AFFILIATED INSTITUTIONS ANNA UNIVERSITY :: CHENNAI 600 025 REGULATIONS - 2013 M.E. STRUCTURAL ENGINEERING I TO IV SEMESTERS (FULL TIME) CURRICULUM AND SYLLABUS SEMESTER I SL. COURSE NO CODE THEORY 1. MA7154 2. ST7101 3. ST7102 4. ST7103 5. 6. COURSE TITLE L Advanced Mathematical Methods Concrete Structures Structural Dynamics Theory of Elasticity and Plasticity Elective I Elective II TOTAL 3 3 3 3 3 3 18 T P 1 0 0 0 0 0 1 0 0 0 0 0
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MY POST - GRADUATION EXPERIENCE A REPORT PRESENTED TO THE NIGERIAN SOCIETY OF ENGINEERS BY MOHAMMED KABIR YAKUBU KADUNA SEPTEMBER‚ 2007. MY POST– GRADUATION EXPERIENCE REPORT PRESENTED BY MOHAMMED KABIR YAKUBU
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provisions of 3.7.7 may be applied. 3.5.7 Deflection Deflections may be calculated and compared with the serviceability requirements given in Section 3 of BS 8110-2:1985 but‚ in all normal cases‚ it will be sufficient to restrict the span/effective depth ratio. The appropriate ratio may be obtained from Table 3.9 and modified by Table 3.10. Only the conditions at the centre of the span in the width of slab under consideration should be considered to influence deflection. The ratio for a two-way spanning
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patterns at failure: (a) Control Beam; (b) Flexure Beam.............................................................. 60 Figure 3.30: Crack patterns at failure: (a) Shear Beam; (b) Flexure/Shear Beam....................................................... 61 Figure 3.31: Locations of maximum stresses in FRP composites: (a) Flexure Beam; (b) Shear Beam ...................... 62 Figure 3.31 (continued): Locations of maximum stresses in FRP composites: (c) Flexure/Shear Beam.................... 63 Figure
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A bridge consists of super structure of steel or reinforced concrete member that is supported on one or more points by cables extending from one or more tower is known as cable stayed bridge. The cable-stayed bridge is one of the most modern bridges. It consists of a continuous strong beam (girder) with one or more pillars or towers (pylons) in the middle Cables stretch diagonally between these pylons and the beam‚ these cables forms intermediate supports for deck and the cables are anchored in the
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this leads to deflection in a plane perpendicular to the loading plane as well as in the loading plane. This coupling does not occur if the loading is in principal plane. The experiment was conducted to investigate the deflections of the tip of a cantilever when loaded transversely in directions not coinciding with the principal axes of the cross section‚ and also to determine: 1. The directions and orientations of the principal axes of an equal section. 2. The sideways of deflections when the deflection
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experiment is to determine how a beam deflects with load and compare the experimental values to the values calculated from the simple formula and exact formula. We take three different eccentricities 75 mm‚ 55 mm‚ 35 mm and gradually apply load to them. Taking readings and making graphs to explain the outcome. This kind of experiment is helpful in construction of railways and grids. 1.0 Introduction: The experiment is done to find the connection between the bending of the beam with applied load to a specific
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follows. From this data we will be able to calculate the charge-to-mass ratio. Then‚ using the accepted value‚ we can calculate the percentage error. This lab requires the use of two important pieces of equipment: the Helmholtz Coils and the deflection tube. The Helmholtz coils are used to generate the constant magnetic field.
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stiffer than single wing configuration. The ‘non-planar’ joined wing is found to be stiffer than the ‘planar’ joined wing. The structural dynamic characteristics of the joined wings are also presented. The bending modes are similar to the cantilevered beam modes while the torsional vibrations are restricted to the unconstrained part of the main wing. The structural analysis showed negligible nonlinear effects for static deformation as well as for structural dynamics characteristics. KEY-WORDS: Jointed
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frames) and two shear co-efficients had to be determined which when inserted in end moments gave us the final end moments. All this effort can be cut short very considerably by using this method. → Frame analysis is carried out by solving the slope − deflection equations by successive approximations. Useful in case of side sway as well. → Operation is simple‚ as it is carried out in a specific direction. If some error is committed‚ it will be eliminated in subsequent cycles if the restraining moments and
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