Wind loads for 2 buildings with expansion joint
Wind loads for 2 buildings with expansion joint
(OP)
Greetings,
I am desiging 2 buildings separated by an expansion joint. I want to get some guidance as far as using Figure 6-9 of ASCE 7 to apply wind loads.
Here are my concerns:
Figure 6-9 applies to buildings with no exp. joints. How would you modify this to account for the fact that one of the sides would have a side wall pressure in addition to the positive and negative.
How would torsion be modeled? Does anyone know the origins of Figure 6-9. I am assuming the torsion is arising from a 45 degree wind (0.707W, which is conservatively upped to 0.75W??) However, any input you might have would help.
Thanks
I am desiging 2 buildings separated by an expansion joint. I want to get some guidance as far as using Figure 6-9 of ASCE 7 to apply wind loads.
Here are my concerns:
Figure 6-9 applies to buildings with no exp. joints. How would you modify this to account for the fact that one of the sides would have a side wall pressure in addition to the positive and negative.
How would torsion be modeled? Does anyone know the origins of Figure 6-9. I am assuming the torsion is arising from a 45 degree wind (0.707W, which is conservatively upped to 0.75W??) However, any input you might have would help.
Thanks






RE: Wind loads for 2 buildings with expansion joint
That said, when you design for the wind perpendicular to the joint, you need to include the internal pressure anyhow so it probably wont make much difference.
If your lateral resistance is at the center of your wind load applied, then there will be no torsion.
RE: Wind loads for 2 buildings with expansion joint
Thank you for your response. This is a school building which has an odd change in a diaphragm width, plus it is about 400 ft. long. Hence, the joint.
For wind parallel to the joint, the side pressure will exist only on one side and not the other. There won't be any side pressures (they will cancel) for wind perpendicular to the joint.
I think you are talking about the inherent torsion in the building. I am referring to the code-imposed torsional load that I am required to apply. This torsion apparently is due to the non-uniform pressures caused by wind on different faces.
RE: Wind loads for 2 buildings with expansion joint
The side wall wind just creates a biaxial load, the building should be checked for the worst case of this and of the 0.75W oblique load.
RE: Wind loads for 2 buildings with expansion joint
Thanks
RE: Wind loads for 2 buildings with expansion joint