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Frontiers of Structural and Civil Engineering

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Front. Struct. Civ. Eng.    2022, Vol. 16 Issue (5) : 589-599    https://doi.org/10.1007/s11709-022-0789-1
RESEARCH ARTICLE
Influence of accelerated curing on the compressive strength of polymer-modified concrete
Izhar AHMAD1,2(), Kashif Ali KHAN3, Tahir AHMAD1, Muhammad ALAM4, Muhammad Tariq BASHIR3
1. College of Civil and Transportation Engineering, Hohai University, Nanjing 210098, China
2. Department of Civil Engineering, Muslim Youth University, Islamabad 44000, Pakistan
3. Department of Civil Engineering, CECOS University of IT & Emerging Sciences, Peshawar 25000, Pakistan
4. Department of Civil Engineering, University of Engineering & Technology, Mardan 23200, Pakistan
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Abstract

In recent building practice, rapid construction is one of the principal requisites. Furthermore, in designing concrete structures, compressive strength is the most significant of all parameters. While 3-d and 7-d compressive strength reflects the strengths at early phases, the ultimate strength is paramount. An effort has been made in this study to develop mathematical models for predicting compressive strength of concrete incorporating ethylene vinyl acetate (EVA) at the later phases. Kolmogorov-Smirnov (KS) goodness-of-fit test was used to examine distribution of the data. The compressive strength of EVA-modified concrete was studied by incorporating various concentrations of EVA as an admixture and by testing at ages of 28, 56, 90, 120, 210, and 365 d. An accelerated compressive strength at 3.5 hours was considered as a reference strength on the basis of which all the specified strengths were predicted by means of linear regression fit. Based on the results of KS goodness-of-fit test, it was concluded that KS test statistics value (D) in each case was lower than the critical value 0.521 for a significance level of 0.05, which demonstrated that the data was normally distributed. Based on the results of compressive strength test, it was concluded that the strength of EVA-modified specimens increased at all ages and the optimum dosage of EVA was achieved at 16% concentration. Furthermore, it was concluded that predicted compressive strength values lies within a 6% difference from the actual strength values for all the mixes, which indicates the practicability of the regression equations. This research work may help in understanding the role of EVA as a viable material in polymer-based cement composites.
Keywords compressive strength prediction      polymer-modified concrete      linear regression fit      early age strength      ethylene vinyl acetate     
Corresponding Author(s): Izhar AHMAD   
About author:

Tongcan Cui and Yizhe Hou contributed equally to this work.
Just Accepted Date: 06 May 2022   Online First Date: 01 August 2022    Issue Date: 30 August 2022
 Cite this article:   
Izhar AHMAD,Kashif Ali KHAN,Tahir AHMAD, et al. Influence of accelerated curing on the compressive strength of polymer-modified concrete[J]. Front. Struct. Civ. Eng., 2022, 16(5): 589-599.
 URL:  
https://academic.hep.com.cn/fsce/EN/10.1007/s11709-022-0789-1
https://academic.hep.com.cn/fsce/EN/Y2022/V16/I5/589
Fig.1  EVA. (a) Waste of shoe soles; (b) EVA powder.
polymer visual aspect pH (20 °C) avg grain size (µm) transitioning temp. (°C) viscosity (m·Pa·s) at 20 °C
EVA White in color 7.4 408 –7.8 2320
Tab.1  EVA physical properties
specimen no. temperature rise (°F) as each incursion
1 mm 2 mm 3 mm 4 mm
1 158.2 161.6 165.4 167.7
2 157.9 161.8 163.7 168.6
average 158.1 161.6 164.5 168.1
Tab.2  Temperature at which EVA soften (vicat test)
Fig.2  Mix design and preparation of specimens.
mix notation materials (kg/m3)
cement EVA F.A C.A water super plasticizer
E0(a) 480 0 786 984 197 9
E4(b) 480 19.2 786 984 197 9
E8(c) 480 38.4 786 984 197 9
E12(d) 480 57.6 786 984 197 9
E16(e) 480 76.8 786 984 197 9
E20(f) 480 96.0 786 984 197 9
Tab.3  Mix design results
Fig.3  Selected size of accelerated curing tank. (a) Plan; (b) elevation.
Fig.4  View of the tank with immersed screw heaters.
Fig.5  Accelerating tank power operation. (a) Digital meter; (b) power supply.
Fig.6  Curing of samples in an accelerating tank.
mix ID no. of samples tested compressive strength in N/mm2 (at 3.5 h) compressive strength in N/mm2 (at specified days)
µ(a) σ(b) CV(c) (%) 3 7 28 56 90 120 210 365
µ σ CV (%) µ σ CV (%) µ σ CV (%) µ σ CV (%) µ σ CV (%) µ σ CV (%) µ σ CV (%) µ σ CV (%)
E0 3 5.35 0.05 0.9 8.21 0.15 1.8 13.92 0.06 0.4 22.6 0.31 1.4 23.12 0.11 0.5 23.91 0.13 0.5 26.71 0.25 0.9 28.43 0.26 0.9 30.13 0.25 0.8
E4 3 7.22 0.05 0.7 8.9 0.09 1.0 14.61 0.11 0.7 24.7 0.26 1.2 24.97 0.11 0.4 25.84 0.18 0.7 28.32 0.32 1.1 29.78 0.15 0.5 31.51 0.31 1.0
E8 3 7.97 0.06 0.8 9.32 0.15 1.6 15.03 0.07 0.5 25.6 0.26 1.0 25.89 0.2 0.8 26.99 0.17 0.6 28.96 0.16 0.6 30.54 0.35 1.1 32.33 0.21 0.6
E12 3 8.68 0.09 1.0 9.8 0.08 0.8 15.61 0.16 1.1 26.3 0.15 0.6 26.48 0.15 0.6 27.9 0.10 0.3 29.69 0.20 0.7 31.01 0.22 0.7 33.02 0.10 0.3
E16 3 11.33 0.14 1.2 10.3 0.12 1.1 16 0.08 0.5 28.0 0.22 0.8 28.32 0.22 0.8 29.77 0.20 0.7 31.56 0.30 0.9 32.73 0.21 0.6 34.61 0.26 0.8
E20 3 10.91 0.07 0.7 9.81 0.07 0.7 15.91 0.13 0.8 27.1 0.23 0.9 27.43 0.27 1.0 29.12 0.26 0.9 30.64 0.40 1.3 31.99 0.21 0.7 34.33 0.31 0.9
Tab.4  Results of compressive strength
Fig.7  Compressive strength versus Curing (EVA modified concrete).
Fig.8  Compressive strength testing.
curing age coefficients R2
intercept slope
3 6.69 0.31 0.89
7 12.16 0.35 0.94
28 18.67 0.82 0.95
56 19.18 0.80 0.96
90 19.17 0.94 0.97
120 22.87 0.75 0.98
210 24.97 0.67 0.98
365 26.23 0.75 0.99
Tab.5  Regression coefficients of EVA modified mixes with slope and intercept values from models
mix id curing age (d) strength (N/mm2) age error (%)
facc(a) fact(b) fpr(c)
E0 3 5.35 8.2 8.46 1.86
E4 3 7.22 8.9 9.04 0.39
E8 3 7.97 9.3 9.27 1.44
E12 3 8.68 9.8 9.49 1.34
E16 3 11.33 10.3 10.31 0.89
E20 3 10.91 9.8 10.18 2.77
E0 7 5.35 13.9 14.13 0.92
E4 7 7.22 14.6 14.78 0.57
E8 7 7.97 15 15.05 0.36
E12 7 8.68 15.6 15.29 1.80
E16 7 11.33 16 16.22 0.76
E20 7 10.91 15.9 16.08 0.47
E0 28 5.35 22.70 23.15 1.96
E4 28 7.22 24.80 24.68 0.49
E8 28 7.97 25.70 25.30 1.61
E12 28 8.68 26.40 25.88 2.03
E16 28 11.33 28.21 27.85 0.22
E20 28 10.91 27.20 27.71 1.85
E0 56 5.35 23.22 23.55 1.43
E4 56 7.22 24.87 24.85 0.08
E8 56 7.97 25.99 25.65 1.35
E12 56 8.68 26.58 26.22 1.38
E16 56 11.33 28.42 28.34 0.28
E20 56 10.91 27.53 27.89 1.68
E0 90 5.35 23.81 24.29 1.17
E4 90 7.22 25.94 25.85 0.42
E8 90 7.97 26.89 26.75 1.28
E12 90 8.68 27.80 27.42 2.13
E16 90 11.33 29.87 29.91 0.15
E20 90 10.91 29.22 29.52 1.02
E0 120 5.35 26.81 26.98 0.62
E4 120 7.22 28.42 28.38 0.16
E8 120 7.97 28.86 28.94 0.43
E12 120 8.68 29.79 29.47 1.09
E16 120 11.33 31.66 31.46 0.65
E20 120 10.91 30.74 31.15 1.31
E0 210 5.35 28.53 28.65 0.42
E4 210 7.22 29.88 29.90 0.08
E8 210 7.97 30.64 30.40 0.79
E12 210 8.68 31.11 30.88 0.76
E16 210 11.33 32.83 32.65 0.55
E20 210 10.91 31.89 32.37 0.89
E0 365 5.35 30.23 30.34 0.36
E4 365 7.22 31.61 31.74 0.41
E8 365 7.97 32.43 32.30 0.41
E12 365 8.68 33.12 32.83 0.89
E16 365 11.33 34.71 34.82 0.33
E20 365 10.91 34.43 34.51 0.23
avg error 0.85
Tab.6  Results of accelerated, actual and predicted compressive strength at various curing periods
Fig.9  Linear regression analysis: (a) 3 d; (b) 7 d; (c) 28 d; (d) 56 d; (e) 90 d; (f) 120 d; (g) 210 d; (h) 365 d.
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