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?
1- How does a bolt connection keep any part of this frame rigid? do you mean privides fixity at that connection?
2- Are we to ignore the weight of this sytem?
3- are these element rigid?
4- The easiest steps in determining the forces in yout
system (ignoring the weight of), is to first assume...
A couple of clarification. Yes ETABS is a building structural design tool just like STAAD would be.
The other concern is that you are probably ready too much into the purpose of your DIAPHRAGM. Its primary pupose is to reduce torional distortion in your structural frame system. For that reason a...
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?
I would do one of two things.
1) I would detail a pedestal made from 4-L4x4 angle iron on top, 2-1/2" thick plates with holes for 4-3/4" HIT anchors on bottom and 4-HSS3x3x1/4 legs above the plates. Weld the angles of this entire assembly to the column just above the dented portion of the...
The way I will approach this situation is to separate the analysis in terms of total existing service DL stresses in the parent element alone. Then check the stress of the Parent plus reinforcing for mew added DL + Total structural service LL. Then combine these two answers and see if your...
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?
1)Use blocking to achive this horizontal shear transfer. You will need it anyway due to your different floor joist orienations
2)For your diaphragm chord force transfer to the vertical brace (shear walls) you could simply use skip struts between joist say every 3rd to 5th spacing depending on...
The main reason for tension design is economic. In AISC 5-37 B7, slenderness requirement there is a 50% difference between the compression and tension.
As your brace element get longer as is the case for large bay and heigh floor requirement (industrial plant), a compression brace element will...
