSDCC is mainly caused by the cracking failure of bamboo-plywood between binding bars in the middle of the column body and the local buckling failure of bamboo-plywood materials. The ultimate load of specimens is not only related to eccentricity, slender-length ratio, sectional size and wall thickness of steel-tube, but is also affected by the spacing ratio of binding bars. Steel-tube filled with dust-powder concrete can effectively change the ultimate failure mode and significantly improve the ultimate bearing capacity of BSDCC specimens. Compared with the ultimate compressive stress of SBCCB, the ultimately compressive stress of BSDCC is increased by 25% averagely.

Key words: civil engineering, bamboo-plywood, thin-walled steel tube, composite column, eccentric compression, ultimate bearing capacity

中图分类号:

TU398.9

周靖,黎亚军,赵卫锋,罗宗健,补国斌. 胶合竹板-钢管约束收尘石粉混凝土柱的偏压性能[J]. 吉林大学学报(工学版), 2021, 51(6): 2096-2107.

Jing ZHOU,Ya-jun LI,Wei-feng ZHAO,Zong-jian LUO,Guo-bin BU. Eccentric compression behavior of bamboo⁃plywood and steel⁃tube dual⁃confined dust⁃powder concrete columns[J]. Journal of Jilin University(Engineering and Technology Edition), 2021, 51(6): 2096-2107.

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钢材	屈服强度/MPa	极限强度/MPa	弹性模量/GPa	屈服应变/%
钢管	350	425	190	0.179
拉杆	260	412	193	0.133

试件编号	λ	l/mm	（B×B）/（mm×mm）	（b×b×t）/（mm×mm×mm）	e/mm	e₀	ρ	s/mm	r
EC1	8	1120	140×140	80×80×2	0	0.00	0.032	280	2.0
EC2	8	1120	140×140	80×80×2	30	0.21	0.032	280	2.0
EC3	8	1120	140×140	80×80×2	60	0.43	0.032	280	2.0
EC4	12	1680	140×140	80×80×2	30	0.21	0.032	280	2.0
EC5	16	2240	140×140	80×80×2	30	0.21	0.032	280	2.0
EC6	12	1680	140×140	60×60×2	30	0.21	0.024	280	2.0
EC7	12	1680	140×140	100×100×2	30	0.21	0.040	280	2.0
EC8	12	1680	140×140	80×80×3	30	0.21	0.016	280	2.0
EC9	12	1680	140×140	80×80×1	30	0.21	0.048	280	2.0
EC10	8	800	100×100	80×80×2	60	0.60	0.062	250	2.5
EC11	8	1120	140×140	80×80×2	60	0.43	0.032	350	2.5
EC12	8	1440	180×180	80×80×2	60	0.33	0.019	450	2.5

试件编号	屈服点		峰值点		极限点		延性系数μ
试件编号	F_y /kN	Δ_y /mm	F_p /kN	Δ_p /mm	F_u /kN	Δ_u /mm	延性系数μ
EC1	526.01	7.49	541.4	8.12	460.19	9.95	1.33
EC2	323.83	7.63	347.2	9.71	295.12	10.38	1.36
EC3	219.76	7.89	231.2	10.12	195.52	12.54	1.59
EC4	246.68	11.05	248.8	11.25	211.48	16.44	1.49
EC5	217.12	10.42	229.1	13.72	194.74	20.28	1.95
EC6	286.83	11.65	292.9	14.15	248.97	18.64	1.60
EC7	297.47	11.02	309.8	14.43	263.33	18.21	1.65
EC8	219.74	11.53	233.6	15.86	198.56	19.84	1.72
EC9	330.92	13.85	339.9	17.47	288.92	19.50	1.41
EC10	115.94	6.20	128.8	8.80	109.48	9.17	1.48
EC11	242.95	9.50	281.1	12.47	238.94	16.10	1.69
EC12	406.52	13.98	442.9	18.31	376.46	21.42	1.53

数据来源	试件编号	偏心距/mm	长细比λ	截面积/mm2	峰值载荷 /kN	峰值点处挠度值/mm	极限弯矩 /（kN·m）	极限压应力 /MPa	平均极限压应力/MPa
SBCCB^［28］	ZP1	20	8.16	6 400	105.5	15.6	3.76	16.48	12.14
	ZP2	30	8.50	10 000	123.3	22.7	6.50	12.33
	ZP3	40	8.75	14 400	135.2	16.0	7.57	9.39
	ZP4	30	9.79	6 400	99.9	11.9	4.19	15.61
	ZP5	40	10.20	10 000	115.4	6.7	5.39	11.54
	ZP6	20	10.50	14 400	147.3	25.6	6.72	10.23
	ZP7	40	11.43	6 400	87.7	20.8	5.33	13.70
	ZP8	20	11.90	10 000	115.4	18.6	4.45	11.54
	ZP9	30	12.25	14 400	121.2	12.6	5.16	8.42
BSDCC	EC1	0	8.00	19 600	541.4	6.7	3.63	27.62	15.20
	EC2	30	8.00	19 600	347.2	15.5	15.80	17.71
	EC3	60	8.00	19 600	231.2	12.3	16.72	11.80
	EC4	30	12.00	19 600	248.8	16.4	11.54	12.69
	EC5	30	16.00	19 600	229.1	30.7	13.91	11.69
	EC6	30	12.00	19 600	292.9	25.5	16.26	14.94
	EC7	30	12.00	19 600	309.8	24.7	16.95	15.81
	EC8	30	12.00	19 600	233.6	28.2	13.60	11.92
	EC9	30	12.00	19 600	339.9	30.9	20.70	17.34
	EC10	60	8.00	10 000	128.8	11.6	9.22	12.88
	EC11	60	8.00	19 600	281.1	18.0	21.93	14.34
	EC12	60	8.00	32 400	442.9	27.4	38.71	13.67

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