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Bolted flange plate connection is designed automatically according to the AISC 358-16 by the programme. |
Bolted flange plate connections are formed by welded with CJP groove welds the column flange and bolted to the beam flange. The beam web is connected to the column flange using a bolted shear tab with bolts in short-slotted holes. The connection model in accordance with AISC 358-16 Figure 7.1 is made automatically.
Basics
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How does ideCAD design Bolted Flange Plate Connections according to AISC 360-16 & AISC 358-16?
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Lh = distance between plastic hinge locations, in. (mm)
Lst = length of stiffener, as shown in Figure 6.5, in. (mm)
Mpr = probable maximum moment at the plastic hinge, kip-in. (N-mm), given by Equation 2.4-1
Sh = distance from the face of the column to the plastic hinge, in. (mm)
Vgravity = beam shear force resulting from 1.2D + f1L + 0.2S (where f1 is a load factor determined by the applicable building code for live loads, but not less than 0.5), kips (N)
Vu= shear force at the end of the beam, kips (N)
bbf = width of beam flange, in. (mm)
d = depth of connecting beam, in. (mm)
tp = thickness of end-plate, in. (mm)
S1 = distance from face of column to nearest row of bolts, in. (mm)
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Bolted flange plate moment connections consist of plates welded with CJP groove welds to column flanges and bolted to beam flanges. The top and bottom plates must be identical to be suitable for design with reversible forces such as seismic forces.
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Connection Design Parameters
Resistance factor for ductile limit state (Yielding Limit State):
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Resistance factor for Non-ductile
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limit state (Rupture Limit State):
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Plastic joint length Sh is defined in the relevant application rules section for each joint type.
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Plastic joint moment values:
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