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Four sided soldier pile shoring system installed to excavate for a bridge pier footing. Drilled shafts to be constructed, then concrete footing placed against shoring. Any concerns about steel piles and timber lagging left in place next to the new concrete foundation? i.e. corrosion, rot, or...

Ed - Is this photo posted on the net? I'd love to see it.

Our owner was also against a heavy indicator beam due to liability. This allowed an overheight vehicle to pass by the posted height limit, pass the sleeping highway patrol, and impact the platform at full speed. The platform sustained significant damage but did not collapse. Presumably the...

I've seen jobs with overhead access platforms damaged by overheight loads. I strongly recommend height indicator beams as DaveMinter suggested. Make the indicator beams strong enough to damage the overheight vehicle. Overheight drivers are not likely to stop without some strong encouragement.

Thanks Buzz, good insight. We are a consulting firm, I am the owner and this is our first non-PE hire.

Tick - a lot of other firms in my area (Colorado & California) use "Staff Engineer". I think technically that is a violation of the PE act. Any comments?

Nothing creative out there? Designer, associate, technician...

Any suggestions on titles for EIT's other than "Engineer in training"?

PSlem, Are you saying your general liability premium is twice your professional liability premium or are you talking coverage limits? My GL costs about 5% of my PL.

I did advise AASHTO of the error and followed up for a couple months. They said they passed the info on to their technical committee. Hopefully, the issue will be addressed in the next errata.

Does anyone have experience using Dwyidag rod (ASTM A722 Fu=150ksi) as a shear bolt in a bearing connection? The steel manual permits 0.40Fu for shear stress (LRFD) for other grades of threaded rod. Would you use a different value for PT rod? The rods are not post-tensioned beyond snug tight...

I got about a 20% raise due to passing and other milestones. For me it didn't come the day I could show them my letter, it was just a factor in my annual review.

It's worth pointing out that pretension does not reduce the capacity of the connection to resist tensile loads as UcfSE stated. Pretension induces compression into the concrete base that must be "unloaded" before the bolt tension increases. This makes the connection much stiffer as the...

Sounds like you're already functioning as a partner. Why not make him an offer to buy shares? Get an accountant to value the company - maybe three times average annual revenue. Then agree that profits (or losses) will be paid out as an annual dividend based on percentage of ownership.

I'm using LT 2005 and it has all the snaps I use. Is there one in particular you want me to check? You can also get a free 30 day demo from Autodesk

I have used Fortis through State Farm like TheTick - that's about the cheapest I've ever seen. I now have health insurance through an ASCE plan. It's a decent deal on a good quality PPO if you're a member.

I sent an email to AASHTO. I'll let you know if I get a response.

Cap, I agree with your thesis on equilibrium. I only use the pressure distributions to sum moments at the base and solve for D. There is actually an additional force at the base which does not contribute to the summation of moments. This force achieves equilibrium and does not require any...

The figure we are discussing is for cantilever walls with discrete vertical elements, ie. a solider pile wall. I believe many engineers use this pressure distribution for H piles in rock. It is supposed to be straightforward and not exactly right (but conservative). In fact the figure is not...

Cap, Tan B accounts for sloping ground. For level ground it is zero. The formula as shown in AASHTO has the following units: pressure * length / length = pressure Pp is a force not a pressure. I checked the 16th ed, and as PEinc noted the formula is different and gives a force result. But I...