الفهرس 
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Abstract
Reinforced concrete deep beams are widely used as transfer girders in offshore structures and foundations, walls of bunkers and load bearing walls in buildings. The objective of this research was to understand the structural behavior of continuous deep beams. Analysis of the continuous deep beams was carried out using the 3-D Finite Element program; ABAQUS. The study is divided into two aspects: linear analysis and non-linear analysis. The first part of this study includes a linear numerical analysis of twenty simply supported concrete beams; ten of them were subjected to one point load at mid-span and ten beams were subjected to two point loads at each one-third of span. In addition, twenty continuous beams (with two equal spans) were analyzed; ten beams were subjected to one point load at mid-length of each span and ten beams were subjected to two point loads at each span. All beam models were without any steel reinforcement. The only variable studied was the height/span ratio. In addition, beams were analyzed using Strut-and-Tie method, using a commercially available program CAST. In the second part of this study, program ABAQUS was used for the non-linear analysis of six continuous (two equal spans) reinforced concrete beam models. The nonlinearity included: concrete cracking, concrete in compression and steel yield. The only variable studied was the ratio of beam height to beam span (h/L). All the analyzed beam models were loaded to failure under the effect of two concentrated loads one being placed at mid-span of each span through a steel plate. Behaviour of beam models was discussed and their ultimate loads were compared with those obtained from Strut-and Tie model. For the limited number of RC continuous deep beams analyzed in the present study, the nonlinear FE analysis predicts well the behavior of such beams up to the ultimate strength. Comparing the values of ultimate load obtained from the numerical analysis (ABAQUS), with those obtained from Strut-and-Tie method, it was found that the numerical analysis overestimated the strength by 9-34%. However, close values of flexural strength were obtained from STM compared to the Egyptian Code recommendations.