PRINCIPAL STRESS-STRAIN AND THEORIES OF FAILTURE
ANALYSIS OF PRINCIPAL STRESSES
- Principal stresses are direct normal stresses acting on mutually perpendicular planes on which shear stresses are zero. The planes which carry zero shear stresses are known as principal planes.
- Case-1 : If principal stresses acting on two mutually perpendicular planes are σ_{1} and σ_{2} then, normal and shear stresses on a plane n – n which is inclined at an angle θ with the plane of σ_{1} are given by
- Case-2 : If σ_{x} and σ_{y }are normal stresses and txy is shear stress acting on the mutually perpendicular planes then the normal and shear stresses on any plane n-n inclined at an angle θ with the plane of σ_{x }are given by
Special case-1 : If θ becomes such that ζx'y' on this plane becomes zero then this plane will be known as principal plane and the angle of principal plane is given by
The magnitude of principal stresses σ_{1} and σ_{2} are given by
Special case-2 : The plane of maximum shear stress lies at 45° to the plane of principal stress and magnitude of ζ_{max} is given by
Note that planes of tmax carry equal and alike normal stresses. The normal stress on plane of tmax is given by
Therefore resultant stress on the plane of ζ_{max} is
The angle of obliquity of sr with the direction of σ_{n} is given by
Special case-3 : In case of pure shear element, the principal stresses act at 45° to the plane of pure shear stress.
Properties of Mohr’s Circle for Stress :
- Mohr’s circle is the locus on normal and shear stresses on an element with the changing angle of plane in 2 dimensional case.
- The radius of Mohr’s circle is equal to maximum shear stress.
- The centre of circle always lies on s axis and its co-ordinates are (σ_{n}, 0)
Note : Sum of normal stresses on two mutually perpendicular planes remain constant i.e. σ_{1 }+ σ_{2} = σ_{x} + σ_{y} = constant
- In case of pure shear element σ_{1} = + ζand σ_{2} = – ζ therefore centre of the circle coincides with the origin,
- In case of an element inside the static fluid, ζ = 0 because principal stresses are equal and alike therefor Mohr’s circle reduces into a point
COMBINED BENDING & TORSION
- Let a shaft of diameter ‘d’ be subjected to bending moment ‘M’ and a twisting moment ‘T’ at a section. At any point in the section at radius ‘r’ and at a distance y from the neutral axis, the bending stress is given by
and shear stress is given by
Where I = Moment of inertia about its NA and I_{p} = Polar moment of Inertia.
- The location of the principal planes through the point is given by tan
- The principal stresses are given by
- The maximum shear stress is given by
- The position of principal planes is given by
EQUIVALENT BENDING MOMENT & EQUIVALENT TORQUE
- Let ‘M_{e}’ be the equivalent bending moment which acts alone producing the maximum tensile stress equal to σ_{1 }, as produced by M and T.
Therefore
- Let ‘T_{e}’ be the equivalent torque, which acts alone producing the same maximum shearing stress ζ_{max} as produced by M and T.
ANALYSIS OF PRINCIPAL STRAINS
- Case-1 : If ∈_{1} and ∈_{2 }are principal strains in two mutual perpendicular directions in plane stress problem then principal stresses are given by
- If ∈_{1} and ∈_{2} are principal strains in x and y directions respectively, then normal and shear strain in any other direction x' are given by
- If ∈_{1,}∈_{2}and φ_{xy} are normal and shear strain in x – y plane the normal and shear strain in x' – y' plane are given by
- Special case : If φ_{x'y'} = 0 then magnitude of principal strains and their plane are given by
- Properties of Mohr’s circle for strain
The radius of Mohr’s circle is half of maximum shear strain i.e.
Therefore Diameter of Mohr’s circle,
STATIC LOADING & DYNAMIC LOADING
- When load is increased gradually from zero to P, it is called static loading. Under static loading the normal stress ’σ’ developed due to load P is given by
- When load is applied suddenly, then the normal stress ’σ’ due to load P is given by
Hence, maximum stress intensity due to suddenly applied load is twice the stress intensity produced by the load of the same magnitude applied gradually.
THEORIES OF ELASTIC FAILURE
- Function of theories of elastic failure is to predict the behaviour of materials in simple tensile test when elastic failure will occur under any condition of applied stress.
- Maximum principal stress theory (Rankine)
This assumes that max. principal stress in the complex system reaches the elastic limit stress in simple tension and failure occurs when
σ_{1} = σ_{y} ... for tension
Failure can occur in compression when least principal stress (σ_{3}) reaches the elastic
limit stress in compression i.e.
σ_{3} = σ_{y} ... for compression
It is well suited for brittle materials. Failure envelope occurs when
(a) σ_{1} or σ_{2} = σ_{yt} or σ_{yc}
(ii) σ_{3} = 0
- Max shear stress theory (Guest - Tresca)
This assumes that max shear stress in the complex stress system becomes equal to that at the yield point in simple tensile test.
This theory holds good for ductile materials. For like stresses in I^{st} and III^{rd }quadrant
σ_{1} = σ_{y} or σ_{2} = σ_{y}
For unlike stresses in II^{nd} or IV^{th} quadrant
Note : Aluminium alloys & certain steels are not governed by the Guest theory.
- Max principal strain theory (Saint Venant)
This assumes that failure occurs when max. strain in the complex stress system equals that at the yield point in the tensile test
(σ_{1} – μσ_{2} – μσ_{3}) = σy
Failure should occur at higher load because the Poisson's ratio reduces the effect in perpendicular directions
- Maximum strain energy theory (Haigue)or Total strain Energy Theory : -
This assumes that failure occur when total strain energy in the complex system is equal to that at the yield point in tensile test.
It is fairly good for ductile materials.
Maximum shear strain energy theory or distortion energy theory (Mises-Henky Theory).
The properties are similar in tension and compression
- Failure of most ductile materials is governed by the distortion energy criterion or Von mises theory.
- Factor of safety =