Need a book? Engineering books recommendations...

Return to index: [Subject] [Thread] [Date] [Author]

RE: beam camber...

[Subject Prev][Subject Next][Thread Prev][Thread Next]
It appears to me that the vibration was not checked either.

Casey (Khashayar) Hemmatyar
Private email <k(--nospam--at)>

From: David Fisher [mailto: dfisher(--nospam--at)]
Sent: Monday, April 30, 2007 3:37 PM
To: seaint(--nospam--at)
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


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.




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




312.573.1726 facsimile

312.622.0409 mobile