考虑异形孔的泡沫混凝土单轴压缩离散元模拟

周程涛; 陈波; 高志涵; 陈家林; 陈锴

考虑异形孔的泡沫混凝土单轴压缩离散元模拟

周程涛^{1, 2},
陈波^{1, 2, ,},
高志涵^{1, 2},
陈家林^{1, 2},
陈锴^{3, 4}

1.
河海大学　水灾害防御全国重点实验室, 南京 210098
2.
河海大学　水利水电学院, 南京 210098
3.
国家能源局大坝安全监察中心, 杭州 311122
4.
中国电建集团华东勘测设计研究院有限公司, 杭州 311122

基金项目: 国家自然科学基金面上项目(52079049)；国家重点实验室基本科研业务费(522012272；5230248A2)

详细信息

通讯作者:
陈波，博士，教授，博士生导师，研究方向为水工混凝土新材料　E-mail: chenbo@hhu.edu.cn

中图分类号: TU528.2
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- 被引次数: 0
出版历程
- 收稿日期: 2023-09-13
- 修回日期: 2023-11-08
- 录用日期: 2023-11-19
- 网络出版日期: 2023-12-02
- 刊出日期: 2024-07-15

Discrete element simulation of foam concrete under uniaxial compression considering non-spherical pores

ZHOU Chengtao^{1, 2},
CHEN Bo^{1, 2
, ,},
GAO Zhihan^{1, 2},
CHEN Jialin^{1, 2},
CHEN Kai^{3, 4}

1.
State Key Laboratory of Water Disaster Prevention, Hohai University, Nanjing 210098, China
2.
College of Water-conservancy and Hydropower, Hohai University, Nanjing 210098, China
3.
Large Dam Safety Supervision Center, National Energy Administration, Hangzhou 311122, China
4.
Power China Huadong Engineering Corporation Limited, Hangzhou 311122, China

Funds: The General Program of National Natural Science Foundation of China (52079049); Basic Scientific Research Business Expenses of National Key Laboratories (522012272; 5230248A2)

摘要

摘要: 为了研究异形孔隙对泡沫混凝土单轴压缩特性的影响，本文对密度等级500 kg/m³的泡沫混凝土开展了X-CT试验及单轴压缩-声发射联合试验，基于实测孔结构特征建立了不同非球形颗粒占比的三维细观离散元模型并模拟了单轴压缩过程。结果表明：离散元模型模拟的单轴压缩损伤过程与声发射试验结果基本一致，具有明显的阶段特征；异形颗粒离散元模型能表征初步密实阶段应力-应变曲线的震荡，模拟出应力消散阶段基质的剪切和互锁，在建立泡沫混凝土离散元模型时，应考虑孔隙形状的影响；离散元模型的抗压强度随模型中孔隙非球形率的提高而线性衰减，相关系数达0.94。
- 泡沫混凝土 /
- 离散元法 /
- 孔隙结构 /
- 非球形颗粒 /
- 单轴压缩 /
- 声发射
Abstract: In order to study the fitness of discrete element method (DEM) in the simulation of mechanical properties of foam concrete and the influence of non-spherical pores on the uniaxial compression characteristics of foam concrete, X-CT test and uniaxial compression-acoustic emission joint test were carried out on foamed concrete with density of 500 kg/m³. Based on the measured pore structure characteristics, a series of three-dimensional mesoscopic DEM models with different non-spherical particle proportions were established and the uniaxial compression process was simulated. The results show that the uniaxial compression damage process of the model is basically consistent with the acoustic emission test results, which has obvious stage characteristics. The non-spherical particle discrete element model can characterize the oscillation of the stress-strain curve in the initial compaction stage, and simulate the shear and interlocking of the matrix in the stress dissipation stage. When establishing the discrete element model of foam concrete, the influence of pore shape should be considered. The compressive strength of the DEM model decreases linearly with the increase of the non-spherical rate of the pores in the model while the correlation coefficient is 0.94.
- foam concrete /
- discrete element method /
- pore structure /
- non-spherical particles /
- uniaxial compression test /
- acoustic emission

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图 1 泡沫混凝土X-CT图像及孔结构模型

Figure 1. X-CT image and pore structure model of foam concrete

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图 2 泡沫混凝土孔径分布直方图

Figure 2. Size distribution histogram of foam concrete

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图 3 孔隙率三向均匀性分析

Figure 3. Analysis of three-dimensional uniformity of pore

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图 4 非球形孔隙模型

Figure 4. Non-spherical pore model

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图 5 泡沫混凝土离散元孔隙-水泥基模型

Figure 5. Discrete element model of foam concrete

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图 6 离散元颗粒孔径对模拟结果的影响分析

Figure 6. Analysis of the influence of the particle size of the discrete element on the simulation results

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图 7 泡沫混凝土单轴压缩模型

Figure 7. Uniaxial compression model of foam concrete

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图 8 细观参数标定过程(部分)

Figure 8. Mesoscopic parameter calibration process (partial)

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图 9 泡沫混凝土实测应力-应变曲线

Figure 9. Stress-strain curve of foam concrete from physical experiment

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图 10 泡沫混凝土球形颗粒模型单轴压缩应力-应变曲线模拟结果

Figure 10. Simulation results of uniaxial compression stress-strain curve of spherical particle model of foam concrete

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图 11 泡沫混凝土非球形颗粒模型单轴压缩应力-应变曲线模拟结果

Figure 11. Simulation results of uniaxial compression stress-strain curve of foam concrete non-spherical particle model

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图 12 泡沫混凝土声发射特征

Figure 12. Acoustic emission characteristics of foam concrete

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图 13 泡沫混凝土离散元模型单轴压缩过程黏结键断裂情况

Figure 13. Bonds fracture during uniaxial compression in a DEM model of foam concrete

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图 14 泡沫混凝土离散元模型非球形颗粒占比与抗压强度回归分析

Figure 14. Regression analysis of non-spherical particle proportion and compressive strength of foam concrete DEM model

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表 1 泡沫混凝土配合比

Table 1. Mix proportion of foam concrete

Sample No.	Mix proportion/(kg·m⁻³)			Wet density/(kg·m⁻³)	Dry density/(kg·m⁻³)
Sample No.	Cement	Water	Foam agent	Wet density/(kg·m⁻³)	Dry density/(kg·m⁻³)
F500-A	310	186	0.59	523	398
F500-B	310	186	0.59	528	408
F500-C	310	186	0.59	530	415
Notes: The specimen number as F500-A, where F500 represents the wet density level of the specimen, and A represents the specimen number.

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表 2 非球形颗粒基本参数

Table 2. Basic parameters of non-spherical particle

Particle	Number	Coordinate/mm			Radius/mm
Particle	Number	X	Y	Z	Radius/mm
A	1	0	2	2	0.5
	2	0	0.82	3	0.5
	3	0	0.82	2	1
	4	0.71	0	2	0.5
	5	0	0	0.61	1
	6	0	0.82	0	0.5
	7	−1.2	−0.3	0.25	0.5

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表 3 泡沫混凝土离散元模型颗粒统计

Table 3. Particle statistics of DEM model of foam concrete

Sample No.	Spherical particle volume/mm³	Non-spherical particle volume/mm³	Cement particle volume/mm³	Degree of compaction	Porosity	Deviation from experimental value
0%NSP/FCP	399271.10	-	274190.35	67.35%	0.593	2.47%
20%NSP/FCP	325290.65	86204.16	283082.63	69.46%	0.592	2.47%
30%NSP/FCP	283944.50	120768.48	285881.79	69.06%	0.586	3.62%
40%NSP/FCP	248534.41	164424.96	283280.55	69.62%	0.593	2.47%
Notes: The specimen number as 20%NSP/FCP-1, where 20%NSP/FCP represents the volume ratio of non-spherical pore particles in all pore particles of DEM model of foam concrete, and 1 represents the specimen number.

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表 4 泡沫混凝土离散元模型细观参数

Table 4. Mesoscopic parameters of DEM model of foam concrete

Contact parameters of Hertz-Mindlin model		Mesoscopic parameters of Bonding model
parameters	Values	parameters	Values
Coefficient of restitution	0.2	Normal stiffness per unit area (N/m³)	1.55×10¹⁰
Coefficient of static friction	0.4	Shear stiffness per unit area (N/m³)	1.32×10¹⁰
Coefficient of rolling friction	0.04	Critical normal stress (Pa)	4.8×10⁶
Poisson’s ratio	0.35	Critical shear stress (Pa)	4.6×10⁶

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