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    • 专利摘要:
    LITCHED TOWER. This invention relates to vertical structures to act under high load conditions, more particularly truss towers used for wind turbines and other applications, characterized by comprising three metal columns arranged in a triangular configuration around a vertical axis of the truss tower, in that each metal column has a cross section with a closed profile, the distance between the centers of the metal columns in the base portion of the tower is greater than 4 meters, an inclination angle of the longitudinal central axis of each metal column in relation to the vertical axis of the tower is between -1.7 and +1.7 degrees, and the height of said lattice tower is greater than 60 meters, a plurality of bracing members and auxiliary bracing members, and a support platform disposed on a top portion of the tower.
    公开号:BR112015005281B1
    申请号:R112015005281-9
    申请日:2013-02-01
    公开日:2021-07-06
    发明作者:Paulo Emmanuel De Abreu；Odilon Antonio Camargo Do Amarante
    申请人:Seccional Brasil S.A.；
    IPC主号:
    专利说明:

    [001] TECHNICAL FIELD
    [002] This invention relates to vertical structures to act under high load conditions, more particularly lattice towers used for wind turbines and other applications.
    [003] STATUS OF TECHNIQUE
    [004] Vertical structures to support high loads, such as towers or the like used to support wind turbines, power transmission lines and other applications, are already well known in the state of the art. The structural designs, components and materials of such vertical structures vary depending on the application.
    [005] A type of vertical structure that has received special attention in recent decades are vertical structures for wind turbines or other high loads.
    [006] Wind energy has become a very attractive energy source, both due to an increase in the efficiency of generators and an increase in market demand for clean and renewable energy sources. Increasing the efficiency of wind power generators is related to a major effort to improve various aspects of technology, including many problems related to the design and manufacture of wind power generator components, including, but not limited to, rotor blades, the electric generator, the tower and the control systems.
    [007] Most wind turbines used in megawatt applications, today range in the range of about 1 MW to 5 MW, have a wind turbine configured with a horizontal axis (HAWT) with a main rotor and an electric generator at the top of a tower, and the rotor shaft directed to the wind flow with three blades positioned to windward.
    [008] The main advantage of the windward design is to avoid the wind shadow and the consequent turbulence at the rear of the tower. Currently, most large-scale wind turbines adopt the windward configuration, however, this design has several disadvantages, such as the need for clearance between the tower and the blades due to the bending of the blades, and the need for a mechanism for swivel to keep the rotor facing the wind. The swing mechanism usually has a wind sensor linked by an electronic controller to a steering shift mechanism, which includes one or more hydraulic or electric motors and a large gearbox to increase torque, as well as a bearing for swing . The slewing mechanism provides a rotating link between the tower and the wind turbine nacelle. The swing mechanism usually includes additional components, such as brakes that work in cooperation with hydraulic or electric motors, in order to prevent wear and excessive fatigue loads on wind turbine components due to clearance during the orientation of the rotor. according to the wind direction. As the wind turbine will usually have down cables that carry the electrical current from the electric generator down through the tower, the cable can be twisted due to the rotation of the slewing mechanism. Therefore, the wind turbine can be equipped with a cable twist counter that is associated with the electronic slewing mechanism controller, in order to determine the need for cable twisting by the slewing mechanism.
    [009] The leeward configuration, in which the rotor is positioned on the opposite side from which the wind blows in the tower, in principle, would avoid the need for a slewing mechanism, if the rotor and nacelle have a proper configuration that causes the nacelle passively follows the wind, using the force of the wind to naturally adjust the wind turbine's orientation in relation to the wind. This theoretical advantage is doubtful in high megawatt wind turbines because there generally remains a need to untwist the cables if the rotor continuously rotates in the same direction. In addition, there are mechanical problems such as component fatigue due to heavy loads resulting from sudden changes in wind direction. However, the leeward configuration still presents an important advantage in relation to the structural dynamics of the machine, allowing a better balance between the rotor and the tower. In the case of larger wind turbine rotors today, which can have a diameter reaching about 120 meters (about 393.6 feet) or more, achieving greater flexibility in the configuration of the rotor blades is essential.
    [010] However, increasing the rotor diameter generally involves heavier rotors and increasing the height of the tower, consequently, may involve the use of additional material, for example, steel, to manufacture the tower.
    [011] Thus, as a tower generally represents about 15% to 30% of the cost of the wind energy generator, there is a great need to obtain taller and more robust towers at lower costs.
    [012] Most large wind turbines manufactured in the last two decades with an output power greater than 1 (one) megawatt adopt tubular steel towers, commonly referred to as "single-tube towers", as the preferred choice. Single-tube towers are generally tapered from the base to the top, having modules (joined together with bolt-on flanges. A restriction related to single-tube towers is road transport limitations that restrict the diameter of the segments. For example, tube segments with diameters greater than about 4 meters (about 13 feet) could not be transported on roads in many countries.
    [013] Metal truss towers generally need fewer materials (eg less steel) than single-tube towers, but require a greater number of components and bolted connections. These bolted connections are subject to varying fatigue loads and therefore have the disadvantage of greater need for maintenance.
    [014] TECHNICAL PROBLEM
    [015] A specific technical problem regarding vertical structures, such as towers or the like, used to support high loads, such as large wind turbine generators, is the lack of a balance between the stress distribution and deformation of vertical and horizontal vectors loads along the length of the vertical structure. Due to this lack of balance, tower segments are designed with significant material losses in some segments or with assemblies that result in complex transportation, fabrication and installation requirements. Other issues to consider are the low natural frequencies in bending and twisting modes, and the level of vibration and chatter the wind causes in the tower.
    [016] Likewise, regardless of the windward or leeward configuration, if the rotor shaft is not substantially positioned in the direction of the wind flow there is an error angle called a turning error, causing that fraction of the wind energy that flows through the rotor zone is smaller. In general, the fraction of energy lost is proportional to the cosine of the angle of rotation error. In addition, the turning error causes a greater bending moment in the part of the rotor that is closest to the source of the wind, resulting in a tendency for the rotor to turn against the wind and the blades to bend back and forth in a horizontal direction ( “flapwise” or “flatwise”) at each turn of the rotor. Therefore, on the one hand, proper alignment of the wind turbine rotor in relation to the wind is essential to obtain good wind energy extraction performance, and low wear of wind turbine components, while, on the other hand, there is a need for a low-cost slewing mechanism with the advantages of a leeward configuration.
    [017] TECHNICAL SOLUTION
    [018] To overcome the disadvantages and problems described above and other disadvantages not mentioned here, in accordance with the purposes of the invention, as described hereinafter, a basic aspect of the present invention is directed to a truss tower to act under conditions of high loads.
    [019] ADVANTAGEOUS EFFECTS
    [020] The present invention has several advantages over the prior art. Compared to prior art vertical structures, the present invention allows a surprising reduction in metal structure weight of about 40%, depending on the design requirements of the case. One of the reasons for such a significant reduction in the total weight of the structure is that each column of the vertical structure has a stress and deformation behavior similar to a one-tube tower, without having the restrictions to larger diameters of the vertical structures of individual one-tube towers. The reduction in the weight of the metallic structure is accompanied by an advantageous reduction in the total costs of the structure, including transport, manufacturing and installation costs.
    [021] The advantage of weight reduction is accompanied by advantages in manufacturing, transport and installation, as well as the availability of a new class of vertical structures for high and critical applications, such as wind turbines with a power greater than 3 MW with towers greater than 100 meters (greater than 328 feet).
    [022] In addition, another aspect of an embodiment of the invention allows for vertical and horizontal alignment of the rotor, without constant need to completely force the turning mechanism, and at the same time absorbing and providing a dampening effect for wind gusts or extreme winds.
    [023] In addition, another aspect of an embodiment of the invention provides a wide platform in relation to the size of a standard nacelle that allows the use of an alternative design tower with little wind shadow and turbulence for leeward application, resulting an important flexibility for the design of the blades, substantially reducing costs and improving performance.
    [024] DESCRIPTION OF DRAWINGS
    [025] The above-mentioned aspects and other examples and/or advantages will become more apparent from the detailed description of the examples of embodiments with reference to the accompanying drawings, which are not necessarily drawn to scale. In the drawings, some identical or practically identical components that are illustrated in the different figures can be represented by a corresponding number. For clarity, not all components may be referenced on each drawing.
    [026] Fig. 1 shows a perspective view of an example of a truss tower for supporting loads according to an embodiment of the present invention.
    [027] Fig. 2A is a side view of an example of a truss tower according to an embodiment of the present invention.
    [028] Fig. 2B is a partial detailed view of the inclination of the angles β1 and β2 of the diagonals in relation to the central axis of each column of the truss tower, according to an embodiment of the present invention.
    [029] Fig. 3A is a top view of a truss tower, according to an embodiment of the present invention.
    [030] Fig. 3B is a bottom view of a truss tower, according to an embodiment of the present invention.
    [031] Fig. 4 is an exaggerated schematic partial view of the conicities of the columns and the inclination between the central longitudinal axes and the vertical axis of the tower, according to an embodiment of the present invention.
    [032] Fig. 5A is a side view of an example of a lattice tower according to an embodiment of the present invention, which serves as a reference to show the different configurations of the cross sections of the tower columns, along the height H.
    [033] Fig. 5B is a cross-sectional view of the column along the length of the third part of the lattice tower (with exaggerated inclination and taper, as well as out of scale), according to an embodiment of the present invention .
    [034] Fig. 5C is a partial schematic view of the column along the length of the third part of the truss tower (with exaggerated inclination and taper, out of scale as well as out of scale), according to an execution mode of present invention.
    [035] Fig. 5D is a cross-sectional view of the column along the length of the second portion of the truss tower (with increased slope and taper, as well as out of scale), according to an embodiment of the present invention .
    [036] Fig. 5E is a partial schematic view of the column along the length of the second portion of the truss tower (with exaggerated inclination and taper, as well as out of scale), according to an embodiment of the present invention.
    [037] Fig. 5F is a view in a section of the column along the length of the first portion of the truss tower (with increased inclination and taper, as well as out of scale), according to an embodiment of the present invention.
    [038] Fig. 5G is a partial schematic view of the column along the length of the first portion of the truss tower (with exaggerated inclination and taper, as well as out of scale), according to an embodiment of the present invention.
    [039] Fig. 6A is a view of an exemplary polygonal cross-sectional shape, according to an embodiment of the present invention.
    [040] Fig. 6B is a cross-sectional view of a channel profile with reduced core and fairing according to an embodiment of the present invention.
    [041] Fig. 7 is a detailed view of an example of connection of the truss tower modules, according to an embodiment of the present invention.
    [042] Fig. 8 is a perspective view of the support platform with the inner tubular interface to perform a similar function to the current technique for elongated nacelles, according to an embodiment of the present invention.
    [043] Fig. 9 is a side view of the support platform with the inner tubular interface, according to an embodiment of the present invention.
    [044] Fig. 10 is a front view of the support platform with the inner tubular interface, according to an embodiment of the present invention.
    [045] Fig. 11 is a rear view of the support platform with the inner tubular interface, according to an embodiment of the present invention.
    [046] Fig. 12 is a top view of the support platform, with the tubular interior interface for passing cables according to an embodiment of the present invention.
    [047] Fig. 13A is a perspective view of an example of a lattice tower with support platform, with internal tubular interface related to a wind energy turbine, according to an embodiment of the present invention.
    [048] Fig. 13B is also a perspective view of the solid model of an example of a lattice tower with a support platform, with an internal tubular interface related to a wind energy turbine, according to an embodiment of the present invention .
    [049] Fig. 14 is a front view of an example of a lattice tower with a support platform with internal tubular interface related to a wind energy turbine, according to an embodiment of the present invention.
    [050] Fig. 15A is a side view of an example of an embodiment of the present invention, in which the load is a windward mounted elongated nacelle turbine.
    [051] Fig. 15B is a side view of an example of an embodiment of the present invention, in which the load is a turbine with an elongated nacelle mounted to leeward.
    [052] Fig. 16A is a side view of an example of an embodiment of the present invention, in which the load is a turbine with an elongated windward nacelle.
    [053] Fig. 16B is a side view of an example of an embodiment of the present invention, in which the load is a turbine with an elongated nacelle to leeward.
    [054] Fig. 17A is a top view of an example of an embodiment of the present invention, in which the load is a windward mounted elongated nacelle turbine.
    [055] Fig. 17B is a top view of an example of an embodiment of the present invention, in which the load is a windward mounted elongated nacelle turbine, rotated by 90° in relation to the configuration of Fig. 17A.
    [056]
    [057] Fig. 17C is a top view of an example of an embodiment of the present invention, in which the load is a windward-mounted elongated nacelle turbine, rotated 180° in relation to the configuration of Fig. 17A.
    [058] Fig. 18A is a top view of an example of an embodiment of the present invention, in which the load is a windward mounted elongated nacelle turbine.
    [059] Fig. 18B is a top view of an example of an embodiment of the present invention, in which the load is a windward mounted elongated nacelle turbine, rotated by 90° in relation to the configuration of Fig. 18A.
    [060] Fig. 18C is a top view of an example of an embodiment of the present invention, in which the load is a windward-mounted elongated nacelle turbine, rotated 180° in relation to the configuration of Fig. 18A.
    [061] Figs. 19A and 19B show the Table I which corresponds to the calculation spreadsheet of the dimensioning of a tower in steel only according to an execution mode of the present invention.
    [062] Figs. 20A and 20B show Table II, which corresponds to the calculation spreadsheet of the dimensioning of a steel tower reinforced with concrete according to an embodiment of the present invention.
    [063] Fig. 21 presents in Table III the summary of the comparison between three towers: the monotubular tower, the truss tower in steel and the truss tower in concreted steel.
    [064] Fig. 22 is a front view of another example of a support platform represented as a swiveling support structure according to an embodiment of the present invention.
    [065] Fig. 23 is a perspective view of another example of a support platform represented as a swiveling support structure according to an embodiment of the present invention.
    [066] Fig. 24 is a top view of another example of a support platform represented as a swiveling support structure according to an embodiment of the present invention.
    [067] Fig. 25 is a detailed top view of another example of a support platform represented as a swiveling support structure according to an embodiment of the present invention.
    [068] Fig. 26 is a side view of another example of a support platform represented as a swiveling support structure according to an embodiment of the present invention.
    [069] Fig. 27 is a perspective view of another example of a support platform represented as a support structure with two swivel interfaces according to an embodiment of the present invention.
    [070] Fig. 28 is a top view of another example of a support platform represented as a support structure with two swivel interfaces according to an embodiment of the present invention.
    [071] Fig. 29 is a detailed top view of another example of a support platform represented as a support structure with two swivel interfaces according to an embodiment of the present invention.
    [072] Fig. 30 is a side view of another example of a support platform represented as a support structure with two interfaces according to an embodiment of the present invention.
    [073] Fig. 31 is a perspective view of another example of a support platform represented as a structure with two interfaces according to an embodiment of the present invention.
    [074] Fig. 32 is a top view of an example of a support platform showing the connection of the swiveling support platform on top of the trussed tower by bracing members.
    [075] EXPLANATIONS OF LETTERS AND NUMBERS
    [076] Numerals and Explanation of Numerals
    [077] 10 Lattice Tower
    [078] 11 Metal columns
    [079] 12 Vertical axis of the tower
    [080] 13 Bracing Members
    [081] 13th Auxiliary Bracing Members
    [082] 14 Support Platform
    [083] 16 Central longitudinal axis
    [084] 17th Top Portion (of the mounted lattice tower)
    [085] 17b Base portion (of the mounted lattice tower)
    [086] 18 Connecting flange
    [087] 20 Module
    [088] 21st First portion
    [089] 21b First columns
    [090] 22nd portion
    [091] 22b Second columns
    [092] 23rd portion
    [093] 23b Third columns
    [094] 24 Clearance distance to windward
    [095] 25 leeward clearance distance
    [096] 26 Channel with reduced soul
    [097] 27 Oblong fairing
    [098] 30a A frusto-conical section of the first column
    [099] 30b First Column Base Portion
    [0100] 30c Top portion of first column
    [0101] 31a A frusto-conical section of the third column
    [0102] 31b Top portion of third column
    [0103] 31c Third Column Base Portion
    [0104] 40 Support platform with internal tubular interface
    [0105] 41 Platform column
    [0106] 42 Internal tubular interface
    [0107] 43 Slewing Mechanism Support Structure
    [0108] 44 Rotor Blades
    [0109] 45 Electric generator
    [0110] 46 Body
    [0111] 47 Top surface
    [0112] 48 Bottom surface
    [0113] 49 Circular track
    [0114] 50 Slewing Mechanism
    [0115] 51 First axis that is perpendicular to the upper surface of the platform
    [0116] 52 Turbine support platform spar
    [0117] 53 First end of the turbine support platform structure
    [0118] 54 Second end of the turbine support platform structure
    [0119] 55 Second axis that is perpendicular to the first axis
    [0120] 56 Wind turbine with elongated nacelle
    [0121] 57 Slewing actuator
    [0122] 58 Wheels
    [0123] 58a Damping Element
    [0124] 60 Wind direction and direction
    [0125] 61 Interface
    [0126] 61st Second Interface
    [0127] 63 Gearbox
    [0128] 64 Cable entry
    [0129] 65 Shaft
    [0130] 66 Tilt bearing
    [0131] DETAILED DESCRIPTION OF THE INVENTION
    [0132] MODES OF THE INVENTION
    [0133] In the following, exemplary execution modes will be described with reference to the attached drawings. Reference numbers in the drawings indicate similar elements. While exemplary modes of execution are described herein, they are not to be construed as being limited to the specific descriptions set forth herein, rather, these modes of execution are provided so that this description is thorough and complete. In drawings, component sizes may be exaggerated or smaller for clarity.
    [0134] The phraseology and terminology used herein is for the purpose of description and should not be considered limiting. The use of the term "including", "comprising", "having", "containing", or "involving", and variations thereof used in this description, are intended to encompass the items listed below and their equivalents, as well as additional articles. The dimensions as reported here are merely exemplary dimensions and others may be used in conjunction with the exemplary execution forms as would be understood by one of ordinary skill in the art.
    [0135] Fig. 1, which is in approximate scale, shows an exemplary perspective view of a lattice tower (10), greater than 60 meters (about 197 feet), according to an embodiment of the present invention . The lattice tower (10) is formed by three metallic columns (11), configured in metallic shells, which have their central longitudinal axis (16) inclined in relation to the vertical axis (12) of the lattice tower (10). In the foundation, in the base portion (17b), the three metallic columns (11) are arranged in a triangular configuration around the vertical axis (12) of the lattice tower (10), at a distance greater than 4 meters measured between the centers (16) of each column of the lattice tower (10). The metal columns (11) have a substantially circular and closed cross-section and are connected to each other along the height of the truss tower (10) by a plurality of bracing members (13) and auxiliary bracing members (13a), which are arranged diagonally and horizontally, respectively. A support platform (14) is disposed at the top portion (17a) of the lattice tower (10) serving as an interface to support loads such as wind turbines, electric power transmission lines, telecommunication systems and other applications.
    [0136] Fig. 2A is a side view of an example of an embodiment of the present invention, which shows the silhouette (the vertical profile) of the lattice tower (10), in which the metal columns (11) are divided into three portions: a first portion (21a), a second portion (22a) and a third portion (23a). The first portion (21a) and the third portion (23a) are shaped like two inverted frusto cones, which are connected together at their narrower end by the second portion (22a) which has a cylindrical shape of smaller diameter. All parts are aligned through their central longitudinal axis (16).
    [0137] Fig. 2A also shows a plurality of bracing members (13) and auxiliary bracing members (13a), arranged diagonally and horizontally, respectively, and are connected to the metallic columns (11) of the truss tower (10 ), at regular intervals along the length of the metal columns (11), which have the function of providing resistance to the lateral and/or rotational displacement in order to stiffen the truss tower (10). The construction of such bracing members (13), especially the diagonals that are built inside the truss tower (10) arranged in an "X" shape, is done in a configuration inclined at an angle β1 and β2 in relation to the central longitudinal axis (16) of each metallic column (11), as shown in Fig. 2B. Although angles β1 and β2 are not necessarily identical and may vary depending on the position of the diagonals along the height of the truss tower (10), said angles have values between about 30 to 60 degrees, preferably close to 45 degrees. The side view shown in Fig. 2A also illustrates the three metal columns (11) of the lattice tower (10), in which the metal columns are divided into three portions along their length, each portion preferably formed by at least one module (20). This division is in accordance with the assembly of the tower, considering its portions of inverted cone trunks and cylindrical portions, as well as being intended to provide a better understanding of its intended function, as described above.
    [0138] The first portion (21a) is formed by three first columns (21b), the second portion (22a) which is formed by the second columns (22b), each second column (22b) is preferably linearly aligned and coupled to a corresponding first column (21b) of the first portion (21a). The third portion (23a) comprises three third columns (23b), each third column (23b) preferably is linearly aligned and connected to a corresponding column (22b) of the second portion (22a).
    [0139] Fig. 3A is a top view of a lattice tower, according to an embodiment of the present invention that helps to understand the shape of the three metal columns (11) having shapes of two inverted cone trunks, which are connected to each other at their ends.
    [0140] As shown in Fig. 3B, the three metal columns (11) are symmetrically arranged at equal angles around a vertical axis of the tower (12) and with equal "d" distances from each other, in a triangular configuration, preferably in an equilateral configuration. Eventually, small variations due to sizing and geometric tolerances must be considered for assembly, for example, due to fabrication, terrain and foundation limitations. The distance "d" between the central longitudinal axes (16) of each of the columns in the lower portion (17b) of the truss tower base, when fixed to the ground, is greater than 4 meters (about 13.12 feet).
    [0141] Fig. 4 is a partial schematic view of the inclination between the central longitudinal axis and the vertical axis of the tower, according to an embodiment of the present invention. The scale of this view has been exaggerated for greater clarity. In the example, the central longitudinal axis (16) of each metal column (11) can be angled up to an angle (θ) of 1.7 degrees in relation to the vertical axis of the truss tower (10) and around the central longitudinal axis ( 16), according to the load characteristics for which it is intended, such as wind turbines, electric power transmission lines and other applications.
    [0142] In addition, the lattice tower (10) is configured to provide an overall appearance of the vertical profile (silhouette), which on an exaggerated scale, would have an hourglass shape defining the lower portion of the tower relatively wide at its end lower ("Ab" distance in the base portion (17b)) and relatively narrow at its upper end ("At" distance in the top portion (17a)), as depicted in Fig. 4, but in fact in a true scale, the overall appearance of the vertical profile (silhouette) appears to be linearly vertical with right angles. Furthermore, as depicted in Fig 4, the distance "At" is preferably smaller than the distance "Ab".
    [0143] The configuration of the tower shown in Fig. 4 is suitable to ensure an adequate distribution of the efforts that are caused by the loading of the truss tower (10) since this type of silhouette allows to reinforce the third portions (23a) of the metallic columns (11) with diameters and thicknesses greater than those normally found in the prior art. Furthermore, this configuration allows a double effect, in terms of structure, as it increases the resistance and natural frequency of the tower and, at the same time, reduces the costs for its manufacture, transport and installation. In addition, portions (22a) and (23a), as shown in Fig. 2A, are especially suitable for reducing aerodynamic turbulence in the region where the rotor blades pass, which allows the use of a leeward configuration such as shown in Fig. 16B. The leeward configuration, as shown in Fig. 16B, is very advantageous because the clearance (24) is not a problem because the blades (44) flex away from the lattice tower (10) in this windy condition.
    [0144] In the case of the windward design, as shown in Fig.15A, as the tower is much stronger than conventional towers, it is possible to increase the clearance distance to windward (24) by reducing the probability of a blade from the rotor strike the turret.
    [0145] The design of the truss tower (10) is made to support dynamic loads on the support platform (14) on the top portion (17a) of the truss tower (10) causing the forces and reaction moments in the base portion (17b) of the truss tower (10), are greater than 10 (ten) times greater than the reaction forces and moments caused by wind loads on the truss tower itself (10).
    [0146] For reference and as an example of a load, a commercially available large-scale wind turbine with a nominal power of 7.58 MW has an approximate tower foundation weight of about 2,500 tons, the tower itself 2,800 tons, the machine housing 128 tons, generator 220 tons, and rotor (including blade) 364 tons. Thus, the dynamic loads on the support platform caused by the generator and rotor are much greater than the maximum wind loads imposed on the tower itself. Normally, a tower to support only standard telecommunication antennas would be subjected to completely different loads, because in that case the wind loads on the tower are generally higher than the loads caused by the telecommunication antennas on top of the tower.
    [0147] The metallic columns (11) are designed in truncated conical portions in the first portion (21a) and in the third portion (23a), and in cylindrical portions in the second portion (22a), so that the variation of the diameter remains constant to the along the length of the metal columns (11), avoiding discontinuities that can cause stress concentration zones, which can also cause air bubbles during concreting, in the case of combinations that adopt different materials in the construction for the metal columns (11) .
    [0148] In addition, the taper of the truss tower column shaft casing (10) is preferably constant and can also be adjusted in order to compensate for the variable taper of the metal columns (11), resulting in bracing members (13) which are identical, with the same length, diameter and thickness over the entire height of the lattice tower (10). This possibility allows standardizing the length of such bracing members, reducing their production costs and facilitating on-site assembly, since, among other advantages, it will not be necessary to number them.
    [0149] Fig. 5A is a side view of an example of a lattice tower (10) according to an embodiment of the present invention, serving as a reference to show schematically the different configurations of the cross sections of the tower columns , along the height H. In the execution mode example, the outer diameter "D" of thickness "t" and ratio (D / t) of each metallic column (11) is greater than 30.
    [0150] Figs. 5B, 5D and 5F are cross-sectional views of the metal columns (11) along the length of the portions of the truss tower (10), said cross sections are closed, according to an embodiment of the present invention.
    [0151] As shown in Figs. 5B and 5C, schematically adapted, preferably one of the third columns (23b) also has a frusto-conical cross-sectional shape (31a) and a top portion (31b), and at least one third column (23b) has a larger diameter in the top portion (31b) than in the base portion (31c).
    [0152] The second portion (22a) is formed by second columns (22b) that have a cylindrical structure, as schematically represented in Figs. 5D and 5E. Thus, the diameter of each of the respective third columns (23b) of the third portion (23a) is greater than the diameter of each of the respective second columns (22b) of the second portion (22a).
    [0153] Furthermore, as shown schematically in Figs. 5F and 5G preferably at least one of the first columns (21b) has a frusto-conical cross section (30a) and the base portion (30b) of at least one first column (21b) has a diameter greater than the top portion (31b).
    [0154] Preferably, the metal columns (11) have a circular cross section as shown in Figs. 5B, 5D and 5F. Alternatively, the metal columns (11) can also be designed in such a way that they have, for example, a polygonal cross-sectional shape, in an aerodynamic fairing, as shown in Fig. 6A, as long as the frusto-conical shape is maintained.
    [0155] The polygonal cross-sectional shape is shown in Fig. 6A as preferably being at least one dodecagon, but it is understood that it can be formed into other polygonal shapes, such as a tridecagon, tetradecagon, and so on. , according to the proper construction.
    [0156] Fig. 6B illustrates another example of execution of the cross-sectional shape, preferably used as a profile for the bracing members (13) and auxiliary bracing members (13a), in which a channel section with reduced core (26) is covered by a fairing with an oblong aerodynamic profile (27), as shown in Fig. 6B. The function of the fairing is to cover the profile section, so that said profile section is closed, improving the aerodynamic behavior of the metal profile with a low-cost and easy-forming material, such as polymers, composite materials and other materials. The fairing is intended to minimize the turbulence caused by the wind and can alternatively be designed, as an example, with other suitable aerodynamic shapes, which may also include cavities or waves (not shown in Fig. 6B) on the surface to generate small currents over which air can flow smoothly, reducing turbulence and improving aerodynamic performance.
    [0157] In addition to the metallic material applied for the construction of said metallic columns (11), for example, steel, they can also be constructed with metallic materials associated with composite materials, or composite material, with reinforced concrete, or composite materials with reinforced concrete confined, or combinations thereof; for example, the metallic columns (11) can be filled with reinforced concrete to reinforce the structure. As vertical structures for preferred applications such as wind power generators are generally very tall, for example over 60 meters, each metal column (11) will normally be fabricated in separate segments that are joined together during installation. on site. This means a combination of materials along the length of the lattice tower (10), such as, and not limited to: the first portion (21a) manufactured together with prestressed concrete, the second portion (22a) manufactured in together with reinforced concrete with reinforced concrete and the third portion (23a) manufactured using in conjunction with composite materials, or other suitable combinations of materials.
    [0158] As an example of an embodiment of the present invention, the coupling between the portions (21a), (22a) and (23a), as well as between the modules (20) of each respective portion is made through connecting flanges (18), as shown in Fig. 7.
    [0159] The bracing members (13) and auxiliary bracing members (13a) are preferably cylindrical in shape, or with channel sections (U) with oblong fairing and of substantially similar or equal length along the entire height of the lattice tower (10), as the greater amount of equal parts reduces manufacturing costs and facilitates assembly.
    [0160] Although the person skilled in the art generally adopts for bracing members and horizontal bars the standard sections commonly used for the purpose of constructing truss towers, they can be advantageously replaced by bracing members (13) and auxiliary bracing members ( 13a) having at least one channel section wherein the length of the channel web is less than the length of the channel flaps such as those described in WO 2010/076606A1 the specification of which is incorporated herein by reference.
    [0161] Therefore, the bracing members (13) or the auxiliary bracing members (13a) can be constructed with a closed cross section, either using a composite material, or by means of a metallic bracing member reinforced with a material composite, or metal bracing member with closed cross section filled with concrete, or other suitable combinations thereof.
    [0162] The example of the execution mode shown in Figs. 8 to 12 illustrate how the load, in the case of a wind turbine, can be supported on top of said lattice tower (10) through a support platform with tubular internal interface (40), which is, in turn, coupled to the lattice tower structure (10) by each of the platform columns (41) with each respective third column (23b) of the third portion (23a).
    [0163] The support platform with the inner tubular interface (40) is formed by three platform columns (41), each of the platform columns coupled to the respective third column (23b) of the third portion (23a) and a tubular interface internal (42) coupled with the three platform columns (41) as shown in Figs. 8 to 12. In the case of the support of a wind turbine, the inner tubular interface is formed by a steel tube and is fixed to the support to allow connection with the nacelle, using the state of the art in terms of nacelle attachment.
    [0164] In the example of the embodiment shown in Figs. 13A and 13B, an elongated nacelle wind turbine (56) is coupled to the lattice tower (10) at its top. Thus, as the truss tower provides less shade in the wind than a tubular steel tower (monopole), said truss tower can be arranged in a windward or leeward configuration, according to the wind direction (60) and, depending on the suitable application or construction, as represented respectively in Figs. 14 to 18C.
    [0165] For illustrative and exemplary purposes, not limiting the present invention, Figs. 19A and 19B show Table I, which is a spreadsheet for sizing an exemplary execution mode of the truss tower (10) with 138 meters high (about 453 feet), using only metallic columns and members of bracing without reinforcement in composite material. The dimensioning calculation sheet shows the essential dimensions of the structure of the truss tower example (10) from the number of modules (20), as well as its height where the modules (20) are connected together forming the height of the lattice tower (10).
    [0166] Figs. 20A and 20B show Table II, which is also a sizing spreadsheet of an example of an execution mode of the lattice tower (10), which is 138 m high (about 453 ft), in which the columns and bracing members include reinforced concrete.
    [0167] In the execution modes described in Tables I and II of Figs. 19A, 19B, 20A and 20B, the central longitudinal axes (16) of the metal columns (11) are inclined less than 0.35 degrees with respect to the vertical axis of the tower (12). The metallic columns (11) have variable taper, whose diameter starts at 1 m (about 3.281 ft) at the base and decreases to 0.510 m (about 1.673 ft) at 84 m in height (about 275.5 ft) (relative to first portion 21a already shown in Fig. 2A.); the diameter is maintained at 0.510 m (about 1.673 feet) to a height of 120 meters (about 393.6 feet) (relative to the second cylindrical portion (22a) already shown in FIG. 2A). Subsequently, the taper of the metallic columns (11) has the same value as the first portion (21a), but in an inverted fashion, and the diameter of the metallic columns (11) increases to 0.598 m (about 1,960 ft) at the top. of the lattice tower (10) at 138 m high (about 452.6 ft).
    [0168] The thicknesses of the column modules (20) are normally available in the market standards. The thickness of the bracing members (13) and auxiliary bracing members were calculated to resist stresses on the base portion (17b) of the truss tower (10). The connection systems of the bracing members 13 and the auxiliary bracing members (13a) with the metal columns (11) of the truss tower (10), as well as the connections between them, are made of steel and weigh about 9.7 tons.
    [0169] In the example execution mode shown in Fig. 13A, the truss tower (10) has about 0.19 degrees of taper to compensate for the variable taper of the metallic columns (11). The conicity of the lattice tower (10) is constant along its vertical axis (12), and the central longitudinal axis (16) of the columns is linear and concentric to the axes of the portions (21a), (22a) and (23a), so as not to generate stress concentration points.
    [0170] Therefore, due to the shape of the lattice tower (10), as well as the structural performance and behavior, a surprising reduction in the total cost of the structure is obtained, along with the increased frequency compared to a standard single-tube tower, normally used for the loading of wind turbines, as illustrated in Table III. Costs were estimated in a relative currency, covering material, logistics, manufacturing and labor costs, not considering the cost of special transport required by large components or weights. Metal posts (11), bracing members (13) and auxiliary bracing members (13a) can be fabricated from any suitable metallic material, for example steel. The high strength of low alloy steel is preferred, and for the comparison shown, the properties of the steel preferably used are as follows: yield stress (fy) is about 3806 kgf/cm2; Young's modulus (E) is about 2,100,000 kgf/cm2 and density is about 7,850 kgf/m3. The concrete used has approximately the following properties: stress (fck) is 510 kgf/cm2, Young's modulus (E) is 343,219 kgf/cm2 and density is 2,300 kgf/m3. The steel bar incorporated in reinforced concrete has approximately the following properties: yield stress (fy) is 5,000 kgf/cm2; Young's modulus (E) is 2,100,000 kgf/cm2 and density is 7,850 kgf/m3.
    [0171] Fig. 21 shows Table III, which corresponds to the lattice tower 10, in steel only, considering as a reference for comparison and named here as TA1, for wind turbines installed at a height greater than 60 meters (about 196 .8 feet), is cheaper, has simpler logistics and has a better natural frequency spectrum than a single-tube tower, also made of steel and referred to here as TM1, considering an equivalent resistance. The fabrication cost of the lattice tower (10) is reduced to 1/3 of the cost of the one-tube tower. Considering a lattice tower (10), in which a combination of materials is used, such as steel and reinforced concrete, referred to here as TAC1, the cost is reduced to 1/5 of that of the single-tube TM1 tower, as also represented in Table III .
    [0172] The frequency of the first mode increases from 0.151 Hz, for the single-tube tower TM1, to 0.297 Hz, for the TA1. The frequency of 0.297 Hz is outside the frequency range of the rotor blades of a wind turbine. For the TAC1 lattice tower where a combination of materials in the columns and bracing members is used, the frequency increases to 0.381Hz. It also shows that by changing steel to mixed materials of the same strength, eg reinforced concrete, the cost of TAC1 further decreases while the frequency spectrum is improved. For TAC1, the frequency of the first mode increases to 0.381 Hz and the cost is reduced by approximately 40% compared to the cost of TA1.
    [0173] Table III summarizes the comparison between the three technologies studied. The TAC1 lattice tower in steel and reinforced concrete has the following advantages:
    [0174] 1) Lower cost: it costs about 20% of a single-tube TM1 tower and about 61% of a TA1 truss tower in steel only;
    [0175] 2) It has a natural frequency of 0.387 Hz, about 28% higher than the TA1 steel truss tower, and about 152% higher than the TM1 monotubular tower;
    [0176] 3) Transportation is simpler and less costly: Concrete transportation is less costly and can be easily obtained near most installation sites, therefore, the most expensive transportation cost is for steel. The TAC1 tower uses 99.2 tons of steel, considering the steel used in the column shells, as well as for the reinforcement of the concrete and for the flanges. This value is 59% of a TA1 tower that has 167.0 tons and is 25% of the mass of the single-tube TM1 tower with 402.5 tons. For the TM1 single-tube tower, the cost is even higher, because a special transport system is needed for tubes 4 meters in diameter (approximately 13,123 feet), 12 to 24 meters long (approximately 39.4 to 78.7 feet long).
    [0177] The lattice tower also has an equivalent diameter of 1.6 to 1.8 meters (about 5.245 to 5.905 feet), with an exposed area index ranging from 13.5% to 15.5% in height of the tower reached by the length of the rotor blades. As the metal columns (11) of the tower are also distributed over a distance of 12 meters (about 39.4 feet) between their central longitudinal axes (16), the turbulence caused by the tower is small, which allows for its use also for leeward configurations. This configuration is most critical in tower such as steel or concrete monotubes.
    [0178] The use of a leeward rotor brings numerous advantages to the turbine. In this condition, drag and centrifugal force help to reduce the moment at the blade root by about 50%, thus reducing the weight of the blades and hub by 50%. Thus, it is less weight to be balanced in the nacelle. By having a lower moment of inertia, the azimuth control system is lighter and cheaper. These and other advantages lead to a reduction in the final weight at the top of the tower by 30 to 40%. Less overhead weight means higher natural frequencies, further improving tower performance in steel and reinforced concrete. Therefore, by these surprising effects, a significantly more economical tower is obtained, as summarized in Table III shown in Fig. 21.
    [0179] Furthermore, in another example of an embodiment, as shown in Figs. 23-31, the support platform with internal tubular interface (40) is alternatively replaced or complemented by a slewing mechanism support structure (43) which is also provided to support a wind turbine with elongated nacelle (56), having a plurality of rotor blades (44) operatively coupled to the gearbox (63) and the electrical generator (45) by a shaft (65).
    [0180] The swivel mechanism support structure (43) is formed by a body (46), an upper surface (47), a lower surface (48) and preferably a substantially circular track (49), defined, also preferably , near the perimeter of the upper surface (47) of the slewing mechanism support structure (43).
    [0181] In addition, as depicted in Fig. 23, a swivel mechanism (50) is coupled to the support platform to a position, preferably centered within the substantially circular track (49) and extending above the upper surface (47) of the support platform. Thus, the swivel mechanism (50) is configured to rotate about a first axis (51) which is preferably perpendicular to the upper surface of the support platform. Furthermore, the slewing mechanism (50) is coupled to the turbine support platform spars by means of a tilt bearing (66). In addition, a cable passageway (64) (shown in Fig. 24), for example for the power cable, is configured on the swivel mechanism (50). By keeping the cables internal in relation to the axis of the turning mechanism (50) it is avoided that the cables are crushed in other parts of the mechanism, thus avoiding the wear of the cables.
    [0182] Fig. 24 shows the turbine support platform spars (52) having a first end (53) and a second end (54) spaced from the first end by a distance of at least a radius of the circular track (49), the turbine support platform spars (52) to be rotatably coupled to the slewing mechanism (50) to allow the turbine support platform spars (52) to rotate about a first axis (51) which is substantially perpendicular to the second axis (55) and substantially parallel to the upper surface (47) of the support platform, the turbine support platform spars (52) being configured to support at least the weight of a plurality of rotor blades (44) and the electric generator (45) of the wind power turbine with elongated nacelle (56) mounted thereon.
    [0183] Figs. 24 to 26 show the interface (61) disposed near the second end (54) of the turbine support platform spars (52) and between the turbine support platform spars (52) and the substantially circular track (49) , the interface (61) configured to enable the second end (54) of the turbine support platform spars (52) to move along the substantially circular track (49) to provide proper rotation for the direction and direction of the wind (60). Furthermore, the interface (61) is provided with a swing actuator (57), in which a swing locking mechanism (not shown) is incorporated.
    [0184] The interface (61) is represented by at least two wheels (58), preferably six that transfer the loads from the turbine to the track (49), while the wind turbine is articulated around the turning mechanism (50 ), according to an embodiment of the present invention. Alternatively, the interface (61) can be provided with, for example, a sprocket and a rack. Furthermore, the wheels (58) are covered by a damping element (58a) designed to absorb vibrations that can be caused by the direction and direction of the wind (60). The damping element (58a), incorporated in said wheels (58) of said interface (61) is, for example, based on an elastomer material.
    [0185] A second interface (61a) is disposed at the first end (53) of the turbine support platform structure (52). The second interface (61a) has the same function and elements as the interface (61) and is positioned symmetrically with respect to the swivel mechanism (50) to ensure proper load distribution of the wind turbine elements along the platform, as well as for reduce the rotation step which may be caused by the force of the wind.
    [0186] This configuration allows to ensure that the wind turbine with elongated nacelle (56) is producing the maximum amount of electrical energy at all times, keeping the rotor blades (44) in an optimal position in relation to the wind, with changes of wind direction. In addition, the slewing mechanism support structure (43) provides better weight distribution of the load along its second axis (55), thus reducing load asymmetry along the slewing mechanism support structure (43 ) and the lattice tower (10), which can be caused by the multidirectional flow of wind.
    [0187] Figs. 27-31 illustrate another example execution mode, in which the shaft (65) is shorter than the example execution mode shown in Figs. 23 to 26.
    [0188] Fig. 31 is a perspective view of an example of a support platform in which the slewing mechanism (50) is directly coupled to the turbine support platform spars without using a tilt bearing (66).
    [0189] Fig. 32 is a top view of an example of a support platform, representing, for example, as described in Figs. 23 or 26, and showing the connection of the swivel support platform on the lattice tower (10) through bracing members, preferably by six bracing members, symmetrically arranged below the lower surface (48) of the support structure of the slewing mechanism (43).
    [0190] While the examples of execution modes were particularly illustrated and described, several changes in form and details can be made to it by a person skilled in the art. Such changes and other equivalents are also intended to be covered by the claims that follow.
    权利要求:
    Claims (23)
    [0001]
    01. A truss tower (10) to support loads comprising: a) three metal columns (11) arranged in a triangular configuration around a vertical axis (12) of the truss tower (10), wherein: each metal column (11 ) has a cross section with a closed profile, the distance between the centers (16) of the metal columns (11) in the base portion (17b) of the tower is greater than 4 meters, an inclination angle of the longitudinal central axis of each metal column (11) with respect to the vertical axis of the tower (12) it is between -1.7 and +1.7 degrees, and the height of said truss tower (10) is greater than 60 meters; b) a plurality of bracing members; and c) a support platform (14) disposed on a top portion (17a) of the tower; and d) wherein said tower (10) is vertically divided into three portions, each portion comprising at least one module (20), and wherein the three portions are characterized by: a first portion (21a) composed of three first columns (21b ); a second portion (22a) comprising three second columns (22b), each second column (22b) linearly aligned and coupled to a corresponding first column (21b) of the first portion (21a); and a third portion (23a) comprising three third columns (23b), each third column (23b) linearly aligned and coupled to a corresponding second column (22b) of the second portion (22a); ee) wherein the support platform (14) comprises three platform columns, each of the platform columns coupled to a respective third column (23b) of the third portion (23a), and an inner tubular interface coupled to the three platform columns .
    [0002]
    02. The lattice tower (10) according to claim 01, characterized in that the inclination angle of the central longitudinal axis (16) of each of the metal columns (11) in relation to the vertical axis of the tower (12) is between -1.7 and +1.7 degrees, but not including 0 degrees.
    [0003]
    03. The lattice tower (10) of claim 01, characterized in that the closed cross section of each of the metal columns (11) is substantially circular.
    [0004]
    04. The truss tower (10) according to claim 01, characterized in that said truss tower (10) is configured to support dynamic loads on the support platform (14) at the top of said truss tower (10), which cause forces and reaction moments in the base portion of the tower that are more than 10 times greater than the forces and reaction moments caused by wind loads on the tower.
    [0005]
    05. The lattice tower (10) according to claim 01, characterized in that: at least one of the first columns (21b) has a frusto-conical cross section and a base portion (30b) has a diameter greater than one top portion (30c) and at least one of the third columns (23b) has a frusto-conical cross section and one top portion (31b) has a larger diameter than the base portion (31c).
    [0006]
    The lattice tower (10) according to claim 01, characterized in that the second columns (22b) comprise a cylindrical structure.
    [0007]
    The lattice tower (10) according to claim 01, characterized in that a coupling between the portions and between the modules (20) of a respective portion comprises connecting flanges (18).
    [0008]
    08. The lattice tower (10) according to claim 01, characterized in that a diameter of each respective third column (23b) of the third portion (23a) is greater than a diameter of each respective second column (22b) in the second portion (22a).
    [0009]
    09. The lattice tower (10) according to claim 01, characterized in that at least a part of the metallic columns (11) are filled with a composite material.
    [0010]
    The lattice tower (10) according to claim 09, characterized in that the composite material comprises reinforced concrete.
    [0011]
    The lattice tower (10) according to claim 09, characterized in that the composite material comprises prestressed concrete.
    [0012]
    The truss tower (10) according to claim 01, characterized in that the ratio of the external diameter and the thickness (D / t) of each metallic column (11) is greater than 30.
    [0013]
    The lattice tower (10) according to claim 01, characterized in that the bracing members (13) are arranged diagonally and the auxiliary bracing members (13a) horizontally.
    [0014]
    The lattice tower (10) according to claim 01, characterized in that the bracing members (13) are inclined between 30 and 60 degrees with respect to the central longitudinal axis (16) of each column (11).
    [0015]
    15. The lattice tower (10) according to claim 01, characterized in that the bracing members (13) or the auxiliary bracing members (13a) comprise at least one channel section wherein the length of the channel web is less than the length of the channel tabs.
    [0016]
    The lattice tower (10) according to claim 01, characterized in that the bracing members (13) comprise at least one bracing member (13) or an auxiliary bracing member (13a) with a closed cross section.
    [0017]
    The lattice tower (10) according to claim 01, characterized in that the bracing members (13) or the auxiliary bracing members (13a) comprise at least one bracing member (13) or an auxiliary bracing member (13a) with a composite material.
    [0018]
    The lattice tower (10) according to claim 01, characterized in that the bracing members (13) comprise at least one bracing member (13) or an auxiliary bracing member (13a) metallic reinforced with a composite material .
    [0019]
    19. The lattice tower (10) according to claim 01, characterized in that the bracing members (13) comprise at least one bracing member (13) or an auxiliary bracing member (13a) metallic with a closed cross section filled with concrete.
    [0020]
    The lattice tower (10) according to claim 01, characterized in that the load is a wind power turbine configured to leeward.
    [0021]
    21. The lattice tower (10) according to claim 01, characterized in that the load is a wind power turbine configured to windward.
    [0022]
    The lattice tower (10) according to claim 01, characterized in that at least one of the columns (11) and/or bracing members (13) comprises an aerodynamic fairing.
    [0023]
    The truss tower (10) according to claim 01, characterized in that the inclination angle of the central longitudinal axis (16) of each of the metal columns (11) in relation to the vertical axis of said truss tower (10) is between -1.7 and +1.7 degrees, but does not include 0 degrees.
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    同族专利:
    公开号 | 公开日
    EP2952655A1|2015-12-09|
    EP2952655B1|2019-04-10|
    EP2952655B8|2019-06-19|
    BR112015005281A2|2017-08-22|
    US20150361685A1|2015-12-17|
    CN105121759B|2018-03-27|
    US20180187445A1|2018-07-05|
    US9926717B2|2018-03-27|
    WO2014117231A1|2014-08-07|
    EP2952655A4|2017-01-25|
    EP3527751A1|2019-08-21|
    US10760293B2|2020-09-01|
    CN105121759A|2015-12-02|
    CN108194274A|2018-06-22|
    CN108194274B|2019-12-17|
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    法律状态:
    2018-12-04| B06F| Objections, documents and/or translations needed after an examination request according [chapter 6.6 patent gazette]|
    2020-01-21| B06U| Preliminary requirement: requests with searches performed by other patent offices: procedure suspended [chapter 6.21 patent gazette]|
    2020-11-10| B06A| Patent application procedure suspended [chapter 6.1 patent gazette]|
    2021-06-15| B09A| Decision: intention to grant [chapter 9.1 patent gazette]|
    2021-07-06| B16A| Patent or certificate of addition of invention granted [chapter 16.1 patent gazette]|Free format text: PRAZO DE VALIDADE: 20 (VINTE) ANOS CONTADOS A PARTIR DE 01/02/2013, OBSERVADAS AS CONDICOES LEGAIS. |
    优先权:
    申请号 | 申请日 | 专利标题
    PCT/BR2013/000036|WO2014117231A1|2013-02-01|2013-02-01|Lattice tower|
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