Beam Bracing Force
Beam Bracing Force
(OP)
I have an i-beam supporting the end of a house as shown in the attached pic. 11'-5" of it is unbraced and supported on top of an 8 ft., 16x16 CMU pier.
What percentage of the gravity reaction would I use to design the pier for lateral (i.e. to brace the end of the beam).
2% ?
There will be a connection to the top of the pier so the end of the beam cannot twist,
What percentage of the gravity reaction would I use to design the pier for lateral (i.e. to brace the end of the beam).
2% ?
There will be a connection to the top of the pier so the end of the beam cannot twist,






RE: Beam Bracing Force
Are you sure that the pier isn't indirectly braced at the top by a diaphragm?
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: Beam Bracing Force
The closest diaphragm is 11'-6" away from it. Unless you want to call a wood trellis a diaphragm :>
It is braced in the left/right direction by the beam which is braced by the house which is braced by a concrete retaining wall.
I was actually going to bump it to 10% as that will still be an easy design for the pier.
RE: Beam Bracing Force
No, I think that I'll pass on the trellis diaphragm.
Whatever lateral load is used for the pier, I think that the primary structural benefit that will result will be a larger footing with a higher rotational stiffness. To that end, perhaps you could make the footing rectangular with the long dimension perpendicular to your beam.
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: Beam Bracing Force
Thanks