@BridgeSmith forgive the simplicity here but I want to make sure I am understanding you correctly - in my case, I have a piece of equipment on a footing that is already offset on the footing, which further exacerbates the eccentricity (hence e > L/6). To determine what that eccentricity is, I...
Hi all, from doing a search of this site, it seems that the jury is still out on whether the IBC presumptive load values in Table 1806.2 are net or gross for the vertical bearing pressure. I have a foundation where e >L/6, so my bearing area is reduced. If I assume that the IBC presumptive table...
GreenAlleyCat you echo my concerns. I just do not see how they develop friction resistance along the sides due to this being precast. If anything goes wrong with the backfill type or installation, my thought is that this calculation is null and void.
TLHS - it is not a lot. The foundation is supporting small equipment so the side friction is giving them a small "bump" in capacity. They are also not using a safety factor in their determination of the side friction value. They are calculating out the full resistance to overturning using the...
Hello all, I am reviewing a calculation and had a question regarding the use of "side friction" to resist overturning in a small precast shallow foundation. Not sure if I should post this in the geotech group or structural but since my background is structural, I started here. I have never seen...
Thanks for sharing the link to the other thread. I’ve noticed an older engineer here include the -Ev term for sliding and overturning and I’ve been digging deep into the code to try to figure out why, besides “it’s conservative”. That thread was a very helpful read just to see how others have...
Jumping on this thread as I am dealing with something similar. @Electric_Steel were you able to dig any deeper?
@ZiggyKS §12.4.2.2 also has exception 2B which specifically allows for "soil-structure interface of foundations"... I guess my main question is, do you design an equipment foundation...
Hi all, was wondering if anyone has come across WB-67 axle loading? I can only find the overall loading, which isn't terribly different from HS20 but wanted to see if anyone had reference info.
@desertfox I gotcha... that sounds very similar to where I am right now. We're wanting to use polymer resin chambers to act as foundations for some equipment, but they are all certified to UK/eurocode standards.
Thanks @EdStainless... they aren't certifying to both systems, that's why I'm looking to see what my options are. Have you done this type of "conversion" before?
Hi all, this may or may not be the appropriate place to post this but I wanted to see if anyone has any experience with converting British or European standards to American standards for materials, testing, etc. My company has some products from our friends across the pond that they would like...
@WARose, to answer your question directly, I don't know what a good multiplier would be for construction costs (I worked more on the design front) but some things to consider: is it for something within an existing plant or where would it be located? Also is it for commercial nuke or a DOE...
Thanks all!
@JAE, some of the areas that we're doing designs for (mostly precast equipment foundations) aren't in big cities and in some cases tend to be over several portions of the state, so I'm just taking a "state overview" if you will for right now.
Hi all, wondering if anyone might have a useful handy quick reference for the US states and what their current building codes are? May be a long shot but wanted to reach out here before I go look up state by state to determine what they are. Main goal is to see which states have adopted IBC...
JAE I see what you’re saying. There are a number of threads on here discussing the safety factor so I apologize for the redundant question and my misunderstanding. It is a gravity resisting structure, so overturning is being checked at the base. Apologies if that wasn’t made clear.
Out of...
@Canwesteng that’s my understanding that the load factors are inherent to the load combination provided the correct wind map is used, corresponding to the correct risk category. Is that what you are referring to?
If yes, then the “FOS” in the load combinations works out to be 1 for 0.6D+0.6W...
Hi all, a colleague of mine completed a "pull test" today to determine the pull-out load for a product we are planning to use as a small equipment foundation. My question is - what factor of safety (if any) should be used to determine the appropriate load limits, particularly for stability? My...
WesternJeb you’re right. I’ve used the plate forces before with excel just as you’re describing. I had a larger slab this time and wanted to see if I could get some insight to the IFST
