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What would be the proper choice between shell and frame for modelling 1.2m x 0.6m vertical element? In a building I am studying expansion joints. All columns are 600mm dia circular. Except some vertical elements 1200x600mm. 1) The question is what system for seismic behaviour you would...

hokie66. Yes this is the top chord shown in image 1 and purlins go over this chord.

BAretired, we cannot use here a Tee, but as hokie66 said, I have added another bolt and the connection looks like too stiff now. Personally I feel like its more than enough laterally restrained, but thanks a lot for your views.

Do you guyz think that this stiff plate (lets say 10mm) is adequate to provide resistance to lateral torsional buckling of flanges? This is the part of a long truss.

Why stresses obtained in a simple bar (axial load) does not give exact results modelled as 3 noded quadratic line element? Please guide me!

Please guide me about calculating the rotational stiffness factor for soil. How we calculate this and what are the values used for this factor normally?

thank you bridgebuster for your quick reply! I want to add that this wall will act as a SHIELD for the housing located inside surrounded by this perimeter/boundary wall. I will try to search for these documents. Looking forward for more comments from other engineers too!

I need to design a boundary wall 4m high for a blast loading which is 2m away from the wall. Please mention some reference to calculate the load and in your opinion how much will be the pressure on the boundary wall in this situation?

I want to confirm if there is any difference between designing a composite steel beam with concrete slab and the other option is: instead of concrete slab what if I have only concrete beam. I want them to behave as composite beam...so are the design steps and concepts same as in case of...

What is the best procedure to apply wind loads on 20m high minaret with plan dimensions of 3mx3m? According to ASCE there is a method for "Chimneys, Tanks, Rooftop, Equipment, & Similar Structures"..resulting in concentrated wind force I shall use this method or the regular method where we...

I like slickdeals idea of grillage system... @BA Retired...i am not designing a retaining walls...please read above... Some more ideas and if possible some reference of plate analysis with moments and axial forces will surely help... Thanks all

i am not designing a retaining wall...i have skewed geometry....a box type roof in plan dimensions are 20m x 20m and height is 12 m....now the wall is slanted so i cannot design this in etabs. because you cannot assign piers to slanted walls.. now my wall will bend under horizontal loads in 2...

I agree i dont know about the problem but does any one has got the courage to teach me something? Or if this is a very basic problem then atleast suggest me something to read....or atleast some tips? anyone?

Hi guyz! How would you design a concrete inclined wall? in ETABS we cannot assign piers to inclined walls..So the other way i think is to use moment contours...but how to design by moment contours? A wall has 2 out of plane bending moments, 2 out of plane shear components, 1 in plane shear and...

Is there any NOTIONAL LOAD provision in ACI code as it is present in BS code. The concept is to apply some %age of gravity load as horizontal load to the building and check its stability but I am not sure if this clause is present in ACI/UBC/ASCE/IBC?

Dear all, Please see the attached image. This formula is suggested to calculate EI of composite section. In my case I have concrete section of 600x1700mm 4 corner dia 25mm bars assumed W shape of 1000mm depth and 400mm flange widths with 50mm thickness for flange & web I calculated the EI eff...

1) How to calculate encased steel column modulus of elasticity? 2) How to model this in ETABS and what modifiers to be applied to check axia shortening of this section? 3) What is the limit for gravity only sway of the building? H/1000?

how can we model one way slab which is sloping too....We model slabs as SHELL when in slope but how can we make it one way too?

I dont have seismic forces..and my vertical elements are inclined walls..so no issue for buckling length of columns...i dont need story shear or moments..i just have wind force which will be applied manually..on walls..and on inclined slabs...im sure this approach is ok...

"Hello, We want to model a very complex 3d structure. Its having variable heights of floors. So we cannot intersect our building with etabs story lines. Additionaly, the model will be imported from 3d CAD in one go. So we have decided to define a single story height of lets say 20m in ETABS and...