Recent content by popabf

I agree that are many different situation where the engineering call ca make you take the judgement to use constraints. But I don't think the floor of the balcony is a situation that require the use of them or that are not necessary to connect joint of the "floors" to beams/columns. It depends...

I also made another simplification: I chose to define different materials (ex. BEAM) wtih "Design type=Concrete" and "Design property data: -bending reinf. yeld stress= 68 ksi (like D4 rebar) -shear reinf. stress= 56 ksi (like rebar type 11 ga.)" And now I can define new "BEAM" section with...

Thanks. It has been helpfull.

Hi! I have different rebars types: also different geometric caracteristics and different material caracteristics. How do I model them in SAP2000 and how do I use them as reinforcing in structural members? Ex.: 2 deformed rebars: D4 and D5. D4->diameter=0.225 in and D5->diameter=0.252 in. This...

I would dissagree with you on this one. there is no need to insert constraints in the analysis when we want the program to transfer the forces from the shells to the beams. For this is necessary to be carefull on the conetion fo the joints (every joint resulted from the meshing of the shell must...

Of course the results depend on the type of meshing. All joints formed by meshing the shell elements must be in connection with the joints resulted from meshing the bar elements. If not, discontinuities appear.

When using Import/Add GENERAL there are no Depth(t3), Width(t2) parameters to define. At least for version 9 or 10. what version of SAP are you using?

There are 2 major possibilities to assign loads on bar elements (beams): according to the Local Coordinates of the element (1, 2 or 3) or accord. to the Global Coordinates (X, Y or Z). The help files contain all the informaions necessary.

I think of RATE OF FAILURE. Could be other parameters to determine. You should "register" the time of functioning versus the speed of functioning, if I may say so. This is one ideea. Than, calculate the failure probability using Gumbel or Weibull distribution models. The data should be processed...

I have to find the recurrency parameters used in the Gumbel type III (maximum likelihood-Weibull) methodology for a catalog of earthquakes (needed for a seismic hazard analysis). Now, from what I understand the parameters are: w,m,u and LAMBDA. And I have to find...

I have to find the recurrency parameters used in the Gumbel type III (maximum likelihood-Weibull) methodology for a catalog of earthquakes (needed for a seismic hazard analysis). Now, from what I understand the parameters are: w,m,u and LAMBDA. And I have to find...

I didn't fin either the Deflection section in the Output. What you can do is to right-click on the deformed shape of the beam. In the window that will appear, you'll see at the bottom the panel Deflection. There you can see the values of the deflection for any given distance from node "i" to "j"...

You have to adjust the DOFs in the Analysis-Options according to the releases made to your joints.

I mean, is this correct??

How do I approximate a portal frame to a pendulum? EI Lumped mass !--------!( o -> ) ! ! ! ! !EI !EI !2EI ! ! ! - - - Specific beam, column sections with mass and weight. So, here are my concerns for some...