不同荷载模式下矿用救生舱受力性能的数值模拟

李冀龙; 唐亚男; 刘轩铭

doi:10.11883/1001-1455(2017)01-0140-10

不同荷载模式下矿用救生舱受力性能的数值模拟

doi: 10.11883/1001-1455(2017)01-0140-10

李冀龙^{1, 2, 3,},
唐亚男²,
刘轩铭²

1.
哈尔滨工业大学结构工程灾变与控制教育部重点实验室, 黑龙江哈尔滨 150090
2.
哈尔滨工业大学土木工程学院, 黑龙江哈尔滨 150090
3.
Department of Civil and Environmental Engineering, University of California, Berkeley, CA, the US, 94710

详细信息

作者简介:
李冀龙(1968—)，男，博士，副教授，leekeelung@126.com

中图分类号: O383;TD77.4
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- 被引次数: 1
出版历程
- 收稿日期: 2015-05-04
- 修回日期: 2015-10-27
- 刊出日期: 2017-01-25

Simulation analysis of mine refuge chamber performance in different loading modes

Li Jilong^{1, 2, 3
,},
Tang Ya'nan²,
Liu Xuanming²

1.
Key Lab of Structures Dynamic Behavior and Control, Harbin Institute of Technology, Harbin 150090, Heilongjiang, China
2.
School of Civil Engineering, Harbin Institute of Technology, Harbin 150090, Heilongjiang, China
3.
Department of Civil and Environmental Engineering, University of California, Berkeley, CA, the US, 94710

摘要

摘要: 针对某煤矿井下救生舱，利用ANSYS和LS-DYNA软件建立救生舱、瓦斯/瓦斯煤尘和巷道三维有限元模型。分别进行了真实内瓦斯/瓦斯煤尘爆炸作用下救生舱流固耦合数值分析，等效三角波爆炸冲击荷载作用下救生舱动态模拟和静水压力荷载作用下救生舱的极限承载力和极限变形的数值计算，确定救生舱动/静态承载能力变化规律和变形模式，给出瓦斯/瓦斯煤尘爆炸超压与救生舱承载能力和变形模式的变化规律。研究结果表明，等效三角波爆炸冲击荷载作用下该救生舱整体结构的极限超压明显比流固耦合计算分析结果大，流固耦合计算分析结果更接近于实验结果。该救生舱满足爆炸冲击波荷载下的变形要求时，其在静水压荷载作用下的变形也能满足。
- 爆炸力学 /
- 有限元模型 /
- 爆炸冲击 /
- 瓦斯煤尘 /
- 救生舱 /
- 巷道
Abstract: In this work, by using the ANSYS and LS-DYNA softwares, we established the three-dimensional finite element model of the refuge chamber, the gas/gas and grime and the laneway. The ultimate strength and deformation of the refuge chamber were simulated under the action of three kinds of loads, mainly including the fluid-solid interaction numerical analysis of the real gas/gas and grime explosion effect, the equivalent triangle wave explosion numerical dynamic simulation and the hydrostatic pressure load calculations. Through the above three forms of numerical simulations of loading, we determined the dynamic/static load capacities of the refuge chamber as well as the deformation rules with the given gas/gas and coal dust explosion overpressure variation. The simulation results indicate that the limit overpressure of the refuge chamber under the equivalent triangle wave explosion is bigger than the fluid-solid interaction numerical analysis results, which approaches more closely to the experimental results. If the refuge chamber can meet the demand of transformation under explosion loading, it can also satisfy the transformation requirement under hydrostatic pressure load.
- mechanics of explosion /
- finite elements models /
- blast impact /
- gas and grim /
- refuge chamber /
- laneway

HTML全文

图 1 大型实验巷道及断面示意图

Figure 1. Sketches of system section of large-scale experiment laneway

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图 2 舱体在巷道中横断面示意图

Figure 2. Sketch of refuge chamber section in large-scale experiment laneway

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图 3 救生舱重点部位变形图

Figure 3. Deformation pattern refuge chamber's key part

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图 4 救生舱及巷道有限元模型示意图

Figure 4. Finite element sketch of refuge chamber and laneway

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图 5 工况1下冲击超压时程曲线

Figure 5. History of shock waves overpressure in case 1

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图 6 工况2下冲击超压时程曲线

Figure 6. Histories of shock waves overpressure in case 2

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图 7 工况3下冲击超压时程曲线

Figure 7. Histories of shock waves overpressure in case 3

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图 8 等效三角波荷载

Figure 8. Equivalent triangular wave load

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图 9 整体最大变形与峰值超压关系

Figure 9. Relationship between structural maximum deformation and peak overpressure

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图 10 效塑性应变和应力与峰值超压关系

Figure 10. Equivalent plastic strains and stress vs. peak pressures

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图 11 不同单元对应的最大变形与静水压载荷关系

Figure 11. Relationship between structural maximum deformation of different units and hydrostatic pressure load

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图 12 不同单元对于的最大应力与静水压载荷关系

Figure 12. Relationship between structural maximum stress of different units and hydrostatic pressure load

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图 13 不同单元对于的最大应变与静水压载荷关系

Figure 13. Relationship between structural maximum strain of different units and hydrostatic pressure load

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图 14 典型单元位置示意图

Figure 14. Position of representative elements

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图 15 典型单元最大应力和静水压载荷关系

Figure 15. Maximum stress varying with hydrostatic pressure load of representative units

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图 16 典型单元最大应变和静水压载荷关系

Figure 16. Structural maximum strain varying with hydrostatic pressure load of representative units

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表 1 不同工况下瓦斯/瓦斯煤尘的参数设置

Table 1. Parameters of gas/gas and grime in different cases

Case	d/m	φ/%	ρ/(g·m^-3)	L/m	V/m³	p/MPa	τ/ms
1	40	4.5	0	7	50	0.060 0	600
2	40	3.0	0	14	100	0.050 0	400
2	40	4.5	0	14	100	0.078 5	400
2	40	6.0	0	14	100	0.095 5	500
2	40	7.0	0	14	100	0.111 0	500
2	40	9.5	0	14	100	0.156 0	400
3	80	9.5	50	28	200	0.184 0	600
3	80	9.5	80	28	200	0.205 0	600
3	80	9.5	240	28	200	0.311 0	600
3	80	9.5	300	28	200	0.385 0	600
3	80	9.5	360	28	200	0.435 0	600

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表 2 瓦斯/瓦斯煤尘作用下救生舱动态响应

Table 2. Dynamic response of refuge chamber under the action of gas/gas and grime

Case	$\sigma _{{\text{max}}}^{(1)}$ /MPa	$\sigma _{{\text{max}}}^{(2)}$ /MPa	$\varepsilon _{{\text{max}}}^{(1)}$	$\varepsilon _{{\text{max}}}^{(2)}$	$W_x^{(1)}$ /mm	$W_x^{(2)}$ /mm	W_y/mm	W_z/mm
1	537.0	372.0	0.033	0.056	57	41	0	10.0
2	520.5	346.0	0.020	0.045	70	19	51	19.0
2	536.8	415.0	0.071	0.155	78	66	60	8.4
2	540.5	408.4	0.075	0.150	87	80	63
2	539.0	359.4	0.051	0.070	119	73	70
2	569.5	406.0	0.097	0.150	166	43	82
3	540.0	408.0	0.040	0.150	160	43	87
3	559.5	405.0	0.050	0.150	160	83	82	30.0
3	540.5	396.0	0.040	0.151	160	43	194
3	540.5	401.0	0.040	0.155	170	30	202
3	547.5	406.0	0.047	0.158	132	66	199

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表 3 不同等效三角波荷载作用下工况及响应

Table 3. Loading cases and dynamic responses of structures under different equivalent triangular wave loads

Loading case	p/MPa	τ/ms	W/cm	变形情况
1	5.00	7	-	-
2	1.50	7	＞50.0	全部塑性变形, 大于20%
3	1.00	7	45.0	全部塑性变形, 最大20%
4	0.70	7	17.6	全部塑性变形, 大部分百分之几, 最大17%
5	0.50	7	11.6	全部塑性变形, 大部分千分之几, 最大10%
6	0.40	7	8.3	全部塑性变形, 大部分千分之几, 最大4%, 有弹性振动
7	0.30	7	6.3	大部分塑性应变很小, 最大1%, 有弹性振动
8	0.20	7	4.5	部分处于弹性状态, 最大0.5%, 有弹性振动
9	0.17	7	3.9	大部分处于弹性状态, 塑性变形区域很小, 最大0.4%
10	0.15	7	3.5	大部分处于弹性状态, 少部分发生小的塑性变形, 最大0.3%, 有弹性振动
11	0.13	7	3.0	大部分处于弹性状态, 少部分发生小的塑性变形, 最大0.2%, 有弹性振动
12	0.10	7	2.2	大部分处于弹性状态, 少部分发生小的塑性变形, 最大万分之几, 有弹性振动
13	0.10	70	4.0	大部分处于弹性状态，极少部分发生小的塑性变形, 最大0.3%, 有弹性振动
14	0.10	350	4.5	大部分处于弹性状态, 极少部分发生小的塑性变形, 最大0.4%, 振荡剧烈
15	0.05	7	1.3	结构全部处于弹性状态

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