Well, long story short. I have a situation where I'm supporting about 6" of soil from going underneath a continuous grade beam (washing underneath the grade beam) with rigid insulation. I just want to make sure it won't snap off.
I did read that information at the beginning of the chapter but the connectors shown on the load tables still makes no sense. I understand that you can use less by computation.
The Table 4-8 (double angles in axial compression) in the AISC 13th addition steel manual gives the number of connectors needed between angles. Can somebody explain to me why the number of connector say for like a 2LL6x6 column is 2 no matter if you have a 2' long column or a 40' column???
StructuralEIT- I guess thats the question I'm asking. Is the IBC saying the overturning F.S. is now 1.66666 (.6 dead load) or does is still say somewhere 1.5 (2/3 dead load)?
The good old UBC use to allow us to design shear walls using 2/3 dead load of the wall for calculating overturning moment. Now it seems the new 2006 IBC doesn't specifically specify this anywhere that I can see. So does that mean I'm back to the basic load combination .6D + W ? Thanks
I think some engineering judgement has to be used in this case. Obviously most buildings have parapets. But does this constitute having to design a building per the anayltical procedure because you have say a 6" high parapet? Probably not.
The same thought process could go into buildings...
I think I go around and around with this situation everytime I look at my detail. I have a 4 story wood structure (hotel) that is framed with 2x6 stud walls and 24" deep pre-engineered roof trusses. My questions lies at each level where the stud wall sits on my trusses. I usually provide a...
Keep in mind that the L/600 limit is only required when supporting unreinforced masonry and brick. I've had great success using something less stringent for supporting reinforced masonry.
KBVT- My loads are much greater than what I can accomplish with an unreinforced concrete. I need to transfer my loads from my anchor bolts into my steel change of my concrete pier.
I'm designing a monument sign which has a steel column on each side which is embeded into a masonry pier at grade. The columns obviously cantiliver. How far do I need to embed my steel column into my masonry pier? The masonry pier sits on a footing 3'-4" below the surface. I believe the...
If I am using #3 bars at 18" o.c. in my slab of grade am I required to provide 3" of cover as ACI 7.7 specifies? Or are concrete slab on grades a different ball game than what 7.7 covers? I wouldn't usually worry about it but I'm using it as a diaphragm so technically I suppose its a...
According the IBC 2006, I need to design for a 40 PSF uniform live load or 3000 psf concentrated live load for passenger vehicle parking garage floors. Is it as simple as designing for one or the other? Do I use a combination of the two? Say I have a simple span beam 30' long. One load case...
Yeah, I agree. I probably should model it in Risa. I was trying to simplify it as much is possible and try doing it by hand. Obviously its not that simple. I agree there is alot of strenght and stiffness stuff going on with cantilevered columns and so forth. I want to make sure everything...
