Influence of construction-induced damage on the degradation of freeze–thawed lightweight cellular concrete

doi:10.1007/s11709-021-0733-9

Front. Struct. Civ. Eng.

2021, Vol. 15

Issue (3) : 781-792 https://doi.org/10.1007/s11709-021-0733-9

RESEARCH ARTICLE

Influence of construction-induced damage on the degradation of freeze–thawed lightweight cellular concrete

Xin LIU^1,²(

), Liye ZHANG¹, Zhiwei SHAO¹, Yunqiang SHI¹, Lizhi SUN²(

)

¹. Key Laboratory of Ministry of Education for Geomechanics and Embankment Engineering, Institute of Tunnel and Underground Engineering, Hohai University, Nanjing 210098, China
². Department of Civil and Environmental Engineering, University of California, Irvine, CA 92697-2175, USA

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Abstract

During the construction of lightweight cellular concrete (LCC), material damage frequently occurs, causing the degradation and deterioration of the mechanical performance, durability, and subgrade quality of LCC. The construction-induced damage can be more significant than those from the service environment of LCC, such as freeze–thaw (F–T) action in cold regions. However, the effect of construction-induced damage on LCC during F–T cycles is often ignored and the deterioration mechanisms are not yet clarified. In this study, we investigated the factors causing damage during construction using a sample preparation method established to simulate the damage in the laboratory setting. We conducted F–T cycle tests and microstructural characterization to study the effect of microstructural damage on the overall strength of LCC with different water contents under F–T actions. We established the relationship between the pore-area ratio and F–T cycle times, pore-area ratio, and strength, as well as the F–T cycle times and strength under different damage forms. The damage evolution is provided with the rationality of the damage equation, verified by comparing the measured and predicted damage variables. This study would serve as a guide for the construction and performance of LCC in cold regions.

Keywords lightweight cellular concrete construction-induced damage freeze-thaw action microstructure degradation mechanism

Corresponding Author(s): Xin LIU,Lizhi SUN

Just Accepted Date: 25 May 2021 Online First Date: 21 June 2021 Issue Date: 14 July 2021

Cite this article:

Xin LIU,Liye ZHANG,Zhiwei SHAO, et al. Influence of construction-induced damage on the degradation of freeze–thawed lightweight cellular concrete[J]. Front. Struct. Civ. Eng., 2021, 15(3): 781-792.

URL:

https://academic.hep.com.cn/fsce/EN/10.1007/s11709-021-0733-9
https://academic.hep.com.cn/fsce/EN/Y2021/V15/I3/781

Tab.1 Basic properties of 42.5R ordinary Portland cement

Tab.2 Main compound contents of cement (%)

Fig.1 Life cycle of lightweight cellular concrete (LCC).

Fig.2 Development of laboratory pouring model.

pouring interval	pouring thickness	vehicle load	weight	stress	elastic modulus	Poisson's ratio
T	h	P	$γ$	$σ$	E	$υ$

Tab.3 Pouring parameters of LCC

similarity criterion	similar constants	value of laboratory test
$π 1 = π 1m$	$C γ = 1 / C L$	weight in the test is the same as that in the field
$π 2 = π 2m$	$C σ = 1$	stress in the test is the same as that in the field
$π 3 = π 3m$	$C E = 1$	elastic modulus in the test is the same as that in the field
$π 4 = π 4m$	$C υ = 1$	Poisson’s ratio in the test is the same as that in the field

Tab.4 Value of physical similarity constants

Fig.3 Interface technology (IT) sample. The white line shows the layering interface caused by the pouring interval.

Fig.4 Filling technology (FT) sample. The white line shows the density interface formed due to the stirring time intervals.

Fig.5 Schematic diagram of F–T cycle levels.

Fig.6 Steps for F–T cycle test (freeze for 24 h and thaw at room temperature for 24 h).

Fig.7 Image acquisition system for the optical test.

Fig.8 (a) Microstructure and (b) binary image of the sample. The black region shows the pores and the white region is the skeleton structure of cement hydration.

Fig.9 Change in the microstructure of D-2 samples with F–T cycles. (a) first F–T cycle; (b) fifth F–T cycle; (c) ninth F–T cycle.

Fig.10 Change in pore-area ratio with F–T cycles.

Fig.11 Change in strength with pore-area ratio.

Fig.12 Change in the microstructure of DJ-2 samples with the F–T cycles. (a) first F–T cycle; (b) fifth F–T cycle; (c) ninth F–T cycle.

Fig.13 Change in pore-area ratio with F–T cycle.

Fig.14 Change in strength with pore-area ratio.

Fig.15 Change in the microstructure of CD-2 samples with F–T cycles. (a) first F–T cycle; (b) fifth F–T cycle; (c) ninth F–T cycle.

Fig.16 Change in pore-area ratio with F–T cycle.

Fig.17 Change in strength with pore-area ratio.

Fig.18 Comparison between measured and predicted values of damage variables.

Fig.19 Comparison between the measured and predicted damage variables.

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