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shear stiffeners in bolted end plate
dear fellows
i am having a problem about the shear stiffeners in the bolted end plate connection. refer to the aisc, design of structural connections 4th edition, 4.8(f) bolted monent end plate connection, the design capacity of column web shear is calculate from the min. of [ 0.9(0.6(fywc)(awc) or av(0.9vv) ], but this only for no bending monent in column. and said if bending moment is present, refer to appendix i of as4100.
this statement just make me confused, because the bolted end plate connection is the rigid connection, any moment from the rafter will transfer to the column. then it seems there will be no time no bending moment in the column. is it i misunderstand something?
thank you for the help.

refer to 5.7.2.6 effect of bending moment in the column in the commentary for a welded moment connection. what they say is that the column bending moment will introduce tensile and compressive stresses in the column flanges and web, but that the infuence of this had not been investigated.
appendix i of as4100 calculates the strength of a stiffened web panel under the combined actions of bending moment, axial force, shear force and bearing. in the model (figure 11) the column bending moment would be mw*.

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