• 专利附录
  • 专利说明
  • 权利要求
  • 类似技术
  • 同族专利
  • 引用文献
  • 法律状态
  • 优先权
    • 专利摘要:
    Tower (61, 61a) of a wind turbine which projects beyond the highest point of the rotor (62) and has at the top lateral braces (64) to foundations (67) or other towers, wherein the nacelle with rotor (62) has a free space ( 76) under the braces (64) finds and is thus arranged to rotate freely. The tower is designed as a pylon, wherein the support (61a) is arranged directly on the nacelle by means of roller bearings.
    公开号:AT517671A2
    申请号:T50187/2016
    申请日:2016-03-07
    公开日:2017-03-15
    发明作者:Ing Dr Techn Georg Michael Ickinger Dipl
    申请人:Ing Dr Techn Georg Michael Ickinger Dipl；
    IPC主号:
    专利说明:

    Anchoring and bracing wind turbines in wind farms:
    The limits of the offshore wind farms are in the effort of laying the foundation of the wind turbines. The reason is the great burden of the wind power of the freestanding pylons. Costs of up to 25% of the total investment flow into the foundations, installation and transport of the same.
    At greater depths, the offshore wind farm is currently uneconomical due to the complex foundations. This is because the bending moment on the foundation increases with additional depth.
    The present application has set itself the task of substantially reducing these high costs for offshore installations. This is possible because the bracing no significant bending moments act on the foundation. The foundation is reduced to pure pressure load.
    The bending moment reduced by 75% affects the slenderness of the towers.
    In addition, the propeller shaft inclines more efficiently so that the airflow is directed to the ground.
    When using rotatable towers results in an improved flow of the propeller. The rotatable towers are provided at the top with bearings where the bracing attacks and are equipped with hydrostatic lubrication at the bottom. As a result, the tower can be designed as a streamlined flat wing. Smaller flow surface and laminar flow of the rear propeller are the cause. This raises the additional inflow area through the attached tower.
    In addition, there are advantages for improving the use of wind energy and the possibility of installing photovoltaic systems. The full advantage of the new anchorage results in redesigning the towers of wind turbines. There are also proposals to equip existing wind farms with them later. Complementing existing wind farms with tower towers Complementing solar systems for existing wind farms with tower towers Onshore new installations, offshore new installations for greater depths of the sea
    This application is based on claim 29 of A 583 from 2015 09 04. The claims 2 to 9 correspond to the figures 24b-f, 25, 26 a and b. These correspond to FIGS. 1 to 9. The reference numbers remain as in A583 / 2015.
    Embodiments of the foundations:
    The design of the foundations for cantilevered towers essentially depends on the situation, either offshore or onshore, the ground conditions and the size of the wind turbines.
    In gravity foundations, the plants are fixed by the weight of the foundation on the seabed. This method comes from the bridge construction technique: caissons are built on the coast in a dry dock of steel and concrete, pulled out to the site by ship and filled after lowering to the seabed with gravel and sand. One advantage of concrete boxes is the great resistance to ice drift. Disadvantages are the high costs at greater depths.
    Gravity foundations have so far only been tested in shallow waters with a low water depth (<10 m) and are uneconomical for greater depths. Steel monopile constructions are the simplest method for offshore foundations. They consist of steel pipes that are driven into the seabed. This method is particularly economical for the 2 MW to 3 MW class in water depths up to about 20 meters and for the 3 MW to 5 MW class in water depths up to about 15 meters. They can be installed relatively easily and quickly. However, heavy piling equipment is needed for the construction
    Tripod quadripod or lattice tower designs are required for greater depths (> 20 meters) and plant performance (<5 MW). This method was derived from the construction of oil rigs.
    The tower of the wind turbine is connected to a tubular steel frame and distributes the forces on several legs or a lattice tower. These can either be anchored to the seabed with a pile foundation or with a gravity foundation. For the pile foundation considerably smaller cross-sections can be used than with monopile. This makes the pile work much easier.
    Bucket foundation
    This foundation consists of a downwardly open steel cylinder.
    This cylinder is placed on the seabed and then pumped out. The oppression thus created inside the foundation sucks the foundation into the seabed.
    The bucket foundation (bucket) is only suitable for homogeneous soils. For putting up no pile driving is necessary. This makes this foundation construction particularly environmentally friendly. After the end of the life of the system, it can be dismantled very easily by pumping in air.
    Floating foundations For water depths of more than 50 meters, foundations that are firmly anchored to the seabed are difficult to realize for wind turbines. Therefore, the idea of developing floating foundations is obvious.
    A floating body is anchored by ropes to the seabed. The oil industry already has experience with such foundations.
    wind forces
    Forces Moments Losses: Like all machines, even real wind turbines do not reach the theoretical maximum. Aerodynamic losses result from air friction on the blades, by wake turbulence at the blade tips and by spin in the wake of the rotor. In modern plants, these losses reduce the power coefficient from cp, Betz ~ 0.593 to cp = 0.4 to 0.5. Of the mentioned 320 W / m2 (at 17m / s), up to 160 W / m2 can be expected. A rotor with a diameter of 113 m (10,000 m2 area) then delivers 1.6 megawatts (approx. = V3) to the shaft. To calculate the power at the grid connection, the efficiencies of all mechanical and electrical machine parts must also be taken into account.
    The cantilever beam or cantilever beam is loaded by the wind reaction force F. The bending moment is calculated from height H x F. This bending moment is to be taken over by the foundation alone. With a rotor diameter of 113m results in an area of 10,000m2.
    At a wind speed of 17m / s (60km / h) there is a wind power of 290 N / m2 (approx. = V2). So altogether 2.9 million Newton thus about 2901. At 100m hub height so a bending moment of 290 MNm.
    Disadvantages of the prior art:
    Despite numerous proposals to cheapen the foundations with restorations, the limits of economic achievement are reached.
    Advantages of the present invention:
    The articulated tower (free-standing) is probably twice as high as in the current state of the art, but is charged only with half the bending moment. The limits are in σζυι (at 300 N / mm2 or 300,000,000 N / m2 = 300 MN / m2) of the material for steel.
    The maximum bending moment results from M = W. σζυι. In the comparison for constant σζυι and half M results for the new tower half the moment of resistance. For a tube, r = (W / (π. S)) "2 (approximation for thin wall thicknesses W = π, s, r2).
    Example: State of the art 10m diameter 10mm wall thickness (0.01M) W = π. 100.0.01 = 3.14 m3 M = W .σ 290 MNm = 3.14m3. σ σ = 290 / 3.14 = 92 MN / m2 security = 3.26 times
    Example: New proposal: 7 m diameter 10mm wall thickness W = 1.53 m3 M / 2 = W. σ 145MNm = 1.53. σ σ = 145 / 1.53 = 94 MN / m2
    Safety is 3.19 times weight calculation tower: State of the art: 100 meters of pipe 10m in diameter tapered to 7m. Constant 10mm (torque from rotor and nacelle to turning ring) G = (2.10.0,01.100) + 2.6.0,01,100). π .7800 / 2 = (20 + 12). 12.3 = 393t
    Weight calculation tower: New proposal
    Below lx 100 m pipe 7m diameter cylindrical. S = 10mm to 3mm Above 1x100m 7m conical to lm s = 10mm const. (No torque from rotor and nacelle to turning ring) G = (2 .7.0,01,100) + (2.7.0,003,100). π. 7800/2 + + (2.7.0,01,100) + 2.1.0,003,100). π. 7800/2 = = [(14 + 4.2) + (14 + 0.6)]. 12.3 = 32.6.12.3 = 400 t
    The foundation is loaded by the articulated tower with half the wind force F / 2 and the vertical force. The maximum bending moment calculated on the support as a free-lying support amounts to the height of the nacelle M = (F 2.H) / 4 = F. H / 2 thus half the bending moment of the tower according to the prior art.
    Adoption to the wind farm:
    Wind turbine with 113m diameter. Turbine distance 600m (5χΦ), distance: b = 300, sag f = 100m, surface load 250N / m2,
    cable tension
    According to Prof. Desoyer the rope is calculated at low sag as follows: Horizontal force H = q.b2 / 2.f = 112.50 kN (11,21)
    Vertical force V = q.b = 250,300 = 75,000N (7,5t)
    Taking a rope for this example at a σζυι = 370N / mm2, results in a rope with 10mm diameter. (A = 112500/370 = 304 mm2). Weight 1.5t. This calculation was made without taking into account the support of wind power.
    Calculating the supporting force of wind power with 2.9 / 2 = 1.45 MN, you come to a rope with 35mm diameter. (A = 1450,000 / 370 = 3920 mm2)
    Weight This leads to a specific area load of q = 3920.78000 = 305 N / m
    Control of slack:
    Horizontal force f = q.b2 / 2.H = 305.3002 / 2.1450000 = 9.46m Vertical force V = q.b = 305.300 = 91.500 N (9t)
    This leads to a rope with about 35mm diameter. The turbine tower is additionally loaded with a vertical force of 300 t.
    This only applies to one rotor. The wind forces must therefore be supported per rotor.
    Turbine Tower:
    In order to allow a sag of 100m, it is necessary to go over the rotor with the rope suspension. This leads to a concept with suspension of the turbine housing by means of race around the tower.
    However, the enormous concrete masses for the foundation can then be reduced, since the towers in the wind farm are connected to one another via ropes. The foundation of the tower only has to carry the vertical loads. The lateral bracing of the entire cable network then take over the horizontal forces from the wind load. There are concepts with braces (see prior art 6), but the ropes engage the tower below the rotor diameter. This results in much higher horizontal forces.
    By bracing all towers on a rope construction and the articulated mounting of the towers foundation costs are saved. Actually, panels that are laid on the floor are sufficient to absorb the vertical load. Bending moments, which lead to huge foundations, occur only within the tower and do not burden the foundation.
    This new tower concept will be substantial cost towards:
    Foundation,
    Reduce the flexural rigidity of the tower, save.
    Next results in the use of additional solar energy in the wind farm and the Windleiteffektes the films for better efficiency of the rotors. Avoiding the "rushing" of the wind. (See Prior Art 6) If the cable construction at the bracing points is made shortenable and extendable, all the towers can be tilted away from the wind and the rotors tilted downwards, and the utility of the downwardly directed wind line in W02004 / 011799 is realized. If the towers are equipped with a spherical thrust bearing with hydrostatic lubrication (floating), the towers can be rotated from the rope-based top plunger. If the nacelle is adjustable in height, advantages such as adaptation to the wind situation are improved, service and installation work simplified.
    PRIOR ART Embodiments of bracing
    At the moment, bracing is only possible up to below the running circle of the rotors. Thus, the lever arm to attack the wind power is very small and the clamping force very high
    Prior art 6 in W003098038 provides a tower articulated with a bearing 13 standing on the ground with bracing 17, which engages the tower 18 below the rotor blades.
    Prior Art 7, WO02004 / 011799, solves the problem of upward wind deflection together with slowing wind speed by inclining the windmills. The present proposal uses the ausrollbaren large-scale tarpaulins as tail for steering the wind in the field of wind turbines.
    Prior art 8, EP2604501 shows the anchoring of wind wheels by means of bracing below the rotor area. In the present case, it is proposed to continue the tower via the nacelle and to design the guy above the turbines.
    As state of the art 9 applies to put the gondola on the tower. A proposal for the continuation of the tower over the upper tip of the turbine has not yet been found in the documents.
    Prior art 10 with cantilever tower. A cable guy (79) is indicated below the rotor. However, this will cause little effect on the reduction of bending moments due to the low sag and the proximity to the water and also not suitable for the attachment of solar device.
    61 Support for propeller pod 61a Extension of the support via top 62 Rotor with gondola 62a Gondola in service position 62b Gondola fixed to the tower 63 Device for moving rotor with gondola 64 Topp 65 bracing 65 Spherical plain bearing, free bearing, hydrostatic thrust bearing 66 Fixed bearing with freestanding tower , Pylon. 67 Foundation Spherical plain bearings 68 Height adjustment 69 Support made of cylindrical tube 70 Installation Service position 71 Foundation for bracing 72 Direction of wind through discharge 73 Horizontal connecting cable, chain line 74 Tensioning and damping device 75 Crossing bracing 76 Rotor blade clearance 77 Wind guards 78 Turret mounted on Topp and rotating device with Bracing 79 Medium bracing 80 Wind force 81 Bending moment Cantilever 82 Bending moment Bending beam 83 Spreader 84 Bracing of the spreaders (Saling) 85 Flow profile as a tower
    DESCRIPTION OF THE FIGURES FIG .: 1 For the retrofitting of existing wind turbines with free-standing tower, the support (61) is placed directly on the gondola (62) with a pendulum bearing with little play. For rotors with direct drive see: FIG .: 2
    Here the tower (61) on the support (69) is placed directly. The rotor nacelle (62) can rotate freely as before. For the wind farm and solar farm shown below, the tower of the wind turbine is modified. Unlike in the prior art figure, the tower is extended beyond the rotor (62) by means of support (61a) on the propeller nacelle (62) so that the rotor freely rotates in the rotor space (76) below the bracing (64) can. The nacelle (62) is fixed in height, but rotatable. FIG. 3
    In Figure 3, this arrangement is shown with a fixed bearing with free-standing tower (66). FIG. 4
    Here is the tower (61) on a hinged free warehouse (65). Due to the elimination of the bending load, which is eliminated by the bracing yes, the foundation (67) in Figure 14 will be smaller than in Figure 3. FIG .: 5 and 6
    Figure 5 and 6 shows the embodiment of the tower (61) as a cylindrical tube (69). This makes it possible to adjust the nacelle (62a) in the height (68). Thus, the assembly (70) but also the service work by lowering the rotor nacelle (62) Figure 5 and 6 is simplified. As the explanations in FIG. 9 show, it is important to prevent the deflection of the wind upward. Due to the height adjustment, the rotors can now be optimized depending on the wind direction. FIG. 7
    Here, the bracing (64) of the towers (61) by means of cylindrical continuous tube (69) which is supported at the top by means of cable construction (73), the rotatable adjustable in height rotor nacelle (62) and the foundations (65) and (71 ) each with free warehouse (65), that is supported without transfer of moments vertical force. In addition, the moment can be reinforced by crossing bracing (75). FIG. 8
    Here, the cable system is drawn adjustable by the tensioning and damping device (74). FIG. 9
    By adjusting in the clamping devices (74) all towers can now be tilted. This leads to the important effect of making the wind flow (72) close to the ground. See also the references to the prior art 7. In addition, this effect can also be enhanced by the wind deflecting surfaces (77) are extended and the wind flow (72) also lead to the ground. FIG. 10
    The tower (61) is rotatably mounted by means of hydrostatic thrust bearing (65) on the bottom and rotary ring (78) at the top. Thus, the propeller (62) can be rotated in all directions by means of the cable shortening device (74). FIG. 11 For supporting each individual wind power per tower (61), large forces are dissipated by means of intersecting bracing (75) to the respective next foundation (71). FIG. 12
    By an additional central bracing (79), the bending moment (82), as shown in Figure 14 of the remaining bending beam on the tower (61 and 61 a) can be minimized. FIG. 13
    The wind force (80) on the rotor (62) results in a bending moment (81) on the cantilever of the freestanding pylon (66). This is very high because of the catches of the fast arm, which leads to large foundations (66). FIG. 14
    The wind force (80) on the rotor (62) results in a bending moment (82) on the bending beam (61 and 61a) of the strained middle guying (79). This is much lower because of the shortness of the fast arm. It also leads to no lateral
    Load of the spherical plain bearing with hydrostatic thrust bearing (65) and leads to foundations that almost only vertical loads must absorb. FIG. 15
    The aerodynamic - designed as a profile - tower (61 and 61a) is made rotatable by the hydrostatic bearing (65) on the ground and the rotary ring on the top (78). The nacelle (62a) can be firmly connected to the tower in this case. FIG. 16
    By a bracing (86) (also called saling in sailboat construction), the tower (61 and 61a) is supported against deflection via the braces (83) and the nacelle (62a). The bending moment (82) almost disappears in this arrangement. However, the vertical forces are growing. This bracing also serves to protect against buckling. FIG .: 17
    Here, the execution of the tower (61 and 61a) by means of streamlined - also shown as a profile - formed. The fixed gondola with rotor (62a) is shown here at the back of the flow. Due to the tapering of the profile, the flow remains laminar, which leads to a better efficiency of the propeller. FIG. 18
    The three-dimensional representation of a tower (61 and 61a) with rotatably arranged nacelle with rotor (62b) illustrates the essential inventive idea of the application.
    权利要求:
    Claims (10)
    [1]
    CLAIMS: Claim from A583 2015. 1 tower (61 and 61a) of a wind turbine, characterized in that the tower (61a) extends beyond the highest point of the rotor (62) and at the top lateral braces (64) to foundations (&amp; and 67) or to other towers and the nacelle with rotor (64) finds a free space (76) under the bracing (64) and is thus freely arranged to rotate. FIG. 4. Claims derived from the text.
    [2]
    2 tower (6) designed as a pylon according to claim 1, characterized in that the support (61a) is arranged directly on the nacelle by means of roller bearings. FIG. 1
    [3]
    3 tower with extension to the top (61 and 61 a) according to claim 1, characterized in that the tower (61 a) below the pivot bearing (65) fixedly attached to the lower tower and suitable for installation on existing pylons, wherein at the nacelle ( 62) a passage is formed and the support (61 a) carried out directly to the top (64 a) and the rotor nacelle (62) is designed to rotate freely, this training is particularly suitable for rotors with direct drive. See FIG. 2
    [4]
    4 tower (6) constructed as a pylon according to claim 1, characterized in that the support for propeller pod (61) extended by tower (61 a) of this arrangement as a continuation of the free-standing tower (66) in an opening through the pod (62) passes and this is designed to rotate freely stored. FIG. 3
    [5]
    5 tower with extension to the top (61 and 61a) according to claim 1, characterized in that the support for propeller nacelle (61) extended on the tower (61a) on the foundation (67) with a hinge (65) hydrostatically mounted, in one Opening through the gondola (62) passes through and this is designed to rotate freely. FIG. 4.
    [6]
    6 tower with extension to the top (61 and 61 a) according to claim 4 and 5, characterized in that the support for propeller pod (61) extended by tower tower (61 a) is formed at least in the lower region as a circular cylinder (69) and the nacelle ( 62) for mounting or maintenance up and down has a sliding seat. FIG .: 5 &amp; 6th
    [7]
    Tower with extension to the top (61 and 61a) according to claim 4 and 6, characterized in that the support for propeller nacelle (61) is extended by tower tower (61a) in cross section as a circular cylinder (69) and in the longitudinal section of the Gondola (62), starting from a tapered cross section in the direction of the joint bearing (65a) and top (64a). FIG. 8.
    [8]
    8 tower with extension to the top (61 and 61a) according to claim 1 to 7, characterized in that the support for propeller pod (61) by tower tower (61a) extended over the bracing at the top (64) by means of a structural part (74) on the rope attached, the cables shortened or extended, and thus the inclination of the tower is designed to adjust in all directions. FIGS. 8 to 10.
    [9]
    Tower with extension to the top (61 and 61a) according to claim 1 to 8, characterized in that the support for propeller pod (61) is extended by tower tower (61a) on a thrust bearing (65) with hydrostatic lubrication and a supply of hydraulic oil achieved a floating with reduction of friction and thus, the towering rotor, tower (61 and 61 a) in the rope-supported Toppdrehlager (64) in a roller bearing is also rotatably equipped and designed by means of attached rotating device for turning in the wind and that the nacelle on rotatable tower (61 and 61a) is firmly connected. Figures NEW 15 to 18.
    [10]
    10 tower with extension to the top (61 and 61a) according to claim 3 and 5 to 9, characterized in that the tower (61 and 61a) at least one group consisting of at least three spreaders (83) (Salings), in a plane in Are substantially perpendicular to the tower direction, are attached to one side of the tower and at the end of which ropes are fixed, which are attached to the tower below and above and optionally the tower middle (79) and / or intersecting guying (75). FIG. 11.12 16.
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    同族专利:
    公开号 | 公开日
    AT517671A3|2017-05-15|
    引用文献:
    公开号 | 申请日 | 公开日 | 申请人 | 专利标题
    WO2019114900A1|2017-12-14|2019-06-20|Vestas Wind Systems A/S|A wind energy farm with cable stayed wind turbines|GB190910194A|1909-04-29|1910-02-10|James Arthur Leeming|Improvements in the Construction of Wind Turbines or Wind Mills.|
    GB196190A|1922-05-04|1923-04-19|John Halifax Garty|Improvements in windmills and wind-driven electric generators|
    DE830180C|1950-06-15|1952-01-31|Erwin Schiedt Dr Ing|Wind power plant|
    DE3721383C1|1987-06-29|1988-06-30|Hans Geier|Movable wind turbine|
    DE3844378A1|1988-12-30|1990-07-05|Histeel S A|Electric wind power installation and method for producing it|
    US5062765A|1990-06-25|1991-11-05|Mcconachy H Reginald|High tower wind generating system|
    DE19615795A1|1996-04-20|1997-10-23|Rolf Hoericht|Wind power electricity generation 250 kW power plant e.g. for installing over roads or railways|
    JP2003065212A|2001-08-27|2003-03-05|Masanori Fujisaki|Windmill|
    法律状态:
    2017-11-15| REJ| Rejection|Effective date: 20171115 |
    优先权:
    申请号 | 申请日 | 专利标题
    AT5832015|2015-09-04|
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