Need a book?
Engineering books recommendations...
Return to index:
RE: Foundations for Shear Walls
- To: <seaint(--nospam--at)seaint.org>
- Subject: RE: Foundations for Shear Walls
- From: "Michel Blangy" <mblangy(--nospam--at)satco-inc.com>
- Date: Tue, 5 Sep 2006 08:41:49 -0700
I have a
follow up on this please:
type-V utilizing steel moment frames here and there, what is the
easiest way to make the transition from ASD to LRFD for RC grade
The Shearwalls in houses I design in California
are in high seismic and heavy snow loads require sufficient foundations.
Some architects draw foundations based on the minimum required by the building
code ( like 12" wide for single story etc.) I design the foundation for the
design forces. typical hardy frames at the sides of a garage
door use 2' wide x 2' deep grade beams with 4-#5 bars.
ACI allows leaving out stirrups in foundation grade beams. The
design of newer houses with more windows and engineered systems not only use
more nails and holddowns but more concrete to hold it all in
place. Enercalc software has a shearwall design module that also designs
the footing for overturning (ala grade beam along the wall line).
Foundations for Shear Walls
From: "Mike Rhodebeck" <Mike.Rhodebeck(--nospam--at)bldr.com>
This is a multi-part message in MIME
We are designing mostly residential structures in high
wind country and
are routinely faced with issues of large uplift and
download forces - 5
to 20 kips - generated by overturning resistance
forces at the ends of
shear wall segments. Some conditions have the
loads very close
together, as in using a Simpson Strongwall, while others
might be 6 to
10 feet apart with conventional wood frame shear wall
Supporting concrete is typically a monolithic slab edge member
interior thickened slab footer. How should the concrete be
Is it advisable/required to have enough weight of concrete to
entire uplift? How are people handling this
Mike Rhodebeck, P.E.
Florida Design Center, LLC
Jacksonville, FL 32244