爆炸荷载作用下大跨预应力混凝土框架动力响应分析

司豆豆; 潘钻峰; 曾滨; 张海鹏; 高玉魁

doi:10.11883/bzycj-2023-0080

爆炸荷载作用下大跨预应力混凝土框架动力响应分析

doi: 10.11883/bzycj-2023-0080

1.
同济大学土木工程学院，上海 200092
2.
中冶建筑研究总院有限公司，北京 100088
3.
同济大学材料科学与工程学院，上海 200092

基金项目: 国家自然科学基金（52078368）；国家自然科学基金重点项目（52038010）

详细信息

作者简介:
司豆豆（1997－　），男，博士研究生，2110029@tongji.edu.cn

通讯作者:
潘钻峰（1981－　），男，博士，教授，zfpan@tongji.edu.cn

中图分类号: O389; TU375.4
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- 文章访问数: 125
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- PDF下载量: 74
- 被引次数: 0
出版历程
- 收稿日期: 2023-03-06
- 修回日期: 2023-07-19
- 网络出版日期: 2023-09-19
- 刊出日期: 2023-11-17

Analysis of the dynamic response of prestressed concrete frame structures under blast load

1.
College of Civil Engineering, Tongji University, Shanghai 200092, China
2.
Central Research Institute of Building and Construction Co., Ltd., MCC Group, Beijing 100088, China
3.
School of Material Science and Engineering, Tongji University, Shanghai 200092, China

摘要

摘要: 为了研究预应力混凝土(prestressed concrete, PC)框架结构的抗爆性能，利用有限元软件LS-DYNA对一栋3层2跨的大跨有/无黏结PC框架结构在不同比例距离的外部远爆荷载作用下的动力响应进行了分析。分析结果表明：混凝土预应力框架在地表远爆荷载作用下，最大层间位移角与前墙所受峰值反射超压近似成线性关系；有黏结混凝土预应力框架结构层间位移角相较于无黏结混凝土预应力框架更小，损伤分布更均匀，结构抗爆性能更好；基于分析结果，给出了不同比例距离对应的损伤状态，可用于对混凝土预应力框架结构进行爆炸损伤状态快速评估。
- 爆炸荷载 /
- 动力响应分析 /
- 预应力 /
- 混凝土框架
Abstract: To study the anti-blast performance of prestressed concrete (PC) frame structure, the dynamic response of a 3-story 2-span long-span bonded/unbonded PC frame structure under the action of external remote blast loads of different scaled distances was analyzed using the finite element software LS-DYNA. In the different blast conditions, the type of explosion was a surface detonation, the explosion distance was 100 m, and the scaled distances were 2−8 m/kg^1/3. Explosive loads on the building surface were calculated according to unified facilities criteria 3-340-02. The different types of prestress in the numerical model were realized by controlling the direction of coupling of concrete and prestressing tendons. To validate the numerical model, the results of the numerical simulations were compared with the experimental results. The blast resistance mechanism, story drift ratios, structural damage mode, and damage assessment of PC frames were analyzed under blast loads at different scaled distances. The analysis results show that the ground floor of the large-span PC frame is easy to damage under the action of the external remote blast load, and the ground floor columns can be strengthened to improve the overall structural blast resistance. In the PC frame, columns relative to the frame beams are weaker and prone to damage. The PC frame structure with a low degree of redundancy is easy to collapse. The maximum story drift ratio of the prestressed concrete frame under the surface blast load is approximately linearly related to the peak reflected overpressure applied to the front wall. Compared with the unbonded prestressed concrete frame, the bonded prestressed concrete frame structure has a smaller story drift ratio, more uniform damage distribution, and better structural blast resistance. Based on the analysis results, the damage states at different scaled distances was given, which can realize the rapid assessment of the explosion damage state of prestressed concrete frame structures.
- blast load /
- dynamic response analysis /
- prestress /
- concrete frame

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图 1 试验现场^[10]

Figure 1. Test field^[10]

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图 2 首层中柱尺寸和配筋

Figure 2. Size and reinforcement of the middle column of the first floor

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图 3 首层中柱有限元模型

Figure 3. Finite element model of the first floor middle column

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图 4 跨中最大位移对比

Figure 4. Comparison of the maximum displacement

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图 5 大跨PC框架尺寸和配筋(单位：mm)

Figure 5. Dimensions and reinforcement details of large span PC frame (unit: mm)

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图 6 地表爆炸

Figure 6. Surface explosion

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图 7 建筑各表面所受爆炸荷载

Figure 7. Blast loads on the surfaces of the building

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图 8 大跨PC框架有限元模型

Figure 8. Finite element model of large span PC frame

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图 9 结构初始应力状态

Figure 9. Initial stress state of the structure

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图 10 工况1中结构的破坏模式

Figure 10. Collapse process of the structure under working condition 1

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图 11 工况2中结构的倒塌过程

Figure 11. Collapse process of the structure under working condition 2

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图 12 其他工况中结构的损伤状态

Figure 12. Structural damages under other working conditions

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图 13 各工况层间位移角时程

Figure 13. Time histories of story drift ratio under each working condition

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图 14 柱子的应力云图

Figure 14. Stress contours of columns

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图 15 前墙峰值超压对层间位移角的影响

Figure 15. Effect of overpressure of the front wall on interlayer drift

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图 16 不同比例距离下结构的损伤状态

Figure 16. Structural damage states at different scaled distances

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表 1 钢筋材料参数

Table 1. Material properties of reinforcement

钢筋	面积/mm²	屈服强度/MPa	极限强度/MPa
W0.5	3.22	441	513
D1	6.45	399	610
D5	32.20	449	513

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表 2 混凝土材料参数

Table 2. Material properties of concrete

龄期/d	弹性模量/GPa	密度/(kg·m⁻³)	抗压强度/MPa
28	28.7	2068	42.0
103～132	30.3	2068	44.7

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表 3 各工况的爆炸参数

Table 3. Blast load parameters

工况	Z/(m·kg^−1/3)	W/kg	p_r,front/kPa	t_a/ms	t_rf/ms	p_r,roof/kPa	t_d//ms	t_of/ms	p_r,rear/kPa	$t'_{\rm{a}} $/ms	$t'_{\rm{b}} $/ms	$t'_{\rm{of}} $/ms
1	2.0	125000	1056.0	84.8	119	91.80	115	206	90.30	149	188	269
2	3.0	37037	331.0	118.0	163	39.70	167	275	40.10	199	242	323
3	3.5	23323	223.0	132.0	180	28.50	184	301	30.20	218	261	341
4	4.0	15625	162.0	145.0	194	21.60	196	315	23.60	234	277	357
5	5.0	8000	101.0	165.0	215	13.70	219	337	15.80	259	303	375
6	6.0	4630	71.3	181.0	229	9.53	231	348	11.50	277	324	390
7	7.0	2916	54.7	193.0	238	7.01	242	358	8.72	290	338	398
8	8.0	1953	44.1	202.0	245	5.45	252	366	6.76	301	350	404

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参考文献(18)

[1]	李砚召, 王肖钧, 张新乐, 等. 预应力混凝土结构抗爆性能试验研究 [J]. 实验力学, 2005, 20(2): 179–185. DOI: 10.3969/j.issn.1001-4888.2005.02.004. LI Y Z, WANG X J, ZHANG X L, et al. Test study on anti-detonation quality of prestressed concrete structure [J]. Journal of Experimental Mechanics, 2005, 20(2): 179–185. DOI: 10.3969/j.issn.1001-4888.2005.02.004.
[2]	李砚召, 郭晓辉, 曹海. 预应力混凝土梁平面装药加载试验研究 [R]//中国国防科学技术报告. 2002.
[3]	胡志坚, 张一峰, 俞文生, 等. 近场爆炸时预应力混凝土梁体抗爆分析 [J]. 中国公路学报, 2019, 32(3): 71–80. DOI: 10.19721/j.cnki.1001-7372.2019.03.008. HU Z J, ZHANG Y F, YU W S, et al. Anti-blast resistance analysis of prestressed concrete bridges under close-by blast [J]. China Journal of Highway and Transport, 2019, 32(3): 71–80. DOI: 10.19721/j.cnki.1001-7372.2019.03.008.
[4]	CHEN W S, HAO H, CHEN S Y. Numerical analysis of prestressed reinforced concrete beam subjected to blast loading [J]. Materials and Design, 2015, 65: 662–674. DOI: 10.1016/j.matdes.2014.09.033.
[5]	宁显东. 有粘结预应力混凝土框架结构抗连续倒塌性能分析 [D]. 南宁: 广西大学, 2018: 33–51. DOI: 10.7666/d.Y3434506. NING X D. Analysis on progressive collapse performanceof bonded prestressed concrete frame construction [D]. Nanning: Guangxi University, 2018: 33–51. DOI: 10.7666/d.Y3434506.
[6]	张鹏. 预应力混凝土框架结构的抗连续倒塌性能研究 [D]. 西安: 西安工业大学, 2016: 25–56. DOI: 10.7666/d.Y3078301. ZHANG P. Performance research of progressive collapse on prestressed concrete frame structure [D]. Xi’an: Xi’an Technological University, 2016: 25–56. DOI: 10.7666/d.Y3078301.
[7]	QIAN K, ZHANG X D, FU F, et al. Progressive collapse-resisting mechanisms of planar prestressed concrete frame [J]. ACI Structural Journal, 2019, 116(4): 77–90. DOI: 10.14359/51715567.
[8]	MALVAR L J, CRAWFORD J E, WESEVICH J W, et al. A plasticity concrete material model for DYNA3D [J]. International Journal of Impact Engineering, 1997, 19(9/10): 847–873. DOI: 10.1016/S0734-743X(97)00023-7.
[9]	LI J, HAO H. Influence of brittle shear damage on accuracy of the two-step method in prediction of structural response to blast loads [J]. International Journal of Impact Engineering, 2013, 54: 217–231. DOI: 10.1016/j.ijimpeng.2012.11.008.
[10]	WOODSON S C, BAYLOT J T. Quarter-scale building/column experiments [C]// Elgaaly M. Advanced Technology in Structural Engineering. Philadelphia, Pennsylvania, USA: American Society of Civil Engineers, 2000: 1–8. DOI: 10.1061/40492(2000)99.
[11]	BAYLOT J T, BEVINS T L. Effect of responding and failing structural components on the airblast pressures and loads on and inside of the structure [J]. Computers & Structures, 2007, 85(11): 891–910. DOI: 10.1016/j.compstruc.2007.01.001.
[12]	WOODSON S C, BAYLOT J T. Structural collapse: quarter-scale model experiments: SL-99-8[R]. US Army Corps of Engineers Engineer Research and Development Center, 1999.
[13]	US Army Corps of Engineers. Structures to resist the effects of accidental explosions: TM5-1300 [S]. Washington DC: Department of the Army, 1990.
[14]	SHI Y C, HAO H, LI Z X. Numerical derivation of pressure-impulse diagrams for prediction of RC column damage to blast loads [J]. International Journal of Impact Engineering, 2008, 35(11): 1213–1227. DOI: 10.1016/j.ijimpeng.2007.09.001.
[15]	中华人民共和国住房和城乡建设部. 混凝土结构设计规范: GB 50010—2010 [S]. 北京: 中国建筑工业出版社, 2011. Ministry of Housing and Urban-Rural Development of the People’s Republic of China. Code for design of concrete structures: GB 50010—2010 [S]. Beijing: China Architecture & Building Press, 2011.
[16]	US Department of Defense. Structures to resist the effects of accidental explosions: UFC 3-340-02 [R]. Washington DC: The US Department of Army, 2008.
[17]	United States General Services Administration. Progressive collapse analysis and design guidelines for new federal office buildings and major modernization projects: GSA2003 [S]. Washington, DC: General Services Administration, 2003.
[18]	中华人民共和国住房和城乡建设部, 中华人民共和国国家质量监督检验检疫总局. 建筑抗震设计规范: GB 50011—2010 [S]. 北京: 中国建筑工业出版社, 2010. Ministry of Housing and Urban-Rural Development of the People’s Republic of China, General Administration of Quality Supervision, Inspection and Quarantine of the People’s Republic of China. Code for seismic design of buildings: GB 50011—2010 [S]. Beijing: China Architecture & Building Press, 2010.