I deal with this sort of thing on a frequent basis. Pick something and stick with it. Note exactly what you did and your assumptions in the notes. Also in the notes state that the final foundation/footing size design will be required after you get the "SIGNED AND SEALED" PEMB drawings. Notice I...
Know ASCE 7 sleep with it. This is how you get your loads.
Know IBC chapters for design. It amends things in the other codes.
Know how to design concrete and know ACI chapter 21.
Know the AISC seismic design manual.
Same goes for masonry and timber.
And same pretty much goes for AASHTO for a lot...
I would suggest you get a copy of "Pressure Vessel Design Manual" by Dennis Moss and published by Elsevier. If you are a structural engineer, you should have no problem digesting and using the needed information in this book. There are other books etc...
I don't think I have seen it mentioned in this thread and may have no bearing on the OP's problem although it is relevant. I will inject into the conversation that if there are seismic requirements when using R > 3, then for V and inverted V braces the code AISC 341-05 specifies the beam should...
I would look at it as a weak axis W8 unless the section modulus is greater than the tube. I think i would be more concerned with how they are stuck together.
Look up helical anchors and helical piles. They make some heavy duty stuff also.
I personally have never used them and someone here can most likely be more beneficial to you in the application area.
Masonry Walls will all receive out-of-plane loads even if it is an interior partition wall. See the code for interior wall pressures.
Out of plane bending will receive higher wind pressures base on CC. Use the MWFRS for shear on the walls.
More food for thought in the form of a question. Why do every calculation pad and every drawing title block have a "Checked by" spot to fill out? This may not be true across the board however, it is true for all that I have ever seen.
Continuing this conversation, as some have intimated (including myself), this seems to be a architectural/engineering phenomena. Previous work of mine includes a lot of heavy lift and industrial. In those areas everything was checked by someone else with the ability and understanding of the job...
I believe the compression member trying to buckle would cause the deflection. Thus, the bending stiffness would have to resist the buckling of the compression member.
I did not say this before, but I would not use the tension member as a brace just for feel good reasons. Looking back again at...
