Strip Foundation Corner Capacity
Strip Foundation Corner Capacity
(OP)
I am curious about the capacity of strip foundations at corner locations. If I have a column point load on a straight section of foundation, then I realize that I can consider that load as distributing out to either side.
Is that the case with a point load applied to the corner of a strip foundation however. I would expect that whole assembly would behave as an eccentrically loaded structure. I would think that the corner would tend to sink and and the foundation segments extending from the corner would be much less effective in resisting the vertical load than they would be for the straight wall situation.
I am currently looking at a location in a structure where there is a 2' jog in the foundation wall. If the point load is applied to the far corner of the jog, how much of the surrounding foundation can I consider as helping to resist the load? Maybe it could be treated like an eccentrically loaded mat foundation with some material missing?
Does anyone have any recommendations or references for this kind of situation? It occurs on virtually every builing so I figure that it must be addressed somewhere.
Is that the case with a point load applied to the corner of a strip foundation however. I would expect that whole assembly would behave as an eccentrically loaded structure. I would think that the corner would tend to sink and and the foundation segments extending from the corner would be much less effective in resisting the vertical load than they would be for the straight wall situation.
I am currently looking at a location in a structure where there is a 2' jog in the foundation wall. If the point load is applied to the far corner of the jog, how much of the surrounding foundation can I consider as helping to resist the load? Maybe it could be treated like an eccentrically loaded mat foundation with some material missing?
Does anyone have any recommendations or references for this kind of situation? It occurs on virtually every builing so I figure that it must be addressed somewhere.






RE: Strip Foundation Corner Capacity
Before that, situations without notches were analyzed again against subgrade reaction with the help of beam on springs (beam on elstic foundations), or grills if you had the ability.
Iy you were in the risk of the corner or end column disengaging, of course you prevented that by check, it was not the idea to allow such behaviour.
And of course, when the situation allowed many extended -and extend- the foundation beyond corner or end.
RE: Strip Foundation Corner Capacity
RE: Strip Foundation Corner Capacity