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RE: SDC D Ordinary Moment frame connection using HSS sections

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I haven’t heard back from Joe privately on this but I suggested that he consider the MiiTek SidePlate™ moment frame and give Hardy Frame (the MiiTek company) to see if their HSS moment frames can be used for this consideration. You can check this out on their website at http://www.hardyframe.com.

 

If Brian Wehmeier, PE (Hardy Frame / MiiTek) picks this up off the SEAINT List he might have some comments to offer that can help educate us all in the possible creative use of the SidePlate™ moment frame.

 

Dennis

 

From: Joseph R. Grill [mailto:jrgrill(--nospam--at)cableone.net]
Sent: Thursday, August 14, 2008 7:03 AM
To: seaint(--nospam--at)seaint.org
Subject: RE: SDC D Ordinary Moment frame connection using HSS sections

 

Thank you.  The fabricator doing this is the one saying no full pen welds.  I’m not sure other detailing requirements for a SDC D can be made with the HSS sections.  I can’t find any examples relating.  This is relating to my little stair tower problem that I fell into (wishing I hadn’t now).  The seismic issues just came up yesterday and do make a mess of the process considering the small scope and smaller time frame.

 

If there are any seismic Gurus out there, do you think a stair tower which consists of a moment frame can be considered a non-building structure?  If so, can a person use the “all other structures” category with an R=1.25, and if so does that allow a design without all the seismic detailing issues?

 

Any help

 

Joe

 

From: Conrad Harrison [mailto:sch.tectonic(--nospam--at)bigpond.com]
Sent: Thursday, August 14, 2008 12:05 AM
To: seaint(--nospam--at)seaint.org
Subject: RE: SDC D Ordinary Moment frame connection using HSS sections

 

I wouldn’t say it was impossible it just has to be from one side, using backing plates: which may still be the preferred practice if using wide flange beams especially if they lack depth. The Seismic requirements I cannot comment on.

 

Regards

Conrad Harrison

B.Tech (mfg & mech), MIIE, gradTIEAust

mailto:sch.tectonic(--nospam--at)bigpond.com

Adelaide

South Australia


From: Joseph R. Grill [mailto:jrgrill(--nospam--at)cableone.net]
Sent: Thursday, 14 August 2008 13:58
To: seaint(--nospam--at)seaint.org
Subject: SDC D Ordinary Moment frame connection using HSS sections

 

Can HSS sections be used in an Ordinary Moment Frame in a SDC D.  I can’t see, in the seismic design manual,  where it is specifically excluded, but I can’t find any information for the HSS Beam to HSS column connection design.  It seems that it can’t be done since a full pen weld is difficult if not impossible to do for a HSS beam to HSS Column face.  If there is an example out there I would love to see it.  I am doing some work for a fabricator and they are expecting HSS sections due to what is seen in the construction documents.  I have to let him know real soon if he will need to go to wide flange members.

 

Thanks for the help,

Joe Grill

 

Joseph R. Grill, PE

Verde Valley Engineering, PLLC

2220 Sky Drive

Clarkdale, AZ 86324

Ph. (928) 600-5459

Fax (928) 649-3659

email: VVEng(--nospam--at)cableone.net