Cathedral hip roof
Cathedral hip roof
(OP)
Curious question. I have not worked on hip roofs in a while. I have a cathedral hip roof on a residential two story + attic structure.
Do the hip reactions at the ridge line have to be supported by the ridge beam or do their reactions brace each other back. There is only an elevated ceiling chord at +8'-0 above the bearing elevation. No floor at the bearing walls. The width of the home is 30'
Any input is appreciated.
Do the hip reactions at the ridge line have to be supported by the ridge beam or do their reactions brace each other back. There is only an elevated ceiling chord at +8'-0 above the bearing elevation. No floor at the bearing walls. The width of the home is 30'
Any input is appreciated.






RE: Cathedral hip roof
But I could be misinterpreting the question.
RE: Cathedral hip roof
If you don't have columns at each end of the ridge beam (you didn't mention it) then the problem is much more complicated and controlling roof thrust will be a critical component of the design.
Unless cross ties are allowed at the top plate (say 48" O/C), I would strongly suggest adding the columns to avoid the thrust.
RE: Cathedral hip roof
The elevated ceiling chord (collar tie?) would have to bear the brunt of that hip connection load. Perhaps someone could model this in 3-D frame analysis, and see what thrust occurs at the hips to outside corner top of wall.
RE: Cathedral hip roof
RE: Cathedral hip roof
SacreBleu you confirmed my thought of doing a 3d model to analyze the thrust reaction.
I do have collar ties to work with at +8' above the bearing reaction at wall. I do not have any way architecturally to support the end of the ridge beam.
Time to kick it back to the architect.
Thanks again.
RE: Cathedral hip roof
RE: Cathedral hip roof