EP2781659A1 - Submarine construction for tsunami and flooding protection, for fish farming, and for protection of buildings in the sea - Google Patents

Submarine construction for tsunami and flooding protection, for fish farming, and for protection of buildings in the sea Download PDF

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Publication number
EP2781659A1
EP2781659A1 EP13162698.8A EP13162698A EP2781659A1 EP 2781659 A1 EP2781659 A1 EP 2781659A1 EP 13162698 A EP13162698 A EP 13162698A EP 2781659 A1 EP2781659 A1 EP 2781659A1
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Prior art keywords
fence
sea
tsunami
barrier
rocks
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EP13162698.8A
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German (de)
English (en)
French (fr)
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Hans Scheel
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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
    • E02B3/18—Reclamation of land from water or marshes
    • 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
    • E02B3/06—Moles; Piers; Quays; Quay walls; Groynes; Breakwaters ; Wave dissipating walls; Quay equipment
    • 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
    • E02B3/10—Dams; Dykes; Sluice ways or other structures for dykes, dams, or the like

Definitions

  • the present invention relates to the protection against Tsunami waves, against high sea waves, against flooding from storms, and also presents a novel technology for submarine architecture.
  • the seawater reservoirs separated by the Tsunami barriers can be used for fish/tuna and seafood production and partially can be filled up to gain new land.
  • Tsunami waves are formed from sudden vertical displacements of the ocean bottom related to earthquakes, from land slides, from underwater vulcanic eruptions, or the waves are initiated from falling meteorites or from man-made explosions.
  • Their initial wavelength is much longer than the typical depth of the ocean of 4km, the initial amplitude (height of the wave) is limited to a few tens of centimeters and rarely exceeds 1m, and the travelling speed is about 700 km/h.
  • the catastrophic Tsunami sea waves of typically 4 to 10 m height are formed when the gravitation waves reach the decreasing water depth at the coast.
  • the long wavelength of the pressure wave is then reduced and compensated by increased amplitude, or in other words the kinetic energy of the pressure wave is transformed to potential energy by increasing the height of the Tsunami sea wave.
  • Wave heights up to 38 m and higher are formed when the coast has a funnel-shaped structure which concentrates the energy. Observations of such extreme waves have been observed and confirmed by computer simulations.
  • the principle of the invention is shown with a cross section in Fig.1 with the pressure waves (9) from earthquakes or landslides reflected (10) at the stable vertical wall and with release of some pressure energy by upward motion of water in front of the barrier.
  • the vertical submerged wall is facing reduced shear flow and no impact from high sea waves, whereas the vertical concrete wall on top of the Tsunami barrier (4), and the vertical front of the dike or levee are protected above sea level by the invented hanging inclined/triangular structures ("surge stoppers" or "wave deflectors”) which can be replaced.
  • the present invention provides vertical stable walls at modest costs and at relatively high production rates by a novel submarine architecture technology. To this effect, it relates to a protection barrier as defined in the claims. At the same time, by filling the gap (5) between the Tsunami barrier and the shore (3), new land can be gained the value of which could compensate all or at least a large fraction of the construction costs.
  • the gap encloses huge seawater reservoirs which can alternatively be used for large-scale farming for tuna and other fish or seafood, or which can be filled up with rocks, gravel, debbries, sand and covered by a soil layer to gain new land.
  • Fig. 1 represents a schematic cross section of a vertical barrier (e.g. a Tsunami barrier) reflecting the gravitational waves from earthquakes or landslides.
  • a vertical barrier e.g. a Tsunami barrier
  • the vertical barrier extends to the bottom of the ocean (2), typically 4 km, and thus totally reflects the Tsunami pressure wave.
  • the high Tsunami sea waves are developing only at water depth less than about 500 m or even 200 m.
  • the Tsunami barrier can be erected at water depth between 50 m to 500 m which normally is still on the continental shelf.
  • a Tsunami barrier up to 3 m above sea level at high tide and a top concrete wall extending 6 to 8 m above the top of the Tsunami barrier, depending on highest expected waves from Tsunami and storms, the combined submerged Tsunami barrier and the top concrete wall with the surge stopper should be effective to protect the coast.
  • the present invention prevents formation of high Tsunami waves whereas prior art breakwaters try to reduce the catastrophic effect of high Tsunami waves near the coast after these waves have been formed.
  • the prominent example is the Kamaishi breakwater discussed above.
  • the initial offshore Tsunami wave may reach a few meters so that geophysicists and seismologists should estimate the maximum expected vertical displacement of the ocean floor. This then indicates the preferred position and depth of the Tsunami barrier and the height of the top Tsunami barrier plus concrete wall. If this scientific estimation is not yet possible, the historical data should give an idea about the maximum expected Tsunami waves at the ocean depth of 4 km. Furthermore, the Tsunami wave velocity c given above is effected by the relief of the ocean bottom, especially at shallow water, and its direction is influenced by mid-oceanic ridges acting as wave guides. Also friction at the seaground becomes relevant when the Tsunami pressure waves reach shallow waters which with the present invention is prevented.
  • net structures preferably in steel, like fences (12) are lowered into the sea by assistance of weights (for instance of hanging anchors (14)) together with a sequence of steel anchors which in horizontal position fix the fence in vertical position after rocks have been deposited.
  • Fig. 3 shows a schematic cross section of a pontoon for inserting the fence from a roll (13).
  • a variety of high-strength steel fences are produced by Geobrugg AG, Romanshorn, Switzerland (Geobrugg 2012). This company has shown that their special fences have a combination of high strength and elasticity so that they can stop falling rocks and thus protect mountain roads and railroads. Typical fence designs are shown in Fig. 4.a to 4.c.
  • the weights of square meter fence are 0.65 , 1.3 , and between 4.5 and 10 kg/m 2 for 4.a, 4.b and 4.c, respectively, depending on wire thickness and steel net structure.
  • All steel components for the present invention are produced from saltwater-corrosion-resistant steel, for example chromium- and molybdenum-containing low-carbon-steels with European numbers 1.4429 (ASTM 316LN), 1.4462, 1.4404 or 1.4571 (V4A). All metal alloys should have the same or similar composition in order to prevent electrolytic reactions and corrosion at the connecting points. Furthermore, long-time corrosion may be prevented by coating all metal parts with special corrosion-resistant paint or by an elastic polymer, or by covering the steel fence structure seaward by concrete, or by embedding the steel fence.
  • the specific fence structure and the thickness of the wires and of the steel ropes have to match the strength and elasticity requirements depending on the total height of the fence-rock structure, the size and shape of rocks, the number and structure of horizontal anchors, and the risk of earthquakes. Also a variation of the type of fence along the height or along the length of the barrier may fulfil local requirements.
  • a stabilization of fence-rock barriers can be achieved by crossing steel ropes in front of the steel fence, the ropes being fixed to the fence.
  • the overall surface topology and the local roughness of the fence-rock structure determine the reflectivity of the pressure waves. This can be adjusted by zigzag or ondulated structures of the Tsunami barriers, whereas the rough fence-rock surface can be flattened for instance by concrete or by an elastic polymer in order to enhance reflectivity.
  • the first-deposited rocks are washed before so that the clear view allows to control the process by strong illumination and video cameras, by divers, by diving bells, or by Remotely Operated Vehicles ROV (Elwood et al.2004, Tarmey and Hallyburton 2004), or by Autonomous Underwater Vehicles AUV (Bingham et al. 2002, WHOI 2012).
  • ROV Remotely Operated Vehicles ROV
  • AUV Autonomous Underwater Vehicles AUV
  • the steel fence extends preferably 200 m down to the sea floor. If the fence is delivered in rolls of 100 m length, this requires 2 rolls.
  • the upper end of the first roll is on the pontoon or ship connected to the lower end of the second roll to be inserted into the sea.
  • the delivery ships or pontoons are arranged in a horizontal line following the depth level of the sea or following the coast-line, and this work requires relatively quiet sea.
  • the horizontal connection of the steel fences can be achieved above sea level by means of steel ropes or clamps or alternatively their side holders can glide down along steel beams. This is arranged on the ships or pontoons, but it is a critical procedure. It would be easier when, together with the fences, a chain of steel beams (16) shown in Fig. 5 is inserted seaward just in front of two neighboring fences, and these steel beams have side-arms (17) corresponding to the openings of the fences respectively on the size of the inserted rocks. These side-arms not only prevent the rocks to fall seaside, but they also contain spines in landward direction which enter openings of the steel fences on both sides and thus connect two parallel horizontal fences: this allows large distance tolerances between parallel horizontal fences.
  • the vertical steel beams are also equipped with horizontal anchors (18) of 2 m to 20 m length to fix the steel fences in vertical position by subsequent rock deposition, so that the anchors need not to be fixed directly to the steel fences.
  • horizontal anchors 18
  • These steel beams with side-arms, spines and anchors are shown in Fig. 5.a, 5.b and 5.c.
  • the spines can be replaced by automatic clamps which lock to the fence upon contact, when mechanically or magnetically pulled in landward direction.
  • the space between the Tsunami barrier and the coast can be filled (5) with rocks, rubble, etc. and soil on top (6), in order to gain new land as shown in Fig. 1 .
  • this requires huge quantities of material to be transported.
  • a simple terrace structure with terraces (29) requires less rock fill material, still allows to gain new land (6), and therefore may be preferred on certain coasts, see Fig. 6 . This would also become important in case the epicenter of the earthquake would be near to the coast and thus between two steps of the terrace.
  • the total height of the Tsunami barrier will be reduced when the Tsunami barrier has to end for example 5 m to 30 m below sea level at low tide for navigation or for preserving beaches and harbours, as shown with the gap (28) in Fig. 7 .
  • a fraction of the Tsunami wave and also high sea waves from storms may reach the coast which therefore requires a protection line with high stable walls or buildings behind the beach or the harbour.
  • the amplitude of the Tsunami waves derived from the reflection and transmission coefficients depend on the depth ratio of barrier and ocean depth, as discussed by Levin and Nosov 2009 in Ch. 5.1.
  • a novel technology to enhance the density of the fence-rock barrier consists of a heavy metal weight (58) hanging from a ship/pontoon (34): the weight is pulled upwards and then loosened (60) so that it bangs against the fence-rock barrier causing strong vibrations.
  • the schematic figure 8 shows this procedure and also the possibility to adjust the height of the weight (59).
  • the rocks are fixed by gravel and/or sand which are inserted periodically when the rock layer has grown to a layer of say 2m to 5m. In order to prevent major movements of the rocks, more or less horizontal steel fences can be deposited about every 20 m to 50 m rock thickness.
  • An alternative vertical protection can be established directly at the coast by excavation to achieve a deep vertical wall (42) ( Fig. 9 ) to reflect the Tsunami shock waves, and the excavated rock material (43) used to stabilize the nearby fence barrier or basket barrier.
  • An alternative to minimize the amount of rock fill material uses two parallel fences (31,32), closed at the bottom, with horizontal separation distances between the fences between 1 m and more than 20 m established by distance holders (33).
  • This double-fence basket is lowered from two pontoons (34, 35) into the sea to the desired depth and filled with washed rocks (36) and gravel, see Fig. 10 .
  • the thickness of these double-fence walls is determined by the required stability, with Tsunami shock waves requiring a thickness of at least 3 m. The height should extend 2 m to 4 m beyond sea level at high tide, see Fig. 11 ..
  • Double-fence rock structures of many km length are flexible at the bottom and therefore can match the local topology of the sea-ground after this has been cleaned by high-pressure water jets as described before.
  • a single fence with anchors is introduced in order to match to the seafloor topology followed by connected double-fence basket. These baskets are closed at their horizontal ends.
  • the barrier in this case of 5 m thickness, is further stabilized by horizontal anchors as discussed above.
  • the concrete wall (30) above sea level with hanging triangular structure (41) (surge stopper) which will prevent overtopping of sea waves and reduce the splashing over of the lifted sea water from reflected Tsunami pressure waves.
  • the steel bar (22) extending from the concrete wall is used both for later heightening of the concrete wall and for hanging the surge stopper (41).
  • the service road (8) along the concrete wall allows to transport the surge-stopper (wave deflector) and to control the Tsunami barrier.
  • the submarine constructions offer the possibility to produce electric energy by using the inward and outward currents due to the tide and due to water transport from the wind.
  • a flexible Tsunami barrier shown in Fig. 12 reflects some of the pressure wave. Another part of the wave energy is lost by frothing and by deflecting the heavy wing of the flexible barrier. The residual Tsunami pressure will continue towards the coast and must be stopped by a solid barrier (30) near the coast as shown in Fig. 12 .
  • Waterwheels and / or turbines produce the electric energy. These can also be installed at the weak points of the tsunami barrier, below the bridges, where also significant water flow is expected as discussed below.
  • Double-fence Tsunami barriers In the case of 20 m wide Double-fence Tsunami barriers the top concrete wall is stabilized by rocks on the coast side, between concrete wall and service road as shown in Fig. 13 .
  • Very long double-fence barriers have a certain elasticity to withstand medium-level earthquakes. However, for very strong earthquakes they are too rigid and thus may break. In order to prevent such severe damages, which are difficult to repair, it is foreseen to establish weak points where the barrier is interrupted by 2 m to 5 m and where a concrete bridge (47) passes over the gap as shown in Fig. 14 . This bridge is then easily repaired after a severe earthquake.
  • the gap below the bridge is filled with a high-strength steel fence (46) and with a fine-grid fence to prevent escape of fish.
  • the fence allows exchange of seawater and equilibration of tidal height differences which gives the possibility of energy "production” by turbines or waterwheels which regularly turn with inward and outward flow (not shown in a figure).
  • the gap can be provided with gates (not shown in the figures), one with a fence and one with plate doors or sliding gates for complete locking.
  • the double-fence baskets filled with rocks can also be pre-fabricated on the coast and then inserted and connected in the sea.
  • Double-fence barriers may also be used in annular tube structures for offshore platforms, for pillars of bridges, and for wind-power plants (not shown with figures).
  • Double-wall tube structures with rocks inserted between the inner and the outer tube extending above sea level protect the central pillars of offshore platforms or of wind-power plants from Tsunami pressure waves, Tsunami sea waves, and from high sea-waves caused by storms.
  • the shape of the structure/pillar to be protected can be circular, but it can have any other cross section like square, oval, rectangular, triangular etc.
  • the outer and the inner fences are connected and thus closed at the bottom.
  • the construction is done in analogy to the Tsunami barrier construction.
  • the first double-fence unit to be inserted into the sea has the largest circumference ( normally at the bottom of the pillar).
  • the inner fence is kept apart from the outer fence by distance holders or by small vertical walls .
  • This fence unit is then connected on the supply pontoon /ship (by using clamps, steel ropes or other means) to the next double-fence section to be inserted, and so on.
  • This annular structure is arranged when the platform pillar or the stand of the wind-power plant have only partially been raised.
  • existing pillars for instance of bridges can be protected by producing the double-fence-rock structure on site.
  • This alternative method to produce the double-fence protection tube is to wind long fences from rolls around the pillar in a screw fashion, with distance holders to keep the two fences apart, and continuously connect the lower section with the upper section by clamps, steel ropes, or other means
  • Cleaned rocks can be inserted from top after the lowest double-fence section has reached the sea floor.
  • the height of the protection tube and the distance between inner and outer fence, and thus the outer diameter and the mass including the filled-in rocks, depends on the expected highest sea waves. In most cases the horizontal distance between the fences will be in the range 1 m to 5 m, and a height of 2 m to 10 m above sea level at high tide is recommended.
  • the inner fence will be fixed to the pillar, or a buffer is installed around the pillar to prevent mechanical damage from the steel net and the rocks of which many corners may be outside the inner fence surface. Alternatively, the inner fence can be omitted and the outer fence directly connected by distance holders to the pillar.
  • the upper rim of the outer fence should have warning signals or signal lights for navigation (the same as for the Tsunami barriers ending below sea level).
  • a vertical wall of concrete (30) of at least 5m height should be built on top of the Tsunami fence barriers to protect the coast and the harbour from partial Tsunami waves and from high sea waves caused by storms, see Figs. 11 , 13 , 16 , 17 , and to protect the new land (see Fig.1 ).
  • the concrete of Portland cement should have a low water content and be impermeable; a content of 5% to 10% of tricalcium aluminate has been proposed (Zacarias).
  • the thickness of this concrete wall should be at least 1 m at the sea and at least 50 cm along rivers.
  • the top of this concrete wall may have steel beams (22) so that later heightening may be facilitated and that inclined structures with inclination towards sea (surge stoppers (41)) may be hung onto these concrete walls to reduce overthrothing, reduce erosion of the concrete wall, and allowing replacement.
  • Two such inclined concrete structures are shown in Fig. 15.
  • Fig. 15a shows a structure with a straight inclination (19) only corresponding to a tilting angle
  • Fig. 15b shows a second triangular structure with a straight inclination (19) and an upper curvature (20).
  • Fig. 16 shows the triangular structure of Fig. 15a mounted onto the top of the concrete wall (30)
  • Fig. 17 shows the triangular structure from Fig. 15b mounted onto a basic concrete wall (30).
  • the optimum tilting angle can be determined theoretically, experimentally, and by computer simulation. However, for practical reasons and weight limitation, the chosen angle is preferably between 10 degrees and 15 degrees with respect to the vertical direction. For instance, with an angle of 11.3 degrees and a length of 5 m downward, a concrete structure of 2 m length would have a weight of about 12.5 tons. These surge stoppers have to be moved on the service road (8) and lowered onto the vertical concrete wall by means of hooks (24). These triangular structures have the advantages that
  • Concrete is used for the high compressive strength of concrete and steel for the high tensile strength of steel.
  • the replacement possibility allows to test alternative construction materials and material combinations, for example partially fused recycled glass or composite plastic with protection steel plate, for instane the double-fence-rock structure, or to use hollow structures or wood to reduce the weight: the decision depends on timeliness, lifetime experience, and on local resources and knowhow.
  • a heightening of the concrete walls may also be required in case the whole fence-rock structure should sink (as in the case of Kansai airport), or that the sea level is increasing from climate change, or that higher sea waves from heavy storms are expected.
  • a service road (8) along these vertical concrete walls allows transport of the surge stoppers, repair, and access for the public, see Figs. 1 , 11 , 14 .
  • the invention in another embodiment includes seawards oriented surge stoppers hanging on stable vertical double-fence-rock walls or concrete walls which significantly reduce the total shear and impact from the seawaves and thus provide increased stability and lifetime.
  • the walls extending typically 5 to 10 m above sea level, reflect the sea waves, and the reflected waves reduce the power of the oncoming waves.
  • the height of the walls has to be higher than the highest expected sea wave level during high tide.
  • the seawards inclination angle of hanging triangular structures prevents or at least reduces overtopping and splashing of seawater towards the land, especially when an upper curvature is provided.
  • the walls according to the invention offer an efficient alternative to existing dikes which are usually defined with slopes on both sides, i.e. sea side and land side, which cover large land areas and which provide in many cases insufficient stability leading to catastrophic flooding.
  • Fig. 18 Basic walls according to one embodiment of the invention are schematically shown in Fig. 18 .
  • These double-fence-rock dikes with hanging surge stoppers (41) will also be effective to reduce erosion of the steep coasts in North-East England and at other steep coasts.
  • the walls (62) are perpendicular with respect to the surface of the sea (1), i.e. their inclination is 0°, and extend above sea level.
  • the walls are preferably built from double-fence-rock structures as described above, in this case with steel fences between vertical steel beams (7) fixed in the ground, and with anchors and rocks for fixation of the anchors and the steel-fence dike.
  • the landward side of these steel fence dikes are stabilized by heavy masses (45) and by material of former conventional dikes as shown in Fig. 18 .
  • the dikes (30) are built from steel-enforced concrete (23) of at least 1 m thickness against the sea (1) and at least 50 cm thickness along the rivers inside the land as shown in Fig. 19 .
  • the highest density of steel beams is towards the sea and below the surface of the walls for maximized stability and for repair of eroded wall surfaces.
  • These walls are deeply anchored in the sea floor or in the ground by a foundation of concrete and by means of a steel beam fixation (7) and stabilized in direction land (continental) by anchors and heavy dense masses (45) consisting of rocks, gravel, sand, rubble and soil of present dike material.
  • the actual height along the coasts in general should be higher than the highest expected sea waves at highest tide, along the North Sea coasts it should be 8 m to 10 m, but steel rods (22, 52) and the surface morphology of the concrete wall (30) should allow to increase its height in future with increasing sea level from climate change and higher expected sea waves caused by storms.
  • the basic walls may be perpendicular with respect to the surface of the sea, but additional elements showing an inclined face, surge stoppers, may be hung to the basic walls, the general structure being then inclined with respect to the surface of the sea, as discussed above.
  • Sand and gravel may be washed towards the coast and deposited in front of the novel dikes, thereby reducing the protection-effective height. This material should be dredged, or the wall height has to be increased in order to remain fully protective.
  • the walls with surge stoppers according to the invention may extend over many kilometres along the coast.
  • a road (8) along the top of the wall allows control, service, repair of the walls, transport of the surge stoppers, and also public traffic, for instance by bikes.
  • the construction and maintenance of the dikes with double-fence-rock structure (or with concrete walls) and surge stoppers according to the invention offer an improved stability and lifetime and further that much less land area is occupied (perhaps less than 50 %) compared to conventional dikes with seaward slopes and small landward slopes. New land can be gained if these new dikes are built on the seaward side of present dikes, and when these old dikes are removed or flattened.
  • a large fraction of the sea water reservoir between coastline and Tsunami barrier can be used for fishing farms, for instance for salmon, bluefin tuna, sea flounder etc.
  • the North-East coast of Japan protected by 800 km Tsunami barriers shown in Fig. 20 can be divided into sections divided by supply roads (48) according to the boundaries of Prefectures.
  • An alternative arrangement for the supply roads allows navigation from the cities and fishing harbours (51) to the open ocean as schematically shown in Fig. 21 .
  • the access to the open sea (39) is protected by a short Tsunami barrier which stops the direct move of the Tsunami wave into the harbour.
  • the supply roads are on top of double-fence-rock barriers of 4 to 5 m thickness which have gaps with bridges (47) and fences (46), the latter with openings according to the separated fish sizes, see Fig.22.a and 22.b . These gaps can be closed by gates with fences or with completely closing gates.
  • An alternative access for fishing boats to the open sea consists of a long steel-fence channel which is fixed to the seagound by steel bars (7) or by double-fence pillars, see the cross section in Fig. 23 .
  • a fraction of the fences (62) consists of antimicrobial copper alloys which prevent biofouling.
  • the system closed for fish reduces the risk of contamination from the open sea, although fresh water from the ocean can be exchanged through the fences in the openings of the Tsunami barrier.
  • the novel submarine architecture will be useful worldwide not only for fishing farms, but for any buildings in the sea, in lakes, and in rivers.
  • Double-fence-rock structures of three to more than 100m height and horizontal length of five to more than 100m can be lowered to the seafloor in order to define, separate and mark specific areas and in order to mark paths and directions.
  • the vertical fence-rock structures of one to more than 20m width are connected in order to form cages of square, round or other shapes. These separation walls also may prevent overflow of material from one specific area to another area and thus contribute to the efficiency of deep-sea mining.
  • roofs with slits for the transport ropes
  • fence-rock structures or of other material in order to provide space for storage of diving bells and other equipment.
  • the specification of the steel wires and of the fences is less stringent compared to the 200m high Tsunami barriers discussed above.
  • a specific application is envisaged for mining rare-earth containing mud, gravel or rocks from the 5 to 6 km deep sea-ground near Minami-Torishima Island near Japan and from other rare-earth-containing deposits.
  • Such double-fence-rock circles and crosses can also be used for geographic marking points in the sea.
  • the novel submarine architecture is useful worldwide, besides protection against Tsunami and flooding, not only for fishing farms and for deep-sea mining, but also for any buildings in the sea, in lakes and in rivers.

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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)
  • Catching Or Destruction (AREA)
EP13162698.8A 2013-02-08 2013-04-08 Submarine construction for tsunami and flooding protection, for fish farming, and for protection of buildings in the sea Withdrawn EP2781659A1 (en)

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JP2013023131A JP6312362B2 (ja) 2013-02-08 2013-02-08 津波及び洪水保護用、養魚用並びに海中の建築物の保護用の海中建造物

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US (1) US20140227033A1 (zh)
EP (1) EP2781659A1 (zh)
JP (1) JP6312362B2 (zh)
CN (1) CN103981835B (zh)
AU (1) AU2014200674B2 (zh)
CL (1) CL2014000324A1 (zh)
PH (1) PH12014000057A1 (zh)
SG (1) SG2014009559A (zh)

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RU2615343C1 (ru) * 2016-01-29 2017-04-04 Олег Савельевич Кочетов Устройство предотвращения последствий наводнения
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