Aug 2, 2011 · The Dwg called for A WT 20x91.5 it didn't specify a WF cut down. I was under the impression if it was listed in the AISC book it could be purchased My concern is the excessive amount of camber due to the way they cut the beam. seems they could have tacked some stiffners or like you said left a few areas uncut every few feet instead of starting at one end and …

Jul 21, 2009 · Is the beam termporarily propped or shored while strengthening? I worked on a retrofit job where that was the case, beams shored under constant load applied by hydraulic jacks at 1/3 points. The beams were temporarily supported and then the temporary supports removed once the additional steel was added.

Jul 8, 2003 · A safety chain wrapped loosely around beam is a good idea if they do tend to spring apart. (I've seen some beams "un-zip" the tabs for the full length when the 1st tab was cut.) Sometimes the ends curve outward and sometimes the middle curves out, depending on the amount of heat dumped into the beam and internal stresses of the beam.

May 26, 2009 · Variants of this connection would involve either adding gusset above the new beam, or below your WT section to get additional connectivity to the endplate. If highly loaded you tend to get a bit of shear lag with these kind of connections and the bottom stiffener/weld will take more force so the additional plates mentioned above can help spread ...

Jan 28, 2004 · We are designing a WT-beam with a channel on the bottom to form a composite section. If the channel is positioned so that it's x-axis is oriented in the same location as the beams y-axis can we add the radius of gyration about the y-axis of the the WT beam to the readius of gyration about the...

Dec 10, 2014 · 1. Your weld symbol (WT flange tip to column) is drawn on the top of the line which implies "other side" of the arrow for the weld. Your weld is on the arrow side so the fillet weld symbol should be on the bottom of the weld symbol line. 2. The weld connection from WT to beam is a stitch weld.

May 18, 2016 · i have an architect who would like a curved WT9x38 beam, with the flange on the outer most radius of the curve. The radius is about 5'4" and makes a half a circle. i'm worried whether this is possible with the WT beam. i see the web buckling during bending but what do i know. could make this with plates but they'd like the radius.

May 18, 2016 · i have an architect who would like a curved WT9x38 beam, with the flange on the outer most radius of the curve. The radius is about 5'4" and makes a half a circle. i'm worried whether this is possible with the WT beam. i see the web buckling during bending but what do i know. could make this with plates but they'd like the radius.

Nov 5, 2008 · 1. Hollow Core On WT Beam - When you bear plank on the bottom flanges of a WT for an interior bearing condition - how do most of you fasten the plank to the beam? For a typical steel W-beam we will use a headed stud at 4' o.c., but this does not work for a WT. In the past we have used two options which have both been met with resistance:

Mar 29, 2011 · With the WT section added, the top and bottom flanges are comparable. With the W6X20 section added, the top and bottom flanges are not. As a result, with the WT section, the NA is likely to be pulled lower than the W6X20 section, not decreasing the stress in the top flange as much. How did you model the connection of the W6X20 to the existing beam?