Seismic Site Class B
Seismic Site Class B
(OP)
I interpret the IBC to indicate that foundation bearing elevations must be within 10 feet of rock (Vs >2,500 fps) to meet Site Class B requirements.
My question is the following:
Given a single story building relatively close to variable depth rock as defined above.
Can we lower all foundations to within 10-ft of site class b rock and meet the IBC code requirement/intent? At what point would this technique not meet the code requirement/intent.......(1-ft, 4-ft, 15-ft)?
Are there exceptions to the code (e.g. can a small portion of the building not have foundations bearing within 10-ft; what if 5% of the building had foundations bearing within 12-ft of rock?
My question is the following:
Given a single story building relatively close to variable depth rock as defined above.
Can we lower all foundations to within 10-ft of site class b rock and meet the IBC code requirement/intent? At what point would this technique not meet the code requirement/intent.......(1-ft, 4-ft, 15-ft)?
Are there exceptions to the code (e.g. can a small portion of the building not have foundations bearing within 10-ft; what if 5% of the building had foundations bearing within 12-ft of rock?





RE: Seismic Site Class B
the idea is to have a generalized profile satisfy those requirements but i would lean heavily to making sure most everywhere satisfies the requirements. so if you have one corner that is 14 feet (with "good" dirt) and the rest is 5 feet to rock, i'd lower the footings and roll with it.
i assume you actually measured the shear wave velocity at the site since that's the appropriate way to achieve site class b (and is required by code for site class b or a).
RE: Seismic Site Class B
RE: Seismic Site Class B
That may be sheer curiosity but some codes, like the Italian one, pose the reference level at the bottom of the foundation structure.
RE: Seismic Site Class B
I believe the idea is that the pile and/or foundation wall (of the footing placed over bedrock) are not going to move completely independent of the clay mass surrounding the pile/foundation wall when earthquake hits. There would be interaction and therefore, the soft clay mass will have some effect on the foundation movement. It would not be similar to a case when the footing is placed over bedrock with thin stiff overburden soil (hence not Class B).
On the other hand, as I mentioned this interpretation applies to most cases. For example, in case of a building with multi-level basement and perimeter retaining walls being part of the structure, it is not completely correct to consider the lower level of the building. In my opinion and by the same logic noted above, the perimeter retaining wall that are in contact with the structure and extend all the way to the ground surface would have some effect to the movement of the building and therefore, considering the lower level of the building for site classification may be incorrect (particularly, if the soil between the ground surface and foundation level is much weaker than the soil below foundation). In this particular case, considering the ground surface may also be conservative. In a case like this, it is better to conduct a detail site specific assessment to come up with the parameters (It may save some money). If the owner does not want to spend the cost of detail analyses, they you have no choice unless to assume it from ground surface.
RE: Seismic Site Class B
in the Italian code there is a distinction between 'shallow foundations' (reference depth is base of foundations) and deep foundations (reference is top of piles or wall), whereas the intermediate cases are not contemplated.
When a shallow foundation becomes a deep one is also a matter of technical judgement, as a whole I agree with your observation.