Heat absorbing tower structure system of tower type photo-thermal power station

Abstract

The application provides a heat absorption tower structure system of a tower type photo-thermal power station, which comprises a heat absorber, a concrete cylinder, a vertical cylinder, a steel frame, a reinforcing mechanism, a first connecting mechanism and a second connecting mechanism. The vertical cylinder is arranged in the cavity of the concrete cylinder and partially extends out of the concrete cylinder, the steel frame is arranged above the concrete cylinder and surrounds the outside of the vertical cylinder, and the heat absorber is arranged on the steel frame. The reinforcing mechanism is connected between the concrete cylinder and the steel frame to limit the movement of the steel frame relative to the concrete cylinder, thereby realizing the vertical conversion of the steel-concrete structure. The first connecting mechanism fixedly connects the concrete cylinder and the vertical cylinder to form a rigid horizontal connection of the lower tower body. The second connecting mechanism connects the steel frame and the vertical cylinder and allows the relative horizontal displacement of the two within a preset range. The heat absorption tower structure system has high stress synergy and deformation coordination capability, can reduce the construction cost, and meets the requirements of high reliability, light weight and stable support of the heat absorption tower of the tower type photo-thermal power station.

Description

Technical Field

[0001] This application relates to the field of tower-type concentrated solar power (CSP) technology, and more particularly to a heat-absorbing tower structure system for a tower-type CSP power plant. Background Technology

[0002] Concentrated solar power (CSP) combines peak-shaving power generation with long-term energy storage capabilities. It can achieve stable output of solar thermal energy through molten salt thermal storage and provide long-term peak-shaving capacity and rotational inertia for the power system. Among them, tower-type molten salt CSP plants, through the coordinated operation of heliostat concentrating, receiver collecting, molten salt thermal storage, and steam power generation, have continuous power supply and flexible peak-shaving capabilities, making them an important component of the new energy power generation system.

[0003] In related technologies, the absorber towers of tower-type concentrated solar power (CSP) plants often adopt a variable cross-section reinforced concrete cylindrical structure. This structural system has good overall integrity and can meet the support requirements of the absorber and molten salt pipelines within a certain height range. However, as tower-type CSP plants are built from 100MW to 350MW or larger scales, the height of the absorber tower, the load on the top equipment, and the requirements for supporting the molten salt pipelines all increase accordingly. To meet the requirements for wind load vibration and seismic resistance, traditional reinforced concrete cylindrical structures usually require a significant increase in concrete wall thickness and steel reinforcement, which leads to increased structural self-weight, increased material consumption, extended construction period, and reduced overall economic efficiency.

[0004] In some heat exchanger tower structures, the upper part of the tower can be constructed as a steel structure to reduce its self-weight. However, steel structures differ from concrete structures in material properties, stiffness characteristics, and deformation capacity. At the interface between the two, when subjected to loads from the heat exchanger, molten salt pipes, wind, and earthquakes, problems such as discontinuous vertical force transmission, unstable horizontal load transmission, or sudden changes in local stiffness can easily occur, affecting the reliability of the stress transition between the upper and lower structures. Furthermore, heat exchanger towers typically contain vertical cylinders for vertical traffic and structural support. In the lower region of the tower, if there is a lack of stable horizontal connection between the outer cylinder and the inner vertical cylinder, relative horizontal displacement can easily occur under horizontal loads, making it difficult for the lower tower to form a unified load-bearing structure, thus affecting the lateral stiffness and stress coordination of the lower structure. Summary of the Invention

[0005] To overcome the problems existing in related technologies, this specification provides a heat absorption tower structure system for a tower-type solar thermal power plant.

[0006] According to a first aspect of the embodiments of this specification, a heat-absorbing tower structure system for a tower-type solar thermal power plant is provided, comprising: Heat absorber; A concrete cylinder with a hollow structure; A vertical cylinder is disposed within the cavity, extends along the height direction of the concrete cylinder, and partially extends out of the concrete cylinder; A steel frame is provided above the concrete cylinder and surrounds the outside of the vertical cylinder extending from the concrete cylinder; the heat absorber is provided on the steel frame. A reinforcing mechanism is connected between the concrete cylinder and the steel frame, and is at least partially embedded in the concrete cylinder to restrict the movement of the steel frame relative to the concrete cylinder in the height and horizontal directions. At least one set of first connecting mechanisms is disposed between the concrete cylinder and the vertical cylinder, and is fixedly connected to the concrete cylinder and the vertical cylinder respectively, so as to limit the relative horizontal displacement between the concrete cylinder and the vertical cylinder; At least one set of second connecting mechanisms is provided between the steel frame and the vertical cylinder. One end of the second connecting mechanism is connected to the steel frame, and the other end is movably connected to the vertical cylinder, so as to allow relative horizontal displacement within a preset range between the steel frame and the vertical cylinder.

[0007] In some embodiments of this disclosure, the reinforcing mechanism includes a reinforcing steel column, a reinforcing beam, and an anchor body; The reinforcing beam is connected to the steel frame; The reinforcing steel column passes through the reinforcing crossbeam and is connected to the reinforcing crossbeam; At least a portion of the reinforcing steel column, passing through the reinforcing beam, is inserted into the concrete cylinder. The anchor body is embedded in the concrete cylinder, and the anchor body is provided with reinforcing bars. At least a portion of the reinforcing bars are connected to the reinforcing steel column, and at least a portion of the reinforcing bars are connected to the reinforcing beam.

[0008] In some embodiments of this disclosure, the reinforcing mechanism further includes a plurality of reinforcing plates; Multiple reinforcing plates are disposed between the reinforcing steel column and the reinforcing crossbeam, and are respectively connected to the reinforcing steel column and the reinforcing crossbeam; The side of the reinforcing plate closest to the reinforcing steel column is adapted to the shape of the outer circumference of the reinforcing steel column.

[0009] In some embodiments of this disclosure, the reinforcing steel column has a steel column outer diameter, and the portion of the reinforcing steel column inserted into the concrete cylinder has an embedment depth; The embedding depth is 3 to 5 times the outer diameter of the steel column.

[0010] In some embodiments of this disclosure, the first connecting mechanism includes multiple horizontal main beams, multiple horizontal secondary beams, and multiple diagonal supports; Multiple horizontal main beams are spaced apart along the circumference of the vertical cylinder, with one end of each horizontal main beam fixedly connected to the concrete cylinder and the other end fixedly connected to the vertical cylinder. Multiple horizontal secondary beams are sequentially connected between two adjacent horizontal main beams to form a circumferential connection structure surrounding the vertical cylinder; Each of the diagonal supports is connected between the corresponding horizontal main beam and the corresponding horizontal secondary beam to enhance the connection stiffness of the horizontal main beam and the horizontal secondary beam in the horizontal plane.

[0011] In some embodiments of this disclosure, the first connecting mechanism further includes an installation assembly for connecting the horizontal main beam to the concrete cylinder and connecting the horizontal main beam to the vertical cylinder. The mounting components include a vertical plate, a horizontal support plate, and stiffening ribs; The vertical plate is embedded in the concrete cylinder or the vertical tube and is connected to the web of the horizontal main beam; The horizontal support plate is connected to the vertical plate and supports the lower flange of the horizontal main beam; The stiffening rib is connected between the vertical plate and the horizontal support plate to improve the connection strength between the vertical plate and the horizontal support plate.

[0012] In some embodiments of this disclosure, the steel frame includes a plurality of vertical steel columns, a plurality of horizontal ring beams, and a plurality of inter-column supports; the plurality of vertical steel columns are spaced apart circumferentially along the concrete cylinder and connected to the reinforcing mechanism; each of the horizontal ring beams is connected between two adjacent vertical steel columns; each of the inter-column supports is connected between two adjacent horizontal ring beams. The second connecting mechanism includes multiple radial main beams, multiple radial secondary beams, an inner circumferential beam, and multiple cross supports; one end of each radial main beam is connected to the corresponding vertical steel column, and the other end is movably connected to the vertical cylinder; one end of each radial secondary beam is connected to the corresponding vertical steel column, and the other end is connected to the inner circumferential beam; the inner circumferential beam connects two adjacent radial main beams and is arranged around the vertical cylinder; each cross support connects the corresponding radial main beam and the corresponding radial secondary beam.

[0013] In some embodiments of this disclosure, the steel frame further includes a circumferentially rigid arm short beam; The circumferential rigid arm short beam is provided on the vertical steel column and extends outward from the vertical steel column along the radial direction of the concrete cylinder; The circumferential rigid arm short beam is connected to the horizontal ring beam and / or the radial main beam; The extension length of the circumferential rigid arm short beam is one-third to one-half the diameter of the vertical steel column.

[0014] In some embodiments of this disclosure, the heat absorption tower structure system further includes a tuning mechanism; the tuning mechanism includes a mounting bracket, a mass unit, an inertial capacity unit, and a damping unit; The mounting bracket is mounted on the steel frame, and the mass unit is suspended inside the mounting bracket; The inertial capacity unit is connected between the mass unit and the mounting bracket, and is used to convert the horizontal displacement of the mass unit relative to the mounting bracket into rotational motion; The damping unit is disposed between the mass unit and the mounting bracket and is used to impede the movement of the mass unit relative to the mounting bracket.

[0015] In some embodiments of this disclosure, the mass unit includes at least one mass block and multiple slings; one end of each of the multiple slings is connected to the mounting bracket, and the other end is connected to the mass block, so that the mass block is suspended within the mounting bracket; The inertial capacity unit includes an inertial capacity screw, an inertial capacity nut, a nut seat, a flywheel, and multiple ball joints; The inertia-capacity lead screw is threadedly engaged with the inertia-capacity nut, and one end of the inertia-capacity lead screw is hinged to the mass block through a ball joint; The inertial nut is rotatably disposed on the nut seat, and the nut seat is hinged to the mounting bracket via another ball joint; The flywheel is connected to the inertial capacitance nut for transmission, so that when the mass block moves horizontally relative to the mounting bracket, the inertial capacitance screw moves axially relative to the inertial capacitance nut and drives the inertial capacitance nut to rotate, thereby driving the flywheel to rotate. The damping unit is connected between the mass block and the mounting bracket to generate a damping force that opposes the movement of the mass block when the mass block moves relative to the mounting bracket.

[0016] The technical solutions provided in the embodiments of this specification may include the following beneficial effects: In this embodiment, the heat absorber is mounted on a steel frame, which is positioned above a concrete cylinder. A vertical cylinder is positioned within the cavity of the concrete cylinder and extends upwards along the height of the concrete cylinder. A reinforcing mechanism connects the concrete cylinder and the steel frame, and is at least partially embedded within the concrete cylinder, thus restricting the steel frame relative to the concrete cylinder in both the vertical and horizontal directions. A first connecting mechanism is positioned between the concrete cylinder and the vertical cylinder, and is fixedly connected to both, forming a fixed connection between the concrete cylinder and the vertical cylinder in the lower region. A second connecting mechanism is positioned between the steel frame and the vertical cylinder, with one end connected to the steel frame and the other end movably connected to the vertical cylinder, allowing the steel frame and the vertical cylinder to generate a relative horizontal displacement within a predetermined range in the upper region.

[0017] By placing the steel frame above the concrete cylinder and mounting the heat absorber on the steel frame, a lightweight upper support structure can be formed using the steel frame. This reduces the need for increased concrete wall thickness and steel reinforcement in traditional all-concrete towers under taller tower conditions, thus lowering structural weight, material consumption, and construction costs. A reinforcing mechanism connects the concrete cylinder and the steel frame, at least partially embedded within the concrete cylinder. This mechanism transfers the heat absorber load, the steel frame's own weight, wind loads, and seismic forces borne by the steel frame to the concrete cylinder, creating a continuous force path from the upper steel structure to the lower concrete structure. This reduces stress concentration and the risk of abrupt stiffness changes at the interface between the steel frame and the concrete cylinder, thereby achieving a vertical conversion from the steel frame to the concrete cylinder. A first connecting mechanism securely connects the concrete cylinder and the vertical cylinder, limiting the relative horizontal displacement between the inner and outer cylinders in the lower region. This allows the concrete cylinder and the vertical cylinder to share the load, improving the structural synergy and lateral stiffness of the lower tower structure. The steel frame and the vertical cylinder are movably connected by the second connecting mechanism, which can release some of the horizontal deformation difference between the upper steel frame and the vertical cylinder, reduce the additional internal force generated by the forced rigid connection, and improve the deformation coordination ability of the upper tower.

[0018] It should be understood that the above general description and the following detailed description are exemplary and explanatory only, and are not intended to limit this specification. Attached Figure Description

[0019] The accompanying drawings, which are incorporated in and form part of this specification, illustrate embodiments consistent with this specification and, together with the description, serve to explain the principles of this specification.

[0020] Figure 1 This is a schematic diagram of the overall structure of the heat absorption tower system in this embodiment.

[0021] Figure 2 This is a schematic diagram of the relevant structure of the reinforcing mechanism in this embodiment.

[0022] Figure 3 This is a schematic diagram of the structure of the strengthening mechanism from another perspective in the embodiments of this disclosure.

[0023] Figure 4 This is a schematic diagram of the structure of the first connecting mechanism in this embodiment. Figure 1 .

[0024] Figure 5 This is a schematic diagram of the connection between the installation component and the concrete cylinder in an embodiment of this disclosure.

[0025] Figure 6 This is a schematic diagram of the connection between the mounting component and the vertical cylinder in an embodiment of this disclosure.

[0026] Figure 7 This is a schematic diagram of the structure of the mounting components in this embodiment of the disclosure.

[0027] Figure 8 This is a schematic diagram of the structure of the first connecting mechanism in this embodiment. Figure 2 .

[0028] Figure 9 This is a schematic diagram of the steel frame structure in this embodiment of the disclosure. Figure 1 .

[0029] Figure 10 This is a schematic diagram of the steel frame structure in this embodiment of the disclosure. Figure 2 .

[0030] Figure 11 This is a schematic diagram of the steel frame structure in this embodiment of the disclosure. Figure 3 .

[0031] Figure 12 This is a schematic diagram of the structure of the second connecting mechanism in this embodiment. Figure 1 .

[0032] Figure 13 This is a schematic diagram of the structure of the second connecting mechanism in this embodiment. Figure 2 .

[0033] Figure 14 This is a schematic diagram of the structure of the fixing component in this embodiment of the disclosure. Figure 1 .

[0034] Figure 15 This is a schematic diagram of the structure of the fixing component in this embodiment of the disclosure. Figure 2 .

[0035] Figure 16 This is a schematic diagram of the structure of the tuning mechanism in this embodiment. Figure 1 .

[0036] Figure 17 This is a schematic diagram of the structure of the tuning mechanism in this embodiment. Figure 2 .

[0037] Figure 18 This is a schematic diagram of the inertial capacity unit in an embodiment of this disclosure.

[0038] Figure 19 This is a schematic diagram of the structure of the mass unit and the damping unit in the embodiments of this disclosure.

[0039] Explanation of reference numerals in the attached figures: 10. Heat Absorber Tower Structural System; 1. Heat Absorber; 2. Concrete Cylinder; 21. Cavity; 3. Vertical Cylinder; 4. Steel Frame; 41. Vertical Steel Column; 42. Horizontal Ring Beam; 43. Inter-column Bracing; 44. Circumferential Rigid Arm Short Beam; 5. Reinforcing Mechanism; 51. Reinforcing Steel Column; 52. Reinforcing Crossbeam; 53. Anchorage; 531. Reinforcing Steel Reinforcement; 54. Reinforcing Plate; 6. First Connection Mechanism; 61. Horizontal Main Beam; 62. Horizontal Secondary Beam; 63. Diagonal Bracing; 64. Mounting Components; 641. Vertical Plate; 642. Horizontal Support Plate; 643. Stiffening Rib Plate; 7. Second Connection Mechanism; 7 1. Radial main beam; 72. Radial secondary beam; 73. Inner circumferential beam; 74. Cross brace; 75. Fixing assembly; 751. Vertical fixing plate; 752. Horizontal fixing plate; 753. Fixing stiffening plate; 754. Friction reducing plate; 8. Tuning mechanism; 81. Mounting bracket; 82. Mass unit; 821. Mass block; 822. Sling; 83. Inertia unit; 831. Inertia screw; 832. Inertia nut; 833. Nut seat; 834. Flywheel; 835. Ball joint; 84. Damping unit; 841. Magnetic component; 842. Conductor component; 843. Back iron; 85. Anti-collision unit. Detailed Implementation

[0040] Exemplary embodiments will now be described in detail, examples of which are illustrated in the accompanying drawings. When the following description relates to the drawings, unless otherwise indicated, the same numerals in different drawings denote the same or similar elements. The embodiments described in the following exemplary embodiments do not represent all embodiments consistent with this specification. Rather, they are merely examples of apparatuses and methods consistent with some aspects of this specification as detailed in the appended claims.

[0041] The terminology used in this specification is for the purpose of describing particular embodiments only and is not intended to be limiting of this specification. The singular forms “a,” “the,” and “the” as used in this specification and the appended claims are also intended to include the plural forms unless the context clearly indicates otherwise. It should also be understood that the term “and / or” as used herein refers to and includes any and all possible combinations of one or more of the associated listed items.

[0042] It should be understood that although the terms first, second, third, etc., may be used in this specification to describe various information, this information should not be limited to these terms. These terms are only used to distinguish information of the same type from one another. For example, without departing from the scope of this specification, first information may also be referred to as second information, and similarly, second information may also be referred to as first information. Depending on the context, the word "if" as used herein may be interpreted as "when," "when," or "in response to determination."

[0043] In related technologies, heat absorption towers mostly adopt a single reinforced concrete cylindrical structure. When the tower height and top load increase, it is usually necessary to increase the wall thickness of the cylindrical structure and the amount of steel reinforcement, which leads to an increase in structural self-weight, material consumption and construction costs. At the same time, if a steel structure is used to reduce weight in the upper part, discontinuity in force transmission and abrupt change in stiffness are likely to occur at the junction of the steel structure and the lower concrete structure. The force coordination between the lower cylindrical structure and the internal vertical cylinder is insufficient, and the deformation difference between the upper steel structure and the internal vertical cylinder is difficult to release, thus affecting the structural reliability and deformation coordination ability of the heat absorption tower.

[0044] Based on this, see Figures 1 to 19 This application provides a heat absorption tower structure system 10 for a tower-type solar thermal power plant.

[0045] The heat absorption tower structure system 10 includes a heat absorber 1, a concrete cylinder 2, a vertical cylinder 3, a steel frame 4, a reinforcing mechanism 5, at least one set of first connecting mechanisms 6, and at least one set of second connecting mechanisms 7. The heat absorber 1 is mounted on the steel frame 4, which is positioned above the concrete cylinder 2 and surrounds the portion of the vertical cylinder 3 extending beyond the concrete cylinder 2. The concrete cylinder 2 has a cavity 21, and the vertical cylinder 3 is disposed within the cavity 21 and extends along the height direction of the concrete cylinder 2. The reinforcing mechanism 5 connects the concrete cylinder 2 and the steel frame 4, and is at least partially embedded within the concrete cylinder 2, restricting the movement of the steel frame 4 relative to the concrete cylinder 2 in both the height and horizontal directions. The first connecting mechanisms 6 are disposed between the concrete cylinder 2 and the vertical cylinder 3, and are fixedly connected to both the concrete cylinder 2 and the vertical cylinder 3, respectively, restricting the relative horizontal displacement between the concrete cylinder 2 and the vertical cylinder 3. The second connecting mechanism 7 is disposed between the steel frame 4 and the vertical cylinder 3. One end of the second connecting mechanism 7 is connected to the steel frame 4, and the other end is movably connected to the vertical cylinder 3, so that the steel frame 4 and the vertical cylinder 3 can generate a relative horizontal displacement within a preset range.

[0046] By mounting the heat absorber 1 on the steel frame 4 and placing the steel frame 4 above the concrete cylinder 2, a lightweight upper support system can be formed using the steel structure, reducing the structural self-weight, material consumption, and construction costs caused by the increased concrete wall thickness and steel reinforcement under taller tower conditions. By connecting the concrete cylinder 2 and the steel frame 4 with a reinforcing mechanism 5, which is at least partially embedded within the concrete cylinder 2, the load of the heat absorber 1, the self-weight of the steel frame 4, wind loads, and seismic forces borne by the steel frame 4 can be transferred to the concrete cylinder 2, reducing the risk of stress concentration and abrupt stiffness changes at the interface between the steel frame 4 and the concrete cylinder 2, thus achieving a vertical conversion from a steel structure to a concrete structure. By restricting the relative horizontal displacement between the concrete cylinder 2 and the vertical cylinder 3 through the first connecting mechanism 6, the lower inner and outer cylinders can share the load, improving the stress coordination and lateral stiffness of the lower tower structure. The second connecting mechanism 7 allows for a relative horizontal displacement within a preset range between the steel frame 4 and the vertical cylinder 3, which can release the deformation difference between the upper steel frame 4 and the vertical cylinder 3, reduce the additional internal force at the connection node, and improve the deformation coordination ability of the upper tower body.

[0047] In some embodiments, the concrete cylinder 2 can be a circular reinforced concrete cylinder with varying slope and thickness. The concrete cylinder 2 includes a concrete cylinder and reinforcing bars within it. The concrete cylinder 2 has different diameters and wall thicknesses at different positions along its height, forming a streamlined tower with varying diameter and thickness. The engineering parameters of the concrete cylinder 2 can include the lower diameter, upper diameter, side profile slope, wall thickness, and reinforcement ratio. Under wind load and seismic action, the above engineering parameters can be constrained, verified, and iteratively optimized according to the optimization objective function of the heat absorption tower, so that the external dimensions, wall thickness, and reinforcement ratio of the concrete cylinder 2 meet the requirements for bearing capacity, deformation, and damage control. Specifically, the lower diameter of the concrete cylinder 2 can be 20m to 25m, the upper diameter can be 17m to 20m, the wall thickness can be 500mm to 650mm, the side profile slope can be 0.03 to 0.055, and the concrete strength grade can be C40. Double-layer vertical reinforcement and double-layer circumferential reinforcement can be installed inside the concrete cylinder 2. The reinforcement ratio of the double-layer vertical reinforcement and double-layer circumferential reinforcement meets the stress requirements of the cylinder.

[0048] In some embodiments, the vertical cylinder 3 can be a reinforced concrete shear wall cylinder, formed by a rectangular concrete wall. The vertical cylinder 3 is disposed within the cavity 21 of the concrete cylinder 2, and its center can be located close to the center of the concrete cylinder 2. The vertical cylinder 3 extends from the lower region to the top region along the height direction of the concrete cylinder 2. An elevator shaft and a stairwell can be provided inside the vertical cylinder 3 to meet the needs of personnel for vertical passage, maintenance, and operation. The elevator shaft and stairwell can be partitioned and separated by internal partition walls to meet vertical fire protection requirements. Specifically, the wall thickness of the vertical cylinder 3 can be 400mm to 500mm, for example, 400mm, 420mm, 450mm, 480mm, or 500mm.

[0049] In some embodiments, the reinforcing mechanism 5 includes a reinforcing steel column 51, a reinforcing beam 52, and an anchor body 53. The reinforcing beam 52 is connected to the steel frame 4, and the reinforcing steel column 51 passes through and is connected to the reinforcing beam 52, with at least a portion of the reinforcing steel column 51 inserted into the concrete cylinder 2 after passing through the reinforcing beam 52. The anchor body 53 is embedded in the concrete cylinder 2, and reinforcing steel bars 531 are provided inside the anchor body 53. At least a portion of the reinforcing steel bars 531 are connected to the reinforcing steel column 51 and at least a portion of the reinforcing steel bars 531 are connected to the reinforcing beam 52, so that the reinforcing steel column 51, the reinforcing beam 52, and the anchor body 53 form a connecting and reinforcing structure between the concrete cylinder 2 and the steel frame 4.

[0050] By connecting the reinforcing beam 52 to the steel frame 4, inserting the reinforcing steel column 51 into the concrete cylinder 2, and connecting the reinforcing steel bars 531 in the anchor body 53 to the reinforcing steel column 51 and the reinforcing beam 52 respectively, the vertical load, horizontal action and bending moment on the steel frame 4 can be transferred to the concrete cylinder 2 through the reinforcing beam 52, the reinforcing steel column 51 and the anchor body 53, reducing the local stress concentration at the junction of the steel frame 4 and the concrete cylinder 2; at the same time, the anchor body 53 embedded in the concrete cylinder 2 can improve the anchoring reliability of the reinforcing steel column 51 in the concrete cylinder 2, thereby improving the vertical transition stability and overall connection strength between the steel frame 4 and the concrete cylinder 2.

[0051] In some embodiments, the reinforcing steel column 51 can be a hollow steel tube structure, and the portion of the reinforcing steel column 51 inserted into the concrete cylinder 2 can be filled with shrinkage-compensating concrete to form a core-filled section. Specifically, the strength grade of the shrinkage-compensating concrete can be C60. By filling the portion of the reinforcing steel column 51 inserted into the concrete cylinder 2 with shrinkage-compensating concrete, the local compressive and buckling resistance of the reinforcing steel column 51 itself can be improved, and the cooperative stress-bearing capacity between the reinforcing steel column 51, the anchor body 53, and the concrete cylinder 2 can be enhanced, so that vertical loads, horizontal actions, and bending moments can be more stably transferred from the steel frame 4 to the concrete cylinder 2.

[0052] In some embodiments, the reinforcing beam 52 can be an H-shaped steel beam. The reinforcing beam 52 extends circumferentially along the concrete cylinder 2 and connects to the reinforcing steel column 51 to form a circumferentially reinforced connection in the top region of the concrete cylinder 2. This allows multiple reinforcing steel columns 51 to be connected circumferentially as a whole, dispersing the concentrated force transmitted from the steel frame 4 to a single reinforcing steel column 51, and improving the overall stiffness and load-bearing capacity of the connection area between the concrete cylinder 2 and the steel frame 4.

[0053] In some embodiments, the reinforcing mechanism 5 further includes a plurality of reinforcing plates 54. The plurality of reinforcing plates 54 are disposed between the reinforcing steel column 51 and the reinforcing crossbeam 52, and are respectively welded to the reinforcing steel column 51 and the reinforcing crossbeam 52. The side of the reinforcing plate 54 closest to the reinforcing steel column 51 is adapted to the shape of the outer peripheral surface of the reinforcing steel column 51, allowing the reinforcing plate 54 to be welded to the reinforcing steel column 51 along its outer peripheral surface. When the reinforcing steel column 51 passes through the reinforcing crossbeam 52, the reinforcing steel column 51 and the reinforcing crossbeam 52 form an upper connection area and a lower connection area in the height direction. The plurality of reinforcing plates 54 can be respectively disposed in the upper connection area and the lower connection area, and respectively welded to the reinforcing steel column 51 and the reinforcing crossbeam 52, so as to jointly reinforce the connection between the reinforcing steel column 51 and the reinforcing crossbeam 52 from both the upper and lower sides of the reinforcing crossbeam 52.

[0054] In some embodiments, the reinforcing steel column 51 has an outer diameter, and the portion of the reinforcing steel column 51 inserted into the concrete cylinder 2 has an embedment depth, the value of which is 3 to 5 times the value of the outer diameter of the steel column. Specifically, the embedment depth can be 3, 3.5, 4, 4.5, or 5 times the value of the outer diameter of the steel column. For example, the embedment depth can be 4 times the value of the outer diameter of the steel column, so that the reinforcing steel column 51 has a sufficient embedment length within the concrete cylinder 2 to meet the force transmission and anchorage requirements between the steel frame 4 and the concrete cylinder 2.

[0055] In some embodiments, the anchor body 53 is a variable cross-section anchor body, which is embedded in the concrete cylinder 2 and located in the region where the reinforcing steel column 51 is inserted into the concrete cylinder 2. The anchor body 53 includes a thickened section, an oblique transition section, and a vertical extension section. The thickened section is locally thickened relative to the wall of the concrete cylinder 2. The oblique transition section connects the thickened section and the vertical extension section, and the vertical extension section extends upward from the oblique transition section along the height direction. Specifically, the thickened section is thickened on both sides along the thickness direction relative to the wall of the concrete cylinder 2, and the thickness on each side can be 1.5 times the thickness of the wall of the concrete cylinder 2; the height of the oblique transition section along the height direction can be twice the thickness of the wall of the concrete cylinder 2; the extension height of the vertical extension section along the height direction can be twice the outer diameter of the reinforcing steel column 51, thereby forming a variable cross-section anchoring structure with dimensional changes in both the height and thickness directions. Multiple transverse reinforcing bars 531 and multiple longitudinal reinforcing bars 531 can be provided inside the anchor body 53. Some of the reinforcing bars 531 extend upward and are welded and fixed to the anchor plate at the bottom of the reinforcing steel column 51. Some of the reinforcing bars 531 extend upward and are welded and fixed to the bottom of the reinforcing beam 52, so that the reinforcing steel column 51, the reinforcing beam 52 and the anchor body 53 form an embedded integral structure that is interconnected through the reinforcing bars 531.

[0056] In summary, the strengthening mechanism 5, through the strengthening steel column 51, strengthening beam 52, anchor body 53 and strengthening plate 54, forms an embedded connection strengthening structure between the steel frame 4 and the concrete cylinder 2. This allows the vertical load, horizontal action and bending moment borne by the steel frame 4 to be gradually diffused within the concrete cylinder 2, reducing the risk of stress concentration and sudden stiffness changes at the junction, and improving the vertical conversion reliability, connection strength and overall load-bearing capacity between the steel frame 4 and the concrete cylinder 2.

[0057] In some embodiments, the first connecting mechanism 6 includes multiple horizontal main beams 61, multiple horizontal secondary beams 62, and multiple diagonal supports 63. The multiple horizontal main beams 61 are spaced apart circumferentially along the vertical cylinder 3, with one end of each main beam 61 fixedly connected to the concrete cylinder 2 and the other end fixedly connected to the vertical cylinder 3. The multiple horizontal secondary beams 62 are sequentially connected between adjacent main beams 61, forming a circumferential connection structure around the vertical cylinder 3. Each diagonal support 63 is connected between a corresponding main beam 61 and a corresponding secondary beam 62, so that the main beams 61, secondary beams 62, and diagonal supports 63 together form a horizontal load-bearing system.

[0058] In some embodiments, the horizontal secondary beam 62 can be an H-beam, and its cross-sectional height can be 350mm to 450mm. For example, the cross-sectional height of the horizontal secondary beam 62 can be 350mm, 380mm, 400mm, 420mm, or 450mm. The diagonal support 63 can be an equilateral angle steel and can be arranged in a figure-eight pattern between the horizontal main beam 61 and the horizontal secondary beam 62 along the circumference of the vertical cylinder 3. By setting the diagonal support 63 in a figure-eight pattern, multiple triangular force-bearing units can be formed between the horizontal main beam 61 and the horizontal secondary beam 62, improving the load-bearing capacity and deformation resistance of the first connecting mechanism 6 in the horizontal plane.

[0059] By connecting the concrete cylinder 2 and the vertical cylinder 3 with multiple horizontal main beams 61, a radial fixed connection can be formed between the concrete cylinder 2 and the vertical cylinder 3, restricting the relative horizontal displacement between them; by forming a circumferential connection structure around the vertical cylinder 3 with multiple horizontal secondary beams 62, the circumferential integrity of the first connecting mechanism 6 can be improved; by connecting the horizontal main beams 61 and the horizontal secondary beams 62 with the oblique supports 63, the load-bearing capacity and stiffness of the first connecting mechanism 6 in the horizontal plane can be improved, so that the concrete cylinder 2 and the vertical cylinder 3 form a more stable cooperative force relationship in the lower region.

[0060] In some embodiments, the horizontal main beam 61 may be an H-shaped steel beam. Multiple horizontal main beams 61 are evenly spaced along the circumference of the vertical cylinder 3, and each horizontal main beam 61 extends radially along the concrete cylinder 2. That is, each horizontal main beam 61 can be arranged perpendicular to the tangent direction of the wall of the concrete cylinder 2 at its corresponding position, so that the horizontal main beam 61 can form a relatively direct radial force transmission path between the concrete cylinder 2 and the vertical cylinder 3. In some specific examples, the cross-sectional height of the horizontal main beam 61 can be 500mm to 600mm, for example, 500mm, 520mm, 550mm, 580mm, or 600mm.

[0061] In some embodiments, the first connecting mechanism 6 further includes a mounting assembly 64 for connecting the horizontal main beam 61 to the concrete cylinder 2 and to the vertical cylinder 3. The mounting assembly 64 includes a vertical plate 641, a horizontal support plate 642, and a stiffening rib 643. The vertical plate 641 is embedded in the concrete cylinder 2 or the vertical cylinder 3 and is connected to the web of the horizontal main beam 61; the horizontal support plate 642 is connected to the vertical plate 641 and is located below the horizontal main beam 61 to support the lower flange of the horizontal main beam 61; the stiffening rib 643 is connected between the vertical plate 641 and the horizontal support plate 642 to form a reinforcing support for the horizontal support plate 642.

[0062] During installation, the vertical plate 641 of the mounting assembly 64 is embedded in the concrete cylinder 2 or the vertical cylinder 3. The web of the horizontal main beam 61 is connected to the vertical plate 641 by high-strength bolts, ensuring a reliable lateral connection between the horizontal main beam 61 and the mounting assembly 64. The horizontal support plate 642 is connected to the vertical plate 641 and supports the lower flange of the horizontal main beam 61. The horizontal support plate 642 can be welded and fixed to the lower flange of the horizontal main beam 61. The stiffening rib 643 is located on the lower side of the horizontal support plate 642 and is welded to both the vertical plate 641 and the horizontal support plate 642 to reinforce the horizontal support plate 642. Thus, the vertical plate 641, the horizontal support plate 642, and the stiffening rib 643 together form an inverted corbel-type fixed support structure, ensuring a stable connection of the horizontal main beam 61 between the concrete cylinder 2 and the vertical cylinder 3, and improving the installation reliability and vertical support capacity of the first connecting mechanism 6.

[0063] In some embodiments, the vertical plate 641, the horizontal support plate 642, and the stiffening rib 643 can all be steel plate structures, and the thickness of the vertical plate 641, the horizontal support plate 642, and the stiffening rib 643 can all be from 16mm to 22mm. For example, the thickness of the vertical plate 641 can be 16mm, 18mm, 20mm, or 22mm; the thickness of the horizontal support plate 642 can be 16mm, 18mm, 20mm, or 22mm; and the thickness of the stiffening rib 643 can be 16mm, 18mm, 20mm, or 22mm. The thickness of the vertical plate 641, the horizontal support plate 642, and the stiffening rib 643 can be the same, or they can be set to different thicknesses according to the magnitude of the load transmitted by the horizontal main beam 61, the installation position, and the construction requirements.

[0064] In some embodiments, the first connecting mechanism 6 can be spaced apart along the height direction of the concrete cylinder 2. For example, the spacing between two adjacent sets of the first connecting mechanism 6 can be 7m to 14m, and the floor height of the first connecting mechanism 6 can match the floor height module of the stairwell in the vertical cylinder 3, so that the first connecting mechanism 6 serves as both a horizontal rigid connection structure between the concrete cylinder 2 and the vertical cylinder 3, and can also form a corresponding maintenance and operation platform, facilitating personnel to perform same-floor maintenance and operation after reaching the corresponding floor from the elevator shaft or stairwell.

[0065] In summary, the first connecting mechanism 6, as a horizontal rigid connection structure between the concrete cylinder 2 and the vertical cylinder 3, can connect the outer concrete cylinder 2 and the inner vertical cylinder 3 into a cohesive whole at multiple height positions. This limits the relative horizontal displacement between the concrete cylinder 2 and the vertical cylinder 3, improves the overall integrity, lateral stiffness, and load-bearing coordination of the lower tower, enabling the lower tower to more stably withstand the overall load of the heat absorption tower, wind load, and seismic action, while meeting the requirements for bearing capacity, deformation, and damage control.

[0066] In some embodiments, the steel frame 4 includes a plurality of vertical steel columns 41, a plurality of horizontal ring beams 42, and a plurality of inter-column supports 43. The plurality of vertical steel columns 41 are spaced apart circumferentially along the concrete cylinder 2 and connected to the reinforcing mechanism 5; each horizontal ring beam 42 connects two adjacent vertical steel columns 41, forming a circumferential connection between the plurality of vertical steel columns 41; each inter-column support 43 connects between adjacent horizontal ring beams 42 to enhance the overall stiffness of the steel frame 4 along its height. Through the cooperation of the vertical steel columns 41, horizontal ring beams 42, and inter-column supports 43, the steel frame 4 can form a lightweight upper load-bearing structure to reduce the self-weight of the upper structure of the heat absorption tower.

[0067] In some embodiments, the vertical steel column 41 can be a circular steel pipe column. The outer diameter of the vertical steel column 41 can be 800mm to 1200mm, and the wall thickness can be 26mm to 30mm. For example, the outer diameter of the vertical steel column 41 can be 800mm, 900mm, 1000mm, 1100mm, or 1200mm, and the wall thickness can be 26mm, 28mm, or 30mm. Multiple vertical steel columns 41 can be evenly spaced along the circumference of the concrete cylinder 2, and the number of vertical steel columns 41 can be 16 to 24, for example, 16, 18, 20, 22, or 24. By using circular steel pipe columns as the vertical steel columns 41, it is easier to connect the horizontal ring beam 42, the radial main beam 71, and beam members in other directions to the vertical steel columns 41, and the adaptability of multi-directional force transmission at the nodes of the steel frame 4 is improved.

[0068] In some embodiments, the steel frame 4 includes vertical steel columns 41, and the reinforcing mechanism 5 includes reinforcing steel columns 51. The reinforcing steel columns 51 can be integrally formed with the vertical steel columns 41; in this case, the reinforcing steel columns 51 can be understood as the portion of the vertical steel columns 41 extending into the concrete cylinder 2. In other words, the lower part of the vertical steel column 41 passes through the reinforcing beam 52 and inserts into the concrete cylinder 2 to form the reinforcing steel column 51. Thus, the vertical steel columns 41 of the steel frame 4 can form an embedded reinforcing connection structure together with the reinforcing beam 52 and the anchor body 53 through the portion inserted into the concrete cylinder 2. In other embodiments, the reinforcing steel columns 51 can also be separately formed from the vertical steel columns 41. One end of the reinforcing steel column 51 is welded, bolted, or connected to the vertical steel columns 41 of the steel frame 4 via a connecting plate, and the other end passes through the reinforcing beam 52 and inserts into the concrete cylinder 2. Therefore, an integrated or split connection method can be selected according to the processing, transportation and on-site hoisting requirements of the steel frame 4, which can improve the on-site construction adaptability while ensuring the reliability of force transmission between the steel frame 4 and the concrete cylinder 2.

[0069] In some embodiments, the steel frame 4 further includes a circumferential rigid arm short beam 44. The circumferential rigid arm short beam 44 is disposed on the vertical steel column 41 and extends radially outward from the vertical steel column 41 along the concrete cylinder 2. The circumferential rigid arm short beam 44 is connected to the horizontal ring beam 42, or to the radial main beam 71, or simultaneously to both the horizontal ring beam 42 and the radial main beam 71. The extension length of the circumferential rigid arm short beam 44 is one-third to one-half of the diameter of the vertical steel column 41. By providing the circumferential rigid arm short beam 44 on the vertical steel column 41, a connection point can be provided for the horizontal ring beam 42 and the radial main beam 71, forming a reliable connection between the horizontal ring beam 42, the radial main beam 71, and the vertical steel column 41, facilitating the transfer of bending moment, shear force, and axial force transmitted by the horizontal ring beam 42 and the radial main beam 71 to the vertical steel column 41.

[0070] In some embodiments, the horizontal ring beam 42 can be an H-shaped steel beam, and the cross-sectional height of the horizontal ring beam 42 can be 700mm to 900mm. For example, the cross-sectional height of the horizontal ring beam 42 can be 700mm, 750mm, 800mm, 850mm, or 900mm. Both ends of the horizontal ring beam 42 can be connected to the circumferential rigid arm short beams 44 at two adjacent vertical steel columns 41, respectively. Specifically, the upper and lower flanges of the horizontal ring beam 42 can be welded to the circumferential rigid arm short beams 44 using K-groove equal-strength welding, and the web of the horizontal ring beam 42 can be connected to the circumferential rigid arm short beams 44 via intermediate connecting plates and high-strength bolts. Thus, the horizontal ring beam 42 can sequentially connect multiple vertical steel columns 41 along the circumference, enabling the steel frame 4 to form a closed circumferential load-bearing structure at each height level, improving the circumferential integrity and lateral stiffness of the steel frame 4.

[0071] In some embodiments, the extension length of the circumferential rigid arm short beam 44 can be one-third, five-twelfths, one-half, or other values ​​between one-third and one-half the diameter of the vertical steel column 41. When the extension length of the circumferential rigid arm short beam 44 is less than one-third of the diameter of the vertical steel column 41, the extension length of the circumferential rigid arm short beam 44 is too short, and the connection transition distance between the horizontal ring beam 42 or the radial main beam 71 and the vertical steel column 41 is insufficient, which can easily lead to stress concentration in the node area and reduce the stability of bending moment and shear force transmission. When the extension length of the circumferential rigid arm short beam 44 is greater than one-half of the diameter of the vertical steel column 41, the extension length of the circumferential rigid arm short beam 44 is too long, which can easily increase the self-weight of the node and the amount of steel used, and increase the difficulty of processing, welding and on-site installation, but the further improvement of the node's force transmission performance is limited. Therefore, setting the extension length of the circumferential rigid arm short beam 44 to one-third to one-half of the diameter of the vertical steel column 41 can balance the node's force transmission reliability, material usage and construction convenience.

[0072] In some embodiments, the second connecting mechanism 7 includes a plurality of radial main beams 71, a plurality of radial secondary beams 72, an inner circumferential beam 73, and a plurality of cross supports 74. The radial main beams 71 and radial secondary beams 72 are evenly and crosswise arranged along the circumference of the steel frame 4. One end of each radial main beam 71 is connected to a corresponding vertical steel column 41, and the other end is movably connected to the vertical cylinder 3; one end of each radial secondary beam 72 is connected to a corresponding vertical steel column 41, and the other end is connected to the inner circumferential beam 73; the inner circumferential beam 73 connects between two adjacent radial main beams 71 and is arranged around the vertical cylinder 3; each cross support 74 connects between a corresponding radial main beam 71 and a corresponding radial secondary beam 72 to form a horizontal truss platform in the upper region.

[0073] In some embodiments, the radial main beam 71 can be an H-shaped steel beam. The end of the radial main beam 71 near the steel frame 4 can be rigidly connected to the vertical steel column 41 via a circumferential rigid arm short beam 44 at the vertical steel column 41, and the end of the radial main beam 71 near the vertical cylinder 3 can be movably connected to the vertical cylinder 3 via a fixing assembly 75, forming a limited sliding connection. Specifically, the upper and lower flanges of the radial main beam 71 can be welded to the circumferential rigid arm short beam 44 at the vertical steel column 41 using a K-shaped bevel for equal strength. The web of the radial main beam 71 can be connected using high-strength bolts to improve the connection strength between the radial main beam 71 and the steel frame 4. The cross-sectional height of the radial main beam 71 can be from 700mm to 900mm, for example, 700mm, 750mm, 800mm, 850mm, or 900mm.

[0074] In some embodiments, the mounting component 64 in the first connecting mechanism 6 is used to form a fixed connection with the horizontal main beam 61, while the fixing component 75 is used to form a limited sliding connection with the radial main beam 71. Since the steel frame 4 is a steel structure, its lateral stiffness is weaker than that of the vertical cylinder 3. Under wind loads or seismic action, the horizontal deformation of the steel frame 4 may be greater than that of the vertical cylinder 3. Therefore, the end of the radial main beam 71 closest to the vertical cylinder 3 can be connected to the fixing component 75 through elliptical bolt holes. When relative horizontal deformation occurs between the steel frame 4 and the vertical cylinder 3, the radial main beam 71 can slide relative to the fixing component 75 within the range defined by the elliptical bolt holes to release additional internal forces at the connection point. Simultaneously, the fixing component 75 can still provide vertical support to the radial main beam 71 to meet the vertical bearing requirements of the second connecting mechanism 7.

[0075] In some embodiments, a friction-reducing plate 754 may be provided between the horizontal fixing plate 752 of the fixing assembly 75 and the lower flange of the radial main beam 71. The friction-reducing plate 754 may be a polytetrafluoroethylene (PTFE) plate, sandwiched between the horizontal fixing plate 752 and the lower flange of the radial main beam 71. Specifically, the thickness of the friction-reducing plate 754 may be 8 mm to form a low-friction contact interface between the horizontal fixing plate 752 and the lower flange of the radial main beam 71. Bolts may be provided on both sides of the radial main beam 71, passing through the lower flange of the radial main beam 71, the friction-reducing plate 754, and the horizontal fixing plate 752 from top to bottom, and are tightened to form a limiting connection relationship between the radial main beam 71, the friction-reducing plate 754, and the fixing assembly 75. By setting a friction-reducing plate 754 between the horizontal fixed plate 752 and the lower flange of the radial main beam 71, the frictional resistance of the radial main beam 71 when sliding relative to the fixed component 75 can be reduced, the sliding smoothness of the limited sliding connection can be improved, and the radial main beam 71 can more stably release the horizontal deformation difference between the steel frame 4 and the vertical tube 3 under wind load or seismic action.

[0076] As an example, the fixing assembly 75 may include a vertical fixing plate 751, a horizontal fixing plate 752, and a fixing stiffening plate 753. The vertical fixing plate 751 may be embedded on the outside of the vertical cylinder 3 and connected to the web of the radial main beam 71; the horizontal fixing plate 752 is connected to the vertical fixing plate 751 and located below the radial main beam 71 to support the lower flange of the radial main beam 71; the fixing stiffening plate 753 is connected between the vertical fixing plate 751 and the horizontal fixing plate 752 to improve the connection strength between the vertical fixing plate 751 and the horizontal fixing plate 752. The structure of the fixing assembly 75 may correspond to that of the mounting assembly 64, wherein the vertical fixing plate 751 corresponds to the vertical plate 641, the horizontal fixing plate 752 corresponds to the horizontal support plate 642, and the fixing stiffening plate 753 corresponds to the stiffening rib plate 643.

[0077] In this example, the friction-reducing plate 754 is sandwiched between the horizontal fixed plate 752 and the lower flange of the radial main beam 71. That is, the horizontal fixed plate 752 is located below the friction-reducing plate 754, and the lower flange of the radial main beam 71 is located above the friction-reducing plate 754. The friction-reducing plate 754 contacts the upper surface of the horizontal fixed plate 752 and the lower surface of the lower flange of the radial main beam 71, respectively, to form a low-friction support interface between the horizontal fixed plate 752 and the radial main beam 71. The friction-reducing plate 754 can be a polytetrafluoroethylene (PTFE) plate, and its thickness can be 8 mm.

[0078] In this example, the lower flange of the radial main beam 71 can be constructed with elliptical bolt hole slots. Bolts pass through the lower flange of the radial main beam 71, the friction-reducing plate 754, and the horizontal fixing plate 752 sequentially from top to bottom, and are tightened to form a limiting connection between the radial main beam 71, the friction-reducing plate 754, and the horizontal fixing plate 752. The length direction of the elliptical bolt hole slots can be consistent with the relative horizontal displacement direction between the steel frame 4 and the vertical cylinder 3, allowing the radial main beam 71 to slide relative to the horizontal fixing plate 752 within the range defined by the elliptical bolt hole slots. The friction-reducing plate 754 is relatively fixed with the horizontal fixing plate 752, or clamped between the horizontal fixing plate 752 and the radial main beam 71 and held between them within the bolt limiting range to reduce the frictional resistance when the radial main beam 71 slides.

[0079] By clamping the friction-reducing plate 754 between the horizontal fixing plate 752 and the lower flange of the radial main beam 71, the horizontal fixing plate 752 can provide vertical support for the radial main beam 71 while reducing the frictional resistance when the radial main beam 71 slides relative to the fixing assembly 75. By passing bolts through the elliptical bolt holes, the friction-reducing plate 754, and the horizontal fixing plate 752, the radial main beam 71 can be prevented from detaching from the fixing assembly 75, and the sliding range of the radial main beam 71 can be limited. Thus, the fixing assembly 75 can meet the vertical bearing requirements of the second connecting mechanism 7, and also allow the radial main beam 71 to slide horizontally within a preset range relative to the vertical cylinder 3, thereby releasing the difference in horizontal deformation between the steel frame 4 and the vertical cylinder 3.

[0080] In some embodiments, the inner circumferential beam 73 may be an H-shaped steel beam and arranged around the vertical cylinder 3. The inner circumferential beam 73 may have the same or similar curvature as the horizontal ring beam 42 in the steel frame 4, and be connected end-to-end at the middle position of the radial main beam 71 to form a circumferential closed structure around the vertical cylinder 3. The web of the inner circumferential beam 73 may be connected to the web of the radial main beam 71 by high-strength bolts, so that the inner circumferential beam 73 and the radial main beam 71 form a hinged connection. The cross-sectional height of the inner circumferential beam 73 may be 600mm to 700mm, for example, 600mm, 620mm, 650mm, 680mm or 700mm.

[0081] In some embodiments, the radial secondary beam 72 may be an H-shaped steel beam and is disposed between the steel frame 4 and the inner circumferential beam 73. One end of the radial secondary beam 72 is connected to the circumferential rigid arm short beam 44 at the vertical steel column 41, and the other end is connected to the inner circumferential beam 73. Specifically, the radial secondary beam 72 and the inner circumferential beam 73 may form a hinged connection, so that the radial secondary beam 72 can form an auxiliary radial support between the steel frame 4 and the inner circumferential beam 73. The cross-sectional height of the radial secondary beam 72 may be 400mm to 500mm, for example, 400mm, 420mm, 450mm, 480mm, or 500mm. By connecting the radial secondary beam 72 between the circumferential rigid arm short beam 44 and the inner circumferential beam 73, the connection path between the steel frame 4 and the inner circumferential beam 73 can be further increased beyond the radial main beam 71, improving the integrity and load-bearing capacity of the second connection mechanism 7 in the horizontal plane.

[0082] In some embodiments, the cross brace 74 may be an equilateral angle steel and disposed between the radial main beam 71 and the radial secondary beam 72. The cross brace 74 may be arranged sequentially along the circumference of the steel frame 4, forming a cross-shaped support structure between the corresponding radial main beam 71 and radial secondary beam 72. Specifically, one side of the cross brace 74 may extend below the upper flange plate of the radial main beam 71 and the radial secondary beam 72, and be fixedly connected to the contact edge of the cross brace 74 with the radial main beam 71 and the radial secondary beam 72 by fillet weld. A horizontal panel may be provided above the radial main beam 71, the radial secondary beam 72 and the cross brace 74. The horizontal panel may be a horizontally patterned steel plate, and the bottom of the horizontally patterned steel plate may be intermittently welded to the radial main beam 71, the radial secondary beam 72 and the cross brace 74 to form a bearing surface above the second connecting mechanism 7.

[0083] In some embodiments, the second connecting mechanisms 7 can be spaced apart along the height direction of the concrete cylinder 2. For example, the spacing between two adjacent sets of second connecting mechanisms 7 can be 7m to 14m. The setting elevation of the second connecting mechanisms 7 can be consistent with the setting elevation of the horizontal ring beam 42 in the steel frame 4, and the floor height between two adjacent sets of second connecting mechanisms 7 can meet the floor height module of the stairwell in the vertical cylinder 3. Thus, the second connecting mechanisms 7 can form a stable connection with the steel frame 4 at the corresponding floor height position, and facilitate personnel to perform same-floor inspection and operation after reaching the corresponding floor from the elevator shaft or stairwell in the vertical cylinder 3.

[0084] In summary, the second connecting mechanism 7, through the inner circumferential beam 73, radial main beam 71, radial secondary beam 72, and cross bracing 74, forms a horizontally reinforced structure for the upper tower body. This structure connects multiple vertical steel columns 41 in the steel frame 4 circumferentially, improving the load-bearing capacity and overall stiffness of the steel frame 4 in the upper region. Simultaneously, the second connecting mechanism 7 connects the steel frame 4 and the vertical cylinder 3 through the radial main beam 71, creating a movable connection between the radial main beam 71 and the vertical cylinder 3 that allows for limited sliding. This enables the second connecting mechanism 7 to function as a horizontally flexible connecting structure between the steel frame 4 and the vertical cylinder 3, releasing the horizontal deformation difference between them while ensuring vertical load-bearing capacity and platform stability, thereby achieving deformation coordination of the upper tower body.

[0085] In some embodiments, the heat absorption tower structure system 10 further includes a tuning mechanism 8. The tuning mechanism 8 includes a mounting bracket 81, a mass unit 82, an inertial-capacitance unit 83, a damping unit 84, and an anti-collision unit 85. The mounting bracket 81 is mounted on the steel frame 4, and the mass unit 82 is suspended within the mounting bracket 81. The inertial-capacitance unit 83 connects the mass unit 82 and the mounting bracket 81, converting the horizontal displacement of the mass unit 82 relative to the mounting bracket 81 into rotational motion. The damping unit 84 is disposed between the mass unit 82 and the mounting bracket 81, and impedes the movement of the mass unit 82 when it moves relative to the mounting bracket 81. The anti-collision unit 85 is disposed inside the mounting bracket 81 and located at the maximum permissible displacement position of the mass unit 821.

[0086] By mounting the tuning mechanism 8 on the steel frame 4, it can be positioned close to the area of ​​the upper part of the heat absorber tower where the vibration response is significant, thereby improving the efficiency of vibration reduction. The vibration response of the heat absorber tower can be tuned by the swinging of the mass unit 82 relative to the mounting bracket 81; the conversion of the horizontal displacement of the mass unit 82 into rotational motion by the inertial capacitance unit 83 can improve the equivalent inertial effect without significantly increasing the actual mass of the mass unit 82; the damping unit 84 hinders the movement of the mass unit 82 relative to the mounting bracket 81, thus dissipating vibration energy; and the anti-collision unit 85 limits the ultimate displacement of the mass unit 82, reducing the risk of rigid collisions between the mass block 821 and the mounting bracket 81 or the inertial capacitance unit 83 under extreme conditions. Therefore, the tuning mechanism 8 can suppress the vibration response of the heat absorber tower under wind loads and seismic action with a smaller installation space and lower added mass, improving the safety and operational stability of the heat absorber tower structural system 10.

[0087] In some embodiments, the tuning mechanism 8 can be configured as two or four sets. Multiple sets of tuning mechanisms 8 can be arranged in the top region of the steel frame 4 and symmetrically with respect to the center of the heat absorption tower structure system 10. By symmetrically arranging multiple sets of tuning mechanisms 8 in the top region of the steel frame 4, the adaptability of the tuning mechanism 8 to the first-order vibration mode and multi-directional horizontal vibration of the heat absorption tower can be improved, and the additional eccentric effect caused by unilateral arrangement can be reduced, thereby improving the overall vibration reduction effect and structural stress balance of the heat absorption tower.

[0088] In some embodiments, the mass unit 82 includes at least one mass block 821 and multiple slings 822. One end of each sling 822 is connected to a mounting bracket 81, and the other end is connected to the mass block 821, so that the mass block 821 is suspended within the mounting bracket 81. Specifically, the upper end of the sling 822 can be connected to the top crossbeam of the mounting bracket 81, and the lower end of the sling 822 can be anchored to the bottom plate of the mass block 821, so that the mass block 821 can be suspended within the mounting bracket 81. The mass block 821 can adopt a combination structure of multiple layers of steel plates stacked and bolted together. By adjusting the number of steel plate layers, the thickness of a single layer of steel plate, or the number of steel plates, the total mass of the mass block 821 can be adjusted according to the actual operating conditions of the heat absorber tower, thereby improving the adaptability of the tuning mechanism 8 to the dynamic characteristics of the heat absorber tower. Specifically, the total physical mass of mass block 821 can be determined based on the mass participating in the first mode of the heat absorber tower, and the ratio of the total physical mass of mass block 821 to the mass participating in the first mode of the heat absorber tower can be 0.5% to 2.5%. The total physical mass of mass block 821 in a single tuning mechanism 8 can be 10 tons to 50 tons, for example, 10 tons, 20 tons, 30 tons, 40 tons or 50 tons.

[0089] In some embodiments, the inertia-capacity unit 83 can be a ball screw type inertia-capacity unit, and is horizontally arranged between the lower part of the mass unit 82 and the mounting bracket 81. The inertia-capacity unit 83 includes an inertia-capacity screw 831, an inertia-capacity nut 832, a nut seat 833, a flywheel 834, and a plurality of ball joints 835. The inertia-capacity screw 831 is threadedly engaged with the inertia-capacity nut 832, and one end of the inertia-capacity screw 831 is hinged to the mass block 821 through a ball joint 835; the inertia-capacity nut 832 is rotatably mounted on the nut seat 833, and the nut seat 833 is hinged to the mounting bracket 81 through another ball joint 835; the flywheel 834 is drive-connected to the inertia-capacity nut 832. When the mass block 821 swings horizontally relative to the mounting bracket 81, the mass block 821 drives the inertial displacement screw 831 to move axially relative to the inertial displacement nut 832. The relative axial movement between the inertial displacement screw 831 and the inertial displacement nut 832 drives the inertial displacement nut 832 to rotate, and the inertial displacement nut 832 drives the flywheel 834 to rotate, thereby converting the horizontal linear displacement of the mass block 821 into the rotational motion of the flywheel 834.

[0090] In some embodiments, the apparent mass generated by the inertial capacitance unit 83 is related to the lead of the inertial capacitance screw 831, the mass of the flywheel 834, and the radius of the flywheel 834. The lead of the inertial capacitance screw 831, the mass of the flywheel 834, and the radius of the flywheel 834 can be selected according to the dynamic characteristics of the heat absorption tower, the mass of the mass block 821, and the target vibration reduction frequency, so that the inertial capacitance unit 83 generates an apparent mass that matches the vibration reduction requirements of the heat absorption tower. By setting the inertial capacitance unit 83, the equivalent inertial effect of the mass unit 82 can be amplified by utilizing the inertial capacitance effect generated by the rotation of the flywheel 834, enabling the tuning mechanism 8 to achieve a greater vibration reduction effect without significantly increasing the actual mass of the mass block 821, thereby reducing the additional mass at the top of the tower and the installation space requirements. By setting ball joints 835 at both ends of the inertial capacity unit 83, it can adapt to the directional changes and small vertical arc displacements generated during the swing of the mass block 821, so that the inertial capacity screw 831 mainly bears the axial push and pull action, reducing the influence of bending moment on the inertial capacity screw 831 and the inertial capacity nut 832, reducing the risk of jamming or damage to the inertial capacity unit 83, and improving the operational stability of the tuning mechanism 8.

[0091] In some embodiments, the damping unit 84 may be an eddy current damping unit. The damping unit 84 includes a magnetic element 841, a back iron 843, and a conductor 842. One of the magnetic element 841 and the conductor 842 is connected to a mounting bracket 81, and the other is connected to a mass block 821, allowing the magnetic element 841 and the conductor 842 to undergo relative displacement as the mass block 821 moves relative to the mounting bracket 81. The back iron 843 is located on the side of the magnetic element 841 opposite to the conductor 842, providing a magnetic path for the magnetic element 841. Exemplarily, the magnetic element 841 may include an array of permanent magnets, and the conductor 842 may include a high-conductivity conductor plate, which may be a copper plate, such as a T2 pure copper plate. A gap is maintained between the permanent magnet array and the conductor plate, and they are not in contact.

[0092] In one example, the magnetic element 841 and the back iron 843 can be mounted on the mass block 821 and move synchronously with it, while the conductor element 842 can be mounted on the mounting bracket 81 and remain fixed relative to it. In another example, the conductor element 842 can be mounted on the mass block 821 and move synchronously with it, while the magnetic element 841 and the back iron 843 can be mounted on the mounting bracket 81 and remain fixed relative to it. Thus, when the mass block 821 oscillates relative to the mounting bracket 81, relative motion can occur between the magnetic element 841 and the conductor element 842, creating an eddy current damping effect.

[0093] Specifically, the permanent magnet array can include multiple sintered NdFeB permanent magnets, with grades ranging from N45 to N52. The temperature resistance of the permanent magnets can be no less than 120℃, and the surface center magnetic induction intensity of the permanent magnets can be 1.0T to 1.4T. The length of a single permanent magnet can be 100mm to 150mm, the width can be 50mm to 100mm, and the thickness can be 20mm to 40mm. Multiple permanent magnets can be arranged in an alternating N and S pole configuration, with the pole spacing between adjacent permanent magnets being 1.2 to 1.5 times the width of the permanent magnet. The thickness of the conductor plate can be 15mm to 35mm, and the gap between the permanent magnet array and the conductor plate can be 3mm to 8mm.

[0094] When the mass block 821 moves relative to the mounting bracket 81, relative motion occurs between the magnetic component 841 and the conductor component 842. The conductor component 842 cuts the magnetic field lines formed by the magnetic component 841, generating eddy currents within the conductor component 842. The induced magnetic field generated by the eddy currents interacts with the magnetic field of the magnetic component 841, thereby producing an electromagnetic damping force that resists the movement of the mass block 821 relative to the mounting bracket 81. By setting the damping unit 84 as an eddy current damping unit, damping force can be generated without direct contact between the magnetic component 841 and the conductor component 842, thereby reducing mechanical wear and maintenance requirements. By setting the back iron 843, the magnetic field utilization rate of the side of the magnetic component 841 facing the conductor component 842 can be improved, enhancing the eddy current damping effect. By using permanent magnets with high temperature resistance, the risk of demagnetization of permanent magnets in high-altitude and high-temperature environments can be reduced, improving the long-term operational stability of the damping unit 84 in the heat absorption tower of the tower solar thermal power plant.

[0095] In some embodiments, the anti-collision unit 85 may include a buffer element, which may be made of polymer polyurethane elastomer or multilayer laminated rubber pads. Specifically, the thickness of the buffer element may be 50mm to 200mm, and the maximum allowable compressive deformation of the buffer element may be 30% to 50% of its thickness. When the heat absorption tower encounters extreme conditions such as strong winds or earthquakes, the anti-collision unit 85 can limit the ultimate displacement of the mass block 821 relative to the mounting bracket 81, preventing the mass block 821 from rigidly colliding with the mounting bracket 81, the inertial capacity unit 83, or other components.

[0096] In some embodiments, the mounting bracket 81 can be formed by welding high-strength steel. For example, the mounting bracket 81 can be made of Q355B or Q355D low-alloy high-strength structural steel, and the mounting bracket 81 has internal space reserved for the swinging motion of the mass block 821. A connecting base can be provided at the bottom of the mounting bracket 81, which is used to anchor to the steel frame 4 or the second connecting mechanism 7 to provide a mounting foundation for the tuning mechanism 8. By providing the mounting bracket 81 and the connecting base, the mass block 821, the inertial capacity unit 83, the damping unit 84, and the anti-collision unit 85 can be integrated into a stable tuning mechanism 8, and the control force generated by the tuning mechanism 8 can be transmitted to the heat absorption tower structure system 10.

[0097] In summary, the tuning mechanism 8, through the cooperation of the mass unit 82, the inertial-capacitive unit 83, the damping unit 84, and the anti-collision unit 85, can utilize the inertial-capacitive unit 83 to convert the horizontal displacement of the mass unit 82 into rotational motion, and generate a mass amplification effect through the rotation of the flywheel 834, thereby improving the tuning and vibration reduction efficiency without significantly increasing the added mass at the top of the tower. When the damping unit 84 adopts a non-contact energy dissipation method, it can reduce mechanical wear and improve long-term operational stability; the anti-collision unit 85 can limit the ultimate displacement of the mass unit 82 under extreme conditions, reducing the risk of rigid collision between the mass block 821 and the mounting bracket 81 or the inertial-capacitive unit 83. Therefore, the tuning mechanism 8 can suppress the vibration response of the heat absorption tower under wind loads and seismic action with a smaller installation space and lower added mass, improving the safety and operational stability of the heat absorption tower structural system 10.

[0098] Other embodiments of this specification will readily occur to those skilled in the art upon consideration of the specification and practice of the invention claimed herein. This specification is intended to cover any variations, uses, or adaptations that follow the general principles of this specification and include common knowledge or customary techniques in the art not claimed herein. The specification and examples are to be considered exemplary only, and the true scope and spirit of this specification are indicated by the following claims.

[0099] It should be understood that this specification is not limited to the precise structures described above and shown in the accompanying drawings, and various modifications and changes can be made without departing from its scope. The scope of this specification is limited only by the appended claims.

[0100] The above description is merely a preferred embodiment of this specification and is not intended to limit this specification. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of this specification should be included within the scope of protection of this specification.

Claims

1. A heat-absorbing tower structure system for a tower-type solar thermal power plant, characterized in that, include: Heat absorber; A concrete cylinder with a hollow structure; A vertical cylinder is disposed within the cavity, extends along the height direction of the concrete cylinder, and partially extends out of the concrete cylinder; A steel frame is provided above the concrete cylinder and surrounds the outside of the vertical cylinder extending from the concrete cylinder; the heat absorber is provided on the steel frame. A reinforcing mechanism is connected between the concrete cylinder and the steel frame, and is at least partially embedded in the concrete cylinder to restrict the movement of the steel frame relative to the concrete cylinder in the height and horizontal directions. At least one set of first connecting mechanisms is disposed between the concrete cylinder and the vertical cylinder, and is fixedly connected to the concrete cylinder and the vertical cylinder respectively, so as to limit the relative horizontal displacement between the concrete cylinder and the vertical cylinder; At least one set of second connecting mechanisms is provided between the steel frame and the vertical cylinder. One end of the second connecting mechanism is connected to the steel frame, and the other end is movably connected to the vertical cylinder, so as to allow relative horizontal displacement within a preset range between the steel frame and the vertical cylinder.

2. The heat-absorbing tower structure system of the tower-type solar thermal power plant according to claim 1, characterized in that: The strengthening mechanism includes a reinforcing steel column, a reinforcing beam, and an anchor body; The reinforcing beam is connected to the steel frame; The reinforcing steel column passes through the reinforcing crossbeam and is connected to the reinforcing crossbeam; At least a portion of the reinforcing steel column, passing through the reinforcing beam, is inserted into the concrete cylinder. The anchor body is embedded in the concrete cylinder, and the anchor body is provided with reinforcing bars. At least a portion of the reinforcing bars are connected to the reinforcing steel column, and at least a portion of the reinforcing bars are connected to the reinforcing beam.

3. The heat-absorbing tower structure system of the tower-type solar thermal power plant according to claim 2, characterized in that: The reinforcing mechanism also includes multiple reinforcing plates; Multiple reinforcing plates are disposed between the reinforcing steel column and the reinforcing crossbeam, and are respectively connected to the reinforcing steel column and the reinforcing crossbeam; The side of the reinforcing plate closest to the reinforcing steel column is adapted to the shape of the outer circumference of the reinforcing steel column.

4. The heat-absorbing tower structure system of the tower-type solar thermal power plant according to claim 2, characterized in that: The reinforcing steel column has an outer diameter, and the portion of the reinforcing steel column inserted into the concrete cylinder has an embedding depth. The embedding depth is 3 to 5 times the outer diameter of the steel column.

5. The heat-absorbing tower structure system of the tower-type solar thermal power plant according to claim 1, characterized in that: The first connecting mechanism includes multiple horizontal main beams, multiple horizontal secondary beams, and multiple diagonal supports; Multiple horizontal main beams are spaced apart along the circumference of the vertical cylinder, with one end of each horizontal main beam fixedly connected to the concrete cylinder and the other end fixedly connected to the vertical cylinder. Multiple horizontal secondary beams are sequentially connected between two adjacent horizontal main beams to form a circumferential connection structure surrounding the vertical cylinder; Each of the diagonal supports is connected between the corresponding horizontal main beam and the corresponding horizontal secondary beam to enhance the connection stiffness of the horizontal main beam and the horizontal secondary beam in the horizontal plane.

6. The heat-absorbing tower structure system of the tower-type solar thermal power plant according to claim 5, characterized in that: The first connecting mechanism further includes an installation assembly for connecting the horizontal main beam to the concrete cylinder and connecting the horizontal main beam to the vertical cylinder; The mounting components include a vertical plate, a horizontal support plate, and stiffening ribs; The vertical plate is embedded in the concrete cylinder or the vertical tube and is connected to the web of the horizontal main beam; The horizontal support plate is connected to the vertical plate and supports the lower flange of the horizontal main beam; The stiffening rib is connected between the vertical plate and the horizontal support plate to improve the connection strength between the vertical plate and the horizontal support plate.

7. The heat-absorbing tower structure system of the tower-type solar thermal power plant according to claim 1, characterized in that: The steel frame includes multiple vertical steel columns, multiple horizontal ring beams, and multiple inter-column supports; the multiple vertical steel columns are spaced apart along the circumference of the concrete cylinder and connected to the reinforcing mechanism; each horizontal ring beam is connected between two adjacent vertical steel columns; each inter-column support is connected between two adjacent horizontal ring beams. The second connecting mechanism includes multiple radial main beams, multiple radial secondary beams, an inner circumferential beam, and multiple cross supports; one end of each radial main beam is connected to the corresponding vertical steel column, and the other end is movably connected to the vertical cylinder; one end of each radial secondary beam is connected to the corresponding vertical steel column, and the other end is connected to the inner circumferential beam; the inner circumferential beam connects two adjacent radial main beams and is arranged around the vertical cylinder; each cross support connects the corresponding radial main beam and the corresponding radial secondary beam.

8. The heat-absorbing tower structure system of the tower-type solar thermal power plant according to claim 7, characterized in that: The steel frame also includes circumferential rigid arm short beams; The circumferential rigid arm short beam is provided on the vertical steel column and extends outward from the vertical steel column along the radial direction of the concrete cylinder; The circumferential rigid arm short beam is connected to the horizontal ring beam and / or the radial main beam; The extension length of the circumferential rigid arm short beam is one-third to one-half the diameter of the vertical steel column.

9. The heat-absorbing tower structure system of the tower-type solar thermal power plant according to any one of claims 1 to 8, characterized in that: The heat absorption tower structure system also includes a tuning mechanism; The tuning mechanism includes a mounting bracket, a mass unit, an inertial capacitance unit, and a damping unit; The mounting bracket is mounted on the steel frame, and the mass unit is suspended inside the mounting bracket; The inertial-capacitance unit is connected between the mass unit and the mounting bracket, and is used to convert the horizontal displacement of the mass unit relative to the mounting bracket into rotational motion; The damping unit is disposed between the mass unit and the mounting bracket and is used to impede the movement of the mass unit relative to the mounting bracket.

10. The heat-absorbing tower structure system of the tower-type solar thermal power plant according to claim 9, characterized in that: The mass unit includes at least one mass block and multiple slings; one end of each sling is connected to the mounting bracket, and the other end is connected to the mass block, so that the mass block is suspended within the mounting bracket; The inertial capacity unit includes an inertial capacity screw, an inertial capacity nut, a nut seat, a flywheel, and multiple ball joints; The inertia-capacity screw is threadedly engaged with the inertia-capacity nut, and one end of the inertia-capacity screw is hinged to the mass block through a ball joint; The inertial nut is rotatably disposed on the nut seat, and the nut seat is hinged to the mounting bracket via another ball joint; The flywheel is connected to the inertial capacitance nut for transmission, so that when the mass block moves horizontally relative to the mounting bracket, the inertial capacitance screw moves axially relative to the inertial capacitance nut and drives the inertial capacitance nut to rotate, thereby driving the flywheel to rotate. The damping unit is connected between the mass block and the mounting bracket to generate a damping force that opposes the movement of the mass block when the mass block moves relative to the mounting bracket.

Images