Arrangement structure of external prestressing tendons of wind power tower and wind power tower

Abstract

The utility model discloses an arrangement structure of external prestressing tendons of a wind power tower, a UHPC lattice type wind power tower comprises a plurality of layers of frame type UHPC tower column units and external prestressing tendons, the frame type UHPC tower column units are stacked up and down, the external prestressing tendons are arranged between the frame type UHPC tower column units and a ground foundation in a tensioning mode, and each frame type UHPC tower column unit comprises a UHPC hollow tower column and a UHPC hollow transition section. The external prestressing tendon is arranged in a hollow pipe formed by alternately connecting the UHPC hollow tower column and the UHPC hollow transition section, and an anchoring / steering block is arranged in the hollow pipe. The utility model further provides a wind power tower. By means of the arrangement structure, large horizontal pulling force generated in the UHPC transverse connection component due to angle changes of the prestressing tendons can be reduced, the cracking risk of the UHPC transverse connection component is reduced, prestress transmission is smoother, and the rusting risk of the external prestressing tendons is reduced.

Description

Technical Field

[0001] The utility model belongs to the technical field of wind power generation, and particularly relates to an arrangement structure of an accessory structure of a wind power tower and a wind power tower. Background Technique

[0002] The performance of a wind power tower, such as its capacity and efficiency, is closely related to the height of the wind power tower. However, limited by factors such as structural form, materials, construction cost, and construction conditions, the height of the current wind power tower has not yet exceeded 200 meters. To solve the above problems, Patent Document CN116641845A discloses a wind power tower with ground anchor bundles based on UHPC, and its core ideas and structural characteristics are as follows:

[0003] (1) The UHPC wind power tower is lattice-shaped and consists of multiple layers of stacked UHPC hollow tower column segments. The adjacent upper and lower UHPC hollow tower column segments are connected by a tower column transition section. The UHPC hollow tower column segment includes multiple UHPC hollow tower column units distributed around the vertical center line of the wind power tower. The tower column transition section includes multiple UHPC transition sections and multiple transverse connection members for connecting the UHPC transition sections into a whole. The transverse connection member is preferably a precast UHPC hollow box-section member or a steel truss structure, and a ground anchor bundle reserved hole is provided on the top surface of the transverse connection member.

[0004] (2) The wind power tower includes multiple prestressed ground anchor bundles, and the ground anchor bundles are arranged between the tower column transition section and the ground foundation. Both ends of the ground anchor bundle are anchored in the transverse connection member and the ground foundation respectively, and both ends can be tensioned. The ground anchor bundle can adopt conventional prestressed steel wires or steel strands, or can also adopt carbon fiber prestressed bundles. The anchoring bundles of each layer of transverse connection members are symmetrically arranged along the vertical center line of the wind power tower.

[0005] According to the above characteristics of the UHPC lattice-shaped wind power tower, it is necessary to tension the ground anchor bundles in the height direction of the tower to ensure that the UHPC hollow tower columns are in a relatively high compressive stress state for a long time (but it is necessary to ensure that the compressive stress is within the allowable range of the design strength), so as to make full use of its ultra-high compressive strength, avoid large tensile stresses in the UHPC hollow tower columns and induce tensile cracking. At the same time, the ground anchor bundles make the connection between the UHPC hollow tower column segments more stable and firm, and can improve the overall stability of the wind power tower under strong wind action. Therefore, the ground anchor bundle has multiple functions such as connecting the UHPC hollow tower columns of each layer into a whole, avoiding cracking of the UHPC hollow tower columns, avoiding uplift reaction forces in the tower foundation, and improving structural stability, and is an important part of the UHPC lattice-shaped wind power tower.

[0006] However, in this patent, since the horizontal spacing of the UHPC hollow tower column decreases from the lower layer to the upper layer (that is, the cross section decreases from the bottom to the top layer), the plane size of the transverse connection member also decreases accordingly, causing the layout position of the anchor bundle to open outward and downward from the upper layer to the lower layer. At present, the steering is mainly achieved by means of a steering block embedded in the top surface of the UHPC transverse connection member, which is not conducive to the transmission of external prestress: on the one hand, the prestress generates a large horizontal force on the UHPC transverse connection member at the steering position, causing the UHPC transverse connection member to be pulled at the position where the external prestress is opened outward and compressed at the position where the external prestress is opened downward, which is easy to cause the UHPC transverse connection member to crack when being pulled. On the other hand, due to the large opening angle, the prestress loss is large, thereby reducing the efficiency of the external prestress. In addition, the external prestressed tendons are located on the outside of the UHPC hollow tower column, which are prone to rust under the influence of sunlight, rain and other environmental factors, increasing the maintenance cost of the prestressed tendons. Utility Model Content

[0007] The technical problem to be solved by the utility model is to overcome the deficiencies and defects mentioned in the above background technology, and provide an arrangement structure of an external prestressed bundle of a UHPC lattice wind power tower and a UHPC lattice wind power tower. The arrangement structure and construction method of the external prestressed bundle reduce the large horizontal tension generated in the UHPC transverse connecting member due to the change of the prestressed bundle angle through a reasonable prestressed bundle arrangement form, reduce the cracking risk of the UHPC transverse connecting member, make the transmission of prestress smoother, and reduce the corrosion risk of the external prestressed bundle.

[0008] In order to solve the above technical problems, the technical solution proposed by the utility model is:

[0009] A layout structure of an extracorporeal prestressed bundle of a UHPC lattice wind power tower, the UHPC lattice wind power tower comprising multiple layers of frame-type UHPC tower column units stacked up and down and extracorporeal prestressed bundles tensioned between the frame-type UHPC tower column units and a ground foundation, the frame-type UHPC tower column units comprising UHPC hollow tower columns and UHPC hollow transition sections (the uppermost frame-type UHPC tower column units may only comprise UHPC hollow tower columns), the cross section of the UHPC lattice wind power tower being larger at the bottom and smaller at the top, the extracorporeal prestressed bundles being arranged in a hollow tube formed by alternately connecting the UHPC hollow tower columns and the UHPC hollow transition sections, the hollow tube being provided with an anchoring / steering block for anchoring and / or steering the extracorporeal prestressed bundles.

[0010] In the utility model, the anchoring / steering block can have both the functions of anchoring and steering. When acting on the extracorporeal prestressed beam of the layer (i.e., the frame-type UHPC tower column unit where the anchoring / steering block is set), it can serve as an anchoring block, and when acting on the extracorporeal prestressed beam above the layer, it can serve as a steering block.

[0011] In the above arrangement structure, preferably, when the external prestressing tendon in any one layer of the framed UHPC tower column units can be a straight line in a tensioned state inside the framed UHPC tower column units of this layer, one anchorage / deflection block is provided in the framed UHPC tower column units of this layer. When the external prestressing tendon in any one layer of the framed UHPC tower column units cannot be a straight line in a tensioned state inside the framed UHPC tower column units of this layer, two or more anchorage / deflection blocks are provided in the framed UHPC tower column units of this layer.

[0012] In the present utility model, the purpose of setting the anchorage / deflection block is to enable the external prestressing tendon to turn inside the hollow pipe. The principle of setting the anchorage / deflection block is to ensure that the external prestressing tendon is arranged inside the hollow pipe at a small inclination angle, significantly reducing the turning angle of the external prestressing tendon at the turning position, making the transmission of the external prestress smoother and reducing the prestress loss. When the inclination angle of the UHPC hollow transition section with respect to the vertical center line is not large and the length of the UHPC hollow transition section is not long, setting one anchorage / deflection block in each layer of the framed UHPC tower column units can meet the requirements of the present utility model for the arrangement of the external prestressing tendon. When the inclination angle of the UHPC hollow transition section with respect to the vertical center line is relatively large and the length of the UHPC hollow transition section is relatively long, setting one anchorage / deflection block in each layer of the framed UHPC tower column units may not meet the requirements of the present utility model for the arrangement of the external prestressing tendon. At this time, the external prestressing tendon cannot be a straight line in a tensioned state inside the framed UHPC tower column units of this layer. At this time, two anchorage / deflection blocks need to be set to make the external prestressing tendon a broken line in a tensioned state.

[0013] In the above arrangement structure, preferably, the UHPC hollow tower column is arranged vertically, the UHPC hollow transition section is arranged obliquely, one anchorage / deflection block is provided at each UHPC hollow transition section, and the external prestressing tendon in any one layer of the framed UHPC tower column units is a straight line in a tensioned state inside the framed UHPC tower column units of this layer. The above one anchorage / deflection block can be set at the upper position of the UHPC hollow transition section. At this time, the external prestressing tendon in each layer of the framed UHPC tower column units is an inclined straight line inside the framed UHPC tower column units of this layer, and the external prestressing tendons inside the framed UHPC tower column units of the middle layers can be arranged in parallel.

[0014] In the above arrangement structure, preferably, the UHPC hollow tower column is arranged vertically, the UHPC hollow transition section is arranged obliquely, two anchoring / steering blocks are provided at each UHPC hollow transition section, and the external prestressed tendons in any one of the frame-type UHPC tower column units below the uppermost frame-type UHPC tower column unit are in a tensioned broken line and located inside the frame-type UHPC tower column unit of this layer. The above two anchoring / steering blocks can be arranged at the upper and lower positions of the UHPC hollow transition section. At this time, the external prestressed tendons in each layer of the frame-type UHPC tower column unit are all in a broken line and located inside the frame-type UHPC tower column unit of this layer, and the arrangement mode of the external prestressed tendons inside the intermediate layer frame-type UHPC tower column units can be kept the same.

[0015] In the above arrangement structure, preferably, an upper anchoring end is provided at the upper end of the inner cavity of the uppermost UHPC hollow tower column, and a lower anchoring end is provided on the ground foundation. The position of the lower anchoring end is located at the lower part of the inner cavity of the lowermost UHPC hollow tower column. The upper end of the external prestressed tendon in the uppermost UHPC hollow tower column is anchored at the upper anchoring end, and the external prestressed tendon is arranged vertically along the inner wall of the UHPC hollow tower column. The lower end of the external prestressed tendon in the lowermost UHPC hollow tower column is anchored at the lower anchoring end, and the external prestressed tendon is arranged obliquely or vertically along the inner wall of the UHPC hollow tower column. The external prestressed tendons in the intermediate layer UHPC hollow tower columns are arranged obliquely, and the external prestressed tendons located in the UHPC hollow transition section are arranged obliquely. The setting mode of the external prestressed tendon in the lowermost UHPC hollow tower column can be determined according to the position of the lower anchoring end. In a more preferred scheme, the lower anchoring end is located below the nearest anchoring / steering block above it, so that the external prestressed tendon in the lowermost UHPC hollow tower column is arranged vertically along the inner wall of the UHPC hollow tower column, which can reduce the turning angle of the lowermost external prestressed tendon. In a more preferred scheme, the upper anchoring end is located above the nearest anchoring / steering block below it, so that the external prestressed tendon in the uppermost UHPC hollow tower column is arranged vertically along the inner wall of the UHPC hollow tower column, which can reduce the turning angle of the uppermost external prestressed tendon.

[0016] In the above arrangement structure, preferably, a transverse diaphragm is provided at the joint of the UHPC hollow transition section and the UHPC hollow tower column, and the edge of the transverse diaphragm is locally thickened to obtain the anchoring / steering block. The setting method of the above anchoring / steering block is equivalent to integrating the transverse diaphragm and the anchoring / steering block into one. On the one hand, it is beneficial to construction prefabrication and more convenient for setting up the formwork. On the other hand, the anchoring / steering block needs to bear the force of the external prestressed tendon. Integrating the anchoring / steering block into the transverse diaphragm is more conducive to the transfer and dispersion of the force borne by the anchoring / steering block, and can ensure the mechanical properties at the anchoring / steering block and the mechanical properties when the external prestressed tendon is set from the outside to the inside of the hollow pipe.

[0017] In the above arrangement structure, preferably, a plurality of through holes for the external prestressed tendon to pass through are provided on the anchoring / steering block. The through holes are evenly arranged along the edge of the transverse diaphragm, and the external prestressed tendons corresponding to each layer of the frame-type UHPC tower column units are arranged in a staggered manner through the through holes. The staggered arrangement of the external prestressed tendons corresponding to each layer of the frame-type UHPC tower column units is beneficial to ensuring the dispersion of the force at the anchoring / steering block and better overall mechanical properties.

[0018] In the above arrangement structure, preferably, adjacent UHPC hollow transition sections are connected by a transverse connection member, and a horizontal prestressed tendon is provided between adjacent UHPC hollow transition sections. The horizontal prestressed tendon is located inside the transverse connection member. By setting the horizontal prestressed tendon, the cracking risk of the UHPC transverse connection member under the action of horizontal tension can be further reduced.

[0019] In the above arrangement structure, preferably, a pre-bent deflector is preset on the anchoring / steering block.

[0020] In the above arrangement structure, preferably, a shock absorber is provided inside the hollow pipe, and the shock absorber is connected to the external prestressed tendon.

[0021] In the above arrangement structure, the external prestressed tendon and the horizontal prestressed tendon are steel tendons or carbon fiber tendons, which are composed of several strands, and the specific number of strands is determined by calculation.

[0022] As a general technical concept, the present invention also provides a UHPC lattice-type wind power tower. The UHPC lattice-type wind power tower includes multiple layers of frame-type UHPC tower column units stacked up and down and external prestressed tendons tensioned between the frame-type UHPC tower column units and the ground foundation. The external prestressed tendons adopt the above arrangement structure.

[0023] The present invention also provides a construction method for the above UHPC lattice-type wind power tower, including the following steps:

[0024] S1: Construct the ground foundation of the UHPC lattice type wind turbine tower, and preset the lower anchorage end in the ground foundation;

[0025] S2: Prefabricate the UHPC hollow tower column and the UHPC hollow transition section, and prefabricate the anchorage / turning block in the UHPC hollow transition section. Prefabricate the upper anchorage end at the upper end of the inner cavity of the topmost UHPC hollow tower column;

[0026] S3: Construct the first layer of the frame type UHPC tower column unit below on the ground foundation. After the construction of the first layer of the frame type UHPC tower column unit below is completed, tension the external prestressed tendon of this layer. The lower end of the external prestressed tendon is anchored on the lower anchorage end, and the upper end is anchored on the anchorage / turning block of the UHPC hollow transition section in the first layer of the frame type UHPC tower column unit below;

[0027] S4: Construct the second layer of the frame type UHPC tower column unit below on the first layer of the frame type UHPC tower column unit below. After the construction is completed, tension the external prestressed tendon of this layer. The lower end of the external prestressed tendon is anchored on the lower anchorage end, the middle part passes through the anchorage / turning block of the UHPC hollow transition section in the first layer of the frame type UHPC tower column unit below, and the upper end is anchored on the anchorage / turning block of the UHPC hollow transition section in the second layer of the frame type UHPC tower column unit below;

[0028] S5: Repeat step S4 until the construction of the topmost UHPC hollow tower column is completed, and then tension the external prestressed tendon of this layer. The lower end of the external prestressed tendon of this layer is anchored on the lower anchorage end, the middle part passes through the anchorage / turning blocks of the UHPC hollow transition sections in the intermediate layers of the frame type UHPC tower column units, and the upper end is anchored on the upper anchorage end;

[0029] S6: Install accessories and the tower barrel on the topmost UHPC tower column unit, and the construction is completed.

[0030] In the above construction method, when tensioning the external prestressed tendon, it can be tensioned at both ends or at one end. The starting point of the external prestressed tendons of each layer is the upper anchorage end or the anchorage / turning block, the end point is the lower anchorage end, and the external prestressed tendon is turned by a number of anchorage / turning blocks in the middle. When constructing the UHPC hollow transition section, tension the horizontal prestressed tendon between adjacent UHPC hollow transition sections.

[0031] Arrangement structure of external prestressing tendons of UHPC lattice type wind power tower of the utility model. The external prestressing tendons are arranged in a hollow tube formed by alternately connecting the UHPC hollow tower columns and the UHPC hollow transition sections. At the same time, the anchoring and turning positions of the external prestressing tendons are optimized to reduce the number of turns of the external prestressing tendons, significantly reduce the turning angles of the external prestressing tendons at the anchoring positions or turning positions, make the transfer of external prestress in the UHPC wind power tower more smooth, reduce prestress losses, and can reduce the horizontal tension caused by the turning of the vertical prestressing tendons in the transverse connection members, reducing the cracking risk of the structure, and is particularly suitable for the prestress arrangement of large-bending UHPC hollow tower columns.

[0032] Compared with the prior art, the advantages of the utility model are as follows:

[0033] 1. In the prior art, the anchoring blocks and turning blocks of the external prestressing tendons of the UHPC wind power tower are both arranged on the top surface of the UHPC transverse connection members, that is, outside the UHPC tower column units, resulting in a large turning angle of the external prestress, not only increasing the prestress loss, but also generating a large horizontal component force in the UHPC transverse connection members due to the turning angle of the external prestressing tendon bundle. When the horizontal component force is tensile, it is easy to cause cracking of the UHPC transverse connection members; in the utility model, the external prestressing tendons are arranged in a hollow tube formed by alternately connecting the UHPC hollow tower columns and the UHPC hollow transition sections, significantly reducing the turning angle of the external prestressing tendons, making the prestress transfer more smooth, thereby significantly reducing the prestress loss and improving the prestress efficiency, and can reduce the horizontal tension caused by the turning of the external prestressing tendons in the transverse connection members, reducing the cracking risk of the structure.

[0034] 2. In the prior art, the external prestressing tendons of the UHPC wind power tower are all located outside the frame-type UHPC tower column units and are exposed to the environment, and are prone to erosion under the action of environmental factors such as sunlight and rain, resulting in an increase in operation and maintenance costs; in the utility model, the external prestressing tendons are arranged in a hollow tube formed by alternately connecting the UHPC hollow tower columns and the UHPC hollow transition sections, and the hollow tube provides protection for the prestressing tendons, thereby effectively reducing the corrosion risk of the external prestressing tendons and further reducing the maintenance cost. Description of the Drawings

[0035] In order to more clearly illustrate the technical solutions in the embodiments of the present invention or the prior art, the following will briefly introduce the drawings required for use in the description of the embodiments or the prior art. Obviously, the drawings in the following description are some embodiments of the present invention. For those of ordinary skill in the art, without creative efforts, other drawings can be obtained based on these drawings.

[0036] Figure 1Schematic diagram of the layout structure of the external prestressing tendons of the UHPC lattice wind turbine tower in the prior art.

[0037] Figure 2 Schematic diagram of the layout structure of the external prestressing tendons of the UHPC lattice wind turbine tower in Embodiment 1.

[0038] Figure 3 Schematic diagram of the layout structure of the external prestressing tendons of the UHPC lattice wind turbine tower in Embodiment 1 at the connection between the UHPC hollow transition section and the UHPC hollow tower column.

[0039] Figure 4 For Figure 3 Cross-sectional view of the A-A plane in

[0040] Figure 5 Schematic diagram of the layout structure of the external prestressing tendons of the UHPC lattice wind turbine tower in Embodiment 1 in the UHPC hollow transition section.

[0041] Figure 6 Comparison diagram of the layout structure of the external prestressing tendons of the UHPC lattice wind turbine tower in Embodiment 1 and the layout structure of the external prestressing tendons in a non-preferred case.

[0042] Figure 7 Schematic diagram of the first construction layer of the construction method of the UHPC lattice wind turbine tower in Embodiment 1.

[0043] Figure 8 Schematic diagram of the second construction layer of the construction method of the UHPC lattice wind turbine tower in Embodiment 1.

[0044] Figure 9 Schematic diagram of the third construction layer of the construction method of the UHPC lattice wind turbine tower in Embodiment 1.

[0045] Figure 10 Schematic diagram of the layout structure of the external prestressing tendons of the UHPC lattice wind turbine tower in Embodiment 2 (only the external prestressing tendons of the first layer are shown).

[0046] Figure 11 For Figure 10 Local enlarged view of B in

[0047] Legend

[0048] 1. Ground foundation; 2. UHPC hollow tower column; 3. UHPC hollow transition section; 4. External prestressing tendon; 5. Upper anchorage end; 6. Lower anchorage end; 7. Diaphragm; 8. Lateral connection member; 9. Horizontal prestressing tendon; 10. Tower barrel; 11. Shock absorber; 12. Deflector; 13. Anchorage / deflection block. Detailed implementation mode

[0049] To facilitate the understanding of the present utility model, the following will describe the present utility model more comprehensively and meticulously in conjunction with the accompanying drawings of the specification and preferred embodiments, but the protection scope of the present utility model is not limited to the following specific embodiments.

[0050] It should be specifically noted that when a certain component is described as "fixed to, fixedly connected to, connected to, or communicated with" another component, it can be directly fixed, fixedly connected, connected, or communicated to the other component, or it can be indirectly fixed, fixedly connected, connected, or communicated to the other component through other intermediate connectors.

[0051] Unless otherwise defined, all professional terms used hereinafter have the same meaning as commonly understood by those skilled in the art. The professional terms used herein are only for the purpose of describing specific embodiments and are not intended to limit the protection scope of the present utility model.

[0052] Unless otherwise specifically stated, various raw materials, reagents, instruments, and equipment used in the present utility model can be obtained through market purchases or can be prepared by existing methods.

[0053] Embodiment 1:

[0054] As Figure 1 shown, the layout structure of the external prestressed tendon of the UHPC lattice type wind power tower in the prior art is as follows: The UHPC lattice type wind power tower includes a plurality of frame type UHPC tower column units stacked up and down, and an external prestressed tendon 4 tensioned between the frame type UHPC tower column unit and the ground foundation 1. The frame type UHPC tower column unit includes a UHPC hollow tower column 2 and a UHPC hollow transition section 3. The cross-section of the UHPC lattice type wind power tower is larger at the bottom and smaller at the top. For the specific structure, reference can be made to the patent document CN116641845A.

[0055] As Figures 2 - 5 shown, the layout structure of the external prestressed tendon of the UHPC lattice type wind power tower in this embodiment. The UHPC lattice type wind power tower includes a plurality of frame type UHPC tower column units stacked up and down (3 layers are shown in this embodiment and are used as an example for illustration. In other embodiments, other numbers of layers can also be selected), and an external prestressed tendon 4 tensioned between the frame type UHPC tower column unit and the ground foundation 1. The frame type UHPC tower column unit includes a UHPC hollow tower column 2 and a UHPC hollow transition section 3. The cross-section of the UHPC lattice type wind power tower is larger at the bottom and smaller at the top. The external prestressed tendon 4 is arranged in a hollow tube formed by alternately connecting the UHPC hollow tower column 2 and the UHPC hollow transition section 3, and an anchoring / turning block 13 for anchoring and / or turning the external prestressed tendon 4 is arranged in the hollow tube.

[0056] In this embodiment, when the external prestressing tendon 4 in any layer of the framed UHPC tower column unit can be in a straight line in a tensioned state inside this layer of the framed UHPC tower column unit, there is one anchoring / deflecting block 13 provided in this layer of the framed UHPC tower column unit; when the external prestressing tendon 4 in any layer of the framed UHPC tower column unit cannot be in a straight line in a tensioned state inside this layer of the framed UHPC tower column unit, two or more anchoring / deflecting blocks 13 are provided in this layer of the framed UHPC tower column unit.

[0057] Specifically, in this embodiment, the UHPC hollow tower column 2 is arranged vertically, the UHPC hollow transition section 3 is arranged obliquely, and one anchoring / deflecting block 13 is provided at each UHPC hollow transition section 3, and the external prestressing tendon 4 in any layer of the framed UHPC tower column unit is in a straight line in a tensioned state inside this layer of the framed UHPC tower column unit.

[0058] Specifically, in this embodiment, an upper anchoring end 5 is provided at the upper end of the inner cavity of the uppermost UHPC hollow tower column 2, a lower anchoring end 6 is provided on the ground foundation 1, the position of the lower anchoring end 6 is at the lower part of the inner cavity of the lowermost UHPC hollow tower column 2, the upper end of the external prestressing tendon 4 in the uppermost UHPC hollow tower column 2 is anchored at the upper anchoring end 5, and this external prestressing tendon 4 is arranged vertically along the inner wall of the UHPC hollow tower column 2; the lower end of the external prestressing tendon 4 in the lowermost UHPC hollow tower column 2 is anchored at the lower anchoring end 6, and this external prestressing tendon 4 is arranged vertically along the inner wall of the UHPC hollow tower column 2 (in other embodiments, it can be arranged obliquely); the external prestressing tendon 4 in the middle-layer UHPC hollow tower column 2 is arranged obliquely, and the external prestressing tendon 4 in the UHPC hollow transition section 3 is arranged obliquely.

[0059] In this embodiment, a transverse diaphragm 7 is provided at the connection between the UHPC hollow transition section 3 and the UHPC hollow tower column 2, and the edge of the transverse diaphragm 7 is locally thickened to obtain the anchoring / deflecting block 13.

[0060] In this embodiment, a plurality of through holes for the external prestressing tendon 4 to pass through are opened on the anchoring / deflecting block 13, the through holes are evenly opened along the edge of the transverse diaphragm 7, and the external prestressing tendons 4 corresponding to each layer of the framed UHPC tower column unit are arranged in a staggered manner through the through holes.

[0061] As Figure 2 shown, in this embodiment, adjacent UHPC hollow transition sections 3 are connected by a transverse connecting member 8, a horizontal prestressing tendon 9 is provided between adjacent UHPC hollow transition sections 3, and the horizontal prestressing tendon 9 is located inside the transverse connecting member 8.

[0062] In this embodiment, a pre-bent deflector 12 is preset on the anchoring / deflecting block 13.

[0063] In this embodiment, a shock absorber 11 is provided inside the hollow tube, and the shock absorber 11 is connected to the external prestressed tendon 9.

[0064] As Figure 6 shown, Figure 6 in (a) is the preferred case in this embodiment, Figure 6 in (b) is the non-preferred case. It can be seen from the comparison of the figures that Figure 6 the turning angle of the external prestressed tendon 4 in (a) is significantly smaller than that in Figure 6 (b) (α1 and α2 are significantly smaller than β1 and β2), making the prestress transfer smoother, thereby significantly reducing the prestress loss and improving the prestress efficiency.

[0065] The UHPC lattice type wind turbine tower in this embodiment includes a plurality of frame-type UHPC tower column units stacked up and down, and an external prestressed tendon 4 tensioned between the frame-type UHPC tower column units and the ground foundation 1. The external prestressed tendon 4 adopts the above-mentioned layout structure.

[0066] As Figures 7 - 9 shown, the construction method of the above UHPC lattice type wind turbine tower includes the following steps:

[0067] S1: Construct the ground foundation 1 of the UHPC lattice type wind turbine tower, and preset a lower anchorage end 6 in the ground foundation 1;

[0068] S2: Prefabricate the UHPC hollow tower column 2 and the UHPC hollow transition section 3, and prefabricate an anchorage / turning block 13 in the UHPC hollow transition section 3. Prefabricate an upper anchorage end 5 at the upper end of the inner cavity of the uppermost UHPC hollow tower column 2;

[0069] S3: Construct the lower first-layer frame-type UHPC tower column unit on the ground foundation 1. After the construction of the lower first-layer frame-type UHPC tower column unit is completed, tension the external prestressed tendon 4 of this layer. The lower end of the external prestressed tendon 4 is anchored on the lower anchorage end 6, and the upper end is anchored on the anchorage / turning block 13 of the UHPC hollow transition section 3 in the lower first-layer frame-type UHPC tower column unit (as Figure 7 shown);

[0070] S4: Construct the lower second-layer frame-type UHPC tower column unit on the lower first-layer frame-type UHPC tower column unit. After the construction is completed, tension the external prestressed tendon 4 of this layer. The lower end of the external prestressed tendon 4 is anchored on the lower anchorage end 6, the middle part passes through the anchorage / turning block 13 of the UHPC hollow transition section 3 in the lower first-layer frame-type UHPC tower column unit, and the upper end is anchored on the anchorage / turning block 13 of the UHPC hollow transition section 3 in the lower second-layer frame-type UHPC tower column unit (asFigure 8 as shown);

[0071] S5: Repeat step S4 until the construction of the uppermost UHPC hollow tower column 2 is completed, then tension the external prestressing tendon 4 of this layer. The lower end of the external prestressing tendon 4 of this layer is anchored on the lower anchorage end 6, passes through the anchorage / turning block 13 of the UHPC hollow transition section 3 in each intermediate layer of the frame-type UHPC tower column unit in the middle, and the upper end is anchored on the upper anchorage end 5 (as Figure 9 shown);

[0072] S6: Install accessories and the tower barrel 10 on the uppermost UHPC tower column unit, and the construction is completed.

[0073] Embodiment 2:

[0074] The layout structure of the external prestressing tendons of the UHPC lattice-type wind turbine tower in this embodiment is basically the same as that in Embodiment 1. The main difference lies in the setting method of the UHPC hollow transition section 3, which causes the external prestressing tendon 4 in any layer of the frame-type UHPC tower column unit not to be able to be a straight line in a tensioned state inside this layer of the frame-type UHPC tower column unit. At this time, as Figure 10 and Figure 11 shown, in this embodiment, the UHPC hollow tower column 2 is vertically arranged, the UHPC hollow transition section 3 is obliquely arranged, two anchorage / turning blocks 13 are provided at each UHPC hollow transition section 3, and the external prestressing tendon 4 in any layer of the frame-type UHPC tower column unit under the uppermost frame-type UHPC tower column unit is a broken line in a tensioned state inside this layer of the frame-type UHPC tower column unit.

Claims

1. Arrangement structure of external prestressing tendons of a wind power tower. The wind power tower includes a multi-layer framework UHPC tower column unit stacked up and down, and external prestressing tendons (4) tensioned between the framework UHPC tower column unit and a ground foundation (1). The framework UHPC tower column unit includes a UHPC hollow tower column (2) and a UHPC hollow transition section (3). The cross-section of the wind power tower is larger at the bottom and smaller at the top. It is characterized in that, The external prestressing tendon (4) is arranged in a hollow tube formed by alternately connecting the UHPC hollow tower column (2) and the UHPC hollow transition section (3), and an anchoring / deflecting block (13) for anchoring and / or deflecting the external prestressing tendon (4) is arranged in the hollow tube.

2. The arrangement structure according to claim 1, wherein The UHPC hollow tower column (2) is arranged vertically, and the UHPC hollow transition section (3) is arranged obliquely. An anchoring / deflecting block (13) is provided at each UHPC hollow transition section (3), and the external prestressing tendon (4) in any one of the framed UHPC tower column units is in a straight line in a tensioned state inside the framed UHPC tower column unit of this layer.

3. The arrangement structure according to claim 1, characterized in that The UHPC hollow tower column (2) is arranged vertically, and the UHPC hollow transition section (3) is arranged obliquely. Two anchoring / deflecting blocks (13) are provided at each UHPC hollow transition section (3), and the external prestressing tendon (4) in any one of the framed UHPC tower column units below the uppermost framed UHPC tower column unit is in a broken line in a tensioned state inside the framed UHPC tower column unit of this layer.

4. The arrangement structure according to claim 2 or 3, characterized in that, An upper anchoring end (5) is provided at the upper end of the inner cavity of the uppermost UHPC hollow tower column (2), and a lower anchoring end (6) is provided on the ground foundation (1). The position of the lower anchoring end (6) is at the lower part of the inner cavity of the lowermost UHPC hollow tower column (2). The upper end of the external prestressing tendon (4) in the uppermost UHPC hollow tower column (2) is anchored at the upper anchoring end (5), and the external prestressing tendon (4) is arranged vertically along the inner wall of the UHPC hollow tower column (2). The lower end of the external prestressing tendon (4) in the lowermost UHPC hollow tower column (2) is anchored at the lower anchoring end (6), and the external prestressing tendon (4) is arranged obliquely or vertically along the inner wall of the UHPC hollow tower column (2). The external prestressing tendon (4) in the middle-layer UHPC hollow tower column (2) is arranged obliquely, and the external prestressing tendon (4) in the UHPC hollow transition section (3) is arranged obliquely.

5. The arrangement structure according to claim 1, characterized in that, A transverse diaphragm (7) is provided at the joint of the UHPC hollow transition section (3) and the UHPC hollow tower column (2), and the edge of the transverse diaphragm (7) is locally thickened to obtain the anchoring / deflecting block (13).

6. The arrangement structure according to claim 5, characterized in that, A plurality of through holes for the external prestressing tendon (4) to pass through are formed in the anchoring / deflecting block (13). The through holes are uniformly arranged along the edge of the transverse diaphragm (7), and the external prestressing tendons (4) corresponding to each layer of the framed UHPC tower column units are arranged in a staggered manner through the through holes.

7. The arrangement structure according to any one of claims 1-3, 5 or 6, characterized in that, Adjacent UHPC hollow transition sections (3) are connected by a transverse connecting member (8), and a horizontal prestressing tendon (9) is provided between adjacent UHPC hollow transition sections (3). The horizontal prestressing tendon (9) is located in the transverse connecting member (8).

8. A wind power tower, the wind power tower comprising a plurality of frame-type UHPC tower column units stacked vertically one above the other and external prestressing tendons (4) tensioned between the frame-type UHPC tower column units and a ground foundation (1), characterized in that, The external prestressing tendon (4) adopts the layout structure described in any one of claims 1-7.

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