non-structural slab & pier lfrd design

[madcowscarnival]

I guess this is more of a whine than anything. We provided a agricultural pole barn (non-motorized eq. and misc. storage) for a client to submit. The local reviewer has come back saying pier design must use 318-11 requirements and LRFD. Its a very basic pier, and has been reviewed and accepted before by the same municipality. Does 318-11 require LRFD or can you use ASD (20psf LL, 5 psf DL, 1500 psf soil bearing (min.)). Additionally, the interior non-structural slab-on-grade is to be designed to 318-11 using LRFD.

Not to go into the LRFD vs. ASD discussion ad nauseam... Does the 2012 International Code set require LRFD design and no longer allow ASD? Would not Engineering judgment allow you to use either method based on the EOR's determination?

Can someone direct me to information of determining LRFD for a minimum assumed soil bearing strength? And what additional design considerations should be taken into account with a pier footing for a column (other than combined load and uplift)?

 

[fegenbush]

Per the commentary in R1.1 of ACI 318-11, it is permissible to use the working stress design method outlined in Appendix A of ACI 318-99. Alternatively, you can use the provisions of Chapter 22 of ACI 318-11, specifically 22.2.1.

For a basic slab-on-grade that is non-structural, I see no need to delve further than these basic provisions.