I do have a Risk Category III and IV Building, so maybe that is the conversion factor I'm looking for. The 143mph maybe is only for a Risk Category II Building?
I have a job where the wind load requirement is to use the NOAA Category III Hurricane wind speed of 130mph converted to ASCE 7-10 basic wind speed for structural design
This is fairly simple in this case, Table C26.5-2 in ASCE 7-10 gives the approximate relationship between NOAA and ASCE 7...
Yes, thanks. I downloaded that today, and sent to SlideRuleEra.
Something is bothering me about that PDF, though. It almost seems as if some of the joist tables are copied in to that PDF from the 75-yr SJI manual...
Thanks JAE.
Quick story about the Macomber Macotruss framing system - I've only come across the entire system (Joists, joist girders, and columns) one time. The columns are two heavy gage C sections welded together to form a box, or similar to that. On the job I was working on, a forklift...
Yes, thanks. Unfortunately, a dead end for Bethlehem joist tables. A lot of Macomber stuff, though. I even have a Macomber Maco-truss Framing System Catalog. I can pdf it and email to sliderule if anyone has sliderules contact info.
Over a decade ago, I had Bethlehem Old Joist catalog values, and needed a Macomber catalog (thread507-17733).
Well, I found the Macomber material back then.
Now, I can't find any catalogs for Bethlehem joists. The existing joists are essentially hat channels for top and bottom chords. A...
This isn't my first time to the rodeo. I do wish that my employer had some sort of policy about existing PEMBs. Something to the effect of "We won't touch it with a ten foot pole, or a 10x multiplier on our normal fee".
Even the flanges of some of the girders change thicknesses at quarter...
Understood, Dik. In addition to reducing load on the existing Z purlins, I know the girders will need reinforcing too.
At some point, you have to think it'd be more cost effective to demolish the existing building and build new.
I have an existing PEMB, built by American Buildings. At least I think it was. Old logo on the building says American, and the roof Z purlins are 9.5" deep. The only PEMB company that makes 9.5" deep Z purlins is American Buildings, as far as I know.
Anyway, my client wants to add parapets...
jdgengineer - Do you still use Steel Smart System? I have downloaded the software and have been trying to get an access key from them for almost two weeks now with zero success, not even a call back or email. I'm wondering if they are out of business?
Google must be broken, as I tried the same thing and came up with nothing. Now, I tried to find the wall thickness, with still no luck.
An associate has the AISC 5th Edition, and he said there was no mention of heavy wall steel pipe. The pipe listed are standard, extra strong, and double...
I have existing building plans, and a column schedule that lists diameters.
A note at the bottom of the column schedule reads "All cols. are conc. filled H.W. steel pipe columns.".
Does anyone know what H.W. steel pipe columns are, and have any information on them? Drawings are dated 1956.
I was anticipating concrete grade beams between pile caps in each orthogonal direction to satisfy the requirements of 1810.3.13. It just seems that the requirements in that section aren't exactly clear...
I have a deep foundation job, and we're driving HP shapes with concrete pile caps. I have some isolated pile caps with no structural slab. This job is designed using the IBC09, and I have a seismic design category "C".
Seection 1810.3.13 Seismic Ties states individual deep foundations shall...
My case is a bit of an odd-ball. I have a steel framed second floor (concrete on metal deck on steel framing) with steel columns. Top of steel elevation is roughly 20 feet above finished ground floor. Thats why steel beam depth is not an issue here.
The client does want to support brick...
What would be the cheaper way to do it?
If steel beam depth is not an issue, would it be cheaper to design the floor beams as non-composite?
Obviously, with composite design, the weight of the steel beam is less, but is the savings in steel weight then offset by the labor to install shear...
I used BAretired's assumption and analyzed the C purlin as an additional bending member (in addition to the "knife" plate), and also moved the roof reaction location from the flange of one of the C purlins (first back-of-envelope approach) to the centroid of the web of the C purlin, which...
