Samer Adeeb

Stress: Stress Measures and Stress Invariants

The following the basic measures of stress along with the invariants of the stress matrix:

Hydrostatic Stress

The hydrostatic stress p\in\mathbb{R} at a point is a real number representing the average of the normal stresses on the faces of an infinitesimal cube. This average is independent of the coordinate system used since it is equal to one third of the trace (or the first invariant) of the stress tensor. If \sigma\in\mathbb{M}^3 is a stress matrix and \sigma_1,\sigma_2 and \sigma_3 are the principal stresses, then the hydrostatic stress is equal to:

(1)   \begin{equation*} p={{\sigma_{11}+\sigma_{22}+\sigma_{33}} \over 3}={{\sigma_1+\sigma_2+\sigma_3} \over 3} \end{equation*}

Deviatoric Stress Tensor

The deviatoric stress tensor S\in\mathbb{M}^3is a measure of stress which, in linear elastic materials, is considered to be responsible for changing the shape of the material while keeping the volume constant. In other words, it is responsible for shearing the material. The deviatoric stress tensor is defined as:

(2)   \begin{equation*}S=\sigma - pI\end{equation*}

where I is the identity tensor.

von Mises Stress

The von Mises stress \sigma_{vM}\in\mathbb{R} is a real number and a function of the second invariant of the deviatoric stress tensor, namely I_2(S). It plays a major role in defining the onset of failure or yield of traditional linear elastic materials. It is defined as:

    \[\sigma_{vM}=\sqrt{-3I_2(S)} \]

Recall that I_2(S)={1\over2}\left( I_1(S)^2-I_1(SS)\right). From (1) and (2) above, I_1(S)=0, then, I_2(S)={1\over2}\left( -I_1(SS)\right). Thus,

(3)   \begin{equation*} \sigma_{vM}=\sqrt{3I_1(SS)\over2}=\sqrt{3 \sum_{i,j=1}^3 S_{ij}S_{ij}\over2} \end{equation*}

Notice that since S is symmetric, the following equality was utilized:

    \[ I_1(SS) = \sum_{i,j=1}^3 S_{ij}S_{ji}=\sum_{i,j=1}^3 S_{ij}S_{ij} \]

Using (1) and (2) to replace the components of S with components of \sigma in the expression for \sigma_{vM} results in the following equivalent expression for \sigma_{vM}:

(4)   \begin{equation*} \sigma_{vM}=\sqrt{(\sigma_{11}-\sigma_{22})^2+(\sigma_{22}-\sigma_{33})^2+(\sigma_{11}-\sigma_{33})^2+6(\sigma_{12}^2+\sigma_{13}^2+\sigma_{23}^2)\over2} \end{equation*}

In the principal coordinate system described by the eigenvectors of \sigma, the following equivalent expression for \sigma_{vM} is more convenient to use:

(5)   \begin{equation*} \sigma_{vM}=\sqrt{(\sigma_{1}-\sigma_{2})^2+(\sigma_{2}-\sigma_{3})^2+(\sigma_{1}-\sigma_{3})^2\over2} \end{equation*}

Maximum Shear Stress

As shown above, the function of the stress matrix is to obtain the force per unit area acting on a particular plane at the point of interest. As the orientation of the plane changes, the shear stress and the normal stress on that plane change as well. The maximum shear stress is a real number that represents the maximum shear stress that will exist after reorientation of the plane. It is equal to half the maximum difference between the principal stresses:

(6)   \begin{equation*} \mbox{max shear}=\max{\{|\sigma_1-\sigma_2|,|\sigma_2-\sigma_3|,|\sigma_1-\sigma_3|\}\over2} \end{equation*}

The maximum shear stress is attained on a plane inclined by 45^\circ to the two principal planes (defined by the principal stresses directions) associated with the maximum difference in the principal stresses. This can be shown by considering a plane problem aligned with the principal directions. the stress matrix in this case is given by:

    \[ \sigma=\left(\begin{matrix}\sigma_1 & 0\\0 & \sigma_2\end{matrix}\right) \]

A general counterclockwise coordinate transformation matrix has the form:

    \[ Q=\left(\begin{matrix}\cos\theta & \sin\theta\\-\sin\theta & \cos\theta\end{matrix}\right) \]

The stress matrix \sigma' after coordinate transformation has the form:

    \[ \sigma'=Q\sigma Q^T=\left(\begin{matrix}\sigma_1\cos^2\theta+\sigma_2\sin^2\theta & (\sigma_2-\sigma_1)\sin\theta\cos\theta\\(\sigma_2-\sigma_1)\sin\theta\cos\theta & \sigma_2\cos^2\theta+\sigma_1\sin^2\theta \end{matrix}\right) \]

The maximum value for \sigma'_{12} is obtained by finding the angle that would satisfy:

    \[ \frac{\mathrm{d}((\sigma_2-\sigma_1)\sin\theta\cos\theta )}{\mathrm{d}\theta}=0\Rightarrow \cos^2\theta=\sin^2\theta \Rightarrow \theta=\mbox{multiples of }45^\circ \]

In that case, the value of the shear stress component:

    \[ |\sigma'_{12}|=|(\sigma_2-\sigma_1)\sin 45^\circ\cos 45^\circ|=\frac{|\sigma_2-\sigma_1|}{2} \]

The following Mathematica code shows the above calculations:
View Mathematica Code:

Clear[s1,ss,s2, theta]

In the following two dimensional example, a square is viewed in the coordinate system described by the principal stresses directions. In this coordinate system, the forces acting on the square faces are perpendicular to those faces (i.e., no shear stresses exist on those faces). If the square is aligned with another coordinate system aligned at 45^\circ with the principal coordinate system, the maximum shear stress is attained. Change the values of the stress matrix entries and press enter to see how the results are affected. Find a combination of the stress matrix entries that are not all equal to zero such that \tau_{max} is equal to zero.

In the figure below, the red and blue arrows indicate the traction vectors acting on the planes perpendicular to the first and second basis vectors respectively. The original coordinate system is defined by e_1 and e_2. The principal coordinate system is defined by ev_1 and ev_2 while the coordinate system in which the perpendicular planes have maximum shear is defined by ems_1 and ems_2.

The following is a three dimensional example. Test your knowledge by changing the numerical values and observing the orientation of the principal planes and the planes with maximum shear stress.

Numerical Examples

Change the entries for the components of the stress matrix and evaluate the different stress measures and invariants defined above:

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