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How would one calculate the wind load on rafters this steep? ASCE7 only addresses roofs up to 45 degrees.

I recently passed the PE Civil Structural exam and concur with the advice given above. Do the NCEES practice exam to get a feel for their format and see what areas you are weakest in. Then consider purchasing a study course from ASCE or somewhere similar. I found it to be very comprehensive and...

dlansdad, Cable BC is at a 2/8 slope which simplifies to a 1/4 slope.

I solved for the forces at each joint independently, and found the force in Fbc is different depending on which joint it's solved at. I think that, for the given forces and cable lengths, the cable angles are wrong. Alternatively, either the load at joint B needs to increase, or the load at...

I think your answer of 27.5K for Fbc is correct. If you sum the vertical components of Fab and Fbc, they must sum to 50K. They only sum to 50K if Fbc is 27.5K, not if it's 51.9K. I still cannot figure out why there is a difference when the different methodologies are used.

All the guides I'm finding say that the allowable spans are vibration controlled.

I'd be concerned about stress concentrations around the notch corners. If there's room to make the beam wider, it may be prudent to add a partial length 24" LVL on each side of the existing beam.

I second KootK's suggestion. The wood reinforcement will swell/shrink with the existing rafter.

I second XR250. My supervisor and I have done many LVL + flitch plate designs, and we have never considered the strength reduction from bolt holes. The net effect is probably 1% or less.

Most LVL manufacturers do a good job being "engineer-friendly". Almost all LVLs are manufactured to a 2.0E specification with only slight variations in fb values from company to company. If you want to be conservative, design the LVL assuming it is made by Weyerhaeuser. Their LVLs have an fb of...