爆炸冲击作用下预制节段拼装桥墩的动态响应与损伤分析

杨旭; 张于晔; 张宁

doi:10.11883/bzycj-2017-0429

爆炸冲击作用下预制节段拼装桥墩的动态响应与损伤分析

doi: 10.11883/bzycj-2017-0429

南京理工大学土木工程系，江苏南京 210094

基金项目: 国家自然科学基金（51508276）；国家山区公路工程技术研究中心开放基金（GSGZJ-2017-02）；江苏省研究生科研与实践创新计划（KYCX17-0371）

详细信息

作者简介:
杨　旭（1995—　），男，硕士研究生，yangxu@njust.edu.cn

通讯作者:
张于晔（1986—　），男，博士，副教授，zyy@njust.edu.cn

中图分类号: O383
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- 文章访问数: 6084
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- PDF下载量: 89
- 被引次数: 0
出版历程
- 收稿日期: 2017-11-24
- 修回日期: 2018-05-14
- 网络出版日期: 2019-03-25
- 刊出日期: 2019-03-01

Dynamic response and damage analysis of precast segmental piers under blast impact

Department of Civil Engineering, Nanjing University of Science and Technology, Nanjing 210094, Jiangsu, China

摘要

摘要: 为研究爆炸冲击作用下预制节段拼装桥墩的动态响应与损伤，采用ANSYS/LS-DYNA建立圆形截面预制节段拼装桥墩受爆的三维实体分离式模型。通过与已有实验结果的对比分析，验证了该模拟方法的可靠性。基于该模型，研究了爆炸冲击作用下节段长细比、初始预应力水平及桥墩体系对圆形截面预制拼装桥墩动态响应与损伤的影响规律。结果表明：减小节段长细比使墩身由剪切破坏逐渐变为节段间相对位移，并减小墩身的整体侧向位移；提高初始预应力水平可以在一定程度上提高桥墩的抗爆性能；爆炸冲击作用下混合体系桥墩兼具完全节段和整体现浇桥墩的破坏特征。
- 节段拼装桥墩 /
- 爆炸响应 /
- 抗爆性能 /
- 损伤分析
Abstract: In order to study the dynamic response and damage of the precast segmental pier under the impact of explosion, the three-dimensional separate models of the circular-section precast segmental bridge piers under explosion are established based on ANSYS/LS-DYNA. The reliability of the simulation method is verified by comparing with the previous experimental results. The influence of slender ratio of segments, initial post-tensioning level and pier system type on the dynamic response and damage of the circular-section precast segmental pier under blast are investigated based on the verified model. The results show that the decrease of segment slender ratio makes the precast piers gradually change from shear damage to inter-segment displacement and it can reduce the lateral displacement of the pier; the increase of the initial post-tensioning can improve the anti-blast performance of the piers to some extent; the piers with the hybrid system under blast have both the failure characteristics of the segmental and monolithic piers.
- precast segmental piers /
- blast response /
- anti-blast performance /
- damage analysis

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图 1 结构原型图

Figure 1. Structure prototype

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图 2 有限元模型

Figure 2. Finite element model

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图 3 实验布置

Figure 3. Experimental set up

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图 4 验证有限元模型

Figure 4. Finite element model of verification model

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图 5 柱中位置位移时程

Figure 5. History of displacement in the middle of the column

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图 6 试件U2B的破坏状态

Figure 6. Damage of specimen U2B

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图 7 墩底位移时程曲线

Figure 7. Time history of displacement in pier bottom

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图 8 不同长细比桥墩的最终位移

Figure 8. Final displacement of piers with different slender ratio

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图 9 不同长细比桥墩的最终破坏及局部放大图

Figure 9. Final damage of piers with different slender ratios and their partial

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图 10 相对位移的耗能（E_c）曲线

Figure 10. Energy consumption (E_c) curve of inter-segment displacement

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图 11 迎爆面中心位移-时间曲线

Figure 11. Time history of displacement in the center of blast surface

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图 12 不同预应力水平时桥墩整体位移曲线

Figure 12. Lateral displacement of piers with different initial post-tensioning level

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图 13 混合体系桥墩示意图

Figure 13. Sketch of hybrid system pier

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图 14 距墩底75 cm处节段位移时程

Figure 14. Displacement at 75 cm from the pier bottom

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图 15 不同体系桥墩整体位移

Figure 15. Pier displacement of different system

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图 16 不同体系桥墩整体破坏

Figure 16. Overall damage of piers with different system

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表 1 空气及TNT炸药材料模型及主要参数

Table 1. Material model and main parameters of air and TNT explosive

材料	材料定义	状态方程	主要参数
空气	*MAT_NULL	*EOS_LINEAR_ POLYNOMINAL	ρ₀/(kg·m⁻³）	C₀~C₃, C₆	C₄, C₅	E₀/(μJ·m⁻³)
空气	*MAT_NULL	*EOS_LINEAR_ POLYNOMINAL	1.3	0	0.4	2.5
TNT炸药	*MAT_HIGH_EXPLOSIVE_ BURN	*EOS_JWL	ρ₀/(kg·m⁻³）	D/(km·s⁻¹)	p_CJ/GPa	A/GPa	B/GPa
TNT炸药	*MAT_HIGH_EXPLOSIVE_ BURN	*EOS_JWL	1.654	6.93	21	371.2	3.231
注：ρ₀为材料密度；E₀为空气的单位体积初始内能；D为炸药爆速；p_CJ为炸药爆压；C₀～C₆为状态方程系数；A、B为实验确定常数。

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表 2 钢筋材料主要参数

Table 2. Main material parameters of steel

ρ₀/(kg·m⁻³)	E/GPa	ν	σ_y/MPa	η_N/GPa	C	P
7 850	200	0.2	550	2.1	40	5
注：E为弹性模型，ν为泊松比，σ_y为屈服强度，η_N为切线模量，C和P为Cowper-Symonds应变率参数。

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表 3 C50混凝土主要参数

Table 3. Main parameters of C50 concrete

ρ₀/(kg·m⁻³)	G/GPa	F_C/MPa	T/MPa	p_C/GPa	ε_C
2.314	33.85	50	5	0.16	0.001
注：G为剪切模量，F_C为准静态单轴抗压强度，T为抗拉强度，P_C为破碎压力，ε_C为破碎体积应变。

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表 4 计算工况

Table 4. Calculation cases

工况	墩身直径/m	节段长度/m	λ	初始预应力水平	桥墩体系
1	0.5	3	6	10%	S
2	0.5	1	2	10%	S
3	0.5	0.75	1.5	10%	S
4	0.5	0.5	1	10%	S
5	0.4	0.75	1.875	10%	S
6	0.6	0.75	1.25	10%	S
7	0.5	0.75	1.5	5%	S
8	0.5	0.75	1.5	15%	S
9	0.5	0.5	1	5%	S
10	0.5	0.5	1	15%	S
11	0.5	0.75			M
12	0.5	0.75		10%	H
注：S表示预制节段拼装桥墩，M表示整体现浇桥墩，H表示混合体系桥墩。

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