2003年7月9日 · 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.

2009年5月26日 · 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 ...

2011年8月2日 · 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 cutting continually to the other.

2009年7月21日 · 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.

2001年10月16日 · So if your fabricated cost was $2.00 a pound for standard shape stuff, it would have been $2.50 per pound for WT's. However, if you had a project that was using bunches of WT, I imagine one would look to get someone like Infra-Metals (link above) to supply the WT's and this cost *could* be reduced.

2008年11月13日 · 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:

2004年1月28日 · 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...

2021年10月19日 · I am working on a WF beam to HSS column connection that I am hoping to achieve through a WT element. My question is with regards to whether it is reasonable to assume this connection to be "pinned." The connection is subject to axial force, vertical shear force, and horizontal (out-of-plane) shear force.

2013年12月17日 · The beam spans approximately 21'-6", supports second floor joists flush framing into each side as well as a wall above that supports attic floor joists. I've run the analysis and I can get a traditional flitch beam to work using three (3) 11 7/8" LVL's with two (2) 1/2" x 11 3/4" steel plates.

2010年11月25日 · The conclusion is that stress reduction is still unclear. One of the recommendations is use a maximum of 3ksi when welding to a beam (this article is 20 years old). My condition is welding a WT to the bottom flange of an existing WF beam, and am trying to determine the reduced stress to decide whether or not shoring is required.