A prestressed flexible diagonal brace structure of a steel tube truss high wind tower and a construction method thereof

Abstract

The present invention relates to a steel tube truss type high wind tower prestressed flexible diagonal web structure and construction method, the structure includes a tower column, a cross bar, an arc flange plate, an inclined steel strand pair and a tensioning bracket; the cross bar is connected to the tower column through the arc flange plate; the inclined steel strand pair is used to form a prestressed flexible diagonal web, the lower end of the inclined steel strand pair is a locking end, locked to the upper part of the arc flange plate, and the anchor point adopts a locking end extrusion anchor; the upper end of the inclined steel strand pair is a tensioning end, passing through the lower part of the arc flange plate, and the tensioning end and the anchor point of the lower part of the arc flange plate adopt an adjustable end clip type anchor, and the adjustable end clip type anchor is threadedly connected with an anti-loosening threaded cap; the tensioning bracket is fixedly connected to the tower column and is arranged on the extension line of the upper end of the inclined steel strand pair, and is used to provide a working platform for the tensioning of the inclined steel strand pair. Compared with the prior art, the present invention saves steel, has excellent fatigue resistance, is convenient to construct, simple to maintain, and has strong adaptability.

Description

Technical Field

[0001] The present invention relates to the field of tall steel structure technology truss type wind power tower, and in particular to a steel tube truss type tall wind tower prestressed flexible diagonal web structure and a construction method. Background Art

[0002] Wind energy is the kinetic energy generated by the movement of a large amount of air on the surface of the earth. It is one of the non-polluting energy sources and it is inexhaustible. Wind energy is mainly used for wind power generation, that is, wind turbines capture wind energy and convert it into electrical energy, which is then connected to the grid and transmitted to power users.

[0003] As the height of the wind tower hub continues to rise, the traditional single-tube steel tower structure faces challenges, and a truss wind tower structure has emerged. The fatigue effect of wind power towers is significant under the action of wind loads and mechanical operation. During the life cycle of the structure, the nodes will be subjected to tens of millions of reciprocating fatigue loads. It is not appropriate to set up multi-level web members to increase the number of nodes. Therefore, in many cases, the span of the diagonal rod is large, the slenderness ratio is high, and the compressive stability reduction is large. In addition, the fatigue effect also puts forward corresponding requirements for the fatigue resistance of the connection nodes.

[0004] The diagonal rods of truss-type wind towers need to solve the problems of compressive stability and fatigue resistance, so that the strength of the diagonal rod materials can be fully utilized, the material utilization rate can be improved, and the material consumption can be reduced. Summary of the invention

[0005] The purpose of the present invention is to provide a steel tube truss high wind tower prestressed flexible diagonal brace structure and construction method. The large-span prestressed diagonal brace is always under tension, and there is no problem of compressive stability. It has high strength and saves steel. The two ends of the steel strand adopt extrusion anchor and clip anchor respectively, which are better in fatigue resistance than bolts. It adopts hydraulic jack, tool-type top beam and tension clip anchor for construction, which is convenient for construction and simple for maintenance.

[0006] The purpose of the present invention is achieved through the following technical solutions:

[0007] A first aspect of the present invention provides a prestressed flexible diagonal web structure of a steel tube truss high wind tower, comprising a tower column, a cross bar, an arc-shaped flange plate, a pair of diagonal steel strands and a tensioning bracket;

[0008] The crossbar is connected to the tower column through an arc-shaped flange plate;

[0009] The inclined steel strand pair is used to form a prestressed flexible diagonal web bar, the lower end of the inclined steel strand pair is a locking end, which is locked to the upper part of the arc-shaped flange plate, and the anchor point adopts a locking end extrusion anchor; the upper end of the inclined steel strand pair is a tensioning end, which passes through the lower part of the arc-shaped flange plate, and the tensioning end and the anchor point of the lower part of the arc-shaped flange plate adopt an adjustable end clip type anchor, and the adjustable end clip type anchor is connected with an anti-loosening threaded cap through a thread;

[0010] The tensioning bracket is fixedly connected to the tower column and is arranged on the extension line of the upper end of the inclined steel strand pair, and is used to provide a working platform for tensioning the inclined steel strand pair.

[0011] Preferably, the inclined steel strand pair is composed of two parallel steel strands, and the plane where the parallel steel strands are located is perpendicular to the plane where the tower column and the crossbar are located. It is further preferred that the two steel strands of the inclined steel strand pair clamp the tower column. The eccentric torques outside the tower surface generated by the two steel strands are balanced.

[0012] Preferably, the inclined steel strand pairs on the upper and lower sides of the crossbar are respectively an upper inclined steel strand pair and a lower inclined steel strand pair, and the lower end of the upper inclined steel strand pair and the upper end of the lower inclined steel strand pair are connected to the same arc-shaped flange plate.

[0013] Preferably, the locking end extrusion anchor is a commercially available extrusion anchor, and the locking end extrusion anchor is connected to the portion of the lower end of the steel strand that passes through the arc flange plate.

[0014] Preferably, the adjusting end clip-type anchor adopts a commercially available clip-type anchor, which is passed through the part of the upper end of the steel strand that passes through the arc-shaped flange plate, and the anchor ring of the adjusting end clip-type anchor is threadedly connected to the anti-loosening threaded nut. After tensioning is completed, the anti-loosening threaded nut tightens the clip of the adjusting end clip-type anchor to prevent the clip from loosening under cyclic dynamic loads.

[0015] Preferably, the tensioning of the inclined steel strand pair is achieved by using a tool-type top beam, a tensioning clip-type anchor and a hydraulic jack in cooperation with a tensioning bracket.

[0016] When the inclined steel strand pair is tensioned, a hydraulic jack, a tool-type top beam and a tensioning clip-type anchor are sequentially arranged on the tensioning corbel along the extension direction of the upper end of the inclined steel strand pair. The upper end of the inclined steel strand pair passes through the tool-type top beam and the tensioning clip-type anchor. The hydraulic jack is used to lift the tool-type top beam to achieve tensioning of the inclined steel strand pair.

[0017] Before the inclined steel strands are tensioned, the anti-loosening threaded cap and the clip of the adjustable end clip-type anchor are in a loose state. After the tensioning is completed, the anti-loosening threaded cap presses tightly against the clip of the adjustable end clip-type anchor.

[0018] During tensioning, the tool-type top beam and the tensioning clip-type anchor work together. When the hydraulic jack is working, the tool-type top beam is lifted and the tensioning clip-type anchor is locked. When the hydraulic jack is unloaded, the tool-type top beam loses its lifting force and the tensioning clip-type anchor is loosened, which facilitates the hydraulic jack to cyclically top up due to limited stroke during the tensioning stage. After several times of topping up by the hydraulic jack, the prestress of the steel strand reaches the design value, the tensioning is completed, the hydraulic jack is unloaded, the tensioning clip-type anchor is loosened, the tool-type top beam is removed, and the anti-loosening threaded cap is tightened. The anti-loosening threaded cap top plate presses the anchor clip to prevent the clip from loosening under cyclic dynamic loads.

[0019] Before tensioning, a gap should be left between the top plate of the anti-loosening threaded cap and the top of the clamp. When the hydraulic jack is in operation, the clamp will loosen and the steel strand can move obliquely upward. When the hydraulic jack is unloaded, the steel strand drives the clamp into the wedge-shaped hole of the anchor ring and the clamp locks the steel strand.

[0020] Preferably, the tensioning corbel is composed of two tensioning corbel side plates welded to the tower column and a tensioning corbel top plate mounted on the two tensioning corbel side plates by welding.

[0021] Preferably, the tensioning corbel side plate is provided with a hole for connecting a rope tightener.

[0022] Preferably, the cross bar is connected to the middle of the flange plate and the arc-shaped flange plate; the cross bar and the flange plate as well as the tower column and the arc-shaped flange plate are connected by welding, and the flange plates are connected by bolts.

[0023] A second aspect of the present invention provides a construction method of the prestressed flexible diagonal web structure of a steel tube truss high wind tower, comprising the following steps:

[0024] S1: Install the tower column and the crossbar, so that the crossbar is connected to the tower column through the arc flange plate;

[0025] S2: The lower end of the inclined steel strand pair is locked to the upper part of the arc-shaped flange plate through a locking end extrusion anchor; the upper end of the inclined steel strand pair passes through the lower part of the arc-shaped flange plate;

[0026] S3: Insert the inclined steel strand pair passing through the lower part of the arc flange plate into the anchor ring and anti-loosening threaded cap of the adjustable end clip anchor, insert the clip, and adjust the anti-loosening threaded cap to make it loose with the clip.

[0027] S4: The upper end of the inclined steel strand pair is further passed through the tensioning bracket, and a hydraulic jack, a tool-type top beam, and a tensioning clip-type anchor are sequentially arranged on the tensioning bracket along the extension direction of the upper end of the inclined steel strand pair, and the upper end of the inclined steel strand pair is passed through the tool-type top beam and the tensioning clip-type anchor;

[0028] S5: Use hydraulic jacks to lift tool-type top beams to tension the inclined steel strand pairs on each side of the tower section in sequence. Tension is carried out in multiple rounds according to the designed pre-tension force, and the verticality of the tower section is corrected between two adjacent rounds of tensioning operations;

[0029] S6: When the prestressing force of the inclined steel strand reaches the design value and the tensioning is completed, tighten the anti-loosening threaded cap so that the anti-loosening threaded cap presses against the clip of the adjustable end clip anchor;

[0030] S7: Unload the hydraulic jack, loosen the tensioning clip anchor, remove the tool-type top beam, and tighten the anti-loosening threaded nut again.

[0031] Preferably, in step S4, the upper end of the inclined steel strand pair is passed through the arc flange plate, the adjustable end clip-type anchor, the anti-loosening threaded cap and the tensioning bracket in sequence by using a rope tightener, one end of the rope tightener is connected to the tensioning bracket, and the other end is connected to the inclined steel strand pair through a wire rope clamp;

[0032] Preferably, in step S5, tensioning is performed in three rounds according to the designed pre-tensioning force, the tensioning force of the first round of tensioning is 20% of the designed pre-tensioning force, the tensioning force of the second round of tensioning is 40% of the designed pre-tensioning force, and the tensioning force of the third round of tensioning is 40% of the designed pre-tensioning force.

[0033] Compared with the prior art, the present invention has the following beneficial effects:

[0034] (1) The present invention uses prestressed steel strands instead of diagonal web members, so the calculated length is not limited, the windward volume is greatly reduced, and a large amount of steel can be saved;

[0035] (2) The prestressed steel strand used in the present invention has a higher strength than structural steel, which can reduce the amount of material used;

[0036] (3) The two ends of the steel strand of the present invention respectively use a locking end extrusion anchor and a clip anchor, the anchoring technology is mature, the force is reliable, and the fatigue resistance is much better than the bolt connection;

[0037] (4) If stress relaxation occurs in the diagonal web of the present invention, it can be re-tensioned, which is convenient for maintenance;

[0038] (5) The tool-type auxiliary equipment of the present invention is simple, convenient, and recyclable;

[0039] (6) The present invention can be used for truss-type wind power towers, and the comprehensive effect of multi-directional prestress can improve the fatigue resistance of the truss-type wind power tower;

[0040] (7) The present invention can also be used for large-scale transmission line towers, TV towers, etc. The larger the structural scale, the higher the material saving efficiency. BRIEF DESCRIPTION OF THE DRAWINGS

[0041] Figure 1It is a schematic diagram of the assembly of the prestressed flexible diagonal web structure of the steel tube truss high wind tower of the present invention;

[0042] Figure 2 It is a schematic diagram of the prestressed flexible diagonal web structure of the steel tube truss high wind tower after assembly of the present invention;

[0043] Figure 3 It is a schematic diagram of the explosion structure of the prestressed flexible diagonal web structure of the steel tube truss type high wind tower of the present invention;

[0044] Figure 4 It is a cross-sectional schematic diagram of the tensioning stage of the adjustable end clip-type anchor in the present invention (the anti-loosening threaded cap is not tightened);

[0045] Figure 5 It is a cross-sectional schematic diagram of the adjustable end clip-type anchor after tensioning in the present invention (the anti-loosening threaded cap tightens the clip).

[0046] In the figure: 1 is a tower column, 2 is a cross bar, 3 is an inclined steel strand pair, 31 is an upper inclined steel strand, 32 is a lower inclined steel strand, 4 is a steel strand, 5 is an arc-shaped flange plate, 6 is a flange plate, 7 is a bolt, 8 is a locking end extrusion type anchor, 9 is an adjustment end clip type anchor, 10 is an anti-loosening threaded cap, 11 is a tensioning corbel side plate, 12 is a tensioning corbel top plate, 13 is a tool-type top beam, 14 is a tensioning clip type anchor, and 15 is a hydraulic jack. DETAILED DESCRIPTION

[0047] The present invention is described in detail below with reference to the accompanying drawings and specific embodiments.

[0048] Example 1

[0049] A steel tube truss high wind tower prestressed flexible diagonal web structure, such as Figures 1 to 3 As shown, it includes a tower column 1, a cross bar 2, an arc-shaped flange plate 5, an inclined steel strand pair 3 and a tensioning corbel; the cross bar 2 is connected to the tower column 1 through the arc-shaped flange plate 5; the inclined steel strand pair 3 is used to form a prestressed flexible diagonal web member, and the lower end of the inclined steel strand pair 3 is a locking end, which is locked to the upper part of the arc-shaped flange plate 5, and the anchor point adopts a locking end extrusion anchor 8; the upper end of the inclined steel strand pair 3 is a tensioning end, which passes through the lower part of the arc-shaped flange plate 5, and the tensioning end and the anchor point of the lower part of the arc-shaped flange plate 5 adopt an adjustable end clip-type anchor 9, and the adjustable end clip-type anchor 9 is threadedly connected with an anti-loosening threaded nut 10; the tensioning corbel is fixedly connected to the tower column 1, and is arranged on the extension line of the upper end of the inclined steel strand pair 3, and is used to provide a working platform for the tensioning of the inclined steel strand pair 3.

[0050] This embodiment uses prestressed steel strands to replace the diagonal braces in the prior art. The calculated length is not limited, and the windward volume is greatly reduced, which can save a lot of steel. The strength of prestressed steel strands is higher than that of structural steel, which can reduce the amount of material used. The two ends of the steel strands use a locking end extrusion anchor 8 and an adjustment end clip anchor 9, respectively. The anchoring technology is mature, the force is reliable, and the fatigue resistance is much better than the bolt connection; if the (prestressed flexible) diagonal braces are stressed, they can be re-tensioned for easy maintenance.

[0051] like Figures 1 to 3 (showing a connection node), in this embodiment, the arc-shaped flange plate 5 is preferably vertically arranged on the tower column 1, and the cross bar 2 is connected to the middle of the arc-shaped flange plate 5 through the flange plate 6; the cross bar 2 and the flange plate 6 and the tower column 1 and the arc-shaped flange plate 5 are connected by welding, and the flange plate 6 and the arc-shaped flange plate 5 are connected by bolts 7. The upper and lower parts of the arc-shaped flange plate 5 are provided with through holes for the inclined steel strand pair 3 to pass through. The tensioning corbel is preferably composed of two tensioning corbel side plates 11 welded to the tower column 1 and a tensioning corbel top plate 12 mounted on the two tensioning corbel side plates 11 by welding.

[0052] In this embodiment, it is preferred that the inclined steel strand pair 3 is composed of two parallel steel strands 4, and the plane where the parallel steel strands 4 are located is perpendicular to the plane where the tower column 1 and the crossbar 2 are located. It is further preferred that the two steel strands 4 of the inclined steel strand pair 3 sandwich the tower column 1. The eccentric torques outside the tower surface generated by the two steel strands 4 are balanced. Figures 1 to 3 As shown, the inclined steel strand pairs 3 on the upper and lower sides of the crossbar 2 are respectively an upper inclined steel strand pair 31 and a lower inclined steel strand pair 32, and the lower end of the upper inclined steel strand pair 31 and the upper end of the lower inclined steel strand pair 32 are connected to the same arc-shaped flange plate 5 to form a connection node.

[0053] The locking end extrusion anchor 8 in this embodiment is preferably a commercially available extrusion anchor, and the locking end extrusion anchor 8 is connected to the portion of the lower end of the steel strand 4 that passes through the arc flange plate 5. Figure 4 and Figure 5 As shown, the adjustable end clip type anchor 9 preferably adopts a commercially available clip type anchor, the adjustable end clip type anchor 9 is passed through the portion of the upper end of the steel strand 4 passing through the arc flange plate 5, and the anchor ring of the adjustable end clip type anchor 9 is threadedly connected to the anti-loosening threaded nut 10. After tensioning is completed, the anti-loosening threaded nut 10 tightens the clip of the adjustable end clip type anchor 9 to prevent the clip from loosening under cyclic dynamic loads.

[0054] In this embodiment, the inclined steel strand pair 3 is preferably tensioned by means of a tool-type top beam 13, a tensioning clip-type anchor 14 and a hydraulic jack 15 in cooperation with a tensioning bracket. When the inclined steel strand pair 3 is tensioned, a hydraulic jack 15, a tool-type top beam 13 and a tensioning clip-type anchor 14 are sequentially arranged on the tensioning bracket along the extension direction of the upper end of the inclined steel strand pair 3. The upper end of the inclined steel strand pair 3 passes through the tool-type top beam 13 and the tensioning clip-type anchor 14. The tool-type top beam 13 is lifted by the hydraulic jack 15 to tension the inclined steel strand pair 3. Before the tensioning of the inclined steel strand pair 3 is completed, the anti-loosening threaded cap 10 and the clip of the adjusting end clip-type anchor 9 are in a loose state. After the tensioning is completed, the anti-loosening threaded cap 10 presses against the clip of the adjusting end clip-type anchor 9. The tool-type auxiliary equipment is simple, convenient and recyclable.

[0055] During tensioning, the tool-type top beam 13 and the tensioning clip-type anchor 14 work together. When the hydraulic jack 15 works, the tool-type top beam 13 is lifted and the tensioning clip-type anchor 14 is locked. When the hydraulic jack 15 is unloaded, the tool-type top beam 13 loses its lifting force, and the tensioning clip-type anchor 14 is loosened, which facilitates the hydraulic jack 15 to cyclically top up due to limited travel during the tensioning stage. After the hydraulic jack 15 has been topped up several times, the prestress of the steel strand 4 reaches the design value, the tensioning is completed, the hydraulic jack 15 is unloaded, the tensioning clip-type anchor 14 is loosened, the tool-type top beam 13 is removed, and the anti-loosening threaded nut 10 is tightened. The anti-loosening threaded nut 10 top plate presses the anchor clip to prevent the clip from loosening under cyclic dynamic loads.

[0056] Before tensioning, a gap should be left between the top plate of the anti-loosening threaded nut 10 and the top of the clamp. When the hydraulic jack 15 is in operation, the clamp is loosened and the steel strand 4 can move obliquely upward. When the hydraulic jack 15 is unloaded, the steel strand 4 drives the clamp into the wedge-shaped hole of the anchor ring, and the clamp locks the steel strand 4.

[0057] This embodiment can be used for a truss-type wind power tower. The comprehensive effect of multi-directional prestressing can improve the fatigue resistance of the truss-type wind power tower. It can also be used for large-scale transmission line towers, TV towers, etc. The larger the structural scale, the higher the material saving efficiency.

[0058] The construction method of the above-mentioned steel tube truss type high wind tower prestressed flexible diagonal web structure comprises the following steps:

[0059] S1: Install the tower column 1 and the cross bar 2, so that the cross bar 2 is connected to the tower column 1 through the arc flange plate 5;

[0060] S2: The lower end of the inclined steel strand pair 3 is locked to the upper part of the arc-shaped flange plate 5 through the locking end extrusion anchor 8; the upper end of the inclined steel strand pair 3 passes through the lower part of the arc-shaped flange plate 5;

[0061] S3: Insert the inclined steel strand pair 3 passing through the lower part of the arc flange plate 5 into the anchor ring and anti-loosening threaded nut 10 of the adjustable end clip-type anchor 9, insert the clip, and adjust the anti-loosening threaded nut 10 to make it and the clip in a loose state.

[0062] S4: The upper end of the inclined steel strand pair 3 continues to pass through the tensioning bracket, and a hydraulic jack 15, a tool-type top beam 13 and a tensioning clip-type anchor 14 are sequentially arranged on the tensioning bracket along the extension direction of the upper end of the inclined steel strand pair 3, and the upper end of the inclined steel strand pair 3 passes through the tool-type top beam 13 and the tensioning clip-type anchor 14;

[0063] S5: Use the hydraulic jack 15 to lift the tool-type top beam 13 to sequentially tension the inclined steel strand pairs 3 on each surface of the tower section, and tension them in multiple rounds according to the designed pre-tensioning force, and correct the verticality of the tower section between two adjacent rounds of tensioning operations;

[0064] S6: When the prestress of the inclined steel strand pair 3 reaches the design value and the tensioning is completed, tighten the anti-loosening threaded cap 10 so that the anti-loosening threaded cap 10 presses against the clip of the adjustable end clip anchor 9;

[0065] S7: Unload the hydraulic jack 15, loosen the tension clip anchor 14, remove the tool-type top beam 13, and tighten the anti-loosening threaded nut 10 again.

[0066] Furthermore, any one or more of the following conditions are included:

[0067] In step S4, a rope tightener is used to sequentially pass the upper end of the inclined steel strand pair 3 through the arc flange plate 5, the adjustable end clip-type anchor 9, the anti-loosening threaded nut 10 and the tensioning bracket. One end of the rope tightener is connected to the tensioning bracket, and the other end is connected to the inclined steel strand pair 3 through a wire rope clamp.

[0068] In step S5, tensioning is performed in three rounds according to the designed pretension force, the tensioning force of the first round is 20% of the designed pretension force, the tensioning force of the second round is 40% of the designed pretension force, and the tensioning force of the third round is 40% of the designed pretension force.

[0069] More specifically, the construction method specifically adopts the following methods:

[0070] 1) Install tower columns 1 and crossbars 2 to form a frame inside the tower surface.

[0071] 2) The lower end of the steel strand 4 of the diagonal steel strand pair 3 is locked with a locking end extrusion anchor 8, and the upper end of the steel strand 4 of the diagonal steel strand pair 3 passes through the hole of the arc-shaped flange plate 5.

[0072] 3) Pass the steel strand 4 that passes through the hole of the arc-shaped flange plate 5 into the anchor ring and anti-loosening threaded nut 10 of the adjustable end clip-type anchor 9, insert the clip, and adjust the anti-loosening threaded nut (but do not tighten it); clamp the steel strand 4 with a wire rope clamp and connect the rope tightener, and the other end of the rope tightener is connected to the hole of the tensioning corbel side plate 11; the rope tightener works to pass the upper end of the steel strand 4 through the hole of the tensioning corbel top plate 11. After the steel strand 4 is tightened, consider the assembly space of the hydraulic jack 15, the tool-type top beam 13, and the tensioning clip anchor 14, and the left and right steel strands 4 are also fixed to the tool-type top beam 13.

[0073] 4) Two hydraulic jacks 14 are installed near the left and right steel strands 4, and the eight steel strands on four sides are fixed in sequence (for a conventional four-sided tower structure).

[0074] 5) Two hydraulic jacks 15 are pressurized synchronously to tension the steel strand 4 to 20% of the designed pre-tension.

[0075] 6) Perform symmetrical operations on the other 6 steel strands 4 in sequence.

[0076] 7) Correct the verticality of the tower section.

[0077] 8) Symmetrically, add 40% of the designed pre-tension in sequence.

[0078] 9) Correct the verticality of the tower section (if the hydraulic jack has insufficient stroke in the next step, top it up first).

[0079] 10) Symmetrically, add 40% of the designed pre-tension in sequence.

[0080] 11) Loosen the anti-loosening threaded nut 10, adjust the clip of the adjusting end clip-type anchor 9, and tighten the anti-loosening threaded nut 10.

[0081] 12) Loosen the hydraulic jack 15, remove the tension clip anchor 14 and the tool-type top beam 13, tighten the anti-loosening threaded nut 10 again, and complete.

[0082] The large-span prestressed diagonal web members of this embodiment are always under tension, and there is no problem of stability under compression. They have high strength and save steel. Extrusion anchors and clip anchors are used at both ends of the steel strands, which have better fatigue resistance than bolts. Hydraulic jacks, tool-type top beams, and tensioning clip anchors are used for construction, which makes construction convenient and maintenance simple.

[0083] The above description of the embodiments is to facilitate the understanding and use of the invention by those skilled in the art. It is obvious that those skilled in the art can easily make various modifications to these embodiments and apply the general principles described herein to other embodiments without creative work. Therefore, the present invention is not limited to the above embodiments, and improvements and modifications made by those skilled in the art based on the disclosure of the present invention without departing from the scope of the present invention should be within the scope of protection of the present invention.

Claims

1. A prestressed flexible diagonal web structure of a steel tube truss high wind tower, characterized in that: It comprises a tower column (1), a cross bar (2), an arc-shaped flange plate (5), an inclined steel strand pair (3) and a tensioning bracket; The cross bar (2) is connected to the tower column (1) via an arc-shaped flange plate (5); The inclined steel strand pair (3) is used to form a prestressed flexible inclined web member. The lower end of the inclined steel strand pair (3) is a locking end, which is locked to the upper part of the arc-shaped flange plate (5), and the anchor point adopts a locking end extrusion anchor (8); the upper end of the inclined steel strand pair (3) is a tensioning end, which passes through the lower part of the arc-shaped flange plate (5), and the tensioning end and the anchor point of the lower part of the arc-shaped flange plate (5) adopt an adjustable end clip anchor (9), and the adjustable end clip anchor (9) is connected with an anti-loosening threaded nut (10) through a thread. The tensioning bracket is fixedly connected to the tower column (1) and is arranged on the extension line of the upper end of the inclined steel strand pair (3) to provide a working platform for tensioning the inclined steel strand pair (3); The tensioning of the inclined steel strand pair (3) is achieved by means of a tool-type top beam (13), a tensioning clip-type anchor (14) and a hydraulic jack (15) in cooperation with a tensioning bracket. When the inclined steel strand pair (3) is tensioned, a hydraulic jack (15), a tool-type top beam (13) and a tensioning clip-type anchor (14) are sequentially arranged on the tensioning bracket along the extension direction of the upper end of the inclined steel strand pair (3); the upper end of the inclined steel strand pair (3) passes through the tool-type top beam (13) and the tensioning clip-type anchor (14); the hydraulic jack (15) is used to lift the tool-type top beam (13) to achieve tensioning of the inclined steel strand pair (3); Before the inclined steel strand pair (3) is tensioned, the anti-loosening threaded cap (10) and the clip of the adjustable end clip-type anchor (9) are in a loose state, and after the tensioning is completed, the anti-loosening threaded cap (10) presses against the clip of the adjustable end clip-type anchor (9); The construction method of the steel tube truss type high wind tower prestressed flexible diagonal web structure comprises the following steps: S1: Install the tower column (1) and the cross bar (2), so that the cross bar (2) is connected to the tower column (1) through the arc-shaped flange plate (5); S2: The lower end of the inclined steel strand pair (3) is locked to the upper part of the arc-shaped flange plate (5) through a locking end extrusion anchor (8); the upper end of the inclined steel strand pair (3) passes through the lower part of the arc-shaped flange plate (5); S3: Insert the inclined steel strand pair (3) passing through the lower part of the arc-shaped flange plate (5) into the anchor ring and anti-loosening threaded cap (10) of the adjustable end clip-type anchor (9), insert the clip, and adjust the anti-loosening threaded cap (10) so that it and the clip are in a loose state. S4: The upper end of the inclined steel strand pair (3) continues to pass through the tensioning bracket, and a hydraulic jack (15), a tool-type top beam (13) and a tensioning clip-type anchor (14) are sequentially arranged on the tensioning bracket along the extension direction of the upper end of the inclined steel strand pair (3), and the upper end of the inclined steel strand pair (3) passes through the tool-type top beam (13) and the tensioning clip-type anchor (14); S5: using a hydraulic jack (15) to lift the tool-type top beam (13) to sequentially tension the inclined steel strand pairs (3) on each surface of the tower section, and performing multiple rounds of tensioning according to the designed pre-tensioning force, and correcting the verticality of the tower section between two adjacent rounds of tensioning operations; S6: When the prestress of the inclined steel strand pair (3) reaches the design value and the tensioning is completed, the anti-loosening threaded nut (10) is tightened so that the anti-loosening threaded nut (10) presses against the clip of the adjustable end clip-type anchor (9); S7: Unload the hydraulic jack (15), loosen the tension clip type anchor (14), remove the tool type top beam (13), and tighten the anti-loosening threaded cap (10) again.

2. The prestressed flexible diagonal brace structure of a steel tube truss high wind tower according to claim 1 is characterized in that: The inclined steel strand pair (3) is composed of two parallel steel strands (4), and the plane where the parallel steel strands (4) are located is perpendicular to the plane where the tower column (1) and the crossbar (2) are located.

3. The prestressed flexible diagonal brace structure of a steel tube truss high wind tower according to claim 1 is characterized in that: The inclined steel strand pairs (3) on the upper and lower sides of the crossbar (2) are respectively an upper inclined steel strand pair (31) and a lower inclined steel strand pair (32), and the lower end of the upper inclined steel strand pair (31) and the upper end of the lower inclined steel strand pair (32) are connected to the same arc-shaped flange plate (5).

4. The prestressed flexible diagonal brace structure of a steel tube truss high wind tower according to claim 2 is characterized in that: The locking end extrusion anchor (8) is a commercially available extrusion anchor, and the locking end extrusion anchor (8) is connected to the portion of the lower end of the steel strand (4) that passes through the arc-shaped flange plate (5).

5. The prestressed flexible diagonal brace structure of a steel tube truss high wind tower according to claim 2 is characterized in that: The adjustable end clip-type anchor (9) adopts a commercially available clip-type anchor. The adjustable end clip-type anchor (9) is passed through the portion of the upper end of the steel strand (4) passing through the arc-shaped flange plate (5), and the anchor ring of the adjustable end clip-type anchor (9) is connected to the anti-loosening threaded nut (10) by threads. After tensioning is completed, the anti-loosening threaded nut (10) presses the clip of the adjustable end clip-type anchor (9) to prevent the clip from loosening under cyclic dynamic loads.

6. The prestressed flexible diagonal brace structure of a steel tube truss high wind tower according to claim 1 is characterized in that: The tensioning corbel is composed of two tensioning corbel side plates (11) welded to the tower column (1) and a tensioning corbel top plate (12) mounted on the two tensioning corbel side plates (11) by welding.

7. The prestressed flexible diagonal brace structure of a steel tube truss high wind tower according to claim 1 is characterized in that: The cross bar (2) is connected to the middle of the arc-shaped flange plate (5) through the flange plate (6); the cross bar (2) and the flange plate (6) as well as the tower column (1) and the arc-shaped flange plate (5) are connected by welding, and the flange plate (6) and the arc-shaped flange plate (5) are connected by bolts (7).

8. The prestressed flexible diagonal brace structure of a steel tube truss high wind tower according to claim 1 is characterized in that: Includes any one or more of the following conditions: (i) In step S4, the upper end of the inclined steel strand pair (3) is passed through the arc flange plate (5), the adjustable end clip-type anchor (9), the anti-loosening threaded cap (10) and the tensioning bracket in sequence by using a rope tightener, one end of the rope tightener is connected to the tensioning bracket, and the other end is connected to the inclined steel strand pair (3) through a wire rope clamp; (ii) In step S5, the tensioning is performed in three rounds according to the designed pre-tensioning force, wherein the tensioning force of the first round is 20% of the designed pre-tensioning force, the tensioning force of the second round is 40% of the designed pre-tensioning force, and the tensioning force of the third round is 40% of the designed pre-tensioning force.

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