Principal stress

Mechanics of Solids (NME-302) Principal Stresses and Strains
Yatin Kumar Singh Page 1
2.1 Stress at a Point:
Figure 2.1
Consider a body in equilibrium under point and traction loads as shown in figure 2.1. After cutting the body along
section AA, take an infinitesimal area ΔA lying on the surface consisting a point C. The interaction force between
the cut sections 1 & 2, through ΔA is ΔF. Stress at the point C can be defined,
ΔF is resolved into ΔFn and ΔFs that are acting normal and tangent to ΔA.
2.2 Stress Tensor:
Figure 2.2
Consider the free body diagram of an infinitesimally small cube inside the continuum as shown in figure 2.2. Stress
on an arbitrary plane can be resolved into two shear stress components parallel to the plane and one normal stress
component perpendicular to the plane. Thus, stresses acting on the cube can be represented as a second order
tensor with nine components.
Is stress tensor symmetric?
Consider a body under equilibrium with simple shear as shown in figure 2.3.
Taking moment about z axis,
Similarly, τxz = τzx and τyz = τzy
Hence, the stress tensor is symmetric and it can be represented with six
components, σxx ,σyy, σzz , τxy, τxz and τyz , instead of nine components.
Figure 2.3

2.3 Equations of Equilibrium:
Figure 2.4
Consider an infinitesimal element of a body under equilibrium with sides dx × dy × 1 as shown in figure 2.4. Bx, By
are the body forces like gravitational, inertia, magnetic, etc., acting on the element through its centre of gravity.
ΣFx = 0,
Similarly taking ΣFy = 0 and simplifying, equilibrium equations of the element in differential form are obtained as,
Extending this derivation to a three dimensional case, the differential equations of equilibrium become,
When the right hand side of above equations is not equal to zero, then, they become equations of motion.
Equations of equilibrium are valid regardless of the materials nature whether elastic, plastic, visco-elastic etc. In
equation 2.7, since there are three equations and six unknowns (realizing τxy = τyx and so on), all problems in
stress analysis are statically indeterminate. Hence, to solve for the unknown stresses, equilibrium equations are
supplemented with kinematic requirements and constitutive equations.
2.4 Different States of Stress:
Depending upon the state of stress at a point, we can classify it as uni-axial (1D), bi-axial (2D) and tri-axial (3D)
stress.
2.4.1 One Dimensional Stress (Uniaxial):
Figure 2.5

Consider a bar under a tensile load P acting along its axis as shown in figure 2.5. Take an element A which has its
sides parallel to the surfaces of the bar. It is clear that the element has only normal stress along only one direction,
i.e., x axis and all other stresses are zero. Hence it is said to be under uni-axial stress state.
Now consider another element B in the same bar, which has its slides inclined to the surfaces of the bar. Though
the element has normal and shear stresses on each face, it can be transformed into a uni-axial stress state like
element A by transformation of stresses. Hence, if the stress components at a point can be transformed into a
single normal stress then, the element is under uni-axial stress state.
Is an element under pure shear uni-axial?
Figure 2.6
The given stress components cannot be transformed into a single normal stress along an axis but along two axes.
Hence this element is under biaxial / two dimensional stress state.
2.4.2 Two Dimensional Stress (Plane Stress):
Figure 2.7
When the cubic element is free from any of the stresses on its two parallel surfaces and the stress components in
the element can not be reduced to a uni-axial stress by transformation, then, the element is said to be in two
dimensional stress/plane stress state. Thin plates under mid plane loads and the free surface of structural
elements may experience plane stresses as shown below.
Figure 2.8

2.5 Transformation of Plane Stress: Though the state of stress at a point in a stressed body remains the same, the normal and shear stress components vary as the orientation of plane through that point changes. Under complex loading, a structural member may experience larger stresses on inclined planes then on the cross section. The knowledge of maximum normal and shear stresses and their plane's orientation assumes significance from failure point of view. Hence, it is important to know how to transform the stress components from one set of coordinate axes to another set of co-ordinates axes that will contain the stresses of interest.
Figure 2.9 Consider a prismatic element with sides dx, dy and ds with their faces perpendicular to y, x and x' axes respectively. Thickness of the element is t. σx'x' and τx'y' are the normal and shear stresses acting on a plane inclined at an angle θ measured counter clockwise from x plane. Under equilibrium, ΣFx' = 0 σx'x'.t.ds − σxx.t.dy.cosθ − σyy.t.dx.sin θ − τxy.t.dy.sin θ − τyx.t.dx.cosθ = 0 Dividing above equation by t.ds and using dy/ds = cosθ and dx/ds = sinθ σx'x' = σxx cos θ + σyy sin θ + 2τxy sinθcosθ Similarly, from ΣFy' = 0 and simplifying, x'y'= (σyy −σxx )sin θcosθ + τxy (cos2θ –sin2θ) Using trigonometric relations and simplifying Replacing θ by θ + 900, in expression of equation 2.8, we get the normal stress along y' direction. Equations 2.8 and 2.9 are the transformation equations for plane stress using which the stress components on any plane passing through the point can be determined. Notice here that, σxx + σyy = σx'x' + σy'y' 2.10 Invariably, the sum of the normal stresses on any two mutually perpendicular planes at a point has the same value. This sum is a function of the stress at that point and not on the orientation of axes. Hence, this quantity is called stress invariant at that point 2.6 Principal Stresses and Maximum Shear Stress: From transformation equations, it is clear that the normal and shear stresses vary continuously with the orientation of planes through the point. Among those varying stresses, finding the maximum and minimum values and the corresponding planes are important from the design considerations. By taking the derivative of σx'x' in equation 2.8 with respect to θ and equating it to zero,

Here, θp has two values θp1, and θp2 that differ by 900 with one value between 00 and 900 and the other between 900 and 1800. These two values define the principal planes that contain maximum and minimum stresses. Substituting these two θp values in equation 2.8, the maximum and minimum stresses, also called as principal stresses, are obtained. The plus and minus signs in the second term of equation 2.12, indicate the algebraically larger and smaller principal stresses, i.e. maximum and minimum principal stresses. In the second equation of 2.8, if τx'y' is taken as zero, then the resulting equation is same as equation 2.11. Thus, the following important observation pertained to principal planes is made. The shear stresses are zero on the principal planes. To get the maximum value of the shear stress, the derivative of τx'y' in equation 2.8 with respect to θ is equated to zero. Hence, θs has two values, θs1 and θs2 that differ by 900 with one value between 00 and 900 and the other between 900 and 1800. Hence, the maximum shear stresses that occur on those two mutually perpendicular planes are equal in algebraic value and are different only in sign due to its complementary property. Comparing equations 2.11 and 2.13, It is understood from equation 2.14 that the tangent of the angles 2θp and 2θs are negative reciprocals of each other and hence, they are separated by 900. Hence, we can conclude that θp and θs differ by 450, i.e., the maximum shear stress planes can be obtained by rotating the principal plane by 450 in either direction.
Figure 2.10 The principal planes do not contain any shear stress on them, but the maximum shear stress planes may or may not contain normal stresses as the case may be. Maximum shear stress value is found out by substituting θs values in equation 2.8.

Another expression for τmax is obtained from the principal stresses, 2.7.1 Equations of Mohr's Circle: Recalling transformation equations 2.8 and rearranging the terms A little consideration will show that the above two equations are the equations of a circle with σx'x' and τx'y' as its coordinates and 2θ as its parameter. If the parameter 2θ is eliminated from the equations, then the significance of them will become clear. Squaring and adding equations 2.17 results in, For simple representation of above equation, the following notations are used. Equation 2.18 can thus be simplified as, Equation 2.20 represents the equation of a circle in a standard form. This circle has σx'x' as its abscissa and τx'y' as its ordinate with radius r. The coordinate for the centre of the circle is σx'x' = σave and τx'y' = 0 2.7.2 Construction Procedure:
Figure 2.12 Sign Convention: Tension is positive and compression is negative. Shear stresses causing clockwise moment about O are positive and counterclockwise negative. Hence, τxy is negative and τyx is positive. Mohr's circle is drawn with the stress coordinates σxx as its abscissa and τxy as its ordinate, and this plane is called the stress plane. The plane on the element in the material with xy coordinates is called the physical plane. Stresses on the physical plane M is represented by the point M on the stress plane with σxx and τxy coordinates.

Stresses on the physical plane N, which is normal to M, is represented by the point N on the stress plane with σyy and τyx . The intersecting point of line MN with abscissa is taken as O, which turns out to be the centre of circle with radius OM. Now, the stresses on a plane which makes θ0 inclination with x axis in physical plane can be determined as follows. Let that plane be M'. An important point to be noted here is that a plane which has a θ0 inclination in physical plane will make 2θ0 inclination in stress plane. Hence, rotate the line OM in stress plane by 2θ0 counterclockwise to obtain the plane M'. The coordinates of M' in stress plane define the stresses acting on plane M' in physical plane and it can be easily verified.
Figure 2.13 where Rewriting equation 2.21, Equation 2.22 is same as equation 2.8. Extension of line M'O will get the point N' on the circle which coordinate gives the stresses on physical plane N' that is normal to M'. This way the normal and shear stresses acting on any plane in the material can be obtained using Mohr’s circle. Points A and B on Mohr's circle do not have any shear components and hence, they represent the principal stresses. The principal plane orientations can be obtained in Mohr's circle by rotating the line OM by 2θp and 2θp+1800 clockwise or counterclockwise as the case may be (here it is counter clock wise) in order to make that line be aligned to axis τxy=0. These principal planes on the physical plane are obtained by rotating the plane m, which is normal to x axis, by θp and θp+ 900 in the same direction as was done in stress plane. The maximum shear stress is defined by OC in Mohr's circle, It is important to note the difference in the sign convention of shear stress between analytical and graphical methods, i.e., physical plane and stress plane. The shear stresses that will rotate the element in counterclockwise direction are considered positive in the analytical method and negative in the graphical method. It is assumed this way in order to make the rotation of the elements consistent in both the methods.

Principal stress

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Principal stress