Muqtadir

JazakAllah khair!

Thanks! I was hoping someone might be an expert at this in this forum, could give me a heads-up to the practically applicable design guides in the industry. Thanks, anyways!

AoA, If somebody could refer me to any specific design guides tailored for PEB structures specifically would be of great help, thanks!

Working on a steel structure, I used LRFD as well as ASD. The fact that some components of the structure fail in ASD while in LRFD they pass with nearly minimum stress ratios, has left me in an awe. Kindly put in your reviews to which methodology should be adopted and what might be the flaws in using ASD or LRFD concerning Steel Structures. Thanks.

It is Closed from the top. The gradient implies that it moves in the direction of it's local axis from higher temp. to lower? Safe2000

I am designing a circular container with a material with temperatures reaching 100C. I have a query on how temperature loading is assigned; dependent on local axis? Will it push the wall outward? How is the material supposed to behave under temperature loading? And also using LRFD, Temperature is not mentioned. Should I use 1.2*T with all Combinations? Regards

Thank you for the feedback.

Aci 318-11...14.3.2 But both walls have different t nominal shear strength formula's. So, the check of 'c' determines if you are to use special wall or an ordinary wall?

In Aci-318, example 29.6 provides details on how to design a special wall. I want to know on how to design an ordinary shear wall, specifically interested in designing of the boundary elements. Another query is that, the vertical flexural rft acts like vertical shear rft? As aci 318 quotes 0.0025 for vertical shear rft and 0.0015 for vertical rft in separate quotations?

But isn't this impractical? for every iteration of steel in the wall, a new 'c' will have to be found. From the book, I came across this method (quoting the book). I wonder since I'm not experienced, How do experienced engineers decide on when to introduce boundary elements in the wall and when not to? Finding of c then using the formula as quoted before to come to a conclusion or engineers have a thumb rule which I'm not aware of? This question is for you too umar bhai, what is your approach, if you wouldn't mind sharing?

c >= lw/(600(du / hw )) This formula determine's whether we will be requiring the boundary element or not. But how to find 'c'? Everywhere it says that we have to perform strain compatibility equation. I can understand concrete will have a 0.003 at one end but what about the other end? and also we have quite many steel bars in between both ends, not as simple as a beam. Kindly help in this regards.

It definitely did. Thank you.

So, I modeled both cases. Column Case = 0.00712" Wall Case = 0.009072" But I have a query. In the column case, Half the column overlaps the wall part. I believe the stiffness is more due to the extra part of column resisting on both the sides. What are your views in how to deal with this? P.s: I created a case where I moved the column in such a way that the column doesn't overlap the wall but just touches it. Upon running the software The whole deflection was taken up by column and the column and the wall behaved independently. Whereas when their centre meet, case like in the photo, the column and wall behaved as a single unit.

But If I do, will it behave like boundary elements?

In Etabs, Can I model a wall with columns on it's ends and is it the same as the wall with boundary elements defined in section designer????