9.3.4.1 - The following three conditions shall be met at the beam-column joints connections of steel frames that transfer moment of high ductility levelhighly ductile moment-resisting steel frames.
The connection shall be capable of accommodating a story drift angle of at least 0.04 rad.
(a) The combination connection shall be capable of providing at least 0.04 radian relative floor translation story drift angle (relative floor translation story displacement/ floor story height). For this purpose, connection details that have been validated by experimental and/or analytical methods will be used. Various examples of bolted and welded joint connection details and their application prequalification limits that have been proven to be valid are given in Annex 9B.
(b) the combination of The Annex 9B defines how to compute required moment resistance at the column face Mtip required bending moment resistance , Oct 9B, from which the details identified, possible ucby using the expected plastic bending moment of the beam into the joint, Mp is considering the location of and possible plastic hinge in location from the beam end , Lh using Eq. (9.11.9) with which to calculate the bending moment will not be less than its strength.
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In determining the required bending moment strength, the contribution of the additional bending moment from vertical gravity loads for the section part of the beam between the plastic hinge and the column face can must be taken into account.
(c) to be used in dimensioning of the junction V tip shear, flow (mechanism) status based on the determined shear beam end plastic hinge point at To determine the Vuc, the shear flow mechanism is taken into account to determine shear forces due to gravity resulting from (1.2 G +0.5 Q +0.2 S) of the cutting force to be calculated under load combinations collected combination and shear due to formation of the plastic hinge at beam end or column face by Eq. (9.12.9) with will be achieved. In determining the proper shear strength , the contribution of the additional shear force from vertical loads can also be taken into account for the section of the beam between the plastic hinge and the column face.
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9.3.4.2 - In the beam-column joint connection detail, the required shear strength Vup of the shear panel zone limited by the column and beam heads flanges (Figure 9.3) shall be calculated computed by Equation Eq. (9.13) based on the column shear force resulting from the effect of possible plastic moments of the beams connecting connected to the column.
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(a) The shear Thepanel zone is to be sized dimensioned to have sufficient shear strength. For this, the design shear strength of the shear panel zone will be determined by ϕv = 1.0 (YDKT), taking into account the yield limit state in shear effect. If this condition is not fulfilled, the slip panel zone will be strengthened by adding body reinforcement continuity plates or , for example, plates stiffeners in the diagonal direction.
(b) The smallest thickness of the column web plate doubler plates and if used each of the reinforcement continuity plates, if used, shall meet the condition tmin ≥ u / 180 (Figure 9.4). In cases where this condition is not fulfilled, the reinforcement continuity plates and the column web doubler plate will be welded to each other so that they work together and it will be checked that the sum of plate thicknesses meets the condition ∑ t ≥ u / 180.
(c) If reinforcement If continuity plates are used in the slip panel zone, full penetration butt welding groove weld or fillet welding weld shall be used to connect these plates to the column head plates flanges (Figure 9.4). These The welds will be sized taking into account must be designed according to the shear force borne by the reinforcement plateacting on continuity plates.
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9.3.4.3 - In beam-column joint connection details that transfer momentum moment, continuity plates will be placed on both sides of the column body web at the level of beam headsflanges and by this, and it will be ensured that the tensile and pressure compressive forces on the beam heads flanges are transferred to the column (and to the neighboring neighbouring beam in bilateral beam-column jointsconnection) (Figure 9.3).
(a) The Thethickness of the continuity plates shall not be less than the head flange thickness of the joining assembling beam in one-sided beam joints, and in the case of beam joining two-beams assembled to the column from both sides, the thickness of the headers continuity plates should not be less than the greatest thickness of the flanges of the joining connected beams shall not be less.
(b) Full penetration butt welding groove weld will be used for the connection of to assemble the continuity plates to the column bodies web and headsflanges. Corner welding Fillet weld can also be used for the connection of to assemble the continuity plate to the column bodyweb. However, this weld should be of have sufficient the length and thickness to transfer a force equal to the shear capacity of the continuity plate in its own plane to the column bodyweb.
(c) Column head flange thickness
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Continuity plate may is not be required if both conditions meet.
9.3.4.4 - InFor the dimensioning of the beam-column connection detail, the calculation computation principles given in Annex 9B will be used.
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