Recent content by SE2607

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...

I would add an LUS face mount joist hanger and an LTP4 over the area where the member is/likely to split.

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...

I think you are taking the correct position.

I personally don't have a problem with it, but Simpson would (DAMHIK).

Wow! After 48 years, I'm finding out statics is no longer a valid analysis technique! I'm not sure what your definition of perfect is, but one should be able to get reactions of either a statically determinant or statically indeterminant beam by statics.

Maybe I am oversimplifying the problem, or maybe I'm just dumb, but can't one just take the tributary load to one truss and use statics to get the reactions by load case?

...or LTP4s (flat across the trimmer and king stud).

1. Drawing wall thicknesses not to scale (i.e,., 6" like they were drawing with a pencil). 2. Not using enough layers, segregating different object types. 3. Violating color by layer principle. 4. Misrepresenting how a structure comes together at roof/wall and floor/wall intersections. 5. Not...

The proximity of the soil to wood on the outside of the footing is always going to govern.

You need only 8" of separation between earth and wood to avoid PT. The 18" interior gap is to provide a crawl space (for someone other than myself).