再生砖混骨料混凝土基本力学性能与本构模型

朱超; 赵文韬; 余伟航; 刘超

doi:10.13801/j.cnki.fhclxb.20230531.004

再生砖混骨料混凝土基本力学性能与本构模型

doi: 10.13801/j.cnki.fhclxb.20230531.004

朱超^{1, 3},
赵文韬^{2, 3},
余伟航^{2, 3},
刘超^{1, 2, 3, ,}

1.
西安建筑科技大学　土木工程学院，西安 710055
2.
西安建筑科技大学　理学院，西安 710055
3.
西安建筑科技大学　结构工程与抗震教育部重点实验室，西安 710055

基金项目: 国家自然科学基金(52178251)；陕西省杰出青年科学基金项目(2020JC-46)；中国博士后科学基金(2022MD713789)；陕西省自然科学基础研究计划(2022JQ-343)

详细信息

通讯作者:
刘超，博士，教授，研究方向为再生混凝土材料及其结构性能　E-mail: chaoliu@xauat.edu.cn

中图分类号: TB332
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出版历程
- 收稿日期: 2023-04-06
- 修回日期: 2023-05-15
- 录用日期: 2023-05-25
- 网络出版日期: 2023-06-01
- 刊出日期: 2024-02-01

Basic mechanical properties and constitutive model of recycled brick-concrete aggregate

ZHU Chao^{1, 3},
ZHAO Wentao^{2, 3},
YU Weihang^{2, 3},
LIU Chao^{1, 2, 3
, ,}

1.
School of Civil Engineering, Xi'an University of Architecture & Technology, Xi'an 710055, China
2.
School of Science, Xi'an University of Architecture & Technology, Xi'an 710055, China
3.
Key Lab of Structural Engineering and Earthquake Resistance, Ministry of Education, Xi'an University of Architecture & Technology, Xi'an 710055, China

Funds: National Natural Science Foundation of China (52178251); Science Foundation Project for Outstanding Youth of Shaanxi Province (2020JC-46); China Postdoctoral Science Foundation (2022MD713789); Natural Science Basic Research Program of Shaanxi Province (2022JQ-343)

摘要

摘要: 再生混凝土骨料中往往会混有再生砖骨料难以分离，将再生砖与再生混凝土骨料混合利用更加符合实际情况。本文以不同水胶比(0.3和0.4)、不同再生骨料取代率(体积法取代0%、50%、100%)为控制参数，研究了8组不同配合比的再生砖混骨料混凝土的抗压、劈裂抗拉、抗折和棱柱体抗压强度及单轴受压应力-应变关系。结果表明：与天然骨料混凝土相比，不同配合比再生混凝土力学性能有不同程度的下降，其中随着再生砖骨料含量的增加，其力学性能下降较显著，砖骨料替代率达到100%时抗压强度下降高达29.9%，但是仍能保证一定的力学性能储备。文中探究了水胶比与再生砖骨料掺量对混凝土力学性能的影响机制，并以试验数据为基础，建立了再生砖混骨料混凝土单轴受压本构模型和再生砖混骨料混凝土力学性能换算公式，研究结果可对此类再生混凝土结构的分析与设计提供参考。
- 再生混凝土 /
- 再生砖骨料 /
- 力学性能 /
- 单轴受压 /
- 本构模型
Abstract: Recycled concrete aggregate is often mixed with recycled brick aggregate, which is difficult to separate. The mixed use of recycled brick and recycled concrete aggregate is more in line with the actual situation. Different water-binder ratios (0.3 and 0.4) and different recycled aggregate replacement rates (0%, 50%, 100% replaced by volume method) were used as control parameters to study the compressive strength, splitting tensile strength, flexural strength, prism compressive strength and uniaxial compressive stress-strain relationship of eight groups of recycled brick-concrete aggregate concrete with different mix ratios. The results show that compared with natural aggregate concrete, the mechanical properties of recycled concrete with different mix ratios decrease to varying degrees. With the increase of recycled brick aggregate content, the mechanical properties decrease significantly. When the replacement rate of brick aggregate reaches 100%, the compressive strength decreases by up to 29.9%, but it can still ensure a certain mechanical property reserve. In this paper, the influence mechanism of water-binder ratio and recycled brick aggregate content on the mechanical properties of concrete is explored. Based on the experimental data, the uniaxial compression constitutive model of recycled brick concrete and the conversion formula of mechanical properties of recycled brick concrete are established. The research results can provide reference for the analysis and design of such recycled concrete structures.
- recycled concrete /
- recycled brick aggregate /
- mechanical properties /
- uniaxial compression /
- constitutive model

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图 1 粗骨料粒径级配

Figure 1. Grading curves of various coarse aggregates

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图 2 试验装置

F—Load

Figure 2. Test setup

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图 3 再生砖混骨料混凝土抗压强度

Figure 3. Compressive strength of mixed recycled aggregate concrete

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图 4 再生砖混骨料混凝土抗压试验破坏形态

RBA—Recycled brick aggregate; RCA—Recycled concrete aggregate

Figure 4. Failure modes of mixed recycled aggregate concrete comperessive test

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图 5 再生砖混骨料混凝土劈裂抗拉强度

Figure 5. Splitting tensile strength of mixed recycled aggregate concrete

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图 6 再生砖混骨料混凝土劈裂抗拉试验破坏形态

Figure 6. Failure modes of mixed recycled aggregate concrete splitting tensile test

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图 7 再生砖混骨料混凝土抗折强度

Figure 7. Flexural strength of mixed recycled aggregate concrete

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图 8 再生砖混骨料混凝土抗折试验破坏形态

Figure 8. Failure modes of mixed recycled aggregate concrete flexural test

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图 9 RBA的界面模型

ITZ—Interfacial transition zone

Figure 9. Interface mode of RBA

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图 10 再生砖骨料-砂浆界面过渡区(ITZ)的SEM图像

CH—Calcium hydroxide; Aft—Ettringite; C-S-H—Hydrated calcium silicate

Figure 10. SEM images of ITZ between recycled brick aggregate and mortar

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图 11 再生砖混骨料混凝土典型应力-应变曲线

f_c—Peak stress; ε_c—Peak strain

Figure 11. Typical stress-strain curve of mixed recycled concrete

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图 12 再生砖混骨料混凝土轴心受压破坏形态

Figure 12. Failure mode of axial compression of mixed recycled concrete

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图 13 再生砖混骨料混凝土单轴受压应力-应变曲线

σ—Stress; ε—Strain

Figure 13. Stress-strain curves of mixed recycled aggregate concrete under uniaxial compression

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图 14 再生砖混骨料混凝土峰值应力与峰值应变

Figure 14. Peak stress and peak strain of mixed recycled concrete

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图 15 再生砖混骨料混凝土弹性模量及其试验值和计算值之比

Figure 15. Modulus of elasticity and ratio of test value to calculated value of mixed recycled concrete

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图 16 无量纲化和拟合再生砖混骨料混凝土单轴受压本构曲线

Figure 16. Dimensionless and fitting constitutive curves of mixed recycled aggregate concrete under uniaxial compression

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图 17 再生砖混骨料混凝土试验曲线与拟合曲线对比

Figure 17. Comparing test curve and the fitting curve of mixed recycled aggregate concrete

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图 18 再生砖混骨料混凝土各力学性能换算公式

Figure 18. Conversion formula of mechanical properties of mixed recycled aggregate concrete

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表 1 砖骨料(RBA)、再生混凝土骨料(RCA)及天然骨料(NA)的物理性能

Table 1. Properties of recycled brick aggregate (RBA), recycled concrete aggregate (RCA) and natural aggregate (NA)

Type	Stacking density/(kg·m⁻³)	Apparent density/(kg·m⁻³)	Crush index/%	Water absorption/%
Type	Stacking density/(kg·m⁻³)	Apparent density/(kg·m⁻³)	Crush index/%	24 h	3 d
RBA	890	1697	22.4	20.3	21.7
RCA	1450	2693	9.8	3.5	3.6
NA	1550	2780	7.2	1.2	—

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表 2 再生砖混骨料混凝土配合比

Table 2. Mix proportion of mixed recycled aggregate concrete

Sample	w/b	Water/ (kg·m⁻³)	Cement/ (kg·m⁻³)	Sand/ (kg·m⁻³)	NA/ (kg·m⁻³)	RCA/ (kg·m⁻³)	RBA/ (kg·m⁻³)	Water reducer/%
NC(0.3)	0.3	138	460	570	1150	0	0	1.2
0%RBC(0.3)		138	460	570	0	1120	0
50%RBC(0.3)		138	460	570	0	560	350
100%RBC(0.3)		138	460	570	0	0	700
NC(0.4)	0.4	185	460	570	1150	0	0	0.5
0%RBC(0.4)		185	460	570	570	1120	0
50%RBC(0.4)		185	460	570	0	560	350
100%RBC(0.4)		185	460	570	0	0	700
Notes: NC—Natural aggregate concrete; RBC—Mixed recycled aggregate concrete; w/b—Water cement ratio; The numbers 0%, 50% and 100% represent the volume replacement rate of brick aggregate in recycled aggregate, respectively.

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表 3 再生砖混骨料混凝土轴心受压试验主要试验结果

Table 3. Main test results of mixed recycled concrete axial compression test

Sample	Peak stress $ {\mathit{f}}_{\mathbf{c}} $/MPa	Peak strain $ {\mathbf{\varepsilon }}_{\mathbf{c}}/ {10}^{-3} $	Ascending portion 0.4$ {\mathit{f}}_{\mathbf{c}} $	Strain of 0.4$ {\mathit{f}}_{\mathbf{c}} $	Elastic modulus/GPa	Descending portion 0.85$ {\mathit{f}}_{\mathbf{c}} $	Peak strain of 0.85$ {\mathit{f}}_{\mathbf{c}} $
NC(0.3)	38.60	1.253	15.31	0.491	31.18	32.81	1.321
0%RBC(0.3)	35.48	1.277	14.19	0.507	27.99	30.16	1.385
50%RBC(0.3)	30.89	2.242	12.36	0.894	13.83	26.26	2.352
100%RBC(0.3)	27.72	2.413	11.09	1.041	10.65	23.56	2.518
NC(0.4)	35.63	1.507	14.25	0.483	29.50	30.29	1.647
0%RBC(0.4)	33.80	1.571	13.52	0.631	21.43	28.73	1.662
50%RBC(0.4)	29.61	2.174	11.84	0.884	13.39	25.17	2.264
100%RBC(0.4)	26.35	2.561	10.54	1.137	9.27	22.39	2.679

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表 4 再生砖混骨料混凝土弹性模量计算值与试验值

Table 4. Calculated and experimental values of elastic modulus of mixed recycled concrete

Sample	Test value/ GPa	${\mathit{f} }_{\mathbf{c}\mathbf{u}}$ /MPa	Calculated value/GPa	Ratio
NC(0.3)	31.18	47.9	34.19	0.912
0%RBC(0.3)	27.99	41.5	32.94	0.850
50%RBC(0.3)	13.83	36.7	31.46	0.439
100%RBC(0.3)	10.65	33.6	30.93	0.344
NC(0.4)	29.50	42.6	33.17	0.889
0%RBC(0.4)	21.43	36.2	31.66	0.677
50%RBC(0.4)	13.39	32.5	30.60	0.437
100%RBC(0.4)	9.27	30.4	29.93	0.311
Note: f_cu—Compressive strength.

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表 5 再生砖混骨料混凝土本构参数a和b

Table 5. Constitutive parameters a and b of mixed recycled aggregate concrete

Sample	Parameter of a		Parameter of b
Sample	Fitting parameter	Variation/%	Fitting parameter	Variation/%
NC	0.361	0.00	31.301	0.00
0％RBC	0.463	28.25	54.505	74.13
50％RBC	0.222	−38.50	60.624	93.68
100％RBC	0.018	−95.01	71.659	128.94

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