Axial compression tests and numerical simulation of steel reinforced recycled concrete short columns confined by carbon fiber reinforced plastics strips

doi:10.1007/s11709-022-0844-y

Front. Struct. Civ. Eng.

2022, Vol. 16

Issue (7) : 817-842 https://doi.org/10.1007/s11709-022-0844-y

RESEARCH ARTICLE

Axial compression tests and numerical simulation of steel reinforced recycled concrete short columns confined by carbon fiber reinforced plastics strips

Hui MA^1,²(

), Fangda LIU², Yanan WU², Xin A^3,⁴, Yanli ZHAO²

¹. State Key Laboratory of Eco-hydraulics in Northwest Arid Region, Xi’an University of Technology, Xi’an 710048, China
². School of Civil Engineering and Architecture, Xi’an University of Technology, Xi’an 710048, China
³. Qinghai Building and Materials Research Co., Ltd, Xining 810008, China
⁴. Qinghai Provincial Key Laboratory of Plateau Green Building and Eco-community, Xining 810008, China

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Abstract

To research the axial compression behavior of steel reinforced recycled concrete (SRRC) short columns confined by carbon fiber reinforced plastics (CFRP) strips, nine scaled specimens of SRRC short columns were fabricated and tested under axial compression loading. Subsequently, the failure process and failure modes were observed, and load-displacement curves as well as the strain of various materials were analyzed. The effects on the substitution percentage of recycled coarse aggregate (RCA), width of CFRP strips, spacing of CFRP strips and strength of recycled aggregate concrete (RAC) on the axial compression properties of columns were also analyzed in the experimental investigation. Furthermore, the finite element model of columns which can consider the adverse influence of RCA and the constraint effect of CFRP strips was founded by ABAQUS software and the nonlinear parameter analysis of columns was also implemented in this study. The results show that the first to reach the yield state was the profile steel in the columns, then the longitudinal rebars and stirrups yielded successively, and finally RAC was crushed as well as the CFRP strips was also broken. The replacement rate of RCA has little effect on the columns, and with the substitution rate of RCA from 0 to 100%, the bearing capacity of columns decreased by only 4.8%. Increasing the CFRP strips width or decreasing the CFRP strips spacing could enhance the axial bearing capacity of columns, the maximum increase was 10.5% or 11.4%, and the ductility of columns was significantly enhanced. Obviously, CFRP strips are conducive to enhance the axial bearing capacity and deformation capacity of columns. On this basis, considering the restraint effect of CFRP strips and the adverse effects of RCA, the revised formulas for calculating the axial bearing capacity of SRRC short columns confined by CFRP strips were proposed.

Keywords steel reinforced recycled concrete CFRP strips short columns axial compression behavior recycled aggregate concrete

Corresponding Author(s): Hui MA

Just Accepted Date: 12 July 2022 Online First Date: 20 October 2022 Issue Date: 17 November 2022

Cite this article:

Hui MA,Fangda LIU,Yanan WU, et al. Axial compression tests and numerical simulation of steel reinforced recycled concrete short columns confined by carbon fiber reinforced plastics strips[J]. Front. Struct. Civ. Eng., 2022, 16(7): 817-842.

URL:

https://academic.hep.com.cn/fsce/EN/10.1007/s11709-022-0844-y
https://academic.hep.com.cn/fsce/EN/Y2022/V16/I7/817

Tab.1 Basic design parameters on the specimens of columns

Fig.1 Geometrical dimension and section form of specimens: (a) geometric dimension; (b) cross section; (c) composition features.

Fig.2 RCA and test cubes of RAC in the specimens. (a) RCA material field; (b) RCA product; (c) RAC cube.

Tab.2 Mixture ratio of RAC material

Tab.3 Basic mechanical performance of RAC

Fig.3 Construction process of CFRP strips for the specimens: (a) cutting of CFRP; (b) RAC surface polishing; (c) sticking of CFRP strips.

Tab.4 Basic mechanical performance of profile steel and rebars

Tab.5 Basic performance indexes of CFRP material

Fig.4 Main manufacturing process of specimens: (a) steel skeletons; (b) templates installing; (c) RAC pouring; (d) test specimens.

Fig.5 Test loading devices and site photos of specimens: (a) test loading devices; (b) photos of test loading.

Fig.6 Arrangement location of measuring points for the specimens.

Fig.7 Failure characteristics and failure process of SRRC short columns by CFRP strips: (a) CFRP-SRRC-1; (b) CFRP-SRRC-2; (c) CFRP-SRRC-3; (d) CFRP-SRRC-4; (e) CFRP-SRRC-5; (f) CFRP-SRRC-6; (g) CFRP-SRRC-7; (h) CFRP-SRRC-8; (i) CFRP-SRRC-9.

Tab.6 Main load characteristic values of specimens

Fig.8 Axial load-displacement curves of the specimens of short columns: (a) replacement rate of RCA; (b) CFRP strips spacing; (c) CFRP strips width; (d) RAC strength.

Fig.9 Axial load-strain curves of profile steel and rebars in the typical specimens: (a) CFRP-SRRC-2; (b) CFRP-SRRC-3; (c) CFRP-SRRC-4; (d) CFRP-SRRC-5; (e) CFRP-SRRC-6; (f) CFRP-SRRC-8.

Fig.10 Axial load-strain relationship of RAC in the specimens: (a) replacement rate of RCA; (b) CFRP strips spacing; (c) CFRP strips width; (d) RAC strength.

Fig.11 Axial load-strain curves of CFRP strips in the specimens: (a) replacement rate of RCA; (b) CFRP strips spacing; (c) CFRP strips width; (d) RAC strength.

Tab.7 Parameter values on the uniaxial tensile stress-strain curve α_t of RAC

Fig.12 Yield surface of RAC under the plane stress.

Fig.13 Yield surface of RAC determined by different K_c values in the deviatoric plane.

Fig.14 Mesh division of SRRC short columns confined by CFRP strips: (a) RAC; (b) CFRP strips; (c) profile steel; (d) rebars.

Fig.15 von?Mises stress nephogram of profile steel in the typical specimens: (a) stress nephogram of profile steel in the specimen of CFRP-SRRC-3; (b) stress nephogram of profile steel in the specimen of CFRP-SRRC-4; (c) stress nephogram of profile steel in the specimen of CFRP-SRRC-7.

Fig.16 von?Mises stress nephogram of rebars in the typical specimens: (a) stress nephogram of rebars in the specimen of CFRP-SRRC-3; (b) stress nephogram of rebars in the specimen of CFRP-SRRC-4; (c) stress nephogram of rebars in the specimen of CFRP-SRRC-7.

Fig.17 Maximum principal stress nephogram of RAC in the typical specimens: (a) stress nephogram of RAC in the specimen of CFRP-SRRC-3; (b) stress nephogram of RAC in the specimen of CFRP-SRRC-4; (c) stress nephogram of RAC in CFRP-SRRC-7 specimen.

Fig.18 Maximum principal stress nephogram of CFRP strips in the typical specimens: (a) stress nephogram of CFRP strips in CFRP-SRRC-3 specimen; (b) stress nephogram of CFRP strips in CFRP-SRRC-4 specimen; (c) stress nephogram of CFRP strips in CFRP-SRRC-7 specimen.

Tab.8 Comparison between the test values and simulation values of peak loads

Fig.19 Comparison of the test curves and numerical curves of specimens: (a) CFRP-SRRC-1; (b) CFRP-SRRC-2; (c) CFRP-SRRC-3; (d) CFRP-SRRC-4; (e) CFRP-SRRC-5; (f) CFRP-SRRC-6; (g) CFRP-SRRC-7; (h) CFRP-SRRC-8; (i) CFRP-SRRC-9.

Tab.9 Axial bearing capacity of the columns on the numerical simulation under different parameters

Fig.20 Load-displacement curves of the columns under different parameters: (a) profile steel strength; (b) CFRP strips width; (c) CFRP strips layers; (d) chamfer radius of cross section.

Fig.21 Axial compressive stress of the SRRC short columns confined by CFRP strips: (a) confined RAC; (b) equivalent circular section of square section; (c) stress diagram of CFRP and stirrups.

Tab.10 Comparison between test values and calculated values on the axial bearing capacity of columns

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