OMF Knee-Brace systems In seismic areas

In the commentary of 341-10. It states that knee braces can be designed as Ordinary Moment Frames. It also states that the Knee brace needs to be designed for the force that is required to develop 1.1RyMp of the beam.
This force can get very large depending on the beam size and span. I have a very larger beam in order to control vertical deflections.
For knee Braces, is there any stipulation about using the limiting earthquake force R = 1 as in Chapter E1.6.b (b) FR Moment connections

 

[KootK]

While I don't know the answer to the question that you've asked, I can see some logic in the conservative approach. In seismic country, the last thing that you want is accidental flexural hinging part way up your columns. The elastic EQ force approach also has the disadvantage of requiring a designer to confidently "know" the forces generated. Less so with plastic design.

The greatest trick that bond stress ever pulled was convincing the world it didn't exist.