How does ideCAD design Bolted Flange Plate Connections according to AISC 360358-16 & AISC 358360-16?
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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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PREQUALIFICATION LIMITS
Beam Limitations
Beam depth is limited to a maximum of 36 in. (920 mm) for rolled shapes. The depth of built-up sections does not exceed the depth permitted for rolled wide-flange shapes.
Beam flange thickness is limited to a maximum of 1 in. (25 mm).
The clear span-to-depth ratio of the beam is limited as follows:
For special moment frame systems, 9 or greater.
For intermediate moment frame systems, 7 or greater.
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