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Have not had any experience with "fracture mechanics" in bridge design, unless you mean shear failure. Of course, I haven't had much experience at all. Here's a good link on the subject: http://www.civil.northwestern.edu/people/bazant.html Someone had posted a question about the T&S...

This is a hydraulics engineering question, that is "scour." FHWA has a number of publications. USACE has a manual on floodwalls. The above references are free for download.

1st) If you know the length of cable and span and cable self weight, calculate the tension in the cable without the point load. 2nd) Calculate the tension in a cable with an additonal free hanging length in the middle whose self weight equals that of the point load. Where, your span is the...

I have not seen a table that will give you the "out right" cover that is required. I have seen design aids that give the design pressure as a function of cover depth for vehicles through pavement. What I have done in the past is use a pyramid or cone pressure distribution for the wheel load...

You could use the method of FEMA 356. Monobe-Okabe doesn't really apply for basement walls because they are "restrained." However, in practice it is used anyway, by default. M.O. is an extension of Coulomb theory with an effective inertial force applied to the soil wedge. Like Bowles says...

I'd analyze it a couple of the ways you mentioned--to see how it could handle picking up the load--what types of reduncancies are available, etc.

If you charge for the files, you are increasing your liability as to their correctness and accuracy? We don't charge at all, and send them out with the use at your own risk disclaimer, etc. Does anyone have any comment on the liability issue? Perhaps this is an unnecessary worry?

I don't do hydraulics. But in the past I did write such a spreadsheet, using Newton's method to converge at the solution. It was kind of cool the solution converges real fast. Also, it gave me an excuse to use partial differential calculus! Don't have the spreadsheet anymore.

I use AASHTO "Standard Specifications for Structural Supports for Highway Signs, Luminaires and Traffic Signals" But, all the codes arrive at approximately the same place anyways.

AlohaBob, That would be the end of it all--a structural stamp for a 2 story wood framed house. What a joke. AdiosBob

The 20% rule sounds like a rule of thumb. The old code (here) used to be 1/3 of the dead load and is still part of the shear key design code. The flaw in your reasoning is that your starting with a "fake" static analysis--then your trying to pretend that it is a real loading and say that the...

The minimum is not for the transverse direction. You would get better responses from someone in the Bridge Engineering Forum. I have not had the privelage of designing bent caps of any substantial size and have not used AASHTO LRFD. Think: 1) shrinkage cracks occur over large areas due to...

Standard Spec's requires that the steel required in flexure be at least 1.2X that of the uncracked section. This makes more since than the ACI Code, and the section you mentioned above is often misinterpreted by plan checkers. I usually cater to their comments, no matter how misguided. So far...

Hey just a general question on this topic. I'm not a "structural" engineer, but end up doing civil-type structures on a semi-regular basis. The soils report always gives me the seismic design values. The one time I did use my own value, based on USGS because UBC was inappropriate for the...

dbuzz, sure, but won't the P-delta effect be contingent on the curvature?

CTW, I am a young engineer (relative to the profession) that has been having the same experience. It is hit and miss with the drafters. In sum, I use the drafters about 33% of the time. A further problem is when the boss asks me to divide up the time spent drafting and time spent...