PP/CF增强珊瑚砂水泥基复合材料冲击压缩力学性能研究

郑志豪; 任辉启; 龙志林; 郭瑞奇; 蔡洋; 黎智健

doi:10.11883/bzycj-2021-0297

PP/CF增强珊瑚砂水泥基复合材料冲击压缩力学性能研究

doi: 10.11883/bzycj-2021-0297

1.
湘潭大学土木工程与力学学院，湖南湘潭 411105
2.
军事科学院国防工程研究院，河南洛阳 471023

基金项目: 国家自然科学基金(51971188)；湖南省科技重大专项(2019GK1012)；湖湘高层次人才聚集工程-创新团队项目(2019RS1059)

详细信息

作者简介:
郑志豪（1998－　），男，硕士研究生，zzhxtu@163.com

通讯作者:
任辉启（1953－　），男，博士，研究员，博士生导师，huiq_ren@163.com

中图分类号: O346
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- 被引次数: 0
出版历程
- 收稿日期: 2021-07-09
- 修回日期: 2021-11-19
- 网络出版日期: 2022-06-10
- 刊出日期: 2022-07-25

A study on impact compression mechanical properties of PP/CF reinforced coral sand cement-based composites

1.
College of Civil Engineering and Mechanics, Xiangtan University, Xiangtan 411105, Hunan, China
2.
Institute of Defense Engineering, Military Academy of Sciences, Luoyang 471023, Henan, China

摘要

摘要: 在人工海水制备珊瑚砂水泥基复合材料中混杂加入碳纤维和聚丙烯纤维，得到4种不同纤维掺量的碳-聚丙烯混杂纤维增强珊瑚砂水泥基复合材料。采用直径100 mm的分离式Hopkinson压杆，对材料进行5种应变率下的冲击压缩试验，采用LS-DYNA进行相应的冲击压缩数值模拟。结果表明：(1) 试验应变率临界值为200 s⁻¹，当试验应变率大于200 s⁻¹时，混杂碳纤维和聚丙烯纤维所形成的纤维网络对试块的增韧效果加强；(2) 碳-聚丙烯混杂纤维增强珊瑚砂水泥基复合材料峰值应力具有明显的应变率效应，且动态增强因子对应变率的敏感程度较高；(3) 使用珊瑚砂细骨料导致试块内微裂纹和微空洞等缺陷较多，在珊瑚砂水泥基复合材料内混杂掺加碳纤维和聚丙烯纤维后，试块冲击抗压强度的提升有限，但珊瑚砂水泥基复合材料的抗冲击韧性显著提升；(4) 通过试验数据和参数调试确定了HJC模型的参数，试块峰值应力的模拟结果与试验结果的误差在5.97 %以内。
- 碳纤维 /
- 聚丙烯纤维 /
- 珊瑚砂水泥基复合材料 /
- 分离式Hopkinson压杆 /
- 冲击压缩力学性能 /
- LS-DYNA
Abstract: Four kinds of carbon-polypropylene hybrid fiber reinforced coral sand cement-based composites with different fiber content were obtained by mixing carbon fiber and polypropylene fiber into coral sand cement-based composites prepared by artificial seawater. Impact compression tests of this material under five strain rates were carried out with a 100-mm diameter split Hopkinson pressure bar. The parameters of Holmquist-Johnson-Cook model are determined by experimental data and parameter debugging. Based on Holmquist-Johnson-Cook model, LS-DYNA is used to simulate the impact compression of this material. By analyzing the failure mode, stress-strain curve and energy dissipation of the test blocks, the impact compression mechanical properties of carbon-polypropylene hybrid fiber reinforced coral sand cement-based composites are studied. The results are as follows. (1) The critical value of test strain rate is 200 s⁻¹; when the test strain rate is greater than 200 s⁻¹, the fiber network formed by hybrid carbon fiber and polypropylene fiber strengthens the toughening effect of the test block. (2) The peak stress of carbon-polypropylene hybrid fiber reinforced coral sand cement-based composites exhibits obvious strain rate effect, and the dynamic increase factor is highly sensitive to the strain rate. (3) The use of fine aggregate of coral sand results in more defects such as micro-cracks and micro-voids in the test block; after mixing carbon fiber and polypropylene fiber into the coral sand cement-based composites, the improvement of the impact compressive strength of the test block is limited, but the impact toughness of the coral sand cement-based composites is significantly enhanced. (4) LS-DYNA is used to numerically simulate the impact compression test process of hybrid carbon fiber (15.75 kg/m³) and polypropylene fiber (1.82 kg/m³), while the error between the simulation results of peak stress and the test results is within 5.97 %. The study is of great significance for the preparation of high performance coral sand cement-based composites and the emergency repair of offshore islands and reefs.
- carbon fiber /
- polypropylene fiber /
- coral sand cement-based composites /
- split Hopkinson pressure bar /
- impact compression mechanical properties /
- LS-DYNA

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图 1 圆柱体试块模具

Figure 1. Cylindrical test block mold

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图 2 圆柱体试块

Figure 2. Cylinder test block

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图 3 材料严重剥落

Figure 3. Severe material spalling of test block

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图 4 外观较为完整

Figure 4. Complete appearance of test block

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图 5 分离式Hopkinson压杆试验装置

Figure 5. Split Hopkinson pressure bar test device

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图 6 入射波应力曲线

Figure 6. Stress curves of incident waves

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图 7 初始应变波

Figure 7. Initial strain waves

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图 8 应力平衡验证

Figure 8. Verification of stress balance

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图 9 应力-应变曲线

Figure 9. Stress-strain curves

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图 10 峰值应力与应变率的关系

Figure 10. Relations between peak stress and strain rate

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图 11 动态增强因子与应变率的关系

Figure 11. Relations between dynamic increase factor and strain rate

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图 12 入射波能量与应变率的关系

Figure 12. Relations between incident wave energy and strain rate

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图 13 耗散能量与应变率的关系

Figure 13. Relations between energy dissipation and strain rate

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图 14 耗散能量与入射波能量的关系

Figure 14. Relations between energy dissipation and incident wave energy

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图 15 SHPB有限元模型

Figure 15. A finite element model of the SHPB

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图 16 PP/CF增强珊瑚砂水泥基复合材料的应力-应变曲线

Figure 16. Stress-strain curves of the carbon-polypropylene hybrid fiber reinforced coral sand cement-based composites

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表 1 碳纤维和聚丙烯纤维的性能参数

Table 1. Properties of carbon fiber and polypropylene fiber

原材料	密度/(g·cm⁻³)	长度/mm	直径/μm	弹性模量/GPa	抗拉强度/MPa
碳纤维	1.75	12	7.0	228	3 500
聚丙烯纤维	0.91	19	32.7	4.236	469

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表 2 PP/CF增强珊瑚砂水泥基复合材料的配比

Table 2. Proportion of carbon-polypropylene hybrid fiber reinforced coral sand cement-based composites

复合材料	w/(kg·m⁻³)							水胶比	塌落度/mm
复合材料	水泥	粉煤灰	珊瑚砂	人工海水	减水剂	碳纤维	聚丙烯纤维	水胶比	塌落度/mm
1	450	450	1 080	225	9	0	0	0.25	0
2	450	450	1 080	225	9	5.25	1.82	0.25	70
3	450	450	1 080	225	9	10.50	1.82	0.25	65
4	450	450	1 080	225	9	15.75	1.82	0.25	60

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表 3 不同龄期试块的静态抗压强度

Table 3. Static compressive strengths of test blocks at different ages

试块	龄期/d	静态抗压强度/MPa	强度升降/%
1	7	37.64	0
1	28	40.67	0
2	7	34.80	−7.54
2	28	35.11	−13.67
3	7	39.52	4.99
3	28	42.06	3.41
4	7	47.64	26.57
4	28	48.31	18.78

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表 4 PP/CF增强珊瑚砂水泥基复合材料的HJC模型参数

Table 4. HJC model parameters of the carbon-polypropylene hybrid fiber reinforced coral sand cement-based composites

ρ/(g·cm⁻³)	G/GPa	A	B	f_c/MPa	C	N	S_max	T/MPa	D₁
2.12	10.66	0.62	1.60	48.31	0.006 5	0.61	7	4.009	0.04

D₂	ε_f,min	p_c/MPa	μ_c	p_l/MPa	μ_l	K₁/GPa	K₂/GPa	K₃/GPa	S_f
1.0	0.01	16.10	0.001	800	0.1	85	171	208	0.002

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表 5 数值模拟结果有效性验证

Table 5. A validation of numerical simulation results

$ \dot \varepsilon $/s⁻¹	f_c/MPa	σ_p/MPa		η_σ/%	ε_p		η_ε/%
$ \dot \varepsilon $/s⁻¹	f_c/MPa	试验	模拟	η_σ/%	试验	模拟	η_ε/%
113.03	48.31	60.12	63.71	5.97	0.0103	0.0092	10.68
157.88	48.31	72.71	73.72	1.39	0.0068	0.0073	7.35
200.39	48.31	86.76	87.34	0.67	0.0088	0.0102	15.90
222.74	48.31	98.89	104.28	5.45	0.0068	0.0069	1.47

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