الفهرس 
IntroductionOnly 14 pages are availabe for public view
 |  | from | 223 |  |  |
| | | from | 223 | | |
Abstract
Deep beams are structural elements which frequently occur in practice as transfer girders, pile caps, tanks, floded plates and foundation walls, often receiving many concentrated loads and transferring them to a small number of reaction points. In the present work, comprehensive experimental studies were performed to study the response of reinforced concrete continuous deep beams RCCDB`s till failure with different shear reinforcement ratios, and bond condition. the obtained experimental results are compared with design code predictions in flexure and shear. Also, the testing results are compared with the predicitions of nonlinear finite element FE analusis using the well established program; ANSYS10. finally, a modified strut-and-tie model STM was developed as analysis and design tool for RCCDB`s.
In the experimental program, eighteen RCCDB`s were tested. the test specimens were divided into two main groups as flexural beams and shear beams. Each group contains nine equal-span beams. Different values of a/d ratios were used as 1.25, 1.0 and 0.8. tested beams were made by fcu ranged from 25 MPa to 35 MPa. ratio between top and bottom longitudinal tension reinforcement ranged from 1.0 to 1.35. for two flexure specimens, two steel layers were used as tension top reinforcement. Anchorage length for all specimens was 800 mm expect for one specimen was 300mm. Vertical and horizontal shear reinforcement ratios are ranged from 0.0% to 0.6%. the research objectives were to study effect of the test variables on the structural response vharacteristics of RCCDM`s which include load-carrying capacity, stiffness, load deflection curves, strain distribution for flexural and shear reinforcement, cracking patterns, and failure modes. the testing results indicated that the strength and stiffness reduction was prominent in case of lower fcu and higher a/d and that the variation of strains occurred for beams with a/d.