Enhancing compressive strength and durability of self-compacting concrete modified with controlled-burnt sugarcane bagasse ash-blended cements

doi:10.1007/s11709-021-0796-7

Front. Struct. Civ. Eng.

2022, Vol. 16

Issue (2) : 161-174 https://doi.org/10.1007/s11709-021-0796-7

RESEARCH ARTICLE

Enhancing compressive strength and durability of self-compacting concrete modified with controlled-burnt sugarcane bagasse ash-blended cements

Duc-Hien LE¹, Yeong-Nain SHEEN²(

), Khanh-Hung NGUYEN³

¹. Sustainable Developments in Civil Engineering Research Group, Faculty of Civil Engineering, Ton Duc Thang University, Ho Chi Minh City 700000, Vietnam
². Department of Civil Engineering, Kaohsiung University of Science and Technology, Kaohsiung 80778, China
³. Department of Civil Engineering, Lac Hong University, Bien Hoa 810000, Vietnam

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Abstract

In sugar industries, the growing amount of sugarcane bagasse ash (SBA), a byproduct released after burning bagasse for producing electricity, is currently causing environmental pollution. The residual ash displays a pozzolanic potential; and hence, it has potential as a cement addictive. This study focuses on enhancing suitability of SBA through incorporating ground blast furnace slag (BFS) in manufacturing self-compacting concretes (SCCs). For this purpose, SBA was processed by burning at 700 °C for 1 h, before being ground to the cement fineness of 4010 cm²/g. SCC mixtures were prepared by changing the proportions of SBA and BFS (i.e., 10%, 20%, and 30%) in blended systems; and their performance was investigated. Test results showed that the presence of amorphous silica was detected for the processed SBA, revealing that the strength activity index was above 80%. The compressive strength of SCC containing SBA (without BFS) could reach 98%−127% of that of the control; combination of SBA and 30% BFS gets a similar strength to the control after 28 d. Regarding durability, the 10%SBA + 30%BFS mix exhibited the lowest risk of corrosion. Moreover, the joint use of SBA and BFS enhanced significantly the SCC’s sulfate resistance. Finally, a hyperbolic formula for interpolating the compressive strength of the SBA-based SCC was proposed and validated with error range estimated within ±10%.

Keywords sugarcane bagasse ash self-compacting concrete compressive strength sulfate resistance water absorption strength formula

Corresponding Author(s): Yeong-Nain SHEEN

About author:

Mingsheng Sun and Mingxiao Yang contributed equally to this work.

Just Accepted Date: 19 January 2022 Online First Date: 28 March 2022 Issue Date: 20 April 2022

Cite this article:

Duc-Hien LE,Yeong-Nain SHEEN,Khanh-Hung NGUYEN. Enhancing compressive strength and durability of self-compacting concrete modified with controlled-burnt sugarcane bagasse ash-blended cements[J]. Front. Struct. Civ. Eng., 2022, 16(2): 161-174.

URL:

https://academic.hep.com.cn/fsce/EN/10.1007/s11709-021-0796-7
https://academic.hep.com.cn/fsce/EN/Y2022/V16/I2/161

Tab.1 Oxides composition for OPC, BFS, FA, and P-SBA used in this study

Tab.2 Physical properties of OPC, BFS, FA, and P-SBA used in this study

Tab.3 Mix proportion for 1 m³of SCC

Tab.4 Testing items for hardened SCCs

Fig.1 Photos of SBA samples. (a) Raw SBA; (b) P-SBA; (c) SEM image of P-SBA sample; (d) XRD pattern for P-SBA used in this study. (+1): Prismatic particles with cell structure; (+2): Spherical molten amorphous silica.

Tab.5 Fresh properties of blended SCCs in this investigation

Fig.2 The results of compressive strength test for all SCC mixtures.

Tab.6 Results of ER of different SCCs

Tab.7 Results of WA of SCCs and weight loss of different SCCs

Fig.3 Correlations between WA and ER.

Fig.4 Variations of

a

-coefficient versus (a) SBA and (b) BFS replacement ratios.

Fig.5 Variations of

b

-coefficient versus (a) SBA and (b) BFS replacement ratios.

Tab.8 Coefficients

a a n d b

taken from regression analysis (the trending lines)

Fig.6 Comparision of actual and calculated compressive strength.

Fig.7 Comparison of actual and calculated compressive strength evolution.

SBA ratio	compressive strength at different periods (MPa)
	7 d		14 d		28 d		90 d		180 d
	$f c, a c t .$ ( $f c, c a l .$ )	error (%)	$f c, a c t .$ ( $f c, c a l .$ )	error (%)	$f c, a c t .$ ( $f c, c a l .$ )	error (%)	$f c, a c t .$ ( $f c, c a l .$ )	error (%)	$f c, a c t .$ ( $f c, c a l .$ )	error (%)
0.00	27.22 (24.51)	–9.96	32.3 (31.10)	–3.72	36.05 (35.9)	–0.33	38.3 (40.2)	5.06	–	–
0.05	31.11 (29.07)	–6.56	34.6 (36.42)	5.26	41.3 (41.6)	0.94	44 (46.30)	5.23	–	–
0.10	34.12 (30.72)	–9.96	40.9 (37.97)	–7.18	42.1 (43.0)	2.23	44.1 (47.4)	7.50	–	–
0.15	34.09 (31.22)	–8.43	39.9 (38.02)	–4.70	41.2 (42.6)	3.56	43.0 (46.6)	8.39	–	–
0.20	33.90 (31.34)	–7.55	37.6 (37.59)	–0.01	39.8 (41.7)	4.93	40.7 (45.2)	11.09	–	–
0.25	32.57 (27.55)	–15.42	33.1 (32.51)	–1.78	33.6 (35.7)	6.33	36.7 (38.3)	4.47	–	–
0.30	29.56 (26.34)	–10.90	30.4 (30.54)	0.47	30.8 (33.1)	7.77	31.6 (35.3)	11.72	–	–

Tab.9 Comparison of actual and calculated strength (MPa). Reference from Ganesan et al. [42], water-binder ratio = 0.53 (MAPE = 7.88%)

SBA ratio	compressive strength at different periods (MPa)
	7 d		14 d		28 d		90 d		180 d
	$f c, a c t .$ ( $f c, c a l .$ )	error (%)	$f c, a c t .$ ( $f c, c a l .$ )	error (%)	$f c, a c t .$ ( $f c, c a l .$ )	error (%)	$f c, a c t .$ ( $f c, c a l .$ )	error (%)	$f c, a c t .$ ( $f c, c a l .$ )	error (%)
0.00	33.1 (27.94)	–15.58	–	–	41.1 (40.9)	–0.33	49.9 (45.8)	–8.06	51.1 (47.15)	–7.73
0.10	36.6 (33.93)	–7.29	–	–	46.5 (47.5)	2.23	54.4 (52.3)	–3.75	55.4 (53.59)	–3.27
0.20	35.2 (36.22)	2.91	–	–	46.0 (48.2)	4.93	56.6 (52.2)	–7.67	57.4 (53.25)	–7.23
0.30	33.5 (35.23)	5.17	–	–	41.2 (44.4)	7.77	51.1 (47.2)	–7.59	52.5 (47.91)	–8.74
0.40	32.7 (36.86)	12.72	–	–	39.4 (43.6)	10.77	47.7 (45.5)	–4.47	48.6 (46.03)	–5.29
0.50	28.8 (38.83)	34.82	–	–	37.6 (42.8)	13.94	45.3 (43.8)	–3.13	45.8 (44.13)	–3.65

Tab.10 Comparison of actual and calculated strength (MPa). Reference from Rerkpiboon et al. [12], water-binder ratio = 0.45 (MAPE = 6.12%)

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