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I think so yes. It has modules for joists, headers (with jambs), general elements (columns collectors). You might have to trick the modules via loading and support conditions for certain elements but it covers much of what you are asking for directly.

It has some standard built up profile arrangement that it tackles. I quite like the software. It covers most of what I need for CFS design. For other softwares I dont know of much, but there is AISI Win is pretty good I believe SCAFCO licenses a version of it for free. There are alternatives...

The beam over the top is still dragging the load to the other side of the portal frame. I don't see this being any different than just regular strong wall design. Unless you are trying to use the flexural stiffness of the beam it seems like just two shear panels with a drag beam over the top to me?

I wasn't making fun of your question. perhaps I was a bit blunt. Wind loads perpendicular to the wall. seismic load of the wall itself. Piers that are adjacent to openings steel can easily be governed by out of plane behavior for slender walls with significant out of plane forces.

I would consider the out of plane strength in any scenario where the wall needs to resist out of plane loads.

Lets convince the geotechs to give ultimate loads and be done with ASD forever. Would also like to mention that our code allows us to reduce seismic effects of overturning by 25% at the foundation.

Trim bars frame the opening and ideally are fully developed beyond the opening vertical, horizontal, and sometimes diagonal are used. The minimum trim bars are called out in typical details of 99% (probably 100% of drawings that I have come across). Honestly I think you way off mark on this...

If you have the deck anchored into the building sufficiently and you can resist all of the lateral loading with the existing building, then the deck is another mass for the MSFRS of the building to resist. If your deck structure resists its own lateral loading in same way, then yes you need an R...

The entire wall is going to act against resisting lateral loads. You can decide to treat it the way you proposed but what happens if one of the segments that you did not consider gets overloaded in shear or flexure? You always want some trim bars around your openings. because there will be a...

Bulb, the section being analyzed in the example is the rectangualar section of the bottom leg in bending. The problem has us thinking about the single leg of the angle resisting bending like a cantilever. That leg has it's own cross-section properties (S,Z,I,etc) In this problem, the...

The length of the angle is 8" they are using the full length as the width of the bending flange.

I guess it depends what elevation the shear transfer is happening at. Usually this is right at the diaphragm sheathing. If the calc is for SW chord forces, I would measure from the base of the wall to the sheathing of the diaphragm. The fact that your 'wall' starts 2ft lower does not reduce...

Its a pretty small footing to resist any kind of overturning load of structural magnitudes. Small loads for misc equipment I would be more accepting of skin friction especially if its a poured footing. For precast footing embeded 24" or less I dont think its a reliable enough path.

What concerns you about having additional stiffness? I think its fairly routine to neglect the contribution (strength and stiffness) of sheathed walls. If the building is seismic and the Cs factor is calculated at the peak of the Sds curve, and you design and detail your MLFRS for sufficient...

Seems like there is a terminology problem that may be confusing you. Probably because when you use the term 'diaphragm' it implies that the loads are in the plane of the element. Pretty much all diaphragms in buildings also resist loads normal to their plane. (dead loads, live loads, snow...

First you need to define the irregularities and discontinuities in the system per ASCE 7 Chapter 12. Once you have identified these conditions you must follow the rest of the requirements of the chapter to determine which elements need to be designed with load combinations including...

You can try checking the provisions for alterations in the IEBC. It would look something like, estimating the lateral load existing on the exterior wall. And comparing the new lateral load against that. If it doesn't exceed a threshold indicated in IEBC you can argue that no upgrade is required.

I just use flat blocking with a continuous strap over. I check the flat blocking & trusses for compression bearing capacity at the trusses. Then in the region where you need to anchor it to the shear wall you have to have enough connectors. Like @lexpartie is saying sometimes it can be...

I'm having a hard time understanding what your question is exactly. You might have a case where a wall is anchored to a perpendicular drag truss so the drag truss can support the wall in the out of plane direction. You should be able to answer your question with a properly constructed...

Your detail has blocking at the sheathing edge, and blocking in the wall. You also have them nailed together. The shear (into and out of the page) is transferred from the sheathing to the vertical blocking and the vertical blocking to the horizontal blocking, finally the shear ply is nailed off...