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Does anyone have experience with modeling reinforced concrete in 
Stardyne/DYNA3D? I'm considering using either material type 16 (Pseudo Tensor 
Concrete/Geological Model) or material type 5 with separate reinforcement 
elements, but this seems heavy handed. I am attempting a time-step analysis of 
a blast load.

James Cohen 

Sent: 	Monday, April 13, 1998 18:15
Subject: 	FW: WOOD: dowel bearing values for 2-2xs sill plates

My opinions are below:
From: 	Szuchuan Chang[:szchang(--nospam--at)]
Sent: 	Friday, April 10, 1998 4:04 AM
To: 	Seaoc
Subject: 	WOOD: dowel bearing values for 2-2xs sill plates

Can I combine 2-2x4 Redwood sill plates to meet
the new 97 UBC foundation plate requirement?...
Here are my questions:

 - Is it feasible to use 2-2x and treat it
  as a 3" thick plate?

Well, let's look at the shear path.  Let's assume that you are nailing the 
plywood staggered at both 2x plates.  Then I believe by merely nailing two 
plates together at say 6" o.c  and by having a.b. extend through both plates 
you will achieve shear transfer to the foundation.  Also see question 3.

If you are nailing plywood to a single 2x plate then inter plate nailing 
should be able to transfer one half of the total wall shear. Nailing plywood 
to a single 2x plate with nails closer than 3 in o.c. may cause splitting of 
the plate and should be avoided.

 - Can I still use the same NDS's design
  equations 8.2-1 to 8.2-6 to obtain shear

I can't see why not.

 - How much nailing is enough to consider
  the 2 plates as one?

The crossgrain bending is another concern though, and it should be looked at 
on case by case basis depending on the deflection at the holdown and 
calculating horizontal shear in between plates etc..

Thank you for your time.

I also want to take this opportunity to thank
Mr.Tim McCormik and Mr. Charles Jourdian for
helping me on my earlier questions about SG
value for Foundation Redwood.

Sam Chang, SE
Cupertino, CA

To download file "dowel02.doc" please visit StlShape
URL "";

or send me a e-mail to me.


Sasha Itsekson, PE