涂覆聚脲混凝土自锚式悬索桥主梁抗爆性能试验与数值模拟

doi:10.12382/bgxb.2023.0863

摘要/Abstract

摘要：

为研究爆炸荷载作用下涂覆聚脲混凝土自锚式悬索桥主梁的抗爆防护效果,以山东湖南路大桥为背景,通过试验和数值模拟结合的方法对自锚式悬索桥主梁的爆炸破坏特征和动力响应进行研究。采用2发3kg TNT和1发5kg TNT药柱,开展1∶3缩尺节段箱梁试件的2发单次爆炸试验和1发重复爆炸试验,分别编号为G(未涂覆聚脲箱梁)、PCG(涂覆聚脲箱梁首次起爆)、PCGR(涂覆聚脲箱梁二次起爆),试件顶面涂覆聚脲厚度为1.5mm。通过LS-DYNA软件进行试件爆炸响应数值模拟及验证。研究结果表明,聚脲涂层可有效增强混凝土箱梁的抗爆性能,3kg TNT在中间箱室上方0.4m处首次起爆时,试件G中间箱室顶板形成贯穿性椭圆形破洞;试件PCG中间箱室顶板未贯穿,仅发生轻微的局部凹陷;5kg TNT二次起爆后,试件PCGR中间箱室顶板出现近似圆形贯穿性破洞,1号和3号箱室在支撑处出现明显裂缝。涂覆聚脲后自锚式悬索桥主梁抗爆性能得到至少20%的提升,300kg、500kg、800kg、1000kg TNT当量作用下,未涂覆聚脲主梁顶板混凝土均出现贯穿性破洞;涂覆聚脲后仅在TNT当量为1000kg时发生轻微贯穿。

关键词: 自锚式悬索桥, 混凝土箱梁, 抗爆性能, 聚脲防护, 模型试验, 数值模拟

Abstract:

The anti-explosion protection effect of the girder of self-anchored suspension bridge coated with polyurea under explosion loads is studied by taking Hunan Road Bridge in Shandong Province as the background. The failure characteristics and dynamic response of the girder of self-anchored suspension bridge under explosion loads are studied through a combination of experiments and numerical simulations. Two sets of 3kg TNT grains and one set of 5kg TNT grain are used to conduct two single explosion tests and one repeated explosion test on segmental box girder specimens made at a 1∶3 scale. The specimens are numbered as G (uncoated-polyurea box girder), PCG (coated-polyurea girder with first detonation), and PCGR (coated-polyurea girder with second detonation), respectively. The polyurea thickness at the top surface of the specimen is 1.5mm. The explosion response of specimen were numerically simulated and verified using LS-DYNA software. The results indicate that the polyurea coating can effectively enhance the anti-explosion performance of concrete girder. When the first explosion of 3kg TNT occurred at 0.4m above the middle box chamber, a penetrating elliptical hole was formed on the top plate of the middle box chamber of specimen G. The top plate of the middle chamber of PCG was not penetrated, and only a slight local dent on it occurred. After the secondary detonation of 5kg TNT, a nearly circular penetrating hole appeared on the top plate of the middle chamber of PCGR, the cracks appeared at the supports in the chambers no. 1 and no. 3. After coating with polyurea, the anti-explosion performance of the girder of the self-anchored suspension bridge has been improved by at least 20%. Under the actions of TNT equivalents of 300kg, 500kg, 800kg, and 1000kg, the penetrating holes appear in the top plate concrete of the girder without polyurea. After coating with polyurea, only slight penetration occurs when the TNT equivalent is 1000kg.

Key words: self-anchored suspension bridge, concrete box girder, explosion resistance performance, protection with polyurea, model test, numerical simulation

中图分类号:

U447

周广盼, 王荣, 王明洋, 丁建国, 张国凯. 涂覆聚脲混凝土自锚式悬索桥主梁抗爆性能试验与数值模拟[J]. 兵工学报, 2023, 44(S1): 9-25.

ZHOU Guangpan, WANG Rong, WANG Mingyang, DING Jianguo, ZHANG Guokai. Experiment and Numerical Simulation of Explosion Resistance Performance of Main Girder of Self-anchored Suspension Bridge Coated with Polyurea[J]. Acta Armamentarii, 2023, 44(S1): 9-25.

图/表 37

图1 节段箱梁试件尺寸(单位:mm)

Fig.1 Layout of girder specimen (unit: mm)

图2 节段箱梁试件实景

Fig.2 Scene of segmental girder specimen

表1 试验工况

Table 1 Explosion test conditions

试件编号	防护层	爆炸位置	爆炸距离/m	TNT当量/kg
G	无聚脲涂层	2号箱室顶板	0.4	3
PCG	有聚脲涂层	中心正上方		3
PCGR	有聚脲涂层	中心正上方		5

图3 箱梁爆炸试验现场布置图

Fig.3 On-site layout of explosion test

图4 钢筋应变测点布置

Fig.4 Measuring point of rebar strain

图5 冲击波超压、竖向位移、加速度测点布置

Fig.5 Measuring points of overpressure, displacement, and acceleration

图6 爆炸冲击波超压对比

Fig.6 Comparison of overpressures of explosion shock wave

图7 试件G的2号箱室顶板破坏形态

Fig.7 Test result of top-plate failure of chamber No.2 of specimen G

图8 试件PCG的2号箱室顶板损伤形态

Fig.8 Test result of top-plate failure of chamberNo.2 of specimen PCG

图9 试件G的2号箱室顶板破坏形态

Fig.9 Test result of top-plate failure of chamber No.2 of specimen G

图10 试件G、PCG各箱室底板中心竖向位移试验结果

Fig.10 Measured vertical displacement at the bottom-plate center of each chamber in specimen

图11 试件G钢筋应变试验结果

Fig.11 Measured rebar strain in specimen G

图12 试件PCG钢筋应变试验结果

Fig.12 Measured rebar strain in specimen PCG

图13 试件PCGR钢筋应变时程曲线试验结果

Fig.13 Test results of strain time-history curve of specimen PCGR reinforcement

图14 2号箱室底板中心竖向加速度试验结果

Fig.14 Measured vertical acceleration at the bottom-plate center of chamber No.2

图15 箱梁试件PCG有限元模型

Fig.15 Finite element model of girder specimen PCG

表2 混凝土材料参数

Table 2 Material parameters of concrete

参数	ρ/ (kg·m^-3)	A₀/ MPa	RSIZE	UCF	LCRATE
数值	2320	-24.25	39.37	1.45×10^-4	-1

表3 钢筋材料参数

Table 3 Material parameters of rebar

参数	ρ/(kg·m^-3)	E/Pa	ν	σ_Y/Pa	E_t/Pa	β	C	P	ε_F	VP
数值	7800	2×10¹¹	0.3	4.68×10⁸	2.1×10⁹	0	40	5	0.1	0

表4 聚脲材料参数

Table 4 Material parameter of polyurea

参数	ρ/(kg·m^-3)	E/Pa	ν	σ_Y/Pa	E_t/Pa	β	C	P	ε_F	VP
数值	1020	2.3×10⁸	0.4	6×10⁶	3.5×10⁶	0	98.2	4.5	0.85	0

表5 砖砌支撑材料参数

Table 5 Material parameters of brick support

参数	ρ/(kg·m^-3)	E_t/Pa	A	β	C	N	σ_Y/Pa	T/Pa	ε_F
数值	1986	5.18×10⁹	0.63	1.56	0.0054	0.826	7.5×10⁷	6×10⁶	0.01

图16 试件G损伤形态模拟结果与试验结果对比

Fig.16 Comparison between the test and simulated results of damage forms of specimen G

图17 试件PCG损伤形态模拟结果与试验结果对比

Fig.17 Comparison between the test and simulated results of damage forms of specimen PCG

图18 试件PCGR损伤形态模拟结果与试验结果对比

Fig.18 Comparison between the test and simulated results of damage forms of specimen PCGR

图19 试件竖向位移时程曲线和加速度时程曲线模拟结果与试验结果对比

Fig.19 Comparison between the test and simulated results of vertical displacements and accelerations of specimens

图20 不同聚脲厚度下箱梁竖向位移对比

Fig.20 Comparison of vertical displacements for different polyurea thicknesses

表6 不同涂覆范围条件下顶板混凝土损伤对比

Table 6 Comparison of concrete damages in top plate under different coating-range conditions

表7 混凝土材料参数

Table 7 Concrete material parameters

ρ/(kg·m^-3)	A₀/Pa	RSIZE	UCF	LCRATE
2600	-56×10⁶	39.37	1.45×10⁸	-1

图21 桥梁的整体布置图(单位:m)

Fig.21 Overall layout of bridge (unit:m)

图22 超宽混凝土自锚式悬索桥整体有限元模型

Fig.22 Overall finite element model of extra-wide concrete self-anchored suspension bridge

表8 吊杆、主缆材料具体参数

Table 8 Specific parameters of suspension rod and main cable materials

RO/(kg·m^-3)	E/Pa	PR	SIGY/Pa	EFAIL
7800	2×10¹¹	0.3	4.68×10⁸	0.1

表9 成桥过程中主梁竖向位移对比

Table 9 Comparison of vertical displacements of girder during bridge completion

主梁截面编号	竖向位移
主梁截面编号	计算值/mm	实测值/mm	相对差值/%
CS1	-7.95	-9.0	-11.7
CS2	9.5	9.0	-5.6
CS3	12.88	12.0	7.3
CS4	8.03	10.0	-19.7
CS5	-7.56	-8.0	-5.5

表10 成桥空载状态下主梁CS3截面纵向应力值对比

Table 10 Comparison of girder longitudinal stresses at CS3 section under no-load state of completed bridge

应力测点		纵向应力值
应力测点		计算值/MPa	实测值/MPa	相对差值/%
	CS3-SU1	-4.02	-4.70	-14.5
顶板	CS3-SU2	-3.81	-4.67	-18.4
	CS3-SU3	-4.05	-4.38	-7.5
	CS3-SU4	-4.43	-4.53	-2.2
	CS3-SD1	-5.46	-5.14	6.2
底板	CS3-SD2	-4.74	-5.11	-7.2
	CS3-SD3	-4.55	-5.43	-16.2
	CS3-SD4	-4.15	-5.47	-24.1

图23 结构变形和内力测点布置图

Fig.23 Layout of structural deformation and internal force measuring points

表11 不同TNT当量的工况

Table 11 Conditions under different TNT equivalents

工况	作用位置		TNT当量/kg	爆炸高度/m	比例距离/ (m·kg^-1/3)
工况	横桥向	纵桥向	TNT当量/kg	爆炸高度/m	比例距离/ (m·kg^-1/3)
工况1	道路中心线	1/2跨	300	1	0.149
工况2	道路中心线	1/2跨	500	1	0.126
工况3	道路中心线	1/2跨	800	1	0.108
工况4	道路中心线	1/2跨	1000	1	0.100

图24 工况1~4作用下超宽混凝土自锚式悬索桥主梁损伤图

Fig.24 Damage of the girder of extra-wide concrete self-anchored suspension bridge under conditions 1-4

图25 工况1~4作用下1/2跨竖向位移时程曲线

Fig.25 Vertical displacement at girder midspan under conditions 1-4

图26 工况1~4作用下1/2跨峰值位移

Fig.26 Maximum vertical displacement at girder midspan under conditions 1-4

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