Page Comparison

• Full Strength Bolted Butt Plate Joints

• Butt Plate Joint Design Steps

  • Boundary Situations to Check

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End plate moment-transmitting connection design is made automatically according to ideCAD Structural to the Design, Calculation, and Construction Principles of Steel Structures AISC 360-16 (ASD and LRFD) regulations.

Bolted End Plate Connections in ideCAD Structural Software

• It consists of 3 different types.

• The factors determining the behavior of the combination; connections are beam cross-section reaching to flow yield under bending effect, frontal end plate reaching to flow yield under bending effect, flowing yielding of column panel areazone, breaking failure of bolts under tensile effecttension, breaking and rupture bolts under shear effect.

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

• The YDKT method must be selected to report these combinations connections used in the connection design of moment transfer -resisting frame elements carrying earthquake loads together with TBDY 2018 and ÇYTHE 2018.

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• There are Some conditions that must be met in order to be used in 3 types of moment-resisting frames with high ductility level or limited moment transferductility levels. These conditions are given in TBDY 2018 Table 9B.1 according to the ductility level. ideCAD Statik Structural Steel automatically checks and reports these conditions.

• Plastic In the end plate connection, plastic hinges cause inelastic bending deformations in the joining beam and column panel area in the joints with butt platezone. Therefore, strong columnconnection, strong joint column and weak beam design are considered as philosophya basis. For this reason, the length of the plastic hinge and its distance from the column face are especially is specifically checked in from the table below.:

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Design Criteria for End Plate Connection

• The strength of the frontal end plate joint connection is determined by the assumption that the tensile force of the bolts in one head on a part of the plate and compressive forces of the bolts on the other part of the plate is controlled by the crushing bearing limit state under the pressure force in the other.

• If there is no axial load on the jointconnection, the total tensile and compressive forces are equal and opposite in both heads, so that the total force creates a parts which create force pair.

• The row of bolts farthest from the pressure head compression part is considered as the region subject to the greatest tensile force, and while the inverse triangular force distribution is considered for ease of calculation, provides simplification on the calculation and a ductile joint connection is calculated on a parabolic distribution according to the plastic force distribution assumption.

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• The bending strength of the frontal end plate and the column head flange is determined by the yield line analysismethod. The flow yield line method can be calculated by the energy or virtual work method.

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• Strong column, strong joint connection and weak beam are used to calculate compute the forces on the bolt bolts and to find the required bolt strength. According to this assumption, while the column , panel region zone and beam exhibit inelastic behavior, behaviour while the joint connection and column show elastic behaviorbehaviour. For this reason, it is necessary to design suitable for the end plate as a thick plate for the frontal plate. In thick plate behaviorbehaviour, the force in the bolts is the static moment at the center of the pressure headcompressive part.

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• The equations used are as follows

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The Limit States to be Checked

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