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Rereading the articles about the Corpus Christi Harbor Bridge, I do not see any allegations of inadequate design. Infact the reason for replacement in not clear at all. The have been a few references to redesign by the new engineer, but nothing clear.

Corpus Christi Harbor Bridge https://www.constructiondive.com/news/new-engineer-announced-for-800m-harbor-bridge-replacement-in-texas/582424/ https://www.caller.com/story/news/2019/11/15/txdot-tells-harbor-bridge-contractor-suspend-design-work-project/4196735002/

Houston Ship Channel Bridge https://www.worldhighways.com/wh10/news/new-designer-houston-channel-bridge https://files.engineering.com/getfile.aspx?folder=8f896275-8915-43af-91ac-e323e9a3ba13&file=COWI-report-on-Ship-Channel-Bridge_(1).pdf

I do not design bridges or concrete structures. However I believe the design of concrete structures (from what interaction I have had) is codified very well here in the US. The design of large load bearing pile groups maybe less so, and a bit open to interpretation when backed by research and...

I have not seen it mentioned anywhere on this board, but FIGG has been involved in two major bridge debacles here in Texas. They designed two new cable stayed ship channel bridges, one in Houston and one in Corpus Christi, each with a total construction cost just shy of 1 billion. Well the...

So I have a situation where a C-purlin in connected interstitially between two other purlins (a beam spanning between two girders), and the method of connecting them together at the joint is shown as a single sheet metal screw top and bottom through the flanges of both members. The purlin in...

Is there a private message function on this forum?

KootK - I was trying to go less invasive than rebuilding a section of the joist, but maybe I need to consider that approach. Time to put pencil to paper once again.

Once20036 - I do not agree with you on this point. The Steel Joist Institute has "Technical Digest 12" on the modification of steel joists with design examples of reinforcements of typical joists and they do account for eccentricity between the CG of the original chords or webs and the composite...

So I have a bar joist where a contractor core drilled through the top chords, just like Kootk's post from a week ago. It's in an older office building with no readily available information on the joist in question. I had the idea that I could design a simple chord reinforcement to reinstate the...

JM_10, Have you done your due diligence by checking the sum of reaction forces and moments in your load cases? Usually when I have engineers with very large differences between hand calcs and FEA, there is a problem with the model loadings. Is your model accounting for pretension and friction...

I've never heard that before, I looked in AISC-13 and Blodgett because I was curious and saw nothing that eluded to that. Usually for that type of connection I provide stiffeners that extend to the bottom flange.

mabhuBR, There is so much you are not clear on in your post. A weld with a root face dimension of zero would be a CJP weld. It is possible to make a PJP weld with a Root Opening of Zero however. I would suggest that you look in AWS D1.1 at figure 3.3, Prequalified PJP Groove Weld Details. You...

DekDee, Smart move. We had a project that was done in a Chinese shipyard with our own team of local (mistake #1) and European QC inspectors that were supposed to inspect every connection with visual and appropriate NDT. After taking delivery of the modified vessel, weld deficiencies in the...

If you post up a sketch of your weld geometry and loading condition, I'm sure that with all of the knowledge on this forum we can get you an applicable theory and the design codes to back it up.

Thanks for the feedback. Although I use structural as a label because there is no construction option here, I have no delusions of being able to sit for an SE exam. Also I didn't want to be associated with those environmental types what with their giant beards and their kale..........

Whoops, looked at the wrong W6

Looks like a construction aid to me. Are you using the W6 to support the end of the W14 during construction? If so I would look at using a square HSS as your temporary support, because you have that little W6 loaded up to its capacity and the lateral torsional buckling (LTB) and any...

Now that is interesting. I forgot about this. I was at Texas Tech for high wind design class many years ago and they showed us how they build full scale buildings, instrumented them up with strain gauges and pitot tubes and used borrowed military aircraft to wind load them until failure. We only...

Thats a load test