Poisson's Ratio

I came across an interesting problem while doing some preliminary models. I was modeling a cantilever member (10" x 10" x 60"). I had fixed the nodes at one end for all DOFs and applied a temperature change of 50 F. One would expect the stress in the member to be uniform and approximately zero. However, the plot of the stresses in the long dimension of the member showed there to be some variation in the stresses given by the model.

Note that the red contour indicates stresses between 0.1 and 1 psi. The gray contours are stresses greater than 1 psi. While high stresses should be expected near the support, such areas of higher stress at a distance of 16 in. away from the support was unexpected.

Since Poisson's effects were suspected as the cause for the variation in stresses, the boundary conditions were changed to the arrangement shown below. Only the center four nodes at the end were restraned in all DOFs. The rest were only restrained in the Z-direction (long dimension of the model).

The analysis was run again with the new BCs and the same temperature load applied. The stresses in the model were found to be more consistent as well as clloser to the correct value of zero.

Note that with the improved BCs, the model only gives stresses above 1 psi within 12 in. of the end support. This is consistent with St. Venant's principle which states that at a distance b away from the load stress are uniform, where b is the width of the section being loaded. Points within a distance b exhibit higher stresses and the stresses are not uniformly distributed (Beer & Johnston 1992).

We can see then that poisson's ratio is significantly effecting the results derived from the model. Thus, I set Poisson's ratio equal to zero and repeated the analysis. The stresses at a section through the middle of my model specimen are shown below. The stresses observed are now significantly more uniform and are generally closer to zero.

References

I thought it best to make a post that would contain assorted references. I'll post references as I use them on the site in the comments in this post. As an aside here, I'll only post the references that I make mention to on this site. If you feel that there is a reference that you feel I should consider/mention/look into, please drop it into the comments under this post.

First Steps...Free Shrinkage Models

Within the comments of this post I'll discuss my free-shrinkage modelling efforts. Using ANSYS I made models of laboratory specimens used as a part of the work by David Blackman (Blackman 2002). See the comments for more details, to drop in your opinion, or to tell me I'm completely wrong.


*Note* I will be adding content to the comments over time, so be sure to check back from time to time if something interests you.

Example of the effects of restrained shrinkage

Transverse crack likely caused by restrained shrinkage of the concrete deck by the steel girders


Photo taken by Jacob Bice (2003)

The Problem So Far...

Naturally, the first question is, "Why try to model restrained shrinkage of concrete?" It is a well established fact that concrete shrinks and because of restraint subsequently cracks. Concrete design codes have addressed control of shrinkage cracks since the 1920s. Current code design provisions are essentially unchanged since the 1940s. However, the codes in their present state are:

1) Entirely based upon empirical observation
2) Address only the case of unrestrained shrinkage
3) Do not give specific guidance concerning the restrained shrinkage case

Thus the goal of my work has been to develop design recommendations based upon my experimental and analytical work.

Opening

I created this site to document my efforts at finite element analysis of concrete bridge decks. Specifically, I am interested in modeling the restrained shrinkage of the decks and determining the the effect on global behavior of various design characteristics of the bridges. This work is apart of my dissertation research and is ongoing. This site is by no means an "expert" site but rather an arena in which I can deposit some of the fruits--small though they may be--of my labors. Furthermore, I welcome any comments, suggestions, criticisms, and/or ecouragement anyone with expertise or knowledge in this area may have to offer.