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How does ideCAD design Bolted Flange Plate Connections according to AISC 358-16 & AISC 360-16?
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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
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moment connections consist of plates welded with CJP groove welds
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to column
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flanges and bolted to
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beam
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flanges. The
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Basics
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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.
Plastic joint moment values:
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The Vu used in the dimensioning of the joint is determined according to the equation in the above image by summing the shear force determined on the basis of the yield state and the shear force calculated from the combination of 1.2G + 0.5Q + 0.2S on the plastic joint at the end of the beam.
Plastic joint length is specified separately for each joint in AISC 358-16 and automatic calculation is made in accordance with these rules. Details will be given in each respective combination.
PREQUALIFICATION LIMITS
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Distance from the face of the column to the plastic hinge, Sh, for bolted flange plate moment connections, is calculated by using the equation given below according to AISC 358-16Eq. 7.6-5.
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PREQUALIFICATION LIMITS
Beam Limitations
Beam depth is limited to a maximum of
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36 in. (920 mm) for rolled shapes.
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The depth of built-up sections
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does not exceed the depth permitted for rolled wide-flange shapes.
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Beam flange thickness is limited to a maximum of 1 in. (25 mm).
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The clear span-to-depth ratio of the beam is limited as follows:
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For special moment frame systems, 9 or greater.
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For intermediate moment frame systems, 7 or greater.
2. Column Limitations(1)
The beam is connected to the flange of the column.
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Rolled-shape column depth is limited to
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a maximum of 36 in. (920 mm) when a concrete structural slab is provided. In the absence of a concrete structural slab, the rolled-shape column depth is limited to
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a maximum of 14 in. (360 mm).
Flanged cruciform columns don’t have a width or depth greater than the depth allowed for rolled shapes. Built-up box columns don’t have a width or depth exceeding 24 in. (600 mm). Boxed wide-flange columns don’t have a width or depth exceeding 24 in. (600 mm) if participating in orthogonal moment frames.
The probable maximum moment at the plastic hinge is given below, according to AISC 358-16.
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The moment at the face of the column, Mf., is calculated according to AISC 358-16 Eq. 6.8-1 given below.
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The Vu used in the dimensioning of the joint is determined according to the equation in the above image by summing the shear force determined based on the yield state and the shear force calculated from the combination of 1.2G + 0.5Q + 0.2S on the plastic joint at the end of the beam.
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