I just can't seem to find any answers on my own to the following basic question:
Why were the flanges tapered on the S-shape? Why has the W-shape essentially replaced it in modern construction?
I believe modern channels are still tapered. Again, why?
Ron, what do you mean by "academic pursuits?" Plenty of engineering faculty completed PhDs outside of the U.S. That is not relevant though as the TS has stated that they plan on an industry career.
I don't see how a PhD overseas would cause any particular difficulty in determining...
I am modeling a 3D geodesic dome in LUSAS in order to determine the stresses at the nodes of the structure. As I am new to LUSAS, I do not know what type of surface I should define in order to apply a uniform dead load over the surface, as all I really need is the program to determine tributary...
Hsieh and Mau : Elementary Theory of Structures
Haven't read most of the other ones mentioned, but I can tell you that the above text has conjugate beam, virtual work, moment dist., slope deflection, and it is all clear ENOUGH that no other book is needed for classical structural analysis...
What's the span? If it really is a deep beam, then you should probably use a strut-and-tie model. "Prestressed Concrete Structures" by Collins and Mitchell (they do strut-and-tie models for both RC and PT in that book) is the best resource that I've come across on this topic.
forget the comment about modified stiffness for your prob.
-6*E*I*D/L^2 is the moment on both sides of a beam subjected to end displacement D.
g'luck, sir
there is a joint translation/deflection at node 2.
you can convince yourself that a unit translation at the end of a beam creates moments analagous to the case of "antisymmetry" (if you've covered modified stiffness in your studies).
So you have to consider those moments, in terms of the node 2...
I didn't look too closely, but you managed to solve "crosshq7", yes? So, "forcewb7" really isn't much different.
Your mistake in "fixedbeamsz1" is that you are neglecting the columns. When you include the whole picture, you will see that the "ratio" for 1-2 and for 3-2 is not zero. Thus, at...
This isn't really the place for hw help. However, if you are really stuck and need help, then you need to tell us exactly what you've done so we can find your error. Those last two posts have been especially lazy. You've obviously neglected the carry over moments in symmrr9. forcewb7 can be...
Let me first say that I have not done a nonlinear pushover.
That said, it is an interest of mine and I think Ductile Design of Steel Structures is a decent book on the subject. As far as what software to use, I know that SAP and its ability to create plastic hinges is ideal for such purpose...
I once had an interview for an internship where I was asked some technical big-picture questions. I knew the answers. Got the job and was able to work on some unbelievable projects for a 20 year-old.
My GPA was good but not outstanding. For recruitment for an engineering firm, I think that...
It would seem to me that either local buckling or LTB would govern. I have not taken a class on plates, but it shouldn't be too difficult to derive the equations for each case.
Since half of your section will be in compression, I would think that it would be comparable to a typical flange...
When I try to run a model for a moment frame building, I receive the following error messages;
"Error in defining Analysis Arrays. Check available space on disk."
"Unable to create .csj and .csp analysis file."
And the program will not attempy to run for me.
Any suggestions?
