Jul 7, 2003 · Does anyone know where I find section properties for W6 X 15.5. ... Several 6" by 15.5 are listed in the ...

Aug 8, 2003 · Here how I do it with a pull down menu these line have been added to my acad menu. Inserts blocks dwg. files of steel shapes

Jun 24, 2010 · Hey folks, I have a situation in which I am coping a W6 x 12 beam into another W6 x 12 beam. Due to eccentricity the connection will have shear and tension. I plan to use a double angle connection and have questions on both bolting and welding requirements. BOLTED CONNECTION: Per AISC equation...

Mar 30, 2009 · The w6 will have some torsion due to deflection of the cantilever floor area in direction of gridline L. However, the floor itself and the edge channel will provide restrain to some degree, that limits the free rotation of the w6 (again in direction of "L"), thus the torsional effect is small and negligible.

Jul 13, 2007 · I don't see W6's used for any substantial structure. Not even for stairs. Maybe minor equipment support frames. You know the type where you've got a piece of equipment that needs to be elevated, but doesn't have much load. Maybe equipment skids. Maybe some short augured piles where you drop a W section in the middle of it instead of reinforcing.

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Jul 7, 2021 · I am unable to locate any W6x shape in Table 3-2 of the AISC 15 ed. While the section properties are listed in Table 1-1 but not in Section 3. I am trying to get the Lp and Lr values to check the capacity of the section. Older versions of the AISC manual provide the unbraced length for lateral torsional buckling.

Oct 9, 2023 · I don't see W6's used for any substantial structure. Not even for stairs. Maybe minor equipment support frames. You know the type where you've got a piece of equipment that needs to be elevated, but doesn't have much load. Maybe equipment skids. Maybe some short augured piles where you drop a W section in the middle of it instead of reinforcing.

Jun 2, 2003 · The allowable load is 67 kips but the ultimate load (at yield, without buckling) should be about 159 kips (4.43 sq. in. cross-section x 36 KSI). I did neglect to say that we do no know the applied load. Several dozen of similar W6 columns failed by buckling - when they buckled, the web and stiffeners of the W12 remained more or less intact.

Jan 17, 2023 · I am unable to locate any W6x shape in Table 3-2 of the AISC 15 ed. While the section properties are listed in Table 1-1 but not in Section 3. I am trying to get the Lp and Lr values to check the capacity of the section.