Thanks Eng16080. I do like the knee wall idea. I borrowed the WT filler from a bar joist building I had designed a while ago and didn't think twice. I'll definitely offer it up to the GC and see what he says. He has a bit of an "everything needs to happen now" aura about him, so he may...
I am currently a sole proprietor, but started out at a small firm. I was the 4th hire and the firm eventually grew to around 14-16 engineers at our peak. It allowed pretty much all of us to work on every kind of project - everything from single family homes, townhomes, existing rehabs, up to...
I’ve done it lots of times with steel bar joists but never with wood trusses. I’ve thought about adding a kicker like what I’ve drawn below but I don’t love the detail. You really aren’t guaranteed it’s going to hit a panel point in the truss.
Thanks for your reply canwestng. As a point of clarity, the joists are open web wood joists, not steel, so I’m less confident in developing a couple in the top chord of the joist on the right.
As I’m writing this, I’m thinking that I could probably come up with a Simpson strap detail from the...
I’m working on two details along the same column line where there is a 12” step in the framing from inside to outside. I’m using a W21x44 in the first one and framing the exterior wood trusses into the side. For the 2nd detail, I’m using a W12x26 with a WT12x31 because the beam extends past the...
I found an article in Modern Steel Construction that states that bracing the top flange is better than bracing the bottom flange for a cantilevered beam. The top flange of this beam is supported every 6'-3" by the joist.
[link...
It should be noted that this is an existing building, built in the early '70s. The backspan is 50' and the beam is cantilevered 10' on each side. If I assume a that there is no bracing whatsoever, the beam should have collapsed under only the dead load long ago yet site has seen its share of...
I was recently performing a structural survey of an existing building in order to find the capacity of the roof. In one of the middle spans, a W24 beam cantilevered both ways over the columns to support the beams in the adjacent bays. At the beam column connection, an 18" deep bar joist had a...
I have revised my calcs to use Figure 6-2 instead of Table 6-3 and the results are more reasonable. The allowable building height for category B is now 10 times the allowable building height for category C.
I am a structural engineer for a solar company and we have recently hired a wind tunnel to test our solar panel mounting frame, which is a ballasted system intended to sit on a roof top. We had them test a few different ballast scenarios, all at exposure category C, to failure in either uplift...
I am designing a 5 story, post tensioned concrete building located a few blocks from the Quarter in New Orleans. Due to the amount of older historical buildings in the area, we are using 95’ deep auger cast piles rather than driven piles to keep the vibration at a minimum. We are showing a...
I have done this successfully in r14, but I saved the same acad.lsp file in my support directory for version 2002 lt but it is not recognized. There is no mention of .lsp files in help for the lt version either.
Is this one of the features the lt version is missing, or is it still possible...
