大当量爆炸作用下预制节段拼装双层钢管混凝土墩柱的失效模式

夏梦涛; 李明鸿; 宗周红; 甘露; 黄杰; 李卓

doi:10.11883/bzycj-2022-0385

大当量爆炸作用下预制节段拼装双层钢管混凝土墩柱的失效模式

doi: 10.11883/bzycj-2022-0385

夏梦涛^{1, 2,},
李明鸿^{1, 2},
宗周红^{1, 2, ,},
甘露^{1, 2},
黄杰^{1, 2},
李卓^{1, 2}

1.
东南大学爆炸安全防护教育部工程研究中心，江苏南京 211189
2.
东南大学土木工程学院，江苏南京 211189

基金项目: 国家自然科学基金（51678141, 52208469）；中国博士后科学基金（2020M681459, 2022T150119）；江苏省自然科学基金（BK20220850）

详细信息

作者简介:
夏梦涛（1997－　），男，博士研究生，xiamengtao@seu.edu.cn

通讯作者:
宗周红（1966－　），男，博士，教授，博士生导师，zongzh@seu.edu.cn

中图分类号: O383
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- 文章访问数: 93
- HTML全文浏览量: 32
- PDF下载量: 54
- 被引次数: 0
出版历程
- 收稿日期: 2022-09-07
- 修回日期: 2023-09-28
- 网络出版日期: 2023-10-07
- 刊出日期: 2023-11-17

Failure modes of precast segmental concrete-filled double-skin steel tube columns under large equivalent explosion

XIA Mengtao^{1, 2
,},
LI Minghong^{1, 2},
ZONG Zhouhong^{1, 2
, ,},
GAN Lu^{1, 2},
HUANG Jie^{1, 2},
LI Zhuo^{1, 2}

1.
Engineering Research Center of Safety and Protection of Explosion and Impact of Ministry of Education, Southeast University, Nanjing 211189, Jiangsu, China
2.
School of Civil Engineering, Southeast University, Nanjing 211189, Jiangsu, China

摘要

摘要: 为提升装配式公路桥梁的抗爆防护能力，提出将双层钢管混凝土柱应用于桥梁下部结构的预制节段拼装墩柱体系。对预制节段拼装双层钢管混凝土墩柱(precast segmental concrete-filled double-skin steel tube, PS-CFDST)进行了大当量野外爆炸试验，并基于LS-DYNA软件建立了精细化有限元模型，对 PS-CFDST柱在爆炸荷载作用下的动力响应和破坏过程进行了数值模拟。结果表明：大当量地面爆炸作用下， PS-CFDST柱的破坏模式表现为后张预应力筋断裂引起的墩柱整体失效，地面爆炸作用下墩柱在墩身底部接缝有较大的剪切滑移，核心混凝土的损伤主要出现在接缝处和预应力筋挤压处；预应力筋的建模方式对预制节段拼装墩柱的动力响应具有显著影响；增大轴向荷载可以减小预制节段拼装墩柱的侧向变形和墩底剪切滑移，有利于提高墩柱的抗爆性能。
- 预制节段拼装双层钢管混凝土柱 /
- 大当量爆炸试验 /
- 破坏模式 /
- 预应力
Abstract: In order to improve the blast resistant performance of prefabricated highway bridges, a precast segmental concrete-filled double-skin steel tube (PS-CFDST) column was developed. A large equivalent field blast test on the PS-CFDST columns was conducted and a high-fidelity finite element model was established using LS-DYNA to simulate the dynamic response and failure mode of the PS-CFDST columns under blast loading. The experimental and numerical results demonstrated that the failure mode of the PS-CFDST columns under large equivalent surface explosion was fracture failure of prestressing tendons induced loss of column integrity. The PS-CFDST column exhibited large shear slippage at the column bottom segment-to-footing joint. The damage to core concrete was concentrated at the joints and contact areas between segment and prestressing tendons. The modeling approaches for prestressing tendons have a significant influence on the dynamic response of the PS-CFDST columns. Increasing axial loads can effectively mitigate the column lateral deflection and shear slippage at the column bottom and it is beneficial to improve the blast resistance of the PS-CFDST columns.
- PS-CFDST column /
- large equivalent explosion /
- failure mode /
- prestressing force

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图 1 预制节段拼装双层钢管混凝土墩柱试件构造设计（单位：mm)

Figure 1. Structural design of PS-CFDST columns (unit in mm)

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图 2 野外爆炸试验布置

Figure 2. Field blast test setup

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图 3 自由场超压传感器的布置

Figure 3. Layout of free-field overpressure sensors

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图 4 爆炸试验结果

Figure 4. Blast test results

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图 5 有限元模型

Figure 5. Finite element model

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图 6 预应力和轴力平衡结果

Figure 6. Balance results for prestressing and axial force

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图 7 自由场超压时程试验和模拟结果的对比

Figure 7. Comparison of free-field overpressure time histories between test and simulation results

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图 8 预应力筋断裂

Figure 8. Fracture of prestressing tendons

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图 9 节段1底部混凝土损伤

Figure 9. Damage in concrete at the bottom of segment 1

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图 10 爆炸作用下预制节段拼装双层钢管混凝土柱破坏过程

Figure 10. Failure process of PS-CFDST columns under blast loading

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图 11 核心混凝土损伤发展（L表示墩柱侧视图，F表示迎爆面正视图）

Figure 11. Development of concrete core damage (L：lateral view, F: front view)

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图 12 预应力筋建模方式

Figure 12. Prestressing tendon modeling methods

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图 13 不同预应力筋建模方式下预应力筋模拟结果

Figure 13. Simulation results of prestressing tendons for different prestressing tendons modeling methods

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图 14 不同预应力筋建模方式下预应力筋模拟结果

Figure 14. Simulation results of concrete for different prestressing tendons modeling methods

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图 15 大当量地面爆炸载荷作用下墩柱的动态响应过程

Figure 15. Dynamic response process of pier column under large equivalent ground explosion load

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图 16 不同轴压比下预应力筋破坏情况的模拟结果

Figure 16. Simulated results of damage in prestressing tendons under different axial pressure ratios

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图 17 不同轴压比下不同位置处的位移时程曲线

Figure 17. Displacement-time histories at different positions under different axial pressure ratios

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图 18 整体柱和节段柱的峰值位移时程

Figure 18. Peak displacement-time histories of monolithic and segmental columns

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图 19 整体柱和节段柱模拟结果（L为墩柱侧视图，F为迎爆面正视图，B为背爆面正视图）

Figure 19. Simulation results of monolithic and segmental columns (L: lateral view, F: front view, B: back view)

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表 1 有限元模型材料参数

Table 1. Material parameters for the finite element model

材料	材料参数	参数值	材料	材料参数	参数值
混凝土	密度	2 500 kg/m³	钢管	密度	7 900 kg/m³
	弹性模量	34.5 GPa		弹性模量	206 GPa
	泊松比	0.2		切线模量	2.06 GPa
	无侧限抗压强度	37.3 MPa		泊松比	0.3
预应力筋	密度	7 900 kg/m³		内钢管屈服强度	315 MPa
	弹性模量	200 GPa		外钢管屈服强度	416 MPa
	切线模量	0.33 MPa		应变率参数C	6844 s⁻¹
	泊松比	0.3		应变率参数p	3.91
	屈服强度	1 860 MPa	弹性材料（钢筋混凝土）	密度	2600 kg/m³
	失效应变	0.04		弹性模量	34.5 GPa
				泊松比	0.2

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