My only advice is to read the footnotes of the tables very carefully...you can usually find favorable exceptions although it usually comes with large reductions in strength. There are a few cases when you can use gyp. studs at 24"o.c. and unblocked edges (I'm looking at Table 2306.4.5 from 2003...
I'm in California and always get good information from a Ryerson catalog. Our local suppliers seem to have no problem getting the shapes noted on the catalog. The "stocklist" is available online at ryerson.com.
Essentially for guardrails the design loads are: 200 lb. point load in any direction and (not simultaneously) a line load of 20 plf? (can't remember, may be 50 plf) For an industrial setting guardrails generally are 42" high and have a "midrail". More info can be found at OSHA website and, if...
well, pspe,
16' span for a 2x10 is pretty far and some deflection will be inherent.
Yes, definitely repair the third split joist, but I'd also add another scab to "joist 2". The "repair" has a knot in a bad spot-they should have at least put that knot on the top(I had thought it was already...
Not sure how much you can do & still preserve the historic nature..Use a 2x12 (or so) at the top and bottom of the logs, like crown moulding, and fasten each log with two (min) fasteners at each end to the 2x12's...esentially creating a little moment connection at each joint, like a portal frame...
thanks cntw1953, good point...I live in a frost free zone and sometimes forget that this forum reaches other parts of the world...Someone else is going to have to comment on the frozen ground issue or wayniac3 is going to have to say whether it is a factor for this project.
Stillers, CTW, houseguy & I could use some clarification. If these joists are spliced in the middle, it wouldn't cause a slope to one end of the joists. Something else would be happening with the joist support. OR, perhaps you mean that the corner of a room above hits near the center of these...
Think about using a larger square area for the interior piers, but leave the slab in tact. Basically assume the slab is only as strong as the soil (1000psf is conservative depening on the area, not sure about there with the flooding). This would reduce labor and may be better to keep the slab in...
Has anyone out there designed a guardrail system with wire rope or chain? I'm having trouble reconciling the resulting loads to the posts in a "reasonable" manner. Lets say with two posts and a chain "rail" between, placing the 200 lb. point load at the center, perpendicular to the rail...
yes, the earthquake and wind forces have to get to the concrete core somehow, which will be through the surrounding structure. I suggest you have a little sit-down with your employer and talk about load transfer.
All the things you have been asking require some critical thinking about a...
My repair of choice is a plywood gusset each side secured with nails or Simpson SDS screws. The SDS require no predrilling and have a decent load value.
If you have enough of a stub of web member left you can just sandwich the stubs with a 2x each side.
But, like Mike the Engineer said, check...
yes, use as many iterations as needed in order to account for all directions of the input loads. Then you combine the results together with the use of an "interaction" equation.
The design equations depend on the materials you are using. You'll need to review your material code documents (AISC...
Use all loads that would occur in any specific direction. Then check the beam capacity with an iteraction equation to account for axial loads and bending in more than one direction.
vertical loads: 1.2D + 1.6 Lr + W1
lateral loads: O D + 0 Lr + W2 (don't forget lateral loads may be transferred...
