Hi,
I have two RAM Concept suspended slab models which will not converge when running the load history deflections and I am at a loss as too why. Below is the warning provided in the Load History Calc Log:
WARNING: An error has been found while calculating load history deflections. The load history deflection solution did not converge. The expected deflection error is 1.803 mm
Information which may be helpful:
Changes made to try and resolve issue
Are you able to provide any guidance on how I may be able to get these models to converge in order to get accurate load history deflection results?
It would be best to have the model, then we can see your load steps, the supports, first order deflection, calc logs etc. . Secure File Upload
There are some useful tips in the program manual in the Load History chapter that might help. It could be due to runaway cracking, for example.
Hi Seth - I'm struggling with a similar issue and struggling to determine the cause. If you could assist me in determining what is the cause for Load History Deflections Not Converging that would be great. Additionally, after clicking 'Continue' when the warning appears is it correct that the deflections provided would still be applicable however just have a inaccuracy range of the 'expected deflection error' value provided? Thanks
FYI I have used the Secure File Upload to upload my model and linked this thread.
In your file, MEL MSCP L3 PT Design_Rev5_Alt.cpt, gives a warning in the 9th iteration of the "Sustained Load" step that's fairly small.
WARNING: An error has been found while calculating load history deflections. The load history deflection solution did not converge. The expected deflection error is 1.099 mm
Since the peak deflection for this step is over 30 mm, that seems like a minor deviation.
There are a number of sections that are significantly cracking in the analysis, but the overall deflection is about 3x the first order service deflection which is quite reasonable using a creep factor of 3.3 and a duration of over 10,000 days.
Using wide band beams with no torsional stiffness may be a factor. You could try rerunning it with "Normal" 2-way slab behavior on the beams to confirm.