Exactly, on both counts. Lu = 12" so use 20' (although I will have two beams 15' apart, so I can see how it might cause some type of drifting).
I'm now trying to convince the client to live with a 15' x 15' deck and trying to convince the reviewer that if I keep the beams hovering right above...
I misspoke earlier - the reviewer is okay with the 15' limit for the deck area and railing. The beams, however, will be 30' wide because I cannot load the center of the building economically.
Pg is 30, Pf calcs to 21, but the local code is Pf = 30 min.
The code is the IBC. Does that provision apply to snow loading? I always thought of that in terms of changes in use.
If it does, and if the roof was be considered a single element, than I could probably keep the net increase to 5%, but breaking the roof down into beams and joists, any...
If I hang the deck joists flush between the beams, the finished deck elevation (and the tops of the beams) looks to be about 2' off the deck in back and 3' off the deck in front (roof slopes from back to front).
The deck will have handrails all the way around it, though, but I might be able to...
Looking to put a 15'x20' roof deck atop an existing, older, 30'x40' building. The existing structure of the nearly flat roof does not meet today's building code. In order to leave the roof undisturbed, we planned to span the roof from side wall to side wall with small W shaped beams (the side...
Mike - If you mean I should design trusses that meet the client's requirements - well, that would be a fine idea if this big boy wasn't already built! If you meant that I should try and turn what's already there into trusses - it'd be possible, I suppose, but the clients have plans for the...
The IBC and IRC require 20 psf live loading for attics, but that's enough to sink the whole truss (if you can call it that). Hanging a 22' wide floor at 20/10 from the midpoint of a long set of rafters appears to overload them.
Any ideas? And it must add to the wall thrust, too.
Stop me if you've heard this before (but I'll need a picture to believe you). I'm reviewing the roof framing for a client with a 48' deep center hall colonial. The 10/12 pitch is formed with 11.88" LVL rafters at 16" on center, and they're tied at the top of the outside wall with continuous...
Ahhh contractors. I was brought onto a site where a 24' long W10x88 has been installed flush in a ceiling and the contractor has taken some liberties with pipe penetrations (see attached).
A quick beam analysis shows no real issues with the selection of the beam - it's effectively uniformly...
The 8'6" steel fluted column in these pictures is in service in the top floor of an old factory (1900+/-) building that was converted into condominiums in the early 1990s. It supports the roof structure of the building, but a client is hoping it's got the capacity to support one corner of a new...
I've got a 7.25" deep floor box into which I must shoehorn a steel beam. A W6x25 deflects too much on it's own, so I intend to build up the section with .25" x 4" plates welded to the top and bottom flanges.
The fabricator says a continuous fillet weld will cause heat damage the W6. Is that...
Are we having fun yet, or what?
I ignored the program's results within 10 minutes of the post. The software was, in fact, taking the bottom of the joists as laterally unsupported (Cl=.53 => Fb'=605). Modeling it as laterally supported follows AE's calcs at good by 68%.
My questions tend to...
