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RE: Welding Of Steel Moment Connections

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Hold it, guys.  AWS D1.1-96 limits wind velocity to 5 mph , not 20, for
FCAW and GMAW welding (I assume this is what Rick Drake meant by "wire
welding") in the vicinity of the weld (Paragraph 5.12.1)

> ----------
> From: 	Christopher Wright[SMTP:chrisw(--nospam--at)]
> Sent: 	Thursday, June 25, 1998 10:19 AM
> To: 	SEAOC Newsletter
> Subject: 	Re: Welding Of Steel Moment Connections
> >in practice, I rarely see 
> >     the Structural welding work areas shielded in construction
> projects.
> >     This raises a few general questions.
> >     
> >     1) Do AWS D1.1 and UBC allow field welding (wire not stick) with
> no 
> >     provisions for shielding the work area from a 20 mph wind at a
> dusty 
> >     site?
> A workmanship issue. AWS D1.1.3 addresses windy conditions but not a 
> specific wind speed. In an argument, I'd probably take the position
> that 
> it was OK with me as long as the qualification tests took place in a
> 20 
> mph wind, and there were means available at the site to keep the wind 
> speed below 20 mph. (At which point, if the guy were a weld
> supervisor, 
> he'd probably say something unpleasant and stomp off, and I'd write a 
> short respectful note to his boss, clearly showing it was copied to
> *my* 
> boss and the job file.)
> >     2) Does the lack of any noted indications from subsequent UT 
> >     inspection of these welds mean they are OK?
> Another workmanship issue. The answer is 'not necessarily.' Lack of
> noted 
> indications means any or all of the following:
> --There were no indications
> --The indications were inaccessible to the UT equipment 
> --The procedure was inadequate to find the indications
> --Indications were found but ignored or mis-interpreted
> --The operator didn't or couldn't look carefully.
> --The indications were masked by non-relevant indications or design 
> features
> >     3) Do the answers change if these welds are the beam flange to
> column 
> >     flange welds of a "Reduced Beam Section" moment connection
> design?
> Think for a minute. Should poor QA be permitted for any weld design,
> let 
> alone welds intended to resist structural loads?
> Christopher Wright P.E.    |"They couldn't hit an elephant from
> chrisw(--nospam--at)        | this distance"   (last words of Gen.
> ___________________________| John Sedgwick, Spotsylvania 1864)