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I agree with that answer. The stud scabbed to the backside requires a precise screw pattern, thus making the installation critical. Using track attached to the web and flanges to transfer the forces is a superior design. I just need to make sure the track can transfer all of the applied forces...

I am told that scabbing a stud on the back is a standard repair for this situation. Also, I think there are several rafters in a row. I like the track idea. You could attache the web for the shear, but how would you figure the # of screws in the flanges?

They want to use a piece of the 8" stud (attached to the backside) for the splice plate.

Addressing the previous post: I am attempting to transfer bending and shear. One suggestion was to treat it like an eccentric load on a bolt group. (instantaneous center concept). Do you think that is an acceptable theory? That method would require 10 screws on each side: 2 horizontal rows of...

Sorry, I'm not familiar with PENB construction.

There is no support. The splice location is 4' from a bearing on a 16' span.

How would you design a splice for cold formed/light guage steel c-studs? The studs do not overlap. They want to use stud material on the backside for the splice plate. Moment=12k-in Rafter is 8" CSJ. How many screws? Screw pattern?

How would you design a splice for a cold formed/light guage steel c-stud? This is for a rafter, but this would apply to any beam splice. I have some reservations about it and I wanted to get some other opinions. (Flanges will not be connected.) Approx. loads: Mmax=18k-in, Vmax=500 lbs Rafter is...

Given: 2-story building. Wind controlled design. Shearwall located under drag truss. Is it necessary to design the drag truss to transfer the roof wind loads (wind loading on roof only) OR does it need to transfer the diaphragm loads (wind loading on roof + half of 2nd floor wall height)? I...

msquared48, I want to thank you for your input. It is greatly appreciated. I don't think you're missing my question. I think this may be an iterative process because I am trying to interpret the code. I understand that the "roof diaphragm" is the plywood or deck material, and not the trusses...

ASCE 7-05 does not clearly state design provisions for roof trusses or roof systems and I think it is largely ignored by truss designers. What method/section of ASCE 7-05 would you use to design the roof system? My interpretation of the code makes me think it should be treated as a diaphragm...

I am trying to calculate the seismic forces that need to be resisted by a roof system. By roof system, I mean the trusses, bearing connections, blocking and decking. Can I consider this system to be a diaphragm? (Covered in section 12.10.1 of ASCE 7-05) The roof system is not part of the main...