Frequency response analysis
Altair EmployeeHello,
I have query regarding frequency response analysis.
My component is automobile lamp( eg: Head lamp of a car body)
i have meshed the component using tetra mesh. i have performed the modal analysis.
Now my query is using these frequency values obtained from the modal analysis i would like to know in detail how to perform Frequency response analysis. Please help me.
Regards,
Rajesh
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Altair EmployeeThanks a lot for the reply.
The following are conditions for the analysis
Sweep frequency -10-55-10hz
Amplitude-5g
Using these values how can i perform the frequency response analysis.
Can you let me know where can i apply the load. As I said before my component is a headlamp of a car.
Regards,
Rajesh.
Altair EmployeeDear rahul,
I just want perform a analysis which is not depend on the time. Simple one cycle analysis using frequency range, amplitude.
Regards,
Rajesh
Altair EmployeeDear rahul,
In the example said by you, uniform structural damping coefficient is calculted but how to calculate this in my component.
What value should I keep in WTM_V1??
Regards,
Rajesh
Hi,
Sorry for late reply.
If you have frequency dependent dynamic load. You an use Tabled1 card to insert your loading. If loading is in the form of force use DAREA card, or if it is in the form of velocity acceleration or displacement used SPCD card.
There are multiple ways to input damping to a structure. The two types of damping which are generally used in linear-elastic materials are,
1. Viscous damping
2. Structural damping
The viscous damping force is proportional to velocity, and the structural damping force is proportional to displacement. Which type to use depends on the physics of the energy dissipation mechanism(s) and is sometimes dictated by regulatory standards.
Structural damping is specified on the MATi and PARAM,G, GFL Bulk Data entries. The GE field on the MATi entry is used to specify overall structural damping for the elements that reference this material entry. This definition is via the structural damping coefficient GE.
An alternate method for defining structural damping is through PARAM,G. This parameter multiplies the stiffness matrix to obtain the structural damping matrix. The default value for PARAM,G is 0.0. The default value causes this source of structural damping to be ignored
Converts weights to masses using this multiplier.
REAL > 0.0
Default = 1.0
Parameter
Values
Description
WTMASS
Real > 0.0
Default = 1.0
The WTMASS (Weight-To-MASS) parameter is used as a multiplier for the terms of the structural mass matrix.
Note:
PARAM, WTMASS cannot be applied to superelements (.h3d or .pch) that are read into the model. If the unit of mass is incorrect on the MAT# entries and PARAM, WTMASS is required to update the structural mass matrix; then this should be done in the creation run.
Hope it helps.
Regards
Rahul R
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mr rahul
natural frequencies from direct frf is not same with results from normal mod analysis
because in direct frf or modal frf analysis we have to use darea or spcd so this function shift resoncance frequencies or this function district a dof on any node
this situation must be change
analysis are not agree with experimental results
in other software I have never seen this situation
I am not clear on your above comment. Normal modal analysis comes under the category of free vibration where we don't consider damping whereas in direct/modal method of frequency response analysis we consider damping.
oK I see you but it is strange that changing of natural frequencies in both frf analysis
in frf analysis does peaks give me natural frequencies?
FRF analysis peaks would help you to know, at what frequency output of displacement/stress/velocity/acceleration is high.
ok, thanks for all
I have a model for base acceleration exciting also I would like to this study re-perform
and I HOPE FRF added in attechment
I have a model in prepared in hypermesh however get SPCD error
can you help me?
PFA updated fem file. Made following changes in the deck:
Uncheck shear modulus
Define Exciteid to SPCD in RLOAD2 card
Changed freq1 card f1 to 0.1
PFA updated fem file. Made following changes in the deck:
Uncheck shear modulus
Define Exciteid to SPCD in RLOAD2 card
Changed freq1 card f1 to 0.1
Hi mr Rahul,
I have a question.
Because of the model always being influence of 1G static load follow vertical direction.
So if i want to model this 1G static load, how can i do ?
I have one method, it is create 1G static load case, then assign it in Statsub ( Preload ). Is it OK ?
Thanks
Hi Rajesh,
Frequency response analysis is used to calculate the response of a structure under a harmonic excitation.The analysis is to compute the response of the structure, which is actually transient, in a static frequency domain. The loading is sinusoidal.(Time dependent or frequency dependent dynamic load) A simple case is a load that has amplitude at a specified frequency. The response occurs at the same frequency, and damping would lead to a phase shift.See the attachment.(OS-1300: Direct Frequency Response Analysis of a Flat Plate)Tutorial available for Optistruct solver
Basically Normal modal analysis would give output as Frequency and mode shape.In frequency response case if excitation frequency is close to natural frequency of the component then it may cause resonance.To avoid resonance it is prequisite to perform modal analysis.
Regards
Rahul R