I'm working on a project where the we want to utilize a space frame canopy.
Im curious if anyone knows of any resources that would help me understand the process and interaction between building SEOR and Space Truss MFG.
Is anyone aware of some place I can find some general guidance? I know I...
I would use Risa section cut tool to calculate the shear moment and axial force at critical sections.
Stresses from FEAs must be integrated to get forces (P,V,M) its not a trival task.
SDWS or SDS screws is often my go to for this. I agree a lag into the side of a hidden stud is not going to be reliable.
Simpson has some tables with capacity for the exact condition where have 1/2" plywood between the ledger and the stud as well which is useful.
Ch 12 is for building structures, floors, walls, frames, etc.
The premise of your question suggests that you are treating the bridge itself as a building structure.
I don't agree with that premise at all. I think of the bridge as a component.
You may consider reading ASCE 7-22 Section 11.1.2...
I am also going to go with NO as a matter of code application.
However, check out what HILTI profis is doing with masonry calcs. I believe they agree with you about the equations being similar enough to apply to masonry.
8" Strip adjacent to the opening feels pretty small to me.
A reasonable strip width in my view could be defined by the lintel extension length beyond the opening.
** Edit I suppose a caveat to my above statement is that the wall is fully grouted. I don't do any partially grouted stuff so I'm...
I specify gable end trusses with a default minimum drag load. I don't think it takes much to make a gable end truss resist say 200 plf as a drag truss.
From a load path perspective, I like the truss action from top chord to bottom chord better than a triangular chunk of plywood.
That being...
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.
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...
