For a 6" thick concrete slab on grade (which will have radiant coils)
I am using wire mesh (2" from the top) then an layer of #4 bars at 16"o.c.
each way. Recommending saw cuts after.
Any recommendations to reduce further cracking........
I think it's a little outrageous that you need to design for a factor of over 3 for using diagonal wall sheathing.
I don't recall seeing diagonal sheathing in buildings with aspect ratios of less than 2 having failures during seismic events.
I recently got a plan check comment for using the incorrect R factor for diagonal sheathing on a wood framed house.
Am i correct in assuming I need to design for an R factor of 2.
That really seems inappropriate.
That section has been dropped. I only found an analysis for perforated shear walls in the wood NDS SDPWS-2005 Table 4.3.3.4.
I remember being at a SEAOC seminar and remember hearing the aspect ratios have increased, but I can't seem to find a code reference.
2010 CBC is available online.
Mike...
The 2007 CBC (2006 IBC) had a table with which you would reduce the allowable shear ratio if the aspect ratio is greater than 2.
Does it still exist somewhere and I couldn't find where the limitting aspect ratios are.
Houseguy is right. It eventually all comes to the damn bolt couple. So try to space out the bolts (the couple). 12" is a joke. On another point, this is no different than calcuating the strength of a guardrail post. Point load at 42" high is difficult to resist thru a bolted connection with...
I've chainsawed in steel plates (like your L-plate)
and bolted (exposed and countered) to the wood to get a rigid
connection for lightly loaded wood timber frames.
I'd recommend getting a rigid connection at the base (more than just a simple simpson post base to help stiffen up the frame.
I have a question about the seawater they are using as a coolant.
How is it being brought in?
How does it cool the reactor? Does it just flood the whole reactor?
Does it just turn to steam?
Regarding all these pictures and the overall damage of this earthquake to our beloved kiwi friends.
First this should be a wake up call to California Building Owners.
This will be our state. Liquefaction, soft story buildings, and old brick veneered buildings will be the pictures from our...
efsinc,
I had a similar experience with a bowstring truss as 'oldrunner' explains. One truss deflected and the adjacent trusses were overloaded when the continuous rafters added substantial load to the adjacent trusses.
We saved a hell of a lot of our clients money by adding some 2-interior...
I have a driveway structure on concrete metal deck and steel beams.
6" thick concrete W3 formlok 18ga. metal deck.
For reinforcing (crack/temperature/shrinkage) what is the better:
Wire Mesh or rebar.
concrete Contractors always seem to complain about the wire mesh.
I've never understood why...
On January 1st calif. will be using the adopted 2009 IBC's.
Does anyone have any experience on code changes.
I know they adopted the IRC in this round for residential structures. Does this simplify any of the wind design.
