Trying to figure out how to calculate the minimum dimension for a ridge beam in steel for a larger workshop building.
We have a metal roof with beams running from the ridge to the long side exterior wall. Have looked at the dead loads on the beam and roof, snow load, etc.
I imagine that each roof beam is considered as a simply supported beam. Suggest fastening the beam to the side of the ridge beam.
But what will be the load thereafter on the ridge beam? Is it a point load from each roof beam?
Should probably ensure that the deflection along the entire beam does not become too large between the columns supporting it, or is it enough to check along the spacing of the roof beams (1200 mm)?
We have a metal roof with beams running from the ridge to the long side exterior wall. Have looked at the dead loads on the beam and roof, snow load, etc.
I imagine that each roof beam is considered as a simply supported beam. Suggest fastening the beam to the side of the ridge beam.
But what will be the load thereafter on the ridge beam? Is it a point load from each roof beam?
Should probably ensure that the deflection along the entire beam does not become too large between the columns supporting it, or is it enough to check along the spacing of the roof beams (1200 mm)?
Hello,
You consider the ridge beam as freely supported between the columns. The ridge beam is loaded with point forces (c/c 1200) as you mentioned. For simplicity's sake, you could assume a uniformly distributed load across the entire beam (q = number of point forces on the beam / beam length).
You calculate the deflection for the beam between the columns as well as other checks such as bending strength, shear, and the risk of buckling, etc.
You consider the ridge beam as freely supported between the columns. The ridge beam is loaded with point forces (c/c 1200) as you mentioned. For simplicity's sake, you could assume a uniformly distributed load across the entire beam (q = number of point forces on the beam / beam length).
You calculate the deflection for the beam between the columns as well as other checks such as bending strength, shear, and the risk of buckling, etc.
I'm wondering how to incorporate the self-weight of the ridge beam in the calculations.S scorp1on said:Hi,
You consider the ridge beam as simply supported between the columns. The ridge beam is subjected to point loads (c/c 1200) as you mentioned. For simplicity, you could assume a uniformly distributed load over the entire beam (q= number of point loads on the beam / beam length).
You calculate the deflection for the beam between the columns and other checks such as bending strength, shear, and risk of buckling, etc.
I am used to calculating with equation 6.10b (STR) for load combination, where you include permanent and variable loads.
There will also be a point load from the other half of the roof; I assume you consider a kind of double point load between each c/c, or simplified, a double distributed load?
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