EP2036814B1 - Squelette métallique destiné au montage de fondations sous-marines - Google Patents

Squelette métallique destiné au montage de fondations sous-marines Download PDF

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Publication number
EP2036814B1
EP2036814B1 EP08163620A EP08163620A EP2036814B1 EP 2036814 B1 EP2036814 B1 EP 2036814B1 EP 08163620 A EP08163620 A EP 08163620A EP 08163620 A EP08163620 A EP 08163620A EP 2036814 B1 EP2036814 B1 EP 2036814B1
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EP
European Patent Office
Prior art keywords
concrete
metal skeleton
gravity foundation
foundation according
seabed
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.)
Not-in-force
Application number
EP08163620A
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German (de)
English (en)
Other versions
EP2036814A3 (fr
EP2036814A2 (fr
Inventor
Jens JÄHNIG
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Gicon Windpower IP GmbH
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Gicon Windpower IP GmbH
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
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Publication of EP2036814A2 publication Critical patent/EP2036814A2/fr
Publication of EP2036814A3 publication Critical patent/EP2036814A3/fr
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Publication of EP2036814B1 publication Critical patent/EP2036814B1/fr
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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 
    • B63B21/00—Tying-up; Shifting, towing, or pushing equipment; Anchoring
    • B63B21/24—Anchors
    • B63B21/26—Anchors securing to bed
    • B—PERFORMING OPERATIONS; TRANSPORTING
    • B63—SHIPS OR OTHER WATERBORNE VESSELS; RELATED EQUIPMENT
    • B63B—SHIPS OR OTHER WATERBORNE VESSELS; EQUIPMENT FOR SHIPPING 
    • B63B21/00—Tying-up; Shifting, towing, or pushing equipment; Anchoring
    • B63B21/50—Anchoring arrangements or methods for special vessels, e.g. for floating drilling platforms or dredgers
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D27/00—Foundations as substructures
    • E02D27/32—Foundations for special purposes
    • E02D27/42—Foundations for poles, masts or chimneys
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D27/00—Foundations as substructures
    • E02D27/32—Foundations for special purposes
    • E02D27/42—Foundations for poles, masts or chimneys
    • E02D27/425—Foundations for poles, masts or chimneys specially adapted for wind motors masts
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D27/00—Foundations as substructures
    • E02D27/32—Foundations for special purposes
    • E02D27/52—Submerged foundations, i.e. submerged in open water
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02B—HYDRAULIC ENGINEERING
    • E02B17/00—Artificial islands mounted on piles or like supports, e.g. platforms on raisable legs or offshore constructions; Construction methods therefor
    • E02B2017/0091—Offshore structures for wind turbines

Definitions

  • the invention relates to a heavyweight foundation for a undersea solid concrete structure, in particular for the construction of a ballast body.
  • buoyancy bodies For anchoring buildings in shallower or deeper water floating foundations are known, comprising buoyancy bodies.
  • the buoyancy of these buoyancy bodies is greater than the weight to be borne by the foundations.
  • Such floating foundations are secured by a suitable tensile anchorage to the seabed.
  • ballast bodies which are stored on the seabed due to their high weight.
  • the ballast bodies are prefabricated on land, towed to the final position and installed there. They are made of concrete.
  • ballast bodies are required, which together weigh several thousand tons.
  • ballast body for anchoring floating platforms known.
  • the ballast body is formed by a large tensile bag, which is filled with loose material. To the bag traction cables are anchored, of which the floats are held.
  • ballast bodies created in this way are not particularly dimensionally stable. Dynamic load can cause difficulties. It is therefore often a desire to provide the ballast body itself with a certain strength. However, it must be ensured that the thus constructed Concrete structure gets no cracks, which could emanate in the seawater, a corrosive attack. This is especially true if appropriate ballast bodies are to be reliably maintained over the years.
  • a metal skeleton for a concrete submarine structure is known.
  • the metal skeleton is surrounded by a wall assembly for receiving the concrete.
  • the metal skeleton and the concrete are rigidly connected, so that the concrete body can be destroyed.
  • WO 2006/097841 A1 discloses enclosures of various designs for receiving filling material, which is introduced into the lowered envelope. By combining several shells, platforms, artificial islands or piers can be realized. Any registered tensile, compressive or bending forces act on the filling material of the sheaths.
  • the metal skeleton forms a steel structure.
  • the steel structure is subdivided according to its static modes of action in two structural components, namely a primary component and a secondary component.
  • the secondary component initially takes on a shaping function by absorbing the formwork pressure. It contains a formlining, for example in the form of a load-bearing textile fabric, which completely spans the steel structure on the underside and in the circumferential direction over the entire height and introduces all loads from concreting pressure into the steel construction.
  • the primary component takes over the activation of the heavyweight foundation by introducing the tensile forces to be absorbed into the concrete structure.
  • a holding device for placing the metal skeleton on the seabed holds the anchoring device in a position in which the arms are positioned at a fixed distance above the seabed.
  • This distance is preferably significantly less than the total height of the ballast body to be built. It is for example 500 to 1000 mm. On the one hand, this means that smaller bumps in the seabed are covered by the arms with sufficient vertical distance.
  • the holding device preferably includes vertically displaceable edge supports or feet arranged in the edge area of the steel construction.
  • the displaceability of the edge supports or feet an unevenness of the seabed. Therefore, the secondary component of the metal skeleton is self-leveling. Even in the case of a heavily uneven sole, a planned positioning of the metal skeleton is made possible.
  • the arms later introduced into the metal skeleton, engages the arms and protects them sufficiently from corrosive attack of seawater.
  • the arms are held substantially horizontal by suitable means such as tension members or trussing.
  • the arms form a screen which penetrates the greater part of the concrete body for load introduction into the same.
  • the arms are preferably tensioned via tie rods in the manner of a cable-stayed bridge construction.
  • the tie rods are preferably decoupled from the concrete.
  • Plastic sleeves or coatings can be used to separate the tension elements from the concrete.
  • About the anchoring device in the metal skeleton introduced upward tensile forces are transmitted to the metal arms, which engage under the erected concrete structure like a screen. The concrete structure is thus stressed substantially to pressure, which counteracts cracking.
  • the introduction of the outer cable forces can be done outside the concrete structure via appropriate suspension points, for example in the form of vertical slices that project over a certain distance, for example, 0.5 m above the top of the concrete body and are arranged in plan view at an angle, for example, orthogonal to each other. Their height can be for example one meter.
  • These elements are preferably rigidly connected to a load distribution plate, which is at least slightly displaceable vertically mounted on the center support and thus not connected to this tensile strength. Slight vertical movements, lifts and the like can be effected by the anchoring forces that occur.
  • openings for receiving the center support are provided in the anchor plate.
  • the discs are coated in the region of the near-edge concrete section in particular laterally. The coating can serve to protect against corrosion and to reduce the adhesion of the concrete to the anchor plate. Horizontal forces acting on the load distribution plate are introduced into the surrounding concrete structure.
  • the metal skeleton also carries a wall assembly which covers it at least on its periphery, but preferably also on its bottom and possibly also on its upper side.
  • Wall assembly is supported by vertical struts disposed at the ends of the arms.
  • the wall assembly serves to retain in the enclosed interior filled fresh concrete in the desired shape until it is cured.
  • the power transmission from the upwardly leading component to the metal skeleton erected to the foundation body is not or less on the wall assembly, but wholly or predominantly by the central anchoring device and the leading away from her arms and possibly further stiffening and clamping elements between the Poor can be provided and are covered by concrete.
  • a particularly economical way of constructing subsurface foundation bodies is by using the metal skeleton when the concrete is a saline concrete made from undersea aggregates, suitable binders, necessary admixtures, and salty seawater as make-up water.
  • the metal skeleton comes with relatively little, but massive metal parts, namely a central anchoring device and radially extending away from her arms. These engage under the concrete body in a lower layer of the same.
  • tensioning elements as tensioning elements, which are preferably covered with plastic.
  • the plastic sheath separates the preferably made of steel
  • Tension element from the surrounding concrete provides a limited elastic balance between the steel and the concrete. This reduces or eliminates stress cracking in the concrete and prevents the penetration of corrosive seawater to the steel.
  • the other components are formed for example of profile steel, which has a high bending stiffness and a high cross-section.
  • anchor plates are arranged on the main or sub-carriers of the lower carrier grate. These can be round, rectangular or otherwise shaped. Preferably, they have a dimension of 1.2 by 1.2 meters. For example, in each case three such anchor plates can be provided on each of the main arms arranged at a 90 ° distance, while less, such as two or only one anchor plate, can be provided on intervening arms.
  • the individual armature plates are preferably suspended by free play anchors on the load distribution plate.
  • the free-play anchors are tension members which are surrounded by a cladding tube in which they can move at least somewhat axially.
  • a force acting on the load distribution plate, upward vertical or obliquely upward traction is distributed to the free-play anchors and introduced into the anchor plates.
  • the anchor plates thus cause a nearly uniform distribution of the force introduced as a compressive force, the bottom of the Concrete body acts. It sets a state of equilibrium between external tensile force and weight of the concrete body.
  • a wind turbine 1 which is built at sea and may belong to a larger wind farm. It is anchored below a sea surface 2.
  • the sea level ie the distance between the seabed 3 and the sea surface 2 can be relatively large and exceed 50 m.
  • the wind turbine 1 is thus in the water, actually built in seawater.
  • the term "seawater” includes seawater, as it occurs in the oceans and their marginal seas and the North Sea and Baltic Sea, which are suitable as preferred locations for the illustrated wind turbine 1.
  • the wind turbine 1 can also be built on inland lake locations that carry salt water or fresh water.
  • the wind energy installation 1 has a floating foundation 4, to which several buoyancy bodies 5, 6, 7 belong. These are preferably arranged in a lying below the sea surface level 2 and connected by struts 8 with each other and with the tower 9 of the wind turbine 1.
  • the buoyancy bodies 5, 6, 7 generate an in Fig. 1 indicated by arrows lift, which is significantly greater than the total weight of the wind turbine.
  • For anchoring the floating foundation 4 is connected by anchoring cables 10, 11, 12 with heavyweight foundations 13, 14, 15, which rest on the seabed 3.
  • the heavyweight foundations 13, 14, 15 taken together have a weight sufficient to securely anchor the floating wind turbine 1 in place under all flow and weather conditions. They serve as ballast body.
  • the heavyweight foundations 13, 14, 15 are formed substantially equal to each other. Below is the
  • Heavyweight foundation 15 in structure and structure representative of the other two heavyweight foundations 13, 14 described.
  • Essential component of the heavyweight foundation 15 is a metal skeleton 16, as it is made Fig. 2 is apparent.
  • This metal skeleton 16 is divided into two components, namely a primary component and a secondary component.
  • the primary component comprises all elements that serve to load transfer into the erected concrete body.
  • the secondary component comprises all elements that serve to erect the concrete body, eg the take-up of the formwork pressure, etc.
  • the primary component includes a central anchoring device 19, which is formed in the present embodiment by a load distribution plate 19 with connection points for other parts of the skeleton.
  • the load distribution plate 19 has, for example, an octagonal plan and has on its outer periphery chamber walls. These are for example 200 mm high and provided with a coating that reduces or prevents the adhesion of the concrete to the chamber walls.
  • the load distribution plate 19 is supported on an upright column 18 vertically at least a few millimeters movable.
  • the pillar 18 belongs to the secondary component of the metal skeleton 16.
  • the column 18 is followed by laterally outgoing elements.
  • Such elements are, for example, arms 21 which extend radially away from the column 18.
  • This in Fig. 2 exemplified metal skeleton 16 initially has four such arms 21, which extend away approximately in the radial direction of the column 18 and enclose angles of 90 ° with each other. It should be noted that the number of arms 21 may also be larger or smaller, and preferably the angles between two adjacent arms 21 are the same.
  • the arms 21 are formed for example by steel beams in the form of I-profiles, T-profiles or other conventional rolled profiles. They are substantially identical to each other, so that the metal skeleton 16 is based on a large number of identical parts, which can be manufactured in series.
  • the arms 21 can, as Fig.
  • the arms 21 have a length corresponding to the size of the desired heavyweight foundation 13, 14, 15, for example, a length of 5 to 10 meters.
  • the individual arms 21 are how Fig. 2 , but especially Fig. 3 shows, connected by pulling elements 22, 23, 24 with the load distribution plate 19.
  • the tension elements 22, 23, 24, run obliquely from the load distribution plate 19 to the arm 21.
  • They are preferably designed as a free-play anchor.
  • they have, for example, a tensile core in the form of a pull rod or other tensile means and a sheath that separates the core of the surrounding concrete at least so far that move the core in the axial direction without power transmission to the concrete or can stretch.
  • sheathed steel rods, steel cables or the like are provided as tension elements 22, 23, 24.
  • the sheath is preferably made of plastic, for example polyethylene, in order to enclose the tension element 22, 23, 24 in a corrosion-resistant manner. It can be used as tension elements 22, 23, 24 prefabricated sheathed elements, as they are used as rock anchors for rock protection.
  • the tension elements 22, 23, 24 are oriented at acute angles to each other. At their respective upper ends, they are gripped on the load distribution plate 19, preferably at the bottom thereof, within the downwardly open chambers formed thereon. They run to the arms 21 and are where appropriate by means of suitable gusset plates on anchoring plates 25, 26, 27 taken.
  • the anchoring plates 25, 26, 27 are fixed or movable on the arm 21, depending on the design.
  • each two anchoring plates 29, 30 wear.
  • tension elements 31, 32 which extend obliquely to the load distribution plate 19.
  • the tension elements 31, 32 are preferably designed as free-play anchors.
  • the arms 21, 28 are connected at their outer ends with struts which extend horizontally approximately in the circumferential direction and thus define the edges of an 8-corner. These struts can in turn each carry an anchoring plate 33 which is connected to the load distribution plate via a tension member 34.
  • the ends of the arms 21, 28 carry vertical struts 35, which connect the lower arms 21, 28 with the upper arms 36.
  • the metal skeleton 16 is surrounded on the outside by a wall assembly 37, which, like Fig. 2 shows the outer periphery of the metal skeleton 16 completely against the environment delimits.
  • the wall assembly 37 may include a floor which in use lies on the seabed 3.
  • a or several circumferentially extending tension cables may be provided.
  • the floor may be completely closed or have a smaller or larger central recess. In many cases, it is sufficient if the wall assembly (which may consist of a technical textile) extends one or a few meters radially inward and is not covered, depending on the quality of the seabed, the rest, covered by the metal skeleton 16 seabed.
  • the column 18 may be provided at the bottom with a holding device for erecting the metal skeleton 16 on the seabed 3.
  • the holding device 34 may be a sharpening or drilling section extending vertically downwardly from the column 18 and drilling or ramming the metal skeleton 16 into the seafloor. He holds the column 18 in an upright position and thus the metal skeleton 16 at a proper distance floating above the seabed.
  • feet 39 are mounted vertically adjustable. Preferably, they are mounted in sliding guides 40, in which they can be adjusted vertically when overcoming a corresponding frictional force.
  • the feet are located outside the wall assembly 37. Within the wall assembly feet 41 are mounted, which may also be adjustable in height. Their function is to keep the bottom of the wall assembly on the seabed prior to concreting.
  • a not further illustrated connecting means may be provided, for example in the form of a drawbar, to which one or more anchoring cables can be attached.
  • the wall assembly 37 is preferably made of a water-permeable and somewhat mobile material and forms a formwork skin.
  • a high-strength textile fabric As a formwork skin, a high-strength textile fabric is used.
  • the dense membrane spans the steel structure in the form of a shell on the underside and in the peripheral area over the entire component height.
  • the concrete is introduced as a filler in the shell.
  • the tensile forces of the hull resulting from the concreting pressure are introduced into the space structure via the edge supports. In the hardened state, the massive concrete component counteracts the rope forces due to its high own weight.
  • the formwork can also have, for example, a metal support which is connected to a technical textile.
  • the metal carrier may be formed by a metal mesh, a metal mesh, expanded metal or the like. Its inner side is preferably covered completely with a technical textile, such as a fleece, a thin felt, a fabric, mats or the like.
  • the metal carrier can be supported by two circumferential steel cables.
  • the metal skeleton 16 is first lowered in the described form in horizontal position on the seabed 3.
  • the feet 39 are located in the lowest possible position below the top 38 of the pillar 18.
  • the feet 39 in the sliding guides 40 push up as far as necessary, adapting to the unevenness of the seabed.
  • the arms 21 remain in horizontal position and at approximately constant distance from the seabed. This distance is preferably about 1 m, while the total height of the column 18 and thus of the heavyweight foundation 15 can be several meters, for example 5 to 10 m.
  • the metal skeleton 16 is set up, it is filled with fresh concrete.
  • This is filled via a suitable filling hose or a filling tube from above, into the interior of the wall assembly 37.
  • the fresh concrete is preferably produced by a floating production facility, such as a suitably equipped ship.
  • the ship carries the necessary binder, such as cement and fly ash as well as additives in suitable bunkers with it.
  • As an aggregate and as a mixing water preferably undersea sands and gravels are processed in unclassified condition.
  • Seawater is preferably used as mixing water. This results in a saline concrete whose salinity substantially matches the salinity of the surrounding seawater.
  • the standing in salt balance with the surrounding seawater fresh concrete fills the interior of the wall assembly 37 from bottom to top, thereby wrapping the arms 21, 28 and all tension elements completely.
  • the concrete connects to the outer edge of the load distribution plate 19, without overlapping and without penetrating into the downwardly open chambers.
  • the seawater previously in the wall assembly 37 is displaced by the concrete to the outside.
  • the concrete may, for example, be designed in its formulation in such a way that it can be used to control the heat of hydration arising in the core of the heavy-weight foundation 15 with slow-setting admixtures with which it may be added or with the use of appropriate cements, thus counteracting crack formation in the concrete body.
  • cooling hoses can also be provided on the metal skeleton 16, which are enclosed by the concrete and through which seawater is pumped during the setting of the concrete. The latter, however, represents a hassle to avoid.
  • the heavyweight foundation 15 can now accommodate upward forces and dynamic loads. These are transmitted through the load distribution plate 19 and the tension elements 22, 23, 24, 31, 32, 34 on the anchoring plates 25, 26, 27, 29, 30, 33 and thus act from below on the massive closed concrete body. This load entry causes in the concrete body little tensile and bending stresses, so that the concrete body undergoes little or no cracking due to the load. He remains homogeneous.
  • the load distribution plate 19, the tension elements 22, 23, 24, 31, 32, 34 and the anchoring plates 25, 26, 27, 29, 30, 33 form the primary component of the metal skeleton. The remaining elements form the secondary component.
  • the primary component is assigned all tensile forces occurring during operation of the wind turbine. It serves to activate the heavyweight foundation 15 and forms a load introduction construction whose load introduction point is arranged centrally on the upper side of the concrete body. It comprises a total of 28 anchoring plates and free-play anchors.
  • the gravity foundation 15 described so far can, like the FIGS. 5 to 7 show, can also be used for alternative purposes.
  • heavyweight foundations 15 according to Fig. 5 for anchoring floats 42 are provided, which float on the sea surface 2 and wear, for example, facilities for mussel plantation.
  • floating wharfs 43 can be anchored, such as Fig. 6 shows.
  • 15 floating buoys 44 can be anchored with such heavyweight foundations, such as Fig. 7 shows.
  • the metal skeleton 16 is suitable for building undersea solid structures made of concrete such.
  • B The construction of heavyweight foundations 13, 14, 15.
  • the metal skeleton is constructed so that it envelops the concrete body is largely claimed by the registered in the metal skeleton 16 tensile, compressive or bending forces only to pressure.
  • Stretching under load elements are preferably coated with plastic to effect a decoupling of the surrounding concrete and thus a relief of the same.
  • the distances between the individual metal elements are preferably so large that the remaining concrete body can be regarded as unreinforced concrete.

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  • Engineering & Computer Science (AREA)
  • General Engineering & Computer Science (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
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  • Civil Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • Structural Engineering (AREA)
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Claims (9)

  1. Fondation formant contrepoids (13, 14, 15), avec
    a) une ossature métallique (16) avec
    - un dispositif central d'ancrage (19) pour raccorder un élément structurel menant vers le haut à une colonne (18) maintenue verticalement mobile,
    - des éléments de traction (22, 23, 24) partant du dispositif central d'ancrage (19),
    - des éléments qui partent latéralement de la colonne (18) et sont reliés aux éléments de traction (22, 23, 24), et
    - un dispositif de maintien (39) pour mettre en place l'ossature métallique (16) dans une position définie sur le fond marin (3),
    b) un ensemble formant paroi (37), qui enveloppe pour l'essentiel l'ossature métallique (16), et
    c) du béton dans l'espace intérieur de l'ensemble formant paroi,
    sachant que les éléments de traction (22, 23, 24) présentent une âme résistante à la traction et une enveloppe de sorte que l'âme est mobile ou extensible en direction axiale sans transmission de force sur le béton.
  2. Fondation formant contrepoids selon la revendication 1, caractérisée en ce que le béton est un béton à teneur en sel, constitué de liants, d'additifs obtenus en milieu sous-marin et d'eau de mer salée comme eau de gâchage.
  3. Fondation formant contrepoids selon la revendication 1, caractérisée en ce que le dispositif de maintien présente plusieurs pieds (39) verticalement réglables, disposés sur le pourtour extérieur.
  4. Fondation formant contrepoids selon la revendication 1, caractérisée en ce que le dispositif de maintien présent par exemple, en fonction de la nature géologique du fond sous-marin, une pointe (38) à enfoncer dans le fond sous-marin (3).
  5. Fondation formant contrepoids selon la revendication 1, caractérisée en ce que les éléments qui partent latéralement de la colonne (18) sont des bras (21) qui sont reliés par l'intermédiaire des éléments de traction (22, 23, 24) au dispositif central d'ancrage (19).
  6. Fondation formant contrepoids selon la revendication 1, caractérisée en ce que les éléments de traction (22, 23, 24) sont des barres de traction avec un enrobage en matière plastique.
  7. Fondation formant contrepoids selon la revendication 1, caractérisée en ce que l'ensemble formant paroi (37) contient une grille ou un treillis métallique qui est garni d'une structure plane.
  8. Fondation formant contrepoids selon la revendication 7, caractérisée en ce que la structure plane est un matériau textile technique.
  9. Fondation formant contrepoids selon la revendication 7, caractérisée en ce que la structure plane est un non-tissé.
EP08163620A 2007-09-11 2008-09-03 Squelette métallique destiné au montage de fondations sous-marines Not-in-force EP2036814B1 (fr)

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
DE102007043268A DE102007043268A1 (de) 2007-09-11 2007-09-11 Metallskelett zur Errichtung unterseeischer Fundamente

Publications (3)

Publication Number Publication Date
EP2036814A2 EP2036814A2 (fr) 2009-03-18
EP2036814A3 EP2036814A3 (fr) 2011-05-11
EP2036814B1 true EP2036814B1 (fr) 2013-03-27

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EP2036814A3 (fr) 2011-05-11
EP2036814A2 (fr) 2009-03-18
DE102007043268A1 (de) 2009-03-12

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