> For the complete documentation index, see [llms.txt](https://docs.openbrim.org/llms.txt). Markdown versions of documentation pages are available by appending `.md` to page URLs; this page is available as [Markdown](https://docs.openbrim.org/templates/openbrimfea/loads-fea/dynamic-loads-fea.md).

# Dynamic Loads \[FEA]

Dynamic Loads holds the objects used for modal, seismic and transient analysis.

**Eigenvalue & RSA Cases** compute natural periods and mode shapes, and - when response spectrum curves are assigned - combine the modal responses into peak seismic demand. **Response Spectrum Curves** define the design spectrum those cases look modes up on.

**Time History Functions** hold a tabulated excitation record, and **Time History Cases** integrate the equation of motion step by step, which is what you need when the timing of the response matters or when nonlinear links dissipate energy.

**Support Motions** prescribe a displacement record at an individual support joint. Several of them on one Time History Case give multi-support (spatially varying) excitation - different ground motion at different supports, which is what a bridge long enough for wave passage, incoherence or differing site conditions actually sees. Uniform excitation cannot produce differential-support demand at all, since moving every support together is rigid-body translation.

**Nodal Mass** adds concentrated mass at a joint for inertia that exists on the real structure but is not carried by any modelled element - barriers, utilities, equipment.

Mass is the thing to get right first in this branch: every period scales with it, and every dynamic result follows from the periods. Note that nodal mass values are entered as **weights**, which the solver divides by gravity.


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