EP0451521A1 - Ouvrage de protection de berges - Google Patents

Ouvrage de protection de berges Download PDF

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Publication number
EP0451521A1
EP0451521A1 EP91103801A EP91103801A EP0451521A1 EP 0451521 A1 EP0451521 A1 EP 0451521A1 EP 91103801 A EP91103801 A EP 91103801A EP 91103801 A EP91103801 A EP 91103801A EP 0451521 A1 EP0451521 A1 EP 0451521A1
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EP
European Patent Office
Prior art keywords
water
component according
shaped
building
section
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.)
Granted
Application number
EP91103801A
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German (de)
English (en)
Other versions
EP0451521B1 (fr
Inventor
Fritz Prof. Dr.-Ing. Büsching
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Individual
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Individual
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Priority claimed from DE19904011504 external-priority patent/DE4011504A1/de
Application filed by Individual filed Critical Individual
Publication of EP0451521A1 publication Critical patent/EP0451521A1/fr
Application granted granted Critical
Publication of EP0451521B1 publication Critical patent/EP0451521B1/fr
Anticipated expiration legal-status Critical
Expired - Lifetime legal-status Critical Current

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    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02B—HYDRAULIC ENGINEERING
    • E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
    • E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
    • E02B3/12—Revetment of banks, dams, watercourses, or the like, e.g. the sea-floor
    • E02B3/14—Preformed blocks or slabs for forming essentially continuous surfaces; Arrangements thereof
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02B—HYDRAULIC ENGINEERING
    • E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
    • E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
    • E02B3/12—Revetment of banks, dams, watercourses, or the like, e.g. the sea-floor

Definitions

  • the invention relates to a bank protection structure for wave-loaded embankment structures, inclined dam walls or the like, consisting of at least partially closed, water-flowable hollow bodies which together form a revetment parallel to the embankment.
  • the invention further relates to a component for creating a corresponding bank protection work.
  • Revetment constructions and dyke embankments on the one hand, and inclined baffle walls on shaft-loaded structures on the other hand must be dimensioned for dynamic stresses due to breaking water waves. Since the wave energy to be converted on the structure during the wave breaking process is proportional to the square of the wave height, the maximum possible crusher height on the structure under the given geometric conditions is a decisive dimension. Furthermore, the water level, the crusher shape, the crusher position relative to the structure and the structure geometry are of particular importance .
  • the interaction process which also contributes to the development of the load, between the near-surface water particle kinematics of the incoming wave and that of the return water of the preceding wave has not yet been deliberately attempted to be influenced by constructive measures in the sense of lower wave-generated structural loads.
  • the invention relates to wave-loaded embankment structures, inclined dam walls or the like, which generally form the interface between (liquid) water and (solid) stationary structures of coastal and seawater engineering.
  • the bank protection work explained at the outset can be found in US Pat. No. 4,172,680.
  • the wave-induced water movement in front of and on the structure is significantly changed.
  • the wave energy given in the form of a wave spectrum can be optimally damped by the structural design of the shell delimiting the cavity.
  • the water movement present in the presence of waves on embankments can be understood as a forced oscillating movement with several degrees of freedom (coupling oscillation).
  • the water volume as a continuum in front of the slope represents the vibrating system, which is characterized by different natural frequencies depending on the geometrical boundary conditions (water depth, slope tendency).
  • an overall system is used that consists of several partial oscillators with different natural frequencies. The effects of the waves coming from the sea are regarded as the excitation forces in this arrangement.
  • the invention has for its object to improve the kinematics of the water movement in front of and on the embankment structure, in particular in the sense of smaller crusher heights and a reduced wave run-up.
  • the revetment according to the invention should therefore only extend over the dynamically loaded area of the bank protection structure. This results in considerably smaller revetment dimensions and, as a result of the high proportion of voids, also a lower mass requirement.
  • the approaching waves move along a reference water level.
  • a certain proportion of the water volume of the wave run-up surge is transported to above the upper horizontal boundary of the revetment, so that after the movement has been reversed, it can flow back completely or at least partially through the inlet cross-section, the cavity and the outlet cross-section and thus flow unhindered existing water volume below the reference water level to be returned to the building.
  • the interaction process between the near-surface water particle kinematics of the incoming wave (partial clapotis) and that of the return water of the previous wave is influenced by constructive measures. Due to this influence, not only the shaft run-up, but also the crusher height, the crusher shape and Crusher position changed favorably in the sense of lower building loads.
  • reference resting water level is to be understood as the so-called design water level, which is usually determined on the basis of nature studies as a "high water level” with a probability of occurrence that can vary widely depending on the location (in the Netherlands it is between 1: 1250 and 1: 10000).
  • This design water level depends on the wind conditions, the tide, the underwater topography and the danger posed by the building in question when it is destroyed. Similar definitions of probability theory also apply to the determination of the design wave according to height and period or length.
  • the "reference resting water level” also represents a design water level to be determined for the location.
  • the water inlet cross-section should not be lower than the lowest wave-generated water level deflection (deepest wave trough) based on the design water level.
  • the performance of the revetment then depends above all on the design of the inlet openings and the flow cross-sections, the optimal location and shape of which - however, as with other special flow structures in hydraulic engineering - can only be found by hydraulic model tests.
  • a theoretical limit for the height arrangement of the lower water outlet results from the fact that the water particle movements associated in the partial clapotis decrease with the distance from the water surface according to an exponential law and have completely subsided at a depth that corresponds to approximately half the wavelength.
  • an optimization for a given slope slope is to be carried out by means of model tests.
  • hollow body structures with a hydraulically favorable cross-section can be manufactured or used from in-situ concrete, as precast concrete, steel or composite structures, also using plastic elements or from flowable concrete blocks or hollow profile structures.
  • a lower design wave height can be taken as a basis, with the result that manufacturing and maintenance costs can be saved.
  • the retrofitting of existing structures with flow-through hollow body structures a cost-intensive building increase or new construction, which may be provided, can be omitted in the meantime or at least carried out later.
  • a component for the creation of a bank protection works, a dike embankment, a dam or the like (building) is characterized according to the invention by a hollow body through which water can flow and which can be laid in conjunction with a protective surface, with a head surface facing outwards in the composite and an opposing, inward facing surface Support surface, between which a free water flow cross-section is provided, which connects an inlet opening located at the top with a lower outlet opening.
  • While small-sized flow-through concrete moldings can serve as elements of hollow structures for the production of revetments and embankment embankments, it is advantageous to use large-volume flow-through concrete moldings for breakwater-like structures, longitudinal structures, transverse structures or the like.
  • Such components are, according to the invention, characterized, for example, by a water which can flow through more regularly, is polygonal in horizontal section, preferably rectangular, and can be stacked in association or association to form a spatial protective structure, with openings at the top and bottom which, depending on the position relative to the water level, have different openings in the overall structure.
  • the component can be characterized by a shaped body that can flow through water rather regularly, is structured in a single or multi-chamber structure, and can be stacked in association or association to form a spatial protective structure with top and bottom flow, depending on the position relative to the water level in the overall structure Chamber openings and vertically staggered inner and outer chamber walls so that locally an approximately regular flow direction that deviates from the vertical and is preferably parallel to the slope is generated.
  • the top surfaces of the shaped blocks or concrete slabs can have features (openings) with the result that the water present above the shaped blocks or concrete slabs laid in the composite after the wave breaking process can get into the cavity under the top surfaces.
  • Such large-volume flowable concrete moldings are also suitable to be used as the actual supporting elements of the building structures.
  • dam-like structures can be regularly stacked with suitable material.
  • the hollow body structure is formed only from an upper shell 1a and a lower shell 1b.
  • the structural design of the flow cross-section 2a, 2b, 2d was not shown here for reasons of a better overview. The same applies to the waves moving along the reference water level 3 and the water volume of the wave run-up surge transported through them during the wave breaking process above the hollow body boundary 4. After the movement has been reversed, the latter is fed back in full or in part through the inlet cross section 2a, the cavity 2b and the outlet cross section 2d as a return flow to the water volume in front of the building below the reference water level 3.
  • the distance 5 of the upper boundary 4 of the hollow body structure from the reference water level at the embankment contour 6 as well as the design of the cross sections 2a, 2b and 2d per running meter of the shoreline 7 and the parallel length 8 of the hollow body structure depend on the configuration of the entire structure and the design wave characteristics can be determined by hydraulic model investigations.
  • the hollow body structure can be established separately from the slope cover 9a, 9b, which may be of conventional design, as well as in association with it.
  • FIG. 1b shows an example of the possible (possibly optimal) arrangement of the upper hollow body boundary 4 below the reference water level on the structure 6, depending on the result of the model tests.
  • 1c contains the basic illustration of a hollow body structure which is partially permeable on its upper side. This embodiment is characterized in that it is functional for changing reference water levels between two limit water levels 3a and 3b.
  • the reference water level 3a drawn in above the design water level 3b reflects a temporarily higher water level, which z. B. may result in future climate changes, but must not impair the functionality of the revetment according to the invention.
  • the return water located after the breaking of the waves above the lower limit water level 3b can penetrate into the cavity 2c below through the openings 10 and is then returned via the cavity 2b and the outlet cross section 2d to the water volume in front of the building.
  • the distances 5a and 5b of the upper boundaries 4a and 4b of the upper, permeable shell part 11 and lower impermeable shell part 12 consisting of steps from the intersection of the upper limit water level 6a and the lower limit water level 6b with the slope contour and the associated lengths 8a and 8b and the net cross sections of the openings 10 depend on the configuration of the entire structure, the boundary water levels 3a, 3b, and the design wave characteristics and must be determined by model tests.
  • a flowable shaped block 2.1 is formed with funnel-shaped recesses 2.2 and corresponding conical formations 2.3 that it is in the middle a bandage of 4 neighboring shaped blocks 2.4 is fixed horizontally and vertically in its position.
  • the arrangement of the funnel-shaped recesses 2.2 also entails a smaller inlet loss.
  • the inner surfaces 2.6 of the stones can also be made of hollow plastic bodies (possibly pipes) or the like. consist. Since these shaped stones, which are closed on their circumference and laid in a composite, are not very permeable to leachate, they should preferably be arranged above an impermeable cover layer.
  • Shaped stones that 3a to 3d are designed to be permeable on the underside through rectangular (or differently shaped) recesses 3.1, can be directly on a permeable cover layer, filter mat or the like. be relocated.
  • Top curbs belonging to FIGS. 4 a and 5 a, see FIG. 2 can also have funnel-shaped cut-outs in accordance with a lower inlet loss.
  • Fig.2a have.
  • All shaped blocks according to FIGS. 3a to 5d can also be made completely closed with the plastic hollow bodies mentioned in FIGS. 2c and 2d and / or on their circumference.
  • the shaped stones acc. 6a to 7d are provided for seepage water-permeable revetments or cover layers and are accordingly laid on a filter mat or the like.
  • Flow cross sections are here only formed as thin-walled hollow profiles with rectangular sections 6.1 or 7.1 or circular cross sections 6.2 or 7.2, which are provided at their ends with disk-like abutting surfaces 6.3 or 7.3.
  • the composite elements 6.4 and 6.5 on the end plates correspond to the shaped blocks in accordance with. 6a that of FIG. 2a or FIG. 3a and the composite elements 7.4 or 7.5 in the case of the shaped blocks according to FIG. 7a in principle those of FIG.
  • the total surface formed by hollow profiles and end plates of the shaped stones laid in the composite advantageously corresponds to the surface of a rough revetment. If these shaped stones are weighed down with a cover layer in order to achieve greater stability, a better bonding effect with the filler material can be achieved by carrying them out with higher end plates, see Fig. 6e and Fig. 7e.
  • the inside and / or Outer surfaces of the hollow profiles made of plastic elements may be advantageous.
  • the upper curbs to be assigned to FIG. 7a can also be designed with flow-optimized inlet funnels according to FIG. 2a.
  • the shaped block is gem. 6a to 6c modified by arranging inclined head surfaces in such a way that water entry is possible in the case of molded stones laid in a composite according to FIG. 1c.
  • the bond is ensured in this case by the fact that the end disks 8.1 and 8.2 parallel to the contour lines are of the same height on both sides, the lower end disk 8.2 being designed funnel-shaped 8.3 in the area of the inlets located above the top surfaces.
  • the shaped block according to FIG. Fig.2a to Fig.2c modified by arranging inclined head surfaces 9.1.
  • the bond is ensured in this case in that the intermediate walls 9.2 and side walls 9.3, which are parallel to the fall line, have a constant height.
  • Prefabricated panels with the cross-sectional configuration shown in Fig. 10 essentially consist of hollow sections 10.1, which are covered with concrete or the like, if necessary using structural steel mesh or the like. are shed.
  • the plates should have funnel-shaped widenings in the area of the hollow profile openings at the respective upper end, into which conical locking elements (not shown here), formed on the respective lower end of the plates, in the sense of a Intervene with horizontally offset panels.
  • the support surface of the plates forms a cover layer 10.3, which may be conventionally produced (impermeable). In the case of an in-situ concrete construction, this is preferably rough on its surface 10.4. Hollow profiles laid on top are pushed in the fall line in the usual way with sleeves and with in-situ concrete, colcrete concrete or similar. shed.
  • the Surface can also be designed rough in the sense of greater energy conversion.
  • Panels in prefabricated construction with the cross-sectional configuration shown in FIG. 11 essentially consist of hollow profiles 11.1, which have recesses 11.2 on their underside or are designed to be slotted in order to ensure the infiltration of seepage water into the interior of the profile.
  • the grouting 11.3 is carried out as in Fig. 10 with concrete, asphalt concrete or the like, possibly using structural steel mesh or the like. to elements that are installed using machines.
  • the plates are placed on a sand-retaining filter mat 11.4 or similar. laid, which in turn is arranged over conventional, permeable layers 11.5.
  • the panel assembly is made with similar locking elements as for panels according to Fig.10 and in a staggered arrangement as shown in Fig.2 for the shaped blocks.
  • a plastic film 11.6 is arranged in the area between the hollow profiles, which is intended to prevent the potting material from penetrating into the filter mat. Butt joints, potting and surface design are carried out as for the embodiment according to Fig10.
  • FIGS. 12a to 12e show a hollow body construction of prefabricated concrete construction that is partially permeable on its surface according to FIG. 1c.
  • the shell which partially delimits the cavity towards the water side, consists of streamlined steps 12.1, between which openings 12.2 remain, through which the return water can enter the cavity 12.3 below.
  • hollow profiles 13.1 are shown on their circumference in FIG. 13, which are connected at their ends by shaped blocks 13.2.
  • the latter are said to be horizontal and vertical connection thereby ensure that on the one hand they take on the function of socket connections 13.3 along the fall line and, on the other hand, are provided with form-fitting nose-shaped locking elements 13.4 parallel to the contour lines in the area of their abutting surfaces, with recesses 13.5 correspondingly formed on the opposite abutting surfaces in the region of their ends are assigned.
  • the space 13.6 between the hollow profiles and shaped stones can preferably be filled with permeable building materials.
  • the hollow profiles are provided in their ridge area or even on their entire circumference with holes or slots through which the water present after the breaking of the waves can enter the interior of the hollow body in the sense of a drainage.
  • a hollow body structure can be obtained according to FIG. 14 by supporting a second steel sheet shell 14.2 using steel profile support elements 14.3, the recognized construction principles with regard to the risk of corrosion being observed.
  • FIG. 15 again shows the upper part of a hollow body structure which is partially permeable on its upper side according to FIG. 1c as a hydraulic steel structure.
  • the shell partially delimiting the cavity towards the water side consists of flat steel profiles 15.1 which are connected in an inclined, stepped arrangement to profile steels 15.2. Openings 15.3 remain through the steps through which the return water can enter the cavity 15.4 below.
  • the hollow body structure is principally formed from the outer inclined layer in a spatial association or combination of shaped bodies 16.1, 16.2 and 16.9.
  • the lowest shaped bodies 16.2 give off their vertical bearing forces overall to the subsurface (subgrade).
  • the moldings located above are supported on the one hand on the moldings below the same (outer) layer and on the other hand on the parallel to the latter the inclined (inner) layer 16.3 on the support body in such a way that a spatial association or composite effect arises between the two layers.
  • the moldings of the inner layer can be filled with suitable material in the sense of improved flow guidance in connection with the creation of the support body or covered with prefabricated fitting bodies (not shown here; see FIG. 25).
  • the support forces present on the right-hand side of the molded body are transferred into the support body 16.4.
  • the towards the building along the reference water level 16.5 Moving waves (on the windward side) and the water volume of the wave run-up surge transported by them during the wave breaking process on the structure above the reference water level are not shown.
  • the latter is fed back in full or in part through the inlet cross sections 16.6, the structured cavity 16.7 and the outlet cross sections 16.8 to the water volume in front of the building below the reference water level 16.5.
  • the height of the structure and the related position of the uppermost shaped bodies 16.9 is dependent on the purpose of the overall structure and the design shaft characteristics and must be determined by hydraulic model tests.
  • FIGS. 17a to 17g and in FIGS. 18a to 18e The details of the shaped concrete body used as a structural element for the cross section shown in FIG. 16 can be seen in FIGS. 17a to 17g and in FIGS. 18a to 18e.
  • Fig.17a to 17g it can be seen that the desired biaxial horizontal composite effect is achieved in that a molded body with its 4 corner support edges 17.1 projecting at the corners of its underside and T-shaped intermediate support edges 17.2 in correspondingly shaped recesses 17.3 and 17.4 in the top surfaces of each engages 4 underlying shaped bodies arranged over a rectangular base area.
  • the molded body contains a continuous partition 17.5 which divides it into two main chambers 17.6. A flow of the main chambers deviating from the vertical in the longitudinal direction of the chamber is ensured by the fact that partition walls 17.7 are only present in the main chambers transversely to the longitudinal direction of the chamber in the upper region of the molded body.
  • FIGS. 17a to 17g show a shaped body similar to FIGS. 17a to 17g, but with only one main chamber.
  • this molded body is used as the sole component of a hollow structure, a composite in a uniaxially horizontal direction can be achieved by a molded body with its 4 corner support edges 18.1 projecting on the underside engaging in correspondingly shaped recesses 18.2 in the head surfaces of 2 identical molded bodies each offset below it .
  • a composite effect transverse to the longitudinal direction of the chamber is therefore not achievable in this case.
  • this molded body can also be combined with the Shaped bodies according to FIGS. 17a to 17g are used, in particular for completing the dressing in the end region of a hollow body structure or in the region of the connection to other slope structures.
  • FIGS. 19a to 19f for a shaped concrete body differs from that of FIGS. 17a to 17g essentially by a different design of the locking elements 19.1 or 19.2 projecting on the support corners and the corresponding recesses 19.3 or 19.4 in the top surfaces.
  • Fig. 21 shows a breakwater-like structure or a longitudinal structure which consists of shaped bodies in its actual supporting structure.
  • the cross section marked AA in FIG. 22 is shown.
  • the shaped bodies in the core area 21.1 and - depending on the purpose of the structure - are also filled with suitable material on the leeward side 21.2 of the structure, while the structure on the windward side exposed to the wave attack is one of the Fig. 16 has similar hollow body structure 21.3 with the effect described there.
  • FIG. 22 shows a plan view that matches FIG. 21.
  • the desired discharge of the return water is achieved constructively using the same shaped concrete body at the end of the dam structure shown.
  • FIGS. 23a to 23e and 24a to 24f The details of the concrete molded body used as a structural element for the cross section shown in FIG. 21 can be found in FIGS. 23a to 23e and 24a to 24f.
  • FIGS. 23a to 23e it can be seen that the desired biaxial horizontal composite effect within the spatial association formed from shaped bodies is achieved in that the individual shaped body engages with its lower pyramid-like projecting opening 23.1 in a corresponding opening, the beveled edges 23.2 are formed by the formation of the top surfaces of 4 underlying moldings which are each arranged above a rectangular base surface. Accordingly, the top surface of the individual shaped body has a cruciform structure 23.3 in the plan, which is limited to the upper part of the shaped body.
  • the lower part of the molded body consists of a frame 23.4 which is rectangular in plan and has no intermediate walls in its interior. Accordingly, a flow that deviates from the vertical, preferably parallel to the slope, can form here if the molded body is laid in a spatial association — an element of the hollow body structure through which the flow can flow.
  • the lower part as a separate partial element consists of a frame 24.2 which is rectangular in plan, on which the separate cruciform upper part 24.3 can be placed.
  • wedge-shaped recesses 24.4 are provided in the area of the abutting surfaces on the lower part, into which the rungs of the upper part, which are hexagonal in cross section, engage with their inclined lower edges 24.5 in a form-fitting manner.
  • FIG. 25 shows an example of the arrangement of flow-guiding prefabricated fitting bodies in the vertical section of a breakwater-like structure or a longitudinal structure. It can be seen from the vertical section 25.1 through the individual fitting body that this engages in the vertical direction over both partial elements of the molded body according to FIGS. 24a to 24f. On the other hand, the top view 25.2 of the individual fitting body shows that it can advantageously also represent a horizontal composite element between two molded bodies arranged next to one another.

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  • Engineering & Computer Science (AREA)
  • General Engineering & Computer Science (AREA)
  • Environmental & Geological Engineering (AREA)
  • Ocean & Marine Engineering (AREA)
  • Mechanical Engineering (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Revetment (AREA)
EP91103801A 1990-04-10 1991-03-13 Ouvrage de protection de berges Expired - Lifetime EP0451521B1 (fr)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
DE19904011504 DE4011504A1 (de) 1989-09-16 1990-04-10 Uferschutzwerk, laengswerk, querwerk, wellenbrecher od. dgl. sowie zugehoerige bauelemente
DE4011504 1990-04-10

Publications (2)

Publication Number Publication Date
EP0451521A1 true EP0451521A1 (fr) 1991-10-16
EP0451521B1 EP0451521B1 (fr) 1996-07-24

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EP91103801A Expired - Lifetime EP0451521B1 (fr) 1990-04-10 1991-03-13 Ouvrage de protection de berges

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EP (1) EP0451521B1 (fr)
DE (1) DE59108012D1 (fr)

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE19533027A1 (de) * 1995-09-07 1997-03-13 Guenter J Dipl Ing Peters Vernetzte Ringmatte im Wasserbau System PETERS
DE29715260U1 (de) * 1997-08-26 1997-10-23 Lage, Karl, 24768 Rendsburg Elementensatz zum Erstellen eines Damms
DE29812221U1 (de) * 1998-07-09 1999-12-30 Scholle, Jörg, 27442 Gnarrenburg Steingarten - für aquatische Organismen besiedelbare Spundwandkonstruktion
WO2007147624A1 (fr) * 2006-06-23 2007-12-27 First Vandalia Luxembourg Holding S.A. Barrage

Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
NL93233C (fr) * 1900-01-01
GB1073934A (en) * 1964-08-04 1967-06-28 Polykem Ab Oy Method of manufacturing cement pipes, and pipes manufactured by the method
US3503216A (en) * 1968-01-29 1970-03-31 Ramiro M Oquita Underwater paving element
DE2038674A1 (de) * 1970-08-04 1972-02-10 Naue Kg E A H Verriegeltet Deckwerkstein fuer Uferbefestigungen
FR2444121A1 (fr) * 1978-12-15 1980-07-11 Jarlan Gerard Element monolithique a guidage d'ecoulement pour ouvrage maritime
EP0051680A1 (fr) * 1980-01-22 1982-05-19 IWASA, Nobuhiko Caisson de suppression d'ondes
EP0215991A1 (fr) * 1984-03-23 1987-04-01 Jean Louis Rossi Elément de construction pour murs de soutènement destiné à être garni de végétation
US4813812A (en) * 1987-03-17 1989-03-21 Nippon Tetrapod Co. Ltd. Sloping blocks and revetment structure using the same

Patent Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
NL93233C (fr) * 1900-01-01
GB1073934A (en) * 1964-08-04 1967-06-28 Polykem Ab Oy Method of manufacturing cement pipes, and pipes manufactured by the method
US3503216A (en) * 1968-01-29 1970-03-31 Ramiro M Oquita Underwater paving element
DE2038674A1 (de) * 1970-08-04 1972-02-10 Naue Kg E A H Verriegeltet Deckwerkstein fuer Uferbefestigungen
FR2444121A1 (fr) * 1978-12-15 1980-07-11 Jarlan Gerard Element monolithique a guidage d'ecoulement pour ouvrage maritime
EP0051680A1 (fr) * 1980-01-22 1982-05-19 IWASA, Nobuhiko Caisson de suppression d'ondes
EP0215991A1 (fr) * 1984-03-23 1987-04-01 Jean Louis Rossi Elément de construction pour murs de soutènement destiné à être garni de végétation
US4813812A (en) * 1987-03-17 1989-03-21 Nippon Tetrapod Co. Ltd. Sloping blocks and revetment structure using the same

Non-Patent Citations (1)

* Cited by examiner, † Cited by third party
Title
PATENT ABSTRACTS OF JAPAN, vol. 8, no. 174 (M-316)[1611] 10. August 1984; & JP-A-59 068 412 (KEIHAN CONCRETE) 18. April 1984 *

Cited By (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE19533027A1 (de) * 1995-09-07 1997-03-13 Guenter J Dipl Ing Peters Vernetzte Ringmatte im Wasserbau System PETERS
DE29715260U1 (de) * 1997-08-26 1997-10-23 Lage, Karl, 24768 Rendsburg Elementensatz zum Erstellen eines Damms
DE29812221U1 (de) * 1998-07-09 1999-12-30 Scholle, Jörg, 27442 Gnarrenburg Steingarten - für aquatische Organismen besiedelbare Spundwandkonstruktion
WO2007147624A1 (fr) * 2006-06-23 2007-12-27 First Vandalia Luxembourg Holding S.A. Barrage
DE102006028976B4 (de) * 2006-06-23 2012-02-23 Factum Gmbh Damm

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EP0451521B1 (fr) 1996-07-24
DE59108012D1 (de) 1996-08-29

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