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I found some comments for you and references regarding the above subjects,but the links not working now So I need your help What I have is the following: Flat slab with beams here and there(but not fully beams) I need to understand the best way to design column and middle strip for such slab...

Hello, I need to know for wind load displacement ,we take cracked or uncracked section +H/500 limit for displaemnt(where is the reference for this limit)? thanks in advance

Hello, If i have flat slab ,that is part of frame moment resisting system,no beams.And I would like to design the flat slab with columns as part of lateral force resisting system. the procedure is like the following 1:I define all load combination in the software 2:I design the column strip and...

I use ubc 97 to create all wind load sets, But etabs only create once set? why this problem appear?

Dear All I have small villa that has mainly columns with dimensions 20x50,25x50,20,60 Two Floors the slab is flat slab ,with some beams here and there (say like 50% of beams exist between columns(I am comparing with case of full beams system)) So the system is not moment frame system,however...

Hi Guys We choose between columns and shear walls based on the design of resisting lateral load system,but is there any dimension that distinguish between the two of them)according to aci318), I heard from my friend in work that when the length over width is more than 4 (then you can take it as...

Tie Beams are two types 1.With foundation level 2.above foundation level What is the difference between of them? Actually If I said Tie beam ,I will say the following reasons for using it: 1. Hold Footings together under seismic load 2.Prevent differential settlement 3.Carry the block above...

Hey guys I think I have one question ,that I suppose many people counter it before ,and I would like to see the best way to overcome it: 1.If we have columns in which their centers in Y direction are not on the same line,how I will be able to model the beam connecting them for example on...

I studied the punishing shear according to ACI requirement and I have the following questions 1. The spacing between adjacent shear reinforcement in the first line (perimeter) of shear reinforcement shall not exceed 2d measured in a direction parallel to the column face (ACI 11.11.3.3). Can’t...

Equilibrium and Compatibility Torsion I have been reading in this topic a lot just to know when I can ignore torsion, and anyone can say when you compatibility torsion you can ignore it but this questions will jump to my head: 1. If the secondary beam is totally pin thin I can say that primary...

Hello, Etabs take (M1+M2)/L +V(D+L) to calculate Shear Now my question is in Etabs shear results is giving like (picture number 1) as per one load case but in the envelope results he is giving picture number 2 and he calculate shear capacity based on picture number 1, but how on earth the...

Hello, Actually I am based on Dubai and working there, and we are using the UBC 97 as approved by municipality, however I was curios to read about ASCE 2010 ,just to see the differences and what I found that ASCE is more detailed and more comprehensive reference than UBC 97, and it is really the...

Hi Community Two questions to be asked 1. When calculating (I cracked) in such case when the steel is equal zero, so how can I found neutral axis, actually I am asking this question because of the following Suppose I have section with high percentage of steel so the steel will increase (I...

Hello guys, according to etab design manual it is clear that for both special and intermediate frames the shear will be calculated on M1+M2/L+ Vd+L and in ordinary it will be based on factored load only without considering the shear for capacity design. Actually ,i took one example ( fixed...

Hello I have one question which is not clear to me,according to UBC ,and based on orthogonality requirement ,do we need to consider the earthquake component in z direction multiplexed by 1.3(30 percent orthogonality, or it just for x and y) 0.5CA*I*D OR 1.3*0.5*CA*I*D Regards

As Written in ETABS manual 3.4.2.2 Determine Moment Magnification Factors The moment magnification factors are calculated separately for sway (overall stability effect), δs, and for non-sway (individual column stability effect), δns. Also, the moment magnification factors in the major and minor...

I have a question that I need to understand to let me know the answer of another question. While we are creating the interaction diagram, we always sum moment around the centroid of the section which in most cases will be the h/2,, I thinks this true if the section under complete compression...

Hello all, Ia m conducting dynamic analysis . I am trying to get 90 % modal mass participation ratio, however a friend of mine told me to check modal load participation ratio instead. Actually ,I am not convinced, although the modal load reach 99% while the modal mass reach only 70&( it...

Hello, I am new to the concept of temperature design and analysis,and I think all expansion joint are meant to solve this problem, .Actually I want to understand the theory of this and practice as well, but I don't know where to start with this Any suggestion and please be specific in...

Hello guys First, For strength load Combination, the load combinations are clear and the code require to multiply all seismic combination with 1.1, but the confusing part, if you search the internet and books, you will find tons of examples of situation where they use ubc97 but with unknown...