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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...

Just get the word from the horse's mouth. You can easily find Dave on the internet.

A tube of some type would be more bird proof it that is going to be a problem.

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.

Just a thought...the first thing that popped into my head is screw anchors. They might fit your bill.

Factor for strength design and forge ahead.

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.

I am guessing the boss done this by "Feel".

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...

Thinking back, you could use the old rule of thumb that the supporting member needs to have about 2% the stiffness of the member being supported. Thus the bending stiffness of the tension brace would need to be 2% the axial stiffness of the compression member. This does not always end up being...

I believe ToadJones hit the nail on the head. Use app 6 and if you need lots more info, look up the papers from Yura and Helwig on stability bracing. The supporting brace, in this case, the tension brace, has to have enough stiffness out of plane to prevent the compression member from buckling.

I wanted to also say if you do not have a copy, you can download the specifications from the AISC website.

Look in your Handy Dandy copy of AISC 360-05 chapters D, F, E, and H. I am adding the compression chapter in also since you should have some at your tower base.

This is something that sticks somewhere in my throat. Where I work there are no policies and pretty much nothing gets checked. This is not by design but by the nature of how business is conducted. Everything seems to be hurry up, hurry up. Deadlines are much too soon and the cart is ahead of the...