Thanks minorchord, apparently somehow I touched a nerve with this question. Your recommendation seems to be the consensus that I have reached from talking to other experts (both structural and geotech.).
After performing our pier analysis, we send the loads to the geotech. to perform the L-Pile analysis. On a standard continuous prestress I-beam bridge with concrete diaphragms on a pier cap, I am trying to decide what my top fixity condition is to give to the geotech for their analysis. Right...
Thanks for your help. Last question, I am assuming that this steel needs to be continuous for the bridge length in the bottom of the slab only. Is this correct? Thanks again.
Thanks for the response, but I am still a little unclear on this one. How do I limit this width to a practical value. If I am trying to determine how much additional steel is required beyond what I have already provided, it would seem that I need to define a specific width of beam to check...
I am trying to remember how to perform a longitudinal Edge Beam Design for a continuous RC slab using AASHTO 17th Edition. 3.24.8 provides guidance on load determination, but I can not find any guidance on what width to assume for the beam that this load is applied to... Anyone remember how to...
Thanks for the information. We will try to get the soil sample to determine the D50 values.
One other question, when determining your Expansion and Contraction Lengths, do you use the equations from HEC RD-42 (equations 17-20)? For wide basins, the contraction and expansion reaches become...
Great, thanks for the info. I recalculated using the HEC-18 equations for Live-Bed Scour. One issue is that the state that I work in requires you to use Live-Bed Scour only, because they do not trust the Clear-Bed Scour results. The big issue that I was having with some of these bridges is...
I am analyzing several bridge crossings for scour using HEC-RAS. I am getting contraction scour values of around 30 ft., but my water depth is only about 10 ft. during the 500 year event. I believe the 30 ft. of contraction scour is too high, but I can't figure out what is wrong. I have...
