砌体结构长脉宽爆炸荷载损伤等级评估方法

曾繁; 肖桂仲; 冯晓伟; 黄超; 田荣

doi:10.11883/bzycj-2020-0399

砌体结构长脉宽爆炸荷载损伤等级评估方法

doi: 10.11883/bzycj-2020-0399

曾繁^{1, 2,},
肖桂仲^{1, 2, 3},
冯晓伟⁴,
黄超^{1, 2},
田荣^{1, 2, ,}

1.
中物院高性能数值模拟软件中心，北京 100088
2.
北京应用物理与计算数学研究所，北京 100088
3.
南京理工大学，江苏南京 210094
4.
中国工程物理研究院总体工程研究所，四川绵阳 621999

基金项目: 科学挑战专题（TZ2018002）

详细信息

作者简介:
曾　繁（1989－　），男，博士，副研究员，zeng_fan@iapcm.ac.cn

通讯作者:
田　荣（1973－　），男，博士，研究员，tian_rong@iapcm.ac.cn

中图分类号: O383
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- 被引次数: 0
出版历程
- 收稿日期: 2020-10-26
- 修回日期: 2021-05-20
- 网络出版日期: 2021-09-16
- 刊出日期: 2021-10-13

A damage assessment method for masonry structures subjected to long duration blast loading

ZENG Fan^{1, 2
,},
XIAO Guizhong^{1, 2, 3},
FENG Xiaowei⁴,
HUANG Chao^{1, 2},
TIAN Rong^{1, 2
, ,}

1.
CAEP Software Center for High Performance Numerical Simulation, Beijing 100088, China
2.
Institute of Applied Physics and Computational Mathematics, Beijing 100088, China
3.
Nanjing University of Science and Technology, Nanjing 210094, Jiangsu, China
4.
Institute of Systems Engineering, China Academy of Engineering Physics, Mianyang 621999, Sichuan, China

摘要

摘要: 随着百千吨级当量爆炸工业事故的频繁发生，建筑结构的损伤评估和抗爆安全性更受到关注。目前，构件级的评估方法相对成熟，而大当量冲击波作用下的建筑结构整体毁伤评估依旧是个开放性问题。本文中，面向结构级的毁伤评估，提出了一种新的评估方法−构件损伤加权。该方法以承重构件损伤程度为基础，通过基于应变能的构件权系数加权，进而评估结构级损伤破坏程度。为了验证评估方法的有效性，以典型砌体结构为例，利用自主研发的冲击波结构毁伤模拟有限元程序，开展了百毫秒脉宽爆炸冲击波荷载下结构动力学响应数值模拟。根据数值模拟结果，结合构件损伤加权的评估方法，获取砌体结构损伤等级与冲击波超压的关系。预测的超压值的相对误差为−16.9%～26.2%，验证了评估方法的有效性。该评估方法为获取砌体结构的超压-冲量曲线提供了可行的途径，可为结构的抗爆安全设计提供参考。
- 长脉宽爆炸荷载 /
- 损伤评估方法 /
- 砌体结构 /
- 超压
Abstract: With frequent blast accidents of hundreds of tons equivalent explosion, increasing attention has been paid to the damage assessment and anti-explosion safety of building structures. Some evaluation methods give procedures to obtain the pressure-impulse diagrams on the structural components. However, to the best knowledge of authors, how to evaluate the damage degree of building structures as a whole still remains open. In this paper, a weighted component damage method is proposed to evaluate the damage of structures subjected to long duration blast loading. The method, as its name suggests, is to define a damage degree of the whole structure by adding the damage degrees of all components in a weighted manner. The weight of a component, which represents its contribution to the anti-explosion safety, is defined by a strain energy based method. In order to verify the effectiveness of the proposed method, a high-resolution numerical simulation has been performed on a two-story masonry structure subjected to blast loading with a positive phase duration of 100 ms using a self-developed parallel finite element program for shock wave structure destruction simulation. A support rotation criterion based on the flexural deformation model of components is adopted to determine the damage degree of load-bearing components such as brick walls, columns and floors. The damage degree of the whole structure is then obtained using the proposed weighted component damage method. Upon the overpressure-damage curve is obtained, interpolations was carried out to obtain the threshold values of the overpressure corresponding to the six predefined damage levels. The numerical predicted overpressure values were compared with those from literature data. It was shown that the relative error of the overpressure is between −16.9% and 26.2%, and the effectiveness of the proposed method was verified. The proposed assessment approach can be used to obtain the pressure-impulse diagrams of masonry structures and provide effective measures in protecting structures against blast loads.
- long duration blast loading /
- damage assessment method /
- masonry structure /
- overpressure

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图 1 砌体结构的有限元模型

Figure 1. Finite element model of a masonry structure

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图 2 超压峰值80 kPa下流场冲击波传输的模拟结果

Figure 2. Numerical simulation results of shock wave propagation under the overpressure peak of 80 kPa

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图 3 迎爆面的反射超压峰值

Figure 3. The reflected overpressure peaks on the blasting face

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图 4 砌体结构的损伤破坏形态

Figure 4. Damage and fracture morphology of the masonry structure

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图 5 柱构件的支座转角曲线

Figure 5. Rotation curves of the support of column components

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图 6 砌体结构损伤的评估结果

Figure 6. Results of damage assessment of the masonry structure

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表 1 柱、砖墙、楼板的权系数

Table 1. The weight values of columns, brick walls and floors

构件	权系数/%	构件	权系数/%	构件	权系数/%	构件	权系数/%
柱1-(0.2,0.2,1.5)	4.21	柱10-(0.2,0.2,4.5)	1.63	墙1-(1.7,0.12,1.5)	2.08	墙9-(1.7,0.12,4.5)	1.62
柱2-(3.2,0.2,1.5)	4.26	柱11-(3.2,0.2,4.5)	1.77	墙2-(4.7,0.12,1.5)	2.07	墙10-(4.7,0.12,4.5)	1.65
柱3-(6.2,0.2,1.5)	4.08	柱12-(6.2,0.2,4.5)	1.60	墙3-(0.12,1.7,1.5)	2.21	墙11-(0.12,1.7,4.5)	1.74
柱4-(0.2,3.2,1.5)	4.26	柱13-(0.2,3.2,4.5)	1.73	墙4-(6.28,1.7,1.5)	2.24	墙12-(6.28,1.7,4.5)	1.76
柱5-(3.2,3.2,1.5)	6.40	柱14-(3.2,3.2,4.5)	2.13	墙5-(0.12,4.7,1.5)	2.07	墙13-(0.12,4.7,4.5)	1.75
柱6-(6.2,3.2,1.5)	4.24	柱15-(6.2,3.2,4.5)	1.74	墙6-(6.28,4.7,1.5)	2.14	墙14-(6.28,4.7,4.5)	1.69
柱7-(0.2,6.2,1.5)	4.21	柱16-(0.2,6.2,4.5)	1.53	墙7-(1.7,6.28,1.5)	2.06	墙15-(1.7,6.28,4.5)	1.76
柱8-(3.2,6.2,1.5)	4.17	柱17-(3.2,6.2,4.5)	1.70	墙8-(4.7,6.28,1.5)	2.10	墙16-(4.7,6.28,4.5)	1.71
柱9-(6.2,6.2,1.5)	4.11	柱18-(6.2,6.2,4.5)	1.50
板1-(1.7,1.7,2.9)	1.76	板3-(1.7,4.7,2.9)	1.74	板5-(1.7,1.7,5.9)	1.76	板7-(1.7,4.7,5.9)	1.79
板2-(4.7,1.7,2.9)	1.78	板4-(4.7,4.7,2.9)	1.76	板6-(4.7,1.7,5.9)	1.75	板8-(4.7,4.7,5.9)	1.81

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表 2 超压峰值80 kPa下柱、砖墙、楼板的损伤程度

Table 2. The damage degree values of columns, brick walls and floors under the overpressure peak of 80 kPa

构件	损伤程度	构件	损伤程度	构件	损伤程度	构件	损伤程度
柱1-(0.2,0.2,1.5)	2.500	柱10-(0.2,0.2,4.5)	0.005	墙1-(1.7,0.12,1.5)	2.750	墙9-(1.7,0.12,4.5)	0.688
柱2-(3.2,0.2,1.5)	2.500	柱11-(3.2,0.2,4.5)	0.550	墙2-(4.7,0.12,1.5)	2.460	墙10-(4.7,0.12,4.5)	0.755
柱3-(6.2,0.2,1.5)	2.500	柱12-(6.2,0.2,4.5)	0.012	墙3-(0.12,1.7,1.5)	1.070	墙11-(0.12,1.7,4.5)	0.178
柱4-(0.2,3.2,1.5)	2.500	柱13-(0.2,3.2,4.5)	0.056	墙4-(6.28,1.7,1.5)	0.930	墙12-(6.28,1.7,4.5)	0.172
柱5-(3.2,3.2,1.5)	2.500	柱14-(3.2,3.2,4.5)	0.153	墙5-(0.12,4.7,1.5)	0.388	墙13-(0.12,4.7,4.5)	0.100
柱6-(6.2,3.2,1.5)	2.500	柱15-(6.2,3.2,4.5)	0.063	墙6-(6.28,4.7,1.5)	0.364	墙14-(6.28,4.7,4.5)	0.112
柱7-(0.2,6.2,1.5)	2.500	柱16-(0.2,6.2,4.5)	0.007	墙7-(1.7,6.28,1.5)	2.570	墙15-(1.7,6.28,4.5)	0.175
柱8-(3.2,6.2,1.5)	1.310	柱17-(3.2,6.2,4.5)	0.112	墙8-(4.7,6.28,1.5)	2.190	墙16-(4.7,6.28,4.5)	0.176
柱9-(6.2,6.2,1.5)	2.470	柱18-(6.2,6.2,4.5)	0.013
板1-(1.7,1.7,2.9)	0.084	板3-(1.7,4.7,2.9)	0.084	板5-(1.7,1.7,5.9)	0.622	板7-(1.7,4.7,5.9)	0.290
板2-(4.7,1.7,2.9)	0.086	板4-(4.7,4.7,2.9)	0.087	板6-(4.7,1.7,5.9)	0.585	板8-(4.7,4.7,5.9)	0.281

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表 3 砌体结构损伤程度和空气冲击波超压值

Table 3. The damage degrees of the masonry structure and the overpressure values of the air shock wave

损伤等级	砌体结构入射超压p_I/kPa			相对误差/%
损伤等级	文献[5]	文献[6]	数值模拟	与文献[5]	与文献[6]
无损伤	＜2.00	＜2.00	＜2.00	0	0
极轻度损伤	＜12.00	＜17.00	＜14.13	17.75	−16.88
轻度损伤	＜30.00	＜34.00	＜29.80	−0.67	−12.35
中度损伤	＜50.00	＜69.00	＜63.08	26.16	−8.58
严重损伤	＜76.00	＜82.00	＜78.30	3.03	−4.51
倒塌	＞76.00	＞82.00	＞78.30	3.03	−4.51

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