The Meuse in the Netherlands is since the 1920s dammed by 7 weirs, which are located near Borgharen, Linne, Roermond, Belfeld, Sambeek, Grave and Lith. The weirs regulate the water levels in the canal sections (=stuwpanden) to provide sufficient depth for navigation. The management of the weirs is regulated by water level measurements at Maastricht St. Pieter (formerly Borgharen). The weirs dam the river for discharges lower than 1200 m3/s. For higher discharges the weirs are completely opened. Weir Linne is the oldest weir of the canalized Meuse and is part of the smallest canal section (=kanaalpand) of the Meuse. The weir consists just like the weirs of Roermond, Belfeld and Sambeek of two parts, a rough discharge regulating Poirée part and a accurate regulating Stoney part. Weir Linne maintains a water level of 20.80 m +NAP in the upper canal section. The canal section forms a navigable interchange between the Juliana Kanaal, Lateraal Kanaal, Kanaal Wessem-Nederweert and canal section Roermond. The weirs in the Dutch part of the Meuse have been constructed for a period between 80 and 100 years. The weirs are approaching the end of their lifetime in the period between 2020 and 2030. In this situation is not spoken about design lifetime because in the period when the weirs were constructed the design lifetime was not defined. Based on maintenance reports and inspections it is concluded that the weirs are not able to fulfill their functions properly, they need to be replaced or upgraded. The main reasons for replacement or upgrading are technical and functional aging and changing legislations. According to Rijkswaterstaat the weir of Linne has ended its lifespan in the year 2030. Aging of materials and changes in the ARBO legislations are issues of the weir. This conclusions is the result of inspections and analyzes over several years. Besides aging of materials also aging in functionality contributes to the decrease of the weir quality. The functionality of the weirs has been changed in time due to changing conditions, in the RINK project called "new risks". These functional changes can have their causes in changes of design assumptions, maintenance, usability and controllability or law and regulations. The weir of Linne has to deal with the risks of changing discharges, ASR degradation, operability and the weir does not meet the ARBO regulations. This graduation report is focused on the problems of weir of Linne. The aim of this thesis research is to improve the situation of weir Linne for the future situation by replacing of upgrading the weir. The weir should meet the requirements based on discharge and navigational purposes in the future. This report is made up at four scale levels, the problem is approached from a high scale level to lower scale levels. The levels are made up according to the elementary design cycle. The first scale level concerns the canalized Meuse in the Netherlands. Because canal section Linne is relatively small It is investigated if it is possible to remove weir Linne instead of renewing or upgrading of the weir. The second scale level focuses on canal section Linne. In this section the effect of the Maasplassen with respect to the water level changes of the canal section is investigated for high and low discharges. Also the effect of the water level changes to the weir management is investigated to obtain a clear view about the reaction time of weir operations with regard to opening and closure of the weir. The third design level concerns the construction of weir Linne. It is considered if according to the RINK reports the current weir construction should be renewed or upgraded. The chapter proceeds with a rough analysis about the required width and retaining height of the weir to obtain if the discharge capacity of the current weir is sufficient for the future. It is decided to upgrade the Poirée part of the weir, the last part of this design level concerns the determination of a new gate type for the Poirée part of the weir. The lowest design level is focusing on the design of the new weir gate. The gate is designed in high strength concrete. The dimensions of the gate elements are determined and the gate is checked to the requirements according to Eurocode 2. The last section of the lowest design level concerns the way of placing and connecting the new gate to the current construction. The result of the first design level is that abolishing canal section Linne by combining the canal section with the upstream or downstream canal sections is not advisable. Weir and weir section Linne should be maintained in the future. This hold also for the other canal sections of the Meuse corridor except for canal section Lith. Because this canal section is the most downstream section in the Meuse canalization and far away from Linne, interventions to this canal section would have no effect on weir and canal section Linne. However the result holds for the current layout of the Meuse corridor. If a new layout should be proposed for the canalization of the Meuse it should be analyzed if weir Linne should be maintained or removed. The Maasplassen have a damping effect on the water level changes in canal section Linne. The damping effect is the effect of the relation between the changing discharge with respect to the water level changes in the canal section. Due to the Maasplassen the water level changes develop more slowly compared to a situation without the Maasplassen. This is the result of the storage capacity of the Maasplassen. The damping effect of the Maasplassen is most preferable and effective during low discharges. Navigational dept is maintained for a longer period because the water level decrease proceeds slowly due to the connected lakes. The discharge accuracy of the weir is not sufficient for the small discharges in the future, to maintain the navigable depth during low discharges the discharge accuracy should be increased. The damping has less effect on extreme high discharges compared to low discharges. Because the canal section is relatively small the water level rise will be relatively quick regardless of the damping effect of the Maasplassen. An increase of the storage capacity of the Maasplassen has a minor influence on this effect. However, the banks and retention areas are omitted in the analysis of the effects of the Maasplassen to the water level changes in canal section Linne. The results are not exact however, relative to each other the variants do represent a clear view about the effect of the Maasplassen to the water level changes. The opening procedure shorter than 8 hours is reliable after high discharges are measured at measure point Maastricht St. Pieter. Investigations on running times of flood waves on the Meuse have been done are not valid any more. Due to the Grensmaasproject running times for food waves will change. It is not advisable according to the RINK (=Risico Inventarisatie Natte Kunstwerken) report to replace the total weir of Linne at the moment. It is advised to monitor the condition of the weir until the period 2030 - 2035 and to take after this period a final decision. After this period a decision should be made to replace the or maintain the current weir for a longer period. In this report is concluded to maintain the current weir construction instead constructing a new weir. Due to over dimensioning the concrete super construction is a robust construction. The upgrade of the current weir will be done by the removal of the Poirée gates and constructing a new gate on the old Poirée part. The Poirée gate does not meet the requirements according to the ARBO legislations and the gate is not able to be remote controlled. The new type of weir that is chose to replace the old Poirée gates is the inflatable flap gate. The flap gate is able to retain a the required water level, able to close the old Poirée part without large reconstruction of the weir. The gate fulfills (when properly designed) the ARBO legislations and is able to be remote controlled. The flap gate is designed in concrete class C90/105, this is a high strength concrete. High strength concrete is a durable construction material and requires less maintenance compared to steel constructions, especially in wet environments. The gate will be supported three air filled bladders, the bladders are placed next to each other. The concrete construction meets the requirements according to Eurocode 2. The checks of reinforcement, cracks and moment of failure are done for bending moments and shear resulting of loads perpendicular to the gate. Torsion due to for example failure of bladders is not taken into account. Checks to the concrete gate with regard to moments, cracks and failure due to torsion moments are also not taken into account. The gate will be placed as a prefabricated element. The element contains the gate, bladder, chain and supporting bottom plate. The plate is on upstream side placed at the rotation notches of the former Poirée gates and on the downstream side to the weir bottom. The gate could be further optimized, optimization could be done by for example reducing of the gate weight and curving the gate to increase the discharge capacity.