ishvaaag,
Thanks very much. I assume the formula relavent to my case is either 02 c or 02 d? Do you know when to apply Roark or Ugural? One is essentially half the magnitude of the other.
I have a thin walled circular tank buried underground. There is no positive connection between the lid and the top of the tank, so its essentially open ended. I have worked out the compressive stress in the wall. Can anyone give me an expression for the bucking capacity of the wall? Much of the...
rb, for this collapse mechanism I am assuming that the point load is the dominant one, and that the udl on the cantilever is not sufficient to develope a plastic hinge at the support. Thus the mechanism described needs to overcome the cantilever moment in order to form the plastic hinges under...
Thanks for your replies guys. BA looking at it again last night, you are correct, and yes you are right.. on reflection it is quite simple. C/2@ is the average displacement by the load qC hence work done = - qC^2@/2
Thanks again
I have a question about a specific plastic analysis case, some of you guys may be of help. I have a beam fixed at one end and a cantilever on the other. Most common continuous systems will require 3 plastic hinges and the collapse mechanism will be independent of the load on the adjacent spans...
I have successfully designed (but never checked existing slab) using similar methods as per the method attached.http://files.engineering.com/getfile.aspx?folder=a15b0da3-2c82-43c3-81b6-10c26e4e8f02&file=groundbearing3.pdf
hokie 66 what neaveyoung was suggesting was the origional live load could be examined to see if the new crane loading exceeds the design value. unless the floor is designed for large industrail raking/ forklift loading it is likely that the design load will be exceeded. Hokie66 who made you...
I haven't designed a basement wall for a couple of years until tis week. I was landed with one this week and I designed it using this very spreadsheet. I obviously hand checked some of the critical stability calcs but not the crack widths. Now low and behold, just as the RC drawings are whisked...
Dunno where it came out of to be honest!! Have it years but yep think its either mine or one of my collegue's uni notes. I have a wealth of all that kind of stuff saved up over the years. Its not actaully that complictated.. and I think its important to appreciate the hand calc methods that can...
Hey boyos,
Have a look at this.http://files.engineering.com/getfile.aspx?folder=fba40d90-973c-42ce-8113-5b1cfd90291e&file=The_Moment_Distribution_Method.pdf
or you could place a beam behind the cantilever beam spanning across the end bay between the end and second from end portal columns. Considering the lack of stiffness of the portal about its weak axis, most of the moment would be transfered into this member.
