Hollow steel pipe concrete tower drum, connecting joint and processing method thereof

Abstract

This invention relates to the field of wind power technology, specifically disclosing a hollow steel tube concrete tower and its connection nodes and processing method. The tower connection node includes an end plate, steel strands, anchor bolts, stiffening ribs, ring plates, and a sealing plate or flange. The steel strands are located inside the tower section, and the anchor bolts are pre-embedded in the inner concrete of the end plate, with the two arranged radially or circumferentially offset. For the connection node between the concrete tower section and the steel tower, the end plate, stiffening ribs, inner and outer ring plates, and sealing plate form a closed cavity filled with grout to create a stiffness gradient transition layer. For the connection node between concrete tower sections, two rings of anchor bolt holes are opened on the flange, allowing the anchor bolts from the upper and lower tower sections to pass through and be tensioned separately. This invention, through a box-type transition structure and a dual prestressing system, achieves continuous prestressing and smooth stiffness transition in the node area, effectively avoiding stress concentration, significantly improving the fatigue life of the node, and is suitable for the modular and rapid assembly of hollow steel tube concrete towers for offshore wind power.

Description

Technical Field

[0001] This invention relates to the field of wind power technology, specifically to hollow steel tube concrete towers and their connection nodes and processing methods. Background Technology

[0002] The tower is a key load-bearing structure supporting a wind turbine. With the large-scale development of offshore wind power, in order to reduce costs and increase efficiency, offshore wind turbines are gradually developing towards larger single-unit capacities and larger rotor diameters. This is accompanied by an increase in hub height and a surge in turbine load. However, traditional offshore wind turbine towers are mostly made of steel cylindrical frames, which lack overall rigidity and load-bearing capacity. Hollow steel tube concrete towers are a new type of tower proposed in recent years, consisting of two layers of steel tubes filled with concrete, offering advantages such as high load-bearing capacity and good ductility.

[0003] To facilitate offshore construction, hollow steel tube concrete towers often employ a modular assembly method: each section is manufactured as a module in the factory, transported to the offshore site, and then rapidly assembled, with the sections connected by joints. For hollow steel tube concrete towers, to prevent concrete cracking and reduce tower fatigue damage, prestressing is often applied within each section using steel strands. However, the joints typically use flange bolts, which interrupts the prestressing at the joints and causes abrupt changes in the force flow path (from shared load from inner and outer steel tubes and concrete to load-bearing only the outer steel tube). This results in stress concentration and stiffness discontinuity, making the fatigue life of the joint area significantly shorter than that of the main section, thus becoming the weakest point in the entire tower. Summary of the Invention

[0004] This invention provides a hollow steel tube concrete tower and its connection nodes and processing method to solve the problems of prestress interruption and stiffness discontinuity at the node location.

[0005] In a first aspect, the present invention provides a hollow steel tube concrete tower and its connecting node, wherein the hollow steel tube concrete tower includes an outer steel tube, an inner steel tube, and concrete filling the space between the outer steel tube and the inner steel tube, and the tower connecting node connects two adjacent hollow steel tube concrete tower sections, or connects a hollow steel tube concrete tower section and a steel tower section. The tower connection node includes: End plates are provided at the ends of the hollow steel tube concrete tower sections; Steel strands are installed inside the hollow steel tube concrete tower section and extend along the axial direction of the hollow steel tube concrete tower section. Anchor bolts are embedded in the concrete inside the end plate and arranged circumferentially at the tower connection node, with the anchor bolts and the steel strands arranged radially or circumferentially offset at the end plate. Stiffening ribs are provided on the upper side of the end plate; A ring plate, disposed on the outer and / or inner side of the stiffening rib; and A sealing plate or flange is provided on the upper side of the stiffening rib; The anchor bolt extends through the sealing plate or the flange and outward from the outside of the tower connection node.

[0006] In one optional embodiment, the tower connection node is a connection node between a hollow steel tube concrete tower section and a steel tower section. The ring plate includes an inner ring plate and an outer ring plate. The inner ring plate is located inside the stiffening rib, and the outer ring plate is located outside the stiffening rib. The sealing plate is located on the upper side of the stiffening rib. The end plate, the stiffening rib, the inner ring plate, the outer ring plate, and the sealing plate together form a closed cavity filled with grout.

[0007] In one optional embodiment, the flexural stiffness of the closed cavity is between that of the hollow steel tube concrete tower section and that of the steel tower section.

[0008] In one optional embodiment, the lower side of the inner ring plate is provided with a grouting hole, and the highest point of the upper side of the inner ring plate is provided with an overflow hole.

[0009] In one alternative embodiment, the stiffening rib is provided with flow holes.

[0010] In one optional embodiment, the tower connection node is a connection node between two hollow steel tube concrete tower sections, the ring plate is an outer ring plate located on the outside of the stiffening rib, and the flange is located on the upper side of the stiffening rib.

[0011] In one optional embodiment, the flange has two rings of anchor bolt holes. The first ring of anchor bolt holes is for the pre-embedded anchor bolts of the hollow steel tube concrete tower section to pass through, and the second ring of anchor bolt holes is for the pre-embedded anchor bolts of the adjacent hollow steel tube concrete tower section to pass through.

[0012] In one optional embodiment, the anchor bolt is surrounded by a double-layer corrugated pipe anti-corrosion isolation system, which includes an inner steel pressure-bearing pipe and an outer high-density polyethylene anti-corrosion pipe, with anti-corrosion grease or epoxy resin filling the space between the inner steel pressure-bearing pipe and the outer high-density polyethylene anti-corrosion pipe.

[0013] Secondly, the present invention also provides a processing method for a hollow steel tube concrete tower and its connection nodes, wherein the hollow steel tube concrete tower includes an outer steel tube, an inner steel tube, and concrete filling the space between the outer steel tube and the inner steel tube, comprising: An end plate is installed at the end of the hollow steel tube concrete tower section, and anchor bolts are embedded in the concrete inside the end plate in a circumferential direction. Steel strands are axially arranged inside the hollow steel tube concrete tower section, and the anchors and steel strands are radially or circumferentially staggered at the end plate. Tensioning the steel strands; Stiffening ribs are welded to the upper side of the end plate; A ring plate is welded to the outer and / or inner sides of the stiffening rib; A sealing plate or flange is welded to the upper side of the stiffening rib, and the anchor bolt extends through the sealing plate or flange to the outside of the tower connection node.

[0014] In one optional embodiment, the tower connection node is a connection node between a hollow steel tube concrete tower section and a steel tower section. An inner ring plate is welded to the inner side of the stiffening rib, an outer ring plate is welded to the outer side, and a sealing plate is welded to the upper side of the stiffening rib. The end plate, the stiffening rib, the inner ring plate, the outer ring plate, and the sealing plate together form a closed cavity. Grouting material is injected into the closed cavity through the grouting holes on the inner ring plate.

[0015] In one optional embodiment, during pressure grouting, grouting is performed in a circulating manner from bottom to top. When uniform grout material flows continuously from the overflow hole at the highest point on the upper side of the inner ring plate without any air bubbles, the overflow hole is closed and pressure is maintained.

[0016] In one optional embodiment, the holding pressure is 2 MPa to 3 MPa.

[0017] In one optional embodiment, the tower connection node is a connection node between two hollow steel tube concrete tower sections. An outer ring plate is welded to the outside of the stiffening rib, and a flange is welded to the upper side of the stiffening rib. The flange has two rings of anchor bolt holes. The first ring of anchor bolt holes is for the pre-embedded anchor bolts of the hollow steel tube concrete tower section to pass through, and the second ring of anchor bolt holes is for the pre-embedded anchor bolts of the adjacent hollow steel tube concrete tower section to pass through.

[0018] In one alternative embodiment, during assembly, the upper and lower hollow steel tube concrete tower sections are placed correspondingly, and the anchor bolts of the upper and lower sections pass through the corresponding anchor bolt holes of the two flanges respectively, and the anchor bolts of the upper and lower sections are tensioned respectively.

[0019] In one alternative embodiment, before embedding the anchor bolt, a double-layer corrugated pipe anti-corrosion isolation system is fitted around the anchor bolt. The double-layer corrugated pipe anti-corrosion isolation system includes an inner steel pressure-bearing pipe and an outer high-density polyethylene anti-corrosion pipe, and anti-corrosion grease or epoxy resin is filled between the inner steel pressure-bearing pipe and the outer high-density polyethylene anti-corrosion pipe. Attached Figure Description

[0020] To more clearly illustrate the specific embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the specific embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are some embodiments of the present invention. For those skilled in the art, other drawings can be obtained from these drawings without creative effort.

[0021] Figure 1 This is a structural schematic diagram of a hollow steel tube concrete tower and its connection nodes according to an embodiment of the present invention (combined tower and steel tower). Figure 2 for Figure 1 AA section diagram; Figure 3 This is a structural schematic diagram of a hollow steel tube concrete tower and its connection nodes according to an embodiment of the present invention (combined tower and combined tower). Figure 4 for Figure 3 Middle BB section view; Figure 5 for Figure 3 Cross-sectional view at point C; Figure 6 This is a schematic diagram of another structure of a hollow steel tube concrete tower and its connection nodes according to an embodiment of the present invention (combined tower and steel tower). Figure 7 for Figure 6 Cross-sectional view at point DD; Figure 8 This is a schematic diagram of another structure of a hollow steel tube concrete tower and its connection nodes according to an embodiment of the present invention (combined tower and combined tower). Figure 9 for Figure 8 Cross-sectional view at EE; Figure 10 for Figure 8 Cross-sectional view at FF.

[0022] Explanation of reference numerals in the attached figures: 1. Outer steel pipe; 2. Inner steel pipe; 3. End plate; 4. Steel strand; 5. Anchor bolts; 6. Reinforcing ribs; 7. Inner ring plate; 8. Seal the plate; 9. Flange; 10. Flow holes; 11. Outer ring plate. Detailed Implementation

[0023] To make the objectives, technical solutions, and advantages of the embodiments of the present invention clearer, the technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0024] The following is combined with Figures 1 to 10 The following describes embodiments of the present invention.

[0025] In a first aspect, according to an embodiment of the present invention, a hollow steel tube concrete tower and its connecting node are provided. The hollow steel tube concrete tower includes an outer steel tube 1, an inner steel tube 2, and concrete filling the space between the outer steel tube 1 and the inner steel tube 2. The tower connecting node connects two adjacent hollow steel tube concrete tower sections, or connects a hollow steel tube concrete tower section with a steel tower section. The tower connection node includes an end plate 3, steel strands 4, anchor bolts 5, stiffening ribs 6, a ring plate, and a sealing plate 8 or a flange 9. The end plate 3 is located at the end of the hollow steel tube concrete tower section; the steel strands 4 are located inside the hollow steel tube concrete tower section and extend axially along the hollow steel tube concrete tower section; the anchor bolts 5 are embedded in the concrete inside the end plate 3 and are arranged circumferentially at the tower connection node, and the anchor bolts 5 and the steel strands 4 are arranged radially or circumferentially offset at the end plate 3; the stiffening ribs 6 are located on the upper side of the end plate 3; the ring plate is located on the outer and / or inner side of the stiffening ribs 6; the sealing plate 8 or flange 9 is located on the upper side of the stiffening ribs 6; and the anchor bolts 5 pass through the sealing plate 8 or flange 9 and extend outward from the outer side of the tower connection node.

[0026] The hollow steel tube concrete tower comprises an outer steel tube 1 and an inner steel tube 2 coaxially fitted together, and concrete filling the annular cavity between them. The tower connection nodes are used to achieve a fixed connection between two adjacent hollow steel tube concrete tower sections, or to achieve a transition connection between a hollow steel tube concrete tower section and the upper steel tower section.

[0027] The tower connection node mainly includes end plate 3, steel strand 4, anchor bolt 5, stiffening rib 6, ring plate, and top sealing component. Among them, end plate 3 is fixedly installed at the end of the hollow steel tube concrete tower section, specifically welded to the end faces of outer steel pipe 1 and inner steel pipe 2, used to seal the end of the section and serve as the mounting base surface for other components in the node area.

[0028] The steel strand 4 is installed inside the cavity of the hollow steel tube concrete tower section and extends along the axial length of the section. In this embodiment, the steel strand 4 is anchored to the bottom foundation or end anchor of the tower section to apply axial preload to the section and improve the overall stress performance of the tower.

[0029] Anchor bolts 5 are embedded in the concrete inside end plate 3, and multiple bolts are evenly distributed circumferentially along the tower connection nodes. Please refer to... Figure 2 , Figure 4 and Figure 5 As shown in the top view, the anchor bolt 5 and the steel strand 4 are staggered in the radial direction of the end plate 3, that is, they are located on different radius circles in the plane of the end plate 3, so as to avoid physical interference between them in the node area and ensure that they can work independently.

[0030] As an alternative implementation method, such as Figures 6 to 10 As shown, anchor bolts 5 are embedded in the concrete inside end plate 3, and multiple bolts are evenly distributed circumferentially along the tower connection node. Please refer to... Figure 7 , Figure 9 and Figure 10 As shown in the top view, the anchor bolts 5 and steel strands 4 are staggered in the circumferential direction of the end plate 3, which solves the problem of the anchor bolts 5 being eccentric to the cylinder wall and also facilitates the tensioning of the anchor bolts in the upper and lower layers.

[0031] Stiffening ribs 6 are vertically arranged on the upper surface of end plate 3. Specifically, multiple stiffening ribs 6 are distributed at intervals along the circumference of the cylinder section and welded and fixed to end plate 3 to bear vertical loads and transmit force upwards.

[0032] The ring plate is located on the outside of the stiffening rib 6, or on the inside of the stiffening rib 6, or on both the inside and outside of the stiffening rib 6. The ring plate is welded to each stiffening rib 6 to form a transverse load-bearing skeleton in the node area.

[0033] The top sealing element is either a sealing plate 8 or a flange 9, which is located on the upper side of the stiffening rib 6 and welded to the top of the stiffening rib 6 and the ring plate. It should be noted that when this connection node is used to connect hollow steel tube concrete tower sections to steel tower sections, the top sealing element is the sealing plate 8; when this connection node is used to connect two adjacent hollow steel tube concrete tower sections, the top sealing element is the flange 9.

[0034] The upper end of anchor bolt 5 passes sequentially through the gap between the ring plates and the area enclosed by stiffening ribs 6, and protrudes through the corresponding through holes on the sealing plate 8 or flange 9, thus extending outward from the outside of the tower connection node. The protruding end of anchor bolt 5 is used for anchoring connection with the flange 9 of the upper steel tower section, or for connection with the corresponding flange 9 of the adjacent hollow steel tube concrete tower section. Reliable connection between tower sections can be achieved by tensioning and locking the anchor bolt 5 at the protruding end.

[0035] In one embodiment, the tower connection node is the connection node between the hollow steel tube concrete tower section and the steel tower section. The ring plate includes an inner ring plate 7 and an outer ring plate 11. The inner ring plate 7 is located inside the stiffening rib 6, and the outer ring plate 11 is located outside the stiffening rib 6. The sealing plate 8 is located on the upper side of the stiffening rib 6. The end plate 3, stiffening rib 6, inner ring plate 7, outer ring plate 11 and sealing plate 8 together form a closed cavity filled with grout.

[0036] In this embodiment, the tower connection node is the connection node between the hollow steel tube concrete tower section and the steel tower section. The ring plate includes an inner ring plate 7 and an outer ring plate 11. The inner ring plate 7 is disposed on the inner side of the stiffening ribs 6 and welded to the inner edge of each stiffening rib 6; the outer ring plate 11 is disposed on the outer side of the stiffening ribs 6 and welded to the outer edge of each stiffening rib 6. Both the inner ring plate 7 and the outer ring plate 11 are columnar annular steel plates, which, together with the stiffening ribs 6, constitute the radial support skeleton of the node area.

[0037] The sealing plate 8 is located on the upper side of the stiffening rib 6. The sealing plate 8 is an annular disc-shaped component. Its inner edge is welded to the upper end of the inner ring plate 7, and its outer edge is welded to the upper end of the outer ring plate 11. At the same time, the lower surface of the sealing plate 8 is welded to the top of each stiffening rib 6.

[0038] Thus, the end plate 3, stiffening rib 6, inner ring plate 7, outer ring plate 11, and sealing plate 8 together form a closed cavity. Specifically, the end plate 3 serves as the bottom surface of the cavity, the sealing plate 8 serves as the top surface of the cavity, the inner ring plate 7 serves as the inner wall of the cavity, the outer ring plate 11 serves as the outer wall of the cavity, and the stiffening rib 6 serves as a vertical partition within the cavity, dividing the closed cavity into multiple circumferentially distributed sections.

[0039] The enclosed cavity is filled with grout. The grout is a high-strength material that, after solidifying within the enclosed cavity, bonds tightly to the end plate 3, stiffening ribs 6, inner ring plate 7, outer ring plate 11, and sealing plate 8, forming an integrated composite load-bearing structure. This grout filling layer effectively transfers and diffuses vertical loads from above, while simultaneously enhancing the integrity and compressive bearing capacity of the joint area.

[0040] In this embodiment, the pre-embedded anchor bolt 5 extends upward from the concrete inside the end plate 3, passes through the closed cavity area separated by the stiffening rib 6 in sequence, and exits through the corresponding through hole on the sealing plate 8 to the outside of the node, so as to be anchored to the flange 9 of the upper steel tower.

[0041] In one embodiment, the flexural stiffness of the closed cavity section is between that of the hollow steel tube concrete tower section and that of the steel tower section.

[0042] In this embodiment, the tower connection node is the connection node between the hollow steel tube concrete tower section and the steel tower section. The end plate 3, stiffening rib 6, inner ring plate 7, outer ring plate 11 and sealing plate 8 together form a closed cavity filled with grout.

[0043] The flexural stiffness of the enclosed cavity section falls between that of the hollow steel-concrete composite tower section and that of the steel tower section. Specifically, the hollow steel-concrete composite tower section consists of an outer steel pipe 1, an inner steel pipe 2, and concrete filling the space between them, resulting in a relatively high flexural stiffness. The steel tower section, being a single-layer steel pipe structure, has a relatively low flexural stiffness. The enclosed cavity is a composite section formed by steel plates (end plates 3, stiffening ribs 6, inner and outer ring plates 11, and sealing plates 8) and internal grouting material, and its flexural stiffness falls between that of the two types of sections mentioned above.

[0044] By positioning the flexural stiffness of the enclosed cavity at an intermediate level between that of the hollow steel-concrete composite tower section and the steel tower section, the enclosed cavity acts as a stiffness transition layer when the structure is under stress. When axial force or bending moment is transmitted from the high-stiffness hollow steel-concrete composite tower section to the low-stiffness steel tower section from bottom to top, the force flow first passes through the enclosed cavity section. Since the flexural stiffness of this section is between the two, the stress diffusion angle gradually decreases, achieving a smooth transition in sectional stiffness. This effectively avoids the additional bending moment and stress concentration caused by abrupt changes in flexural stiffness.

[0045] The flexural stiffness of a closed cavity depends on its radial width, circumferential dimensions, the thickness of each steel plate component, and the filling of the internal grout. In this embodiment, by appropriately selecting the above geometric parameters, the combined flexural stiffness of the closed cavity can be controlled within the range between the flexural stiffness of the hollow steel tube concrete section and the flexural stiffness of the steel tower section.

[0046] The geometric proportions of the annular plate and stiffener 6 are constrained based on stiffness matching: For the connection node between hollow steel tube concrete tower and steel tower: -0.15≤[E 钢 (I 内钢管2 +I 外钢管1 )+E 混凝土 I 混凝土 ] / [E 钢 (I 内环板7 +I 外环板11 +I 加劲肋6 )+E 灌浆料 I 灌浆料 -1≤0.15 -0.15≤E 钢 I 钢塔筒 / [E钢 (I 内环板7 +I 外环板11 +I 加劲肋6 )+E 灌浆料 I 灌浆料 -1≤0.15 For the joints between hollow steel tube concrete tower sections: -0.15≤[E 钢 (I 内钢管2 +I 外钢管1 )+E 混凝土 I 混凝土 ] / [E 钢 (I 外环板11 +I 加劲肋6 )]-1≤0.15 Where E is the elastic modulus and I is the moment of inertia of the cross section.

[0047] In one embodiment, the lower side of the inner ring plate 7 is provided with a grouting hole, and the highest point of the upper side of the inner ring plate 7 is provided with an overflow hole.

[0048] In this embodiment, the tower connection node is the connection node between the hollow steel tube concrete tower section and the steel tower section. The end plate 3, stiffening rib 6, inner ring plate 7, outer ring plate 11 and sealing plate 8 together form a closed cavity filled with grout.

[0049] Grouting holes are provided on the lower side of the inner ring plate 7. Specifically, multiple grouting holes are distributed at intervals along the circumference of the inner ring plate 7, and each grouting hole penetrates the plate wall of the inner ring plate 7, so that the grouting equipment can inject grout into the closed cavity through the grouting hole.

[0050] An overflow hole is provided at the highest point on the upper side of the inner ring plate 7. Specifically, the overflow holes are distributed at intervals along the circumference of the inner ring plate 7, and are located at the highest point of the top of the inner ring plate 7, penetrating the plate wall of the inner ring plate 7, so that gas and excess grout in the closed cavity can be discharged from the overflow hole.

[0051] During grouting, the grout is injected under pressure into the sealed cavity through the grouting hole located on the lower side of the inner ring plate 7. The grout gradually fills the entire sealed cavity from bottom to top. The air inside the sealed cavity moves upward under the compression of the grout and is eventually discharged from the overflow hole at the highest point on the upper side. When a uniform flow of grout continuously flows out of the overflow hole without any air bubbles, it indicates that the sealed cavity has been completely and densely filled with grout.

[0052] In one embodiment, the stiffening rib 6 is provided with flow holes 10.

[0053] Specifically, each stiffening rib 6 has a flow hole 10 on its plate surface, which penetrates the plate wall of the stiffening rib 6. Multiple stiffening ribs 6 are arranged circumferentially along the tower connection nodes. Adjacent stiffening ribs 6 are enclosed by an inner ring plate 7 and an outer ring plate 11, forming multiple circumferentially arranged compartments. The flow holes 10 on the stiffening ribs 6 connect adjacent compartments. The vertical position of the flow holes 10 is not strictly limited; they are located in the middle of the stiffening rib 6 or near the middle area between the end plate 3 and the sealing plate 8 to facilitate smooth flow of grout within the closed cavity.

[0054] During the grouting process, the grout is injected into a specific compartment through the grouting holes on the inner ring plate 7. It then flows freely to adjacent compartments via the flow holes 10 on the stiffening ribs 6, gradually filling all compartments within the enclosed cavity, which is bounded by the end plate 3, stiffening ribs 6, inner ring plate 7, outer ring plate 11, and sealing plate 8. The flow holes 10 eliminate the need for individual grouting holes in each compartment, simplifying the number of openings and ensuring uniform and dense filling of the grout within each compartment.

[0055] After the grout has solidified and hardened, the grout filling the flow hole 10 forms a concrete tenon that penetrates the surface of the stiffening rib 6. This concrete tenon mechanically engages and locks with the hole wall on the surface of the stiffening rib 6, enhancing the bond and shear resistance between the grout and the stiffening rib 6, thereby improving the overall performance of the joint area under the combined action of pressure, bending moment and shear force.

[0056] In one embodiment, the tower connection node is a connection node between two hollow steel tube concrete tower sections, the ring plate is an outer ring plate 11, which is located on the outside of the stiffening rib 6, and the flange 9 is located on the upper side of the stiffening rib 6.

[0057] In this embodiment, the tower connection node is the connection node between two hollow steel tube concrete tower sections, that is, the connection node is used to fix two adjacent hollow steel tube concrete tower sections together along the axial direction.

[0058] The ring plate is an outer ring plate 11, which is disposed on the outside of the stiffening ribs 6 and welded to the outer edge of each stiffening rib 6. The inner ring plate 7 is not provided on the inner side of the stiffening ribs 6 to avoid internal space.

[0059] Flange 9 is located on the upper side of stiffening rib 6. Flange 9 is an annular disc-shaped component, and its lower surface is welded to the top of each stiffening rib 6 and the upper end of the outer ring plate 11. Flange 9 has through holes for anchor bolts 5 to pass through.

[0060] The pre-embedded anchor bolt 5 extends upward from the concrete inside the end plate 3, passes through the space enclosed by the stiffening rib 6 and the outer ring plate 11, and exits through the corresponding through hole on the flange 9 to the outside of the node. The end of the anchor bolt 5 extending out of the flange 9 is used for anchoring connection with the corresponding flange 9 of the adjacent hollow steel tube concrete tower section. By tensioning and locking the anchor bolt 5, the upper and lower hollow steel tube concrete tower sections can be axially fastened together as one unit.

[0061] In one embodiment, the flange 9 has two rings of anchor bolt holes. The first ring of anchor bolt holes is for the pre-embedded anchor bolts 5 of the hollow steel tube concrete tower section to pass through, and the second ring of anchor bolt holes is for the pre-embedded anchor bolts 5 of the adjacent hollow steel tube concrete tower section to pass through. The first ring of anchor bolt holes and the second ring of anchor bolt holes are arranged alternately in the radial or circumferential direction.

[0062] Two rings of anchor bolt holes are provided on flange 9, namely the first ring and the second ring. Both rings of anchor bolt holes are distributed circumferentially along flange 9, and are located on different radii or at circumferential angular positions, staggered by a certain angle. The first ring of anchor bolt holes is used for the pre-embedded anchor bolts 5 of the hollow steel tube concrete tower section; that is, the anchor bolts 5 pre-embedded in the concrete inside the end plate 3 of this section extend upwards through the first ring of anchor bolt holes and protrude from the upper surface of flange 9. The second ring of anchor bolt holes is used for the pre-embedded anchor bolts 5 of adjacent hollow steel tube concrete tower sections; that is, when the upper and lower sections are joined, the pre-embedded anchor bolts 5 in the adjacent sections pass through the second ring of anchor bolt holes.

[0063] The first and second rings of anchor bolt holes are staggered radially or circumferentially. Specifically, the first ring of anchor bolt holes is evenly spaced along a certain radius of the flange 9, and the second ring of anchor bolt holes is evenly spaced along another radius of the flange 9. Alternatively, the two rings of holes may be on the same radius of the flange 9, but their circumferential angular positions are staggered by a certain angle.

[0064] When assembling the upper and lower hollow steel tube concrete tower sections, the pre-embedded anchor bolts 5 of this section pass upward through the first ring of anchor bolt holes of the flange 9 of this section, and further through the corresponding holes on the flange 9 of the adjacent section. The pre-embedded anchor bolts 5 of the adjacent section pass downward through the first ring of anchor bolt holes of the flange 9 of the adjacent section, and further through the corresponding holes on the flange 9 of this section. After the anchor bolts 5 of the upper and lower sections pass through their respective corresponding holes, the two flanges 9 are fastened together by tensioning anchor bolts 5, thereby achieving axial fixation of the upper and lower sections.

[0065] In one embodiment, the anchor bolt 5 is surrounded by a double-layer corrugated pipe anti-corrosion isolation system, which includes an inner steel pressure-bearing pipe and an outer high-density polyethylene anti-corrosion pipe, with anti-corrosion grease or epoxy resin filling the space between the inner steel pressure-bearing pipe and the outer high-density polyethylene anti-corrosion pipe.

[0066] The double-layer corrugated pipe anti-corrosion isolation system consists of an inner steel pressure-bearing pipe and an outer high-density polyethylene anti-corrosion pipe. The inner steel pressure-bearing pipe is sleeved around the anchor bolt 5, with a certain gap between them. Made of steel, it possesses high compressive strength and impact resistance, enabling it to withstand external pressure during grouting and anchor bolt tensioning without deformation or damage. The outer high-density polyethylene anti-corrosion pipe, also made of high-density polyethylene, is sleeved around the inner steel pressure-bearing pipe and exhibits excellent corrosion resistance and aging resistance.

[0067] The space between the inner steel pressure-bearing pipe and the outer high-density polyethylene anti-corrosion pipe is filled with anti-corrosion grease or epoxy resin. Specifically, the anti-corrosion grease or epoxy resin fills the annular gap between the two corrugated pipes, forming a closed anti-corrosion isolation layer.

[0068] With the anchor bolt 5 embedded in the concrete inside the end plate 3, the double-layer corrugated pipe anti-corrosion isolation system completely isolates the anchor bolt 5 from the external environment. On one hand, the inner steel pressure-bearing pipe acts as the main physical barrier, preventing external grout or moisture from directly contacting the anchor bolt 5; on the other hand, the outer high-density polyethylene anti-corrosion pipe acts as a corrosion-resistant outer protective layer, resisting the erosion of corrosive media such as chloride ions in the marine environment and protecting the internal structure from seawater corrosion. Even if the outer high-density polyethylene anti-corrosion pipe is damaged due to external factors during long-term service, the inner steel pressure-bearing pipe can still continue to play its isolation and protection role, ensuring that the anchor bolt 5 does not come into contact with grout or seawater during tensioning and service, thus forming a double protection guarantee.

[0069] The double-layer corrugated pipe anti-corrosion isolation system is arranged along the axial length of the anchor bolt 5, covering the entire length of the anchor bolt 5 embedded in the concrete section and passing through the end plate 3, stiffening rib 6 and sealing plate 8 / flange 9, ensuring that the entire length of the anchor bolt 5 is under effective anti-corrosion protection.

[0070] Secondly, this embodiment also provides a method for processing a hollow steel tube concrete tower and its connection nodes. The hollow steel tube concrete tower includes an outer steel tube 1, an inner steel tube 2, and concrete filling the space between the outer steel tube 1 and the inner steel tube 2, comprising: Step S1: Install end plates 3 at the ends of the hollow steel tube concrete tower sections. Anchor bolts 5 are embedded circumferentially on the inner side of the end plates 3. Specifically, the anchor bolts 5 are pre-embedded in the inner side of the end plates 3 according to the design positions. The lower end of the anchor bolt 5 is anchored within the area enclosed by the end plates 3, the outer steel pipe 1, and the inner steel pipe 2, while the upper end points outwards from the area. The end plates 3 are then welded and fixed to the end faces of the outer steel pipe 1 and the inner steel pipe 2, respectively, so that the end plates 3 close the ends of the sections and serve as the reference surface for subsequent component installation.

[0071] Step S2 involves axially installing steel strands 4 inside the hollow steel tube concrete tower section, with anchor bolts 5 and steel strands 4 arranged radially or circumferentially offset at the end plate 3. Specifically, before pouring the concrete for the hollow steel tube concrete tower section, steel strands 4 are axially installed inside the section. The steel strands 4 extend the entire length of the section along its axial direction, used to apply axial preload to the section in subsequent steps. The radial offset arrangement of anchor bolts 5 and steel strands 4 at the end plate 3, meaning they are located on different radii within the plane of the end plate 3, avoids physical interference during subsequent tensioning and use. The circumferential offset arrangement of anchor bolts 5 and steel strands 4 at the end plate 3 solves the eccentricity problem of anchor bolts 5 relative to the tower wall and facilitates the tensioning of anchor bolts in upper and lower layers.

[0072] Step S3: Concrete is poured in the area enclosed by the end plate 3, the outer steel pipe 1, and the inner steel pipe 2, and then the steel strand 4 is tensioned. The tensioning of the steel strand 4 can be carried out using conventional prestressing tensioning equipment. The end of the steel strand 4 is anchored to the end of the cylinder section or the foundation anchor. After tensioning to the prestress value required by the design, the cylinder section obtains the required axial prestress.

[0073] Step S4: Weld stiffening ribs 6 to the upper side of end plate 3; specifically, arrange multiple stiffening ribs 6 at intervals along the circumference of end plate 3 and weld them vertically to the upper surface of end plate 3. The lower ends of the stiffening ribs 6 are fully welded to end plate 3 to ensure that the weld quality meets the stress requirements.

[0074] Step S5: Weld ring plates to the outer and / or inner sides of stiffening ribs 6; that is, depending on the actual node type, choose to weld an outer ring plate 11 to the outer side of stiffening rib 6, or weld an inner ring plate 7 to the inner side of stiffening rib 6, or simultaneously weld an inner ring plate 7 and an outer ring plate 11 to both the inner and outer sides of stiffening rib 6. The ring plates are welded to the side edges of each stiffening rib 6 to form a transverse load-bearing skeleton in the node area.

[0075] Step S6: Weld a sealing plate 8 or flange 9 to the upper side of the stiffening rib 6, and extend the anchor bolt 5 through the sealing plate 8 or flange 9 outwards from the outside of the tower connection node. Specifically, when the connection node is between a hollow steel tube concrete tower section and a steel tower section, weld the sealing plate 8 to the upper side of the stiffening rib 6; when the connection node is between two hollow steel tube concrete tower sections, weld the flange 9 to the upper side of the stiffening rib 6. During welding, the inner edge of the sealing plate 8 or flange 9 is welded to the upper end of the inner ring plate 7 (if provided), and the outer edge is welded to the upper end of the outer ring plate 11 (if provided). At the same time, the lower surface of the sealing plate 8 or flange 9 is welded to the top of each stiffening rib 6.

[0076] After the anchor bolt 5 is pre-embedded in step S1, its upper part passes through the corresponding through hole on the end plate 3 and enters the stiffening rib 6 area above the end plate 3. After step S6 is completed, it passes through the corresponding through hole on the sealing plate 8 or flange 9 and extends outward from the outside of the tower connection node. The end of the anchor bolt 5 extending outward is used to anchor to the flange 9 of the upper steel tower or the corresponding flange 9 of the adjacent hollow steel tube concrete tower section.

[0077] In one embodiment, the tower connection node is the connection node between the hollow steel tube concrete tower section and the steel tower section. The inner ring plate 7 is welded to the inner side of the stiffening rib 6, the outer ring plate 11 is welded to the outer side, and the sealing plate 8 is welded to the upper side of the stiffening rib 6. The end plate 3, stiffening rib 6, inner ring plate 7, outer ring plate 11 and sealing plate 8 together form a closed cavity. Grout is injected into the closed cavity through the grouting hole on the inner ring plate 7.

[0078] In this embodiment, the tower connection node is the connection node between the hollow steel tube concrete tower section and the steel tower section.

[0079] An inner ring plate 7 is welded to the inside of the stiffening rib 6, and an outer ring plate 11 is welded to the outside of the stiffening rib 6. Specifically, the inner ring plate 7 is attached and welded to the inner edge of each stiffening rib 6 along the circumferential direction, and the outer ring plate 11 is attached and welded to the outer edge of each stiffening rib 6 along the circumferential direction, so that the inner ring plate 7 and the outer ring plate 11 form a continuous and reliable weld connection with each stiffening rib 6.

[0080] A sealing plate 8 is welded to the upper side of the stiffening rib 6. Specifically, the sealing plate 8 is placed horizontally at the top of the stiffening rib 6, the inner edge of the sealing plate 8 is welded to the upper end of the inner ring plate 7, the outer edge of the sealing plate 8 is welded to the upper end of the outer ring plate 11, and the lower surface of the sealing plate 8 is welded to the top of each stiffening rib 6.

[0081] After welding, the end plate 3, stiffening rib 6, inner ring plate 7, outer ring plate 11, and sealing plate 8 together form a closed cavity. Specifically, the end plate 3 serves as the bottom surface of the cavity, the sealing plate 8 serves as the top surface of the cavity, the inner ring plate 7 serves as the inner wall of the cavity, the outer ring plate 11 serves as the outer wall of the cavity, and the stiffening rib 6 serves as the vertical partition inside the cavity.

[0082] Pressure grouting is performed through the grouting holes on the inner ring plate 7 to inject grout into the closed cavity. Under pressure, the grout is injected into the closed cavity, gradually filling the entire space enclosed by the end plate 3, stiffening rib 6, inner ring plate 7, outer ring plate 11, and sealing plate 8. After the grout has solidified and hardened, it tightly bonds with the surrounding steel plate components to form an integral composite load-bearing structure.

[0083] In step S6, the sealing plate 8 welded in the process has through holes for the anchor bolts 5 to pass through. The pre-embedded anchor bolts 5 extend upward from the concrete inside the end plate 3, pass through the closed cavity, and exit through the corresponding through holes on the sealing plate 8 to the outside of the node, so as to be anchored to the flange 9 of the upper steel tower in the future.

[0084] In one embodiment, during pressure grouting, grouting is performed in a circulating manner from bottom to top. When uniform grout flows continuously from the overflow hole at the highest point on the upper side of the inner ring plate 7 without any air bubbles, the overflow hole is closed and pressure is maintained.

[0085] In this embodiment, the tower connection node is the connection node between the hollow steel tube concrete tower section and the steel tower section. The end plate 3, stiffening rib 6, inner ring plate 7, outer ring plate 11 and sealing plate 8 together form a closed cavity. The inner ring plate 7 is provided with grouting holes, and the highest point on the upper side of the inner ring plate 7 is provided with overflow holes.

[0086] During pressure grouting, grout is injected into the sealed cavity using a bottom-up circulating grouting method. Specifically, the grout is injected into the sealed cavity through the grouting holes on the inner ring plate 7 using grouting equipment. Under the grouting pressure, the grout gradually fills each compartment of the sealed cavity from bottom to top. When the grout level rises to near the top of the sealed cavity, the grout compresses the air in the sealed cavity upwards. The air moves upwards along the space between the inner ring plate 7 and the sealing plate 8, and is finally discharged through the overflow hole located at the highest point on the upper side of the inner ring plate 7.

[0087] Continue pressure grouting. When a uniform flow of grout material without air bubbles is observed continuously flowing from the overflow hole at the highest point on the upper side of the inner ring plate 7, it indicates that the sealed cavity has been completely filled and compacted by the grout material, and all air has been expelled. At this point, close the overflow hole, making the sealed cavity a sealed pressure vessel. After closing the overflow hole, the grouting equipment continues to maintain the grouting pressure inside the sealed cavity, keeping the grout material in a compacted state under pressure. This pressure is maintained for a period of time until the grout material initially solidifies, ensuring that the grout material remains under pressure throughout the solidification process. This eliminates any voids that may be caused by grout shrinkage, ensuring a tight, void-free bond between the grout material and the steel plate components on the inner wall of the sealed cavity.

[0088] The holding pressure is 2MPa to 3MPa.

[0089] In one embodiment, the tower connection node is a connection node between two hollow steel tube concrete tower sections. An outer ring plate 11 is welded to the outside of the stiffening rib 6, and a flange 9 is welded to the upper side of the stiffening rib 6. Two rings of anchor bolt holes are provided on the flange 9. The first ring of anchor bolt holes is for the pre-embedded anchor bolts 5 of the hollow steel tube concrete tower section to pass through, and the second ring of anchor bolt holes is for the pre-embedded anchor bolts 5 of the adjacent hollow steel tube concrete tower section to pass through. The first ring of anchor bolt holes and the second ring of anchor bolt holes are staggered in the radial or circumferential direction.

[0090] Perform the aforementioned steps S1 to S4, namely: install an end plate 3 at the end of the hollow steel tube concrete tower section, and embed anchor bolts 5 circumferentially inside the end plate 3; install steel strands 4 axially inside the section, and arrange the anchor bolts 5 and steel strands 4 radially or circumferentially at the end plate 3; pour concrete in the area enclosed by the end plate 3, the outer steel pipe 1, and the inner steel pipe 2, and then tension the steel strands 4; weld stiffening ribs 6 on the upper side of the end plate 3.

[0091] An outer ring plate 11 is welded to the outside of the stiffening rib 6. Specifically, the outer ring plate 11 is attached and welded to the outer edge of each stiffening rib 6 along the circumferential direction, so that the outer ring plate 11 and each stiffening rib 6 form a continuous and reliable weld connection. No inner ring plate 7 is provided on the inner side of the stiffening rib 6 to avoid internal space.

[0092] Flange 9 is welded to the upper side of stiffening rib 6. Flange 9 is an annular disc-shaped component, and its lower surface is welded to the top of each stiffening rib 6 and the upper end of the outer ring plate 11. Two rings of anchor bolt holes are provided on flange 9, namely the first ring of anchor bolt holes and the second ring of anchor bolt holes. Both rings of anchor bolt holes are distributed along the circumference of flange 9, and are distributed on different radius circles or staggered from each other at a certain angle in the circumferential angle position. Among them, the first ring of anchor bolt holes is for the pre-embedded anchor bolts 5 of the hollow steel tube concrete tower section to pass through, that is, the anchor bolts 5 pre-embedded in the concrete inside the end plate 3 of this section extend upward through the first ring of anchor bolt holes and protrude from the upper surface of flange 9; the second ring of anchor bolt holes is for the pre-embedded anchor bolts 5 of adjacent hollow steel tube concrete tower sections to pass through, that is, when the upper and lower sections are joined, the pre-embedded anchor bolts 5 in the adjacent sections pass through the second ring of anchor bolt holes.

[0093] When assembling the upper and lower hollow steel tube concrete tower sections, the pre-embedded anchor bolts 5 of this section pass upward through the first ring of anchor bolt holes of the flange 9 of this section, and further through the corresponding holes on the flange 9 of the adjacent section. The pre-embedded anchor bolts 5 of the adjacent section pass downward through the first ring of anchor bolt holes of the flange 9 of the adjacent section, and further through the corresponding holes on the flange 9 of this section. After the anchor bolts 5 of the upper and lower sections pass through their respective corresponding holes, the two flanges 9 are fastened together by tensioning anchor bolts 5, thereby achieving axial fixation of the upper and lower sections.

[0094] In one embodiment, during assembly, the upper and lower hollow steel pipe concrete tower sections are placed correspondingly, and the anchor bolts 5 of the upper and lower sections pass through the corresponding anchor bolt holes of the two flanges 9 respectively, and the anchor bolts 5 of the upper and lower sections are tensioned respectively.

[0095] During assembly, the upper and lower hollow steel tube concrete tower sections are first placed axially correspondingly, so that the lower end of the upper section is aligned with the upper end of the lower section, the discs of the upper and lower flanges 9 are fitted together, and the anchor bolt holes on the two flanges 9 are aligned in the circumferential position according to the design requirements. That is, the first ring of anchor bolt holes of the upper section flange 9 corresponds to the second ring of anchor bolt holes of the lower section flange 9 in the circumferential position, and the second ring of anchor bolt holes of the upper section flange 9 corresponds to the first ring of anchor bolt holes of the lower section flange 9 in the circumferential position.

[0096] After the upper and lower cylinder sections are placed in position, the pre-embedded anchor bolts 5 of the upper and lower cylinder sections pass through the corresponding anchor bolt holes of the two flanges 9, respectively. Specifically, the pre-embedded anchor bolts 5 of the upper cylinder section extend downwards, passing through the first ring of anchor bolt holes of the upper cylinder section's own flange 9, and then continue downwards into the corresponding holes of the lower cylinder section's flange 9 (i.e., the second ring of anchor bolt holes of the lower cylinder section's flange 9), thus passing through both flanges 9; the pre-embedded anchor bolts 5 of the lower cylinder section extend upwards, passing through the first ring of anchor bolt holes of the lower cylinder section's own flange 9, and then continue upwards into the corresponding holes of the upper cylinder section's flange 9 (i.e., the second ring of anchor bolt holes of the upper cylinder section's flange 9), thus passing through both flanges 9. In this way, the anchor bolts 5 of both the upper and lower cylinder sections pass through the two overlapping flanges 9 simultaneously.

[0097] Subsequently, the anchor bolts 5 of the upper and lower cylinder sections are tensioned separately. Specifically, tension is applied to the pre-embedded anchor bolts 5 of the lower cylinder section and they are anchored and locked, while simultaneously tension is applied to the pre-embedded anchor bolts 5 of the upper cylinder section and they are anchored and locked. The anchor bolts 5 of the upper and lower cylinder sections are tensioned independently. After each anchor bolt 5 is tensioned to its designed prestress value using tensioning equipment, the protruding end of the anchor bolt 5 is locked to the outer surface of the flange 9 using anchor nuts or other anchoring devices, completing the fastening connection.

[0098] In one embodiment, before embedding the anchor bolt 5, a double-layer corrugated pipe anti-corrosion isolation system is installed around the anchor bolt 5. The double-layer corrugated pipe anti-corrosion isolation system includes an inner steel pressure-bearing pipe and an outer high-density polyethylene anti-corrosion pipe, and anti-corrosion grease or epoxy resin is filled between the inner steel pressure-bearing pipe and the outer high-density polyethylene anti-corrosion pipe.

[0099] Although embodiments of the invention have been described in conjunction with the accompanying drawings, those skilled in the art can make various modifications and variations without departing from the spirit and scope of the invention, and such modifications and variations all fall within the scope defined by the appended claims.

Claims

1. A hollow steel tube concrete tower and its connecting nodes, wherein the hollow steel tube concrete tower includes an outer steel tube (1), an inner steel tube (2), and concrete filling the space between the outer steel tube (1) and the inner steel tube (2), and the tower connecting nodes connect two adjacent hollow steel tube concrete tower sections, or connect a hollow steel tube concrete tower section to a steel tower section, characterized in that: The tower connection node includes: End plate (3) is provided at the end of the hollow steel tube concrete tower section; Steel strand (4) is provided inside the hollow steel tube concrete tower section and extends along the axial direction of the hollow steel tube concrete tower section. Anchor bolts (5) are embedded in the concrete inside the end plate (3) and arranged circumferentially at the tower connection node. The anchor bolts (5) and the steel strands (4) are arranged radially or circumferentially offset at the end plate (3). Stiffening ribs (6) are provided on the upper side of the end plate (3); A ring plate is disposed on the outer and / or inner side of the stiffening rib (6); and A sealing plate (8) or flange (9) is provided on the upper side of the stiffening rib (6); The anchor bolt (5) extends outward from the outer side of the tower connection node through the sealing plate (8) or the flange (9).

2. The hollow steel tube concrete tower and its connecting nodes according to claim 1, characterized in that, The tower connection node is the connection node between the hollow steel tube concrete tower section and the steel tower section. The ring plate includes an inner ring plate (7) and an outer ring plate (11). The inner ring plate (7) is located on the inner side of the stiffening rib (6), and the outer ring plate (11) is located on the outer side of the stiffening rib (6). The sealing plate (8) is located on the upper side of the stiffening rib (6). The end plate (3), the stiffening rib (6), the inner ring plate (7), the outer ring plate (11) and the sealing plate (8) together form a closed cavity filled with grout.

3. The hollow steel tube concrete tower and its connecting nodes according to claim 2, characterized in that, The flexural stiffness of the closed cavity is between that of the hollow steel tube concrete tower section and that of the steel tower section.

4. The hollow steel tube concrete tower and its connecting nodes according to claim 2, characterized in that, The inner ring plate (7) has a grouting hole on its lower side and an overflow hole at the highest point on its upper side.

5. The hollow steel tube concrete tower and its connecting nodes according to claim 2, characterized in that, The stiffening rib (6) is provided with flow holes (10).

6. The hollow steel tube concrete tower and its connecting nodes according to claim 1, characterized in that, The tower connection node is the connection node between two hollow steel tube concrete tower sections. The ring plate is the outer ring plate (11), which is located on the outside of the stiffening rib (6). The flange (9) is located on the upper side of the stiffening rib (6).

7. The hollow steel tube concrete tower and its connecting nodes according to claim 6, characterized in that, The flange (9) has two rings of anchor bolt holes. The first ring of anchor bolt holes is for the pre-embedded anchor bolts (5) of the hollow steel pipe concrete tower section to pass through, and the second ring of anchor bolt holes is for the pre-embedded anchor bolts (5) of the adjacent hollow steel pipe concrete tower section to pass through.

8. The hollow steel tube concrete tower and its connecting nodes according to any one of claims 1 to 7, characterized in that, The anchor bolt (5) is surrounded by a double-layer corrugated pipe anti-corrosion isolation system, which includes an inner steel pressure-bearing pipe and an outer high-density polyethylene anti-corrosion pipe. The space between the inner steel pressure-bearing pipe and the outer high-density polyethylene anti-corrosion pipe is filled with anti-corrosion grease or epoxy resin.

9. A method for processing a hollow steel tube concrete tower and its connecting nodes, the hollow steel tube concrete tower comprising an outer steel tube (1), an inner steel tube (2), and concrete filling the space between the outer steel tube (1) and the inner steel tube (2), characterized in that, include: An end plate (3) is installed at the end of the hollow steel tube concrete tower section, and anchor bolts (5) are embedded in the concrete inside the end plate (3) along the circumferential direction. Steel strands (4) are arranged axially inside the hollow steel tube concrete tower section, and the anchor bolts (5) and the steel strands (4) are arranged radially or circumferentially offset at the end plate (3). Tensioning the steel strand (4); Stiffening ribs (6) are welded to the upper side of the end plate (3); A ring plate is welded to the outer and / or inner sides of the stiffening rib (6); A sealing plate (8) or flange (9) is welded to the upper side of the stiffening rib (6), and the anchor bolt (5) extends out of the outside of the tower connection node through the sealing plate (8) or the flange (9).

10. The processing method according to claim 9, characterized in that, The tower connection node is the connection node between the hollow steel tube concrete tower section and the steel tower section. The inner ring plate (7) is welded to the inner side of the stiffening rib (6), the outer ring plate (11) is welded to the outer side, and the sealing plate (8) is welded to the upper side of the stiffening rib (6). The end plate (3), the stiffening rib (6), the inner ring plate (7), the outer ring plate (11) and the sealing plate (8) together form a closed cavity. The grout is injected into the closed cavity through the grouting hole on the inner ring plate (7) to inject grouting material.

11. The processing method according to claim 10, characterized in that, During pressure grouting, grouting is carried out in a circulating manner from bottom to top. When the overflow hole at the highest point on the upper side of the inner ring plate (7) continuously flows out uniform grout without air bubbles, the overflow hole is closed and pressure is maintained.

12. The processing method according to claim 11, characterized in that, The holding pressure is 2MPa to 3MPa.

13. The processing method according to claim 9, characterized in that, The tower connection node is the connection node between two hollow steel tube concrete tower sections. An outer ring plate (11) is welded to the outside of the stiffening rib (6), and a flange (9) is welded to the upper side of the stiffening rib (6). Two rings of anchor bolt holes are opened on the flange (9). The first ring of anchor bolt holes is for the pre-embedded anchor bolts (5) of the hollow steel tube concrete tower section to pass through, and the second ring of anchor bolt holes is for the pre-embedded anchor bolts (5) of the adjacent hollow steel tube concrete tower section to pass through.

14. The processing method according to claim 13, characterized in that, During assembly, the upper and lower hollow steel pipe concrete tower sections are placed correspondingly, and the anchor bolts (5) of the upper and lower sections pass through the corresponding anchor bolt holes of the two flanges (9) respectively, and the anchor bolts (5) of the upper and lower sections are tensioned respectively.

15. The processing method according to any one of claims 9 to 14, characterized in that, Before the anchor bolt (5) is installed, a double-layer corrugated pipe anti-corrosion isolation system is installed around the anchor bolt (5). The double-layer corrugated pipe anti-corrosion isolation system includes an inner steel pressure-bearing pipe and an outer high-density polyethylene anti-corrosion pipe. Anti-corrosion grease or epoxy resin is filled between the inner steel pressure-bearing pipe and the outer high-density polyethylene anti-corrosion pipe.

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