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SlideRuleEra and JStephen - y'all rock. Thanks for the advice.

I'm trying to do a load rating for a bridge in South Carolina (built in the 60's). The plans say that both the structural steel and the rebar has "fs = 20,000 psi". Obviously, those are working stresses. It further states that the structural steel is A-36, but doesn't give any mention of ASTM...

YES!!! Emmgjld, that picture in your first link is EXACTLY the picture I had in mind! I can't thank you enough!

I remember having seen a picture where a steel H-Pile was being driven, but when it encountered a very hard soil/rock layer, it just bent (rather than going through the layer) but the contractor just kept hammering it. The tip of the pile came back up through the surface, and unfortunately the...

Thanks for confirming my suspicions guys! I agree, too. [thumbsup2]

Sorry if this is a dumb question, but I'm reviewing some calcs for a pedestrian rail on the top of a retaining wall, and I wanted to see how others interpret AASHTO's Live Loads (see the attached scan). Specifically, I'm looking at the connection of the rail to the CIP coping at the top of the...

UP/BNSF has a document you might find helpful. Their deflection limits are a half inch max. Pretty stringent!

Howdy! I searched previous threads (like this one: thread255-105369) for some help regarding the design of a counterfort, but couldn't find what i was looking for. I've already designed the wall, heel, and toe according to "Basics of Retaining Wall Design" by Brooks and Nielsen. My question is...

Thanks, JAE. Your visual is helpful, too. :)

My question is regarding the wording/description in ACI 350 12.15.2. It says: "Also, in nonprestressed circular tanks designed for hoop tension, splices in hoop reinforcement shall be Class B and the location of splices shall be staggered. Adjacent hoop reinforcement splices shall be staggered...