Under IBC 2000, do you have to design and detail according to AISC 97 seismic provisions when R>3 (example eccentrically braced frames), even if you are in seismic design category C?
I always think about control and construction joints in concrete slabs and walls but not expansion joints. When are you supposed to put in expansion joints?
Is everybody else allowing enough of a gap in roof thermal expansion joints (example in single story metal deck) to satisfy the seismic joint code requirement as well. I don't usually see this done. Since the buildings are acting separately perpendicular to the joint, I think a seismic joint...
Thanks for the replies,
I tried to figure out this one for a while today and it just seems strange that you can't do the same for unreinforced masonry. Maybe it's something come from tests.
When using ACI 530, if the wall is reinforced you only have to check fa/Fa + fb/Fb <1.0 (or 1.33) for the masonry if the axial stress in the wall is greater than the allowable axial stress if the wall was unreinforced.
If it isn't, you can directly add the axial and bending compressive...
So the brace at the bottom floor (in the middle) which has two floors of braces directly on top of it, with floor beams, can be safely designed as if it is going to equally share all the second and third floor loads with the other braces on the botttom floor? Because of the diaphragm distribution?
I have a 3 story building that uses the same steel brace size and configuration for it's lateral resistance(wind) from top to bottom, and has conc. floor diaphragms.
On the 3rd floor there is for example 3 braces (one on each end of the bldg. and one in the middle of the building).
On the...
When using the Florida Building Code, when does a minor storage facility no longer considered minor? Is there a certain size of facility that matters? I am specifically asking in regards to wind load importance factors. I also looked in ASCE7 and did not find any help there either.
I called and it still is the SE1 then SE2 requirement. They said 4 years experience is also required to be able to take the SE2 test. The SE2 test is $491 per try.
If you have a PE license in another state, what is required to be able to take the SE exam in illinois? Does your work history have to be under a licensed SE?
I sent this email before I posted on this forum, here is the reply:
We apologize for the delay in responding to you, as we had to contact the author. The author of that article left me a voice message regarding your inquiry. He mentioned that there are errors in both Figure 19 and the SL...
What about high sloped (> 45 degree) plywood roofs that do not have trusses. Instead, they only have say 2x10 roof beams and no ceilings. How effective is the diaphragm in transmitting the horizontal loads on such a high angle, into say wood shear walls at each end?
Wait, I think I see what you mean now.It's like the snow height is getting shorter as the joist span increases with increasing slope. It's more like they give you a total snow load and it gets spread over a longer length like you said. thanks.......
I guess I'm missing something, but if I have a snow load I have calculated with a dead load, I would multiply each one by the cosine one time to find the perpendicular component on a sloped joist.
On page 59 of the april edition of modern steel construction magazine, does anyone know why the flat roof snow load is multiplied by cos^2 instead of just cosine to get the sloped roof equivalent, like the dead load?
Does anyone know why you can neglect the shear in concrete and wood beams that occurs up to a distance "d"(depth of member) from the face of the support but you cannot do this with steel beams?
