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RE: thin structural slab design

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I’m doing 2-way design, so Table 9.5(c) would govern and the controlling deflection would be (17’*12-8”)/30 = 6½”.  But since I’m calculating deflections, even that table doesn’t apply.

 

 

BDH

 

-----Original Message-----
From: Sharon [mailto:sharon(--nospam--at)arconengineers.com]
Sent: Friday, July 07, 2006 4:15 PM
To: seaint(--nospam--at)seaint.org
Subject: RE: thin structural slab design

 

That is really thin:

 

Simply supported: L/20 = 13*12/20 = 7.8”

 

One end continuous: L/24 = 17*12/24 = 8.5”

 

Sharon Robertson, P.E.

Arcon Engineers 
5625 Ruffin Rd, Ste 130 
San Diego, CA  92123
858/503-7854
858/503-7858 fax

Visit us on the web at www.arconengineers.com


From: Bruce Holcomb [mailto:bholcomb(--nospam--at)brpae.com]
Sent: Friday, July 07, 2006 2:01 PM
To: seaint(--nospam--at)seaint.org
Subject: thin structural slab design

 

I am designing a thin elevated slab for an entry area on a condo project.  The slab is six bays long (17’ each) by one bay wide (13’).  Due to some restrictions on thickness, I started analyzing a 5” thick slab with one mat of rebar bearing on 8” diameter concrete piers.  Punching shear is giving me fits.  Is there any merit to simply adding some additional horizontal rebar over the columns and calculating shear friction to resist the punching shear?  In a 5” slab and with the construction budget, hoops or stud rails are probably not an option.

 

 

Bruce D. Holcomb, PE, SE

Butler, Rosenbury & Partners

www.brpae.com