Mostafa MAHRAN, U. (2006). A NUMERICAL STUDY FOR ANALYSING CRACKED REINFORCED CONCRETE BEAMS REPAIRED BY GLUING STEEL PLATES. JES. Journal of Engineering Sciences, 34(No 5), 1469-1485. doi: 10.21608/jesaun.2006.111065
Usama Mostafa MAHRAN. "A NUMERICAL STUDY FOR ANALYSING CRACKED REINFORCED CONCRETE BEAMS REPAIRED BY GLUING STEEL PLATES". JES. Journal of Engineering Sciences, 34, No 5, 2006, 1469-1485. doi: 10.21608/jesaun.2006.111065
Mostafa MAHRAN, U. (2006). 'A NUMERICAL STUDY FOR ANALYSING CRACKED REINFORCED CONCRETE BEAMS REPAIRED BY GLUING STEEL PLATES', JES. Journal of Engineering Sciences, 34(No 5), pp. 1469-1485. doi: 10.21608/jesaun.2006.111065
Mostafa MAHRAN, U. A NUMERICAL STUDY FOR ANALYSING CRACKED REINFORCED CONCRETE BEAMS REPAIRED BY GLUING STEEL PLATES. JES. Journal of Engineering Sciences, 2006; 34(No 5): 1469-1485. doi: 10.21608/jesaun.2006.111065
A NUMERICAL STUDY FOR ANALYSING CRACKED REINFORCED CONCRETE BEAMS REPAIRED BY GLUING STEEL PLATES
Lecturer of civil Engineering Department, Faculty of Engineering, Assiut University, Assiut, EGYPT.
Abstract
The basic concept of using the finite element method of analysis in constructing an analytical models for the study of behavior of reinforced concrete members is discussed. The finite elements method chosen to represent the concrete, the steel reinforcement, and the bond links between the concrete and steel reinforcement are described, modeling with a proper finite element program in idealization the considered structure is greatly needed. This paper demonstrates the behavior of reinforced concrete cracked beams. Five reinforced concrete beams with cross section width (b= 10 cm) and thickness(t= 40 cm), the bottom reinforcements are is 4 φ 16 mm and top reinforcement (stirrups hanger) 2 φ 10 mm. Beams R8, C8, C6, C5 and C7, are with stirrups φ 6 mm each 10 cm from the span of the beam which equal 220 cm [ 5]. Beams C8, C6 and C5 were repaired by a steel plate 6 mm thickness with different length 2d, 4d and 6d respectively, in tension zone glued by epoxy material, while beam C7 was repaired by two steel plates 6 mm thickness with lengths 6d, one in tension zone and the other in compression zone [ 5 ]. The load was applied in the middle span of the beams and all beams were designed as tension failures so that, the distance of point of test load from the support equal more than three times of the depth of the tensile steel. I suggest new formula in the two dimensional for numerical modeling for the plane element.
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