Moment Influenced Design Acceptance
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Symbol
Cpr: This coefficient takes into account the strain-hardening which is used to compute maximum possible bending moment strength
Fu: Characteristic tensile strength of steel
Fy: Characteristic yield stress of steel
lh: The distance of between plastic hinge point at the beam end to the column face
ln: Beam span between plastic hinge points at the beam ends
Mpr: Possible bending moment strength
Mpri: Possible bending moment strength at the left end i of the beam
Mprj: Possible bending moment strength at the right end j of the beam
Muc: Required bending moment strength of the connection at the face of the column
Ry: The ratio of possible yield stress to the characteristic yield stress
Vd: Beam shear force computed from vertical loads at the plastic hinge point of the beam
Vuc: Required shear strength of the connection at the face of the column
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Design Criteria for Moment Connections
Moment connections are classified as rigid and full/partial strength jointsconnections.
For rigid jointsconnections, frontal end plate and welded joints connections are classified according to the rotational rigidity and the rotational stiffness ratios are defined in which is defined according to the earthquake code regulations depending on the ductility level.
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Guideline for
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End Plate Connections
The strength of the frontal end plate joint connection is determined by the assumption that the tensile force of the bolts on a part of the plate and compressive forces of the bolts in one head 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.
For ease of calculationTo simplify the calculations, it is accepted assumed that the center of rotation is in the center of the pressure headcompression part.
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Guideline for Splice Connection of Columns/Beams
In order to be suitable for the design under reversible effects forces such as earthquake effectsforces, symmetrical and equal number of bolts are used on both heads flanges and bodywebs. ideCAD does not allow asymmetrical structure connection during modelingmodelling.
While it It is assumed that the heads bear flanges carry the moment effect and the body web carry the shear force, while the axial force is equally shared between both headsflanges.
While space The gap is left in between the beam insertssplices, while for the column splices it may or may not be left in the column joints.
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Guideline for Moment Connections with TBDY 2018
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Depending on the ductility level, the joints that are determined connections need to provide a relative angle of translation of at least 0.04 or 0.02 radians within according to the scope of TBDY 2018 9B.1 must be used. These joints are front plate joints and header plate joints connections are End Plate and Flange Plate connections that are designed in ideCAD StatikStructural Steel.
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If the design of the joints connections is desired preferred to be obtained computed with TBDY 2018, the YDKT method is mandatory in accordance with the earthquake regulations.
The required bending moment strength M enduc and the required shear strength V enduc on the column face of the joints are connections is calculated over the plastic joints hinges at the end of the beam. The formulas in the image figure below are used in the account.
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The V- enduc used in the dimensioning of the joint connection is determined according to the equation in the figure above image by summing the shear force determined on the basis of the yield yielding limit state and with the shear force calculated from the combination of 1.2G + 0.5Q + 0.2S on the plastic joint hinge at the end of the beam.
Plastic joint hinge length is specified separately for each joint connection in TBDY 2018 and automatic calculation computation is made in accordance with these rules. Details will be given in each respective combinationconnection.
The shear strength required for the shear panel 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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Icons
Cpr: Stiffening in the joint, etc. a coefficient that takes into account the circumstances and is used to calculate the maximum possible bending moment strength
Fu: Structural steel characteristic tensile strength
Fy: Characteristic yield stress in structural steel
lh: The distance of possible plastic hinge point at the beam ends to the column face
ln: Beam span between possible plastic hinge points at the beam ends
Mpr: Possible bending moment capacity
Mpri: Possible bending moment capacity at the left end i of the beam
Mprj: Possible bending moment capacity at the right end j of the beam
Muc: Required bending moment strength of the joint at the face of the column
Ry: ratio of possible yield stress to characteristic yield stress
Vd: Simple beam shear force arising from vertical loads at the plastic hinge point of the beam.
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