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For building structures, I suggest the fall arrest load should be treated as an extreme case of live load with a load factor of 1.0 (no add'l safety factor). For the connection of the fall arrest system and the building element, the load shall be an individual load case with OSHA specified...

You have to get the installation/deflection tolerances from the siding company.

I agree. Because it always lies in between fixed and pinned conditions, and is very difficult to evaluate, if possible. So, mechanically "fix" the footing pad is a good idea.

Yes. The assumption on support fixity should be consistent throughout, the variable is the footing size.

You should tell them the fixity used in sizing the footing. They shall apply the same fixity with compression-only spring in the vertical direction..

Q2 can be solved by VQ/I; Q3 is simply My/I (assuming the beam is fully composite).

I agree with your senior engineer on his claim that the repair is a simple matter - cutting and replacing the damaged portion to restore it to the original shape, however, I won't claim this is a "non-issue", which might get your company into the "liability trap". Tell the owner that while the...

I was questioning the effectiveness of resisting lateral load. I recommend consulting with whoever has had such an experience.

Due to its relatively small size, I doubt the effectiveness of the micro piles if placed too far apart. Can you provide the floor plan and mark the proposed shear wall location?

With greater edge distance, the tail of the hook is fully confined, that prevents the tail from breaking the concrete cover and kick-off.

I would send an RFI or RFC to the designer to clear up the inconsistency between the drawings and the note, though a fully developed straight bar is as good as a standard hook.

Yes, depending on the nature of the stress, the load reduction factor can vary.

ASTM C150 and C595 are two specifications of the cement. Per PCA article: "To ensure a level of consistency between cement-producing plants, certain chemical and physical limits are placed on cements. These chemical limits are defined by a variety of standards and specifications. For instance...

I would think Fn = 3*6 = 18 kips, and the strength reduction factor is 0.9 (say), thus ØFn = 18*0.9 = 16.2 kips > Fu = 13 kips.

"The D85 (root zone) is defined as the particle diameter below which 85% of the soil particles (by weight) are smaller. The D15 (gravel) is defined as the particle diameter below which 15% of the gravel particles (by weight) are smaller. For bridging to occur, the D15 (gravel) must be less than...

I would design a steel plate composite with the timber wall plate to help resist the tensile stress. The trick is how to make the connection to ensure composite action.

For an existing building, the "bearing capacity" should be a "known" from 1) the previous design or 2) evaluating the soil pressure under the existing wall. I don't think there is a need for Geotech involvement at this stage, but the interpretation by a structural engineer (you) to clear the air...

Slightly overstressed, by how much, 5%, 10%? It is not wise to disregard code requirements, but write-off by "engineering judgment" was a frequently used strategy. I've seen the write-offs up to 15% with ASD as the design method. You should clearly state your "justification" in your report though.

How would you design a large roof hatch with steel plate covering? THe design approach should be the same.

It is a shear connection with moment capacity to resist the stress due to distortion (change of curvature at the pin joint).