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Hi,

I am looking for a model to simulate dilution of contaminated groundwater into a surface water harbour dock.

The dock is approximately 300m long by 150m wide and 12m deep. The connection of the dock with open water is subject to tidal influence. The dock is engineered with impermeable walls but one section is subject to some groundwater ingress where the groundwater might be contaminated. I would like to model the dilution potential of the dock accounting for the tidal cycles. As a first approximation and to simplify the modelling, the dock wall will be assumed as vertical (i.e. no wetting and drying required).

My idea was to model the dock with a depth averaged 2D hydrodynamic model. One end of the dock would be an open water boundary with an imposed water height (tide). The rest of the dock would be an impermeable boundary except for the location of the groundwater ingress which would be subject to a input discharge (which I can calculate using another model). A contaminant concentration would be associated with that input flux and I would look at the evolution in concentration in the dock and especially at the open water boundary.

Is TELEMAC-2D suitable to model this? It seems to me that the hydrodynamics and tracers features of T2D would be suitable with the caveat that imposing the input flux might be challenging as that flux will not depend on the water height.

I have a lot of experience with the TELEMAC system both as a user and programmer using mostly its groundwater elements (sadly not open-sourced yet apparently...). I would therefore be willing to use some *slight* modification of the standard code if necessary.

Any comment on the general suitability of TELEMAC-2D would be appreciated before I start spending a lot time on this.

Kind regards to all and hi from Scotland,

Hi Jean-Philippe

Cool to see you again in the telemac community users.

Reading the description of your problem, I think telemac could be a good candidate.
You could impose your discharge as a boundary condition or as a source point.
To take account the water level in the discharge you should manually give a discharge curve or create a piece of program in the subroutine q.f (if you use the boundary condition) or debsce.f (if you choose the source).
I think this will be not too hard for you to modify those fortran programs in order to adapt the computation to your own problem

Hope this helps