Product: ABAQUS/Standard
A subspace-based steady-state dynamic analysis:
is used to calculate the steady-state dynamic linearized response of a system to harmonic excitation;
is based on projection of the steady-state dynamic equations on a subspace of selected modes of the undamped system;
is a linear perturbation procedure;
provides a cost-effective way to include frequency-dependent effects (such as frequency-dependent damping and viscoelastic effects) in the model;
allows for nonsymmetric stiffness;
requires that an eigenfrequency extraction procedure be performed prior to the steady-state dynamic analysis;
is an alternative to direct-solution steady-state dynamic analysis, in which the system's response is calculated in terms of the physical degrees of freedom of the model;
is computationally cheaper than direct-solution steady-state dynamics but more expensive than mode-based steady-state dynamics;
is less accurate than direct-solution steady-state analysis, in particular if significant material damping or viscoelasticity with a high loss modulus is present; and
is able to bias the excitation frequencies toward the values that generate a response peak.
Steady-state dynamic analysis provides the steady-state amplitude and phase of the response of a system subjected to harmonic excitation at a given frequency. Usually such analysis is done as a frequency sweep, by applying the loading at a series of different frequencies and recording the response. In ABAQUS/Standard the subspace-based steady-state dynamic analysis procedure is used to conduct the frequency sweep.
In a subspace-based steady-state dynamic analysis the response is based on direct solution of the steady-state dynamic equations projected onto a subspace of modes. The modes of the undamped, symmetric system must first be extracted using the eigenfrequency extraction procedure. The modes will include eigenmodes and, if activated in the eigenfrequency extraction step, residual modes. The procedure is based on the assumption that the forced steady-state vibration can be represented accurately by a number of modes of the undamped system that are in the range of the excitation frequencies of interest. The number of modes extracted must be sufficient to model the dynamic response of the system adequately, which is a matter of judgment on your part. The projection of the dynamic equilibrium equations onto a subspace of selected modes leads to a small system of complex equations that is solved for modal amplitudes, which are then used to compute nodal displacements, stresses, etc.
When defining a subspace-based steady-state dynamic step, you specify the frequency ranges of interest and the number of frequencies at which results are required in each range (including the bounding frequencies of the range). In addition, you can specify the type of frequency spacing (linear or logarithmic) to be used, as described below (“Selecting the frequency spacing”). Logarithmic frequency spacing is the default. Frequencies should be given in cycles/time.
The frequency points for which results are required can be spaced equally along the frequency axis (on a linear or a logarithmic scale), or they can be biased toward the ends of the user-defined frequency range by introducing a bias parameter (see “The bias parameter” below).
The subspace-based steady-state dynamic analysis procedure can be used:
for nonsymmetric stiffness;
when any form of damping (except modal damping) is included; and
when viscoelastic material properties must be taken into account.
While the response in this procedure is for linear vibrations, the prior response can be nonlinear. Initial stress effects (stress stiffening) will be included in the steady-state dynamic response if nonlinear geometric effects (“General and linear perturbation procedures,” Section 6.1.2) were included in any general analysis step prior to the eigenfrequency extraction step preceding the subspace-based steady-state dynamic procedure.
| Input File Usage: | *STEADY STATE DYNAMICS, SUBSPACE PROJECTION |
If damping terms can be ignored, you can specify that a real, rather than a complex, system matrix be generated and projected, which can significantly reduce computational time, at the cost of ignoring the damping effects.
| Input File Usage: | *STEADY STATE DYNAMICS, SUBSPACE PROJECTION, REAL ONLY |
Two types of frequency intervals are permitted for output from a subspace-based steady-state dynamic step.
By default, the eigenfrequency type of frequency interval is used; in this case the following intervals exist in each frequency range:
First interval: extends from the lower limit of the frequency range given to the first eigenfrequency in the range.
Intermediate intervals: extend from eigenfrequency to eigenfrequency.
Last interval: extends from the highest eigenfrequency in the range to the upper limit of the frequency range.
| Input File Usage: | *STEADY STATE DYNAMICS, SUBSPACE PROJECTION, INTERVAL=EIGENFREQUENCY |
If the alternative range type of frequency interval is chosen, there is only one interval in the specified frequency range spanning from the lower to the upper limit of the range. This interval is divided using the user-defined number of points and the optional bias function, which can be used to space the sampling frequency points closer to the range limits. For the range type of frequency interval, the peak responses around the system's eigenfrequencies may be missed since the sampling frequencies at which output will be reported will not be biased toward the eigenfrequencies.
| Input File Usage: | *STEADY STATE DYNAMICS, SUBSPACE PROJECTION, INTERVAL=RANGE |
Two types of frequency spacing are permitted for a subspace-based steady-state dynamic step. For the logarithmic frequency spacing (the default), the specified frequency ranges of interest are divided using a logarithmic scale. Alternatively, a linear frequency spacing can be used if a linear scale is desired.
| Input File Usage: | Use either of the following options: |
*STEADY STATE DYNAMICS, SUBSPACE PROJECTION, FREQUENCY SCALE=LOGARITHMIC *STEADY STATE DYNAMICS, SUBSPACE PROJECTION, FREQUENCY SCALE=LINEAR |
You can request multiple frequency ranges for a subspace-based steady-state dynamic step. When both frequency ranges and additional single frequency points are requested, the frequency ranges must be specified first.
| Input File Usage: | Repeat the data lines as often as necessary to request multiple frequency ranges or multiple single frequency points: |
*STEADY STATE DYNAMICS, SUBSPACE PROJECTION lower_frequency1, upper_frequency1, number_of_points1, bias_parameter1 lower_frequency2, upper_frequency2, number_of_points2, bias_parameter2 ... single_frequency1 single_frequency2 ... |
The bias parameter can be used to provide closer spacing of the results points either toward the middle or toward the ends of each frequency interval. Figure 6.3.9–2 shows a few examples of the effect of the bias parameter on the frequency spacing.
The bias formula used in subspace-based steady-state dynamics is
;
n
is the number of frequency points at which results are to be given within a frequency interval (discussed above);
is one such frequency point (
);
is the lower limit of the frequency interval;
is the upper limit of the frequency interval;
is the frequency at which the th results are given;
is the bias parameter value; and
is the frequency or the logarithm of the frequency, depending on the value chosen for the frequency scale.
, that is greater than 1.0 provides closer spacing of the results points toward the ends of the frequency interval, while values of that are less than 1.0 provide closer spacing toward the middle of the frequency interval. The default bias parameter is 3.0 for an eigenfrequency interval and 1.0 for a range frequency interval.If damping is absent, the response of a structure will be unbounded if the forcing frequency is equal to an eigenfrequency of the structure. To get quantitatively accurate results, especially near natural frequencies, accurate specification of damping properties is essential. The various damping options available are discussed in “Material damping,” Section 12.1.1.
In subspace-based steady-state dynamic analysis damping can be created by dashpots (see “Dashpots,” Section 18.2.1), by “Rayleigh” damping associated with materials and elements (see “Material damping,” Section 12.1.1), by viscoelasticity included in the material definitions (see “Frequency domain viscoelasticity,” Section 10.7.2), and by quiet boundaries on infinite elements or acoustic elements.
If you specify that a real-only system matrix be generated and projected (see “Ignoring damping” above), all forms of damping are ignored, including quiet boundaries on infinite elements and nonreflecting boundaries on acoustic elements.
You can select modes by specifying the mode numbers individually, by requesting that ABAQUS/Standard generate the mode numbers automatically, or by requesting the modes that belong to specified frequency ranges. If you do not select the modes, all modes extracted in the prior eigenfrequency extraction step, including residual modes if they were activated, are used in the modal superposition.
| Input File Usage: | Use one of the following options to select the modes by specifying mode numbers: |
*SELECT EIGENMODES, DEFINITION=MODE NUMBERS *SELECT EIGENMODES, GENERATE, DEFINITION=MODE NUMBERS Use the following option to select the modes by specifying a frequency range: *SELECT EIGENMODES, DEFINITION=FREQUENCY RANGE |
You can control the frequency of the subspace projections. By default, the dynamic equations are projected onto the subspace at each frequency you request. However, considerable computational savings can be obtained if the projection onto the subspace is performed only at selected frequency points.
By default, the dynamic equations are projected onto the subspace at each frequency you requested. This is the most computationally expensive method. If coupled acoustic-structural modes are extracted in the preceding eigenfrequency extraction step, this is the only method allowed.
| Input File Usage: | Use either of the following options: |
*STEADY STATE DYNAMICS, SUBSPACE PROJECTION *STEADY STATE DYNAMICS, SUBSPACE PROJECTION=ALL FREQUENCIES |
You can perform only one projection using model properties evaluated at the center frequency of all ranges and individual frequency points specified. The center frequency is determined on a logarithmic or linear scale depending on the spacing requested.
This method is the least expensive. However, it should be chosen only when the material properties do not depend strongly on frequency.
This method is not allowed if coupled acoustic-structural modes are extracted in the preceding eigenfrequency extraction step.
| Input File Usage: | *STEADY STATE DYNAMICS, SUBSPACE PROJECTION=CONSTANT |
You can perform the projections at each extracted eigenfrequency in the requested frequency range and at eigenfrequencies immediately outside the range. The projected mass, stiffness, and damping matrices are then interpolated at each frequency point requested. The interpolation is performed on a linear or logarithmic scale depending on the spacing requested.
This method is not allowed if coupled acoustic-structural modes are extracted in the preceding eigenfrequency extraction step.
| Input File Usage: | *STEADY STATE DYNAMICS, SUBSPACE PROJECTION=EIGENFREQUENCY |
You can select how often subspace projections are performed based on material property changes as a function of frequency. You specify the relative change in material stiffness and damping properties allowed before a new projection is to be performed. In the beginning of the subspace-based steady-state dynamic step ABAQUS/Standard computes a table of relative changes in material stiffness and damping properties, and projections are performed based on the strictest of the two criteria. The projections are then interpolated at each requested frequency point as described above. The default value for the allowable stiffness or damping change is 0.1.
This method is not allowed if coupled acoustic-structural modes are extracted in the preceding eigenfrequency extraction step.
| Input File Usage: | *STEADY STATE DYNAMICS, SUBSPACE PROJECTION=PROPERTY CHANGE, STIFFNESS CHANGE=percentage, DAMPING CHANGE=percentage |
The base state is the current state of the model at the end of the last general analysis step prior to the steady-state dynamic step. If the first step of an analysis is a perturbation step, the base state is determined from the initial conditions (“Initial conditions,” Section 19.2.1). Initial condition definitions that directly define solution variables, such as velocity, cannot be used in a steady-state dynamic analysis.
In a subspace-based steady-state dynamic analysis both the real and imaginary parts of any degree of freedom are either restrained or unrestrained; it is physically impossible to have one part restrained and the other part unrestrained. ABAQUS/Standard will restrain both the real and imaginary parts of a degree of freedom automatically even if only one part is restrained.
It is not possible to prescribe nonzero displacements and rotations directly as boundary conditions (“Boundary conditions,” Section 19.3.1) in subspace-based steady-state dynamic analysis. Instead, prescribed motion can be specified as base motion; nonzero displacement or acceleration history definitions given as boundary conditions are ignored, and any changes in the support conditions from the eigenfrequency extraction step are flagged as errors. The method for prescribing base motion in modal superposition procedures is described in “Transient modal dynamic analysis,” Section 6.3.7.
An amplitude definition can be used to specify the amplitude of a base motion as a function of frequency (“Amplitude curves,” Section 19.1.2).
| Input File Usage: | Use both of the following options: |
*AMPLITUDE, NAME=name *BASE MOTION, LOAD CASE=n, AMPLITUDE=name |
The following loads can be prescribed in a subspace-based steady-state dynamic analysis, as described in “Concentrated loads,” Section 19.4.2:
Concentrated nodal forces can be applied to the displacement degrees of freedom (1–6).
Distributed pressure forces or body forces can be applied; the distributed load types available with particular elements are described in Part V, “Elements.”
| Input File Usage: | Use either of the following input lines to define the real (in-phase) part of the load: |
*CLOAD or *DLOAD *CLOAD or *DLOAD, LOAD CASE=1 Use the following input line to define the imaginary (out-of-phase) part of the load: *CLOAD or *DLOAD, LOAD CASE=2 |
Coriolis distributed loading adds an imaginary antisymmetric contribution to the overall system of equations. This contribution is currently accounted for in solid and truss elements only and is activated by requesting the unsymmetric matrix storage and solution scheme for the step.
Fluid flux loading cannot be used in subspace-based steady-state dynamic analysis.
An amplitude definition can be used to specify the amplitude of a load as a function of frequency (“Amplitude curves,” Section 19.1.2).
| Input File Usage: | Use both of the following options: |
*AMPLITUDE, NAME=name *CLOAD or *DLOAD, LOAD CASE=n, AMPLITUDE=name |
Predefined temperature fields can be specified in subspace-based steady-state dynamic analysis (see “Predefined fields,” Section 19.6.1) and will produce harmonically varying thermal strains if thermal expansion is included in the material definition (“Thermal expansion,” Section 12.1.2). Other predefined fields are ignored.
As in any dynamic analysis procedure, mass or density (“Density,” Section 9.2.1) must be assigned to some regions of any separate parts of the model where dynamic response is required. If an analysis is desired in which the inertia effects are neglected, the density should be set to a very small number. Natural damping, as well as individual dashpots, can be included in this procedure.
Viscoelastic effects can be included in subspace-based steady-state dynamic analysis. The linearized viscoelastic response is considered to be a perturbation about a nonlinear preloaded state, which is computed on the basis of purely elastic behavior (long-term response) in the viscoelastic components. Therefore, the vibration amplitude must be sufficiently small so that the material response in the dynamic phase of the problem can be treated as a linear perturbation about the predeformed state. Viscoelastic frequency domain response is described in “Frequency domain viscoelasticity,” Section 10.7.2.
The following material properties are not active during subspace-based steady-state dynamic analyses: plasticity and other inelastic effects, thermal properties (except for thermal expansion), mass diffusion properties, electrical properties (except for the electrical potential, 
, in piezoelectric analysis), and pore fluid flow properties—see “General and linear perturbation procedures,” Section 6.1.2.
Numerical investigations show that in general the accuracy of the results in the subspace-based steady-state dynamic step is improved if in the previous eigenfrequency extraction step the material properties are evaluated at a frequency in the vicinity of the center of the range spanned by the frequencies specified for the steady-state dynamic step (see “Natural frequency extraction,” Section 6.3.5). In this case the modes extracted in the previous eigenfrequency extraction step for the undamped system will reflect most accurately the modes of the damped system at frequencies located in the proximity of the frequency at which the material properties are evaluated. Thus, if the steady-state dynamic response is sought for a large span of frequencies and the specified material properties vary significantly over this span, the results will be more accurate if the range is divided into smaller ranges and several separate analyses are run over these smaller ranges with the material properties evaluated at appropriate frequencies.
Any of the following elements available in ABAQUS/Standard can be used in a subspace-based steady-state dynamic analysis:
stress/displacement elements (other than generalized axisymmetric elements with twist);
acoustic elements;
piezoelectric elements; and
hydrostatic fluid elements.
In subspace-based steady-state dynamic analysis the value of an output variable such as strain (E) or stress (S) is a complex number with real and imaginary components. In the case of data file output the first printed line gives the real components while the second lists the imaginary components. Results and data file output variables are also provided to obtain the magnitude and phase of many variables (see “ABAQUS/Standard output variable identifiers,” Section 4.2.1). In the case of data file output the first printed line gives the magnitudes while the second lists the phase angle.
The following variables are provided specifically for subspace-based steady-state dynamic analysis:
PHS | Magnitude and phase angle of all stress components. |
PHE | Magnitude and phase angle of all strain components. |
PHEPG | Magnitude and phase angles of the electrical potential gradient vector. |
PHEFL | Magnitude and phase angles of the electrical flux vector. |
PHMFL | Magnitude and phase angle of the mass flow rate in fluid link elements. |
PHMFT | Magnitude and phase angle of the total mass flow in fluid link elements. |
PHCTF | Magnitude and phase angle of connector total forces. |
PHCEF | Magnitude and phase angle of connector elastic forces. |
PHCVF | Magnitude and phase angle of connector viscous forces. |
PHCRF | Magnitude and phase angle of connector reaction forces. |
PHCSF | Magnitude and phase angle of connector friction forces. |
PHCU | Magnitude and phase angle of connector relative displacements. |
PHCCU | Magnitude and phase angle of connector constitutive displacements. |
PHCV | Magnitude and phase angle of connector relative velocities. |
PHCA | Magnitude and phase angle of connector relative accelerations. |
PU | Magnitude and phase angle of all displacement/rotation components at a node. |
PPOR | Magnitude and phase angle of the fluid or acoustic pressure at a node. |
PHPOT | Magnitude and phase angle of the electrical potential at a node. |
PRF | Magnitude and phase angle of all reaction forces/moments at a node. |
PHCHG | Magnitude and phase angle of the reactive charge at a node. |
Neither element energy densities (such as the elastic strain energy density, SENER) nor whole element energies (such as the total kinetic energy of an element, ELKE) are available for output in a subspace-based steady-state dynamic analysis.
The standard output variables U, V, A, and the variable PU listed above correspond to motions relative to the motion of the primary base in a subspace-based steady-state dynamic analysis. Total values, which include the motion of the primary base, are also available:
TU | Components of total displacement/rotation at a node. |
TV | Components of total velocity at a node. |
TA | Components of total acceleration at a node. |
PTU | Magnitude and phase angle of all total displacement/rotation components at a node. |
The specified base motion is available for subspace-based steady-state dynamic analysis and can be output to the data, results, and/or output database files (see “Output to the data and results files,” Section 4.1.2, and “Output to the output database,” Section 4.1.3).
BM | Base motion. |
Whole model variables such as ALLIE (total strain energy) are available for subspace-based steady-state dynamic analysis as output to the data, results, and/or output database files (see “Output to the data and results files,” Section 4.1.2, and “Output to the output database,” Section 4.1.3).
*HEADING … *AMPLITUDE, NAME=loadamp Data lines to define an amplitude curve as a function of frequency (cycles/time) *AMPLITUDE, NAME=base Data lines to define an amplitude curve to be used to prescribe base motion ** *STEP, NLGEOM Include the NLGEOM parameter so that stress stiffening effects will be included in the steady-state dynamics step *STATIC **Any general analysis procedure can be used to preload the structure … *CLOAD and/or *DLOAD Data lines to prescribe preloads *TEMPERATURE and/or *FIELD Data lines to define values of predefined fields for preloading the structure *BOUNDARY Data lines to specify boundary conditions to preload the structure *END STEP ** *STEP *FREQUENCY Data line to control eigenvalue extraction *BOUNDARY Data lines to assign degrees of freedom to the primary base *BOUNDARY, BASE NAME=base2 Data lines to assign degrees of freedom to a secondary base *END STEP ** *STEP *STEADY STATE DYNAMICS, SUBSPACE PROJECTION Data lines to specify frequency ranges and bias parameters *SELECT EIGENMODES Data lines to define the applicable mode ranges *BASE MOTION, DOF=dof, AMPLITUDE=base *BASE MOTION, DOF=dof, AMPLITUDE=base, BASE NAME=base2 *CLOAD and/or *DLOAD, AMPLITUDE=loadamp Data lines to specify sinusoidally varying, frequency-dependent loads … *END STEP
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