超高性能混凝土HJC本构模型参数确定及应用

宋帅; 杜闯; 李艳艳

doi:10.11883/bzycj-2022-0343

超高性能混凝土HJC本构模型参数确定及应用

doi: 10.11883/bzycj-2022-0343

宋帅^1,,
杜闯^{1, 2, ,},
李艳艳¹

1.
河北工业大学土木与交通学院，天津 300401
2.
河南省特种防护材料重点实验室，河南洛阳 471023

基金项目: 河北省高等学校科学研究项目（ZD2022140）；河南省特种防护材料重点实验室基金（SZKFJJ202005）

详细信息

作者简介:
宋　帅（1994－　），硕士研究生，s3401920284@163.com

通讯作者:
杜　闯（1976－　），博士，讲师，duch_1@sina.com

中图分类号: O382
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- 被引次数: 0
出版历程
- 收稿日期: 2022-08-08
- 修回日期: 2022-11-10
- 网络出版日期: 2022-11-18
- 刊出日期: 2023-05-05

Determination and application of the HJC constitutive model parameters for ultra-high performance concrete

SONG Shuai^1
,,
DU Chuang^{1, 2
, ,},
LI Yanyan¹

1.
School of Civil Engineering and Transportation, Hebei University of Technology, Tianjin 300401, China
2.
Henan Key Laboratory of Special Protective Materials, Luoyang 471023, Henan, China

摘要

摘要: 在超高性能混凝土的数值模拟中，合理地确定其本构模型参数是提高计算精度和设计可靠度的基础。基于超高性能混凝土单轴压缩试验、霍普金森压杆试验和已有的三轴围压试验等，确定了超高性能混凝土的Holmquist-Johnson-Cook (HJC)本构模型参数。利用LS_DYNA软件模拟单向板爆炸试验，通过与试验中单向板的损伤程度和最大挠度进行对比，验证了已确定参数的有效性。为了进一步了解超高性能混凝土构件的抗爆机理，采用已确定的参数对单向板爆炸工况进行数值模拟，分析配筋和尺寸变化对爆炸结果的影响。结果表明，在爆炸过程中，提高纵筋配筋率可以减小单向板的跨中最大挠度，适当加密箍筋可以减小单向板侧面的斜裂缝长度。超高性能混凝土单向板具有明显的尺寸效应，其中厚度和长度变化对爆炸结果的影响最突出。
- 超高性能混凝土 /
- HJC本构模型 /
- 参数确定 /
- 单向板 /
- 最大挠度 /
- 配筋率
Abstract: The parameters of the Holmquist-Johnson-Cook (HJC) constitutive model for ultra-high performance concrete (UHPC) were determined based on uniaxial compression test, split Hopkinson pressure bar (SHPB) test and existing tri-axial compression test and so on, in order to improve the calculation accuracy and design reliability. In the determination process of parameters, the parameters of the HJC constitutive model were divided into five categories. The yield-surface parameters were determined by the static failure surface equation, the parameters of state equation were determined by the p-μ relation, the damage parameters were determined according to relevant literature, the basic physical parameters were determined according to the test, and so on. LS_DYNA was used to simulate the explosion test of the one-way slab. Firstly, the finite element model of the one-way slab was established. The HJC constitutive model was used for the UHPC, and the linear reinforcement model was used for the reinforcement material. The reinforcement and UHPC were connected by common joints. The air and explosive models were established, and the fluid-solid coupling method was used for calculation. The effectiveness of the determined parameters was verified by comparing the simulation results with the damage degree and the maximum deflection of the one-way slab in the test. In order to further understand the anti-blast mechanism of the UHPC members, the determined parameters were used to conduct numerical simulation on the one-way slab explosion condition, and the influences of reinforcement and size effect on the explosion result were analyzed. Results show that during the explosion process, the maximum mid-span deflection of the one-way slab can be reduced by increasing the longitudinal reinforcement ratio, and the length of oblique cracks on the side of the one-way slab can be reduced by properly encrypted stirrups. The UHPC one-way slab has an obvious size effect, and the variation of its thickness and length has the greatest influence on the explosion result.
- ultra-high performance concrete /
- HJC constitutive model /
- parameter determination /
- one-way slab /
- maximum deflection /
- reinforcement ratio

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图 1 静态失效强度与静水压力之间的关系

Figure 1. Relationship between static failure strength and hydrostatic pressure

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图 2 不同应变率下的等效应力与静水压力之间的关系

Figure 2. Relationship between the effective-stress and hydrostatic pressure under different strain rates

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图 3 UHPC单轴抗压强度与应变率之间的关系

Figure 3. Relationship between uniaxial compressive strength and strain rate of UHPC

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图 4 HJC本构模型状态方程

Figure 4. HJC constitutive model equation of states

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图 5 试验工况

Figure 5. Test layout

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图 6 有限元模型

Figure 6. Finite element model

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图 7 不同材料参数下的塑性损伤模拟效果对比

Figure 7. Comparison of simulation effects of plastic damage under different material parameters

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图 8 不同材料参数下跨中挠度的时程曲线

Figure 8. Time history curves of mid-span deflection under different material parameters

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图 9 1/2模型的钢筋塑性应变和等效应力分布

Figure 9. Distributions of plastic strain and equivalent stress of reinforcement in the 1/2 model

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图 10 不同箍筋间距下跨中最大挠度与配筋率的关系

Figure 10. Relationship between mid-span maximum deflection and reinforcement ratio under different stirrup spacings

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图 11 不同配筋率下斜裂缝长度与箍筋间距的关系

Figure 11. Relationship between oblique crack length and stirrup spacing under different reinforcement ratios

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图 12 单向板的尺寸效应

Figure 12. Dimension effects of the one-way slab

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表 1 不同应变率下的UHPC力学参数

Table 1. UHPC mechanical parameters under different strain rates

应变率/s⁻¹	抗压强度/MPa	$\overline \sigma $	$\overline p $
10⁻⁴	105.0	1.000 0	0.333 3
10⁻²	113.3	1.079 0	0.359 7
50	134.6	1.281 9	0.427 3
10²	164.7	1.568 6	0.522 9

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表 2 超高性能混凝土HJC模型参数

Table 2. HJC model parametrs of UHPC

A	B	N	C	T/MPa	S_fmax	ε_efmin	D₁	D₂	f_s	${\dot \varepsilon _0}$/s⁻¹
0.232 8	1.744 3	0.705 1	0.003 6	7.12	7.0	0.018 1	0.04	1.0	0.1725	1

p_c/MPa	p_l/MPa	μ_c	μ_l	K₁/GPa	K₂/GPa	K₃/GPa	σ_c/MPa	G/GPa	ρ/(g·cm⁻³)
35.0	235.0	0.0011	0.0383	46.4	−195.0	416.6	105.0	20.37	2.67

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表 3 钢筋本构模型参数

Table 3. Parameters of reinforcement constitutive models

材料	密度/(g·cm⁻³)	弹性模量/GPa	泊松比	屈服应力/MPa	切线模量/GPa	失效应变
受拉钢筋	7.85	200	0.25	524	1.61	0.10
箍筋	7.85	200	0.25	423	1.91	0.08

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表 4 修正前的原始参数

Table 4. Original parameters before correction

A	B	N	C	T/MPa	S_fmax	ε_efmin	D₁	D₂	f_s	${\dot \varepsilon _0}$/s⁻¹
0.76	1.6	0.61	0.007	7.12	7.0	0.01	0.04	1.0	−	1

p_c/MPa	p_l/MPa	μ_c	μ_l	K₁/GPa	K₂/GPa	K₃/GPa	σ_c/MPa	G/GPa	ρ/(g·cm⁻³)
16.0	800.0	0.001	0.1	85.0	−171.0	208.0	105.0	20.37	2.67

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表 5 单向板各方向尺寸变化

Table 5. Dimension change of one-way plate in each direction

长度/mm	宽度/mm	厚度/mm
1 200	400	120
1 500	500	180
1 800	600	240

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