I should have clarified which AASHTO. I was referencing the third edition, 2004. I checked the fourth edition, 2007, and it is no longer mentioned. I agree PEinc and my check did account for that. I am going to design for it, but it would be nice to know why it used to be in AASHTO.
I have a small bridge with rolled steel beams and a timber deck. I have the steel beams spaced at 2.5' and an engineer working with me sized the transverse timber deck members for flexure and used a 4x8 member (nominal) set flat-wise. The engineer did not check the timber deck for shear due to...
InDepth:
That is exactly what I am doing. However, if you review my original question, you'll see that I wanted to clarify whether the soil pressure diagram changes in any way since there no longer is any base resistance.
Otherwise I agree, the top braced waler will resist tension and the...
PEInc:
There will be at least 2 levels of braced walers. The first level will be a few feet from the top of the sheet piling and the second level will be about 9'-10' below the top of the sheet piling.
As an example of what the contractor is asking, at one location the sheeting may extend...
I have a design for a client for a sheet pile cofferdam to provide support during pouring of a pier footing. The borings indicated boulders and varying top of rock elevations. Due to this variation, the contractor is required to overexcavate down to rock and backfill with Class C concrete to...
WillisV -
Thanks for the great response - this is exactly what I was looking for. I'll look into what you have said.
One question about the design of the individual cross frames. You mention that that top flange brace will be serving as a nodal brace. I was under the impression that a nodal...
I did not have much steel design in school and have never gotten too in depth in the theory behind lateral bracing. My experience with bracing requirements for steel beams involves specifying standard details provided by the state DOT.
I have a temporary 2-beam steel system that is only...
I'm designing a soldier beam wall with embedment in rock. The job provisions did not include shear strength of rock, so I am assuming 4 ksf, which I know is a conservative value but my embedments are reasonable. My only issue is referencing this for the reviewer. Does anyone have a textbook...
