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Chapter 8 Two-Dimensional Problem Solution

Chapter 8 Two-Dimensional Problem Solution. Using Airy Stress Function approach, plane elasticity formulation with zero body forces reduces to a single governing biharmonic equation. In Cartesian coordinates it is given by and the stresses are related to the stress function by

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Chapter 8 Two-Dimensional Problem Solution

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  1. Chapter 8 Two-Dimensional Problem Solution Using Airy Stress Function approach, plane elasticity formulation with zero body forces reduces to a single governing biharmonic equation. In Cartesian coordinates it is given by and the stresses are related to the stress function by We now explore solutions to several specific problems in both Cartesian and Polar coordinate systems ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  2. Cartesian Coordinate Solutions Using Polynomials In Cartesian coordinates we choose Airy stress function solution of polynomial form Method produces polynomial stress distributions, and thus would not satisfy general boundary conditions. However, using Saint-Venant’s principle we can replace a non-polynomial condition with a statically equivalent polynomial loading. This formulation is most useful for problems with rectangular domains, and is commonly based on inverse solution concept where we assume a polynomial solution form and then try to find what problem it will solve. Notice that the three lowest order terms with m + n  1do not contribute to the stresses and will therefore be dropped. Second order terms will produce a constant stress field, third-order terms will give a linear distribution of stress, and so on for higher-order polynomials. Terms with m + n  3will automatically satisfy biharmonic equation for any choice of constants Amn. However, for higher order terms, constants Amn will have to be related in order to have polynomial satisfy biharmonic equation. ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  3. Example 8.1 Uniaxial Tension of a Beam Displacement Field (Plane Stress) Stress Field Boundary Conditions: Since the boundary conditions specify constant stresses on all boundaries, try a second-order stress function of the form The first boundary condition implies that A02 = T/2, and all other boundary conditions are identically satisfied. Therefore the stress field solution is given by . . . Rigid-Body Motion “Fixity conditions”needed to determine RBM terms ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  4. Example 8.2 Pure Bending of a Beam Displacement Field (Plane Stress) Stress Field Boundary Conditions: Expecting a linear bending stress distribution, try second-order stress function of the form Moment boundary condition implies that A03= -M/4c3, and all other boundary conditions are identically satisfied. Thus the stress field is “Fixity conditions”to determine RBM terms: ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  5. Example 8.2 Pure Bending of a BeamSolution Comparison of Elasticity with Elementary Mechanics of Materials Elasticity Solution Mechanics of Materials Solution Uses Euler-Bernoulli beam theory to find bending stress and deflection of beam centerline Two solutions are identical, with the exception of the x-displacements ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  6. Example 8.3 Bending of a Beam by Uniform Transverse Loading Stress Field Boundary Conditions: BC’s ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  7. Example 8.3 Beam ProblemStress Solution Comparison of Elasticity with Elementary Mechanics of Materials Elasticity Solution Mechanics of Materials Solution Shear stresses are identical, while normal stresses are not ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  8. Example 8.3 Beam ProblemNormal Stress Comparisons of Elasticity with Elementary Mechanics of Materials x – Stress at x=0 y - Stress Maximum difference between two theories is wand occurs at top of beam. Again this difference will be negligibly small for most beam problems where l >> c. These results are generally true for beam problems with other transverse loadings. Maximum differences between two theories exist at top and bottom of beam, difference in stress is w/5. For most beam problems (l>> c), bending stresses will be much greater than w, and differences between elasticity and strength of materials will be relatively small. ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  9. Example 8.3 Beam ProblemNormal Stress Distribution on Beam Ends End stress distribution does not vanish and is nonlinear but gives zero resultant force. ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  10. Example 8.3 Beam Problem Displacement Field (Plane Stress) Choosing Fixity Conditions Strength of Materials: Good match for beams where l >> c ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  11. Cartesian Coordinate Solutions Using Fourier Methods Fourier methods provides amore general solution scheme for biharmonic equation. Such techniques generally use separation of variables along with Fourier series or Fourier integrals. Choosing ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  12. Example 8.4 Beam with Sinusoidal Loading Stress Field Boundary Conditions: ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  13. Example 8.4 Beam Problem Bending Stress ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  14. Example 8.4 Beam Problem Displacement Field (Plane Stress) For the case l >> c Strength of Materials ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  15. Example 8.5 Rectangular Domain with Arbitrary Boundary Loading Must use series representation for Airy stress function to handle general boundary loading. Boundary Conditions Using Fourier series theory to handle general boundary conditions, generates a doubly infinite set of equations to solve for unknown constants in stress function form. See text for details ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  16. S R y  r  x Polar Coordinate FormulationAiry Stress Function Approach  = (r,θ) Airy Representation Biharmonic Governing Equation Traction Boundary Conditions ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  17. Polar Coordinate FormulationPlane Elasticity Problem Strain-Displacement Hooke’s Law ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  18. General Solutions in Polar CoordinatesMichell Solution Choosing the case where b = in, n = integer gives the general Michell solution Will use various terms from this general solution to solve several plane problems in polar coordinates ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  19. Axisymmetric Solutions Stress Function Approach:=(r) Navier Equation Approach:u=ur(r)er (Plane Stress or Plane Strain) Gives Stress Forms Displacements - Plane Stress Case Underlined terms represent rigid-body motion • a3term leads to multivalued behavior, and is not found following the displacement formulation approach • Could also have an axisymmetric elasticity problem using  =a4 which gives r =  = 0 andr= a4/r  0, see Exercise 8-14 ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  20. Example 8.6 Thick-Walled Cylinder Under Uniform Boundary Pressure General Axisymmetric Stress Solution Boundary Conditions Using Strain Displacement Relations and Hooke’s Law for plane strain gives the radial displacement ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  21. r1/r2 = 0.5 Dimensionless Stress θ/p r /p r/r2 Dimensionless Distance, r/r2 Example 8.6 Cylinder Problem ResultsInternal Pressure Only Thin-Walled Tube Case: Matches with Strength of Materials Theory ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  22. Special Cases of Example 8-6 Stress Free Hole in an Infinite Medium Under Equal Biaxial Loading at Infinity Pressurized Hole in an Infinite Medium ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  23. Example 8.7 Infinite Medium with a Stress Free Hole Under Uniform Far Field Loading Boundary Conditions Try Stress Function ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  24. Example 8.7 Stress Results ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  25. Superposition of Example 8.7Biaxial Loading Cases T2 T1 T1 T2 Tension/Compression Case T1 = T , T2 = -T Equal Biaxial Tension Case T1 = T2 = T ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  26. Review Stress Concentration FactorsAround Stress Free Holes K = 2 K = 3 = K = 4 ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  27. Stress Concentration Around Stress Free Elliptical Hole – Chapter 10 Maximum Stress Field ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  28. Stress Concentration Around Stress Free Hole in Orthotropic Material – Chapter 11 ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  29. 2-D ThermoelasticStress Concentration Problem Uniform Heat Flow Around Stress Free Insulated Hole – Chapter 12 Stress Field Maximum compressive stress on hot side of hole Maximum tensile stress on cold side Steel Plate:E = 30Mpsi (200GPa) and = 6.5in/in/oF(11.7m/m/oC), qa/k= 100oF (37.7oC), the maximum stress becomes 19.5ksi (88.2MPa) ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  30. Nonhomogeneous Stress Concentration Around Stress Free Hole in a Plane Under Uniform Biaxial Loading with Radial Gradation of Young’s Modulus – Chapter 14 ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  31. Two Dimensional Case:(r,/2)/S Three Dimensional Case:z(r,0)/S ,  = 0.3 Three Dimensional Stress Concentration Problem – Chapter 13 Normal Stress on the x,y-plane (z = 0) ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  32. Wedge Domain Problems Use general stress function solution to include terms that are bounded at origin and give uniform stresses on the boundaries Quarter Plane Example ( = 0 and  = /2) ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  33. Half-Space ExamplesUniform Normal Stress Over x 0 Boundary Conditions Try Airy Stress Function Use BC’s To Determine Stress Solution ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  34. Half-Space Under Concentrated Surface Force System (Flamant Problem) Boundary Conditions Try Airy Stress Function Use BC’s To Determine Stress Solution ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  35. Flamant Solution Stress ResultsNormal Force Case or in Cartesian components y = a ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  36. Flamant Solution Displacement ResultsNormal Force Case Note unpleasant feature of 2-D model that displacements become unbounded as r  On Free Surface y = 0 ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  37. Comparison of Flamant Results with 3-D Theory - Boussinesq’s Problem Cartesian Solution Free Surface Displacements Cylindrical Solution Corresponding 2-D Results 3-D Solution eliminates the unbounded far-field behavior ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  38. Half-Space Under Uniform Normal Loading Over –axa dY= pdx = prd/sin ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  39. max - Contours Half-Space Under Uniform Normal Loading - Results ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  40. Generalized Superposition MethodHalf-Space Loading Problems ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  41. Photoelastic Contact Stress Fields ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  42. Notch/Crack Problem Try Stress Function: Boundary Conditions: At Crack Tip r 0: Finite Displacements and Singular Stresses at Crack Tip1<  <2  = 3/2 ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  43. Notch/Crack Problem Results Transform to  Variable • Note special singular behavior of stress field O(1/r) • A and B coefficients are related to stress intensity factors and are useful in fracture mechanics theory • A terms give symmetric stress fields – Opening or Mode I behavior • B terms give antisymmetric stress fields – Shearing or Mode II behavior ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  44. ExperimentalPhotoelasticIsochromaticsCourtesy of URI Dynamic Photomechanics Laboratory Crack Problem ResultsContours of Maximum Shear Stress Mode II (Maximum shear stress contours) Mode I (Maximum shear stress contours) ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  45. Mode III Crack Problem – Exercise 8-41 Anti-Plane Strain Case z - Stress Contours Stresses Again ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  46. Curved Beam Under End Moments ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  47. Theory of Elasticity Strength of Materials Dimensionless Stress, a/P  = /2 b/a = 4 Dimensionless Distance, r/a Curved Cantilever Beam P  r a b ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  48. Disk Under Diametrical Compression P D = P Flamant Solution (1) + + Radial Tension Solution (3) Flamant Solution (2) ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  49. Disk Problem – Superposition of Stresses ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

  50. Disk Problem – Results x-axis (y = 0) y-axis (x = 0) ElasticityTheory, Applications and NumericsM.H. Sadd , University of Rhode Island

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