COLUMNS - WIDE FLANGE OR HSS?
COLUMNS - WIDE FLANGE OR HSS?
(OP)
I am wondering if I could get some input from the community about how you determine whether to use a wide flange column or an HSS column.
We are currently looking at a 3 story building that will have some moment frames for the MWFRS. The architect likes the use of HSS columns.
In situations where we need a moment connection in each direction on a corner column, they are nice (square HSS). But I'm just curious how some
of you decide when to use HSS vs. WF. Thanks for any input!
We are currently looking at a 3 story building that will have some moment frames for the MWFRS. The architect likes the use of HSS columns.
In situations where we need a moment connection in each direction on a corner column, they are nice (square HSS). But I'm just curious how some
of you decide when to use HSS vs. WF. Thanks for any input!






RE: COLUMNS - WIDE FLANGE OR HSS?
RE: COLUMNS - WIDE FLANGE OR HSS?
RE: COLUMNS - WIDE FLANGE OR HSS?
HSS..better axial load capacity, better torsional capacity, however, connections can be a PITA
RE: COLUMNS - WIDE FLANGE OR HSS?
Mike McCann, PE, SE (WA)
RE: COLUMNS - WIDE FLANGE OR HSS?
RE: COLUMNS - WIDE FLANGE OR HSS?
RE: COLUMNS - WIDE FLANGE OR HSS?
Check out Eng-Tips Forum's Policies here:
FAQ731-376: Eng-Tips.com Forum Policies
RE: COLUMNS - WIDE FLANGE OR HSS?
2) For gravity columns two stories or less, I like HSS. They're clean architecturally and, as long as you can use a single two story member, connections come cheap. Just knife plate connections everywhere. It's tough for small wide flange's to compete with small HSS sometimes because the weak axis beam connections require beam flange coping. For buildings tall enough to preclude full height HSS columns, spice connection start to add cost. There really isn't a great HSS bolted splice connection that doesn't eat up floor space.
3) For moment connections, it's strong axis wide flange all the way. HSS moment connections tend to be inefficient and costly. This is particularly the case if you need to develop some of the side wall strength in flexure which is a real possibility given the nature of the cross section. Interestingly, in Japan, HSS moment frames are a popular choice. They've produced a ton of good design information on the connections.
4) If at all possible, plan your structure to avoid weak axis wide flange moment connections. It's a bear evaluating non-orthogonal load cases and, to my knowledge, there are still no prequalified seismic moment connections for wide flange / weak axis frames. That said, weak axis moment connections are done all the time. You wouldn't be blazing a new trail. Sometimes a building corner's just a real convenient place to drop a pair of adjacent, orthogonal frames.
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: COLUMNS - WIDE FLANGE OR HSS?
If you don't mind concrete filled HSS16x16 columns with proprietary forged collars at the connections, ConXtech's ConXL moment connections are prequalified in AISC 358-10. http://www.conxtech.com/
RE: COLUMNS - WIDE FLANGE OR HSS?
Good point!
Check out Eng-Tips Forum's Policies here:
FAQ731-376: Eng-Tips.com Forum Policies
RE: COLUMNS - WIDE FLANGE OR HSS?
RE: COLUMNS - WIDE FLANGE OR HSS?
Check out Eng-Tips Forum's Policies here:
FAQ731-376: Eng-Tips.com Forum Policies
RE: COLUMNS - WIDE FLANGE OR HSS?