The earthquake resistant concrete frame building with special focus on Dissertation

The earthquake resistant concrete frame building with special focus on beams and columns - Dissertation Example In this case the effective flange width should not exceed 1/4th the span of the beam The width of the web portion of the beam plus 16 times thickness of the slab The centre to centre distance between beams T beams should have a flange thickness with minimum one half the width of the web and flange width not more than four times the width of the web Coefficient K, k, j, p, for Rectangular Sections Beams with tensile and Compressive Reinforcing This kind of beams is generally used when the size of the beam is limited. The notations for detailing in both Iranian code and Euro code are same. The only difference is for the effective flange width which for Euro code is â€Å"beff† and for Iranian code b Beam Design According to Eurocode Design load 1.25*35 + 1.5*20 = 73.75 kN/m Bending Moment wl^2/8 = 73.75*6^2/8 = 331.9 kNm Shear Force wl/2 = 73.75*6/2 = 221.25 kN K 0.145 According to the research findings it can therefore be said that special condition should be followed when the beam elements are being designed such as the difference between rectangular beam and flanged beam should be known. Flanged beams are generally the rectangular beams which work with slabs and the part of slab element acts with the top part of the beam. If it is below the flange, then the section needs to be designed by taking into consideration the specific area of concrete section for compression part. The most crucial part in design is the design for flexure and shear. The flexure design has to be repeated twice, one for support condition and another for span condition. Shear force which acts to the beam can have a substantial deformation. This deformation occurs particularly to the both ends of the beam. The ultimate shear capacity Vn of a section of a beam equals the sum of the nominal shear strength of the concrete Vc and the nominal shear strength provided by the reinfo rcement Vs; that is, ÃŽ ¦Vn = Vc = Vs. The factored shear force Vu on a section should not exceed where ÃŽ ¦ = capacity reduction factor (0.85 for shear and torsion). Except for brackets and other short cantilevers, the section for maximum shear may be taken at a distance equal to d from the face of the support. The shear Vc carried by the concrete alone should not exceed 2√fc_ bwd is the width of the beam web and d, the depth of the centroid of reinforcement.