9.3.4.1 - The following three conditions shall be met at the beam-column joints of steel frames that transfer moment of high ductility level.
(a) The combination shall be capable of providing at least 0.04 radian relative floor translation angle (relative floor translation / floor height). For this, details that have been validated by experimental and / or analytical methods will be used. Various examples of bolted and welded joint details and their application limits that have been proven to be valid are given in Annex 9B .
(b) the combination of the column face M tip required bending moment resistance , Oct 9B, from which the details identified, possible plastic bending moment of the beam into the joint, M p is considering the location of possible plastic hinge in the beam end, Eq. (11.9) with which to calculate the bending moment will not be less than its strength.
In determining the required bending moment strength , the contribution of the additional bending moment from vertical loads for the section of the beam between the plastic hinge and the column face can 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 (1.2 G +0.5 Q +0.2 S) of the cutting force to be calculated under load combinations collected by Eq. (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.
9.3.4.2 - In the beam-column joint detail, the required shear strength V up of the shear zone limited by the column and beam heads ( Figure 9.3 ) shall be calculated by Equation (9.13) based on the column shear force resulting from the effect of possible plastic moments of the beams connecting to the column .
(a) The shear zone is to be sized to have sufficient shear strength. For this, the design shear strength of the shear zone will be determined by v = 1.0 (YDKT) , taking into account the yield limit state in shear effect . If this condition is not fulfilled, the slip zone will be strengthened by adding body reinforcement plates or, for example, plates in the diagonal direction.
(b) The smallest thickness of the column web plate and each of the reinforcement plates, if used, shall meet the condition t min ≥ u / 180 (Figure 9.4) . In cases where this condition is not fulfilled, the reinforcement plates and the column web 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 plates are used in the slip zone, full penetration butt welding or fillet welding shall be used to connect these plates to the column head plates ( Figure 9.4) . These welds will be sized taking into account the shear force borne by the reinforcement plate.
9.3.4.3 - In beam-column joint details that transfer momentum , continuity plates will be placed on both sides of the column body at the level of beam heads, and it will be ensured that the tensile and pressure forces on the beam heads are transferred to the column (and to the neighboring beam in bilateral beam-column joints) (Figure 9.3) .
(a) The thickness of the continuity plates shall not be less than the head thickness of the joining beam in one-sided beam joints, and in the case of beam joining to the column from both sides, the thickness of the headers of the joining beams shall not be less.
(b) Full penetration butt welding will be used for the connection of the continuity plates to the column bodies and heads. Corner welding can also be used for the connection of the continuity plate to the column body. However, this weld should be of the length and thickness to transfer a force equal to the shear capacity of the continuity plate in its own plane to the column body.
(c) Column head thickness
Continuity plate may not be required if both conditions meet.
9.3.4.4 - In dimensioning the beam-column connection detail, the calculation principles given in Annex 9B will be used.
9.3.4.5 - Capacity conserved regions as well, 9.2.9 shall also comply with the conditions. It is not permitted to use headed slip elements within these zones.