EP3715282A1 - Structure flottante et son procédé de fabrication - Google Patents

Structure flottante et son procédé de fabrication Download PDF

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Publication number
EP3715282A1
EP3715282A1 EP19305410.3A EP19305410A EP3715282A1 EP 3715282 A1 EP3715282 A1 EP 3715282A1 EP 19305410 A EP19305410 A EP 19305410A EP 3715282 A1 EP3715282 A1 EP 3715282A1
Authority
EP
European Patent Office
Prior art keywords
elements
hull
longitudinal
segments
junction
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.)
Pending
Application number
EP19305410.3A
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German (de)
English (en)
Inventor
Jean-Daniel Lebon
Eric Laurent
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Soletanche Freyssinet SA
Original Assignee
Soletanche Freyssinet SA
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by Soletanche Freyssinet SA filed Critical Soletanche Freyssinet SA
Priority to EP19305410.3A priority Critical patent/EP3715282A1/fr
Priority to US17/598,489 priority patent/US20220161903A1/en
Priority to PCT/EP2020/057891 priority patent/WO2020200856A1/fr
Publication of EP3715282A1 publication Critical patent/EP3715282A1/fr
Pending legal-status Critical Current

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Classifications

    • B—PERFORMING OPERATIONS; TRANSPORTING
    • B63—SHIPS OR OTHER WATERBORNE VESSELS; RELATED EQUIPMENT
    • B63B—SHIPS OR OTHER WATERBORNE VESSELS; EQUIPMENT FOR SHIPPING 
    • B63B35/00—Vessels or similar floating structures specially adapted for specific purposes and not otherwise provided for
    • B63B35/34—Pontoons
    • B—PERFORMING OPERATIONS; TRANSPORTING
    • B63—SHIPS OR OTHER WATERBORNE VESSELS; RELATED EQUIPMENT
    • B63B—SHIPS OR OTHER WATERBORNE VESSELS; EQUIPMENT FOR SHIPPING 
    • B63B1/00—Hydrodynamic or hydrostatic features of hulls or of hydrofoils
    • B63B1/02—Hydrodynamic or hydrostatic features of hulls or of hydrofoils deriving lift mainly from water displacement
    • B63B1/10—Hydrodynamic or hydrostatic features of hulls or of hydrofoils deriving lift mainly from water displacement with multiple hulls
    • B63B1/12—Hydrodynamic or hydrostatic features of hulls or of hydrofoils deriving lift mainly from water displacement with multiple hulls the hulls being interconnected rigidly
    • B—PERFORMING OPERATIONS; TRANSPORTING
    • B63—SHIPS OR OTHER WATERBORNE VESSELS; RELATED EQUIPMENT
    • B63B—SHIPS OR OTHER WATERBORNE VESSELS; EQUIPMENT FOR SHIPPING 
    • B63B35/00—Vessels or similar floating structures specially adapted for specific purposes and not otherwise provided for
    • B63B35/44—Floating buildings, stores, drilling platforms, or workshops, e.g. carrying water-oil separating devices
    • B—PERFORMING OPERATIONS; TRANSPORTING
    • B65—CONVEYING; PACKING; STORING; HANDLING THIN OR FILAMENTARY MATERIAL
    • B65D—CONTAINERS FOR STORAGE OR TRANSPORT OF ARTICLES OR MATERIALS, e.g. BAGS, BARRELS, BOTTLES, BOXES, CANS, CARTONS, CRATES, DRUMS, JARS, TANKS, HOPPERS, FORWARDING CONTAINERS; ACCESSORIES, CLOSURES, OR FITTINGS THEREFOR; PACKAGING ELEMENTS; PACKAGES
    • B65D88/00—Large containers
    • B65D88/78—Large containers for use in or under water

Definitions

  • the present invention relates to a floatable structure such as a floatable platform and a method of making same.
  • Marine floatable platforms for carrying various loads and made of reinforced concrete are known.
  • Some platforms of substantially parallelepipedal shape are made by casting concrete in a drydock. Such method offers no flexibility and the preparation of the drydock is quite time expensive.
  • US 3828708 discloses a pre-stressed concrete barge in which the hull is constructed from a plurality of modules which are longitudinally prestressed by tendons that are post-tensioned. Since the modules are cast as full-transverse cross-sectional elements, any change of the barge width requires the development of new cross-sectional elements. Furthermore, the elements become cumbersome and very heavy to manipulate if the barge is to have large dimensions.
  • Exemplary embodiments of the invention relate to a floatable structure comprising at least two separate hulls each having a longitudinal axis, each hull comprising along the longitudinal axis a succession of hollow concrete segments.
  • separate hulls mean that the hulls are adjacent but distant from each other and do not possess a partitioning wall in common. The hulls can thus be made independently of each other if one desires so.
  • the longitudinal axes of the hulls are preferably parallel.
  • a floatable structure according to the invention is modular and easy to adapt to the load by varying the number of hulls and the number of segments of each hull.
  • Each hull forms a hollow tubular body that provides buoyancy to the structure.
  • the segments do not extend along the full transverse cross section of the structure and remain easier to make than elements extending along the full transverse cross section of the structure as in some of the prior art discussed above.
  • the invention thus renders easier to make structures of large dimensions, with hulls of height or diameter of 5m or more for example.
  • the length and/or width of the floatable structure may be greater than 20m or 50m.
  • the floatable structure preferably comprises a plurality of junction elements spaced along the longitudinal axis, each junction element connecting the two hulls together.
  • junction elements act like spacers and make the hulls behave like a monolithic body.
  • Each junction element is preferably a cross beam element, i.e. comprises at least two beams that cross. This reduces weight while offering good mechanical stability to connect the hulls.
  • Each junction element preferably is made of concrete, preferably reinforced concrete, and comprises a pre-stressing layout.
  • the junction element may comprise at least one passage for at least one tendon that is tensioned once the junction element is assembled to adjacent concrete segments of the hulls.
  • the junction element comprises a plurality of passages for a plurality of tendons that are tensioned once the junction element is assembled to the concrete segments of the hulls. The prestressing of the junction elements improves the resistance of the assembly and helps obtain a monolithic behavior.
  • Each junction element may connect each hull at two separate upper and lower locations.
  • the upper location is preferably situated above mid-height of the segment, while the lower location is preferably situated below the mid-height of the segment.
  • Each junction element may comprise top and lower horizontal beams and diagonal beams connecting the top and lower horizontal beams.
  • These beams preferably each comprise a pre-stressing layout and they all may integrate sheaths or ducts for the introduction of tendons.
  • Each junction element may be a one-piece element. In a variant, it may comprise at least two preformed assembled parts.
  • Each hollow segment preferably comprises two preformed elements that are connected. These elements are preferably half ring elements, preferably left and right elements but in a variant could be top and bottom elements. These elements can easily be made by an industrial plant in large numbers even for large structures. Each element may be a half ring element, but the cross-sectional profile of the elements may be other than semicircular, depending for example on hydrodynamic considerations. Preferably the elements are symmetrical, but if required by some hydrodynamic or other considerations, they may be dissymmetric.
  • the height of the left or right element may range from 4 to 32 m, and its width (i.e. dimension along the longitudinal axis of the hull) may range from 1 to 10 m.
  • the outer radius of curvature of the half ring element may range from 2 to 16 m.
  • the left and right elements are identical or symmetrical.
  • they are made of reinforced concrete, with rebar reinforcement cages.
  • the left and right elements have preferably matched cast transversal joints. They preferably comprise female and male complementary shear keys that contribute to properly position one element in contact with the adjacent one during the assembly operation, and this also increases shear resistance of each joint.
  • the interface between two consecutive left or right elements may be filled with a polymeric binder such as an epoxy-based resin.
  • Each hull may comprise at least one cast in situ longitudinal beam, preferably one lower and one top cast in situ beams. These beams are preferably made of prestressed reinforced concrete and provide more stiffness to the hulls.
  • the beams may comprise rebar and may be pre-stressed with longitudinal tendons internal to the beams, that are post-tensioned after the concrete has set.
  • the top longitudinal beam may also serve to connect the corresponding hull to a top slab, e.g. the deck of the platform.
  • the longitudinal beams extend in gaps between the left and right elements. The elements of the segments preferably have rebar extending within the longitudinal beam(s).
  • Each hollow segment may comprise at least one pre-slab for casting the at least one cast in situ longitudinal beam, especially the top longitudinal beam.
  • Each hull comprises post-tensioned tendons extending from one longitudinal end of the hull to the opposite longitudinal end. These tendons apply an axial load to the segments.
  • Each hull is closed at opposite longitudinal ends, preferably with bulkheads.
  • Each hollow segment is preferably connected to a respective cradle, preferably by bolting.
  • the cradle is useful when assembling the left and right elements of each hull as it maintains the elements in a predefined position, preferably vertical, and offers some wind resistance until the assembly is completed.
  • each cradle comprises a shoulder against which an end of the element abuts, which helps block the element in a given position.
  • the cradles may be removed or not once the hulls are completed or when the platform has reached the launch site.
  • the cradles may be configured to play an hydrodynamic role, for example to dampen structure oscillations in the sea, in which case the cradles remain advantageously permanently fixed on the corresponding hulls.
  • Each hollow segment may comprise at least one stiffening rib. This rib extends preferably along the left and right elements. The rib may be provided with openings for guiding tensioning tendons used for pre-stressing the hull.
  • Each hull may comprise at least one internal reinforcement member, such as a brace, diaphragm or ties, in particular radial ties.
  • This reinforcement member may help prevent ovalization of the hull because of localized external load.
  • the brace may have a star configuration and bear on stiffening ribs of the left and right elements.
  • the invention also provides a method for the construction of a floatable structure such as the one defined above, comprising at least two separate hulls, the method comprising assembling pre-formed concrete elements on respective cradles to form at least two adjacent segments successions, preferably left and right pre-formed elements.
  • the method may comprise installing junction elements between the at least two adjacent segments successions.
  • the method may further comprise casting in situ at least one longitudinal beam along each succession of segments, preferably a top longitudinal beam, more preferably a top longitudinal beam and a lower longitudinal beam.
  • Each pre-formed concrete element is preferably cast horizontally in a U configuration with the concavity of the U oriented upwards, then pivoted vertically by a quarter of turn ready for installing on the cradle, the transverse faces of the pre-formed concrete elements preferably being match cast on a long bench.
  • the top and lower longitudinal beams are provided each with rebar and with sheaths or ducts for post-tensioned tendons.
  • the method may comprise installing pre-stressing tendons along the succession of segments. These tendons may be internal to wall of the segments or external to the wall of the segments. The tendons may go through ribs protruding on the internal surface of the hulls.
  • the method may comprise installing bulkheads at the ends of each succession of segments.
  • the method may comprise making a top structure such as a top slab, to which the hulls are connected, preferably with rebar extending within the concrete of the top slab and within the concrete of the hull, preferably the concrete of the top longitudinal beam.
  • the method may comprise installing pre-slabs on the hull segments before pouring the concrete to form the top longitudinal beam.
  • the top slab is made of preformed pre-slabs which are submitted to pre-stressing as an axial load is applied to the hull hollow segments thanks to the tendons cited above.
  • the method may comprise pre-stressing the hulls by applying an axial load to the segments using post-tensioned tendons.
  • the method may comprise prestressing the junction elements.
  • the method may comprise pouring or injecting in situ joint at the interface between the junction element and the adjacent segments and prestressing the junction element once the joint has hardened, the junction element preferably being a cross beam element.
  • inflatable seals are used at the interface of the junction element with the segments to define a volume where grout or other filler is poured or injected.
  • the floatable structure 1 shown in Figure 1 is a platform comprising a top structure such as a top slab 2 and a floatable body 3 supporting the top slab 2.
  • the floatable body 3 comprises two hulls 10 each extending along a longitudinal axis X, the longitudinal axes of the hulls 10 being parallel in the example shown.
  • Each hull 10 comprises a succession of hollow segments 20 extending along the longitudinal axis X, and each hull is closed by bulkheads 70 at its longitudinal ends.
  • Each hollow segment 20 is in the example shown a ring segment of substantially circular outline, attached to a respective cradle 23.
  • a few cradles 23 are laid on a supporting structure lying above ground level at the assembly zone, as the completed platform will need to be transported to a launch site by any appropriate transportation equipment such as a tracked trolley or Self-Propelled Modular Transporter (SPMT) or similar equipment.
  • SPMT Self-Propelled Modular Transporter
  • the cradles 23 are laid one next to the other with some axial spacing to allow the necessary movement of the adjacent ring segments 20 when they are assembled longitudinally. Any remaining gap between adjacent cradles 23 after assembly of the ring segments 20 is completed may be filled with any appropriate filler such as concrete.
  • the half ring elements 24 are fixed on the cradles 23 using bolts (not shown), introduced into openings 25 of the cradles 23 as shown in Figures 9 and 11 .
  • Each cradle 23 comprises a top concave surface of shape complementary to the elements 24, with a central boss 26 as shown in Figure 10 .
  • the boss 26 defines opposite shoulders 27 against which respective lower ends of corresponding half ring elements 24 abuts, thus blocking these in rotation.
  • Each half ring element 24 may be hoisted down onto the corresponding cradle 23, and the bolting of the element on this cradle preferably takes place before the element is detached from the hoist.
  • the cooperation between the element 24 and the cradle 23 ensures the element 24 remains stable and withstands any transverse wind load that may occur on the construction site (if the assembly takes place outdoors).
  • Figure 2B shows left and right half ring elements 24 lying on a respective cradle 23.
  • the floatable body 3 comprises two hulls 10, two successions of segments 23 are assembled, as shown in Figure 2C , side by side.
  • Adjacent half ring elements 24 are preferably match cast and comprise on their axial end surfaces (i.e. faces transverse to longitudinal axis X) complementary male 24a and female 24b shear keys as shown in Figure 21 .
  • the elements 24 may be cast in a U configuration as shown in Figure 8 , with the concavity of the U facing upwards.
  • the elements 24 may be cast along a long bench.
  • the end of the formwork used to cast an element 24 may be vertical and be constituted by the end face of another element 24 previously cast. In this way the elements 24 are match cast, which allows to easily obtain interlocking shapes at the interface of adjacent elements.
  • the formwork is removed, and the elements may be pivoted about a quarter of a turn to reach a vertical configuration ready for installation on a respective cradle. This facilitates the handling of the elements and their installation on the cradles, as the elements may be heavy and bulky.
  • a binder 100 such as a polymer resin, e.g. an epoxy-based resin, before the elements 24 are brought together. Provisional longitudinal pre-stressing is advantageously applied to the elements 24 under assembly to ensure a good repartition of the binder at the interface of the elements 24 during polymerization of the binder and avoid any undesirable relative move of the elements 24.
  • junction elements 30 are installed between the adjacent successions of ring segments 20 as shown in Figure 2D .
  • Each junction element 30 is preferably a cross beam element 30 comprising, as shown in Figure 12 , a top beam 31 and a lower beam 32 connected by two diagonal beams 33 that cross in their middle.
  • the beams 33 may be perpendicular to each other as in the shown example.
  • Top and lower beams 31 have ends 34 of a concave shape configured to substantially match the outer surface of the adjacent half ring elements 24.
  • the junction element 30 also comprises sheaths or ducts 36 extending internally along each beam 31, 32 or 33 for the introduction of tensioning tendons (not shown).
  • junction elements 30 are preformed reinforced concrete elements that are installed using temporary stability components.
  • junction elements 30 are one-piece elements, they may be inserted horizontally between the hulls 10 with a corresponding trolley moving longitudinally between the hulls and erected once they reach their destination.
  • junction elements are made of multiple parts, some parts may be installed before the others.
  • the junction element comprises a lower part and an upper part
  • the lower part is preferably installed before the corresponding half ring elements 24 are installed on their respective cradles 23.
  • the ends of the junction element 30 that are close to the half ring elements 24 may be provided with inflatable seals (not shown) that are inflated to fill the gap between the junction element and the adjacent half ring elements to define a cavity for pouring or injecting a joint such as grout.
  • inflatable seals avoids the need to access from above to the interface of the junction element with the half ring element. The presence of the inflatable seals may thus render the making of the joint easier.
  • the sheaths of the junction element may be extended into the segments. This operation may be achieved from the inside of the hull.
  • junction element 30 is ready for pre-stressing by post-tensioning corresponding tendons introduced in the sheaths or ducts.
  • Each half ring element 24 comprises for this purpose at its upper end a fallen edge 52, provided with a pre-slab bearing 53, as shown in Figure 8 .
  • the pre-slabs 50 define, together with the fallen edges 52, a longitudinal channel 55 that acts as a formwork.
  • the pre-slabs avoid the need to use other formwork tools.
  • the segment rings 20 define a longitudinal channel 40 at their base.
  • the bottom of the channel 40 is defined by the cradles 23.
  • the bottom end of each half ring element 24 comprises a raised edge 42.
  • the channel 40 extends between these raised edges 42 and acts as a formwork.
  • the elements 24 preferably have rebar (not shown) extending in the channels 40 and 55 to improve the connection with the corresponding longitudinal beams that are cast in these channels.
  • Appropriate rebar is installed in the channels 40 and 55, together with longitudinal sheaths for tendons intended to provide pre-stressing.
  • a longitudinal lower beam 45 is cast in situ in the channel 40, as shown in Figures 2H and 5 .
  • a longitudinal top beam 56 is cast in situ in the channel 55, as shown in Figure 21 .
  • Each half ring element 24 comprises a stiffening rib 60 extending along its inner surface along a median plane, between the raised edge 42 and the fallen edge 55, as can be seen in Figure 6 .
  • This rib 60 may be provided with openings 61 for the installation of longitudinal sheaths along the internal surface of each hull 10, for the introduction of external post-tensioning tendons.
  • the sheaths that are installed are preferably HDPE sheaths with electro-weldable sleeves at their ends to ensure good sealing of the sheaths.
  • reinforced concrete bulkheads 70 are installed into the end ring segments 20, as shown in Figure 6 .
  • junction elements 30 typically made with internal post-tensioning tendons, occurs before the bulkheads 70 are installed.
  • the tendons extending within the various beams of the junction elements 30 are tensioned. The tensioning of these tendons will cause the hulls 10 to behave like a monolithic structure.
  • the bulkheads 70 may be one-piece elements, as shown, or may be made of multiple parts if the weight of the bulkhead exceeds the capacity of the available hoisting equipment.
  • the contact faces between the bulkhead and the adjacent ring segment are coated with a binder such as epoxy-based resin, after the continuity into the bulkheads 70 of the tendon sheaths extending within the longitudinal beams and through the ring segments stiffening ribs has been completed.
  • a binder such as epoxy-based resin
  • the tendons are threaded in the corresponding longitudinal sheaths from outside the hull 10.
  • the top slab 2 is preferably assembled to the ring segments 20 after completion of the hulls 10 as shown in Figure 2K .
  • the top slab 2 may be made of pre-slabs and other preformed elements.
  • the components of the top slab 2 are connected to the hulls by reinforced concrete connections.
  • the top slab 2 is intended to carry various equipment (for example hoisting equipment, accommodations, storage tanks, plant processing equipment etc). depending the intended use.
  • Each hull 10 may comprise rebar (not shown) that extends within concrete parts of the top slab 2 that are cast in situ. This rebar may extend also into the concrete of the top longitudinal beam 56 of the hull.
  • the tendons extending within sheaths 62 and those (not shown) extending within the longitudinal beams 45 and 56 are tensioned to induce an axial load and corresponding pre-stressing into the succession of ring segments 20 and longitudinal beams 45 and 56.
  • the tensioning of the tendons is preferably coordinated with the making of the top slab 2 so that the tensioning of the tendons induces also some pre-stressing into the top slab 2.
  • grout or other filler may be injected into the corresponding sheaths.
  • the filler is introduced before post-tensioning, by using unbounded prestressing tendons such as individually HDPE coated and greased strands.
  • one or more internal braces 80 or any other reinforcement member such as diaphragms or ties are inserted in one or more ring segments 20 before bulkheads 70 are installed, as shown in Figure 14 , to prevent ovalization due to localized loads on the top slab 2.
  • the one or more internal reinforcement members 80 are fixed inside the hull at one or more axial positions where the external load is expected or at the location(s) of the junction element(s).
  • Each reinforcement member 80 may exhibit a star configuration, with radial beams 82 as shown in Figure 13 .
  • the beams 82 may be provided at their outer ends with flanges 84 for their fixation on corresponding ribs 60 by bolting or otherwise.
  • the structure 1 Once the structure 1 is fully equipped, it may be transferred to the launch site where it is put in water and the construction site may be re-used to make the next structure 1.
  • the invention is not limited to the example described above.
  • the platform 1 is not limited to a given number of hulls 10 and may comprise three or more parallel hulls as shown in Figure 20 .
  • At least two separate hulls may be positioned in succession in the longitudinal direction of the platform 1.
  • the longitudinal axes of the hulls may not be parallel.
  • the platform comprises four or more hulls having longitudinal axes oriented in a diamond or star configuration. This may involve the use of junction elements of different shapes and sizes.
  • Each hull may be provided with extra components.
  • an inspection door may be provided in the upper part of each hull.
  • Each hull may be provided with a liner to help prevent ingress of water.
  • Each hull may be provided with at least one internal wall to define at least two sealed compartments in the hull and help render the latter unsinkable in case of damage.
  • Upright reinforced concrete beams may connect the top longitudinal beam to the lower longitudinal beam to improve mechanical resistance and withstanding of vertical loads.
  • These upright beams may be preformed and installed in the segments before the longitudinal beams are cast.
  • These upright beams may comprise rebar extending within the concrete of the longitudinal beams.
  • the upright beams may comprise rebar that extends within the concrete of the top slab.
  • the upright beams may be pre-stressed thanks to post-tensioned tendons extending therethrough and possibly also through the top slab 2.
  • Ends of the post-tensioned tendons may be anchored against surfaces of the hulls in various manners, with the use of anchoring plates or other anchoring components such as embedded anchor heads with trumpet shape if needed.
  • the tendons used in the construction of the hulls are preferably high tensile strength steel cables made of individual units called strands.
  • the tendons are preferably individually sheathed with plastic material such as HDPE and lubricated (greased) within each individual sheath to insure unbounding with a low friction coefficient.
  • the above-mentioned provisional tensioning may be achieved using bars (not shown) introduced into corresponding passages. These bars may have threaded ends to enable to couple bars one in line with the others to accommodate for the increase of length when the number of assembled segments become higher.
  • the left and right elements 24 and/or other concrete components of the hulls are preferably made of High-Performance Concrete (HPC).
  • the concrete used for making these elements or components has a compressive strength of better than 30 MPa, preferably better than 60 MPa, and more preferably of 90 MPa or better.
  • Pre-stressing of the hull may also be achieved through internal tendons, extending within the thickness of the wall of the segments.
  • left and right elements may be cast with corresponding sheaths, typically made of corrugated metallic ducts, and these ducts are connected in waterproof manner when the elements are assembled.
  • the left and right elements of the segments may be replaced by top and bottom elements or by any other elements dividing the segments in sectors, with same features as described above.

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  • Engineering & Computer Science (AREA)
  • Mechanical Engineering (AREA)
  • Chemical & Material Sciences (AREA)
  • Combustion & Propulsion (AREA)
  • Ocean & Marine Engineering (AREA)
  • Physics & Mathematics (AREA)
  • Fluid Mechanics (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Bridges Or Land Bridges (AREA)
EP19305410.3A 2019-03-29 2019-03-29 Structure flottante et son procédé de fabrication Pending EP3715282A1 (fr)

Priority Applications (3)

Application Number Priority Date Filing Date Title
EP19305410.3A EP3715282A1 (fr) 2019-03-29 2019-03-29 Structure flottante et son procédé de fabrication
US17/598,489 US20220161903A1 (en) 2019-03-29 2020-03-20 Floatable structure and method of making same
PCT/EP2020/057891 WO2020200856A1 (fr) 2019-03-29 2020-03-20 Structure flottante et son procédé de fabrication

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
EP19305410.3A EP3715282A1 (fr) 2019-03-29 2019-03-29 Structure flottante et son procédé de fabrication

Publications (1)

Publication Number Publication Date
EP3715282A1 true EP3715282A1 (fr) 2020-09-30

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EP19305410.3A Pending EP3715282A1 (fr) 2019-03-29 2019-03-29 Structure flottante et son procédé de fabrication

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US (1) US20220161903A1 (fr)
EP (1) EP3715282A1 (fr)
WO (1) WO2020200856A1 (fr)

Families Citing this family (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN113071623A (zh) * 2021-04-24 2021-07-06 王踵先 一种圆管装配式浮动平台结构及其生产方法

Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3280525A (en) * 1962-07-06 1966-10-25 Crowley Hession Engineers Prestressed concrete tank, process and structural unit therefor
FR2043982A5 (en) * 1969-05-05 1971-02-19 Marseille Grands Travaux Submerged prestressed concrete reservoir
GB1232097A (fr) * 1968-08-14 1971-05-19
GB1306448A (en) * 1969-08-05 1973-02-14 Leon Ballot Sa Des Entreprises Reservoirs
US3828708A (en) 1973-04-09 1974-08-13 B Gerwick Modular prestressed concrete marine vessels and method of making same
DE20207585U1 (de) * 2002-05-15 2002-09-05 Clement Juergen Schwimmendes Fundament als starre Plattform

Family Cites Families (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP2724381A1 (fr) * 2011-06-23 2014-04-30 Staubli, Kurath & Partner AG Structure porteuse flottante pour unité solaire d'une installation solaire et installation solaire correspondante
US10119633B2 (en) * 2016-03-28 2018-11-06 Jensen Enterprises, Inc. Precast segmented annular structure with structural joint
CA3035752A1 (fr) * 2016-09-02 2018-03-08 University Of Maine System Board Of Trustees Coque en beton segmentee pour convertisseurs d'energie houlomotrice et procede de construction

Patent Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3280525A (en) * 1962-07-06 1966-10-25 Crowley Hession Engineers Prestressed concrete tank, process and structural unit therefor
GB1232097A (fr) * 1968-08-14 1971-05-19
FR2043982A5 (en) * 1969-05-05 1971-02-19 Marseille Grands Travaux Submerged prestressed concrete reservoir
GB1306448A (en) * 1969-08-05 1973-02-14 Leon Ballot Sa Des Entreprises Reservoirs
US3828708A (en) 1973-04-09 1974-08-13 B Gerwick Modular prestressed concrete marine vessels and method of making same
DE20207585U1 (de) * 2002-05-15 2002-09-05 Clement Juergen Schwimmendes Fundament als starre Plattform

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US20220161903A1 (en) 2022-05-26
WO2020200856A1 (fr) 2020-10-08

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