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RE: Need some help with Light Gauge Built-up beams

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Thank you Rick, I appreciate the link.

-----Original Message-----
From: Rick.Drake(--nospam--at) [mailto:Rick.Drake(--nospam--at)]
Sent: Wednesday, December 08, 1999 10:43 AM
To: seaint(--nospam--at)
Subject: Re: Need some help with Light Gauge Built-up beams


To determine current availabilities and producers of steel shapes, including
Hollow Structural Sections (HSS), go to the AISC web site at
follow the picks through, Steel Info Online, Download Free documents,
shapes Availability, July 1999.  You will arrive at data published in the
1999 Modern Steel Construction Magazine.  this data is updated every January

Rick Drake, SE
Fluor Daniel, Aliso Viejo


"SEConsultant" <seconsultant(--nospam--at)> on 12/08/99 10:26:26 AM

Please respond to seaint(--nospam--at)

To:   "Seaint@Seaint. Org" <seaint(--nospam--at)>
cc:    (bcc: Rick Drake/AV/FD/FluorCorp)

Subject:  Need some help with Light Gauge Built-up beams

Does anyone have a spreadsheet or MathCad template that I can use to
calculate a built-up section of light gauge steel to act as a beam?
I am designing store soffits (entry's at mall stores) and the architects
restrictions often result in spans upwards of 30 feet. The tributary area on
the beam rarely exceeds 4 feet and the weight of the light-gauge framing is
around 10-psf. There is no live-load, but I add 10-psf as I would a ceiling.
The problem is that I don't believe that a built-up cold form section will
make a 30 foot span when restricted to a 10" or 12" depth without an
excessive amount of deflection. I have been using TS4X10X1/4" sections which
provides a controllable amount of deflection for the span (compression
flange braced at 16" on center by the 20 gauge framing that frames above the
beams) that the contractor can tweak out in the field to insure that the
bottom of the soffit (where a ceiling is attached) is level after loading.
The problem is that some of these steel sections are difficult to find in
the timeframe that the contractor has to do the work and the amount of steel
needed is relatively small.
I have two choices:
1. Design the beam as a cold-formed steel built-up section (if the depth is
not excessive) OR
2. Specify sources of TS sections around the country that the contractors
can order available sections from. j
I am not sure how to search out sources for the second option.

If any of you are doing similar work and can offer me some advice as to how
to address the problems, I would greatly appreciate the help.

Dennis S. Wish, PE
(208) 361-5447 Efax