PEMB fnd design notes

[vandede427]

I've seen them before, but can't remember where, and now I can't find them.

I'm looking for the exact requirements from the IBC for what should be contained in the general notes of a PEMB foundation design.

On all my "real" buildings I follow Section 1603 (importance factors, snow/wind/seismic factors, etc) and show all the stuff. But not being the EOR, just the foundation engineer, what is required?

 

[msquared48]

Include the design factors used by the metal building company to obtain the reactions you design to, plus the appropriate load combinations used. Also include the applicable code, concrete and rebar strength, special inspection notes, if any, and the allowable soil bearing. Nothing really elaborate here. Been doing these for over 30 years.

Mike McCann
MMC Engineering

 

[msquared48]

Oh... Either refer to or show the reactions generated by the metal building company too from which you generated your design reactions.

Mike McCann
MMC Engineering

 

[vandede427]

you've kind of answered my question, but not really. i'll get more specific.

For example, do you feel like you are still required to list of all items under seismic loading (importance factor, response accelerations, response coefficients, site class, design category, resisting system, base shear, response factor, analysis procedure)?.

Listing all of these things, and then stating that you're not the EOR, seems almost contrary.


In the course of looking for something else in the code one time, I came across the requirements I'm aksing about. Does anybody know where this reference is specifically?

 

[msquared48]

The PEMB designer lists all you have shown above. All you really need to do is refer to his calculations and/or drawings, as the plans checker will have a copy of those too.

All you will be stamping is the foundation based on their loads. You are not certifying their building design, or their reactions. You are relying on their reaction numbers though for the foundation design, and need to state that in your Structural Notes section. No worries.

Mike McCann
MMC Engineering

 

[vandede427]

Mike, I know what you're telling me. I know the PEMB dwgs will list all these things. I'm looking for the specific code reference that says I don't have to.

 

[JAE]

I don't think there is a code reference stating what or how an engineer specifies designs, details designs, or words specific notes.

This is more up to the engineer as to what they want to state as their requirements for their design.

As to EOR vs. foundation engineer, I have a question for Mike:

In most all cases that I've seen, metal building companies go to great lengths to state that they are NOT the EOR. I've fought this battle before. On every project in the US, traditionally, there must be an EOR for each discipline who is responsible for the whole design, not just a part of it.

Thus, you cannot have the PEMB designer stating that they are only responsible for the PEMB...and then also have the foundation designer stating that they are only responsible for the foundation. One of the two must oversee the compilation of the two entities and ensure that they work together.

What has been your experience in your region?

 

[vandede427]

when I do a "foundation only" design, I state that I am NOT the EOR, and don't care all that much about the manufacturer submitting calcs/dwgs.

Sometimes there are quasi-PEMB designs that get the issue all muddy. For example, I've done several rectangular bldg's that were traditional PEMB on shallow foundation on on side, but the grade sloped down steep enough, and the other half of the bldg has a the basement underneath a framed slab and concrete columns extend from low to high to support the PEMB. Sometimes churchs will use a PEMB for the sanctuary, but be traditionally framed roofs and floors that frame into the PEMB columns. On projects like these, I'll take the EOR tag and be picky with the submittal of calc/dwgs from the supplier.

I just feel really stupid for dedicating 25 lines in my general notes to all the live/wind/snow/seismic factors when I'm only doing the foundation. Especially the seismic base shear.