"use the load combination when designing foundation elements"
Except that retaining walls are given an exception (in IBC 1807.2.3) to revert to the old 1.0 factors and the 1.5 SF. It would appear this also means that bearing pressure calcs for a retaining wall only require the 1.0 factors...
steellion - correct, but didn't that "nominal" minimum FS apply to stability checks only (overturning & sliding)? Is bearing pressure a check that was subject to the old 1.5 FS?
No, i think we have a solution identified that will work, I was more curious to hear generally how others handled the .6DL in relation to design bearing pressure. There is disagreement in our office on the topic.
site conditions are getting in the way of preferred design options :-) Contractor says they can't get a drill rig to the location required so we switched to a conventional footing with pier so that we could take advantage of overburden. Now they've identified some piping nearby that limits the...
sorry if I added more confusion with my previous post. It is a steel pole with base plate and anchors into a conventional conc square footing. It is cantilevered in terms of fixity at the base of the column which creates the moment in the footing. My main point was that there is no DL other...
The specific condition I'm dealing with is a cantilevered pole. Because of various project/site specific conditions, the best option is to have the steel pole anchored to a footing that is near the surface (ie - no overburden soil available). The moment at the footing comes from wind load...
When designing a footing with moment, do you consider the .6D + W combination from IBC when comparing to the allowable soil bearing pressure as provided in a geotech report? I understand the need to use that combo (.6D + W) when considering sliding & overturning of the particular footing, but...
