globe trekker
Registered User
- Joined
- Oct 19, 2009
- Messages
- 1,739
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I have an addition being proposed to an exisiting residence.
The addition will be approx. 400 sq. ft., conventional foundation, to have a flooring system supported
on masonry piers. The CMU's for the individual piers will be be 8" x 8"x 16" [ 3 high & grouted ] with one -
5/8" re-bar in each cell of the CMU's and then poured concrete into each cell also.
The design area has a 2" frostline, Seismic Design Category " B ", soil bearing capacity = approx. 2 - 2.5 k.
This addition is going onto a residence in a lower economic area [ essentially a shack ]. None-the-less, I
am seeking information on the construction of the masonry piers. Section R606.6 in the `06 IRC
doesn't provide me with what I am looking for.
QUESTION: In this particular design category, must the piers be anchored below grade or can the
CMU's be anchored to an 'above grade' poured foundation [ approx. 4" thick x 16" wide x 16" long ],
with the steel re-bars set in this area and then tied into the individual CMU's?
FWIW, the exisiting structure is not anchored 'below grade', but it IS substantially old, ...before
any codes were used in this area. Also, I cannot request a DP or any kind of engineered plans on this
project because of, ...well, I just cannot! I DO have certain limitations in place.
As always, if you could please direct me to the applicable sections in the IRC or IBC. I HAVE read
Section R403.1. and viewed Figure R403.1(1), but am still unclear.
Thanks for your input!
R E Q U E S T: If you plan to provide some negative comments or input, please save it for
another thread. I am trying to manage this project as best as I can and I simply do not need the
negative input. PLEASE, only positive/constructive input and assistance and code references.
Again, thanks for your help!
.
I have an addition being proposed to an exisiting residence.
The addition will be approx. 400 sq. ft., conventional foundation, to have a flooring system supported
on masonry piers. The CMU's for the individual piers will be be 8" x 8"x 16" [ 3 high & grouted ] with one -
5/8" re-bar in each cell of the CMU's and then poured concrete into each cell also.
The design area has a 2" frostline, Seismic Design Category " B ", soil bearing capacity = approx. 2 - 2.5 k.
This addition is going onto a residence in a lower economic area [ essentially a shack ]. None-the-less, I
am seeking information on the construction of the masonry piers. Section R606.6 in the `06 IRC
doesn't provide me with what I am looking for.
QUESTION: In this particular design category, must the piers be anchored below grade or can the
CMU's be anchored to an 'above grade' poured foundation [ approx. 4" thick x 16" wide x 16" long ],
with the steel re-bars set in this area and then tied into the individual CMU's?
FWIW, the exisiting structure is not anchored 'below grade', but it IS substantially old, ...before
any codes were used in this area. Also, I cannot request a DP or any kind of engineered plans on this
project because of, ...well, I just cannot! I DO have certain limitations in place.
As always, if you could please direct me to the applicable sections in the IRC or IBC. I HAVE read
Section R403.1. and viewed Figure R403.1(1), but am still unclear.
Thanks for your input!
R E Q U E S T: If you plan to provide some negative comments or input, please save it for
another thread. I am trying to manage this project as best as I can and I simply do not need the
negative input. PLEASE, only positive/constructive input and assistance and code references.
Again, thanks for your help!
.
