EP0874941B1 - Automatisches schützentor für hydraulisches werk sowie flussschwelle, dammwasser ablass oder schutz deich - Google Patents

Automatisches schützentor für hydraulisches werk sowie flussschwelle, dammwasser ablass oder schutz deich Download PDF

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Publication number
EP0874941B1
EP0874941B1 EP97900637A EP97900637A EP0874941B1 EP 0874941 B1 EP0874941 B1 EP 0874941B1 EP 97900637 A EP97900637 A EP 97900637A EP 97900637 A EP97900637 A EP 97900637A EP 0874941 B1 EP0874941 B1 EP 0874941B1
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EP
European Patent Office
Prior art keywords
water
slab
wall
solid element
flashboard according
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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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EP97900637A
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English (en)
French (fr)
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EP0874941A1 (de
Inventor
Julien Rayssiguier
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Hydroplus SA
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Hydroplus SA
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    • 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
    • E02B7/20—Movable barrages; 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 rise automatic for hydraulic structure such as threshold in river, weir on a dam or on a dam protection, of the type comprising a structure forming watertight or substantially watertight wall, installed on said hydraulic structure so that it can pass from a first upright position to retain a mass of water at a second lowered position in which said wall lets the water pass through practically without obstruction, and at least one elongated retainer to maintain said wall in its first position against the horizontal thrust exerted by the mass of water, said elongated retaining element being subjected to service, under said push of water, to an effort longitudinal, extending between said wall and a point of reaction balancing said longitudinal force and being connected to the reaction point by a bond which can be removed automatically when water reaches a certain level, so that said wall passes automatically in its second position.
  • Automatic hikes like this are good known.
  • automatic increases are installed for example on the crest of a threshold arranged across a river to enhance the river water level above the threshold.
  • They can also be installed on the threshold of a weir of a dam in order to raise the level of the reservoir (reservoir) of the dam.
  • They can be still installed on the threshold of the spillway of a dike bordering a river and intended to protect the regions neighboring against the floods of the river, the spillway being, in the latter case, installed on the dike at a location that is chosen in such a way that, in the event of a flood, the water pours into a reservoir storage or on selected land, safe for other regions around the river.
  • the increases automatic can be of the non-spilling type or overflow type, that is to say, in the second case, that they can pass a certain amount of water over their crest as long as the water level upstream of the rise does not exceed a height predetermined.
  • the increases must be able to erase automatically if the water level upstream of the rise reaches a predetermined level during a flood, in order to release the mass of water that it retains and thus avoid a flooding of areas around the river or, if applicable if necessary, damage to the dam or dam.
  • Figure 1 of the accompanying drawings shows schematically, in side elevation, a rise known automatic of the type defined above, which can be considered to represent the state of the closest technique to the present invention.
  • a mockup of this known automatic hike was exhibited on the occasion of the International Congress of Great Dams held in DURBAN, Republic from South Africa in November 1994.
  • the rise known automatic shown in Figure 1 is essentially constituted by a plate 1, vertical or oblique, which, at its base, is articulated on the ridge 2 of the threshold or weir 3 in masonry by means of a hinge 4 or other similar element.
  • Plate 1 is retained in the upright position shown in solid lines in Figure 1 by at least one tie rod 5, one of which end is connected to plate 1, in the region top of it, and the other end of which is connected to the masonry of the threshold or weir 3 at by means of a fastener 6 which is shown larger scale in Figure 2 of the accompanying drawings
  • the fastener 6 has two parts 6a and 6b, which are respectively fixed to the masonry of the threshold or weir 3 and the tie-rod 5, and a dowel 6c, which is threaded in aligned holes drilled in parts 6a and 6b and which couples these two parts to each other,
  • the stakes are made up of bars or steel tubes, the cross section of which is chosen from such that the stakes bend or break to a given water load applied to the plates or vertical panels.
  • these known increases suffer from the same defect that the known automatic rise described above in reference to Figure 1 of the accompanying drawings (see this regard the publication "Engineering for Dams" page 872, 3rd paragraph and page 874, 8th paragraph).
  • the present invention therefore aims to provide a automatic increase of the type defined in the preamble, which works with better accuracy than increases known automatic machines of the same type, with regard to the water level which triggers the rise.
  • the increase according to the present invention is characterized in that it further comprises a massive element which is mounted mobile on said structure and coupled to said body of water so as to be in a stable equilibrium position as long as the water remains below of a predetermined level, and to pass in a unstable state and to be moved when water reaches said predetermined level, and in that the connection between said elongated retainer and the reaction point is removed by the displacement of said massive element.
  • said massive element can be constituted by a slab installed on said structure so that it can tilt up around a horizontal axis which extends along a first side of the slab and which is perpendicular to the direction of the thrust exerted by the mass of water on the moving wall forming the rise
  • the solid element can be mounted so that ability to slide vertically into an open cavity upwards formed in said work.
  • the element elongated restraint can be constituted either by a pulling either by a strut. In both cases, the connection between the tie rod or the strut and the reaction point can be deleted in response to element tilting or sliding movement massive.
  • the rise 10 is installed at the top of the masonry 11 of a structure hydraulics which is only partially represented in Figure 3 and which can be for example a threshold in river or weir of a dam or dyke protection against floods.
  • Rise 10 includes, from known manner, at least one panel 12 which, in service normal, is vertical or slightly inclined to vertical and which is mounted so that it can tilt or rotate around a horizontal, virtual axis or real, which extends parallel to the lower edge of the panel 12, near said lower edge.
  • the panel 12 can for example be constituted by a plate metallic, a reinforced or unreinforced concrete plate, a composite structure such as a metal frame in which are embedded or fixed cofferdams, or any other structure forming a tight wall or substantially waterproof.
  • Each tie 13 can be constituted for example by a metal rod, cable or chain. One of ends of each tie 13 is connected to the panel 12 in the upper region of it, in 14, while the other end of each tie rod 13 is attached to the masonry 11 by a detachable link 15 which several embodiments will be described later.
  • the rise 10 has in addition a massive element 16, produced here in the form a rectangular slab (figure 6) which can be example in concrete, reinforced or not, in metal or in material synthetic, armed or not.
  • Slab 16 is laid horizontally on the masonry 11 of the threshold or weir and it can swing up around a horizontal axis A which extends along its side 16a, A this effect, it is provided on masonry 11, just in front of the side 16a of the slab 16, a stop 17 having for example, cross-sectional view, a shape trapezoidal.
  • the stop 17 can extend over the entire length of side 16a of slab 16 or be made in the form of separate studs as shown in the figure 6.
  • the tilt axis A of slab 16 coincides with the lower edge of its side 16a
  • the abutment (s) 17 are made of masonry and then form an integral part masonry 11 of the threshold or weir, or they may consist of metal parts properly anchored to masonry 11.
  • the stop (s) 17 can be replaced by hinges.
  • the use of one or more stops 17, in particular in masonry offer the advantage that they are less prone to corrosion than metal hinges.
  • the slab 16 has, in its upper surface, near its side 16a, a groove 18 which extends parallel to said side 16a and which has a width more greater than the thickness of the lower edge of the panel 12.
  • the lower edge of the panel 12 is engaged in the groove 18 and presses against the side 18a of the groove 18 which is closest to side 16a of slab 16, as best seen in Figure 4. So, under certain conditions, as we will see later, the panel 12 can swing down around the upper edge B on the side 18a of the groove 18.
  • the panel 12 can be connected to the slab 16 by a hinge 19 as shown in Figure 5, Similarly, at instead of being mounted tilting or pivoting relative to the panel 16, the panel 12 can be mounted tilting or pivoting in relation to masonry 11,
  • the groove 18 can be formed in masonry 11 in downstream of the stop 17 as shown in FIG. 5a or the hinge 19 or other equivalent means may be attached to the masonry 11 as shown in FIG. 5b, also downstream of the stop 17.
  • a seal is arranged between panel 12 and slab 16 or masonry 11,
  • the gasket can be installed in the bottom of the groove 18 or, as shown in the FIGS. 3 to 5, it may consist of a strip 21, of rubber or other elastomeric material, which is attached by a flange 22 to the upstream face of the panel 12 and extends downward to the upper surface of the slab 16 by covering the groove 18 or the hinge 19.
  • Another seal ⁇ not shown) may be also provided between slab 16 and masonry 11, in the region of the side 16b of the slab 16 opposite the side 16a.
  • the lower end of the tie rod 13 is attached to a fastener 23, which is engaged and retained in a slot 24 arranged between the slab 16 and the masonry 11.
  • the slot 24 extends roughly horizontally under the slab 16 from its side 16b towards its side 16a
  • the fixing part 23 is here consisting of a metal plate with section elongated rectangular cross section, which when is engaged in the slot 24, has a part which protrudes beyond the side 16b of the slab 16 and at which is attached the lower end of the tie rod 13.
  • the two tie rods 13 extend parallel to each other and are all two attached to the plate 23 which has an equal length or slightly shorter than the length of side 16b of slab 16.
  • the two tie rods 13 can converge towards each other and be tied into one point of the plate 23, located in the middle of the length on the side 16b of the slab 16. In the latter case, the plate 23 can be significantly longer shorter than that shown in Figure 6.
  • each of the two tie rods 13 is energized and the tension T of each tie rod is an increasing function of the thrust P 1 , therefore of the water height h.
  • the tension T of each tie rod is transmitted to the plate 23 which, therefore, tends to tilt upwards around its edge C (see also FIG. 10).
  • the plate 23 applies to the slab 16 a force F which is directed upwards and whose intensity is an increasing function of the voltage T.
  • the intensity of the force F also depends on the cosine of the angle between the direction of the tension T and the vertical direction, as well as of the ratio between the distances l 1 and l 2 of the points of application of the forces T and F, respectively, compared to the edge C (see figure 10).
  • the slab 16 tends to tilt upwards around the axis A formed by the lower edge of its side 16a.
  • the slab 16 is subjected to its own weight P 2 , to the weight P 3 of the mass of water located above it and to a force P 4 which is the result of the thrust P 1 and of the self-weight of the panel 12. It will be noted that the influence of this last force P 4 on the balance of the slab 16 can be canceled or made negligible if, by construction, the direction of the force P 4 intersects the axis A or pass very close to it. In the case of FIGS. 5a and 5b, the force P 4 is not to be taken into consideration since the panel 12 is supported by the masonry 11 and has no direct action on the slab 16.
  • the slab 16 remains in its position equilibrium shown in FIG. 3,
  • the tension T of the tie rods 13 increases and, consequently, the force F also increases as does the weight P 3 of the body of water 25 above the slab 16,
  • the moment of the force F relative to the axis A increases faster than the antagonistic moment of the weight P 3 relative to the axis A.
  • the moment of the force F relative to the axis A reaches and exceeds the sum of the moments of the forces P 2 , P 3 and possibly P 4 by relative to the axis A.
  • the slab 16 is unbalanced and begins to tilt upwards around the axis A. Consequently, the slit 24 widens and the water penetrates under the slab 16 and exerts on the underside of the latter, an upwardly directed pressure which quickly tends to balance the weight P 3 of the water on the slab 16, thus promoting the tilting of the latter around the axis A, As a result, the slot 24 widens further (see FIG. 8) and, after the slab 16 has tilted a few degrees upwards, the plate 23 is released (see Figure 9).
  • the panel 12 is no longer retained by the tie rods 13 and, under the thrust P 1 of the body of water 25, it rocks around the edge B of the groove 18 (FIG. 4 or 5a) or around the axis of articulation of the hinge 19 (FIG. 5 or 5b), Consequently, the panel 12 collapses on the masonry 11 and releases the mass of water 25.
  • the slab 16 is no longer subjected to the action of the force F, it falls back under the effect of its own weight P2 and returns to its position of equilibrium as shown in FIG. 9.
  • said panel can be connected by at least one short flexible link 26, such as a cable or chain, to a ring 27 anchored to the masonry 11, as shown in Figures 3 and 5a,
  • link or links 26 it it is also possible to provide at least one element 28 forming a hook, which is fixed to the downstream face of the panel 12, near the lower edge thereof, and which cooperates with an additional retaining element 29 fixed rigidly to slab 16, as shown in FIG. 4,
  • the triggering of the automatic rise described above does not result from breaking or bending deformation of several retaining elements of which the breaking or bending strength and the breaking or bending behavior are more or less well controlled, but it results from the displacement of slab 16 due to the fact that it is unbalanced when the water reaches a certain level.
  • the water level for which occurs the triggering of the rise automatic is therefore much more precise than in the previously known automatic increases (figure 1).
  • the water level N for which product the triggering of the automatic rise can be adjusted by modifying the weight of slab 16.
  • a ballast 31 can be fixed to the slab 16 (figure 3)
  • Level N can be set either by changing the weight value of ballast 31, either by modifying the position of the ballast 31 on the slab 16, in particular its distance from the tilt axis A.
  • a conduit 32 (FIGS. 3 or 3a) is provided, a first end 32a of which opens under the slab 16, while its second end 32b opens on the upstream side of the panel 12 at a level corresponding to the level predetermined N.
  • the duct 32 can extend partly in the masonry as shown in Figure 3, or it can be fixed vertically to the slab 16 as shown in Figure 3a.
  • the slab 16 and the conduit 32 can also be made in one piece by pouring concrete into a suitable formwork. In the case of FIG.
  • the aforementioned weight P 2 is the total weight of the slab 16 and of the conduit 32.
  • the latter may for example have a circular cross section ( Figures 3 and 6) or an oval cross section or elongated with a hydrodynamic profile such as that shown in phantom in 32c in Figure 3a.
  • the upper end 32b of the conduit 32 will open at a slightly lower level, for example a few centimeters, than the predetermined level N in order to obtain a flow of water sufficient to quickly fill the conduit 32 when the water reaches level N.
  • a vertical thrust P 5 directed upwards, is applied to the slab 16. This thrust P 5 is established in a relatively short period of time, adds to the force F and quickly causes the tilting of the slab 16 upwards around the axis A.
  • the underside of the slab 16 ( Figure 4) or the part of the masonry 11 which is located under the slab 16 ( Figure 3), or both at the same time ( Figure 10) are hollowed out so as to define a chamber 33 into which the end 32a of the conduit 32 opens.
  • another conduit or channel 34 is provided in the masonry 11 (FIG. 3) or in the lower surface of the slab 16 (FIG.
  • the duct 34 has a passage section more smaller than that of conduit 32 so that the flow in the duct 34 is weaker than in the duct 32 and that the chamber 33 can be quickly filled with water when the water level has actually reached the predetermined level N.
  • the automatic raise 10 described above can be a dumping or non-dumping rise depending on whether the height of panel 12 is chosen such that its upper edge is at a lower level or higher higher than the predetermined level N, respectively,
  • the panel 12 does not necessarily an essentially flat shape like that shown in Figures 3 and 6, but it can have, seen in horizontal section, a non-linear profile, for example a crenellated profile like that of the panel 12 ' as shown in Figure 7. As is known, this increases the length of the crest of the panel, therefore increasing the flow by. the sheet of water which pours over the crest of the panel for a level given water.
  • a certain body of water may be present on the downstream side of the panel 12, with a level below the water level of the upstream side of the panel 12.
  • the body of water downstream of the panel 12 can exert on the downstream face thereof a thrust which partially counterbalances the thrust P 1 of the water on the upstream face of the panel 12
  • the thrust exerted on the downstream face of the panel 12 has the effect of reducing the value of the tension T of the tie rods 13, therefore also of reducing the value of the force F which tends to tilt the slab 16 upwards.
  • this thrust should therefore be taken into account for the calculation of the tension T and the force F.
  • FIG. 10 illustrates an alternative embodiment of the detachable link 15.
  • each tie 13 is constituted at least in part by a flexible element such that cable or chain, and goes around an element of deflection 35, which is fixed on the slab 16 in the region on its side 16b, so that the part end of tie rod 13 which is attached to the plate 23 extends approximately vertically.
  • the deflection element 35 can be for example constituted by a roller or a pulley or again, as shown, by a fixed cylindrical bar carried by supports 36 fixed to the slab 16.
  • Figure 11 shows another embodiment of the detachable connection 15.
  • the slot 24 arranged between the slab 16 and the masonry 11 has a cross section in the shape of an inverted L, with a first branch which extends horizontally under the slab 16 from its side 16b to its side 16a (not shown in FIG. 11), and a second branch which extends vertically downwards from the internal end of the first branch.
  • the second branch or vertical branch of the slot 24 has a greater width than that of the first branch or horizontal branch of said slot.
  • the side 16b of the slab 16 is made in the form of a rounded edge.
  • each tie rod 13 is constituted, at least in part, by a flexible element such as cable or chain, which passes around the rounded edge 16b of the slab 16.
  • Each tie rod 13 then passes through the horizontal branch of the slot 24 and is attached to the fixing piece 23 'which is engaged in the vertical branch of the slot 24.
  • the fixing piece 23' may for example be constituted by a cylindrical bar having a diameter larger than the width of the horizontal branch of the slot 24, but smaller than the width of the vertical branch of said slot.
  • the detachable link 15 shown in Figure 11 operates as follows. As in the previous embodiments, the tie rods 13, which are under tension, tend to tilt the slab 16 around the axis A (FIG. 3).
  • the slab 16 rocks towards at the top, and as soon as the width of the horizontal branch of the slot 24 becomes greater than the diameter of the round section of the bar 23 ′, this bar is extracted from the slot 24 under the effect of the tension of the tie rod 13, so that the panel 12 is no longer retained and can collapse under the pressure P 1 of the water.
  • FIGs 12 and 13 show yet another mode of the detachable link 15.
  • each tie rod 13 is attached to one of the ends of a 23 "fastener forming a the sink.
  • a support point 37 for the 23 "lever is provided on one side of the slab 16 at a distance from the side 16a of this, for example near the side 16b of the slab.
  • a notch 38 can be formed in side 16b of slab 16 and the fulcrum 37 can be constituted by a bar, by cylindrical example, horizontal axis, which crosses the notch 38 and the ends of which are embedded in the slab 16.
  • the lever 23 “comprises, at the place where he is constact with the bar 37, a footprint 39 having for example a shape corresponding to that of said bar 37.
  • a stopper 41 is arranged on the masonry 11 below the bar 37, the stopper 41 can be formed in one piece with masonry 11, or it can consist of a metallic piece properly anchored to the masonry 11,
  • a respective 23 "lever can be associated with each of the two tie rods 13.
  • the two 23 "levers can be rigidly coupled to each other by a bar transverse 42.
  • the notch 38 is formed in the middle of the length of the side 16b of the slab 16, the two tie rods 13 can be attached to a lever single 23 ".
  • the tie rod (s) 13 exert on the upper end of the lever (s) 23 "a pull which tends to rotate the said lever (s) 23" in an anticlockwise direction around the point of support constituted by the cylindrical bar 37, and which maintains the lower end of the lever (s) 23 “against the respective stopper (s) 41. It follows that the lever (s) 23" apply to the support point 37, therefore to the slab 16, a force F which tends to tilt it around the axis A ( Figure 3).
  • FIGS. 14 and 15 show yet another embodiment of the detachable link 15.
  • the lower end of each tie rod 13 (or of the two tie rods 13) is connected to the slab 16, preferably near the side 16b thereof, or to the masonry 11 by a fastener comprising a ring or an eyelet 15a, which is fixed to the tie rod 13, a yoke 15b, which is fixed to the slab 16 as shown in solid lines in FIGS.
  • the dowel 15c is provided with a ring 43 to which the one end of a flexible link 44, such as a cable or a chain, the other end of which is attached to a ring 45 anchored to the masonry 11.
  • a flexible link 44 such as a cable or a chain
  • the link 44 extends entirely first vertically or substantially vertically upwards, then passes around d 'a deflection element 46 fixed to the slab 16 and then extends horizontally or substantially horizontally to the ring 43 in the case where the yoke 15b is fixed to the slab 16.
  • the link 44 After having passed around the deflection element 46, extends vertically or substantially vertically downwards, then it passes around another deflection element 47 fixed to the masonry 11, and it then extends horizontally or substantially horizontally to the ring 43 of the pin 15c.
  • the deflection element 46 is raised with the slab 16 and exerts a traction on the link 44. It follows that the pin 15c, pulled by the link 44, is extracted from the ring 15a and the yoke 15b and uncouples these two elements. The panel 12 then no longer being retained, it can collapse under the pressure P 1 of the water,
  • this solution has the advantage, by compared to that in which the clevis 15b is fixed to slab 16, that automatic rise 10 is completely insensitive to a possible shock caused by a floating body striking the panel 12 or the or tie rods 13, Indeed, with this solution, the tie rods 13 no longer exert any action on the slab 16, In this case, the tilting of the slab 16 around axis A is caused only by push P5 of the water which enters the chamber 33 via the conduit 32, Consequently, slab 16 must have a more weight weak than in the case where the tie rods 13 exert a action on said slab, more precisely, slab 16 must have a lower density than that of water.
  • FIG. 16 illustrates an alternative embodiment of the fastener 15 of Figures 14 and 15,
  • elements that play the same role as those shown in figures 14 and 15 are designated by the same reference numbers.
  • the ring or eyelet 15a which is fixed to the tie rod 13 is detachably coupled to the yoke 15b, which is fixed to the slab 16 or to the masonry 11, by means of a hook 15c which can pivot around an axis 15d of the screed 15b.
  • the hook 15c is provided with a ring or eyelet 43 to which the link 44 is attached.
  • hook 15c opens automatically under the effect of the traction T exerted by pulling on the ring 15a. So we see that just a very small displacement of the slab 16 to cause the detachment of the ring 15a relative to the hook 15c.
  • the massive element whose displacement causes the removal of the detachable link 15 was constituted by a slab 16 which can tilt around an axis horizontal A.
  • the present invention is not limited to the use of a massive element in the form of a tilting slab.
  • the massive element can be constituted by a 16 'block, for example in concrete or reinforced concrete, which is mounted so that it can slide vertically in a cavity 49 open towards the high formed in masonry 11.
  • Vertical walls of the cavity 49 can be lined with a coating 51 having a low coefficient of friction with the material constituting the block 16 '.
  • This 16 'block can have, in one of its sides, a notch 24 'which, in normal service, is at least partially closed by one of the vertical walls of the cavity 49 when the block 16 'is in its stable state resting on the bottom of the cavity 49.
  • the lower end of the tie rod 13 or of each of the two tie rods 13 is attached to a piece 23 ’retaining device captive in the notch 24 ′.
  • the fastening piece 23 ' can be constituted by a metal bar, preferably cylindrical.
  • the bar 23 ' In service, under the effect of the tension T of the tie rod 13, the bar 23 'is subjected to a force which can be broken down into a horizontal component T H and a vertical component T v .
  • the horizontal component T H is absorbed by the masonry 11 or by a metallic reinforcing piece 52 suitably anchored in the masonry 11,
  • the vertical component Tv acts on the block 16 'and tends to lift it,
  • the weight P 2 of the block 16' is chosen in such a way that the vertical component Tv, the value of which increases when the level of the body of water upstream of the panel 12 increases, reaches and exceeds the sum of the weight P 2 and the weight of the water column at above the block 16 'when the water reaches the predetermined level N.
  • a retaining element 53 having a Z-shaped profile can be fixed to the masonry 11 to limit the movement of the block 16 'upwards.
  • such a retaining element 53 is not essential. In fact, as soon as the bar 23 'is released, it no longer applies any vertical force to the block 16' which then falls under the effect of its own weight P 2 on the bottom of the cavity 49.
  • a chamber 33 communicating with a conduit 32 similar to the conduit 32 of Figure 3 can be arranged under the block 16 'between it and the bottom of the cavity 49.
  • the chamber 33 can be formed either by hollowing out the lower surface of the block 16 ′, or by hollowing out the bottom of the cavity 49, or both.
  • detachable link 15 which is formed here by the fixing piece 23 'and by the notch 24', can be replaced by a link of the same type as those which have been described above with reference to FIGS. 10 to 16.
  • the elongated element which retains the panel 12 against the thrust P 1 of the body of water which is located upstream of this panel 12, is here constituted by at least one forestay or leg of rigid force 13 '.
  • the forestay 13 ' has a first support point, at 14, on the downstream face of the panel 12 and a second support point, at 15', on the masonry 11.
  • the support point 14 may for example be constituted by a joint, while the fulcrum 15 'is constituted by a simple stop 54 formed integrally with the masonry 11 or constituted by a metal piece suitably fixed to the masonry 11.
  • the joint 14 could be in place of the stop 54 and the stop 54 in place of the articulation 14,
  • the fulcrum 15 'formed by the stop 54 here constitutes the aforementioned detachable connection.
  • the massive element whose displacement causes the triggering of the rise when the water level upstream of the panel 12 reaches the predetermined level N can for example be constituted by a block 16 'similar to that described with reference to Figure 17, but devoid of a notch 24',
  • the block 16 ′ is moved only by the pressure P 5 of the water which enters the chamber 33 via the conduit 32 when the water level reaches the predetermined level N.
  • a similar retaining element in element 53 of FIG. 17 may be necessary to limit the displacement of the block 16 'upwards
  • the upper end of the tie rod 13 is connected indirectly to panel 12 by a first arm 55 of a pair of articulated arms 55 and 56.
  • the second arm 56 of said pair of arms is supported directly or indirectly on masonry 11 in 57.
  • the solid element 16 is consisting of a slab similar to that shown in Figure 3 and the second arm 56 is supported on a stop 58 formed on the slab 16 near its side 16a.
  • the stop 58 could be formed on the masonry 11.
  • the first arm 55 is articulated, at 14, on the downstream face of the panel 12.
  • a stop 17 for the slab 16 is provided on the masonry 11.
  • the lower end of the tie rod 13 is connected to the masonry 11 by a detachable link 15 similar to that described in connection with Figure 3.
  • the detachable link 15 shown in the figure 19 could be replaced by any one connections shown in Figures 10 to 17. From even, slab 16 can be replaced by a block sliding 16 'like that of Figure 17.
  • the panel 12, the tie rod 13 and the detachable link 15 constitute a mechanical coupling system between the slab 16 or the block 16 ′ and the body of water 25, while the conduit 32 constitutes a hydraulic coupling system between the slab 16 or the block 16 'and the body of water 25.
  • the detachable connection 15 or 15' is removed in response to the movement of the slab 16 or of the block 16 'either under the effect of the mechanical coupling system alone, either under the effect of the hydraulic coupling system alone or even under the effect of the two coupling systems at the same time according to the embodiments described.

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  • Structures Or Materials For Encapsulating Or Coating Semiconductor Devices Or Solid State Devices (AREA)

Claims (28)

  1. Automatisches Schützentor für ein Wasserbauwerk, wie eine Schwelle in einem Fluss, eine Wehranlage auf einem Staudamm oder auf einen Schutzdeich, umfassend eine Konstruktion, die eine wasserdichte oder im Wesentlichen wasserdichte Wand (12) bildet und auf dem Wasserbauwerk (11) installiert ist, so dass sie sich aus einer ersten aufgerichteten Stellung zum Zurückhalten einer Wassermasse in eine zweite abgesenkte Stellung bewegen kann, in der die Wand (12) das Wasser praktisch ungehindert durchlässt, sowie mindestens ein langgestrecktes Halteelement (13; 13') zum Festhalten der Wand in ihrer ersten Stellung gegen den von der Wassermasse (25) ausgeübten horizontalen Druck (P1), wobei das langgestreckte Halteelement (13; 13') im Betrieb unter dem Druck des Wassers einer Längsbeanspruchung (T) unterworfen ist, wobei es sich zwischen der Wand (12) und einem der Längsbeanspruchung das Gleichgewicht haltenden Reaktionspunkt erstreckt und mit dem Reaktionspunkt durch eine Verbindung (15) verbunden ist, die automatisch aufgehoben werden kann, wenn das Wasser eine gewisse Höhe erreicht, so dass sich die Wand (12) automatisch in ihre zweite Stellung bewegt, dadurch gekennzeichnet, dass es außerdem ein massives Element (16; 16') umfasst, das beweglich auf dem Bauwerk (11) angebracht und an die Wassermasse gekoppelt ist, so dass es sich in einer stabilen Gleichgewichtsstellung befindet, solange das Wasser unterhalb einer vorbestimmten Höhe (N) bleibt, und sich in einen instabilen Zustand bewegt und verlagert wird, wenn das Wasser die vorbestimmte Höhe erreicht, wobei die Verbindung (15) durch die Verlagerung des massiven Elements aufgehoben wird.
  2. Schützentor nach Anspruch 1, dadurch gekennzeichnet, dass das massive Element von einer Platte (16) gebildet wird, die auf dem Bauwerk (11) installiert ist, so dass sie um eine horizontale Achse (A) nach oben kippen kann, die sich entlang einer ersten Seite (16a) der Platte (16) erstreckt und die senkrecht zu der Richtung des von der Wassermasse (25) auf die Wand (12) ausgeübten Drucks (P1) ist.
  3. Schützentor nach Anspruch 1, dadurch gekennzeichnet, dass das massive Element (16') so angebracht ist, dass es sich in einer im Bauwerk (11) gebildeten, nach oben offenen Vertiefung (49) vertikal verschieben kann.
  4. Schützentor nach einen der Ansprüche 1 bis 3, dadurch gekennzeichnet, dass das langgestreckte Halteelement von einem Zuganker (13) gebildet wird, von dem ein erstes Ende (bei 14) mit der Wand (12) in einem oberen Bereich derselben verbunden ist und von dem ein zweites Ende an einem Befestigungsteil (23; 23'; 23'') angebracht ist, das in einen zwischen dem massiven Element (16; 16') und dem Bauwerk (11) ausgebildeten Zwischenraum (24; 24') eingreift und in diesem festgehalten wird, so dass, wenn der Zuganker (13) infolge des Drucks (P1) des Wassers unter Zugspannung steht, das massive Element (16; 16') einer Kraft (F; Tv) unterworfen ist, deren Wert in Abhängigkeit von der Höhe des Wassers wächst und die in einer solchen Richtung ausgerichtet ist, dass sie danach strebt, das massive Element (16; 16') anzuheben, und dass sich der Zwischenraum (24; 24') vergrößert und das Befestigungsteil (23; 23'; 23'') freigibt, wenn das Wasser die vorbestimmte Höhe (N) erreicht, wobei es ein Anheben des massiven Elements verursacht.
  5. Schützentor nach den Ansprüchen 2 und 4, dadurch gekennzeichnet, dass der Zwischenraum von einem Spalt (24) gebildet wird, der im großen und ganzen horizontal unter der Platte (16) von einer zweiten Seite (16b) derselben, die zu ihrer ersten Seite (16a) entgegengesetzt ist, in Richtung der ersten Seite der Platte verläuft, und dass das Befestigungsteil von einer kleinen Platte (23) mit langgestrecktem Rechteckquerschnitt gebildet wird, die, wenn sie in den Spalt (24) eingreift, einen Teil aufweist, der über die zweite Seite (16b) der Platte (16) übersteht und an dem das zweite Ende des Zugankers (13) angebracht ist.
  6. Schützentor nach Anspruch 5, dadurch gekennzeichnet, dass der Zuganker (13) mindestens teilweise von einem biegsamen Element gebildet wird, wie beispielsweise einem Seil oder einer Kette, und um ein Umlenkelement (35) herumläuft, das auf der Platte (16) im Bereich der zweiten Seite (16b) derselben befestigt ist, so dass sich der Endteil des Zugankers (13), der an der kleinen Platte (23) angebracht ist, nahezu vertikal erstreckt.
  7. Schützentor nach den Ansprüchen 2 und 4, dadurch gekennzeichnet, dass der Zwischenraum ein Spalt (24) mit einem Querschnitt in Form eines umgekehrten L ist, von dem ein erster Schenkel horizontal unterhalb der Platte (16) von einer zweiten Seite (16b) derselben, die zu ihrer ersten Seite (16a) entgegengesetzt ist, in Richtung der ersten Seite verläuft, und von dem ein zweiter Schenkel vom inneren Ende des ersten Schenkels aus und mit einer größeren Breite als derjenigen des ersten Schenkels vertikal nach unten verläuft, dass die Platte (16) auf ihrer zweiten Seite (16b) einen gerundeten Rand besitzt, und dass der Zuganker (13) mindestens teilweise von einem biegsamen Element, wie beispielsweise einem Seil oder einer Kette, gebildet wird, das um den gerundeten Rand der Platte (16) herumläuft, dann in den ersten Schenkel des Spalts (24) eintritt und an dem Befestigungsteil (23') angebracht ist, das in den zweiten Schenkel des Spalts (24) eingreift.
  8. Schützentor nach Anspruch 7, dadurch gekennzeichnet, dass das Befestigungsteil (23') einen runden Querschnitt aufweist, mit einem Durchmesser, der größer ist als die Weite des ersten Schenkels des Spalts (24) und kleiner als die Weite des zweiten Schenkels des Spalts.
  9. Schützentor nach Anspruch 2, dadurch gekennzeichnet, dass das langgestreckte Halteelement von einem Zuganker (13) gebildet wird, von dem ein Ende (bei 14) mit der Wand (12) im oberen Bereich derselben verbunden ist, und von dem das andere Ende an einem ersten Ende eines Befestigungsteils angebracht ist, das einen Hebel (23'') bildet, dass ein Auflagerpunkt (37) für den Hebel (23'') auf einer Seite (16b) der Platte (16) im Abstand von der ersten Seite (16a) derselben vorgesehen ist, und dass ein Widerlager (41) für ein zweites Ende des Hebels (23'') unter dem Auflagerpunkt (37) auf dem Bauwerk (11) ausgebildet ist, so dass, wenn der Zuganker (13) infolge des vom Wasser auf die Wand (12) ausgeübten Drucks (P1) unter Zugspannung steht, das erste Ende des Hebels (23'') einer Kraft (T) unterworfen ist, deren Wert in Abhängigkeit von der Höhe des Wassers wächst und die danach strebt, den Hebel (23'') um den Auflagerpunkt (37) zu verschwenken und das zweite Ende des Hebels (23'') gegen das Widerlager (41) anliegend festhält, wobei die Kraft (T) durch den Hebel (23'') in eine Kraft (F) umgewandelt wird, die auf die Platte (16) aufgebracht wird und die danach strebt, dieselbe um die horizontale Achse (A) nach oben kippen zu lassen, so dass, wenn das Wasser die vorbestimmte Höhe (N) erreicht und ein Kippen der Platte (16) um einige Grad nach oben verursacht, sich das zweite Ende des Hebels (23'') vom Widerlager (41) löst, indem es sich auf diesem verschiebt, und das den Hebel (23'') bildende Befestigungsteil freigegeben wird.
  10. Schützentor nach den Ansprüchen 3 und 4, dadurch gekennzeichnet, dass der Zwischenraum von einer in einer Seite des massiven Elements (16') gebildeten Aussparung (24') gebildet wird, wobei die Aussparung (24') mindestens teilweise durch eine vertikale Wand der Vertiefung (49) verschlossen ist, wenn das massive Elemente (16') in seiner stabilen Stellung auf dem Boden der Vertiefung (49) abgestützt ist, und freigegeben und offen ist, wenn das massive Element (16') angehoben ist.
  11. Schützentor nach einem der Ansprüche 4 bis 10, dadurch gekennzeichnet, dass mindestens zwei Zuganker (13) vorgesehen sind, die einerseits an in horizontalem Abstand voneinander angeordneten Punkten (14) mit der Wand (12) und andererseits mit dem Befestigungsteil (23; 23'; 23'') verbunden sind.
  12. Schützentor nach Anspruch 11, dadurch gekennzeichnet, dass das Befestigungsteil (23; 23'; 23'') für die beiden Zuganker (13) einheitlich ist.
  13. Schützentor nach den Ansprüchen 9 und 11, dadurch gekennzeichnet, dass jeder Zuganker (13) an einem jeweiligen, einen Hebel (23'') bildenden Befestigungsteil angebracht ist, und dass die beiden Hebel (23'') untereinander durch eine Querstange (42) starr verbunden sind.
  14. Schützentor nach einem der Ansprüche 1 bis 3, dadurch gekennzeichnet, dass das langgestreckte Halteelement von einem Zuganker (13) gebildet wird, von dem ein erstes Ende (bei 14) mit der Wand (12) im oberen Bereich derselben verbunden ist, und von dem ein zweites Ende durch eine Verbindungsanordnung (15) mit dem massiven Element (16; 16') verbunden ist, so dass, wenn der Zuganker (13) infolge des Drucks (P1) des Wassers unter Zugspannung steht, das massive Element (16; 16') einer nach oben gerichteten Kraft unterworfen ist, deren Wert in Abhängigkeit von der Höhe des Wassers wächst und die danach strebt, das massive Element (16; 16') anzuheben, dass die Verbindungsanordnung (15) ein erstes und zweites Teil (15a, 15b), die mit dem Zuganker (13) bzw. mit dem massiven Element (16; 16') verbunden sind, und ein drittes Teil (15c) umfasst, das beweglich ist und das erste und zweite Teil der Verdindungsanordnung (15) lösbar kuppelt, und dass ein Bindeglied (44) das dritte Teil (15c) der Verbindungsanornung mit einem festen Punkt (45) des Bauwerks (11) verbindet, so dass, wenn das Wasser die vorbestimmte Höhe (N) erreicht und das massive Element (16; 16;) mit dem ersten und zweiten Teil (15a, 15b) der Verbindungsanordnung (15) angehoben wird, das dritte Teil (15c) der Verbindungsanordnung vom Bindeglied (44) zurückgehalten wird und das erste und zweite Teil der Verbindungsanordnung entkuppelt.
  15. Schützentor nach Anspruch 2, dadurch gekennzeichnet, dass die Platte (16) in ihrer Oberseite eine Rinne (18) aufweist, die sich mindestens teilweise entlang der ersten Seite (16a) der Platte (16) erstreckt und die eine Breite besitzt, die größer ist als die Dicke des unteren Randes der Wand (12), der in die Rinne (18) eingreift, so dass die Wand (12) um den der ersten Seite (16a) der Platte (16) am nächsten liegenden Rand (B) der Rinne (18) kippen kann.
  16. Schützentor nach Anspruch 15, dadurch gekennzeichnet, dass die Wand (12) durch mindestens ein kurzes biegsames Bindeglied (26), wie beispielsweise ein Seil oder eine Kette, mit einem festen Punkt (27) des Bauwerks (11) verbunden ist.
  17. Schützentor nach Anspruch 15, dadurch gekennzeichnet, dass mindestens ein Element, das einen Haken (28) bildet, an der Wand (12) auf ihrer Seite, die zu derjenigen entgegengesetzt ist, welche das Wasser zurückhält, nahe dem unteren Rand der Wand befestigt ist und mit einem starr an der Platte (16) befestigten komplementären Halteelement (29) zusammenwirkt.
  18. Schützentor nach Anspruch 2, dadurch gekennzeichnet, dass die Wand (12) auf der Platte (16) mittels eines Scharniers (19) schwenkbar angebracht ist, das eine horizontale und zur Richtung des Drucks (P1) des Wassers senkrechte Schwenkachse aufweist.
  19. Schützentor nach einem der Ansprüche 4 bis 18, dadurch gekennzeichnet, dass sich das massive Element (16; 16') mindestens großteils auf der Seite der Wand (12) befindet, welche das Wasser zurückhält, und dass das erste Ende des Zugankers (13) (bei 14) direkt mit der Wand (12) verbunden ist.
  20. Schützentor nach einem der Ansprüche 4 bis 18, dadurch gekennzeichnet, dass sich das massive Element (16; 16') auf der Seite der Wand (12) befindet, die zu derjenigen entgegengesetzt ist, welche das Wasser zurückhält, und dass das erste Ende des Zugankers (13) durch einen ersten Arm (55) von einem Paar von Gelenkarmen (55, 56) indirekt mit der Wand (12) verbunden ist, wobei sich der zweite Arm (56) des Paars von Armen (bei 57) auf einem auf dem Bauwerk (11) vorgesehenen Widerlager abstützt.
  21. Schützentor nach einem der Ansprüche 1 bis 20, dadurch gekennzeichnet, dass ein erster Kanal (32) vorgesehen ist, von dem ein erstes Ende (32a) unter dem massiven Element (16; 16') mündet, während sich sein zweites Ende (32b) auf derjenigen Seite der Wand (12) befindet, welche das Wasser zurückhält, und auf einer der vorbestimmten Höhe (N) entsprechenden Höhe mündet, so dass, wenn das Wasser die vorbestimmte Höhe (N) erreicht, sich der erste Kanal (32) mit Wasser füllt und auf das massive Element (16; 16') ein nach oben gerichteter vertikaler Druck (Ps) aufgebracht wird.
  22. Schützentor nach Anspruch 21, dadurch gekennzeichnet, dass sich der Kanal (32) teilweise innerhalb des Bauwerks (11) erstreckt.
  23. Schützentor nach Anspruch 21, rückbezogen auf Anspruch 2, dadurch gekennzeichnet, dass der Kanal (32) an der Platte (16) befestigt ist oder einstückig mit dieser ausgeführt ist.
  24. Schützentor nach Anspruch 21, dadurch gekennzeichnet, dass die Unterseite des massiven Elements (16; 16') und/oder der Teil des Bauwerks (11), der sich unterhalb des massiven Elements befindet, ausgehöhlt ist, um eine Kammer (33) zu begrenzen, in die das erste Ende (32a) des ersten Kanals (32) mündet.
  25. Schützentor nach Anspruch 24, dadurch gekennzeichnet, dass zum Entleeren der Kammer (33) ein zweiter Kanal (34) mit einem kleineren Durchlassquerschnitt als demjenigen des ersten Kanals (32) vorgesehen ist.
  26. Schützentor nach Anspruch 21 oder 24, rückbezogen auf einen der Ansprüche 1 bis 18, dadurch gekennzeichnet, dass sich das massive Element (16; 16') auf der Seite der Wand (12) befindet, die zu derjenigen entgegengesetzt ist, welche das Wasser zurückhält, und dass das langgestreckte Halteelement von einer starren Verstrebung (13') gebildet wird, die einen ersten Abstützpunkt (bei 14) auf der Wand (12) und einen zweiten Abstützpunkt (bei 15') auf dem Bauwerk (11) aufweist und die knapp oberhalb des massiven Elements (16; 16') verläuft, so dass, wenn das massive Element angehoben wird, die Verstrebung (13') aus dem einen (15') von ihren beiden Abstützpunkten (14, 15') getrieben wird, und sich die Wand (12) aus ihrer ersten in ihre zweite Stellung bewegen kann.
  27. Schützentor nach einem der Ansprüche 1 bis 26, dadurch gekennzeichnet, dass die Wand (12) im Wesentlichen eben ist.
  28. Schützentor nach einem der Ansprüche 1 bis 26, dadurch gekennzeichnet, dass die Wand (12'), im horizontalen Schnitt gesehen, ein nicht-geradliniges Profil besitzt.
EP97900637A 1996-01-19 1997-01-14 Automatisches schützentor für hydraulisches werk sowie flussschwelle, dammwasser ablass oder schutz deich Expired - Lifetime EP0874941B1 (de)

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FR9600575A FR2743829A1 (fr) 1996-01-19 1996-01-19 Hausse automatique pour ouvrage hydraulique tel que seuil en riviere, deversoir sur un barrage ou sur une digue de protection
FR9600575 1996-01-19
PCT/FR1997/000056 WO1997026412A1 (fr) 1996-01-19 1997-01-14 Hausse automatique pour ouvrage hydraulique tel que seuil en riviere, deversoir sur un barrage ou sur une digue de protection

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BR9707021A (pt) 1999-12-28
FR2743829A1 (fr) 1997-07-25
MA24067A1 (fr) 1997-10-01
AU713094B2 (en) 1999-11-25
AU1313697A (en) 1997-08-11
TR199801381T2 (xx) 1998-10-21
ATE203073T1 (de) 2001-07-15
ZA97372B (en) 1997-07-18
EP0874941A1 (de) 1998-11-04
WO1997026412A1 (fr) 1997-07-24
US6196764B1 (en) 2001-03-06
DE69705602D1 (de) 2001-08-16

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