The Loading Discrepancies in CONWEP and Fluid-structure Interaction Methods and the Dynamic Response Characteristics of Masonry Wall

doi:10.12382/bgxb.2023.0285

Abstract

Abstract:

The dynamic response behavior of masonry walls under large equivalent blast loading is investigated using a full-scale numerical model of windowed and windowless double-sided masonry walls, which is etablished by a cohesive zone method (CZM). A field experiment with a TNT equivalent of 500kg and blast distance of 13m is used as the basis for the study. The numerical simulations are carried out using two blast load application methods, conventional weapons effects program (CONWEP) and coupled-Eulerian-Lagrangian (CEL). The results indicate that the peak incident overpressures calculated by CONWEP and CEL methods are consistent with the experimental result compared to the swept overpressure data measured at the ground surface. However, the arrival time calculated by CEL method is 7.1% earlier than the test, and the rise time is four times that of the test. On the other hand, the overpressure decay calculated by CONWEP method is slower, and the positive pressure time and impulse volume are 50.7% and 42.56% of the test, respectively. It can be seen by comparing the load curve differences of the two blast loading methods that the rise time of overpressure-time curve calculated by CONWEP method is always constant, but the arrival time and rise time of shock wave calculated by CEL method are affected by the distance from explosive source and mesh size, and the larger the distance from explosive source and mesh size are, the longer the rise time is. The differences in the spatial and temporal distributions of shock wave flow field are reflected in the ideal hemispherical shape of wavefront calculated by CONWEP method and the oblate spherical shape of wavefront loaded by CEL method. For the reflected overpressure peak applied to the wall, the peak of CONWEP method loading is larger in each region and the decay rate is the same in all directions, while the decay rate loaded by CEL method in the y (vertical) direction is greater than that in the z (horizontal) direction. In the study of progressive damage law of wall, CEL loading can simulate the local damage characteristics of the wall more accurately. Moreover, the final damage pattern of the wall under CEL loading is closer to that of the test, while CONWEP method has a greater degree of damage.

Key words: CONWEP method, fluid-structure interaction, masonry wall, dynamic response characteristics

CLC Number:

O383⁺.2

SHANG Yulu, XU Xuan, ZHANG Di, YANG Jun. The Loading Discrepancies in CONWEP and Fluid-structure Interaction Methods and the Dynamic Response Characteristics of Masonry Wall[J]. Acta Armamentarii, 2023, 44(12): 3897-3908.

Figures/Tables 20

Fig.1 Geometric dimensions of masonry wall

Fig.2 Schematic diagram of CZM in masonry wall

Fig.3 Numerical model of masonry wall

Fig.4 Rebar distribution

Table 1 Material parameters of rebar

参数	数值	参数	数值
ρ/(kg·m^-3)	7766	E/GPa	200.5
μ	0.241	A/MPa	456
B/(MPa)	350.16	n	0.418
m	0.757	C	0.0366
$ε · 0$	0.001

Table 1 Material parameters of rebar

参数	数值	参数	数值
ρ/(kg·m^-3)	7766	E/GPa	200.5
μ	0.241	A/MPa	456
B/(MPa)	350.16	n	0.418
m	0.757	C	0.0366
$ε · 0$	0.001

Table 2 Interface parameters of mortar

砂浆界面	E_n/MPa	E_s/MPa	$t n 0$ /MPa
水平砂浆	15	5.8	1
竖直砂浆	15	5.8	0.5
混凝土界面	15	5.8	4
砂浆界面	$t s 0$ /MPa	G_IC/(J·m^-2)	G_ⅡC/(J·m^-2)
水平砂浆	2.75	0.0079	0.34
竖直砂浆	1.375	0.04	0.17
混凝土界面	11	0.79	34

Table 2 Interface parameters of mortar

砂浆界面	E_n/MPa	E_s/MPa	$t n 0$ /MPa
水平砂浆	15	5.8	1
竖直砂浆	15	5.8	0.5
混凝土界面	15	5.8	4
砂浆界面	$t s 0$ /MPa	G_IC/(J·m^-2)	G_ⅡC/(J·m^-2)
水平砂浆	2.75	0.0079	0.34
竖直砂浆	1.375	0.04	0.17
混凝土界面	11	0.79	34

Table 3 Interface parameters of PU[21]

参数	数值	参数	数值
E_n/MPa	0.5	$t s 0$ /MPa	70
E_s/MPa	0.5	G/(J·m^-2)	1400
$t n 0$ /MPa	70

Table 3 Interface parameters of PU[21]

参数	数值	参数	数值
E_n/MPa	0.5	$t s 0$ /MPa	70
E_s/MPa	0.5	G/(J·m^-2)	1400
$t n 0$ /MPa	70

Fig.5 Loading schematic of CONWEP method

Fig.6 Finite element model of CEL method

Table 4 Material parameters of explosive[25]

参数	数值	参数	数值
ρ/(kg·m^-3)	1630	R₁	4.15
D/(m·s^-1)	6930	R₂	0.9
A/MPa	374000	ω	0.35
B/MPa	3750	e/(J·m^-3)	4178000

Table 5 Material parameters of air[26]

参数	数值	参数	数值
ρ/(kg·m^-3)	1.29	R	289
p/Pa	101300	q/(J·kg^-1«K^-1)	1000
μ/(Pa·s)	1.79×10^-5

Fig.7 Overpressure-time curves measured in experiment and calculated by CEL and CONWEP methods

Table 6 Parameters of the overpressure-time curves measured in experiment and calculated by CEL and CONWEP methods

研究方法	超压类别	抵达时间/ms	差值/%	上升沿时间/ms	差值/%	峰值/ MPa	差值/%	正压持续时间/ms	差值/%	冲量/ (kPa·ms)	差值/%
试验	入射超压	8.4		0.2		0.48		7.3		907.028
CONWEP	入射超压	8.4	0	0.2	0	0.45	-6.3	11	50.7	1292.99	42.56
	反射超压	8.4		0.2		1.94		10.2		3698.45
CEL	入射超压	7.8	-7.1	0.8	400	0.46	-4.2	9.5	30.1	1143.56	26.1
	反射超压	7.8		1.2		1.90		9.4		4540.28

Fig.8 Damage patterns of masonry wall in experiment and simulations of CEL and CONWEP methods

Fig.9 Mesh dependence analysis of CEL method

Fig.10 Distribution of the 500kg TNT shock wave flow field in experiment and simulations of CEL and CONWEP methods[6]

Fig.11 Projection of shock wave flow fields in the Oxz plane calculated by the CEL and CONWEP methods

Fig.12 Loading area division of the surface of masonry wall facing explosion and the distribution of the reflected overpressure peaks

Fig.13 Statistics and distribution of the reflected overpressure peaks ratio on the surface of masonry wall facing explosion

Fig.14 Displacement contours of the masonry wall in the response process

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