I think if you put the onus on the contractor to brace the structure during construction, you are covered. Specifically mention that in specs, general notes on drawings, etc.
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...
It will be an expensive detail, but I think the EOR wants multiple through plates, one at the top flange of all of the beams, and one at the bottom flange of each beam.
DaveAtkins
You did not include the diaphragm adjustment factor (1.1), but that still doesn't get you to 400 plf.
My guess is the diaphragm capacities are based on testing.
DaveAtkins
I would assume the wall does not resist lateral loads, since its out of plane stiffness will be much less than the in plane stiffness of your other lateral load resisting elements.
DaveAtkins
Are you proposing the use of a cantilever wall to resist diaphragm loads via out of plane bending? It should be OK if you follow the Code and the calcs work out.
DaveAtkins
A four bolt base plate detail is very common to create a fixed base. The base plate, anchor rods, and footing must designed for the moment.
For a beam to column moment connection, you must weld the flanges of the beam to plates which pass through the tube column. There are details of this in...
Do you have GWB sheathing in addition to the flat strap bracing? I can't imagine a wall with bracing but without sheathing. If you have sheathing, it will hold the wall together so you can count on the full DL against overturning.
You can go through the mental gymnastics of contemplating how...
You certainly can use dead load to counteract overturning. Of course, you must use the proper load combination, which means 60% of dead load for ASD, or 90% for LRFD.
In order for the wall to overturn and begin to put tension in the holddown, it must lift the dead load.
DaveAtkins
I reviewed both attachments, and you are basically on the right track (so don't call yourself "IAmNotVerySmart"[wink]
Some suggestions:
* At the Second Floor, I would cantilever the beam over the First Floor column, and not try to weld on a cantilever
* In your hand calcs, when you are...
We can all be thankful KootK is willing to give up a Saturday to draw free body diagrams of diaphragms[wink]
Seriously, though, that is a nice explanation of what is happening.
DaveAtkins
I have been thinking about this, and I believe the deflected shape is exactly what we should expect.
A three sided diaphragm is not a cantilever, but rather a simple span beam cut in half. So the deflected shape looks like the deflected shape of half of a simple span beam.
DaveAtkins