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Extended end-plate moment connections are prequalified for use in special moment frame (SMF) and intermediate moment frame (IMF) systems. Configurations of extended end-plate moment connections are given below.
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Parametric Limitations on Prequalification | ||||||
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Four-Bolt Unstiffened | Four-Bolt Stiffened | Eight-Bolt Stiffened | ||||
Parameter | Maximum | Minimum | Maximum | Minimum | Maximum | Minimum |
tbf | 3/4 (19) | 3/8 (10) | 3/4 (19) | 3/8 (10) | 1 (25) | 9/16 (14) |
bbf | 91/4 (235) | 6 (152) | 9 (229) | 6 (152) | 121/4 (311) | 71/2 (190) |
d | 55 (1400) | 133/4 (349) | 24 (610) | 133/4 (349) | 36 (914) | 18 (547) |
tp | 21/4 (57) | 1/2 (13) | 11/2 (38) | 1/2 (13) | 21/2 (64) | 3/4 (19) |
bp | 103/4 (273) | 7 (178) | 103/4 (273) | 7 (178) | 15 (381) | 9 (229) |
g | 6 (152) | 4 (102) | 6 (152) | 31/4 (83) | 6 (152) | 5 (127) |
pfi , pfo | 41/4 (114) | 11/2 (38) | 51/2 (140) | 13/4 (44) | 2 (51) | 15/8 (41) |
pb | - | - | - | - | 33/4 (95) | 31/2 (89) |
Plastic hinges cause inelastic bending deformations in the joining beam and column panel zones. Therefore, panel zones should conform to the requirements of the AISC Seismic Provisions. In addition, Column-beam moment ratios should conform to the requirements of the AISC Seismic Provisions.
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The clear span-to-depth ratio of the beam is limited:
For SMF systems, 7 seven or greater.
For IMF systems, 5 five or greater.
The protected zone is determined:
For unstiffened extended end-plate connections: the portion of the beam between the face of the column and a distance equal to the depth of the beam or three times the width of the beam flange from the face of the column, whichever is less.
For stiffened extended end-plate connections: the portion of the beam between the face of the column and a distance equal to the location of the end of the stiffener plus one-half the depth of the beam or three times the width of the beam flange, whichever is less.
The end plate should be connected to the flange of the column.
RolledThe rolled-shape column depth is limited to W36 (W920) maximum. The depth of built-up wide-flange columns does not exceed that for rolled shapes.
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The strength of the end plate moment connection is determined by the assumption that the rupture limit state controls the tensile force of the bolts in one flange is controlled by the rupture limit state under compressive force.
If there is no axial load on the joint, the total tensile and compressive forces are equal and opposite in both flanges , so that the total force creates a force pair.
The flexural strength of the end plate and column flange is determined by yield line analysis. The yield line mechanism is calculated by the energy or virtual work method.
Strong A strong column, strong joint, and weak beam are used to calculate the forces on the bolt and to find the required bolt strength. According to this assumption, while the column, panel zones, and beam have inelastic deformation, the connection and column have elastic behavior. For this reason, it is necessary to design a suitable thickness for the end plate.
The equations used are as follows:
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Boundary Situations to Check
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Effective Force
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Connection Element
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Reference
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Tension
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Bolt (Tension)
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a
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Tension
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Plate (Flexural)
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b
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Tension
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Column flange (Flexural)
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c
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Tension
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Beam web (Tensile)
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d
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Tension
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Column web (Tensile)
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is
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Tension
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Flange - Plate welding
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f
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Tension
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Web-Plate welding
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g
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Horizontal Shear
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Column web (Shear)
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h
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Compression
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Beam flange (Compression)
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j
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Compression
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Beam flange welding
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to
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Compression
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Column web
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l
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Vertical Shear
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Web - Plate welding
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m
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Vertical Shear
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Bolt (Shear)
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n
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Vertical Shear
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Bolt (Bearing)
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| Child pages (Children Display) |
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