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I don't think there are any hard and fast rules. In your case, how much vertical settlement will result from that much lateral movement, and is the settlement acceptable?

"Other panel edges" refers to the perimeter of every single piece of sheathing within the diaphragm. I believe some engineers think a panel edge means the perimeter of the entire diaphragm, but that is not true.

I do not have any reference for my opinion (i.e. I am just making an educated guess), but could it be the shorter bar extension allows for the bar to "unbend" and pull out of the concrete?

It sounds like you are designing a "braced cofferdam," so the recommended soil pressure diagram is the Terzaghi trapezoidal distribution.

You should assume the lateral earth pressure is based on the clay, because as you said, the narrow granular layer will simply transfer the pressure from the clay to the wall. I would not assume there is any adhesion between the clay and the back of the wall, since again, you have that granular...

That seems like insufficient embedment for a cantilever sheet pile wall. Do the calculations by hand to double check what the program is giving you.

It is called the portal method. You assume the location of the point of inflection in the column (midway between base and mid-depth of truss is what I would assume), and you assume the location of the point of inflection in the truss (midspan is what I would assume). Now, you have a...

I don't like that connection. Each stud should have a clip screwed to the stud and connected to the beam flange with power actuated fasteners. Check the Dietrich website.

I get the impression you are concerned with the vinyl siding spanning 16", not the studs themselves. The vinyl siding is merely cladding, not structural. There has to be gypsum wallboard, OSB, or plywood sheathing under the vinyl siding.

36-feet tall in a high wind zone is a severe condition. I think steel studs could work, but my guess is they will be heavy gauge and closer spacing than 16 inches on center.

I would use the track as your chord, and put a splice plate on each side of the track.

Yes, that can happen with certain slopes. That is why the Code requires a minimum wind load on the projected area of the building.

Slope stability - that should be checked, but you are not altering the slope, so I don't know why it should be an issue (unless it already does not work). Soldier pile wall with timber lagging - yes, this is a common way to do a retaining wall, although perhaps not the most cost effective for a...

As far as the diaphragm is concerned, the shear wall is 60' long. Once the lateral load is in the shear wall, you need to get the load to the individual segments somehow.

Start with Table 4.3.1 in the NDS. It is for sawn lumber, and it gives the formulae for the various design values. DaveAtkins

Are you concerned about shear, uplift, or both? I have found if you try to design a washer for uplift by checking bearing perpendicular to grain, NDS will give you a very conservative value. I think this is because the bearing perpendicular to grain value in NDS limits deformation, not...

I think it could be an acceptable load path, so long as you check lateral bending, shear, development, etc. DaveAtkins

I recommend speaking with the manufacturer. They will have recommendations for clay, sand, etc. DaveAtkins

Arun238, I do not disagree with you. I meant in a seismic zone, I believe it is prudent to assume any concrete member is cracked. I should probably be a little more careful about what I assume in the future. I agree that if something is likely to be cracked (like the tension side of a...

I am not in a seismic area (Wisconsin), so I normally assume uncracked concrete. It is difficult sometimes to make things work using the cracked concrete values. DaveAtkins