Experiment and Numerical Simulation of Explosion Resistance Performance of Main Girder of Self-anchored Suspension Bridge Coated with Polyurea

doi:10.12382/bgxb.2023.0863

Abstract

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

CLC Number:

U447

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.

Figures/Tables 37

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

Fig.2 Scene of segmental girder specimen

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

Fig.3 On-site layout of explosion test

Fig.4 Measuring point of rebar strain

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

Fig.6 Comparison of overpressures of explosion shock wave

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

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

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

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

Fig.11 Measured rebar strain in specimen G

Fig.12 Measured rebar strain in specimen PCG

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

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

Fig.15 Finite element model of girder specimen PCG

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

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

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

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

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

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

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

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

Fig.20 Comparison of vertical displacements for different polyurea thicknesses

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

Table 7 Concrete material parameters

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

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

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

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

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

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

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

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

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

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

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

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