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???
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 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...
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...
I have a unique situation where I have a 1 story steel framed building with bar joists and metal deck roof. The building is appox. 70'x180'. The problem lies in the fact that the building elevation including the metal deck steps up 2'-0" at 3rd points along the 180' dimension. So that...
I'm designing a foudation for a metal building. I need to provide hairpins at a few column locations. Which is pretty typical. I have a 4" slab and need #6 hairpins. Do I need to follow the ACI limitations for concrete coverage and provide a minimum of 3"(ACI 7.7)or do slab on grades not...
Here's my deal. I basically have a square steel framed building with a metal deck. On two sides of my building(about in the middle of the building) the outside of the building jogs in approximately 2'-0". Therefor my chord forces are broken or my continuous load path is broken. Do I try and...
I'm designing a 1 story retail building approximately 75'x230' in size. I'm providing moment frames on the ends to accomodate my wind loads (no seismic in this area). Is it too conservative to say that both the deflection of the roof diamphragm and the story drift from my frames should be...
I can't seem to find any threads on Docs Plank. Maybe the spelling? Anyways.. I'm dealing with an existing 60's building that used this. Does anyone have any literature? Is its reinforcing post or pre tensioned? Thanks for the hlep.
Is there anywhere in the code where is states that you must used stoops? I work in Midwest and stoops are used. From what I can see, there is no place in the building code that specifies that you need stoops. Or is there? I guess I ask the question because we are doing a project in New...
Just got off the phone with the plan reviewer from New Mexico. Being from Minnesota we do very little work outside the Midwest. He informed me that they were in a D1 seismic zone. What does D1 mean? Also, he informed me that we needed to have 24" min footing coverage. Typically in MN we...
I'm designing a single story office/warehouse with a mezzanine in MN. Walls are precast panels. Roof is metal deck with beam and column lines. Building is approx. 165'x480'. Should I break up the 480' dimension with an expansion joint? Obviously for ease of design I'm trying to justify...
Can anybody lead me to fastening and diaphragm values for standing seam metal roof? I have a metal seam roof that will be fastened to 2x6 purlins spaced at 2'-0" o.c.
I have to make penetrations through the walls of a steel water tank. I can't remember from my past experience how far the holes have to be from the welded steel plate seems. Plus I can't find it in the AWWA standard. Can anybody help? Thanks
