Celt83:
Great breakdown! A little bit intimidating and probably overkill for my application to actually integrate over the cross-section; I appreciate the effort you put into the post! Thanks for the reference to Hognestad's, I had the equations written down from my old class notes and did not...
...is below that limit. Other sources, like Reinforced Concrete by Park and Paulay 1975 state that concrete can be assumed to behave linearly up to 0.7*f'c and can be accurate up to as much as f'c. To be safe I will use the lower values in ACI and if the stress in the concrete exceeds 0.45f'c I...
...elastic method (σ=My/Itransformed)
Calculate concrete stress using elastic method (σ=My/Itransformed)
Calculate steel and concrete force using F=σ*A
Calculate the strain of the concrete to ensure it is less than 0.0015 (half of 0.003, use formula ε=σ/Ε)
If the concrete strain is above 0.0015...
Hi Retrograde!
So below strains of 0.003 I should find the force in concrete by calculating the area of the "stress triangle" (1/2*height*max stress)?
I tried and tried to embed the image, but the purple camera button failed me. For some reason I'm getting no response from it. I would blame it...
Here's an image of the cross-section.
“The most successful people in life are the ones who ask questions. They’re always learning. They’re always growing. They’re always pushing.” Robert...
Hello,
I need some help determining the stress in a "stiffening beam" at service level loads. At the service level moment, the concrete is uncracked. I'm not exactly sure why, but the fact that the concrete is uncracked has made this analysis extremely confusing to me, so I wanted to get a...
I agree CANPRO, but the fun starts when you are dealing with someone elses design/construction and have to squeeze a few extra pounds out of it :)
“The most successful people in life are the ones who ask questions. They’re always learning. They’re always growing. They’re always pushing.” Robert...
CANPRO,
I think you are thinking of buckling of the actual gusset plate, which I agree your memory is correct or at least close on the effective length factors for the plate.
dik,
Hopefully I am understanding your explanation correctly. It appears to me that you are agreeing with me that the...
What kind of modular construction?
“The most successful people in life are the ones who ask questions. They’re always learning. They’re always growing. They’re always pushing.” Robert Kiyosaki
I've used Hollo Bolts several times; the steel workers have hated them every time. Welding seems to be the preferred solutions for the workers I've asked that have tried both. It's unfortunate, because I think the Hollo Bolts are pretty cool, I was excited when I first found them, since we have...
Koot, dik,
First, I do not disagree. But I am interested in why you believe it is acceptable to reduce the length of the member by the length of the connection. Do you simply feel that the brace-gusset connection is sufficiently stiff to prevent rotation and translation, up until the last bolt...
Thanks Dik. Do you mean the last bolts as in the ones closest to the column, or farthest away?
“The most successful people in life are the ones who ask questions. They’re always learning. They’re always growing. They’re always pushing.” Robert Kiyosaki
Hello,
I am trying to determine if it's possible to use an effective length factor less than 1.0 for a double angle bolted to a 1/4" gusset plate. The gusset plate is welded on both sides to a column and a beam. I feel that the length of the member should be measured from center of bolts to...
I believe I have figured it out. The exponent in eq. 3 can be calculated by performing linear regression on the true stress-strain data in the plastic region (post-yielding, pre-necking) and then that value can be carried through to the post-necking region.
In the post-necking region a weighted...
FEA way:
I believe (I could be wrong) that Abaquses tool uses the analytical approximations valid for pre-necking only.
I have access to, and know how to use, the python scripting interface. I really just don’t know how to adjust the stress-strain graph each iteration. I could use the power...
...that up to the yield point engineering and true stress-strain is identical, up to the necking point they are similar and can be related by:
σT=σ*(1+ε) (1)
εT=ln*(1+ε)(2)
After the necking region this approximation cannot be used, because the stress state in the necking region is too complex...
Thanks FEA way
“The most successful people in life are the ones who ask questions. They’re always learning. They’re always growing. They’re always pushing.” Robert Kiyosaki
Unfortunately the documentation is very bad for that chapter. The directions are basically "make a Free Body Diagram" good luck figuring out how
“The most successful people in life are the ones who ask questions. They’re always learning. They’re always growing. They’re always pushing.” Robert...
Is there any way to show a plot of nodal forces (with force arrows) in Abaqus, similar to what is shown in FEMAP/NASTRAN below? So far I con only figure out how to show resultant forces on a cut.
“The most successful people in life are the ones who ask questions. They’re always learning...
If anybody else has the same question there is some more good information here:
https://steeltubeinstitute.org/resources/hss-connections-with-rotated-members/
“The most successful people in life are the ones who ask questions. They’re always learning. They’re always growing. They’re always...
