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Frontiers of Structural and Civil Engineering

ISSN 2095-2430

ISSN 2095-2449(Online)

CN 10-1023/X

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Front. Struct. Civ. Eng.    2016, Vol. 10 Issue (4) : 445-455    https://doi.org/10.1007/s11709-016-0339-9
RESEARCH ARTICLE
Numerical simulation of squat reinforced concrete wall strengthened by FRP composite material
Ali KEZMANE1,2(),Said BOUKAIS1,Mohand Hamizi1
1. Department of Civil Engineering, Tizi-Ouzou University, Tizi Ouzou 15000, Algeria
2. Department of Civil engineering, Riga Technical University, Riga LV-1658, Latvia
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Abstract

The advanced design rules and the latest known earthquakes, have imposed a strengthening of reinforced concrete structures. Many research works and practical achievements of the application of the external reinforcement by using FRP composite materials have been particularly developed in the recent years. This type of strengthening seems promising for the seismic reinforcement of buildings. Among of the components of structures that could affect the stability of the structure in case of an earthquake is the reinforced concrete walls, which require in many cases a strengthening, especially in case where the diagonal cracks can be developed. The intent of this paper is to present a numerical simulation of squat reinforced concrete wall strengthened by FRP composite material (carbon fiber epoxy). The intent of this study is to perform finite element model to investigate the effects of such reinforcement in the squat reinforced concrete walls. Taking advantage of a commercial finite element package ABAQUS code, three-dimensional numerical simulations were performed, addressing the parameters associated with the squat reinforced concrete walls. An elasto-plastic damage model material is used for concrete, for steel, an elastic-plastic behavior is adopted, and the FRP composite is considered unidirectional and orthotropic. The obtained results in terms of displacements, stresses, damage illustrate clearly the importance of this strengthening strategy.
Keywords simulation      strengthening      reinforced concrete wall      squat wall      FRP composite material      damage      Abaqus     
Corresponding Author(s): Ali KEZMANE   
Online First Date: 13 September 2016    Issue Date: 29 November 2016
 Cite this article:   
Ali KEZMANE,Said BOUKAIS,Mohand Hamizi. Numerical simulation of squat reinforced concrete wall strengthened by FRP composite material[J]. Front. Struct. Civ. Eng., 2016, 10(4): 445-455.
 URL:  
https://academic.hep.com.cn/fsce/EN/10.1007/s11709-016-0339-9
https://academic.hep.com.cn/fsce/EN/Y2016/V10/I4/445
Fig.1  Finite element model: (a) LEFAS’s specimen SW13; (b) geometry; (c) reinforcement
Fig.2  Scheme used as external: (a) Model TSM; (b) Models (SM: strengthening model): SM 0°, SM 30°, SM45°, SM60°, SM90°; (c) detail of contact between the concrete surface and FRP composite material surface
Fig.3  Yield function in the deviatoric plane
Fig.4  Yield function in the stress plane
Fig.5  Stiffness recovery in compression
Fig.6  Uniaxial loading full stiffness recovery
parameters defined Uniaxial response values denotation
f c (MPa) 43.5 compressive concrete stress
f c 0 = 0.3 f c (MPa), 17.4 yield compressive concrete stress
f t 0 = 0.33 f c (MPa), 3.21 yield tensile concrete stress
G f t = 10 − 3 a f f c 0.7 ( N / m m ) 0.140 cracking energy in tensile
G f c = 100 G f t ( N / m m ) (CEB) 14 cracking energy in compression
E = 11000 ( f c ) 1 3 386237.5 Young Modulus
a c = 2 f c f c 0 − 1 + 2 ( f c f c 0 ) 2 − f c f c 0 7.87 parameter controlling the compression curve before the compressive peak strength
b c = f c 0 l c G f c ( 1 + a c 2 ) 92.03 parameter controlling the compression curve after the compressive peak strength
a t 0.5 parameter controlling the tensile curve before the peak strength
b t = f t 0 l c G f t ( 1 + a t 2 ) 257.94 parameter controlling the tensile curve before the tensile peak strength
ν 0,18 Poison’s ratio
ψ 56° dilatation angle
sb0/sc0 1.16 ration of the biaxial compressive strength to the uniaxial strength
E 0.1
Kc 43.5
m 17.4
Tab.1  Model parameters of concrete
Fig.7  Stress strain curve in tensile
Fig.8  Damage strain curve in tensile
Fig.9  Stress strain curve in compression
Fig.10  Damage strain curve in compression
sy/MPa su/MPa Ø/mm E/MPa u
vertical reinforcements 470 565 8 2100 00 0.3
horizontal reinforcements 520 610 6.25 210 000 0.3
Tab.2  Parameter values of reinforcements
Fig.11  Schematic of FRP composite
Fig.12  Load-displacement curves: experimental and numerical
Fig.13  Experimental and numerical comparison of damage state
Fig.14  Representation of tensile damage in concrete
Fig.15  Representation of compressive damage in concrete
Fig.16  Load-displacement curves
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