Oops. My bad. It's a W8x15.
I can put a pair of stiffeners near the end of the beam., but won't the nailer attached to the floor sheathing provide torsional resistance?
Thank you for your response.
I've done a substantial amount of this work (i.e., more than one project LOL), always through the general contractor where the foundation firm was a sub contractor. The work I've done is in California, so I always get a geotech, not for the AHJs pleasure but for my liability (more lawyers here...
A concert grand piano weighs less than 1,500 pounds. Isn't it still a requirement of the code to design for a 2k concentrated load?
My concerns are that the property owner will have banker boxes full of paper and stack them to the ceiling or have a library with bookcases running parallel to...
I use DropBox exclusively and, in fact have removed OneDrive (as much) as I can from my system. I keep all of my files in a folder under My Documents so that they are accessible from any of my devices. Prior to DropBox, I tried OneDrive. However, whenever I would save as file, I would get an...
I understand AISC's position on shear tabs not required to be designed for the eccentricity, but what about the column? If the distance between the bolts and the end of the shear tab is 1-1/2", there is a 1/2" gap between the end of the shear tab and face of column and the column is 3" wide...
Rotational restraint? I'm assuming the original analysis considered the supports as pinned and free to rotate. I, too, like to have steel posts supporting steel beams, but, when I do, I weld the beam to the column (because, usually, there is no room for a cap plate) analyze the beam/columns as a...
If something like that happened on one of my projects, right after the jobsite visit, my next call would be to the state contractor's license board and would be persistent until I receive evidence that the contractor had lost his/her license.
This is the issue I have with the IRC in general. A LOT of things don't calc out, or at least didn't when I last looked at it. At the time, I came to the conclusion that the IRC was for simple structures far away from high seismic and wind zones. But, that is a different thread. Sorry for the...
You are a lucky man. Here in California, there is an incredible amount of scrutiny (which results in my outrageous fees, so I'm not really complaining).
I understand ignoring trib area reduction for residential work, but how do you get by without load combinations? While writing this, I am...
I realize that WL^2/8 and Mc/I doesn't take very long, but....
First you have to determine W (trib width x unit load) for each load case, including reductions for tributary area.
There are those pesky load combinations.
Back in the day, I could do hand calcs pretty fast (compared to my peers)...
I tried Woodworks many years ago and didn't find it productive at the time. I found it too tedious for single member design. For an entire framing system, it didn't provide a "final" analysis, but a "conceptual" analysis (based on my feeble memory, I could be in error with the terms). That...
I'm going to look at a situation where a concrete beam has spalled concrete and the owner would like to repair it. I don't have any issue with doing this. I would probably specify something like Sika Dur Hi Mod 32 for a bonding agent, but my concern is, unless I shore the beam to relieve the...
No friction, regardless of the factor of safety. If you are in an area of significant seismic activity, the force creating that friction might be zero.
To evaluate the lag bolt attaching the ledger to the existing structure, look at NDS's Technical Report No. 12 which gives modified equations for a gap between the two structural elements. Also ensure the lags occur at the existing studs, presumably @ 16", but should be field located prior to...
