FixedEarth
Geotechnical
I have recently come across some soldier beam design calculations near a 3 story building.(7 ft away) The surcharge is approximately 1,000 psf for the width of the building. The shoring height is approxmately 12 ft and they used a cantilever section.
My question is: So far I have been designing Soldier Beam walls based on bending moment and deflection. The calculations I saw last night went futher by checking for stress ratio for bending stress and gross shear. If I did that, the beam sizes obtained is about 4 or 5 beams larger. Any thoughts on when to use AISC stress ratio checks?
Also when I did independent analysis using this method, the deflections were about 3 to 4 times larger than the "geotechnical deflections" obtained.
Is the structural code check method overpredicting deflection by 300%? Thanks.
My question is: So far I have been designing Soldier Beam walls based on bending moment and deflection. The calculations I saw last night went futher by checking for stress ratio for bending stress and gross shear. If I did that, the beam sizes obtained is about 4 or 5 beams larger. Any thoughts on when to use AISC stress ratio checks?
Also when I did independent analysis using this method, the deflections were about 3 to 4 times larger than the "geotechnical deflections" obtained.
Is the structural code check method overpredicting deflection by 300%? Thanks.
