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!"" !0440*#"+3D6+D3.4#"%6+'0)&#"EFL&#/.5.:'4'+;#E004! Lengths of members? Waste?! Available sizes – Capability Tool

Lengths of members? Waste?Available sizes – Capability ToolLengths of members? Waste?

Capability Tool

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!"" !0440*#"+3D6+D3.4#"%6+'0)&#B'44%+#_%41&! Effective weld length – for elements transverse to the

HSS faceoDue to the variation of flexural stiffness of the

HSS wall across the section width, the force transmitted through the weld is not uniform

oReduced effective lengthoLoad is highest at ends closest to sidewalls and

smallest in the middle

!"" !0440*#"+3D6+D3.4#"%6+'0)&#B'44%+#_%41&! From DG 24

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!"" !0440*#"+3D6+D3.4#"%6+'0)&#E,30D(,#>4.+%#",%.3#/0))%6+'0)! Dr. Sherman’s research found it is 4 times more

expensive to specify a through plate than a shear plate welded to the face of the HSS wall.

! Increase your wall thickness to avoid a through plate connection.

! Other options:! WT! Double angle

!"" !0440*#"+3D6+D3.4#"%6+'0)&#E,30D(,#>4.+%#",%.3#/0))%6+'0)! When to specify a through plate shear connection

! Axial loads! Delegated connection engineer and column is too

thin

! When NOT to specify a through plate shear connection

! As your standard connection!!!

!"" !0440*#"+3D6+D3.4#"%6+'0)&#E;5%&#07#!""W_'1%#B4.)(%#209%)+#/0))%6+'0)&! Continuous beam w/column below (and above and

below)! Directly welded! Through-plate! Cut out/exterior diaphragm plate! Welded tee flange! End plates! Interior diaphragm plate

!"" !0440*#"+3D6+D3.4#"%6+'0)&#$'3%6+4;#_%41%1!"#$%&'%()'*%+,%+-#$).'-%/#-0'-%1,1'$+)%+,%+2'%344%5,/(1$

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HSS Hollow Structural Sections E,30D(,W>4.+%#/0))%6+'0)! Cut column in two locations to

allow top and bottom flange plates to pass through

! Must allow for combined effects of mill, fabrication, and erection tolerances (use shims in the field)

! Use PJP or CJP weld for plate to column connection instead of fillet if necessary

!"" !0440*#"+3D6+D3.4#"%6+'0)&#E,30D(,W>4.+%#/0))%6+'0)! Shop-weld with stub beams or field weld

HSS Hollow Structural Sections /D+W<D+#>4.+%#/0))%6+'0)! Top and bottom plates fit around

the column (column is continuous)

! Plates wider than through plate connection

! Plates can be field welded or shop welded

! Can be used to transfer moment to column instead of through (framing on one side only)

!"" !0440*#"+3D6+D3.4#"%6+'0)&#/D+W<D+#>4.+%#/0))%6+'0)! Perpendicular framing is

ideally shallower than (or at least same depth as) moment connected beams

! Beam stubs can work well with this connection also!

! Strap angles

!"" !0440*#"+3D6+D3.4#"%6+'0)&#_%41%1#E%%#B4.)(%! Convenient when connecting

to only one side of the column! Moment transfers to the

column rather than through the column

!"" !0440*#"+3D6+D3.4#"%6+'0)&#?)1#>4.+%! Flange width of beam

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! Buckling strength of HSS side wall should be checked.

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