1 / 47

C h a p t e r 2 Plane Buckling of Struts

C h a p t e r 2 Plane Buckling of Struts. Iványi: Stability. 2. 1. Critical Load of the Euler-column (Equilibrium Method). 2. 1.1 Fundamental Solution. Compression load:. Internal resisting moment:. Equilibrium equation:. Solution of the linear homogeneous differential equation:.

carsyn
Télécharger la présentation

C h a p t e r 2 Plane Buckling of Struts

An Image/Link below is provided (as is) to download presentation Download Policy: Content on the Website is provided to you AS IS for your information and personal use and may not be sold / licensed / shared on other websites without getting consent from its author. Content is provided to you AS IS for your information and personal use only. Download presentation by click this link. While downloading, if for some reason you are not able to download a presentation, the publisher may have deleted the file from their server. During download, if you can't get a presentation, the file might be deleted by the publisher.

E N D

Presentation Transcript

  1. C h a p t e r 2Plane Buckling of Struts Iványi: Stability

  2. 2.1. Critical Load of the Euler-column (Equilibrium Method) 2.1.1 Fundamental Solution Compression load: Internal resisting moment: Equilibrium equation: Solution of the linear homogeneous differential equation: Euler-column [1744]

  3. Boundary conditions: Tension load: First of these conditions: Second of these conditions: Trivial solution: Critical solution: No stability problem! Effective length:

  4. 2.1.2 Effect of Approximations (a) Axial deformations: Direct axial compression: Eigenvalue: Boundary conditions: “52” steel: 0.17% Condition of buckling:

  5. (b) Effect of Shear Deformations on Critical Loads The applied load Pkr will have components transverse to the bent longitudinal axis, thus introducing into the member shear forces V as shown. It will in turn produce additional deformation due to shear. Curvature: [Timoshenko, Gere, 1961] Cross-section circle 32/27 rectangle 6/5 I, shear parallel to web I, shear parallel to flange

  6. Approximation: (c) Effect of Large Deformations Differential Equation: Correct expression for curvature: Hence the DE: ELASTICA: For solid cross-sections this effect is unimportant, amounting to a reduction of a fraction of 1%. For lattice truss cross-sections this effect is of significant importance. Load – deformation curve

  7. 2.2. Higher-Order Differential Equation for Columns

  8. Different boundary conditions for DE: hinged fixed free movable-fixed

  9. Fixed – Free Column Boundary conditions: Non-trivial solution: Effective length:

  10. 2.3. Effective Length of Compression Members 2.3.1 Intermediate Restraints (a) Single Restraint Equilibrium condition: Left-hand side Equation: Right-hand side Equation:

  11. Boundary conditions: If First solution:

  12. Second solution:

  13. (b) Continuous Restraint Half-through Bridge Compression Member with Continuous Restraint [Engesser, 1884]

  14. Compression Member with Transversal Load Equilibrium condition:

  15. [Chwalla, 1927]

  16. Half-through Bridge (U-frame) U-frame stiffness: d – horizontal deflection:

  17. 2.3.2 Elastically Restrained Column Equilibrium condition: Boundary conditions:

  18. Effective length: 2.4. Effect of Loading System 2.4.1 Initially Bent Columns Initial deformation:

  19. Homogenous and particular solutions: Boundary conditions: and or Bending deflection: Total deflection: Total deflection at mid-height:

  20. Bending Moment: Load–deflection curves of initially bent columns

  21. 2.4.2 Beam-Column with Lateral Loads Boundary conditions: Midspan Deflection: [Chajes, 1974] External Moment:

  22. Since the sum of the geometric series inside the brackets is : Deflection with Lateral Load: and

  23. Restricted Superposition: Bending moment at midspan: Beam-Column Load–Deflection Characteristics [Dischinger, 1937]

  24. Load Cases 0 0.273 –0.189 0.0324 0.0324 –0.189 “1”: +0.121“2”: –0.362

  25. 2.4.3 Guided Load System Pylon of Cable Stayed Bridge Through Truss Bridge

  26. Cantilever with Pendelum

  27. Bending Moment: If

  28. Effective Length Factor with the Length of Pendelum

  29. 2.5. Inelastic Buckling of Columns Tetmayer [1901](a) Cast iron(b) Wrought iron(c) Steel(d) Ni-steel

  30. 2.5.1 Early Development of Inelastic Column Theories [Engesser, 1889] Original Engesser Theory

  31. 2.5.2 Reduced Modulus Theory [Considére, 1891] [Jasinsky, 1895] [Engesser, 1898]

  32. Reduced Modulus:

  33. Tests by Karman

  34. 2.5.3 The Shanley Contribution [Shanley, 1943] [Johnston, 1961] [Tall, 1964] Deflection of initially straight centrally loaded column Shanley model column Strain distribution and column deflection

  35. 2.5.4 Tangent Modulus Theory Tangent Modulus Concept

  36. Progressive stress distribution as column is loaded

  37. 2.5.5 The Csonka Contribution [Csonka, 1951] Distribution of stresses

  38. Buckling as of Engesser - Karman - Shanley

  39. 2.6. Critical Load of the Euler Column – Energy Method 2.6.1 Conservation of Energy Principle A conservative system is in equilibrium if the strain energy stored is equal to the work performed by the external loads.  For an axially loaded bar it remains perfectly straight, the external work is given: Strain energy stored in the member: Column shortening due to axial compression and bending

  40. Binomial theorem: Rayleigh-quotient: Grammel-quotient: If deformations are assumed to be small. External work: Strain energy:

  41. 2.6.2 Calculus of Variations The calculus of variations is a generalisation of the max. or min. problem of ordinary calculus. It seeks to determine a function y=y(x) that extremizes a definite integral: Thus the calculus of variations is not a computational tool for solving a problem. It is only a device for obtaining the governing equations of the problem. [Hoff, 1956] [Chajes, 1974] Strain energy: External work: Potential energy: Boundary condition:

  42. Nearly function: Extremum value: Natural boundary condition: Second term: First term: Geometric boundary condition:

  43. 2.6.3 Buckling Load of Column with Variable Cross-section Rayleigh–Ritz Method Buckled shape: [Koranyi, 1965] Strain energy: Column with varying moment of inertia External work:

  44. If deflection curve is: Critical load: Critical load: Error is about 13%. Exact answer [Timoshenko, Gere, 1961]: Error is about 33%.

  45. 2.7. Design of Columns 2.7.1 Historical Background

  46. 2.7.2 Ayrton–Perry formula (1886) [Rondal, Maquoi, 1979] Initial deformation: Deflection at midspan: First yield limit state:

  47. [Robertson, 1925]: [Dutheil, 1947]: [Dwight, 1972]: [Rondal, Maquoi, 1978]:

More Related