Effect of recycled coarse aggregate on the properties of C40 self-compacting concrete

Abstract

The effect of recycled coarse aggregate (RCA) on the fresh and hardened properties of C40 self-compacting concrete (SCC) was investigated in this paper. The slump, T ₅₀₀ (the time needed for SCC to spread into a round configuration with a nominal diameter of 500 mm), the slump flow and the flow time of fresh C40 SCC as well as the compressive strength and modulus of elasticity of hardened C40 SCC were studied. The modulus of elasticity of C40 SCC was calculated by theoretical formula, and the calculated values were compared with the experimental values. Mechanisms that effect on the C40 SCC properties at fresh and hardened states were also explored. The experimental results showed that the slump values of the C40 SCC are beyond 250 mm. The C40 SCC with RCA replacement content of 50% showed the highest slump value of 275 mm. All T ₅₀₀ values of the C40 SCC are within 5 s. The slump flow of the C40 SCC slightly increases with the increase of replacement content of the RCA. In contrast, the compressive strength and modulus of elasticity of the C40 SCC slightly decrease with the increase of replacement content. The experimental values of modulus of elasticity are lower than that of the calculated values. Submerged in water before mixing of RCA leading to the slump flow of the C40 SCC increases with the increasing replacement content of the RCA. The old cement mortar attached to the RCA surface is the main reason that weakens the mechanical properties. The lower amount of coarse aggregate and the higher amount of cement paste attribute to the lower values of modulus of elasticity. This study implied that RCA can be effectively used in the production of C40 SCC without any significant sacrifice on workability and mechanical properties.

Keywords

self-compacting concrete recycled coarse aggregate replacement content slump flow mechanical properties

Introduction

Self-compacting concrete (SCC) has been developed in Japan in 1988.¹ SCC is a new category of high-performance concrete. It can spread into mould under its own weight and without any vibration, and it can realize self-compacting without any segregation. Compared with the traditional vibrated concrete, SCC possesses many advantages for the reason that the SCC needs no vibration, lower energy costs and reduced noise.^2
–4

Recycled coarse aggregates (RCAs) are made from the demolished structures of concrete. Replacing natural coarse aggregates (NCAs) with RCA in concrete design can reduce the excessive use of NCA, which is a non-renewable resource, and can remove the large quantities of concrete waste generated by demolition. Besides the aspects on sociological and economic, sustainable development contains energy saving, environment protection and non-renewable natural resources conservation, notably in the context of RCA. There are many different physical properties between RCA and NCA: for example, remnant cement mortar from original concrete attached to the surface of the RCA, leading to less density and higher water absorption in RCA compared with NCA.^3,5

There is a question that whether the fresh and hardened properties of SCC can be compromised if RCA was used as a part of aggregate? SCC produced with RCA has not been extensively studied until now. But many researchers show a great interest toward this topic. Kou and Poon investigated the fresh and hardened properties of SCC using 100% RCA as aggregate. The initial slump flows of the SCC including RCA were at least 760 mm and the blocking ratios varied from 0.85 to 0.94. At the curing age of 28 days, the compressive strength of the SCC with water to binder ratio of 0.44 and 0.53 is 53.2 MPa and 38.7 MPa, respectively.⁶ Grdic et al. researched the properties of SCC with the RCA replacement contents of 50% and 100%. They concluded that the replacement content of 50% and 100% of the RCA decreased the compressive strength of the SCC for 3.88% and 8.55%, respectively.⁶ Safiuddin et al. reported that RCA could be used in SCC with replacement content of NCA for about 50% by weight without sacrificing the properties in fresh state such as filling ability, passing ability and segregation resistance of concrete.⁷ Güneyisi et al. studied the replacement content of 100% of NCA with the surface-treated RCA in SCC. The improvements of compressive strength were approximately in the range of 2%–13% for SCC with treated RCA.⁸ Kebaïli et al. investigated the effect of RCA replacement content on self-compacting ability. Three replacement contents of 40%, 60% and 100% were conducted. They found that the static yield torque T _SC increased by increasing the replacement content of NCA with RCA. T _SC was significantly increased with RCA contents of 60% and 100%.³ González-Taboada et al. studied the fresh state behaviour of SCC with NCA replaced by RCA using replacement contents of 20%, 50% and 100% by volume. They concluded that increasing the RCA content results in an increase in both static yield stress and plastic viscosity.⁹ Singh and Singh investigated the carbonation and electrical resistance of SCC. NCA was replaced by RCA with contents of 0%, 25%, 50%, 75% and 100%. They obtained that the carbonation resistance of SCC decreased with the increase of RCA content. Electrical resistivity of SCC made with 100% RCA decreased nearly by 48%.¹⁰ Gesoglu et al. studied the effect of NCA replaced by RCA on compressive strength, splitting tensile strength and modulus of elasticity. They found that as the NCA was replaced by RCA with content of 100%, SCC showed a reduction of compressive strength, splitting tensile strength and modulus of elasticity up to 11.9%, 17.6% and 4.1%, respectively.¹¹

There are no data on the properties of C40 SCC at fresh and hardened states using RCA as coarse aggregate. This paper aims to investigate the effect of the replacement content of RCA on the fresh and hardened properties of C40 SCC and to explore the feasibility of RCA using in SCC. Two replacement contents of 50 wt.% and 100 wt.% were adopted. RCA was immersed in water for 24 h before mixing in order to overcome the shortcoming of higher water absorption. The properties as slump, T ₅₀₀, slump flow and flow time of fresh C40 SCC as well as compressive strength and modulus of elasticity of hardened C40 SCC were measured. The modulus of elasticity of C40 SCC was calculated by theoretical formula, and the calculated values were compared with the experimental values. Mechanisms that effect on the properties of C40 SCC at fresh and hardened states were also explored.

Experimental studies

Materials

The ASTM Type I ordinary Portland cement 42.5 was produced by Dalian Xiaoyetian Cement Co. Ltd (Dalian, China) with a density of 3.1 g·cm⁻³. Typical physical properties and chemical compositions of cement are tabulated in Tables 1 and 2, respectively. Fly ash was bought from Dalian Huayuan Fly Ash Co., Ltd (Dalian, China). Typical physical properties and chemical compositions of fly ash are tabulated in Tables 3 and 4, respectively. River sand with particle size of 0–5 mm is used as fine aggregate. Its apparent density, stacking density, porosity and fineness modulus are 2.7 g·cm⁻³, 1.6 g·cm⁻³, 41.8% and 2.46, respectively. Superplasticizer with a density of 1.1 g·cm⁻³ was obtained from Mu Hu admixture Co., Ltd (Beijing, China). Crushed limestone with continuous grading and maximum size of 20 mm is used as NCA. Its apparent density and stacking density are 2.7 and 1.5 g·cm⁻³, respectively. RCA got from the demolition of structural concrete. Large pieces of concrete were crushed in a jaw crusher. Firstly, we got the demolished concrete members from our laboratory. And then, the demolished concrete members were crushed in a jaw crusher. Coarse aggregates with different sizes were obtained. After that, the coarse aggregates with different sizes were mixed evenly to realize continuous grading. At last, the aggregates were cleaned. RCA also possess continuous grading and maximum size of 20 mm; its apparent density and stacking density are 2.6 and 1.4 g·cm⁻³, respectively.

Table 1.

Physical properties of cement.

Loss of ignition (%)	Specific surface area (m²·kg⁻¹)	Setting time (min)		Compressive strength (MPa)		Flexural strength (MPa)
Loss of ignition (%)	Specific surface area (m²·kg⁻¹)	Initial	Final	3 days	28 days	3 days	28 days
3.08	331	198	254	27.8	50.8	6.0	9.2

Table 2.

Chemical composition of cement.

Composition	SiO₂	Al₂O₃	Fe₂O₃	CaO	MgO	Na₂O	SO₃
wt%	21.45	5.24	2.89	61.13	2.08	0.77	2.05

SiO₂: silicon dioxide; Al₂O₃: aluminium oxide; Fe₂O₃: iron(III) oxide; CaO: calcium oxide; MgO: magnesium oxide; Na₂O: sodium oxide; SO₃: sulphur trioxide.

Table 3.

Physical properties of fly ash.

Loss of ignition (%)	Density (g·cm⁻³)	Fineness (%)	Activity index of 28 days (%)
3.0	2.4	5.6	83.18

Table 4.

Chemical composition of fly ash.

Composition	SiO₂	Al₂O₃	Fe₂O₃	CaO	K₂O	TiO₂	MgO	Na₂O	SO₃
wt%	55.2	26.3	8.33	3.50	2.43	1.56	1.11	1.00	0.57

SiO₂: silicon dioxide; Al₂O₃: aluminium oxide; Fe₂O₃: iron(III) oxide; CaO: calcium oxide; K₂O: potassium oxide; TiO₂: titanium dioxide; MgO: magnesium oxide; Na₂O: sodium oxide; SO₃: sulphur trioxide.

In order to overcome higher water absorption, RCA was submerged in water for 24 h, and then dried in air conditions for 1 h before preparation of SCC.

Mix proportions

Mix proportions of C40 SCC were calculated according to improved full calculation method and guide to design and construction of SCC^12,13; 30 vol% of cement was replaced by fly ash in the mixtures. A control mix (N) and two mixes incorporating RCA with replacement contents of 50 wt% and 100 wt% denoted R1 and R2, respectively, were produced. Details of the mix proportions are presented in Table 5. During the process of preparing for the mixtures, the cement, coarse aggregate and fly ash were mixed first, and then, the sand was added. After that, the superplasticizer was put into water. And then, the superplasticizer and water were added to the mixture together. Another 3 min mixing were lasted after the adding of the superplasticizer and water. Finally, the mixing process was completed by additional 2 min of mixing the mixtures.

Table 5.

Mix proportions of the C40 SCC.

Numbering	Water	Cement	Sand	Coarse aggregate (kg·m⁻³)		Fly ash	Superplasticizer
Numbering	kg·m⁻³	kg·m⁻³	kg·m⁻³	NCA	RCA	kg·m⁻³	wt%	kg·m⁻³
N	198.96	401.47	836.46	768.5		122.11	0.4	2.09
R1	198.96	401.47	836.46	384.25	384.25	122.11	0.4	2.09
R2	198.96	401.47	836.46		768.5	122.11	0.4	2.09

SCC: self-compacting concrete; NCA: natural coarse aggregate; RCA: recycled coarse aggregate.

Testing on fresh concrete

Properties (slump, T ₅₀₀, slump flow and flow time) of the C40 SCC at fresh state were determined according to guide to design and construction of SCC.¹² T ₅₀₀ is the time for SCC to spread into a round configuration with 500 mm nominal diameter. It is a method to measure the flow speed. It is also an indication on the relative viscosity and resistance to segregation of the SCC. The slump flow shows the flowability of concrete under the conditions of unconfined. Information on the segregation resistance and uniformity of each spread could be observed during the testing process. The values of slump flow were calculated by the average values of two perpendicular diameters. The photograph of testing on slump flow of the C40 SCC with 100% RCA is shown in Figure 1. The flow time indicates the time needs for SCC from starting flow to stop. The slump and flow time also describe the flowability of SCC at fresh state. In order to reduce the variability of workability loss, the fresh state properties of mixtures were determined 30 min after mixing. The remaining of fresh concrete was used to prepare specimens to determine the mechanical properties. Three cubic specimens of 150 × 150 × 150 mm³ and six prism specimens of 150 × 150 × 300 mm³ of each group were prepared. The specimens were demoulded 24 h after casting and then curing in a room for 28 days under the condition with a temperature of 20 ± 1°C and relative humidity > 95%.

Figure 1.

Photograph of slump flow testing on C40 SCC with 100% RCA. SCC: self-compacting concrete; RCA: recycled coarse aggregate.

Testing on hardened concrete

The compressive strength was measured by the cubic and prism specimens in accordance with standard for testing method of mechanical properties on ordinary concrete.¹⁴ The compressive strength was calculated by averaging the values of three specimens in one group. Modulus of elasticity was determined by the prism specimens in accordance with standard for testing method of mechanical properties on ordinary concrete.¹⁴ The experimental setup of compressive strength and modulus of elasticity is shown in Figure 2.

Figure 2.

Photograph of mechanical property test setup.

Results and discussion

Properties of C40 SCC at fresh state

Properties of C40 SCC at fresh state are tabulated in Table 6. It can be seen from Table 6 that the slump values of three groups are beyond 250 mm. All the slump values are beyond the flowability lower limit of SCC.^12,15 R1 showed the highest slump value of 275 mm. All the T ₅₀₀ values of the mixtures are within 5 s, which are in accordance with the SCC specifications.¹² The slump flow increases with the increasing replacement content of the RCA, and R2 reached the biggest slump flow value of 630 mm. In practice, 550 mm is the minimum slump flow for SCC to ensure adequate self-compacting capacity.^3,11 R1 and R2 showed the longest and the shortest flow time of 23s and 19 s, respectively. The reason of the slump flow increases with increasing replacement content of the RCA can be ascribed to the RCA was submerged in water before mixing. After 24 h of submerging in water, certain amount of water was contained in the RCA and the RCA was at saturated surface-dried conditions. NCA could not hold this amount of water initially, thus the slump flow increases with the increasing replacement content of the RCA.^15,16

Table 6.

Properties of the C40 SCC at fresh state.

Numbering	Slump (mm)	T ₅₀₀ (s)	Slump flow (mm)	Flow time (s)
N	263	5	611	21
R1	275	4	620	23
R2	265	5	630	19

SCC: self-compacting concrete.

Properties of C40 SCC at hardened state

Compressive strength and modulus of elasticity were tested after 28 days curing, and the results are presented in Table 7. In Table 7, both the compressive strength of cubic and prism of group N with the highest values of 57.8 MPa and 48 MPa, respectively, are observed. The compressive strength decreases with the increasing replacement content of the RCA. It shows that the cubic compressive strength decreases from 14.2% to 19.9% when the RCA replacement content increase from 50% to 100%. The prism compressive strength decreases from 23.3% to 25.4%, and the experimental value of modulus of elasticity decreases from 12.8% to 20.9%. Typical failure modes of C40 SCC are shown in Figure 3.

Table 7.

Compressive strength and modulus of elasticity of the C40 SCC.

Numbering	N	R1	R2
Compressive strength of cubic (MPa)	57.8	49.6	46.3
Compressive strength of prism (MPa)	48	36.8	35.8
Experimental value of modulus of elasticity (GPa)	23.4	20.4	18.5
Calculated value of modulus of elasticity (GPa)	32.6

SCC: self-compacting concrete.

Figure 3.

Typical failure modes of C40 SCC. (a) SCC with 100% RCA and (b) SCC with 0% RCA. SCC: self-compacting concrete; RCA: recycled coarse aggregate.

Many factors can weaken the mechanical properties of the C40 SCC. However, the old mortar on the surface of the RCA is the main reason. RCA is obtained by crushing the demolished concrete structure into smaller granulations. For the reason that the old cement mortar attached to the surface of the RCA, the properties of the RCA may have many differences compared with the original part. Porous and numerous microcracks were contained in old cement mortar. Thus, the physical properties would be affected by the old cement mortar attached on the RCA surface. At the same time, compared with the NCA, the density of the RCA is lower, the water absorption of RCA is higher, and the mechanical strength of the RCA is lower. Therefore, when the RCA is used in concrete, these characteristics of the RCA may weaken the interfacial bond between RCA and new cement mortar. Thus, this may lead to the decrease of mechanical properties of concrete made with RCA.^{8,17

–26}

The interfacial transition zone (ITZ) between RCA and new cement mortar is the connection between these two main components of new concrete. The ITZ is important for the reason that it almost governs the mechanical properties of concrete. There are two ITZs existing in SCC produced with RCA. The first ITZ is the new ITZ which is between new cement mortar and the RCA. The other ITZ is the old ITZ which is between old adherent cement mortar and the RCA. Many microcracks and voids are contained in ITZ from the old cement mortar. The strength of the SCC with RCA will be influenced by the microstructure.^{8,20,27
–29}

The experimental and calculated values of modulus of elasticity of three groups are presented in Table 7. The theoretical formula adopted for calculating modulus of elasticity is consistent with the code for design of concrete structures.³⁰ The experimental values of modulus of elasticity are lower than that of the calculated values, indicating that modulus of elasticity of SCC is lower than that of normal concrete. At the same time, experimental value of modulus of elasticity decreases with increase of the replacement content of the RCA. The proportions of experimental value of modulus of elasticity to the calculated value of modulus of elasticity in groups N, R1 and R2 are 0.72, 0.63 and 0.57, respectively.

The conclusion that the modulus of elasticity of SCC is lower than that of the normal concrete is confirmed by many researchers. Dehn et al. compared the modulus of elasticity of SCC and normal concrete by experimental study. They concluded that the modulus of elasticity of SCC is lower than that of the normal concrete.³¹ Jacobs and Hunkeler found that the modulus of elasticity of SCC is lower than that of the normal concrete at a given strength.³² The lower amount of coarse aggregate and the higher amount of cement paste of the SCC lead to these general conclusions. Moreover, RCA is characterized as porous and presents numerous microcracks, leading to the lower density and mechanical strength of the SCC.^18
–20,22 Therefore, the modulus of elasticity of SCC decreases with increasing replacement content of the RCA.

Conclusions

This paper presented an investigation on the effect of RCA on the properties of C40 SCC. The properties of C40 SCC incorporating NCA only and the C40 SCC with NCA replaced by RCA with two contents of 50 wt% and 100 wt% were studied. The RCA was immersed in water 24 h before mixing. The slump, T ₅₀₀ (the time needed for SCC to spread into a round configuration with a nominal diameter of 500 mm), the slump flow and the flow time of fresh C40 SCC as well as the compressive strength and modulus of elasticity of hardened C40 SCC were studied. The modulus of elasticity of C40 SCC was calculated by theoretical formula, and the calculated values were compared with the experimental values. Mechanisms that effect on the properties of C40 SCC at fresh and hardened states were also explored. The conclusions can be drawn as follows.

The slump values of the C40 SCC with the RCA replacement contents from 0% to 100% are beyond 250 mm. The C40 SCC with RCA replacement content of 50% showed the highest slump value of 275 mm. All the T ₅₀₀ values of the C40 SCC with RCA replacement contents from 0% to 100% are within 5 s.

The slump flow of the C40 SCC slightly increases with the increase of replacement content of the RCA. In contrast, the compressive strength and modulus of elasticity of the C40 SCC slightly decrease with the increase of replacement content of the RCA. The experimental values of modulus of elasticity are lower than that of the calculated values.

Submersion in water before mixing of RCA leads to the slump flow of the C40 SCC increase with the increasing replacement content of the RCA. For the reason that the old cement mortar attached on the surface of the RCA, the mechanical properties of the C40 SCC were weakened. The lower amount of coarse aggregate and higher amount of cement paste of the SCC resulted in the lower values of modulus of elasticity.

The workability and compressive strength of C40 SCC incorporating RCA satisfy the characteristics of C40 concrete. This study indicates that RCA can be effectively used in the production of C40 SCC without any significant sacrifice on workability and mechanical properties.

Finding a proper way to design and prepare SCC with good properties using RCA is still on the way. Accordingly, the RCA needs to be treated effectively to improve the properties of SCC, which is the work will be carried out in the future.

Footnotes

Acknowledgement

The authors are grateful for the funding support from the Hunan University of Arts and Science and Education Department of Hunan province. The authors also would like to thank Professor Baoguo Han for his help in writing the manuscript and the Liaoning University of Technology for their assistance in experiments.

Declaration of conflicting interests

The author(s) declared no potential conflicts of interest with respect to the research, authorship, and/or publication of this article.

Funding

The author(s) disclosed receipt of the following financial support for the research, authorship, and/or publication of this article: This work was supported by the PhD research start-up foundation of the Hunan University of Arts and Science (grant no. 18BSQD28), general scientific research project of Education Department of Hunan province (grant no. 18C0755), research-based learning and innovative experimental program for the university students of Hunan province (grant no. Xiang teaching [2018] 255) and general teaching reform project of Hunan University of Arts and Science (grant no. JGYB1953).

ORCID iD

Yunyang Wang

References

Ozawa

. High-performance concrete based on the durability design of concrete structures. In: Proceedings of the Second East-Asia and Pacific conference on structural engineering and construction (EASEC-2), Chiang-mai, 1989.

Wongkeo

Thongsanitgarn

Ngamjarurojana

, et al. Compressive strength and chloride resistance of self-compacting concrete containing high level fly ash and silica fume. Materials Design 2014; 64: 261–269.

Kebaïli

Mouret

Arabi

, et al. Adverse effect of the mass substitution of natural aggregates by air-dried recycled concrete aggregates on the self-compacting ability of concrete: evidence and analysis through an example. J Clean Prod 2015; 87: 752–761.

Sonebi

Medium strength self-compacting concrete containing fly ash: modelling using factorial experimental plans. Cement Concrete Res 2004; 34(7): 1199–1208.

Mclellan

Corder

Giurco

, et al. Incorporating sustainable development in the design of mineral processing operations–review and analysis of current approaches. J Clean Prod 2009; 17(16): 1414–1425.

Grdic

Toplicic-Curcic

Despotovic

, et al. Properties of self-compacting concrete prepared with coarse recycled concrete aggregate. Constr Build Mater 2010; 24(7): 1129–1133.

Safiuddin

Salam

Jumaat

. Effects of recycled concrete aggregate on the fresh properties of self-consolidating concrete. Arch Civ Mech Eng 2011; 11(4): 1023–1041.

Güneyisi

Gesoğlu

Algın

, et al. Effect of surface treatment methods on the properties of self-compacting concrete with recycled aggregates. Constr Build Mater 2014; 64: 172–183.

González-Taboada

González-Fonteboa

Martínez-Abella

, et al. Analysis of rheological behaviour of self-compacting concrete made with recycled aggregates. Constr Build Mater 2017; 157: 18–25.

10.

Singh

. Carbonation and electrical resistance of self compacting concrete made with recycled concrete aggregates and metakaolin. Constr Build Mater 2016; 121: 400–409.

11.

Gesoglu

Güneyisi

Öz

H Ö

, et al. Failure characteristics of self-compacting concretes made with recycled aggregates. Constr Build Mater 2015; 98: 334–344.

12.

CCES 02-2004. Guide to design and construction of self-compacting concrete. Beijing: China Architecture & Building Press, 2005.

13.

Pan

Xie

. Comments on mix calculation method of self compacting high performance concrete. Concrete 2004; (1): 54–67.

14.

GB 50081-2002. Standard for test method of mechanical properties on ordinary concrete. Beijing: China Architecture & Building Press, 2002.

15.

Manzi

Claudio

Bignozzi

. Self-compacting concrete with recycled concrete aggregate: study of the long-term properties. Constr Build Mater 2017; 157: 582–590.

16.

Kou

Poon

. Properties of self-compacting concrete prepared with coarse and fine recycled concrete aggregates. Cem Concr Compos 2009; 31(9): 622–627.

17.

Etxeberria

Vázquez

Marí

, et al. Influence of amount of recycled coarse aggregates and production process on properties of recycled aggregate concrete. Cem Concr Res 2007; 37(5): 735–742.

18.

Padmini

Ramamurthy

Mathews

. Influence of parent concrete on the properties of recycled aggregate concrete. Constr Build Mater 2009; 23(2): 829–836.

19.

Kou

Poon

. Properties of concrete prepared with PVA-impregnated recycled concrete aggregates. Cem Concr Compos 2010; 32(8): 649–654.

20.

Tam

VWY

Gao

Tam

. Microstructural analysis of recycled aggregate concrete produced from two-stage mixing approach. Cem Concr Res 2005; 35(6): 1195–1203.

21.

Tam

VWY

. Aggregate testing using 2nd-, 7th-and 10th-order interpolation polynomials. Resour Conserv Recycl 2007; 52(1): 39–57.

22.

López-Gayarre

Serna

Domingo-Cabo

, et al. Influence of recycled aggregate quality and proportioning criteria on recycled concrete properties. Waste Manag 2009; 29(12): 3022–3028.

23.

Rao

Bhattacharyya

Barai

. Influence of field recycled coarse aggregate on properties of concrete. Mater Struct 2011; 44(1): 205–220.

24.

Katz

. Properties of concrete made with recycled aggregate from partially hydrated old concrete. Cem Concr Res 2003; 33(5): 703–711.

25.

Tam

VWY

Tam

. Assessment of durability of recycled aggregate concrete produced by two-stage mixing approach. J Mater Sci 2007; 42(10): 3592–3602.

26.

Tabsh

Abdelfatah

. Influence of recycled concrete aggregates on strength properties of concrete. Constr Build Mater 2009; 23(2): 1163–1167.

27.

Bairagi

Ravande

Pareek

. Behaviour of concrete with different proportions of natural and recycled aggregates. Resour Conserv Recycl 1993; 9(1): 109–126.

28.

Tangchirapat

Buranasing

Jaturapitakkul

. Use of high fineness of fly ash to improve properties of recycled aggregate concrete. J Mater Civil Eng 2009; 22(6): 565–571.

29.

Yang

Bao

. Concrete with recycled concrete aggregate and crushed clay bricks. Constr Build Mater 2011; 25(4): 1935–1945.

30.

GB 50010-2010. Code for design of concrete structures. Beijing, China: China Architecture & Building Press, 2010.

31.

Dehn

Holschemacher

Weiße

, et al. Self-compacting concrete (SCC) time development of the material properties and the bond behaviour. Selbstverdichtendem Bet 2000; 5: 115–124.

32.

Jacobs

Hunkeler

. Design of self-compacting concrete for durable concrete structures. In: Proceedings of the first international RILEM symposium (eds Skarendahl

Petersson

), September 1999, pp. 397–407. Stockholm, Sweden: Rilem Publications s.a.r.l.