Influence of arching action on shear behaviour of laterally restrained concrete slabs reinforced with GFRP bars

2015 ◽  
Vol 132 ◽  
pp. 20-34 ◽  
Author(s):  
Y. Zheng ◽  
C.H. Li ◽  
J.B. Yang ◽  
C. Sun
Keyword(s):  
Shear Behaviour ◽  
Concrete Slabs ◽  
Gfrp Bars ◽  
Arching Action

Testing of Large-Scale Two-Way Concrete Slabs Reinforced with GFRP Bars

2011 ◽  
pp. 287-291 ◽  
Author(s):  
C. Dulude ◽  
E. Ahmed ◽  
S. El-Gamal ◽  
B. Benmokrane
Keyword(s):  
Large Scale ◽  
Concrete Slabs ◽  
Gfrp Bars

Punching shear behaviour of shear reinforced concrete slabs

2015 ◽  
Vol 168 (6) ◽  
pp. 402-420 ◽  
Author(s):  
Kyoung-Kyu Choi ◽  
Gia Toai Truong ◽  
Seon-Du Kim ◽  
In-Rak Choi
Keyword(s):  
Reinforced Concrete ◽  
Punching Shear ◽  
Shear Behaviour ◽  
Concrete Slabs ◽  
Reinforced Concrete Slabs

Design of shear reinforcement for thick plates using a strut-and-tie model

2010 ◽  
Vol 37 (2) ◽  
pp. 181-194 ◽  
Author(s):  
H. Marzouk ◽  
E. Rizk ◽  
R. Tiller
Keyword(s):  
Shear Failure ◽  
Punching Shear ◽  
Shear Behaviour ◽  
Rational Approach ◽  
Concrete Slabs ◽  
Shear Reinforcement ◽  
Lower Section ◽  
Strut And Tie ◽  
Shear Cracking ◽  
Strut And Tie Model

The strut-and-tie method is a rational approach to structural concrete design that results in a uniform and consistent design philosophy. A strut-and-tie model has been developed to model the punching-shear behaviour of thick concrete plates. This model provides a quick and simple approach to check the punching-shear behaviour. Thick concrete slabs (250–500 mm) without shear reinforcement can exhibit brittle shear failure under a central force and an unbalanced moment. Shear reinforcement has proven to be very effective in preventing such failures. The developed strut-and-tie model has also been used to evaluate the minimum shear reinforcement required to prevent brittle shear failure of two-way slabs in the vicinity of concentrated loads. The strut-and-tie model for symmetric punching consists of a “bottle-shaped” compressive zone in the upper section of the slab depth, leading to a “rectangular-stress” compressive zone in the lower section of the slab depth. Inclined shear cracking develops in the bottle-shaped zone prior to failure in the lower zone. Cracking in the bottle-shaped zone is related to the splitting tensile strength of concrete.

Punching shear behaviour of concrete slabs reinforced with CFRP grids

Structures ◽  
2020 ◽  
Vol 26 ◽  
pp. 617-625 ◽  
Author(s):  
Zhen Huang ◽  
Yingkai Zhao ◽  
Jiwen Zhang ◽  
Yue Wu
Keyword(s):  
Punching Shear ◽  
Shear Behaviour ◽  
Concrete Slabs

scholarly journals Reinforced concrete slabs subjected to thermal loads

1993 ◽  
Vol 20 (5) ◽  
pp. 741-753 ◽  
Author(s):  
F. J. Vecchio ◽  
N. Agostino ◽  
B. Angelakos
Keyword(s):  
Reinforced Concrete ◽  
Large Scale ◽  
Ultimate Load ◽  
Mechanical Load ◽  
Concrete Slab ◽  
Shear Behaviour ◽  
Concrete Slabs ◽  
Reinforced Concrete Slab ◽  
Reinforced Concrete Slabs ◽  
Load Conditions

Eight large-scale reinforced concrete slab specimens were tested under combined thermal and mechanical load conditions. The specimens varied in the amount and orientation of the in-plane reinforcement provided. A three-phase loading regime was used to investigate thermal gradient effects at service and ultimate load conditions. The slabs experienced significant levels of stressing and cracking as a result of restrained thermal deformations. However, reductions in stiffness due to cracking and thermal creep caused rapid decays in the restraint forces developed. At ultimate load conditions, thermal load effects were minimal. Nonlinear finite element analysis procedures were used to investigate the theoretical response of the test slabs. Fairly accurate simulations of the specimens' behaviour were obtained. Important to achieving accurate results were the consideration of tension stiffening effects and out-of-plane shear behaviour. Key words: analysis, cracking, finite elements, plates, reinforced concrete, slabs, temperature, tests, thermal gradients.

Numerical simulation of one-way concrete slabs reinforced with glass fiber reinforced polymer bars under service temperatures

2018 ◽  
Vol 45 (10) ◽  
pp. 878-888
Author(s):  
Samia Lardjane ◽  
Hizia Bellakehal ◽  
Ali Zaidi ◽  
Radhouane Masmoudi
Keyword(s):  
Numerical Model ◽  
Concrete Cover ◽  
Fiber Reinforced Polymer ◽  
Concrete Slabs ◽  
Thermal Loads ◽  
Gfrp Bars ◽  
Reinforced Polymer ◽  
Splitting Failure ◽  
Frp Bar ◽  
Concrete Interface

The thermal incompatibility between fiber reinforced polymer (FRP) bars and concrete may cause splitting cracks within the concrete and, eventually, the deterioration of the bond between the FRP bar and the concrete. This paper presents a numerical study using ADINA finite elements software to investigate the thermal behavior of actual one-way concrete slabs reinforced with glass FRP (GFRP) bars varying the ratio of concrete cover thickness to FRP bar diameter (c/db) from 1.3 to 2.8. Slabs are submitted to temperature variations varied from −50 to 60 °C. The main results prove that first radial cracks occur in concrete, at the FRP bar – concrete interface, at thermal loads (ΔTcr) varied between 15 °C and 30 °C. While, the circumferential cracks appear within concrete, at FRP bar – concrete interface, at ΔTcr varied between −15 °C and −35 °C depending of the ratio c/db (1.3 to 2.8) and the tensile strength of concrete fct (1.9 to 2.9 MPa). These numerical thermal loading values are relatively in good agreement with those predicted from the analytical model. The numerical model shows that there is no failure of the concrete cover for low temperatures for slabs having c/db = 1.3 to 2.8 and fct = 1.9 to 2.9 MPa. Nevertheless, for high temperatures, the splitting failure of concrete cover is produced at thermal loads ΔTsp′ varied from 30 °C to 59 °C. While, for concrete situated between GFRP bars, the splitting failure occurred at thermal loads ΔTsp′ equal to 46 °C. Thermal stresses and strains, and also cracking thermal loads predicted from the numerical model are compared with those obtained from analytical models and experimental tests.

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