Effects of coarse and fine aggregates on long-term mechanical properties of sea sand recycled aggregate concrete

doi:10.1007/s11709-021-0711-2

Front. Struct. Civ. Eng.

2021, Vol. 15

Issue (3) : 754-772 https://doi.org/10.1007/s11709-021-0711-2

RESEARCH ARTICLE

Effects of coarse and fine aggregates on long-term mechanical properties of sea sand recycled aggregate concrete

Jingwei YING^1,², Yijie HUANG^1,²(

), Xu GAO¹, Xibo QI¹, Yuedong SUN¹

¹. Shandong Key Laboratory of Civil Engineering Disaster Prevention and Mitigation, Shandong University of Science and Technology, Qingdao 266590, China
². Guangxi Key Laboratory of Disaster Prevention and Engineering Safety, Guangxi University, Nanning 530004, China

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Abstract

Typical effects of coarse and fine aggregates on the long-term properties of sea sand recycled aggregate concrete (SSRAC) are analyzed by a series of axial compression tests. Two different types of fine (coarse) aggregates are considered: sea sand and river sand (natural and recycled coarse aggregates). Variations in SSRAC properties at different ages are investigated. A novel test system is developed via axial compression experiments and the digital image correlation method to obtain the deformation field and crack development of concrete. Supportive results show that the compressive strength of SSRAC increase with decreasing recycled coarse aggregate replacement percentage and increasing sea sand chloride ion content. The elastic modulus of SSRAC increases with age. However, the Poisson’s ratio reduces after 2 years. Typical axial stress–strain curves of SSRAC vary with age. Generally, the effect of coarse aggregates on the axial deformation of SSRAC is clear; however, the deformation differences between coarse aggregate and cement mortar reduce by adopting sea sand. The aggregate type changes the crack characteristics and propagation of SSRAC. Finally, an analytical expression is suggested to construct the long-term stress–strain curve of SSRAC.

Keywords sea sand recycled aggregate concrete recycled coarse aggregate replacement percentage sea sand chloride ion content long-term mechanical properties stress–strain curve

Corresponding Author(s): Yijie HUANG

Just Accepted Date: 12 April 2021 Online First Date: 11 June 2021 Issue Date: 14 July 2021

Cite this article:

Jingwei YING,Yijie HUANG,Xu GAO, et al. Effects of coarse and fine aggregates on long-term mechanical properties of sea sand recycled aggregate concrete[J]. Front. Struct. Civ. Eng., 2021, 15(3): 754-772.

URL:

https://academic.hep.com.cn/fsce/EN/10.1007/s11709-021-0711-2
https://academic.hep.com.cn/fsce/EN/Y2021/V15/I3/754

Tab.1 Properties of coarse aggregate

Tab.2 Properties of fine aggregates

Fig.1 Illustration of sliced concrete: (a) SSRAC-AA; (b) SSRAC-BA; (c) SSRAC-CA.

Tab.3 Details of specimen

Fig.2 Details of loading system: (a) prismatic and cubic concrete; (b) sliced concrete.

Fig.3 Failure surface of SSRAC: (a) SSRAC-BA; (b) SSRAC-BD.

Tab.4 Elastic modulus and Poisson’s ratio of SSRAC at different ages

Tab.5 Cubic compressive strength of SSRAC at different ages (MPa)

Tab.6 Prismatic compressive strength of SSRAC at different ages (MPa)

Fig.4 Development of axial stress–strain curve at different ages: (a) RCA replacement percentage; (b) sea sand Cl^- content.

Fig.5 Sliced specimen: (a) SSRAC-AA; (b) SSRAC-BA; (c) SSRAC-CA; (d) SSRAC-CD.

Fig.6 SSRAC axial displacement at 0.3σ_max (units: mm): (a) SSRAC-AA; (b) SSRAC-BA; (c) SSRAC-CA; (d) SSRAC-CD.

Fig.7 SSRAC axial displacement at σ_max (units: mm). (a) SSRAC-AA; (b) SSRAC-BA; (c) SSRAC-CA; (d) SSRAC-CD.

Fig.8 SSRAC axial strain at 0.3σ_max (units: ε): (a) SSRAC-AA; (b) SSRAC-CA; (c) SSRAC-CD.

Fig.9 SSRAC axial strain at σ_max (units: ε): (a) SSRAC-AA; (b) SSRAC-CA; (c) SSRAC-CD.

Fig.10 SSRAC transverse strain at 0.3σ_max (units: ε): (a) SSRAC-AA; (b) SSRAC-CA; (c) SSRAC-CD.

Fig.11 SSRAC transverse strain at σ_max (units: ε). (a) SSRAC-AA; (b) SSRAC-CA; (c) SSRAC-CD.

Fig.12 SSRAC-AA crack propagation at different stages. (a) Transverse strain at 0.5σ_max shown in specimen (b); (c) transverse strain at 0.9σ_max shown in specimen (d); (e) transverse strain at 0.9σ_max (post peak point) shown in specimen (f).

Fig.13 SSRAC-CA crack propagation at different stages. (a) Transverse strain at 0.5σ_max show in specimen (b); (c) transverse strain at 0.9σ_max shown in specimen (d); (e) transverse strain at 0.9σ_max (post peak point) shown in specimen (f).

Fig.14 SSRAC-CD crack propagation at different stages. (a) Transverse strain at 0.5σ_max shown in specimen (b); (c) transverse strain at 0.9σ_max shown in specimen (d); (e) transverse strain at 0.9σ_max (post peak point) shown in specimen (f).

Fig.15 Calculated stress–strain curves: (a) RCA replacement percentage; (b) sea sand Cl^- content.

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