基于区块划分并行填充的混凝土细观建模方法及其在弹体超高速侵彻中应用

doi:10.12382/bgxb.2023.0945

摘要/Abstract

摘要：

基于超高速深侵彻细观模拟中对大型复杂模型快速生成的需要,提出一种基于材料属性关联和区块划分并行填充的混凝土细观模型构建方法,并基于界面过渡区(ITZ)表征方法的差异化建模验证其在准静态与超高速侵彻条件下的表征能力。研究结果表明:该加速建模方法在建模效率与精确度上具备显著优势,可实现大型复杂形状混凝土构件的快速建模和细观组分的精确占比投放。进一步总结了ITZ实体单元法、无ITZ法和粘结失效接触法3种不同ITZ表征方法的适用条件与材料参数初判标准,不同于准静态模拟中的普遍优越性,超高速侵彻模拟中ITZ实体单元法对侵深与弹坑尺寸的预测效果最佳(偏差小于10%),粘结失效接触法则因未引入应变率效应与易出现数值不稳定现象而在弹坑尺寸预测中表现相对最差。此外,细观模拟中对侵蚀弹体的响应计算和形貌表征与已建立的头部演化高速侵彻模型表现出高度一致性。该研究成果可解决工程实际中的大型复杂细观靶体建模困难,并为超高速深侵彻的细观尺度机理探究提供基础。

关键词: 细观模拟, 并行加速, 界面表征, 超高速侵彻

Abstract:

Based on the need for rapid generation of large and complex finite element model in the meso-scale simulation of high-speed deep penetration, a meso-scale modeling method of concrete based on material property identification, block division and parallel filling is proposed. Different interface transition zone (ITZ) characterization methods are used to verify the characterization ability of the meso-scale modeling method under quasi-static and ultra-high speed penetration conditions. The accelerated modeling method has significant advantages in modeling efficiency and accuracy, which can achieve rapid modeling of large and complex shaped concrete structures and precise proportion allocation of microscopic components. Furthermore, the applicable conditions and the initial judgment criteria of material parameters of different ITZ characterization methods (i.e., ITZ solid element method, non-ITZ method and cohesive contact method) are summarized. The ITZ solid element method has the best prediction effect on penetration depth and crater size in ultra-high speed penetration simulation (the deviation is less than 10%); the cohesive contact method has the relatively worst performance in crater size prediction because it does not introduce strain rate effect and is prone to numerical instability. In addition, the response calculation and morphology characterization of the eroded projectile in the meso-scale simulation are highly consistent with the established nose evolution model for high-speed penetration. The research results can solve the difficulties of modeling the large and complex meso-scale targets in engineering practice, and provide the basis for exploring the meso-scale mechanism of ultra-high speed deep penetration.

Key words: meso-scale simulation, parallel acceleration, interface characterization, ultra-high speed penetration

中图分类号:

TU37
E920.8

李旭, 刘彦, 闫俊伯, 时振清, 王虹富, 许迎亮, 黄风雷. 基于区块划分并行填充的混凝土细观建模方法及其在弹体超高速侵彻中应用[J]. 兵工学报, 2023, 44(12): 3543-3561.

LI Xu, LIU Yan, YAN Junbo, SHI Zhenqing, WANG Hongfu, XU Yingliang, HUANG Fenglei. The Meso-scale Modeling Method for Concrete Based on Block Division and Parallel Filling and Its Application in High-speed Penetration[J]. Acta Armamentarii, 2023, 44(12): 3543-3561.

图/表 30

图1 混凝土细观建模方法流程

Fig.1 Flow chart of concrete meso-scale modeling method

表1 各配方中不同粒径骨料的体积分数

Table 1 Volume fraction of aggregate with different particle sizes in each formula%

编号	骨料占比/%	粒径分布/mm	骨料粒径范围/mm
编号	骨料占比/%	粒径分布/mm	5~10	10~20	20~40
C_40_10	40	5~10	40
C_40_20	40	5~20	16.6	23.4
C_40_40	40	5~40	9.1	12.8	18.1

图2 三维随机多面体骨料示意

Fig.2 Schematic diagram of three-dimensional random polyhedral aggregate

图3 结构试件三维模型的区块划分示意

Fig.3 Block division of 3D model of structural specimens

表2 区块划分并行填充细观模型建模方法的生成效率对比(C_40_40)

Table 2 Generation efficiency comparison of block division and parallel fillingmeso-scale modeling method (C_40_40)

区块数	CPU数	单元尺寸/mm	T/s	χ
1×1×1	1	0.8	984	1
		1.0	1205	1
		1.5	1381	1
2×2×2	3	0.8	281	3.50
		1.0	365	3.30
		1.5	500	2.76
	5	0.8	224	4.39
		1.0	277	4.35
		1.5	396	3.49
	8	0.8	177	5.56
		1.0	198	6.09
		1.5	293	4.71
3×3×3	3	0.8	336	2.93
		1.0	382	3.15
		1.5	571	2.42
	5	0.8	159	6.19
		1.0	209	5.77
		1.5	445	3.10
	12	0.8	145	6.79
		1.0	183	6.58
		1.5	225	6.14
	27	0.8	103	9.55
		1.0	135	8.93
		1.5	192	7.19

图4 区块划分并行填充方法加速效率对比

Fig.4 Comparison of normalized computation time and speedup of block division and parallel filling method

图5 局部背景网格中的材料属性识别示意(2D)

Fig.5 Schematic diagram of material property identification in local background grid (2D)

图6 实体单元法的骨料与ITZ示意

Fig.6 Aggregate and ITZ obtained by solid element method

图7 实体单元法的C_40_40混凝土细观模型

Fig.7 Meso-scale model of C_40_40 concrete by solid element method

图8 骨料级配和单元尺寸对混凝土细观成分占比的影响

Fig.8 Influences of aggregate gradation and element size on volume fraction of concrete meso components

表3 K&C模型的参数修正值

Table 3 Parameter modification values of K&C model

参数	数值	参数	数值	参数	数值
λ₁	0	η₁	0	a₀	0.4426f_c
λ₂	8.0×10^-6	η₂	0.25	a₁	0.5698
λ₃	2.4×10^-5	η₃	0.62	a₂	0.02516/f_c
λ₄	4.0×10^-5	η₄	0.84	a₀_y	0.2797f_c
λ₅	6.0×10^-5	η₅	0.97	a₁_y	0.8989
λ₆	8.7×10^-5	η₆	1.00	a₂_y	0.0685/f_c
λ₇	2.0×10^-4	η₇	0.83	a_0f	0
λ₈	3.0×10^-4	η₈	0.69	a_1f	0.5698
λ₉	6.0×10^-4	η₉	0.47	a_2f	0.02516/f_c
λ₁₀	1.0×10^-3	η₁₀	0.33
λ₁₁	3.0×10^-3	η₁₁	0.15
λ₁₂	0.01	η₁₂	0.008
λ₁₃	10	η₁₃	0

表4 准静态力学试验试件参数

Table 4 Specimen parameters for quasi-static mechanical test

试验类型	试块尺寸/ mm	试块强度/ MPa	等效强度^a/ MPa	砂浆强度^b/ MPa	骨料强度/ MPa	ITZ强度/ MPa	骨料粒径/ mm	骨料占比/ %	来源
单轴压缩	150×150×150	51.2	51.2	37 (31)	120	19	5~20	40	本文
单轴压缩	100×100×100	48.4	46.0	36 (33)	120	22	4~8	20	文献[36]
三轴压缩	ϕ55.5×110	60.2	68.7	50	150	38	5~14	35	文献[37]
劈裂抗拉	150×150×150	2.38		36	80	28.8	5~40	40	文献[38]

图9 准静态力学性能试验有限元模型

Fig.9 Finite element model for quasi-static mechanical test

图10 压板的加载速率时程

Fig.10 Loading rate curve of platen

图11 不同端部摩擦条件的单轴压缩模拟应力-应变对比

Fig.11 Comparison of stress-strain curves of uniaxial compression simulation under different end friction conditions

表5 基于ITZ实体单元表征的不同端部摩擦条件单轴压缩细观模拟损伤对比

Table 5 Comparison of damage nephograms of uniaxial compression meso-scale simulation under different end friction conditions based on ITZ solid element method

图12 ITZ表征方法对单轴压缩细观模拟的影响对比

Fig.12 Influences of different ITZ characterization methods on uniaxial compression meso-scale simulation

图13 不同围压下的三轴压缩细观模拟应力-应变对比

Fig.13 Stress-strain curves of meso-scale simulation of triaxial compression at different confining pressures

表6 不同围压下的三轴压缩细观模拟等效应变云图对比

Table 6 Equivalent effect nephograms of meso-scale simulation of triaxial compression at different confining pressures

图14 不同最大骨料粒径试块的载荷位移模拟曲线

Fig.14 Load-displacement simulation curves of specimens with different maximum aggregate sizes

表7 不同最大骨料粒径试块的劈裂抗拉破坏形态对比

Table 7 Comparison of splitting tensile failure modes of specimens with different maximum aggregate sizes

图15 不同ITZ表征方法的混凝土细观模型及侵彻布局示意

Fig.15 Meso-scale models of concrete with different ITZ characterization methods and layout of penetration

表8 混凝土细观组分的材料参数

Table 8 Material parameters of concrete components

材料	密度/(kg·m^-3)	泊松比	抗压强度/MPa
骨料	2660	0.2	120
砂浆	2200	0.2	(33, 25, 54)^*
ITZ	1800	0.2	16.5
混凝土	2356	0.2	37

表9 弹体材料的Johnson-Cook模型参数[43]

Table 9 Johnson-Cook model parameters of projectile material[43]

材料	A/MPa	B/MPa	n	C
30CrMnSiNi2A	1587	382.5	0.245	0.020

表10 不同混凝土细观模型的靶体损伤模拟结果

Table 10 Damage simulation results of concrete target with different meso-scale models

试验编号	初速/ (m·s^-1)	DOP/m				H_c/m				D_c/m
试验编号	初速/ (m·s^-1)	试验结果	实体单元法	无ITZ法	粘结失效接触法	试验结果	实体单元法	无ITZ法	粘结失效接触法	试验结果	实体单元法	无ITZ法	粘结失效接触法
S3	1286	0.63	0.64 (1.6%)	0.64 (1.6%)	0.72 (14.3%)	0.19	0.18 (-5.3%)	0.20 (5.3%)	0.22 (15.8%)	0.71	0.64 (-9.9%)	0.62 (-12.7%)	0.62 (-12.7%)
S4	1596	0.78	0.72 (-7.7%)	0.70 (-10.3%)	0.76 (-2.6%)	0.18	0.22 (22.2%)	0.25 (38.9%)	0.25 (38.9%)	0.74	0.72 (-2.7%)	0.70 (-5.4%)	0.67 (-9.5%)
S5	1852	0.64	0.63 (-1.6%)	0.63 (-1.6%)	0.70 (9.4%)	0.25	0.27 (8.0%)	0.30 (20%)	0.30 (20%)	0.81	0.78 (-3.7%)	0.74 (-8.6%)	0.70 (-13.6%)

图16 不同侵彻初速下的ITZ实体单元法靶体最终损伤云图

Fig.16 Target damage nephograms of ITZ solid element method under different penetration velocities

图17 侵彻过程中混凝土细观模型的损伤云图(v0=1852m/s)

Fig.17 Damage nephograms of meso-scale models during penetration (v0=1852m/s)

图18 不同混凝土细观模型的侵彻过程参量变化(v0=1852m/s)

Fig.18 Variation of penetration process parameters of different concrete meso-scale models (v0=1852m/s)

图19 弹体侵彻过载的细观模拟结果与理论计算结果对比

Fig.19 Comparison between meso-scale simulated and theoretically calculated results of projectile deceleration

表11 残余弹体外形对比

Table 11 Comparison of residual projectile shapes

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