 Design of BEAMS. So myself, Kazi Syed Shijat Ali, currently working as assistant professor in civil engineering department, Valgen Institute of Technology, Solarpur. At the end of the session students will be able to design a laterally supported BEAM. Before starting the session we will see what is mean by BEAM. BEAM is basically a structural member which is subjected to transverse loading that is the load will be perpendicular to the axis of the member or the axis of the particular BEAM. And because of this loading it will produce bending moment as well as shear force and we have to design a BEAM to resist this bending moment and shear force. There are various terminologies for BEAMS. The first one is JOIST. What is mean by JOIST is nothing but it is also a BEAM. A closely spaced BEAM supporting floors or roofs of building but not supporting the other BEAMS. It is a type of secondary BEAMS. GARDER is what is mean by GARDER. GARDER is a large BEAM used for supporting a number of JOIST. Perlins are used to carry roof loads in trusses. It is also a type of BEAM STRINGER. In building BEAM supporting stair steps in bridges longitudinal BEAM supporting deck floor and supported by floor BEAM. In the case of staircase the one BEAM which runs through the flight is nothing but the STRINGER. Floor BEAM a major BEAM supporting other BEAMS in a building also the TRANSFORCE BEAM in the bridge floor. Then we have SPANDRAL BEAM, GARD, LINTELS. GARD is nothing but horizontal BEAM SPANNING. The wall column of industrial building used to support wall coverings is called as GARD and LINTEL BEAM as you all know. Before starting the design of BEAMS we'll see various modes of failure. The first one is BENDING FAILURE. Another one is SHARE FAILURE and the last is DEFLECTION FAILURE. In case of BENDING FAILURE the COMPRATION FLANGE will be get CRUSHED or BEAM generally occurs due to the CRUSHING of COMPRATION FLANGE or FRACTURE of the TENSION FLANGE of the BEAM. So the FLANGE is get CRUSHED or FRACTUREED. Next is SHARE FAILURE as we all know SHARE is RESISTED by the WEB. So when the WEB gets FAIL that results into the SHARE FAILURE. So this occurs due to the BUCKLING of WEB of the BEAM near the location of HIGH SHARE FORCES. The BEAM can fail locally or the BEAM can fail locally due to the CRUSHING or the BUCKLING of the WEB near the reaction of the CONCENTRATED LOAD. So the FAILURE of the WEB is nothing but the SHARE FAILURE and excessive DEFLECTION or excessive DEFORMATION results into the DEFLECTION FAILURE of the BEAM. We will see the design steps. So the design criteria of LATERLY SUPPORTED BEAM as per the CLAWS 8.2.1 of IS-800 2007 is the first step is the LOAD acting on the BEAM are CALCULATED by MULTIPLYING the APPROPRIATE PARSHAL SAFETY FACTOR. Whatever the LOADS we will calculate that LOAD by MULTIPLYING the APPROPRIATE PARSHAL SAFETY FACTOR. Then the BENDING MOVEMENT DISTRIBUTION and the SHARE FORCES along the BEAM Length is DETERMINED and from that the MAXIMUM BENDING MOVEMENT and SHARE FORCES is CALCULATED. Basically we get the LOADS here and with the help of these LOADS we will calculate the MAXIMUM BENDING MOVEMENT and MAXIMUM SHARE FORCES. Then with the help of MAXIMUM BENDING MOVEMENT we will select TRIAL PLASTIC SECTIONS. For that we need PLASTIC SECTION MODULOS and PLASTIC SECTION MODULOS is given by ZP is equal to MD divided by FY divided by GAMMA M0. MD is the MAXIMUM BENDING MOVEMENT. FY is the yield stress of the material and GAMMA M0 is the MATERIAL SAFETY FACTOR. Next step is here we have DETERMINED the REQUIRED SECTION MODULOS. We will select a suitable section by using the STILL TABLE or IS HANDBOOK NUMBER 1. And for the DESIGN OF BEAMS we generally select ISMB, ISLB or ISWB sections. We will not select ISHB section that we will use in the design of COLUMBS. Then we will classify the sections that is whether it is a PLASTIC SECTION, COMPACT SECTION, SEMICOMPACT SECTION or CYLINTER SECTION as per the TABLE NUMBER 2 of IS 800 2007. For that we have to see two criteria B by TF and D by TW. Next we will calculate the DESIGN SHARES STRENGTH with the help of this equation. VT is equal to FY divided by ROOT 3 into GAMMA M0 into D into TW. D is the depth, TW is the thickness of the wave, yield strength and partial safety factor. Then we will take a check for HIGH SHARES or LOW SHARES. If this V is less than 0.6 VD, we will get from here this maximum bending moment and shear force. We will compare that V with this VD. So if V is less than 0.6 VD, we will take LOW SHARES. If the value of V is greater than 0.6 VD, then we will design it as a HIGH SHARES. So we have taken the PLASTIC SECTION then we will take various checks on the TRIAL SECTION. The very first one is DESIGN BENDING STRENGTH. For the LOW SHARES, MD is equal to beta B ZP FY divided by GAMMA M0 and this value should be less than or equal to 1.2 ZD FY upon GAMMA M0 for simply supported beam and for cantilever beam we will use this equation. ZP is the PLASTIC SECTION MODULAR, yield strength, partial safety factor, elastic section modulus and for the HIGH SHARES case we will use MD V is equal to MD minus beta into MD minus MFD. This value should be less than or equal to 1.2 ZD into FY divided by GAMMA M0 for plastic and compact section and for the semi-compact section we will use MD is equal to ZD into FY divided by GAMMA M0. If the value of M which M this will be this maximum bending moment what we will calculate. So if this M exceeds MD then we have to increase the section size and we have to repeat the step number from step number 5. Then the DESIGN SHARES strength VD should be greater than the maximum factored shear force developed due to the external load. If V is greater than VD generally if V is greater than VD then we have to redesign the section by increasing the section size. Then we have to take a deflection check as per table 6 of IS 800 2007. Here we have taken the check of strength of beam in bending in shear and in deflection. Now we have to take a check for web buckling. So for the low shear case DE by TW should be less than or equal to 67 into epsilon. So the web is assumed to be safe in web buckling and the shear strength of the web is governed by the plastic shear resistance. If this check gets satisfied then it is assumed that the web is safe in web buckling but for high shear case if this check gets satisfied then also we have to take a check for web buckling for the high shear case. The web should be checked for buckling in case of high shear even if this limit is satisfied. So how to take the check for buckling with the help of this formula FWB is equal to AB into FCD. Now what is this A? A is equal to area of the web at the neutral axis of the beam. How to calculate? It is equal to B into TW. We all know TW is equal to thickness of web but what is this B? B is equal to B1 plus N1 but now what is this B1? B1 equal to bearing length and N1 is equal to D by 2. D is the depth of the section and this FCD is equal to the design compressive stress which can be found from table 9C. This table 9C can be used only when the buckling class is C. If we have some different class then we have to use some different table. Here we have taken the check for web buckling. Now we have to take a check for web tripling. So FWC should be greater than V. This is our design shear force what we have calculated in the beginning. FWC is equal to B1 plus N2 into TW into F5 divided by gamma M0. B1 is the same thing but what is this N2? N2 is equal to 2.5 into R into TF. R is the radius of root. TF is the thickness of flange. TW is the thickness of web. If all these checks get satisfied then our design is safe. Here this is how we have to design a laterally supported beam subjected to low shear or high shear. These are some review questions. You can pause the video and answer these questions. A section is required to be designed as a high shear case when the factored shear force is. And the answer for this question is more than 0.6 VD. Another question is a Perlin. Perlins are designed as continuous beam, simply supported beam, cantilever beam or none of the above or none of this. So Perlins are designed as a continuous beams. These are my references. Thank you.