Where is the link to delete an account? I'm hoping I won't have to do this after my third visit here in 24 hours to try to stop the avalanche of unwelcome, unrequested emails, but I'm beginning to lose hope. If I do want to delete my account where is that link hidden?
Wow, even the post trying to help people deal with the awful UI is awful.
Go here: https://www.eng-tips.com/watched/forums
Scroll to bottom and check the "Select all" checkbox
Hit the drop down box just to the right of the checkbox and select "Stop watching"
If that does not work then setting...
rx is for buckling in the plane of the truss, rz is for buckling in the direction of least member bending resistance which happens to also be in the plane of truss for single angle web members located between chord angles. ry is for buckling out of the plane of the truss. So, you get to use k =...
There's an experienced P.E. posting videos on how to grow an engineering career with good, insightful advice on the regular. Most of the engineering videos out there are aimed at technical explanations and attracting youth to engineering colleges - it's nice to see some content that is...
We've got a situation where a possible foundation solution consists of running a large grade beam across the top of two drilled shafts, something like an upside down "U". My question is whether or not we could consider the end bearing of the drilled shafts to be combined with the shallow bearing...
First off I'm assuming that you meant to say 30 inches thick and not 30 feet thick for the slab!
Technically it does affect the flexural capacity if the shorter span bars are placed closer to the top and bottom surfaces. However, the loss of moment capacity for the longer span would only be ~4%...
One of my favorite responses to these situations where some unconventional approach is implemented without first getting it reviewed is to suggest load testing. Load test to max anticipated service load and do some dye penetrant testing, visual inspection, and measurements afterward.
You could...
King stud quantity is usually dictated by out-of-plane loads, unless it happens to be the end of a shear wall. Since it is an interior wall your out-of-plane pressure is only 5 psf. So, one king stud should be sufficient unless the wall is a shear wall that needs double end studs or more, or...
Due to the lack of redundancy I'd certainly sleep better at night (if I were you) if the welds were, 1) shop performed for higher quality / consistency and since they'd most likely be done in an overhead position in the field, and 2) were specified to have some NDT beyond minimum visual...
I just recently did a feasibility study on increasing gravity loads on an existing hollow-core plank roof structure. I found that increasing the flexural capacity was, well, feasible, but increasing the shear strength is daunting. That renders #1-3 fruitless, and #4 too unless you have...
I've used precast sandwich wall panels with rigid insulation board core for tall walls, but I'm fairly certain that 40' height is out of range without some girt or floor diaphragm between roof and floor. At that height you'd probably be looking at double-tees of you want clear-spanning precast...
I'd avoid unnecessary connections if possible, but a pier embedment:projection ratio of less than 2 is definitely pushing it depending on the soil, the magnitude of lateral loads, and the pier diameter. A connection of some type to the skid is unavoidable but you'll need an additional bracing...
Interesting spectrum of responses to the OP. Though the original post was a bit vague the statement,
shows that the OP was referring to the wall's resistance to out-of-plane loads. Some people proceeded to give recommendations for that, some for in-plane gravity loads over the opening, then...
At 400' I'd relish an expansion joint not just for lateral temperature strains, but to help deal with differential vertical foundation settlements too. Maybe that's not a concern where the OP is, but differential foundation movement wreaks havoc on a highly redundant structure like a CIP...
