I have a question about the .6DL+WL overturning check.
When I run the numbers I get a FS for overturning greater than 1 for this load with equates to the old 1.5 (1.667) d+wl. However my soil pressures get way out of whack with the .6dl +wl. Is the .6dl+wl purely an overturning check or does...
I have a basement for a hospital facility with 16' tall walls. Assuming a restrained retaining wall with pinned supports at the first floor slab and basement slab I am getting about 5000 lb of load per foot in the basement slab.
The opposite walls is over 150' away to provide the balancing...
I have a situation where I need the column to not be interupted but I also need to make the beams framing into the web of the column behave like they are continuous. This is a elevated walkway with 14' cantilever on one end, 88' center span and 8' cantilever on the other end. The columns need...
I have a steel beam supporting (4) elevator hoist beams (two cars). I am not sure if the contractor welded the elevator hoist beams to the supporting steel beam to provide a brace point. One end of the hoist beam is pocketed into a concrete wall with bearing plate the other end is bearing on...
I have an existing column that is just above a column splice location. The lower column extends 4' above the finish floor elevation and is a W14x132. The upper column that is spliced on top of the W14x132 is a W14x53. The floor to floor height is 14'-0". Can the effective length for buckling...
This subject seems to have been discussed on many forums and it appears that the .6D+1.0W will give a O.T. factor of safety of approximately 1.667 compared to the old 1.5. I am looking at a 4'-6' thick concrete footing below elevator shafts which are used as shear walls. I am using the .6D+1.0W...
