Mf is automatically computed the moment at the face of the column. Also, the required bending moment strength and Vu are automatically computed.


Symbols

Vu = shear force at end of the beam, kips (N)
Mp = plastic bending moment, kip-in. (N-mm)
Ry = Ratio of the expected yield stress to the specified minimum yield stress, Fy
Mpr = probable maximum moment at the plastic hinge, kip-in. (N-mm), given by Equation 2.4-1
Lh = distance between beam plastic hinge locations, as defined within the test report or AISC 358, in. (mm)
Fu = specified minimum tensile strength of yielding element, ksi (MPa)
Fy = specified minimum yield stress of yielding element, ksi (MPa)
Ze = effective plastic section modulus of section (or connection) at the location of the plastic hinge, in.3 (mm3)
Sh = distance from face of the column to plastic hinge
Cpr = factor to account for peak connection strength, including strain hardening, local restraint, additional reinforcement and other connection conditions


AISC 341-16 E2 includes the minimum criteria for beam-to-column moment connections with moderate level of ductility.

  • The connection should be capable of providing a story drift angle of at least 0.02 rad (relative story displacement / story height).

  • The connection should have flexural resistance, determined at the column face, to be equal to at least 0.80Mp of the connected beam at a story drift angle of 0.02 rad.

According to AISC 358-16 Section 2.4, it should determine the dimension of the connected members (beams and column) and compute the moment at the face of the column Mf.

In determining the required bending moment strength, the contribution of the additional bending moment from gravity loads for the part of the beam between the plastic hinge and the column face must be taken into account by the relevant building codes.

To determine the Vu, the shear flow mechanism is taken into account to determine shear forces due to gravity results from (1.2 D +f1 L +0.2S) combination and shear due to formation of the plastic hinge at beam end or column face. Where f1 is a load factor determined by the relevant building code for live loads, but not less than 0.5.