Moment
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TBDY 2018 Moment Influenced Design Acceptance
Moment Influenced Design Acceptance
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Connection Design or Rigid Connection design is made automatically according to the Design, Calculation, and Construction Principles of Steel Structures and AISC 360-16 (ASD and LRFD) regulations. Bolt, weld, plate, geometry, and strength controls are done automatically following the steel connection type.
The Moment Connection in ideCAD Structural is a joint that transfers bending moment forces between a steel column and steel beam (or any other two steel members). If a child member (a steel beam) has some internal moment, the connection should be able to transmit the load due to that moment.
While The Shear Connections in ideCAD Structural depend mostly on the web of a section, moment connections add to that by strengthening the connectivity of the flanges. This can be achieved by using plate stiffeners, welds, or other fixtures that strengthen and increase the rigidity of the connection between members.
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Moment connection types are listed below.
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Moment Connection Design with ideCAD
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ideCAD Structural is an All-in-One Structural Engineering Software with Moment Connection and many other Integrated Building Information Modeling (BIM) tools.
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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 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 in one head is on one part of the plate and the compressive forces of the bolts on the other are 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 parts, which creates a 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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Overlay Plate Column / Beam Attachment General Account Rules
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Guideline for Splice Connection of Columns/Beams
To suit the design under reversible effects forces such as earthquake effectsforces, symmetrical and equal number numbers of bolts are used on both heads flanges and bodywebs. ideCAD does not allow asymmetrical structure connection during modeling.
While it It is assumed that the heads bear flanges carry the moment effect and the body web carries the shear force, while the axial force is equally shared between both headsflanges.
While space The gap is left in between the beam inserts, it splices, while the column splices may or may not be left in the column joints.
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Guideline for Moment Connections with AISC 360-16
Depending on the ductility level, the joints that are determined to connections must provide a relative translation angle of translation of at least 0.04 or 0.02 radians within the scope of TBDY 2018 9B.1 must be used. These joints are front plate joints and header plate joints designed in ideCAD Statik.
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according to the AISC 360-16. These connections are End Plate and Flange Plate connections designed in ideCAD Structural Steel.
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If the design of the joints connections is desired preferred to be obtained with TBDY 2018computed with AISC 360-16, the YDKT LRFD method is mandatory in accordance with under the earthquake regulations.
The required bending moment strength M enduc and the required shear strength V enduc on the column face of the joints connections are 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 based on the basis of the yield state and yielding limit state 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 in TBDY 2018 connection in AISC 360-16, and automatic calculation computation is made in accordance with under 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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IconsSymbols
Cpr: Stiffening in the joint, etc. a coefficient that Cpr: This coefficient takes into account the circumstances and strain-hardening, which is used to calculate compute the maximum possible bending moment strength strength
Fu: Structural steel characteristic tensile strength
FyFu: Characteristic tensile strength of steel
Fy: Characteristic yield stress in structural of steel
lhlh: The distance of possible between the plastic hinge point at the beam ends end to the column face
lnln: Beam span between possible plastic hinge points at the beam ends
MprMpr: Possible bending moment capacitystrength
MpriMpri: Possible bending moment capacity strength at the left end i of the beam
MprjMprj: Possible bending moment capacity strength at the right end j of the beam
MucMuc: Required bending moment strength of the joint connection at the face of the column
RyRy: The ratio of possible yield stress to the characteristic yield stress
VdVd: Simple beam Beam shear force arising computed from vertical loads at the plastic hinge point of the beam.
VucVuc: Required shear strength of the joint connection at the face of the column
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