The connection modeling requirements in this section are triggered by the applicable requirements for each system as specified in Section 1.7.
1.6.1 Panel Zones
Modeling of panel-zone flexibility and yielding shall address the following as applicable:
- (a) The panel-zone expected shear yield strength shall be calculated with the expected steel yield strength, , using the equations in Specification Section J10.6, where is determined from Section A3.2.
- (b) The panel-zone finite size and deformations shall be modeled.
- (1) Where panel-zone shear demands exceed the expected shear yield strength, the panel zone shall be modeled explicitly with a model that takes into account the finite size and inelastic response.
- (2) Where panel-zone shear demands are less than the expected shear yield strength, the effect of finite size and elastic panel-zone deformations shall be modeled in accordance with ANSI/AISC 342, Section C4.
1.6.2 Partially Restrained Connections
The response characteristics of partially restrained connections shall be included in the model. The response characteristics of the partially restrained connection shall be based on the technical literature or established by analytical or experimental means.
1.6.3 Column Bases
Deformation and potential failure modes of column base plates and connections to the foundation shall be considered. Where capacity design is used to prevent inelastic response and limit deformations in the column base connection, the column base connection may be modeled assuming full fixity to the foundation. Otherwise, the column base connections shall be modeled using concentrated springs or fiber-type section models to capture the base connection deformations.
Foundation components shall be modeled in the analysis, unless it can be demonstrated that the foundation components remain essentially elastic and their deformations are small enough to not contribute to the structural system response.
1.6.4 Brace Gusset Plates
Brace gusset plate geometry, stiffness, strength, and inelastic response shall be considered in the model. The stiffening effect of gusset plates on adjacent beams and columns shall be considered in the model. Both in-plane and out-of-plane gusset plate properties shall be considered in the model, including interaction with the attached braces.