The NDS is a design standard. The manufacturer produces E, I, Fv, Fb values for you to use to this standard. Usually found in a pamphlet called the "Design Guide" or look up the ICC report if in doubt. also mentioned though is the use of the iLevel software "Forte" for analysing I-joist by...
Use the online HTML version.
http://publicecodes.cyberregs.com/icod/ibc/2012/icod_ibc_2012_23_sec004.htm?bu=IC-P-2012-000001&bu2=IC-P-2012-000019
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You might find the attached file interesting. Please note the date on this is past its experation and I don't see it available on Strong-ties website anymore. So take this critically FWIW.
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I guess more to the point of the OP: the requirement is not just for boundary walls which may or may not be utilized in the diaphragm design but explicitly if they are "bearing partitions". So an interior bearing wall is REQUIRED to interrupt the double top plate of an exterior bearing wall...
Ah! Now I see.
In that case I have no answer other than it is a nice easy way to set walls. It certainly makes perpendicular partitions stronger tied. My experience would say that I couldn't find a skiled carpenter who would want to do it any other way. But that shouldn't necessarily be a...
KootK, what is your typical design snow load? 2x4 top chords are ALL the rage around me at 30-45 psf Pg. Sometimes a 2x6 and only bigger in girders or less conventional profiles.
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1) Floor Diaphragn chords
2) Shearwall drag chord
3) Load transfer when vertical elements don't stack: 24" oc vs 16" oc or just the shoulder stud of an opening or a beam at floor opening. Without the double plate, all joists/rafters/beams must have a stud underneath (+/- 1").
4) out of plane...
It is also really easy to fasten a ledger to studs without the let-in. Hanger the joists to the ledger -done. Blocking, edge fastening and load capacity all in one. The only missing part is to say how many fasteners to attach the ledger with. Might suggest a strap tie.
But yeah, Balloon...
Following KootK's lead: if you are only in the design phase, the trusses could be constructed to have a "let-in" on the upper part of the heel for the band joist similar to a floor truss. This would also be similar to the configuration of using a flush ledger or midchord bearing only upside...
jayrod and kootk are on to the only thing I can see. Without more plans and elevations/section it is really impossible to say what you can do here. It is also an excellent opportunity to ask the project engineer or hire one to give you a real answer. What does the "architect"/designer say...
Monitor for movement. 1/2" out of plane deflection is not at high risk and you have approx 60 years of history here. Tape or fasten some type of measuring stick on each side of the crack and mark the alignment and date. Remember some tape will deteriorate and you may have this here for decades...
xr250, I like that. It is neat to see the different ways we do these things. Do you have the wood notched a little so it is out of the way? I imagine this helps with bearing compression on heavy reactions for the beam too.
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I think the hoop steel is a limited bargain but maybe think of this way:
The radius on the stemwall is 45' so in a way you can think of this as a continuous retaining wall with never ending wingwall (until you get to the tunnel opening) or angled out abutments -design as shearwalls to hold the...
Kootk is right on. Additionally, I say no to: Lag Screws and "carriage" bolts. Woe to the carpenter who says otherwise.
Other than that you need to know the % of load you are distributing in and out of the wood members to steel. This is a function of the members strength and stiffness and...
Usually the stemwalls were not tall like in your case. For the most part I don't think we considered soil lateral all that much. It was a very basic design:
1) Assume poor soil at about 2-3 ksi bearing, maybe we had multiple tables for a few soil types.
2) The footing was based on full bearing...
