Recent content by Osama Anwar

I released the moments of 2 beams one at plinth level and 2nd at 1st story from Y/5-4 and analyzed result w.r.t. this method And none was above 1.139 I analyzed for Earthquake forces not modal shapes. You can point out any flaw in my process you're welcome. Its my first time at ETABs. There...

Can anybody guide me how to quote someone in this thread?

I removed the beam at story 1 at J-M and observed the ratios were more or less same as before.

I am using column 375mm x 600mm and least beam dimension of 375mm x 375mm and I considered 5% eccentricity.

Thank you all of you for deep insights. I did another check. 1) First of all I ran the analysis and fetched the values of "Story Max/Avg Displacements" option in the under tables tab (table > Analysis > results > displacements > Story Max/Avg Displacements) and view all the ratios. 2) Then I...

My building is 4 story (G+3) + a pitched roof above. But only 4 stories resist more than 35% of base shear. So I exempted roof from the check. I did the following process. 1) Removed the beam from Y/2-3 in 4th story. (Do I need to check for other stories?). I noticed story shear reduction of...

Mr. HTURKAK, How my plan does not satisfy subparagraph (b) of 12.3.4.2 isn't special moment resisting frame (SMRF) a type of seismic force resisting system? I have 4 frames in one direction and 9 in other. By far end you mean far end in shorter direction, right? or longer direction. And of...

Thanks for the reply. 1) Yes blue lines are beam. 2) Yeah, you are right. My understanding of the clause was flawed. You are right. It would satisfy. 3) No, vertically it is same. 4) So if I have a 4 story building with 3 bays in short direction then my n would be 4*4=16, right? or 4. If I am...

And yeah I am hesitant to add SW. I know my plan do not satisfy subparagraph (b) of 12.3.4.2 but I wanted to know is there any chance it would be satisfying subparagraph (a) of 12.3.4.2?

For ρ to be 1, code says "Each story resisting more than 35% of the base shear in the direction of interest shall comply with Table 12.3-3." and for Moment resisting frames it is stated in Table 12.3-3 ,"Loss of moment resistance at the beam-to-column connections at both ends of a single beam...

Is requirement of ρ only applicable for RSA or it is also needed in ELF method

I have no extreme torsional irregularities so can I use ρ=1?

If I have a Symmetrical Special moment resisting frame in SDC D with 3 bays in one direction and 8 bays in another direction and I am solving it in ETABs and have enabled P-Delta effects, will I use redundancy factor=1 or =1.3. Is there any way to access redundancy factor without calculation if...