Rayleigh Damping Command: Difference between revisions
Jump to navigation
Jump to search
No edit summary |
No edit summary |
||
| Line 27: | Line 27: | ||
#The command overwrites any existing damping coeeficients at the Elements and Nodes. | #The command overwrites any existing damping coeeficients at the Elements and Nodes. | ||
# The following paper is something that you should read if you are new to the damping and nonlinear analysis. Finley A. Charney, "Unintended Consequences of Modeling Damping in Structures", J. Struct. Engrg. Volume 134, Issue 4, pp. 581-592 (April 2008) [http://dx.doi.org/10.1061/(ASCE)0733-9445(2008)134:4(581) DOI] | # The following paper is something that you should read if you are new to the damping and nonlinear analysis. Finley A. Charney, "Unintended Consequences of Modeling Damping in Structures", J. Struct. Engrg. Volume 134, Issue 4, pp. 581-592 (April 2008) [http://dx.doi.org/10.1061/(ASCE)0733-9445(2008)134:4(581) DOI] | ||
# Other useful papers to read: | |||
## Petrini, Lorenza , Maggi, Claudio , Priestley, M. J. Nigel and Calvi, G. Michele (2008) "Experimental Verification of Viscous Damping Modeling for Inelastic Time History Analyzes", Journal of Earthquake Engineering, 12:S1, pp. 125 — 145 | |||
## Hall, J. F.(2006) "Problems encountered from the use (or misuse) of Rayleigh damping," Earthquake Engineering and Structural Dynamic, 35, 525–545 | |||
EXAMPLE: | EXAMPLE: | ||
Revision as of 22:25, 3 January 2013
- Command_Manual
- Tcl Commands
- Modeling_Commands
- model
- uniaxialMaterial
- ndMaterial
- frictionModel
- section
- geometricTransf
- element
- node
- sp commands
- mp commands
- timeSeries
- pattern
- mass
- block commands
- region
- rayleigh
- Analysis Commands
- Output Commands
- Misc Commands
- DataBase Commands
This command is used to assign damping to all previously-defined elements and nodes. When using rayleigh damping in OpenSees, the damping matrix for an element or node, D is specified as a combination of stiffness and mass-proportional damping matrices:
D = $alphaM * M + $betaK * Kcurrent +$betaKinit * Kinit + $betaKcomm * KlastCommit
| rayleigh $alphaM $betaK $betaKinit $betaKcomm |
| $alphaM | factor applied to elements or nodes mass matrix |
| $betaK | factor applied to elements current stiffness matrix. |
| $betaKinit | factor applied to elements initial stiffness matrix. |
| $betaKcomm | factor applied to elements committed stiffness matrix. |
NOTE:
- The command overwrites any existing damping coeeficients at the Elements and Nodes.
- The following paper is something that you should read if you are new to the damping and nonlinear analysis. Finley A. Charney, "Unintended Consequences of Modeling Damping in Structures", J. Struct. Engrg. Volume 134, Issue 4, pp. 581-592 (April 2008) DOI
- Other useful papers to read:
- Petrini, Lorenza , Maggi, Claudio , Priestley, M. J. Nigel and Calvi, G. Michele (2008) "Experimental Verification of Viscous Damping Modeling for Inelastic Time History Analyzes", Journal of Earthquake Engineering, 12:S1, pp. 125 — 145
- Hall, J. F.(2006) "Problems encountered from the use (or misuse) of Rayleigh damping," Earthquake Engineering and Structural Dynamic, 35, 525–545
EXAMPLE:
rayleigh 0.01 0.02 0.0 0.0
Code Developed by: fmk