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Frontiers of Structural and Civil Engineering

ISSN 2095-2430

ISSN 2095-2449(Online)

CN 10-1023/X

邮发代号 80-968

2019 Impact Factor: 1.68

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Frontiers of Structural and Civil Engineering  2019, Vol. 13 Issue (5): 1271-1287   https://doi.org/10.1007/s11709-019-0556-0
  本期目录
Experimental study on flexural behavior of ECC/RC composite beams with U-shaped ECC permanent formwork
Zhi QIAO1, Zuanfeng PAN1,2(), Weichen XUE2, Shaoping MENG3
1. Key Laboratory of Concrete & Prestressed Concrete Structures of the Ministry of Education, Southeast University, Nanjing 210096, China
2. College of Civil Engineering, Tongji University, Shanghai 200092, China
3. School of Civil Engineering, Southeast University, Nanjing 210096, China
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Abstract：

To enhance the durability of a reinforced concrete structure, engineered cementitious composite (ECC), which exhibits high tensile ductility and good crack control ability, is considered a promising alternative to conventional concrete. However, broad application of ECC is hindered by its high cost. This paper presents a new means to address this issue by introducing a composite beam with a U-shaped ECC permanent formwork and infill concrete. The flexural performance of the ECC/RC composite beam has been investigated experimentally with eight specimens. According to the test results, the failure of a composite beam with a U-shaped ECC formwork is initiated by the crushing of compressive concrete rather than debonding, even if the surface between the ECC and the concrete is smooth as-finished. Under the same reinforcement configurations, ECC/RC composite beams exhibit increases in flexural performance in terms of ductility, load-carrying capacity, and damage tolerance compared with the counterpart ordinary RC beam. Furthermore, a theoretical model based on the strip method is proposed to predict the moment-curvature responses of ECC/RC composite beams, and a simplified method based on the equivalent rectangular stress distribution approach has also evolved. The theoretical results are found to be in good agreement with the test data.
Key words： engineered cementitious composite (ECC)    durability    ECC/RC composite beam    permanent formwork    flexural performance    theoretical method
收稿日期: 2018-10-05      出版日期: 2019-09-11
Corresponding Author(s): Zuanfeng PAN   
 引用本文:   
. [J]. Frontiers of Structural and Civil Engineering, 2019, 13(5): 1271-1287.
Zhi QIAO, Zuanfeng PAN, Weichen XUE, Shaoping MENG. Experimental study on flexural behavior of ECC/RC composite beams with U-shaped ECC permanent formwork. Front. Struct. Civ. Eng., 2019, 13(5): 1271-1287.
 链接本文:  
https://academic.hep.com.cn/fsce/CN/10.1007/s11709-019-0556-0
https://academic.hep.com.cn/fsce/CN/Y2019/V13/I5/1271
type diameter (μm) length (mm) elongation (%) density (g/cm3) elastic modulus (MPa) nominal strength (MPa)
unoiled 26 12 7 1.3 36.3 1560
oiled 39 12 7 1.3 42.8 1620
Tab.1  
Fig.1  
Fig.2  
material cement fly ash fumed silica slag sand coarse aggregates water fibre water reducer
unoiled oiled
concrete 1 0.1 − 0.3 2.8 4.2 0.6 − − 0.0075
ECC 0.92 3.2 0.08 − 1.5 − 1.2 0.6% 1.0% 0.0028
Tab.2  
Fig.3  
Fig.4  
specimen shear span-depth ratio longitudinal reinforcement ratio (%) shear reinforcement (mm) matrix type surface treatment
N-1 2.67 1.5 stirrups φ6@80 ECC/concrete none
N-2 2.67 1.5 stirrups φ6@80 ECC/concrete none
S-1 2.67 1.5 stirrups φ6@80 ECC/concrete sand particles
S-2 2.67 1.5 stirrups φ6@80 ECC/concrete sand particles
T-1 2.67 1.5 stirrups φ6@80 ECC/concrete transverse grooves
T-2 2.67 1.5 stirrups φ6@80 ECC/concrete transverse grooves
RC-1 2.67 1.5 stirrups φ6@80 ECC/concrete −
RC-2 2.67 1.5 stirrups φ6@80 concrete −
Tab.3  
Fig.5  
Fig.6  
Fig.7  
Fig.8  
specimen Vcr
(kN)		 μcr
(mm)		 Vyeild
(kN)		 μyeild
(mm)		 Vpeak
(kN)		 Vsim
(kN)		 μpeak
(mm)		 μult
(mm)		 μΔ
(mm)
N-1 9.5 0.58 65.5 9.1 83.6 78.9 16.8 26.5 2.91
N-2 10.4 0.43 70.1 7.2 84.6 11.5 19.7 2.74
S-1 9.8 0.28 72.8 9.7 85.3 16.2 28.1 2.89
S-2 9.3 0.46 68.8 7.5 87.1 12.1 25.7 3.43
T-1 11.1 0.56 70.8 8.4 87.2 15.5 28.2 3.36
T-2 8.4 0.51 73.1 7.1 82.9 14.0 30.6 4.31
strip method 10.2 0.34 74.5 6.5 82.5 − 22.4 22.4 3.45
RC-1 11.2 0.31 62.4 6.7 75.7 − 15.6 18.7 2.79
RC-2 9.9 0.39 58.4 7.1 73.8 − 15.2 20.8 2.93
Tab.4  
Fig.9  
Fig.10  
Fig.11  
Fig.12  
Fig.13  
Fig.14  
Fig.15  
Fig.16  
Fig.17  
εc εe0
0.0045 0.005 0.0055 0.006 0.0065
αe βe αe βe αe βe αe βe αe βe
0.001 0.21 0.67 0.19 0.67 0.18 0.67 0.16 0.67 0.15 0.67
0.003 0.58 0.69 0.53 0.69 0.49 0.68 0.45 0.68 0.42 0.68
εe0 0.8 0.7 0.8 0.7 0.8 0.7 0.8 0.7 0.8 0.7
εecu 0.88 0.72 0.88 0.72 0.88 0.72 0.88 0.72 0.88 0.72
Tab.5  
Fig.18  
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