钢纤维橡胶混凝土工作性能及力学性能

董硕; 史奉伟; 李朋; 陈海涛; 丁婧楠

钢纤维橡胶混凝土工作性能及力学性能

董硕^{1, 2},
史奉伟^{1, 2, ,},
李朋^{1, 2},
陈海涛^{1, 2},
丁婧楠³

1.
山东科技大学　山东省土木工程防灾减灾重点实验室, 青岛 266590
2.
山东科技大学　土木工程与建筑学院, 山东青岛 266590
3.
山东建筑大学土木工程学院, 青岛 250101

基金项目: 山东省自然科学基金 (ZR2023QE307); 中国博士后科学基金(2023M742143); 国家资助博士后研究人员计划(GZC20231497)

详细信息

通讯作者:
史奉伟，博士，讲师，硕士生导师，研究方向为新材料及新结构体系关键技术　E-mail: shifengwei@sdust.edu.cn

中图分类号: TU528.31TU528.572
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- 被引次数: 0
出版历程
- 收稿日期: 2024-01-26
- 修回日期: 2024-02-22
- 录用日期: 2024-03-19
- 网络出版日期: 2024-04-22

Workability and mechanical properties of steel fiber reinforced rubberized concrete

DONG Shuo^{1, 2},
SHI Fengwei^{1, 2
, ,},
LI Peng^{1, 2},
CHEN Haitao^{1, 2},
DING Jingnan³

1.
Shandong Key Laboratory of Civil Engineering Disaster Prevention and Mitigation, Shandong University of Science and Technology, Qingdao 266590, China
2.
School of Civil Engineering and Architecture, Shandong University of Science and Technology, Qingdao 266590, China
3.
School of Civil Engineering, Shandong Jianzhu University,Jinan 250101, China

Funds: Natural Science Foundation of Shandong Province (ZR2023QE307); China Postdoctoral Science Foundation (2023M742143); Postdoctoral Fellowship Program of CPSF (GZC20231497)

摘要

摘要: 本文以橡胶颗粒等体积替代砂率(0~20%)和钢纤维体积掺量(0~1.5%)为变量制备150个试件，分别进行立方体及轴心抗压强度试验、劈裂抗拉试验、弯曲抗折试验、双面剪切试验及扫描电子显微镜(SEM)观测，研究橡胶颗粒和钢纤维的掺入对钢纤维橡胶混凝土力学性能及微观结构影响。结果表明：掺入橡胶颗粒和钢纤维会显著降低钢纤维橡胶混凝土的工作性能；随着橡胶掺量的增加，混凝土各项力学性能指标均呈明显下降趋势；与橡胶混凝土不同，钢纤维橡胶混凝土的各项力学性能破坏模式均呈延性破坏，且随着钢纤维掺量的增加，混凝土各项强度指标均有不同程度的增加，其中抗剪强度增幅最为明显，橡胶掺量10%混凝土中掺入1.5%掺量钢纤维，抗剪强度增幅可达78%。根据试验结果并综合考虑橡胶和钢纤维的影响，提出了钢纤维橡胶混凝土基本强度指标的计算公式及其相互之间关系。
- 钢纤维橡胶混凝土 /
- 橡胶颗粒掺量 /
- 钢纤维掺量 /
- 工作性能 /
- 力学性能 /
- 微观结构
Abstract: In this paper, a total of 150 specimens were fabricated with rubber particles volume substation of sand (0~20%) and steel fiber volume fraction (0~1.5%). The cube and axial compression test, splitting tensile test, bending test, double-shear test were performed to investigate their mechanical properties of steel fiber reinforced rubberized concrete (SF-R/C), and the microstructure and interface of SF-R/C were investigated by scanning electron microscopy (SEM). The results show that adding rubber particles and steel fiber can significantly reduce the workability. With the increase of rubber content, each test of SF-R/C strength decreases. Different from rubber concrete, the failure mode of SF-R/C specimens is ductile. After adding steel fiber, SF-R/C strengths increase in varying degree, especially in shear strength. The shear strength is enhanced by 78% with a steel fiber content of 1.5% and a rubber particles content of 10%. Based on experimental data and comprehensively considering the influence of rubber particles and steel fibers, the calculation formula of strength indexes of SF-R/C are put forward and the interrelations among the strength indexes of SF-R/C are obtained.
- steel fiber reinforced rubberized concrete (SF-R/C) /
- rubber particles volume substation /
- steel fiber volume fraction /
- workability /
- mechanical properties /
- microstructure

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图 1 不同掺料对钢纤维橡胶混凝土拌合物塌落度影响

Figure 1. Effect of different admixtures on slump of SF-R/C

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图 2 各项力学性能试验的典型破坏模式

Figure 2. Typical failure mode of each test

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图 3 不同掺料及掺量对钢纤维橡胶混凝土立方体和轴心抗压强度的影响

Figure 3. Effect of different admixtures and content on cubic compression strength and axial compression strength of SF-R/C

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图 4 钢纤维橡胶混凝土立方体抗压强度的试验值与拟合值的对比

Figure 4. Comparison of cube compression strength of SF-R/C specimens between test and predicted results

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图 5 钢纤维橡胶混凝土轴心抗压强度与立方体抗压强度的关系

Figure 5. Relationship between axial compression strength and cube compression strength of SF-R/C specimens

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图 6 钢纤维橡胶混凝土 f_c / f_cu 与立方体抗压强度的关系

Figure 6. Relationship between f_c / f_cu and cube compression strength of SF-R/C specimens

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图 7 不同掺料及掺量对钢纤维橡胶混凝土劈裂抗拉强度的影响

Figure 7. Effect of different admixtures and content on splitting tensile strength of SF-R/C

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图 8 钢纤维劈裂抗拉强度增强系数的试验与拟合值对比

Figure 8. Comparison between test and predicted results of splitting tensile strength enhancement coefficient of steel fiber

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图 9 普通及橡胶混凝土劈裂抗拉强度与立方体抗压强度的关系

Figure 9. Relationship between splitting tensile strength and cube compression strength of NC and R/C

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图 10 不同掺料对钢纤维橡胶混凝土弯曲抗折强度的影响

Figure 10. Effect of different admixtures on flexural strength of SF-R/C

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图 11 钢纤维弯曲抗折强度强度增强系数的试验值与拟合值对比

Figure 11. Comparison between test and predicted results of flexural strength enhancement coefficient of steel fiber

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图 12 普通及橡胶混凝土弯曲抗折强度与立方体抗压强度的关系

Figure 12. Relationship between flexural strength and cube compression strength of NC and R/C

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图 13 不同掺料对钢纤维橡胶混凝土抗剪强度的影响

Figure 13. Effect of different admixtures on shear strength of SF-R/C

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图 14 钢纤维橡胶混凝土抗剪强度的试验值与拟合值对比

Figure 14. Comparison of shear strength of SF-R/C specimens between test and predicted results

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图 15 普通及橡胶混凝土抗剪强度与立方体抗压强度的关系

Figure 15. Relationship between shear strength and cube compression strength of NC and R/C

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图 16 试件断口SEM微观形貌

Figure 16. SEM microscopic morphology of specimens interface

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表 1 试件混凝土配合比设计

Table 1. Concrete mix design of specimens

Specimen denotation	Water-binder ratio	SF/kg	R/kg	W/kg	C/kg	FA/kg	CA/kg	SP/kg
NC	0.340	0	0	160	470	820	960	4.7
10%R/C	0.340	0	34.17	160	470	738	960	4.7
20%R/C	0.340	0	68.33	160	470	656	960	4.7
0.5%SF/C	0.340	39.25	0	160	470	820	960	4.7
1.0%SF/C	0.340	78.5	0	160	470	820	960	4.7
1.5%SF/C	0.340	117.75	0	160	470	820	960	4.7
0.5%SF-10%R/C	0.340	39.25	34.17	160	470	738	960	4.7
1.0%SF-10%R/C	0.340	78.5	34.17	160	470	738	960	4.7
1.5%SF-10%R/C	0.340	117.75	34.17	160	470	738	960	4.7
1.0%SF-20%R/C	0.340	78.5	68.33	160	470	656	960	4.7
Notes: NC-Normal Concrete; R/C-Rubberized Concrete; SF/C - Steel fiber reinforced concrete; SF-R/C–Steel fiber reinforced rubberized concrete; SF–Steel fiber, 0.5%SF, 1.0%SF, 1.5%SF– Steel fiber volume fraction ratios of 0.5%, 1.0%, 1.5%, respectively; R-Rubber particles, 10%R, 20%R – Rubber particles volume substitution ratios of 10% and 20%, respectively; W-Water; C-Cement; FA-Fine aggregate; CA-Coarse aggregate; SP-Superplasticizer.

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表 2 抗压和劈裂抗拉试验结果

Table 2. Test result of compression and split tensile strength

Specimen denotation	f_cu	f_c,cu	f_c	f_c /f_cu	f_ts	f_c,ts	f_f	f_c,f	f_s	f_c,s
NC	68.70	68.70	46.22	0.67	4.13	4.11	6.77	6.71	8.03	7.95
10%R/C	58.50	56.73	41.30	0.71	3.30	3.32	5.93	6.02	6.76	6.83
20%R/C	46.50	44.76	32.05	0.69	2.45	2.44	5.20	5.17	5.53	5.49
0.5%SF/C	72.10	72.15	48.31	0.67	4.92	4.96	7.12	7.09	9.53	9.44
1.0%SF/C	74.70	75.60	50.94	0.68	5.05	5.11	7.74	7.70	10.59	10.47
1.5%SF/C	78.90	79.05	54.40	0.69	5.15	5.20	8.39	8.43	12.35	12.23
0.5%SF-10%R/C	60.20	60.18	42.70	0.71	4.02	4.01	6.35	6.37	9.29	9.09
1.0%SF-10%R/C	61.40	63.63	42.23	0.69	4.20	4.12	6.85	6.91	9.94	9.98
1.5%SF-10%R/C	65.70	67.08	46.10	0.70	4.25	4.20	7.60	7.57	12.03	11.49
1.0%SF-20%R/C	48.93	51.66	34.17	0.70	4.24	3.03	5.96	5.93	9.07	8.82
Notes: f_cu-Cube compressive strength; f_c,cu-Calculation value of cube compressive strength; f_c-Compressive strength; f_ts-Splitting tensile strength; f_c,ts- Calculation value of splitting tensile strength; f_f-Flexural strength; f_c,f -Calculation value of flexural strength; f_s-Shear strength; f_c,s- Calculation value of shear strength.

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