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RE: beam camber...

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David:
It appears to me that the vibration was not checked either.

Regards
Casey (Khashayar) Hemmatyar
Private email <k(--nospam--at)hemmatyar.com>
California
 

From: David Fisher [mailto: dfisher(--nospam--at)fpse.com]
Sent: Monday, April 30, 2007 3:37 PM
To: seaint(--nospam--at)seaint.org
Subject: beam camber...

 

List members:

We are currently designing a multi-story office building in Florida.

We have been shown a "prototype" by another engineer with the following

Parameters:

Purlin:              40 ft span

                        100 psf LL

                        5" composite slab (2"+3" NWT)

                        Beam spacing: 10'

                        W18x35 Fy = 50 ksi with 52 shear studs

                        Camber <1 ¾">

                        DL deflection:    2.14"                 L/224

                        LL deflection:     1.25"                 L/386

                        TL deflection:     3.39"                 L/142

 

My staff and I think this doesn't even come close to working, even with the camber.

Comments?

           

 

David L. Fisher SE PE

Senior Director

 

Cape Cod Grand Cayman Holdings Ltd. - Cayman

Fisher+Partners Structural Engineers Ltd. - Cayman

980 North Michigan Avenue #1640 Chicago 60611

75 Fort Street Georgetown Grand Cayman BWI

319 A Street Boston 02210

 

 

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