I may be off here, but I think what you are seeing in your results is the effect of geometric non-linearity, NOT material non-linearity. Perhaps the ANSYS solution you are running includes both types of non-linearity.
For thin walled pressure vessels, you should be running a non-linear...
Tincan, thanks for the reply. The antennas will be mounted on a 12 foot face width triangluar frame made up of pipe. It is not an antenna tower. The water tank is a 100,000 gallon water tank, 130 foot tall, 30 foot diameter, torospherical head, 1/4 inch thick plate. My point reactions at the...
I am designing an antenna array support frame to be mounted on top of a water tank (on the shell's crown). Rather than a finite element modelling of the entire tank shell, does anyone have any references for hand calculations and approaches for analyzing the tank shell for local loads...
Isn't it possible that your problem could be moisture intrusion above ground into the block walls that travels down block cells to the wall base, which is your basement floor? As such, remediation would focus on things like exterior wall painting/coating deterioration, clogged roof gutters...
The response from Starmass is exactly correct. However, you may want simpler terms for understanding. An example of an isotropic material is steel or aluminum. Their stress-strain relationship can be simplified down to just two elasticity values, E and G. This is because when you compress...
How is it that 200 psi of compression stress causes the pole to fail the unity equation while ignoring 200 psi of compression does not? There is something wrong here. I get that the buckling stress is 9.35 ksi, so allowable axial compression stress is 4.88 ksi, so applied over allowable ratio...
I recently had this type of work done also. I needed the depth of three existing drilled shafts for a telecom tower because the original foundation design drawings could not be found. Being in Florida, I used a company called GRL with offices in Orlano to do impact testing with a Pile...
Thanks for the comments from jgrek and dooron.
Regarding jgrek's post, I agree that the 5:1 is for a static load while the design of steel support structure per AISC Code and the CMAA #74 standard are to include dynamic amplification factors on the static load. But the CMAA dynamic...
Not sure what the height of your wall is, but here is an idea. Since 1998, the ACI 530 Code for masonry has included a chapter on prestressed masonry. I know because I wrote the chapter. You could open up two top CMU and two bottom CMU faces, thread down a prestressing bar the full wall...
What is the governing standard for the allowable steel stresses for the steel support structure for a monorail with trolley hoist running on the bottom flange of an I-beam track, i.e. the I-beam, end support beams, hangers, etc?
I am confused for a number of reasons. First, it appears that the...
Focht3, thanks for the reply, comments and suggestions.
With all of the pile foundations in service throughout the world, don't you find it a bit troubling that this basic pile lateral load analysis stuff is cutting edge?
I can tell you that lack of a clear method of analysis with well defined...
btangzh, your post highlights my very fustration. You make the statement "Generally, the RC piles have a lateral displacement limit of 1/4 to 1/2 inch, while steel piles will withstand a larger value." Why is this and how do you know? A reinforced concrete element is designed for...
dgb, thanks for the comment. I guess I am finally seeing the big picture. The key is that one must analyze the pile with ultimate load conditions rather than service load conditions. I would guess that many engineers performing these calculations miss that key point and run the lateral load...
Thanks for the comments.
So I conclude that there is no particular lateral deflection limit required in all cases.
However, I still am concerned with the issue of lateral pressure on the soil layers. For the design of a deadman anchor for a guy wire, one considers the lateral pressure applied...
For some reason, I cannot seem to get a definitive answer to this issue, so I am petitioning the good readers here to help.
For a laterally loaded pile, what is the maximum lateral displacement limit (in inches) and what Factor of Safety should one apply to that limit? Specifically, I am...
