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Hello, The Topology Optimization in Optistruct by default uses the Direct method for the Sensitivity analysis. I am predicting the result variation using the Adjoint method. It would be of great help to me if I know the way that I can make the solver use the Adjoint method of Sensitivity anslysis. Any help is appreciated! Thanks!
Hello everyone, I'm trying to set up a direct transient analysis of the beam you see in the picture below (simplified geometry): The beam is meshed with tetra elements. On top the beam is constrained in all dof. In the middle of the beam is a hump and the mass of it has an influence on the eigenfrequency of the beam. At the lower end of the beam a periodically enforced displacement in the range of the eigenfrequency (3 kHz < f < 4 kHz) of the beam is applied. With the FE analysis I want to get information about the following questions: What is the stress at the top of the beam? Later I would like to get information about fatigue. What is the eigefrequency of the beam? What is the exact displacement of the hump in the middle of the beam when a certain displacement is applied at the lower end with its eigenfrequency? So far I've tried to adapt the tutorial "OS-T: 1310 Direct Transient Dynamic Analysis of a BracketOS" to my purposes but I have problems with applying the periodically enforced displacement. Can someone tell me what the best way is to realize this problem with optistruct? Thank you in advance Felix Link to the tutorial: https://altairhyperworks.com/hwhelp/Altair/2017/help/os/topics/solvers/direct_transient_dynamic_anlaysis_bracket_r.htm#direct_transient_dynamic_anlaysis_bracket_r
Hello, I have a doubt, and I was wondering if someone here could help. I am setting up a Direct Frequency Response Analysis, and I want to set an oscillating load. I've read the documentation and some tutorials, however, I can't find the solution. The load I want to apply is: force (time)=A+B*cos(wt) A and B are constants, and w is the angular frequency. If A=0, the proccess would be (I think): - Set a unit load in the given direction, with load type DAREA, and magnitude 1. - Set a TableD1 load collector, with a range of frequencies and y=B - Set Freqi and Rload2 load collectors, and a freq resp (direct) loadstep accordingly. (I would be grateful if someone can confirm that is correct) However, when A is not zero, I have no idea what I should do. One more thing, is there a way to view the applied load in Hyperview? If there was, I could see for myself what I am doing. EDIT: I think I found a way to do this, with the global output request OLOAD, not sure it it'll work though. Thanks for your attention, hope someone can help! Regards
To evaluate the response of a structure submitted to a periodic sine wave force in the time domain, can I define the OptiStruct loadstep as "transient direct"? Does "transient direct" and "transient modal" differ in computational cost only?