钢柱抗爆响应分析单自由度模型适用性评估

李月强; 衣娜; 席丰

doi:10.11883/1001-1455(2017)05-0957-07

钢柱抗爆响应分析单自由度模型适用性评估

doi: 10.11883/1001-1455(2017)05-0957-07

李月强¹,
衣娜²,
席丰^1, ,

1.
山东建筑大学土木工程学院, 山东济南 250101
2.
山东军之星建筑设计有限公司, 山东济南 250022

基金项目:

国家自然科学基金项目 11272189

详细信息

作者简介:
李月强(1986—)，男，硕士研究生

通讯作者:
席丰, xifeng@sdjzu.edu.cn

中图分类号: O342;TU391
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- 被引次数: 0
出版历程
- 收稿日期: 2016-01-11
- 修回日期: 2016-05-28
- 刊出日期: 2017-09-25

Assessment on single degree of freedom modelin steel column analysis of anti-detonation

Li Yueqiang¹,
Yi Na²,
Xi Feng^{1
, ,}

1.
Civil Engineering Institute, Shandong Jianzhu University, Jinan 250101, Shandong, China
2.
Shandong Junzhixing Architectural Design Limited Liability Company, Jinan 250022, Shandong, China

摘要

摘要: 为评估单自由度(SDOF)模型在结构抗爆设计中的适用性，分别采用SDOF模型和通用有限元软件ANSYS/LS-DYNA对简支钢柱承受爆炸荷载时的动力响应进行模拟；对比二者计算结果，并以有限元模拟为准，分析SDOF模型的适用范围。研究表明:可按照自由振动阶段SDOF模型位移结果的振幅大小，将其位移响应划分为有限变形阶段、临界阶段、失稳破坏阶段，有限变形阶段SDOF模型与有限元结果基本一致；截面高宽比、翼缘宽厚比对钢柱动力破坏形式有重要影响，高宽比越大、翼缘的宽厚比越小，越容易发生平面外弯扭失稳；在SDOF模型中通过假定塑性铰分布长度计算塑性阶段应变及应变率，采用随时间变化的应变率计算Cowper-Symonds本构关系中的应力放大系数是可行的。
- 爆炸荷载 /
- 钢柱 /
- 等效单自由度模型 /
- 有限元 /
- 应变率
Abstract: For the evaluation of the applicability of the single degree of freedom (SDOF) model in the structural antiknock design, the dynamic response of the simply supported steel column under explosion load was simulated using both the SDOF model and the ANSYS/LS-DYNA in this paper. By the comparison of the two calculation results, the scope of application of the SDOF model was analyzed according to the finite element simulation. The results show that the displacements calculated using the SDOF model can be divided into three different phases including the finite deformation, in which the SDOF model agrees well with the DYNA simulation, the critical deformation, and the buckling failure deformation, according to the amplitude size in the free vibration. The ratio of the cross section's depth to its width and that of the flange's width to its thickness have significant effect on the dynamic failure forms of the steel column, namely the bigger the ratio of the depth to the width and the smaller the ratio of the width to the thickness, the more prone it is for the buckling to suffer out-of-plane bending and twisting. In the SDOF model, it is feasible to calculate the strain and the strain rate in the plastic deformation phase by assuming the plastic hinge distribution length and the stress-magnified coefficient in the Cowper-Symonds constitutive relation by using the time-dependent strain rate.
- blast load /
- steel column /
- single degree of freedom model /
- finite element /
- strain rate

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图 1 梁-柱构件及其SDOF模型

Figure 1. Beam-column and SDOF model

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图 2 荷载曲线

Figure 2. Load curve

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图 3 柱中点位移曲线

Figure 3. Mid-span displacement curves

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图 4 梁-柱失稳破坏模式

Figure 4. Buckling failure mode of beam-column

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图 5 截面边缘压应变曲线

Figure 5. Mid-span compression strain curves

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图 6 截面边缘应变率曲线

Figure 6. Mid-span strain rate curves

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表 1 柱中点挠度

Table 1. Mid-span displacements

$\frac{p}{{{p_0}}}$	y_max/mm		Δy_max /mm	y_min/mm		Δy_min /mm	y_max/mm		Δy_max /mm	y_min/mm		Δy_min /mm	y_max/mm		Δy_max /mm	y_min/mm		Δy_min /mm
	SDOF	DYNA	Δy_max /mm	SDOF	DYNA	Δy_min /mm	SDOF	DYNA	Δy_max /mm	SDOF	DYNA	Δy_min /mm	SDOF	DYNA	Δy_max /mm	SDOF	DYNA	Δy_min /mm
	HM150×100						HW150×150						HN200×100
0.5	11	11	0	-11	-11	0	10	11	-1	-10	-11	1	7	8	-1	-7	-8	1
1.0	22	22	0	-26	-23	-3	21	22	-1	-23	-22	-1	15	16	-1	-18	-16	-2
2.0	46	48	-2	-7	-19	12	44	46	-2	-7	-19	12	32	34	-2	-8	-18	10
3.0	82	87	-5	39	27	12	77	81	-4	33	21	12	55	58	-3	18	7	11
4.0	139	149	-10	111	108	3	127	137	-10	94	87	7	89	93	-4	56	46	10
4.5	185	*		170	*
5.0	*	*	*	*	*	*	220	240	-20	214	231	-17	141	142	-1	116	103	13
5.1	*	*	*	*	*	*	*	*	*	*	*	*
6.0	*	*	*	*	*	*	*	*	*	*	*	*	215	*		200	*

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表 2 柱中点截面边缘压应变

Table 2. Mid-span compression strains

$\frac{p}{{{p_0}}}$	ε_max/10^-4		Δε_max /10^-4	ε_min/10^-4		Δε_min /10^-4	ε_max/10^-4		Δε_max /10^-4	ε_min/10^-4		Δε_min /10^-4	ε_max/10^-4		Δε_max /10^-4	ε_min/10^-4		Δε_min /10^-4
	SDOF	DYNA	Δε_max /10^-4	SDOF	DYNA	Δε_min /10^-4	SDOF	DYNA	Δε_max /10^-4	SDOF	DYNA	Δε_min /10^-4	SDOF	DYNA	Δε_max /10^-4	SDOF	DYNA	Δε_min /10^-4
	HM150×100						HW150×150						HN200×100
0.5	9	13	-4	-9	-5	-4	8	12	-4	-8	-4	-4	8	12	-4	-8	-4	-4
1.0	18	22	-4	-20	-14	-6	18	21	-3	-17	-13	-4	17	21	-4	-18	-13	-5
2.0	67	69	-2	25	20	5	63	69	-6	22	19	3	50	60	-10	8	5	3
3.0	184	181	3	152	137	15	168	178	-10	134	134	0	127	147	-20	89	96	-7
4.0	374	377	-3	351	350	1	339	362	-23	313	326	-13	239	263	-24	205	216	-11
5.0	*	*	*	*	*	*	655	1069	-414	650	1060	-410	406	444	-38	380	405	-25

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表 3 柱中点截面最大应变率

Table 3. Mid-span maximum strain rates

$\frac{p}{{{p_0}}}$	$\dot \varepsilon $_max/s^-1		Δ$\dot \varepsilon $_max/s^-1	$\dot \varepsilon $_max/s^-1		Δ$\dot \varepsilon $_max/s^-1	$\dot \varepsilon $_max/s^-1		Δ$\dot \varepsilon $_max/s^-1
	SDOF	DYNA	Δ$\dot \varepsilon $_max/s^-1	SDOF	DYNA	Δ$\dot \varepsilon $_max/s^-1	SDOF	DYNA	Δ$\dot \varepsilon $_max/s^-1
	HM150×100			HW150×150			HN200×100
1.0	1.21	0.02	1.19	1.84	0.02	1.82	1.06	0.01	1.05
2.0	3.08	3.16	-0.08	2.94	3.00	-0.06	2.81	2.80	0.01
3.0	6.22	7.00	-0.78	6.11	7.23	-1.12	5.59	7.91	-2.32
4.0	8.53	9.63	-1.10	8.34	10.2	-1.86	7.57	12.00	-4.43
5.0	10.85	11.9	-1.05	10.70	12.6	-1.90	9.84	14.10	-4.26

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