EP0434521B1 - Hochwasserablass für Dämme und gleichartige Bauwerke - Google Patents

Hochwasserablass für Dämme und gleichartige Bauwerke Download PDF

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Publication number
EP0434521B1
EP0434521B1 EP90403592A EP90403592A EP0434521B1 EP 0434521 B1 EP0434521 B1 EP 0434521B1 EP 90403592 A EP90403592 A EP 90403592A EP 90403592 A EP90403592 A EP 90403592A EP 0434521 B1 EP0434521 B1 EP 0434521B1
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EP
European Patent Office
Prior art keywords
level
water level
spillway
predetermined
water
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Expired - Lifetime
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EP90403592A
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English (en)
French (fr)
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EP0434521A1 (de
Inventor
François Lemperiere
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GTM Entrepose SA
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GTM Entrepose SA
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Priority to AT90403592T priority Critical patent/ATE95257T1/de
Publication of EP0434521A1 publication Critical patent/EP0434521A1/de
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Publication of EP0434521B1 publication Critical patent/EP0434521B1/de
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    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02B—HYDRAULIC ENGINEERING
    • E02B8/00—Details of barrages or weirs ; Energy dissipating devices carried by lock or dry-dock gates
    • E02B8/06—Spillways; Devices for dissipation of energy, e.g. for reducing eddies also for lock or dry-dock gates
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02B—HYDRAULIC ENGINEERING
    • E02B7/00—Barrages or weirs; Layout, construction, methods of, or devices for, making same
    • E02B7/16—Fixed weirs; Superstructures or flash-boards therefor

Definitions

  • the present invention relates to a spillway spillway for dams and similar structures, of the type comprising a spillway threshold whose crest is located at a first predetermined level lower than a second predetermined level corresponding to a maximum level or highest water level , for which the dam is designed, the difference between said first and second levels corresponding to a predetermined maximum flow of an exceptional flood, and a mobile rise closing the weir.
  • a spillway threshold whose crest is located at a first predetermined level lower than a second predetermined level corresponding to a maximum level or highest water level , for which the dam is designed, the difference between said first and second levels corresponding to a predetermined maximum flow of an exceptional flood, and a mobile rise closing the weir.
  • the barrier with free overflow threshold offers compared to a work provided with valves the best safety vis-a-vis the hydrological hazard, which remains one of the major risks for the dams.
  • valve systems which close the overflow threshold when the valves are closed.
  • the valves of whatever nature, conventional or inflatable, of automatic or manual operation, are generally of a fairly high investment cost and they require periodic maintenance and maneuvers. They also require continuous human monitoring or a controlled mechanism reacting to the water level of the reservoir, a mechanism which is often expensive and sophisticated and which is never completely immune to failure.
  • the operational safety and reliability of a gated structure is lower than that of a structure with a free overflow threshold (not gated).
  • said rise comprises at least one rigid and massive rise element, which is placed on the crest of the overflow threshold and is held in place thereon by gravity, said element having a predetermined height, which is smaller than the difference of the first and second predetermined levels and which corresponds, for a water level substantially equal to said maximum level, to an average flood having a predetermined flow lower than said predetermined maximum flow, said riser being dimensioned in size and weight so that the moment of the thrust forces applied by water to the riser reaches the moment of gravity forces which tend to hold the riser in place on the threshold overflowing, and that consequently said rising element is unbalanced and driven out when the water reaches a third predetermined level higher than the top of the rising element, but at most equal to the second predetermined level.
  • the raising element (s) can be manufactured at a very moderate cost compared to the valves and, in the case where they are installed on the overflow threshold of an already existing dam, this installation can be done without the need for d '' make major modifications to the overflow threshold of the dam as we will see below.
  • a stop of predetermined height is preferably provided on the threshold overflowing at the foot of the raising element, on the downstream side thereof, to prevent it from sliding downstream on the threshold, without however preventing it from tipping over the stop when the water level reaches said third predetermined level.
  • the height of the stop is taken into account as will be seen below for the dimensioning in size and weight of the raising element or elements.
  • a seal may be disposed between the overflow threshold and the base of the riser, near the upstream edge of said base.
  • a seal is not absolutely essential if, in the absence of a seal, water leaks between the raising element and the overflow threshold are low and if the area of the overflow threshold on which the said elevation element (s) rests is suitably drained so that no appreciable underpressure can be established under the said elevation element (s).
  • means may be provided for automatically establishing an underpressure under the said raising element or elements when the water level reaches said third predetermined level, in order to promote the imbalance and the tilting of said or said rising elements when it becomes essential to evacuate an exceptional flood.
  • the invention can be applied both to the spillway of an existing dam and to that of a dam under construction.
  • the crest of the overhanging threshold is preferably leveled at a level lower than said first predetermined level and the one or more rising elements are placed on the leveled threshold.
  • the storage capacity of the dam can be kept equal to that which it had before the overflow threshold was lowered, or it can be increased depending on whether the elevating element (s) is given a height such that its or their apex finds at said first predetermined level, or at a level higher than this, but lower than said third predetermined level.
  • each rising element or a group of rising elements can be dimensioned so as to tilt for a predetermined water level lower than that at which another element or group of elements rise will tilt, the latter itself being dimensioned so as to tilt for a lower water level than that to which a third element or group of rise elements will tilt, and so on. In this way, a progressive increase in the evacuation capacity is obtained, if necessary, depending on the extent of the flood.
  • Figure 1 is a perspective view showing a structure, such as a dam, and its spillway spillway with free overflow threshold, to which the invention can be applied.
  • Figures 2a and 2b show, in vertical section and on a larger scale, the crest of the free overflow threshold of the dam of Figure 1 for two different water levels.
  • Figure 3 is an elevational view of the weir of Figure 1, seen from the downstream side and equipped with a fusible link according to the present invention.
  • FIG. 4 is a plan view of the weir of FIG. 3.
  • FIGS. 5a to 5e are views in vertical section making it possible to explain the operation of the fuse riser of the present invention, before, during and after the passage of a flood.
  • Figure 6 is a graph showing the various forces which, in service, can be applied to a riser according to the present invention.
  • FIG. 7 is a graph representing the variations of the moments of the driving and resistant forces as a function of the height of water above the overflow threshold, as well as the variations of the flow of water discharged as a function of the height of the overflow blade.
  • Figures 8a to 8c are cross-sectional views for comparing heights maximum of overhanging blades in the case of the present invention for rising elements having different heights (FIGS. 8a and 8b) and in the case of a known free overhanging threshold (FIG. 8c).
  • Figure 9 is a vertical sectional view showing a lifting element of the present invention, which is associated with a triggering device for tilting.
  • FIGS. 10a to 10c show, on a larger scale, various protective devices which can be provided at the upper end of the trigger device of FIG. 9.
  • Figures 11a to 11g show, in perspective, various embodiments of a rising element according to the present invention.
  • Figures 12 to 14 show, in vertical section, other alternative embodiments of the raising element of the invention.
  • FIG. 15 shows, in perspective, a detail of the rising element of FIG. 14.
  • Figure 16 shows, in perspective, another embodiment of the raising element of the invention.
  • FIG. 17 is a front view, downstream side, of the raising element of FIG. 16.
  • Figure 18 is a plan view of the riser of Figures 16 and 17.
  • Figure 19 is a sectional view along line XIX-XIX of Figure 18.
  • Figures 19a and 19b are views similar to that of Figure 19, showing variants.
  • Figure 20 is a view similar to Figure 19 showing another variant.
  • Figures 21 and 22 are plan views showing two other variants.
  • the structure 1 shown in FIG. 1 can be an embankment dam or a concrete or masonry dam.
  • the invention is not limited to the type of dam shown in FIG. 1, but on the contrary it can be applied to any type of known dam with a free overflow threshold.
  • the reference number 2 designates the crest of the dam, the number 3 its downstream facing, the number 4 its upstream facing, the number 5 a spillway spillway, the number 6 the weir threshold 5 and the number 7 an evacuation channel.
  • the spillway 5 can be located in the central part of the dam 1 or at the end of it or even excavated on a bank without this altering the possibility of using the invention.
  • the level RN of the normal reservoir in operation is that of the crest 8 of the overflow threshold 6. This level RN determines the maximum volume of reservoir that can be kept by the reservoir formed by the dam.
  • the vertical distance R called revenge, between the crest 8 of the weir and the crest 2 of the dam is the sum of two terms, namely, on the one hand, an increase h1 in the water level due to a flood, up to a maximum level RM or highest water level (PHE), allowing the discharge of the maximum flood (figure 2b) for which the structure is dimensioned, and, on the other hand, an additional height h2 intended to protect the ridge 2 of the dam against the oscillations of the water level at its maximum level RM (effect of wind, waves, etc.).
  • the reservoir portion located between the normal retention level RN and the maximum level RM is not stored and is therefore lost for operation.
  • One of the aims of the invention is to enable the level of normal operation of the reservoir to be raised almost permanently. increase its storage capacity, except during exceptional floods.
  • the invention provides for placing on the overhanging threshold 6 an increase 10, constituted by at least one solid element 11, for example five elements 11a-11e as shown in FIGS. 3 and 4, said increase 10 or the elements 11 being able to support, without breaking, the water load corresponding to a moderate spill (allowing the passage of the most frequent floods) while resisting by the effect of gravity, and being made fusible by tilting for a predetermined water load corresponding to a level N at most equal to the maximum level RM and then allowing the passage of the strongest floods.
  • an increase 10 constituted by at least one solid element 11, for example five elements 11a-11e as shown in FIGS. 3 and 4, said increase 10 or the elements 11 being able to support, without breaking, the water load corresponding to a moderate spill (allowing the passage of the most frequent floods) while resisting by the effect of gravity, and being made fusible by tilting for a predetermined water load corresponding to a level N at most equal to the maximum level RM and then allowing the passage of the strongest floods.
  • the number of elevating elements 11 is not limited to five elements as shown in Figures 3 and 4, but may be smaller or larger depending on the length of the weir 5 (measured in the longitudinal direction of the dam) .
  • the number of elevating elements 11 is chosen so as to obtain low unit masses allowing easy installation and replacement of said elevating elements.
  • each elevation element 11 is placed on the overflow threshold 6 and is held thereon by gravity.
  • each rising element 11 is retained, against any sliding downstream, by a stop 12 located at the foot of the element 11, on the downstream side thereof.
  • the stop 12 can for example be embedded in the threshold 6, as shown for example in Figure 5a, and it can be discontinuous as shown in Figures 3 and 4. However, if desired, the stop 12 could be continuous.
  • the height of the stop 12 is predetermined, but it can be variable according to the forces involved and according to the water level from which it is desired to initiate the tilting of each rising element 11.
  • seals 13 are also provided between the vertical side walls, two by two facing each other, adjacent elevation elements 11 as is also visible in FIG. 4.
  • a seal 15 is also provided between the overflow threshold 6 and the base of the elevating elements 11 near the upstream edge 16 of said base as is for example visible in Figures 4 and 5a.
  • FIG. 5c represents the seal 15 carried by the raising element 11, the seal 15 could also be installed in a groove provided in the overflow threshold 6. As shown in FIG.
  • the seals 13 and the seal 15 when the latter is provided, are arranged in the same vertical plane.
  • a drainage system can be arranged in a known manner in the overflow threshold 6, in the zone thereof underlying upward 10, in order to dry out this area and to avoid that under normal pressure, pressure is applied to the elevating elements 11.
  • the rise 10 of the present invention makes it possible to raise the level of the normal restraint of the level RN (level of the normal restraint of the free overflow threshold 6, that is to say without the rise 10) up to the level RN 'corresponding to the height of the rise 10 above the threshold 6.
  • each rise element 11 is dimensioned so as to be self-supporting for a water load below a level predetermined N, itself at most equal to the maximum level RM already mentioned above.
  • said predetermined level is equal to the level RM
  • the water pours over the rise 10 as shown in Figure 5b, without the increase is not destroyed.
  • the water level drops to level RN 'or to a lower level if water is drawn into the reservoir.
  • Protection can for example be constituted by floating lines on the reservoir, at a certain distance upstream of the weir, or by stop devices fixed on the upstream facing of the dam.
  • the dams and overflow weirs are dimensioned so that the level of the lake (level of the reservoir) reaches the maximum level RM for the exceptional flood envisaged (project flood).
  • This flood may for example be the flood occurring only one year in a thousand (millennial flood).
  • the flow of this project flood is for example 200 m3 / s and that the free spillway 6 has a length of 40 m.
  • the height H of the water layer necessary to evacuate the flow of the project flood corresponds to 5 m3 / s per linear meter of threshold.
  • the level of the threshold 6 of the weir 5 is leveled 2 m below the maximum level RM to allow the evacuation of the millennial flood, and we lose therefore a useful volume of water corresponding to a 2 meter section.
  • the level of the normal reservoir RN ' is raised to 1.20 m above the level of the normal reservoir RN of the overflow threshold 6 free, that is to say without the elevating elements 11.
  • elevation elements 11 having a height greater than 1.2 m the height of the admissible sheet of water will be less than 0.8 m and it will be necessary to allow the destruction of the elevation elements, for example every 10 years , but the level of normal restraint will be further increased.
  • elevation elements 11 having a height less than 1.2 m we can admit a sheet of water having a height greater than 0.8 m, the elevation elements then being destroyed than every 50 or 100 years, but the level of normal withholding will then be lower than in the previous cases.
  • the choice of the height of the elevating elements 11 is therefore essentially an economic choice. In general, it is probably desirable to fix the time interval between two successive total destructions of the fusible riser at approximately 20 years, which would lead to a theoretical height of 1.2 m for the augmentation elements in the example considered here.
  • the destruction of the first element 11c by a medium-sized flood may be sufficient for the flow of the flood without additional rise in the water level, which avoids the destruction of the other elements 11a, 11b, 11d and 11e .
  • the margin of 10 cm which is thus taken is added to the maximum permissible overhanging blade height, so that the height of the rising elements and, consequently, the slice of water gained (RN'-RN) becomes equal to 1.1 m (2m-0.8m-0.1m) in the example considered here.
  • the tilting of the elevation element (s) 11 and, consequently, their destruction depends on the balance between, on the one hand, the motor moment, that is to say the moment of the forces which tend to overturn the element considered, and, on the other hand, the resisting moment, that is to say the moment of the forces which tend to stabilize said rising element.
  • a trigger device directly linked to the water level, is not provided to trigger the tilting of the raising element with precision for a predetermined water level, the water height corresponding to the above-mentioned equilibrium cannot be fixed only with a margin of uncertainty of up to 0.2 m. Under these conditions, it is necessary, for safety, to reduce the height of the elevation element (s) 11 by an amount corresponding to this margin of uncertainty, for example 0.2 m.
  • it is possible to avoid having to reduce the height of the lifting elements by providing a trigger device which will be described later with reference to FIG. 9.
  • FIG. 6 shows the various forces which, in service, can be applied to a lifting element 11 of the present invention.
  • the element 11 has a parallelepiped shape and has a width L and a height H1.
  • RM designates the maximum level as before
  • B designates the height of the stop 12 above the threshold
  • H2 designates the height of the maximum permissible overhanging blade above the elevation element 11
  • z indicates the water level.
  • the driving forces which tend to tilt the raising element 11 are the thrust P of the water on the upstream face of the raising element 11 and the underpressure U which is possibly exerted on the base surface.
  • the resistive forces, which tend to stabilize the riser 11, are the sum W of the self-weight of the riser 11 and the weight of the column of water possibly present above said rising element.
  • Mm is the motor moment in the absence of underpressure U
  • MmU is the motor moment in the presence of an underpressure U
  • ⁇ w is the density of water
  • ⁇ b is the average density of l 'rising element.
  • vent pipe 21 which, in service normal, puts the area underlying the rising element 11 in relation to the atmosphere, the upper end 21a of the vent pipe 21 being situated at a level N equal to the level for which it is desired that the tilting of the elevation element 11 occurs.
  • the pipe 21 can be straight and pass through the raising element 11 as shown in solid lines in FIG. 9, or it can be bent as shown in phantom in 21 'in FIG. 9, so that its end upper is offset upstream relative to the elevating element 11, or the vent pipe can be partially embedded in the threshold 6 as also shown in phantom in 21 '' in Figure 9.
  • the levels N1, N2 and RM FIG.
  • each vent pipe 21 is associated with each raising element and each pipe 21 extends upwards to a level N equal to the level N1 or N2 or RM for which the corresponding element must tilt.
  • the zones of the threshold 6 which are underlying the raising elements which have to tilt for different water levels, must be isolated from each other by the appropriately arranged seals.
  • each vent pipe 21 can be fitted with a protection device against the floating bodies, so as not to be blocked by them, or a wave protection device, so that one or more successive waves do not inadvertently trigger the tilting of the elevating element 11.
  • a protection device against the floating bodies so as not to be blocked by them
  • a wave protection device so that one or more successive waves do not inadvertently trigger the tilting of the elevating element 11.
  • Such protective devices are shown in Figures 10a to 10c.
  • the protection device of FIG. 10a essentially consists of a funnel 22, the upper edge 23 of which is at a level higher than the level N and which comprises at least one small hole 24 at a level lower than the level N.
  • the protection device consists of the pipe 21 itself, the upper end of which is bent in the form of a siphon 25.
  • the protection device of FIG. 10c consists of a bell 26 , which covers the upper end 21a of the vent pipe 21 and the apex 27 of which is at a level slightly
  • the overflow threshold 6 of which was initially leveled depending on the project flood initially chosen, at a level determining the level of the normal reservoir RN (FIG. 8c), to level the threshold 6 a few decimeters below its current coast (corresponding to RN) and to place on the leveled threshold 6 a fuse increase 10 in accordance with the present invention, composed of at least one increase element 11 dimensioned in size and weight as described above to switch around the stop 12 when the water level reaches a predetermined level at most equal to the maximum level RM corresponding to the project flood.
  • the probability of opening of the increase 10 is not modified but, in the event of an exceptional flood, the flow section available after total destruction of the increase 10 is notably increased for the same water level in restraint, this which makes it possible to safely pass a flood having a flow rate much higher than that of the flood for which the structure was originally dimensioned.
  • the height chosen for the elevating elements 11 is equal to the leveling height of the threshold 6 (FIG. 8a)
  • each raising element 11 is constituted by a block having roughly a parallelepiped shape.
  • the block 11 can be a monolithic block, of reinforced or unreinforced concrete, with a flat upper face (FIG. 11a) or curved (FIG. 11b).
  • each raising element 11 can be constituted by a hollow block as shown in FIG. 11c, comprising one or more cells filled with ballast 32, such as for example sand, gravel or other materials weighing in bulk.
  • a cover (not shown) can be provided for closing the cell or cells 31 after they have been filled with ballast.
  • FIG. 11c is particularly suitable when the rise 10 must comprise several rise elements all having the same height, but having to tilt for different water levels. In this case, it suffices to adjust the weight of each of the elevating elements 11 by an appropriate amount of ballast to obtain the tilting of the element of corresponding increase for the desired predetermined water level.
  • each raising element 11 may be constituted by an assembly of plates, made of concrete, steel or any other suitable rigid and heavy material.
  • the plate assembly may include a rectangular base plate 33, horizontal or substantially horizontal, and a rectangular plate 34, vertical or substantially vertical, which rises from the downstream edge of the base plate 33.
  • the weight of the water column situated above the base plate 33 contributes, as a resisting force, to stabilize the rising element as long as the water level n 'has not reached the predetermined level at which the tilting of said rising element occurs.
  • the assembly of plates can comprise several substantially rectangular 34, vertical or substantially vertical, plates which are joined by their lower edge to the base plate 33 and which are joined in pairs by their edges vertical so as to form a sort of screen. All the plates 34 have the same height, but they can have the same width (FIG. 11e) or different widths (FIGS. 11f and 11g).
  • each rising element has a non-rectilinear crest line, for example a sawtooth line (figure 11e), or a truncated sawtooth line (figure 11f) or even a crenelated line (figure 11g).
  • FIG. 11d in which the raising element 11 is seen from the downstream side, in FIGS.
  • FIGS. 11e to 11g the raising element 11 is seen from the upstream side.
  • the embodiments shown in FIGS. 11e to 11g are interesting because they make it possible to increase the length of discharge, which, for a same water level, reduces the height of the overflow blade necessary for the evacuation of the lowest flood flows, therefore the most frequent, without causing the destruction of the rise and without compromising safety, as has already explained above.
  • this makes it possible to correspondingly increase the height of the lifting elements and, consequently, to the same extent the level of the normal restraint.
  • a slot arrangement like that of FIG. 11g, tripling the length of discharge makes it possible to reduce by half the height of the discharge blade at low flow rates, which allows a corresponding increase in the storage capacity of the reservoir without reduce the possibility of evacuation of exceptional flood flows.
  • FIG. 12 represents, in vertical section, a rising element 11 similar to those of FIGS. 11d to 11g, equipped in addition with a vent pipe 21 having the same function as that of FIG. 9.
  • the horizontal plate 33 is fixed to the vertical plate 34 so as to be at a distance above the threshold 6, and it comprises, on the upstream side, a flange 33a directed downwards.
  • the seal 15 is disposed between the flange 33a and the threshold 6.
  • Below the plate 33 is thus formed a chamber 35, into which the pipe 21 opens at its lower part.
  • An orifice 36 is provided at the base of the plate 34, the orifice 36 having a smaller section than that of the pipe 21.
  • FIG 13 shows, in vertical section, an elevation element 11 composed of several modules 11g to 11j which are stacked on top of each other.
  • the modules Preferably, the modules have shapes such that they fit into each other so as not to slide relative to each other, in service, under the pressure of the water.
  • the modules can all have the same vertical dimension or different vertical dimensions; for example, the upper module 11j has a smaller vertical dimension than those of the other modules.
  • FIG. 14 shows a modular elevating element 11 like that of FIG. 13, but formed by an assembly of plates 33, 34 and 37.
  • the plates 33 and 34 are rigidly fixed together, while the plate 37 can be mounted removably on the plate 34 to enhance the latter.
  • the plates 34 and 37 can be held together by at least two pairs of plates 38, one pair of which is visible in FIGS. 14 and 15, and which are rigidly fixed to one of the two plates 34 and 37.
  • the plates 38 one can also use bars extending over the entire length of the plates 34 and 37.
  • a seal 39 is provided between the plates 34 and 37.
  • more can be expected.
  • the parts of the raising element 11 which are identical or which play the same role as those of the preceding embodiments, in particular those represented in FIGS. 11f and 12 , are designated by the same reference numbers.
  • the upstream plates or panels 34a of the riser 11 are vertical and have a rectangular shape
  • the downstream plates or panels 34b have a trapezoidal shape and are inclined from upstream to downstream, their upper edge being more downstream than their lower edge.
  • the side and intermediate plates or panels 34c are vertical and have a trapezoidal shape.
  • the extension of the length of the discharge perimeter makes it possible, for a given flow rate, to reduce the height or the thickness of the discharge blade and, consequently, to increase correspondingly the height of the lifting elements.
  • the plates or panels 34a, 34b and 34c, as well as the bottom plate 33 are preferably made of steel, but they could also be made of concrete, plastic or any other suitable material.
  • the plate bottom 33 rests on and is anchored to a sole 41.
  • the sole 41 is preferably made of concrete, for example reinforced concrete.
  • the sole 41 has, seen from above, a trapezoidal perimeter, the large base of which is on the upstream side and the small base of the downstream side.
  • the sole 41 itself rests on a frame 42 having a trapezoidal perimeter corresponding to that of the sole 41.
  • the support frame 42 can be made for example of concrete, loaded or not, reinforced concrete , steel, plastic, or any other suitable material.
  • Two stops 12 are provided near the ends or at the ends of the downstream side of the support frame 42. These two stops 12 can be made in one piece with the support frame 42.
  • the support frame 42 is placed on threshold 6, previously leveled in the case of an already existing threshold or previously fitted out in the case of a new structure.
  • the threshold 6 is then reconstituted by a cement grout 6a serving to anchor the support frame 42 of which only the upper face is flush with the reconstituted threshold to receive and support the elevating element 11.
  • the underside of the sole 41 is hollowed out so as to define a chamber 35 between it and the top of the threshold 6.
  • At least one notch 36 is formed in the sole 41 on the front side of it.
  • the notch 36 defines a drainage orifice making it possible to evacuate any water present in the chamber 35.
  • the crest line of the riser 11 has two waves which respectively define two cells on the upstream side of the riser.
  • an added well 43 In one of the cells is disposed an added well 43, the bottom of which is pierced with an orifice which is coincident with two other orifices respectively drilled in the bottom plate 33 and in the sole 41 and which form a passage 44 the interior of the well 43 in communication with the chamber 35.
  • the well 43 has a horizontal section of approximately rectangular shape and greatly elongated in the upstream-downstream direction. This elongated shape makes it possible to obtain a very long discharge perimeter when the water level reaches the upper edge of the well.
  • the well 43 has a vertical extension 45.
  • the extension 45 forms a deflector which improves the flow regime of the water and at the same time serves to deflect any floating bodies to prevent them from enter well 43.
  • the well 43 can be made of steel, concrete, plastic or any other suitable material and, depending on the material used, it can be fixed to the bottom plate 33 and the downstream plate 34b by welding, by gluing, by bolting or by any other suitable fixing means.
  • the well 43 extends upward to a level N 'higher than the level RN' corresponding to the crest line of the rising element 11 and defining the level of normal restraint.
  • the formula (22) concretely highlights the sensitivity of the system: for a small variation in height z1 of the sheet of water pouring into well 43, there is a significant amplification effect on the height of water z2 in well 43.
  • This height of water z2 in well 43 therefore creates on the upper wall of the chamber 35, that is to say on the underside of the sole 41, an underpressure or lifting force which tends to tilt the raising element around the two stops 12. It is therefore possible to ensure that that, when the water level reaches a predetermined level N, the water in the well 43 quickly reaches a level sufficient to cause the tilting of the raising element.
  • the bottom plate 33, the plates 34a, 34b and 34c as well as the sole 41 are made in one piece, for example in concrete (FIG. 19a) or in a plastic material (figure 19b).
  • the elevation element 11 shown in figures 19a and 19b is identical to that of FIG. 19.
  • FIG. 20 shows an elevation element 11 similar to that of FIG. 19, but without a well 43.
  • the elevation element 11 of FIG. 20 does not have an opening in the sole 41 and in the plate bottom 33, that is to say that the opening 44 of Figure 19 is absent.
  • the water supply to the chamber 35 is here effected by a pipe 46, which is embedded in the threshold 6.
  • One end of the pipe 46 has a vertical part 46a which opens into the chamber 35, and its other end is connected to a water intake, which is located at any point upstream of the dam and which can have a shape such as that shown in FIGS. 10a to 10c or even a shape similar to that of well 43.
  • the elevating elements 11 switch individually or in groups, for example two elevating elements each time, and this for successive water levels whose values are increasing, it will suffice to give the well 43 of the various elevation elements 11 of different heights corresponding to the successive levels for which the tilting of rising elements must occur.
  • elevation element 11 depicted in Figures 16-18 has a two-wave crest line
  • its crest line could have a smaller or greater number of waves, for example a wave as shown in the figure 21 or three waves as shown in Figure 22.
  • Figure 22 shows only one well 43, it could be provided for example two wells respectively disposed in the end cells as shown in phantom in this figure.
  • the height of the rise 10 depends on an economic choice, on the desired progressiveness in the tilting of the various rising elements, on the precision of the water level at which the tilting (precision which can be improved by providing a water additive trigger device at the base of the raising element, as described above) and of the shape of the crest line of the raising, line which can be straight, broken, curved or wavy.
  • the height of the resulting rising elements can vary between 0.9 m and 1.5 m, allowing, depending on the options taken, to gain between 45 and 75% of the slice of water that would be lost without the use of the fuse holder.
  • the fusible link of the present invention makes it possible to substantially and almost permanently increase the storage capacity of a dam or other structure to free overflow threshold, while maintaining or increasing the operational safety specific to structures with free overflow threshold, reliably allowing the evacuation of exceptional floods by automatic opening (tilting of at least one element of the rise) without any monitoring or any human intervention or control device. It is also clear that the surge can be manufactured and installed on the weir sill of a dam or other structure for a lower cost than that of previously known valves, and without major modification of the weir sill.
  • the seal 15 located at the base of the raising element may not be located near the upstream edge of said base, but at any other desired location under the base.

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  • Engineering & Computer Science (AREA)
  • General Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Mechanical Engineering (AREA)
  • Civil Engineering (AREA)
  • Barrages (AREA)
  • Revetment (AREA)
  • Sewage (AREA)
  • Building Environments (AREA)
  • Hydraulic Turbines (AREA)
  • Catching Or Destruction (AREA)
  • Other Liquid Machine Or Engine Such As Wave Power Use (AREA)
  • Sanitary Device For Flush Toilet (AREA)
  • Circuit Arrangements For Discharge Lamps (AREA)
  • Transition And Organic Metals Composition Catalysts For Addition Polymerization (AREA)
  • Solid-Sorbent Or Filter-Aiding Compositions (AREA)
  • Medicines Containing Material From Animals Or Micro-Organisms (AREA)
  • Hydrogenated Pyridines (AREA)
  • Paper (AREA)
  • Bidet-Like Cleaning Device And Other Flush Toilet Accessories (AREA)
  • Operating, Guiding And Securing Of Roll- Type Closing Members (AREA)
  • Separation Of Suspended Particles By Flocculating Agents (AREA)
  • Road Paving Structures (AREA)
  • Fertilizing (AREA)
  • Buildings Adapted To Withstand Abnormal External Influences (AREA)
  • Sink And Installation For Waste Water (AREA)
  • Massaging Devices (AREA)
  • Devices For Dispensing Beverages (AREA)

Claims (16)

  1. Hochwasserüberlauf für Dämme und gleichartige Bauwerke, aufweisend eine Überlaufschwelle (6), deren Krone (8) auf einem ersten vorbestimmten Pegel (RN) gelegen ist, der tiefer liegt, als ein zweiter vorbestimmter Pegel (RM), welcher einem maximalen Pegel oder einem Pegel des höchsten Wasserstandes (PHE) entspricht, für den der Damm konzipiert ist, wobei die Differenz des besagten ersten und zweiten Pegels (RN und RM) einer vorbestimmten maximalen Durchflußmenge eines außergewöhnlichen Hochwassers entspricht, sowie ein den Überlauf (5) versperrendes automatisches Schützentor (10), dadurch gekennzeichnet, daß das besagte Schützentor (10) mindestens ein starres und massiges Schützentorelement (11) umfaßt, das auf die Krone (8) der Überlaufschwelle (6) aufgesetzt ist und auf dieser durch Schwerkraft in seiner Lage gehalten wird, wobei das besagte Element (11) eine vorbestimmte Höhe (H₁) besitzt, die kleiner ist, als die Differenz des ersten und zweiten vorbestimmten Pegels (RN und RM), und die für einen Wasserstand, der dem besagten maximalen Pegel (RM) im wesentlichen gleich ist, einem mittleren Hochwasser entspricht, welches eine schwächere vorbestimmte Durchflußmenge aufweist, als die besagte maximale vorbestimmte Durchflußmenge, wobei das Schützentorelement (11) bezüglich Größe und Gewicht so dimensioniert ist, daß das Moment der vom Wasser auf das Schützentorelement (11) ausgeübten Druckkräfte das Moment der Gewichtskräfte erreicht, die das Schützentorelement auf der Überlaufschwelle (6) in seiner Lage halten, und daß als Folge das besagte Schützentorelement aus dem Gleichgewicht gebracht und herausgestoßen wird, wenn das Wasser einen dritten vorbestimmten Pegel (N) erreicht, der höher liegt, als der Scheitel des Schützentorelements (11), aber höchstens gleich dem zweiten vorbestimmten Pegel (RM) ist.
  2. Überlauf nach Anspruch 1, dadurch gekennzeichnet, daß ein Widerlager (12) mit vorbestimmter Höhe (B) auf der Überlaufschwelle (6) am Fuß des Schützentorelements (11) auf der stromabwärtigen Seite desselben vorgesehen ist, um es daran zu hindern auf der besagten Schwelle stromabwärts zu gleiten.
  3. Überlauf nach Anspruch 1 oder 2, dadurch gekennzeichnet, daß im Fall eines bestehenden Überlaufs (5) die Krone (8) der Überlaufschwelle (6) auf einen tieferen Pegel als der besagte vorbestimmte erste Pegel (RN) abgetragen wird, und daß das Schützentorelement (11) auf die abgetragene Schwelle aufgesetzt wird und eine solche Höhe aufweist, daß sich sein Scheitel mindestens auf dem besagten ersten vorbestimmten Pegel (RN) befindet, jedoch auf einem Pegel (RN'), der niedriger ist, als der besagte dritte vorbestimmte Pegel (N).
  4. Überlauf nach einem der Ansprüche 1 bis 3, dadurch gekennzeichnet, daß eine Dichtung (15) zwischen der Überlaufschwelle (6) und der Sohle des Schützentorelementes (11) nahe dem stromaufwärtigen Rand (16) der besagten Sohle angeordnet ist.
  5. Überlauf nach einem der Ansprüche 1 bis 4, dadurch gekennzeichnet, daß sich das besagte Schützentorelement (11) in der Form eines im großen und ganzen quaderförmigen monolithischen Blocks darbietet.
  6. Überlauf nach einem der Ansprüche 1 bis 4, dadurch gekennzeichnet, daß sich das besagte Schützentorelement (11) in der Form eines im großen und ganzen quaderförmigen hohlen, mit Ballast (32) gefüllten Blocks darbietet.
  7. Überlauf nach einem der Ansprüche 1 bis 4, dadurch gekennzeichnet, daß das besagte Schützentorelement (11) durch einen Verband von Platten (33,34) gebildet ist, der mindestens eine im wesentlichen horizontale Grundplatte (33) und mindestens eine im wesentlichen vertikale und im wesentlichen rechteckige (34) Platte umfaßt, die sich von der Grundplatte (33) aus erstreckt.
  8. Überlauf nach Anspruch 7, dadurch gekennzeichnet, daß sich die vertikale Platte (34) vom stromabwärtigen Rand der Grundplatte (33) aus erstreckt.
  9. Überlauf nach Anspruch 7, dadurch gekennzeichnet, daß der besagte Verband mehrere im wesentlichen rechteckige und im wesentlichen vertikale Platten (34) umfaßt, die durch ihren unteren Rand mit der Grundplatte (33) verbunden sind und die durch ihre vertikalen Ränder paarweise in einer Weise verbunden sind, daß eine Art spanische Wand gebildet wird.
  10. Überlauf nach einem der Ansprüche 1 bis 9, dadurch gekennzeichnet, daß das besagte Schützentorelement (11) eine nicht geradlinige Kronenlinie aufweist.
  11. Überlauf nach einem der Ansprüche 1 bis 10, dadurch gekennzeichnet, daß mehrere Schützentorelemente (11) dicht nebeneinander längs der Krone (8) der Überlaufschwelle (6) angeordnet sind, wobei Dichtungen (13) zwischen den einander gegenüberliegenden vertikalen Wänden aneinandergrenzender Schützentorelemente angeordnet sind.
  12. Überlauf nach Anspruch 11, dadurch gekennzeichnet, daß die Schützentorelemente (11) derart dimensioniert sind, daß mindestens ein erstes Schützentorelement (11c) aus dem Gleichgewicht gebracht wird, wenn das Wasser den besagten dritten vorbestimmten Pegel (N₁) erreicht, wobei dieser niedriger ist, als der besagte zweite vorbestimmte Pegel (RM), daß mindestens ein zweites Schützentorelement (11b, 11d) aus dem Gleichgewicht gebracht wird, wenn das Wasser einen zwischen dem zweiten und dritten vorbestimmten Pegel (RM und N₁) enthaltenen vierten vorbestimmten Pegel (N₂) erreicht, und daß mindestens ein drittes Schützentorelement (11a, 11e) aus dem Gleichgewicht gebracht wird, wenn das Wasser einen vorbestimmten fünften Pegel erreicht, der höher als der vierte Pegel (N₂) und höchstens gleich dem zweiten vorbestimmten Pegel (RM) ist.
  13. Überlauf nach einem der Ansprüche 1 bis 12, dadurch gekennzeichnet, daß eine Öffnung (36) auf der stromabwärtigen Seite des Schützentorelementes vorgesehen ist, um den darunterliegenden Raum zwischen dem Schützentorelement (11) und der Schwelle (6) zu entleeren.
  14. Überlauf nach Anspruch 13, dadurch gekennzeichnet, daß er mindestens einen Kanal (21, 43) umfaßt, der im Normalbetrieb den besagten darunterliegenden Raum zwischen dem Schützentorelement (11) und der Schwelle (6) mit der Atmosphäre verbindet, wobei das obere Ende des Kanals (21, 43) auf einem Pegel angeordnet ist, der dem besagten dritten vorbestimmten Pegel (N) gleich oder im wesentlichen gleich ist und in lotrechter Richtung vom Schützentorelement (11) oder stromaufwärts von diesem angeordnet ist.
  15. Überlauf nach Anspruch 14, dadurch gekennzeichnet, daß die Unterseite des Schützentorelementes (11) derart ausgespart ist, daß eine Kammer (35) gebildet wird, und der Kanal (21, 43) an seinem unteren Teil in die besagte Kammer (35) mündet.
  16. Überlauf nach einem der Ansprüche 1 bis 15, dadurch gekennzeichnet, daß das besagte Schützentorelement (11) mehrere Teile (11g-11j; 34,37) umfaßt, die jeweils aufeinandergestapelt sind.
EP90403592A 1989-12-21 1990-12-14 Hochwasserablass für Dämme und gleichartige Bauwerke Expired - Lifetime EP0434521B1 (de)

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FR8916960 1989-12-21
FR8916960A FR2656354B1 (fr) 1989-12-21 1989-12-21 Deversoir evacuateur de crues pour barrages et ouvrages similaires.

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EP0434521A1 EP0434521A1 (de) 1991-06-26
EP0434521B1 true EP0434521B1 (de) 1993-09-29

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FR2870580A1 (fr) 2004-05-21 2005-11-25 Sc Brevets Lepelletier Soc Civ Transmission automatique multivitesses pour voitures particulieres ou vehicules utilitaires
WO2018142059A1 (fr) 2017-01-31 2018-08-09 Hydroplus Déversoir évacuateur de crues pour barrages et ouvrages similaires comportant un dispositif integre d'aeration de la nappe d'eau aval

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FR2671116B1 (fr) * 1990-12-28 1993-05-07 Gtm Batimen Travaux Publ Evacuateur de crues exceptionnelles pour barrage comportant au moins deux dispositifs d'evacuation de crues.
FR2733260B1 (fr) * 1995-04-19 1997-05-30 Hydroplus Dispositif pour declencher la destruction d'une partie choisie d'un ouvrage hydraulique tel qu'une levee, une digue ou un barrage en remblai, et ouvrage hydraulique comportant un tel dispositif
FR2743829A1 (fr) * 1996-01-19 1997-07-25 Hydroplus Hausse automatique pour ouvrage hydraulique tel que seuil en riviere, deversoir sur un barrage ou sur une digue de protection
CN1295398C (zh) * 2004-09-21 2007-01-17 河海大学 水垫型消除水翅泄水建筑物中墩
CN1298935C (zh) * 2004-09-21 2007-02-07 河海大学 负荷分配型消除水翅泄水建筑物中墩
US7785037B2 (en) * 2007-05-29 2010-08-31 Lederer Gary Spillway hydroelectric turbine
WO2009050342A1 (fr) * 2007-10-19 2009-04-23 Hydroplus Hausse fusible
US20100132108A1 (en) * 2008-06-02 2010-06-03 Weyand Helmut Rudi Pre-fabricated device for creating a vanishing edge effect and process for creating the same
CA2770782C (en) * 2011-05-18 2013-07-09 Yuji Unno Hydraulic power generating apparatus
US9689130B1 (en) 2012-02-29 2017-06-27 J.F. Brennan Co., Inc. Submersible bulkhead system and method of operating system
US8876431B1 (en) 2012-02-29 2014-11-04 J.F. Brennan Co., Inc. Submersible bulkhead system and method of operating same
RU2506369C1 (ru) * 2012-08-31 2014-02-10 Открытое акционерное общество "Федеральная гидрогенерирующая компания-РусГидро" Способ возведения тонкостенного лабиринтного водослива из сборных железобетонных элементов
EP2812497A1 (de) * 2012-12-05 2014-12-17 Raycap Intellectual Property, Ltd. Schleuse für freie überlaufdämme
WO2014086402A1 (en) 2012-12-05 2014-06-12 Raycap Intellectual Proterty Ltd. Gate for free spillway weirs
CZ306409B6 (cs) * 2014-12-18 2017-01-11 ÄŚeskĂ© vysokĂ© uÄŤenĂ­ technickĂ© v Praze, Fakulta stavebnĂ­, Katedra hydrotechniky Zařízení pro zvýšení kapacity bezpečnostních přelivů na vysokých vodních dílech
CN105672209A (zh) * 2016-04-01 2016-06-15 刘有录 一种可叠加的农脉实用堰
US10597837B2 (en) 2016-04-15 2020-03-24 RiverRestoration.org, LLC Hydraulic system and method for water control
CN106677140B (zh) * 2016-12-31 2019-05-28 上海江浪科技股份有限公司 一种水闸门装置
IT201800009417A1 (it) * 2018-10-12 2020-04-12 Sws Eng Spa Impianto idrico a soglia di sfioro
FR3101363B1 (fr) 2019-10-01 2021-09-10 Hydroplus Hausse fusible avec système brise-glace
CN112554145B (zh) * 2020-12-21 2022-04-19 河南省水利第二工程局 一种水电站无退水闸的压力前池溢流堰控制方法
ES2894904B2 (es) * 2021-07-28 2022-06-16 Univ Madrid Politecnica Compuerta fusible recuperable de vertedero de tecla de piano con sistema de apertura y cierre de una seccion de paso de agua en una obra hidraulica
CN114687326B (zh) * 2022-04-29 2024-03-08 黄河勘测规划设计研究院有限公司 一种兼具交通和泄洪功能的土坝结构及施工装置

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* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
FR2870580A1 (fr) 2004-05-21 2005-11-25 Sc Brevets Lepelletier Soc Civ Transmission automatique multivitesses pour voitures particulieres ou vehicules utilitaires
WO2018142059A1 (fr) 2017-01-31 2018-08-09 Hydroplus Déversoir évacuateur de crues pour barrages et ouvrages similaires comportant un dispositif integre d'aeration de la nappe d'eau aval

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AU6805490A (en) 1991-06-27
FR2656354B1 (fr) 1992-03-06
YU240090A (sh) 1994-06-24
PT96136B (pt) 1998-07-31
CN1052914A (zh) 1991-07-10
OA09279A (fr) 1992-08-31
UA26373A (uk) 1999-08-30
ZW20290A1 (en) 1991-06-19
NO905383D0 (no) 1990-12-13
KR910012467A (ko) 1991-08-07
DZ1464A1 (fr) 2004-09-13
CA2032275A1 (fr) 1991-06-22
JPH03290519A (ja) 1991-12-20
ATE95257T1 (de) 1993-10-15
BR9006526A (pt) 1991-10-01
ES2046747T3 (es) 1994-02-01
KR0158879B1 (ko) 1999-01-15
RU2049195C1 (ru) 1995-11-27
TR25445A (tr) 1993-05-01
JPH0520527B2 (de) 1993-03-19
CZ278512B6 (en) 1994-02-16
CN1023722C (zh) 1994-02-09
AU623839B2 (en) 1992-05-21
NO905383L (no) 1991-06-24
MA22017A1 (fr) 1991-07-01
NO306870B1 (no) 2000-01-03
DE69003661T2 (de) 1994-01-27
YU47985B (sh) 1996-08-13
DE69003661D1 (de) 1993-11-04
CS637690A3 (en) 1992-10-14
RO111118B1 (ro) 1996-06-28
MY105424A (en) 1994-10-31
ZA9010189B (en) 1991-10-30
TNSN90158A1 (fr) 1991-03-05
FR2656354A1 (fr) 1991-06-28
US5032038A (en) 1991-07-16
CY1961A (en) 1997-07-04
GEP19970895B (en) 1997-05-12
DK0434521T3 (da) 1994-02-21
CA2032275C (fr) 1994-11-22
PT96136A (pt) 1991-09-30
EP0434521A1 (de) 1991-06-26

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