Conditions to meet
It must be capable of providing the relative storey drift angle of at least 0.02 radians for limited ductility level specified in Annex 9B, and at least 0.04 radians for high ductility level.
For rolling mill wide head sections, the limits detailed below should be followed.
Basics
Only YDKT method will be used in the union dimensioning. The strength coefficients used for limit situations are:
Ductile failure limit state (Flow Limit State):
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Non-ductile failure limit state (Fracture Boundary State):
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Plastic joint length l h is defined in the relevant application rules section for each joint type.
Plastic joint moment values:
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How does ideCAD design Four Bolts Unstiffened End Plate Connection 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)
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Four bolt end-plate connections consist of welding the beam to an end plate and bolting the end plate to a column flange.
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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 limit state (Rupture Limit State):
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Distance from the face of the column to the plastic hinge, Sh, for four bolts unstiffened end plate connection, is the lesser of d/2 or 3bbf
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Parametric Limitations on Prequalification for Four-Bolt Unstiffened Connections | ||
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Parameter | Maximum | Minimum |
tbf | 3/4 (19) | 3/8 (10) |
bbf | 91/4 (235) | 6 (152) |
d | 55 (1400) | 133/4 (349) |
tp | 21/4 (57) | 1/2 (13) |
bp | 103/4 (273) | 7 (178) |
g | 6 (152) | 4 (102) |
pfi , pfo | 41/4 (114) | 11/2 (38) |
pb | - | - |
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
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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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The shear strength required for the shear 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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Application Limits
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