Search results for query: *

Jonkirk, I'll lead you on a goose chase, then I'm editing the post soon thereafter. Please send an email as soon as you figure it out...

I'm on a national committee that promotes SE licensure and has a high ranking member of NCEES included. I'm sure we'd be interested in hearing more about your specific issue. Is there private messaging system with this forum for us to connect?

Whoops, I'm familiar with the SEAOC 2009 version where there were three volumes, I guess they've expanded.

Get the three volumes of SEAOC examples. These will be your afternoon lateral problems!

msquared48, Not yet, the 2014 NCEES Exams are still based on the 2009 IBC and subsequently ACSE 7-05, ACI 318-08, AISC 360-05, NDS 05, etc. I checked, just in case I didn't pass this October, I'd get another two shots at my current codes.

My question is in reference to AASHTO LRFD Bridge Design Specifications 3.7.3 - Stream Pressure. We are looking to underpin an existing wall type pier within a river and need to calculate the water loads. We know that the velocity, V = 17 ft/s and that the CD for the pier is 0.8 from Table...

So does anyone else check top plate weak axis bending, or just me. Most of the time when I check, it forces me to require that the studs be framed inline with the trusses/rafters. In my calcs I typically only count for one top plate since, who know where they'll be spliced.

My question: is the top plate capable of transferring the large point load to the studs. Have you checked the top plate for perp. to grain crushing, or bending about the weak axis?

In the NDS W&S supplement, look at table 4.3B on page 27. The table provides two-ply values for 5/8" gyp. board. It doesn't look like you can get away with 24" o.c. though. If you go this route you would need to double the value since you have this two-ply construction on each side. Pay...

Case #1 happened recently. I informed the owner in writing, and they have vowed to make repairs as necessary. No contact was made with the non-existant building official, since there isn't one. To further play devil's advocate: A) Could I be held liable if I were to walk into a public...

So, Mike, if you were to walk into any building, a shopping center, and saw something structurally that didn't look right, you would...

I'll offer up several hypotheticals, please offer your opinions, references to engineering law/ethics, etc. 1) Our firm completed a design of a large public timber framed canopy structure and was not hired to perform construction administration. Several years later a structural PE visits the...

I've been asked to perform a structural analysis of a Cover-All building. Have the design calculations from the Dallas Cowboys facility been released? Or do I only have the NIST report for assistance. Any other insight out-there would be very helpful, thanks.

I'm analyzing a built-up triple 2x floor beam that has splices in between supports. In my mind the simplest thing to do is to analyze it as a double 2x since at the splice I effectively only have two 2x's. However, the spliced 2x in the built-up section effectively cantilevers to the splice...

The president of our company used the bentonite type waterstop at his house and it leaks, so we only spec pvc waterstops here. It seems like the hydrophilic stuff is difficult to install: you need to paint the area with the goop, then tack the waterstop in place, hope it stays during placement...

Fairly new structural engineer here. I'm looking to fill a grab bag with all of the necessary tools needed for a structural inspection of an existing structure. Currently my list is: 100 foot tape 25 foot tape calipers hammer & nails string 4 foot level hardhat shovel good flashlight headlamp...