Anyone out there can tell me why would anyone design a steel frame structure as a fully rigid moment framed structure and at the same time design the same structure as a fully brace structure?
That is the structure is a fully rigid moment frame and a fully braced structure.
Is this supported by...
What would be the correct ASTM specification for stainless Hollow Structural Section (HSS) steel as opposed to ASTM A500 GR A, B or C for carbon steel tubes?
Does anyone have a copy of the AISC suggested steel beams gage chart that used to be in the old ASD revision (Blue book I do believe)? If so could you share it?
Better yet, does anyone know where I can procure this information short of getting hold of the old ASD revision that I don't actually need?
Could anyone clarify for me why the allowable weld stresses in TABLE 6 of Blodgett (Design of Welded Structures)are less than the AWS D1-1 prescribed 0.3x(nominal tensile strength of weld)? My own suspicion is that there is a reduction of 75% factor included. If so why?
Can one safetly use joist bottom chord extensions to provide adequate lateral bracing requirement for a beam column in a roof or a floor diaphragm? If so what is the magnitude of axial forces to provide the joist manufacturer?
Is there also any code provision that deal with this situation? Which...
Is there a building code which specificaly addresses and specifies allowable building drift from WIND pressures, similar to the drift from Seismic or earthquake horizontal loads as stated in all the building codes?
If so which code?
If not what are some suggestions to tackle this issue?
What allowable design values can one safely use for the tension capacity of a high strength ASTM F1554 grade 55 steel rod material?
would it be 60% of actual yield strength or 70% of minimum specified tension strenght?
I am doing an analysis of an existing structure that has a tension rod with a couple of Type 1 open, form 1 turnbuckle body forged in this tension member. The connection at the turnbuckle head shows no thread projection on the rod as should be expected. My question is: Is there a minimum Thread...
Two questions on this topic:
1) Can a Non-loadbearing concrete wall or for that matter a masonry wall be designed and used as a shear wall in conjuncture with a suporting steel frame?
2) If yes, where can I find a good design manual or software that does handle this topic?
