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End Plate Connections with AISC 358-16

End Plate Connections with AISC 358-16 are explained in detail under this title.

Bolted Stiffened and Unstiffened End Plate Connections

It consists of 3 different types. The factors determining the behavior of the combination are:

  • Beam cross-section reaching to yield under bending moment,

  • End plate reaching to yield under bending moment

  • Yielding of column panel area

  • Rupture of bolts under tensile forces

  • Rupture bolts under shear forces

The controls listed above are applied automatically and detailed explanations and references and parameters used in the account are given in the report.

There are conditions that must be met in order to be used in 3 types of frames with special moment frames or intermediate moment frames. These conditions are given in AISC 358-16 6.3. ideCAD Structural automatically checks and reports these conditions.

Plastic hinges cause inelastic bending deformations in the joining beam and column panel area in the joints with end plate. Therefore, stronger column, stronger joint and acceptible weak beam design are considered as philosophy. For this reason, the length of the plastic hinge and its distance from the column flange are especially checked in the table below.

Also, it should be checked that:

  1. The clear span-to-depth ratio of the beam is limited:
    (a) For SMF systems, 7 or greater.
    (b) For IMF systems, 5 or greater.

  2. The protected zone is determined:
    (a) For unstiffened extended end-plate connections: the portion of 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.
    (b) For stiffened extended end-plate connections: the portion of 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.

  3. The end-plate should be connected to the flange of the column.

  4. Rolled shape column depth is limited to W36 (W920) maximum. The depth of built-up wide-flange columns is not exceed that for rolled shapes.

End Plate Connections Design Steps

  • The strength of end plate connection is determined by the assumption that tensile force of the bolts in one flange is controlled by 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.

  • Flexural strength of end plate and column flange is determined by yield line analysis. The yield line method can be calculated by the energy or virtual work method.

  • 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 region and beam inelastic behavior, the joint and column show elastic behavior. For this reason, it is necessary to design suitable for the thick plate for end plate. In thick plate behavior, the force in the bolts is the static moment at the center of comprensive flange.

    • The equations used are as follows:

Boundary Situations to Check

Effective Force

Connection Element



Bolt (Tension)



Plate (Flexural)



Column flange (Flexural)



Beam web (Tensile)



Column web (Tensile)



Flange - Plate welding



Web-Plate welding


Horizontal Shear

Column web (Shear)



Beam flange (Compression)



Beam flange welding



Column web


Vertical Shear

Web - Plate welding


Vertical Shear

Bolt (Shear)


Vertical Shear

Bolt (Bearing)


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