The degradation of infrastructure and sea level rise cause the existing discharge capacity of the Stevin and Lorentz sluices at the Afsluitdijk to be insufficient. This thesis focuses on the design of a new discharge facility at the Afsluitdijk with the possibility to anticipate on the changing conditions at both the IJsselmeer and Wadden Sea. The system is schematised as a closed-off estuary system within a water storage model, based on the water balance equation and a wind model from SOBEK. In contrast to previous studies, this study takes extreme conditions into account instead of only the daily conditions. The water storage system depends on the following governing parameters: the wind setup, tidal movement, target water level, sea level rise, in- and outflow conditions, in which the sea level rise is used as the function parameter. Within this schematisation three normative design conditions are considered for the acceptable water level prolongation at the inner basin: (I) the maximum acceptable height, (II) an acceptable duration of the high water level event and (III) the target water level boundaries. By means of a general sea level rise computation, the analyses showed that during daily conditions the need for pumps is inevitable from a sea level rise of +0.25m or more, because the daily discharge driven by gravity becomes limited. However, during extreme conditions discharge driven by gravity remains beneficial up to a sea level rise of +1.00m. Pumping is the only option beyond this point. Two design options are considered to be feasible for the combination of discharge driven by pumps and gravity: the open discharge sluice and the venturi culvert. The open discharge sluice is capable of discharging large volumes via gravity. In combination with the four pumps within a vertical door, the complete tidal cycle is utilised to discharge water, resulting in the most economical design option. On the other hand, there is the discharge facility made up of venturi culverts equipped with large pumps, capable of pumping large volumes during negative head differences. In addition, this option is capable of pumping water during small positive head difference, resulting in a very efficient option to pump large volumes. However, this concept is more expensive compared to the open discharge sluice. Within this thesis the discharge facility is designed for the +0.85m sea level rise scenario, based on the financial optimum composition. This optimal composition consists of twenty seven venturi culverts and twelve open discharge sluices. The total available pump capacity of the discharge facility is 1,250m3/s, with a maximum discharge capacity by gravity of 4,000 m3/s. Consequently, the maximum energy consumption is 32MW, equivalent to 32,000 households and requires an investment of 1.4 billion. As a consequence of combining both design options, the discharge facility is capable of anticipating on small sea level rise variations without exceeding the tolerable limits. An insurmountable consequence of the design methodology is the overcapacity during daily circumstances. Only twelve of the twenty-seven pumps are required during daily conditions, the residual pumps are only required for the more extreme condition. The sensitivity analysis showed a possible reduction in pump capacity, due to small changes in the design conditions. These changes consist of: (I) an increase in acceptable water level duration, (II) an increase in summer target water level and (III) the possibility to allow temporary reduction of the target water level prior to the start of high inflow. The required discharge capacity by pumps decreases to 950 m3/s, a 25\% reduction compared to the initial design. Feasibility of a discharge facility, designed on the extreme conditions, is confirmed by means of the sensitivity analysis and endorses the strong relation between the required discharge capacity and the governing parameters of the water storage system.