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Download ideCAD for AISC 360-16Moment Connection |
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The strength of the end plate connection is determined by the assumption that the tensile force of the bolts on a one part of the plate and the compressive forces of the bolts on the other part of the plate is are controlled by the bearing limit state.
If there is no axial load on the connection, the total tensile and compressive forces are equal and opposite in both parts, which create creates a force pair.
To simplify the calculations, it is assumed that the center of rotation is in the center of the compression part.
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Guideline for Splice Connection of Columns/Beams
In order to be suitable for To suit the design under reversible forces such as earthquake forces, symmetrical and equal number numbers of bolts are used on both flanges and webs. ideCAD does not allow asymmetrical connection during modellingmodeling.
It is assumed that the flanges carry the moment and the web carry carries the shear force, while the axial force is equally shared between both flanges.
The gap is left in between the beam splices, while for the column splices, it may or may not be left.
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Depending on the ductility level, the connections need to provide a relative angle of translation of at least 0.04 or 0.02 radians according to the TBDY 2018 9B.1. These connections are End Plate and Flange Plate connections that are designed in ideCAD Structural Steel.
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If the design of the connections is preferred to be computed with TBDY 2018, the YDKT method is mandatory in accordance with under the earthquake regulations.
The required bending moment strength Muc and the required shear strength Vuc on the column face of the connections is are calculated over the plastic hinges at the end of the beam. The formulas in the figure below are used.
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The Vuc used in the dimensioning of the connection is determined according to the equation in the figure above by summing the shear force determined based on the basis of the yielding limit state with the shear force calculated from the combination of 1.2G + 0.5Q + 0.2S on the plastic hinge at the end of the beam.
Plastic hinge length is specified separately for each connection in TBDY 2018, and automatic computation is made in accordance with under these rules. Details will be given in each connection.
The shear strength required for the panel zone is calculated by using the column shear force generated by the possible plastic moments of the beams connecting to the column.
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Cpr: This coefficient takes into account the strain-hardening, which is used to compute the maximum possible bending moment strength
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Fy: Characteristic yield stress of steel
lh: The distance of between the plastic hinge point at the beam end to the column face
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