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Plate Bending of Steel Column Caps. MAE 5700 Final Project. Daniel Margolin MEng Structural Engineering Abdul Al-Mishwat MEng Structural Engineering. What is a Column Cap?. Our Problem. 10 ”. 1 ”. Simplification. 8 ”. Plate Theory. Assumes out-of-plane components are negligible.
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Plate Bending of Steel Column Caps MAE 5700 Final Project Daniel Margolin MEng Structural Engineering Abdul Al-Mishwat MEng Structural Engineering
Our Problem 10 ” 1 ”
Simplification 8 ”
Plate Theory • Assumes out-of-plane components are negligible. • Normal to mid-surface remains normal after deformation. • Thin plates: > t > • Kirchhoff • Thin Plates • Reissner-Mindlin • Thick Plates • Accounts for shear deformations. • Normal to mid-surface does not remain normal after deformation. • Moderately thick plates: < t
Bi-Harmonic Equation of Plate Flexure: Thin Plate Approximation:
WINT WEXT
Parameters • PLATE PROPERTIES: • DIMENSIONS: • 8”- 8”- 0.1” • MODULUS OF ELASTICITY (E): 29,000 KSI • Poisson’s Ratio (ν): • 0.3 • Applied load: • 1 psi • SUPPORT CONDITIONS: • SIMPLY SUPPORTED
ANSYS Deflection: 6.337x10-3 in. Stress: 1854 psi
MATLAB Maximum Deflection at Mid-Span: 1.56x10-4m 6.14x10-3 in
Closed Form Solution Rectangular Kirchhoff Plate Subjected to uniform loading Maximum Deflection at Mid-Point: 6.266x10-3 in
Closed Form Solution , κ= Maximum In-Plane Stress:σxx1839 psi
References • M. Suneel Kumar “ULTIMATE STRENGTH OF SQUARE PLATE RECTANGULAR OPENING UNDER AXIAL XCOMPRESSION” Journal of Naval Architecture and Marine Engineering, June 2007 • Alexander G. Losilevich “AN ANALYSIS OF FINITE ELEMENTS FOR PLATE BENDING PROBLEMS” Massachusetts Institute of Technology, 1996 • A.J.M Ferreira “MATLAB CODES FOR FINITE ELEMENT ANALYSIS” Universidade do Porto, Portugal, 2008 • NielsOttosen & Hans Peterson “INTRODUCTION TO THE FINITE ELEMENT METHOD” University of Lund, Sweden, 1992 • Thomas J.R.Hughes “THE FINITE ELEMENT METHOD-LINEAR STATIC AND DYNAMIC FINITE ELEMENT ANALYSIS” Stanford University, 1987