INTERNATIONAL JOURNAL OF SCIENTIFIC & TECHNOLOGY RESEARCH VOLUME 7, ISSUE 8, AUGUST 2018 ISSN 2277-8616 19 IJSTR©2018 www.ijstr.org Upgrading Of Reinforced Self Compacting Concrete Flanged Deep Beams Containing Voids In Web By Strengthening With CFRP Sheets Dr. Qasim Mohammad Shakir, Yahya Mohammed Yahya, Dr. Ali Talib Jasim Abstract: In the present work, a non-linear finite element (FEM) analysis has been conducted in order to investigate the performance strengthening of reinforced self-compacting concrete T-deep beams with rectangular openings by CFRP sheets. five beams have been considered with different opening location (size of openings 150 *250)mm. To improve the performance of beams with rectangular openings, the most commonly used methods in strengthening have been adopted which is CFRP sheets. This comparison was based on the of load-deflection curves, ultimate loads and cracking patterns the result obtained are compared with those experimentally recorded at failure. The comparison result between the results of the experimental program and the F.E. analysis showed the validity of the result model adopted in the present work to simulate the behavior of the flange deep beams have openings strengthening by CFRP sheets in the present work. The analysis results showed that when the introducing openings with size of (150*250) mm led to a reduction in the load capacity by ( 64%) when located flushed to the flange and (70%) when bottom location. Index Terms: Non-linear analysis, R.C. T- deep beams, rectangular openings, strengthening with CFRP ——————————  —————————— 1 INTRODUCTION A major challenge in a tall building structure is to reach suitable column free space in the lower most floors either for storing or parking. To achieve sufficient residence room size as a design for architectural in the upper stories. It terminal level which acts as point load have to rest on a transmission deep girder which is categorized by load distributing structure element beam with small span/depth ratio such member transfers loading diagonally to support and mostly fails in others rather than flexural(Yousif,2016). In practical life, it is repeatedly required for passing services like electrical installations, pipe lines and networks, telephone and heating or cooling ducts (Yang and Ashour, 2007; Saeed and Yousif, 2013). Usually, these pipes and ducts are placed underneath floors, then are covered by a suspended ceiling. This leads to create a dead load and increase the building height. This results in an added dead load and a reduction in lateral stability. Thus, incorporating openings in floor beams will reduce such problems (Mansur, 2006). However, existence of opening in the web of a deep beam could be the reason to happened of unexpected weakening in the capacity of shear as a result to concentrate of stress at the opening corners and intermission of the path of the load of compressive strut. An opening may be small or large. Most of previous works considered small openings (Mansur, 2006; Rashwan et al., 2014). But sometimes, such openings may not satisfy the utility requirements. Therefore, it is necessary to adopt larger openings (Mansur, 2006; Sahoo, 2012; Qasim2010). FRP has been used as a reinforcing material for many structures around the world for retrofitting and rehabilitation of structures(Lee, 2008). The application of FRP composites spread dramatically with increased attractor in the last few years in strengthening rather than be as a reinforcing material due to their several advantages such as corrosion resistance, high strength to weight ratio(Yuan, 2004). 2-EXPERIMENTAL PROGRAM 2.1 DETAILS OF THE TEST SPECIMENS: Five T-deep beams specimens were designed and manufactured. dimensions of a typical specimen were web of 160 mm width, flange width of 440 mm, a flange thickness of 100 mm, overall depth of 450 mm, and clear span 1400 mm with a total length of 1600 mm, the size opening have been studied with two location. Fig.(1) and table (1) shows the dimensions and the location openings details of the T-deep beams. Compressive strength values of concrete with a 28 day have been 48.5 MPa. The test of the specimen beams were done under monotonically increment of load and up to the failure. The beam was loaded at the upper face with vertical load, then it was recorded the first reading a dial gage. The load was applied at a constant rate on the specimen beams and gradually was increased up to the failure. For each stage of increment of load, The reading of deflection (vertical displacement) in the mid- span of beam. Also, for each step of load the patterns of crack were checked, as well as the load of the first crack and failure of the beam was recorded. _________________________  Dr. Qasim Mohammad ShakirCivil Engineering Dept.University of Kufa, qasimm.alabbasi@uokufa.edu.iq  Yahya Mohammed Yahya Civil Engineering Dept. University of Kufa yahyaalsahlawy@gmail.com  Dr. Ali Talib Jasim Civil Engineering Dept. University of Kufa, alit.albozwaida@uokufa.edu.iq