Thank you guys for all your responses. It is getting clearer to me now but I really still have to dig into all the references you shared me. Thanks. All of them will surely be helpful for me to have a better understanding on this subject.
when using arc spot welds on plastic hinge regions, are computations pretty much similar to when using shear studs but using the capacity solved similar to plug welds?
thanks sandman21. Yes, I was referring to the conventional SMF system. Thank you for leading me into this. So it is C-SMF where we can use the composite action of steel beams and reinforced concrete slab to resist seismic forces but I just want to clarify (sorry, I hadn't mentioned it before) if...
Thank you guys. So I guess it is really much advantageous to use the composite action of deck for both main and secondary beams.
I have this now in mind; Use the benefit of composite action for both the main and secondary beams while being mindful that studs are not allowed in the plastic hinge...
Hi!
I have a metal deck slab over main steel beams (supported by columns) and secondary steel beams (supported by main beams). My questions are:
1. Is it required for all the steel beams, main and secondary, to be fully or partially composite with the metal deck slab? I read from AISC that for...
Is this where using sealants or backer rods in actual construction becomes useful where we can separate columns from slabs? or even if not using them for columns with very large axial loads, that doesn't matter anymore since as what you mentioned sir HTURKAK, 6" sog cannot impose or dictate the...
About the horizontal restraints provided by slab on grade, do we need to always consider them? or are there cases where we can simply ignore them? I am just curious.
thank you human909,
if in case it is earth, is it okay for my columns to have lateral deflections on my model? is that a realistic scenario since earth will most likely not provide horizontal restrains on columns?
how about if it is thin pavement or heavy slab?
Am I right than in heavy slabs...
thank you HTURKAK. I am wrong saying supports will be at bottom of footing. but when designing footings, do you transfer the reactions generated at the top of footing to the bottom of footing which you will then compare with the bearing capacity?
2nd question, I am just curious, in your design...
Hi!
I am somewhat confused by these terms in aci code. What's the difference between the two?
Based on my understanding:
TIE
- I found this term being used on chapter 10 (columns) so does this mean that this is for gravity columns only?
- using standard hooks only
HOOP
- a type...
Hi!
I was thinking about the proper way to model the support of structures. I have 3 cases in mind assuming this is for reinforced concrete:
Case 1:
Model the superstructure and put fixed or pinned support at grade level (based on engr's judgment). Support was put at grade level because soil...
Hi Sirs!
I want to detail a moment connection for bi-axial bending. I am looking to use the extended end-plate moment connection of AISC but I think this is only for bending in one direction? This will be used to connect a steel column above a continuous beam. If not the end-plate moment...
Thanks Trenno! Display > Load Assigns > Joint is what I am looking for. So you can only see your generated forces when an analysis has already been run.
Hi Sirs,
Is there a way to retrieve the seismic and wind forces automatically calculated by ETABS and how they are distributed vertically and horizontally throughout the structure? I prefer forces plotted in the model using arrows but if there is none, forces in table format will do. The...
Hi!
If you have to conduct a structural design on a 4-storey dormitory steel bldg, what lateral force resisting system would you use?
I'm thinking to use Special Moment Frame on the strong axis and Special Concentrically Braced Frame on the weak axis of the W Shape columns. But my problem is...
