I have a question. My structural software is giving me answers that don't seem to make sense. I'm trying to add a W section to the bottom of some existing W16x40's to reinforce them for a mill that's in the room above.
Now I first tried adding a WT, and a little WT6x13 worked. But the contractor wants to use a W instead, so I'm trying some. One with an equal flange width and thickness is a W6x20, so I tried that but it failed, by a lot. I've been trying bigger and bigger sections, but they're not working. What is so fundamentally different about having the W section's extra flange's worth of steel in there that would make it fail like that when the WT worked?
Now I first tried adding a WT, and a little WT6x13 worked. But the contractor wants to use a W instead, so I'm trying some. One with an equal flange width and thickness is a W6x20, so I tried that but it failed, by a lot. I've been trying bigger and bigger sections, but they're not working. What is so fundamentally different about having the W section's extra flange's worth of steel in there that would make it fail like that when the WT worked?
