WR1

Make sure you dont select "All stories" at the bottom right corner of screen.

oh yeah! you can, just make a single story in etabs with story height greater than the highest elevation in CAD. then import everything in that specific story.

For raft in ETABS or SAFE you will use area springs. You can assign springs by going to this menu Assign>Shell/Area>Area springs. You can also use point springs instead of area springs, but for that you have to multiply area spring stiffness value by the tributary area on that specific node that means if your mesh is not regular, you have to calculate point spring stiffness value for each spring

provide atleast along grid K that will separate curved and linear parts of building

AQ, you need to include additional vertical effects, in addition to the horizontal effects of EQx and EQy In ETABS, if vertical component is applicable in your design then you must select appropriate settings from special seismic loading form and define rho and omega factors.

sahid ur right...but it doesnt matter..bcz both the values are inter-related

one way options does not affect shell slabs/walls. I am sure your slab was shell. Make it membrane and select one way option.

Assign one way option when defining wall/slab sections.

Do you guys think that the following detail (showing 10mm stiff plate) is adequate to resist LTB for flanges?

Anyone having analysis example of 3 span beam uniformly loaded for plastic analysis? Spans are equal. Any simple software to confirm my results?

deflection is calculated from those equations. Done. Now If I want to calculate stress that would be Axial stress = My/I Shear Stress = ?? Then I will calculate principal stress with the formula given in Timoshenku book. But how would i calculate shear stress in deep beam? This is very complex Shear stress = K² G [ -phi(x) + dy/dx ]

For deflection it is easy to compare including both bending + shear components of deflection and then I can compare this with my FEM results. But I was asking if could calculate stresses manually and compare them with my FEM model too? or it is not possible?

sir baz, Im tired, you wont believe how much material I have read on google about these things, but still I couldnt understand a thing. Can you pls clarify some issues? I came to know that M/EI in timoshenku beams is not double derivative of dy/dx but single derivative of d (phi) / dx, after solving this you get same stresses that is sigma = My/I. It is same like Euler-Bernoulli. It means flexural stresses are unaffected. That means they are still linear.. Then how come they are non linear? We know they are but how to find it? In Timoshenku beam, the stiffness matrix includes shear effects but that way I can use F=[k]x where u contains phi1, u1, phi2, u2. and [f] = P1, m1, P2, m2 This way ok I can find either the displacements or the forces but does it help in validating the results? I was thinking to find the stresses by some mean and comapre with my LUSAS model.

but again, as we know that strain will be non linear in this example, but i am asked to do a linear elastic analysis? now what?

thank u all!

@umar: No, concrete is not mentioned as the material and the course is not about concrete, ok we know it happens in concrete but these assignments carries 25% of total marks so i dont wanna involve concrete here. I just have E, no reinforcement or shear reinf is mentioned. Any way I like baz answer, and i was studying what he said lately. For others I would also like to share the following link where this professor has developed notes on FEM based on Lagoon FEM book and I loved the way he has explained it. http://www.ce.memphis.edu/7117/notes/notes.html (See chapter 4a) (this is not my univ) @baz just to tell that I am asked that assignment should not be more than 500 words and 5 support conditions and no more than 12 figures, will this validation also fit in this limit? or is there any other simple approach. Any past assignments from you?

wait a second, guess what i made an excel sheet for the similar problem 2 yrs ago. i just woke up, let me search the sheet and then upload here. Truck Load.xlsx

I have to submit this week my assignment for finite element analaysis course. I have to make a FEM model for a deep beam with different support conditions and then verify. I want to know what are different verification methods i could use, and how? I mean how can I knw the non-linear distribution of stress and strain of deep beams, like in shallow beams it was Stress= My/I. Any suggestion for FEM model? I will be using LUSAS program. ( I dont know if the material is concrete...so dont want to use ACI theories..i just have E and other data)

are you talking about puddling of concrete slab and the column when the ratio exceeds by 1.4? Please see ACI 318-05 10.15 "Transmission of column loads through floor system" Please see the attached pdf. 318M-05_318RM-05 Building Code Requirements for Structural Concrete and Commentary (Metric Version).pdf

ah! that 3rd division and 2nd division bla bla! still going on! i hate this! :S cant apply! i just wanted to check if i am eligible or not! and guess what..NOT although im not interested...well thats what i can say now

by default etabs gives 10% of the beam depth as its top and bottom cover. Most of the times you can rely on that in order to save time by not getting lost too much into tiny details. I for example use 65mm for beams depth less than 750mm (40mm clear cover+10mm stirrups dia+half of 25mm dia bar considering it to be 1 layer) and 90mm for beams depth more than 750mm (considering two layers) you really need to worry about this issue when you have shallow beams, for deeper beams, etabs assumption of 10% of depth is fine. and 65mm for columns (they always have one layer, assume bar dia of 25mm or 1inch #8)

im getting interest too in this now, specially in dynamics! keep us updated!

I didnt design piles! You may check page# 1144 of PCA_Notest on ACI 318-08 (2008version) for thickness and design of pile cap!

no there is no such option in ETABS! you can try ETABS 2013 detailing!

100 tons is the operational load including weight of the machine? or it will be 100+50=150 tons? Whatever is the case, select a pre-cast pile having capacity more than that. For example select a pile of 200 tons. Regarding pile cap you can model it or design yourself manually. Other members are encouraged to continue and discuss!