A lattice prestressed concrete wind power tower

Abstract

The present invention discloses a lattice prestressed concrete wind power generation tower, comprising a gravity foundation, a lattice concrete tower, a conversion section and a steel tower. The gravity foundation, the lattice concrete tower and the conversion section are pre-tightened by steel strands, the steel tower and the conversion section are connected by bolts pre-buried in the conversion section, and the lattice concrete tower is formed by stacking up and down lattice units composed of a plurality of concrete pipes and steel pipe cross braces. The lattice-type wind power generation tower of the present invention has a large root opening, large rigidity, and the use of concrete materials has greater rigidity and stronger bearing capacity, which is a relatively economical solution for ultra-high rigidity wind power generation towers. The specifications and dimensions of concrete pipes can be designed to be the same, and the cost of concrete prefabricated molds is low. Compared with truss steel towers, prestressed concrete has no fatigue failure problem. Each lattice unit is pre-tightened by steel strands, and the steel strands are maintenance-free in the later stage. The cross brace rod bolts between the lattices can be maintained inside the concrete pipe, and the maintenance workload is small.

Description

Technical Field

[0001] The invention relates to the technical field of wind power generation, in particular to a lattice-type prestressed concrete wind power generation tower. Background Art

[0002] As an important supporting structure of wind turbines, wind power towers can be divided into rigid towers, flexible towers and double flexible towers according to their dynamic characteristics. In China, towers with a first-order natural frequency of tower bending lower than the wind rotor rotation frequency are called flexible towers, and the rest are called rigid towers. As a cantilever beam, the higher the center of the wind turbine hub, the lower its natural frequency. At present, the height of domestic wind power towers is between 120m and 140m, and both flexible towers and rigid towers are used.

[0003] Rigid high towers are increasingly accepted by the market. Currently, there are two types of rigid high towers that have been promoted and applied in the field of wind power generation technology: one is a prestressed concrete tower (circular tube or conical tube form) made of concrete; the other is a truss tower with a steel structure (angle steel or steel pipe).

[0004] The cross-section diameter and thickness of the prestressed concrete tower are large, the cross-section rigidity is large, and the tower natural frequency is high. At present, the hub height of the prestressed concrete high rigidity tower is about 120-130m, the tower bottom diameter is generally around 7.0-8.0m, and the concrete consumption is about 1000-1500 tons. Although the amount of concrete is large, the concrete material is cheap and the cost is economical.

[0005] Truss steel tower has the characteristics of large root opening, exchanging space for bearing capacity, and the root opening is generally about 20m. This structure not only has large equivalent section stiffness, but also uses less steel, which is a relatively economical solution for ultra-high rigidity tower.

[0006] The current prior art generally has the following problems:

[0007] 1. The higher the hub of the wind turbine, the more flexible the wind turbine tower becomes. Conventional concrete towers need to continuously increase the diameter and thickness of the tower, and the economic efficiency will become worse and worse.

[0008] 2. Conventional prestressed concrete towers have many molds for prefabricated components, and the mold costs are high.

[0009] 3. Truss steel towers have many bolt fasteners and are exposed outdoors, which makes assembly complicated and subsequent maintenance labor intensive and difficult.

[0010] 4. Truss steel towers have more welded parts and poor fatigue bearing capacity.

[0011] 5. Truss steel towers have large root openings and large maintenance platforms, so power cables require special wiring conduits and the cost of internal accessories is high. Summary of the invention

[0012] The purpose of the present invention is to overcome the shortcomings and deficiencies of the prior art and propose a lattice-type prestressed concrete wind power tower, which has the advantages of high rigidity, stronger bearing capacity, low cost, convenient arrangement of internal accessories, small maintenance workload, convenient transportation, no fatigue failure, etc. It is a relatively economical solution for ultra-high rigidity wind power towers.

[0013] To achieve the above-mentioned purpose, the technical solution provided by the present invention is as follows: a lattice prestressed concrete wind power tower, comprising a gravity foundation, a lattice concrete tower, a conversion section and a steel tower, wherein the gravity foundation, the lattice concrete tower and the conversion section are pre-tightened by steel strands, and the steel tower and the conversion section are connected by body bolts pre-buried in the conversion section; the gravity foundation is a reinforced concrete structure, consisting of concrete piles, a foundation slab, piers and rib beams, the foundation slab is supported by a plurality of concrete piles, the bearing capacity of the foundation is improved by the concrete piles, and the piers are evenly distributed on the foundation along the circumference of the foundation slab. The pier is prefabricated before the construction of the gravity foundation, and the lap steel bars are reserved on the surface. When the steel cage of the foundation slab is tied, the pier is moved to the steel cage of the foundation slab for tying, and cast as a whole with the foundation slab. The lattice concrete tower is composed of lattice units composed of a plurality of concrete pipes and steel pipe cross braces stacked up and down. The adjacent two concrete pipes of each lattice unit are connected and fixed by bolts by steel pipe cross braces, and the upper and lower lattice units are fixed by positioning pins. Docking and positioning, the concrete pipe of the upper lattice unit is inserted into the reserved grouting connection cavity at the top of the concrete pipe of the lower lattice unit, and the concrete pipes of the upper and lower lattice units are coaxial, and a layer of high-strength concrete slurry is applied on the docking surface, and the space formed by the bottom of the concrete pipe of the upper lattice unit and the grouting connection cavity of the lower lattice unit is filled with high-strength concrete slurry. After all lattice units and transition sections are hoisted, the steel strands are inserted from the transition section and pre-tensioned in the steel strand tensioning studio of the pier of the gravity foundation; the transition section is composed of a concrete transition section, an upper anchor plate, internal bolts, internal anchor plates, and internal nuts The lower part of the concrete transition section is a thick frustum, and the upper part is a circular ring with a neck. A plurality of T-shaped holes are evenly distributed in the circumferential direction of the thick frustum, which are coaxially connected with the inner hole of the concrete pipe in the lattice unit. The upper anchor plate is sunk into the head of the T-shaped hole and is perpendicular to the axis of the hole. The internal anchor plate is an annular thin steel plate, which is pre-embedded in the bottom of the thick frustum, and the internal nut is welded on its lower surface. The internal bolt passes through the internal anchor plate from the hole with a neck and is screwed into the internal nut. The entire internal bolt is not bonded to the concrete hole. The upper end of the internal bolt is connected to the lower flange of the steel tower by bolts, and a bolt tensioner is used to tension and pre-tighten the internal bolt.

[0014] Furthermore, the pier includes a cylindrical pier, an anti-pullout flange, a foundation anchor plate, a positioning pin and a pedestrian ladder; the outer diameter of the cylindrical pier remains unchanged, and the internal wall thickness changes to form four inner cavities, which are, from the upper part of the pier to the lower part, a grouting connection cavity, a pedestrian passage, a prestressed foundation plate cavity, and a steel strand tensioning studio; a door hole communicating with the pedestrian passage passes through the side wall of the cylindrical pier; the anti-pullout flange is installed at the bottom of the cylindrical pier, and a vertical downward pedestrian ladder is provided in the cylindrical pier; the bottom of the grouting connection cavity The grouting connection cavity is provided with a locating pin hole at the bottom, and the lattice concrete tower can be positioned by inserting the locating pins on the two cylindrical piers when the lattice concrete tower is hoisted; the foundation anchor plate is a steel flange plate, which is embedded in the lower part of the prestressed cap plate cavity, and the steel strand passes through the corresponding holes of the prestressed cap plate cavity and the foundation anchor plate, and is pre-tensioned in the steel strand tensioning studio.

[0015] Furthermore, the steel pipe cross brace includes a seamless steel pipe, an inner flange, a leveling flange, a heavy spring washer, a flat washer and a long bolt; the parts structure at both ends of the seamless steel pipe is exactly the same, and an inner flange is welded at each end, and the bolt hole position of the inner flange has a coaxial countersunk circular hole, the depth of the circular hole is greater than the thickness of the heavy spring washer, and the leveling flange has a circular ring neck, and the long bolt passes through the seamless steel pipe and passes through the flat washer, the inner flange, the heavy spring washer and the leveling flange in turn, wherein the heavy spring washer sinks into the coaxial In the countersunk circular hole, one side of the leveling flange contacts the side of the inner flange, and at the same time, the circular ring neck of the leveling flange is inserted between the inner side of the coaxial countersunk circular hole of the inner flange and the outer side of the heavy spring washer, and maintains a gap with the inner side of the coaxial countersunk circular hole of the inner flange, and the other side of the leveling flange fits with the flange cone of the concrete pipe. The connection structure of the leveling flange, the heavy spring washer and the inner flange can eliminate the assembly error caused by the form and position tolerances of the flatness and verticality of the flange cone of the concrete pipe, making the assembly of the lattice unit simple and easy.

[0016] Furthermore, the concrete pipe includes a precast concrete column, a steel flange, a pedestrian platform, an aluminum alloy ladder, and a cable clamp, wherein the pedestrian platform, the aluminum alloy ladder and the cable clamp are arranged in the hollow cavity of the precast concrete column and are fastened to the joint embedded in the precast concrete column by bolts, and a plurality of the steel flanges are installed on the side walls of the precast concrete column.

[0017] Furthermore, the precast concrete column comprises a main cylindrical tube, a butt joint, a transverse brace flange, embedded external lifting ears, embedded internal lifting ears and cable clamp embedded bolts; the butt joint is arranged at the top of the main cylindrical tube; the outer diameter of the butt joint is larger than the outer diameter of the main cylindrical tube to form a boss; the bottom surface of the grouting cavity in the butt joint is horizontal; the diameter of the grouting cavity is larger than the diameter of the main cylindrical tube, and a gap is formed with the precast concrete column of the upper lattice unit, in which a high-strength concrete grout is poured; the embedded external lifting ears are evenly distributed on the outer side of the precast concrete column, and form two circles, the center of gravity of the entire precast concrete column is located between the two circles of embedded external lifting ears; the embedded internal lifting ears have two groups evenly distributed on the inner wall of the precast concrete column , and is located above the pedestrian platform and below the upper cross brace flange. Multiple cable clamp embedded bolts are arranged on the inner wall of the main cylindrical tube. The cable clamp is fixed in the multiple cable clamp embedded bolts. The base plane of the cable clamp is cast again on the inner surface of the precast concrete column after the precast concrete column is formed, simplifying the mold of the precast concrete column. Each precast concrete column prefabricated with multiple cross brace flanges, the cross brace flange is located in the wall thickness of the main cylindrical tube, and a cylindrical sleeve is cast outside and extends out of the outer surface of the main cylindrical tube to form a boss. The steel pipe cross brace is inserted into the sleeve, and the long bolts in the steel pipe cross brace pass through the cross brace flange and the steel flange. The bolts are tightened inside the concrete pipe to connect the steel pipe cross brace.

[0018] Furthermore, the steel strands are arranged downward in the hole in the concrete transition section, and their upper parts are anchored in the upper anchor plate through upper anchors. The inner diameter of the upper end of the concrete pipe of the lattice unit connected to the concrete transition section is the same as the inner diameter of the T-shaped hole in the concrete transition section, forming a shear-resistant pedestal extending from the upper part of the steel strands. The steel strands in the lattice units downward are all distributed outside the body and penetrate into the hole of the prestressed pedestal disc cavity of the pier. The steel strands are tensioned and pre-tightened in the steel strand tensioning studio of the pier and fixed with lower anchors.

[0019] Compared with the prior art, the present invention has the following advantages and beneficial effects:

[0020] 1. The lattice-type large root opening has great rigidity, and the use of concrete materials has greater rigidity and stronger bearing capacity, making it a relatively economical solution for ultra-high rigidity wind power towers.

[0021] 2. The specifications and dimensions of concrete pipes can be designed to be the same. The cost of concrete precast molds is low. In theory, only one mold is needed. If optimization is required, 2-3 different molds can be designed.

[0022] 3. Compared with truss steel towers, prestressed concrete has no fatigue failure problem.

[0023] 4. The internal accessories are easy to arrange, and cables and pedestrian ladders can be arranged inside the concrete pipe.

[0024] 5. Each lattice unit of the wind turbine tower is pre-tightened by steel strands, which are maintenance-free in the later stage. The cross brace bolts between the lattices can be maintained inside the concrete pipe. Compared with the truss steel tower, the maintenance workload is small, and only the connecting bolts between the cross brace and the concrete need to be maintained.

[0025] 6. Factory standard production, high manufacturing precision and guaranteed workmanship.

[0026] 7. Easy to transport, the concrete tower column has a diameter of 1.8m, a length of 12.0m and a maximum weight of 43 tons.

[0027] 8. High economy, concrete replaces steel, low cost, the higher the concrete section, the lower the cost, can be made into a slab-beam foundation, conventional foundation size is sufficient. BRIEF DESCRIPTION OF THE DRAWINGS

[0028] Figure 1 This is a structural schematic diagram of a lattice prestressed concrete wind power tower.

[0029] Figure 2 This is a structural diagram of a gravity foundation.

[0030] Figure 3 This is a cross-sectional view of the pier.

[0031] Figure 4a This is one of the structural diagrams of the lattice unit.

[0032] Figure 4b This is the second structural diagram of the lattice unit.

[0033] Figure 5a Schematic diagram of the local structure of the steel pipe cross brace.

[0034] Figure 5b It is a structural diagram of seamless steel pipe.

[0035] Figure 5c It is a structural schematic diagram of the inner flange.

[0036] Figure 5d It is a structural diagram of the leveling flange.

[0037] Figure 6a A cross-sectional view of a concrete pipe.

[0038] Figure 6b for Figure 6a A partial enlarged view of .

[0039] Figure 6c It is a structural diagram of a steel flange.

[0040] Figure 6d This is a schematic diagram of the structure of the pedestrian platform.

[0041] Figure 7a Schematic diagram of the structure of precast concrete columns.

[0042] Figure 7b This is an enlarged partial cross-sectional view of a precast concrete column.

[0043] Figure 8 Schematic diagram of the connection between concrete pipe and steel pipe cross brace.

[0044] Figure 9a This is one of the structural diagrams of the conversion section.

[0045] Figure 9b This is the second structural diagram of the conversion section.

[0046] Fig.10a This is one of the structural schematic diagrams using steel strand pre-tightening.

[0047] Fig.10b This is the second structural diagram using steel strand pre-tightening. DETAILED DESCRIPTION

[0048] The present invention will be further described below in conjunction with specific embodiments.

[0049] See also Figure 1 As shown, the lattice prestressed concrete wind power tower provided in this embodiment includes a gravity foundation 1, a lattice concrete tower 2, a conversion section 3 and a steel tower 4. The gravity foundation 1, the lattice concrete tower 2 and the conversion section 3 are pre-tightened by a steel strand 5-1, and the steel tower 4 and the conversion section 3 are connected by body bolts 3-3 embedded in the conversion section 3.

[0050] See also Figure 2 As shown, the gravity foundation 1 is a reinforced concrete structure, which consists of concrete piles 1-1, a foundation slab 1-2, piers 1-3 and rib beams 1-4. The foundation slab 1-2 is supported by a plurality of concrete piles 1-1, and the bearing capacity of the foundation is improved by the concrete piles 1-1. The piers 1-3 are evenly distributed on the foundation slab 1-2 along the circumference of the foundation slab 1-2, and are connected to the lattice concrete tower 2. The bending and shearing resistance of the foundation slab 1-2 is improved by arranging rib beams 1-4 on the foundation slab 1-2. The piers 1-3 are prefabricated before the construction of the gravity foundation 1, and overlapping steel bars are reserved on the surface. When the steel cage of the foundation slab 1-2 is tied, the piers 1-3 are moved to the steel cage of the foundation slab 1-2 for tying, and are cast as a whole with the foundation slab 1-2.

[0051] See also Figure 3As shown, the pier 1-3 is composed of some internal accessories such as a cylindrical pier 1-3-1, an anti-pull flange 1-3-2, a foundation anchor plate 1-3-3, a positioning pin 1-3-4, a pedestrian ladder 1-3-5, etc.; the outer diameter of the cylindrical pier 1-3-1 remains unchanged, and the internal wall thickness changes to form four inner cavities, which are a grouting connection cavity 1-3-11, a pedestrian passage 1-3-12, a prestressed foundation plate cavity 1-3-13, and a steel strand tensioning studio 1-3-14 from the upper part of the pier to the lower part; a door hole 1-3-15 communicating with the pedestrian passage 1-3-12 is penetrated through the side wall of the cylindrical pier 1-3-1; the anti-pull flange 1-3-2 is installed at the bottom of the cylindrical pier 1-3-1, and a vertical downward pedestrian passage is provided in the cylindrical pier 1-3-1. The ladder 1-3-5 is arranged in a row; the bottom of the grouting connection cavity 1-3-11 is horizontal and docked with the concrete pipe 2-1 of the lattice concrete tower 2, and grouting is performed on the outer cylindrical surface of the concrete pipe 2-1, the main function of which is to improve the torsional reliability of the lattice concrete tower 2; a positioning pin hole is provided at the bottom of the grouting connection cavity 1-3-11, and the lattice concrete tower 2 can be positioned by inserting the positioning pin 1-3-4 into the two cylindrical piers 1-3-1 when the lattice concrete tower 2 is hoisted; the foundation anchor plate 1-3-4 is a steel flange plate, which is pre-buried in the lower part of the prestressed foundation cavity 1-3-13, and the steel strand 5-1 passes through the corresponding holes of the prestressed foundation cavity 1-3-13 and the foundation anchor plate 1-3-3, and is pre-tensioned in the steel strand tensioning studio 1-3-14.

[0052] See also Figure 4a and 4b As shown, the lattice concrete tower 2 is composed of lattice units composed of a plurality of concrete pipes 2-1 and steel pipe cross braces 2-2 stacked up and down, each lattice unit is composed of four concrete pipes 2-1 and eight steel pipe cross braces 2-2, and two adjacent concrete pipes 2-1 are fixed by bolts through the steel pipe cross braces 2-2, and the upper and lower lattice units are butt-jointed and positioned by positioning pins 2-3, the concrete pipe of the upper lattice unit is inserted into the grouting connection cavity reserved at the top of the concrete pipe of the lower lattice unit, and the butt-jointed concrete pipes of the upper and lower lattice units are coaxial, and a layer of high-strength concrete slurry of about 2-5 mm is applied on the butt joint surface, and the space formed by the bottom of the concrete pipe of the upper lattice unit and the grouting connection cavity of the lower lattice unit is filled with high-strength concrete slurry, and after all the lattice units and the transition section 3 are hoisted, the steel strand 5-1 is inserted from the transition section 3, and tensioning and pre-tightening are performed in the steel strand tensioning studio of the pier 1-3 of the gravity foundation 1.

[0053] See also Figures 5a to 5dAs shown, the steel pipe cross brace 2-2 includes a seamless steel pipe 2-2-1, an inner flange 2-2-2, a leveling flange 2-2-3, a heavy spring washer 2-2-4, a flat washer 2-2-5 and a long bolt 2-2-6; the parts structure at both ends of the seamless steel pipe 2-2-1 is exactly the same, and an inner flange 2-2-2 is welded at each end, and the bolt hole position of the inner flange 2-2-2 has a coaxial countersunk circular hole, and the depth of the circular hole is slightly greater than the thickness of the heavy spring washer 2-2-4, and the leveling flange 2-2-3 has a circular ring neck, and the long bolt 2-2-6 passes through the seamless steel pipe 2-2-1, and passes through the flat washer 2-2-5, the inner flange 2-2-2, the heavy spring washer 2-2-4 and the leveling flange 2-2-3 in sequence, wherein the heavy spring washer 2-2- 4 is sunk into the coaxial countersunk circular hole of the inner flange 2-2-2, one side of the leveling flange 2-2-3 is in contact with the side of the inner flange 2-2-2, and at the same time, the circular ring neck of the leveling flange 2-2-3 is inserted between the inner side of the coaxial countersunk circular hole of the inner flange 2-2-2 and the outer side of the heavy spring washer 2-2-4, and there is a gap of about 0.5-1.0mm between the inner side of the coaxial countersunk circular hole of the inner flange 2-2-2, and the other side of the leveling flange 2-2-3 is fitted with the flange truncated cone of the concrete pipe 2-1. The connection structure of the leveling flange 2-2-3, the heavy spring washer 2-2-4 and the inner flange 2-2-2 can eliminate the assembly error caused by the form and position tolerances such as the flatness and verticality of the flange truncated cone of the concrete pipe 2-1, so that the lattice unit assembly is simple and easy.

[0054] See also Figures 6a to 6d As shown, the concrete pipe 2-1 is composed of some internal accessories such as a precast concrete column 2-1-1, a steel flange 2-1-2, a pedestrian platform 2-1-3, an aluminum alloy ladder 2-1-4, a cable clamp 2-1-5, etc., wherein the pedestrian platform 2-1-3, the aluminum alloy ladder 2-1-4 and the cable clamp 2-1-5 are arranged in the hollow cavity of the precast concrete column 2-1-1, and are fastened to the joint embedded in the precast concrete column 2-1-1 by bolts, and the steel flange 2-1-2 has multiple installations on the side wall of the precast concrete column 2-1-1.

[0055] See also Figure 7a and 7bAs shown, the precast concrete column 2-1-1 includes a main cylindrical tube 2-1-1-1, a butt joint 2-1-1-2, a cross brace flange 2-1-1-3, an embedded external lifting lug 2-1-1-4, an embedded internal lifting lug 2-1-1-5, and a cable clamp embedded bolt 2-1-1-6; the lower end surface of the main cylindrical tube 2-1-1-1 is horizontal and forms a certain angle with the cylindrical axis; the butt joint 2-1-1-2 is arranged at the top of the main cylindrical tube 2-1-1-1, and the butt joint 2-1-1-2 The outer diameter is larger than the outer diameter of the main cylindrical tube 2-1-1-1 to form a boss. The bottom surface of the grouting cavity in the joint 2-1-1-2 is horizontal. The diameter of the grouting cavity is larger than the diameter of the main cylindrical tube 2-1-1-1, and a gap is formed with the precast concrete column of the upper lattice unit, in which high-strength concrete grout is poured; the embedded external lifting ears 2-1-1-4 are evenly distributed on the outer side of the precast concrete column 2-1-1, and form two circles, each circle is evenly distributed with 4, and the center of gravity of the entire precast concrete column 2-1-1 is located between the two The embedded external lifting lugs 2-1-1-4 are arranged in the middle of the circle. The embedded internal lifting lugs 2-1-1-5 have two groups evenly distributed on the inner wall of the precast concrete column 2-1-1 and are located above the pedestrian platform 2-1-3 and below the upper cross brace flange 2-1-1-3. The cable clamp embedded bolts 2-1-1-6 have three pieces arranged on the inner wall of the main cylindrical tube 2-1-1-1. The cable clamp 2-1-5 is fixed in the three cable clamp embedded bolts 2-1-1-6. The cable clamp 2-1-5 The base plane is cast on the inner surface of the precast concrete column 2-1-1 for the second time after it is formed, which simplifies the mold of the precast concrete column 2-1-1. Each precast concrete column 2-1-1 is prefabricated with multiple cross brace flanges 2-1-1-3. The cross brace flanges 2-1-1-3 are located in the wall thickness of the main cylindrical tube 2-1-1-1. The cylindrical sleeve is cast outside and extends out of the outer surface of the main cylindrical tube 2-1-1-1 to form a boss. The steel pipe cross brace 2-2 is inserted into the sleeve. Figure 8 As shown, the long bolts 2-2-6 in the steel pipe cross brace 2-2 pass through the cross brace rod flange 2-1-1-3 and the steel flange 2-1-2, and the bolts are tightened inside the concrete pipe 2-1 to connect the steel pipe cross brace 2-2.

[0056] See also Figure 9a and 9bAs shown, the conversion section 3 is composed of a concrete transition section 3-1, an upper anchor plate 3-2, an internal bolt 3-3, an internal anchor plate 3-4, and an internal nut 3-5; the lower part of the concrete transition section 3-1 is a thick frustum, and the upper part is a necked circular ring. The thick frustum has four T-shaped channels evenly distributed in the circumferential direction, which are coaxially connected with the inner hole of the concrete pipe 2-1 in the lattice unit. The upper anchor plate 3-2 is sunk into the head of the T-shaped channel and is perpendicular to the channel axis. The internal anchor plate 3-4 is an annular thin steel plate, which is pre-embedded in the bottom of the thick frustum, and the internal nut 3-5 is welded on its lower surface. The internal bolt 3-3 passes through the internal anchor plate 3-4 from the necked circular ring channel and is screwed into the internal nut 3-5. The entire internal bolt 3-3 is not bonded to the concrete channel. The upper end of the internal bolt 3-3 is connected to the lower flange of the steel tower 4 by bolts, and a bolt tensioner is used to tension and pre-tighten the internal bolt 3-3.

[0057] See also Fig.10a and 10b As shown, the steel strand 5-1 is arranged downward in the hole in the concrete transition section 3-1, and its upper part is anchored in the upper anchor plate 3-2 through the upper anchor 5-2. The inner diameter of the upper end of the concrete pipe of the lattice unit connected to the concrete transition section 3-1 is the same as the inner diameter of the T-shaped hole in the concrete transition section 3-1, forming a shear-resistant pedestal extending at the upper part of the steel strand. The steel strands in the lattice unit downward are all distributed outside the body and penetrate into the hole of the prestressed pedestal disc cavity of the pier 1-3. The steel strand 5-1 is tensioned and pre-tightened in the steel strand tensioning studio of the pier 1-3 and fixed with the lower anchor 5-3.

[0058] The above-described embodiments are only preferred embodiments of the present invention and are not intended to limit the scope of implementation of the present invention. Therefore, all changes made according to the shape and principle of the present invention should be included in the protection scope of the present invention.

Claims

1. A lattice prestressed concrete wind power tower, characterized in that: The invention comprises a gravity foundation, a lattice concrete tower, a conversion section and a steel tower. The gravity foundation, the lattice concrete tower and the conversion section are pre-tightened by steel strands. The steel tower and the conversion section are connected by internal bolts pre-buried in the conversion section. The gravity foundation is a reinforced concrete structure, which is composed of concrete piles, a foundation slab, piers and rib beams. The foundation slab is supported by a plurality of concrete piles, and the bearing capacity of the foundation is improved by the concrete piles. The piers are evenly distributed on the foundation slab along the circumference of the foundation slab and are connected to the lattice concrete tower. Ribs are arranged on the foundation slab to form a pier. The beam is used to improve the bending and shear resistance of the foundation slab; the pier is prefabricated before the construction of the gravity foundation, and overlapping steel bars are reserved on the surface. When the steel cage of the foundation slab is tied, it is moved to the steel cage of the foundation slab for tying, and cast into a whole with the foundation slab; the lattice concrete tower is composed of lattice units composed of a plurality of concrete pipes and steel pipe cross braces stacked up and down, and the adjacent two concrete pipes of each lattice unit are connected and fixed by bolts by steel pipe cross braces, and the upper and lower lattice units are butt-jointed and positioned by positioning pins, and the concrete pipe of the upper lattice unit is inserted into the lower lattice The concrete pipes of the upper and lower lattice units are connected in a grouting connection cavity reserved at the top of the concrete pipe of the lattice unit, and the concrete pipes of the upper and lower lattice units are coaxial, and a layer of high-strength concrete slurry is applied on the butt surface, and the space formed by the bottom of the concrete pipe of the upper lattice unit and the grouting connection cavity of the lower lattice unit is filled with high-strength concrete slurry. After all the lattice units and the transition section are hoisted, the steel strand is inserted from the transition section and pre-tensioned in the steel strand tensioning studio of the pier of the gravity foundation; the transition section is composed of a concrete transition section, an upper anchor plate, internal bolts, internal anchor plates, and internal nuts; the concrete transition section The lower part is a thick truncated cone, and the upper part is a circular ring with a neck. The thick truncated cone is evenly distributed with multiple T-shaped channels in the circumferential direction, which are coaxially connected with the inner hole of the concrete pipe in the lattice unit. The upper anchor plate is sunk into the head of the T-shaped channel and is perpendicular to the axis of the channel. The internal anchor plate is a ring-shaped thin steel plate, which is pre-embedded in the bottom of the thick truncated cone. The internal nut is welded on its lower surface. The internal bolt passes through the internal anchor plate from the channel with a neck circular ring and is screwed into the internal nut. The entire internal bolt is not bonded to the concrete channel. The upper end of the internal bolt is connected to the lower flange of the steel tower by bolts, and a bolt tensioner is used to tension and pre-tighten the internal bolt. The pier includes a cylindrical pier, an anti-pullout flange, a foundation anchor plate, a positioning pin and a pedestrian ladder; the outer diameter of the cylindrical pier remains unchanged, and the internal wall thickness changes to form four inner cavities, which are, from the upper part of the pier to the lower part, a grouting connection cavity, a pedestrian passage, a prestressed foundation plate cavity, and a steel strand tensioning studio; a door hole communicating with the pedestrian passage is passed through the side wall of the cylindrical pier; the anti-pullout flange is installed at the bottom of the cylindrical pier, and a vertical downward pedestrian ladder is provided in the cylindrical pier; the bottom of the grouting connection cavity is horizontal , butted with the concrete pipe of the lattice concrete tower, and grouted on the outer cylindrical surface of the concrete pipe, the main function of which is to improve the torsional reliability of the lattice concrete tower; a positioning pin hole is provided at the bottom of the grouted connection cavity, and the lattice concrete tower can be positioned by inserting the positioning pins on the two cylindrical piers when the lattice concrete tower is hoisted; the foundation anchor plate is a steel flange plate, which is pre-buried in the lower part of the prestressed cap plate cavity, and the steel strand passes through the corresponding holes of the prestressed cap plate cavity and the foundation anchor plate, and is pre-tensioned in the steel strand tensioning studio; The concrete pipe comprises a precast concrete column, a steel flange, a pedestrian platform, an aluminum alloy ladder, and a cable clamp, wherein the pedestrian platform, the aluminum alloy ladder, and the cable clamp are arranged in the hollow cavity of the precast concrete column and fastened to the joint embedded in the precast concrete column by bolts, and a plurality of the steel flanges are installed on the side wall of the precast concrete column; The precast concrete column comprises a main cylindrical tube, a butt joint, a transverse brace flange, an embedded external lifting ear, an embedded internal lifting ear and a cable clamp embedded bolt. The butt joint is arranged at the top of the main cylindrical tube. The outer diameter of the butt joint is larger than the outer diameter of the main cylindrical tube to form a boss. The bottom surface of the grouting cavity in the butt joint is horizontal. The diameter of the grouting cavity is larger than the diameter of the main cylindrical tube. A gap is formed with the precast concrete column of the upper lattice unit, in which a high-strength concrete grout is poured. The embedded external lifting ears are evenly distributed on the outer side of the precast concrete column, and form two upper and lower circles. The center of gravity of the entire precast concrete column is located between the two circles of embedded external lifting ears. The embedded internal lifting ears have two groups evenly distributed on the inner wall of the precast concrete column, and Above the pedestrian platform and below the flange of the cross brace, multiple cable clamp embedded bolts are arranged on the inner wall of the main cylindrical tube, the cable clamp is fixed in the multiple cable clamp embedded bolts, the base plane of the cable clamp is cast for the second time on the inner surface of the precast concrete column after it is formed, which simplifies the mold of the precast concrete column, and each precast concrete column prefabricated with multiple cross brace flanges, the cross brace flange is located in the wall thickness of the main cylindrical tube, and a cylindrical sleeve is cast outside and extends out of the outer surface of the main cylindrical tube to form a boss, the steel pipe cross brace is inserted into the sleeve, and the long bolts in the steel pipe cross brace pass through the cross brace flange and the steel flange, and the bolts are tightened inside the concrete tube to connect the steel pipe cross brace.

2. A lattice prestressed concrete wind power tower according to claim 1, characterized in that: The steel pipe cross brace comprises a seamless steel pipe, an inner flange, a leveling flange, a heavy spring washer, a flat washer and a long bolt; the parts and components at both ends of the seamless steel pipe are completely the same in structure, and an inner flange is welded at each end; a coaxial countersunk circular hole is provided at the bolt hole position of the inner flange, and the depth of the circular hole is greater than the thickness of the heavy spring washer; the leveling flange has a circular ring neck; the long bolt passes through the seamless steel pipe and passes through the flat washer, the inner flange, the heavy spring washer and the leveling flange in sequence; wherein the heavy spring washer sinks into the coaxial countersunk circular hole of the inner flange; one side of the leveling flange contacts the side of the inner flange; at the same time, the circular ring neck of the leveling flange is inserted between the inner side of the coaxial countersunk circular hole of the inner flange and the outer side of the heavy spring washer; the other side of the leveling flange fits with the flange truncated cone of the concrete pipe; the connection structure of the leveling flange, the heavy spring washer and the inner flange can eliminate the assembly error caused by the form and position tolerance of the flatness and verticality of the flange truncated cone of the concrete pipe, making the assembly of the lattice unit simple and easy.

3. The lattice prestressed concrete wind power tower according to claim 1, characterized in that: The steel strands are arranged downward in the channel in the concrete transition section, and their upper parts are anchored in the upper anchor plate through upper anchors. The inner diameter of the upper end of the concrete pipe of the lattice unit connected to the concrete transition section is the same as the inner diameter of the T-shaped channel of the concrete transition section, forming a shear-resistant pedestal extending at the upper part of the steel strands. The steel strands in the lattice units downward are all distributed outside the body, penetrate into the channels of the prestressed pedestal disc cavity of the pier, and are tensioned and pre-tightened in the steel strand tensioning studio of the pier and fixed with lower anchors.

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