Finite element modelling of multiple cohesive discrete crack propagation in reinforced concrete beams

The paper makes an analysis of the reinforced concrete beams with exterior FRP Shell in Finite Element, and compares it with the test results. The results show that, by means of this model, mechanical properties of reinforced concrete beams with exterior FRP shell can be predicted better. However, the larger the load, the larger deviation between calculated values and test values. Hence, if more accurate calculation is required, issues of contact interface between the reinforced concrete beams and the FRP shell should be taken into consideration.

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Investigation of Strain Evolutions in Prestressed Reinforced Concrete Beams Based on Nonlinear Finite Element Analyses Considering Concrete Plasticity and Concrete Damaged Plasticity

Journal of Asian Architecture and Building Engineering ◽

10.1080/13467581.2020.1869014 ◽

2021 ◽

Author(s):

Tien Dat Pham ◽

Won-Kee Hong

Keyword(s):

Finite Element ◽

Reinforced Concrete ◽

Concrete Beams ◽

Nonlinear Finite Element ◽

Reinforced Concrete Beams ◽

Finite Element Analyses ◽

Concrete Damaged Plasticity

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Finite element analysis of reinforced concrete deep beam with large opening

Beni-Suef University Journal of Basic and Applied Sciences ◽

10.1186/s43088-021-00104-z ◽

2021 ◽

Vol 10 (1) ◽

Author(s):

Elsayed Ismail ◽

Mohamed S. Issa ◽

Khaled Elbadry

Keyword(s):

Finite Element ◽

Reinforced Concrete ◽

Concrete Beams ◽

Load Capacity ◽

Reinforced Concrete Beams ◽

The Other ◽

Deep Beam ◽

Web Openings ◽

Design Load ◽

Large Opening

Abstract Background A series of nonlinear finite element (FE) analyses was performed to evaluate the different design approaches available in the literature for design of reinforced concrete deep beam with large opening. Three finite element models were developed and analyzed using the computer software ATENA. The three FE models of the deep beams were made for details based on three different design approaches: (Kong, F.K. and Sharp, G.R., Magazine of Concrete Res_30:89-95, 1978), (Mansur, M. A., Design of reinforced concrete beams with web openings, 2006), and Strut and Tie method (STM) as per ACI 318-14 (ACI318 Committee, Building Code Requirements for Structural Concrete (ACI318-14), 2014). Results from the FE analyses were compared with the three approaches to evaluate the effect of different reinforcement details on the structural behavior of transfer deep beam with large opening. Results The service load deflection is the same for the three models. The stiffnesses of the designs of (Mansur, M. A., Design of reinforced concrete beams with web openings, 2006) and STM reduce at a load higher than the ultimate design load while the (Kong, F.K. and Sharp, G.R., Magazine of Concrete Res_30:89-95, 1978) reduces stiffness at a load close to the ultimate design load. The deep beam designed according to (Mansur, M. A., Design of reinforced concrete beams with web openings, 2006) model starts cracking at load higher than the beam designed according to (Kong, F.K. and Sharp, G.R., Magazine of Concrete Res_30:89-95, 1978) method. The deep beam detailed according to (Kong, F.K. and Sharp, G.R., Magazine of Concrete Res_30:89-95, 1978) and (Mansur, M. A., Design of reinforced concrete beams with web openings, 2006) failed due to extensive shear cracks. The specimen detailed according to STM restores its capacity after initial failure. The three models satisfy the deflection limit. Conclusion It is found that the three design approaches give sufficient ultimate load capacity. The amount of reinforcement given by both (Mansur, M. A., Design of reinforced concrete beams with web openings, 2006) and (Kong, F.K. and Sharp, G.R., Magazine of Concrete Res_30:89-95, 1978) is the same. The reinforcement used by the STM method is higher than the other two methods. Additional reinforcement is needed to limit the crack widths. (Mansur, M. A., Design of reinforced concrete beams with web openings, (2006)) method gives lesser steel reinforcement requirement and higher failure load compared to the other two methods.

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