Tower top steel structure self-resetting swing solar heat absorption tower structure system

Abstract

The application belongs to the field of structural earthquake resistance and discloses a tower top steel structure self-resetting rocking solar heat absorption tower structure system. A plurality of supporting conversion sections are arranged at the bottom of the tower top steel structure. A rocking interface is formed between the bottom contact surface of the supporting conversion section and the annular top surface of the tower top concrete tower section, so as to allow the tower top steel structure to locally open, close and be in contact with pressure and to rock. Prestressed tendons cross the rocking interface, so as to provide restoring force after the tower top steel structure rocks and the dynamic effect is weakened or ended. Energy dissipation devices are connected to the supporting conversion section and the tower top concrete tower section, so as to dissipate input energy when the tower top steel structure rocks relative to the tower top concrete tower section, reduce the damage risk of the system under the action of earthquakes, strong winds or other dynamic effects, and improve the seismic toughness and post-earthquake recovery capacity of the upper structure of the solar heat absorption tower.

Description

Technical Field

[0001] This invention belongs to the field of structural earthquake resistance, specifically relating to a self-resetting swaying solar heat absorption tower structure system with a steel structure at the top of the tower. Background Technology

[0002] Tower solar thermal power generation systems typically use heliostats to reflect and concentrate solar radiation onto an absorber at the top of the tower, thereby heating the heat transfer medium and generating electricity. The solar absorber tower, a key tall structure in the system, usually consists of a lower concrete tower and a steel structure at the top. The steel structure supports the absorber, equipment platform, maintenance structures, and related auxiliary components; its load-bearing capacity directly affects the normal operation and structural safety of the solar absorber tower.

[0003] In existing solar thermal absorption towers, the steel structure at the top of the tower is typically connected to the top of the concrete tower using fixed supports or rigid connections. The vertical loads, horizontal forces, and dynamic forces borne by the steel structure at the top are transferred to the concrete tower through these connections. While this type of connection is structurally sound and transmits forces directly, under earthquakes, strong winds, or other dynamic forces, the steel structure at the top and the connection area with the top of the concrete tower may experience significant internal forces and localized deformation. For solar thermal absorption towers with absorbers and equipment platforms at the top, damage to the steel structure at the top or its supporting connections can lead to reduced positioning accuracy of the equipment, degradation of local support performance, increased difficulty in post-earthquake inspection and repair, and further impact the recovery and operation of the solar thermal power generation system.

[0004] Tall tower structures are characterized by their large height, high flexibility, relatively concentrated equipment and mass at the top, and sensitivity to dynamic response. Under horizontal seismic or wind loads, the inertial forces and relative deformation requirements at the tower top steel structure are particularly prominent. Traditional fixed connection systems mainly rely on the strength of the components themselves and the load-bearing capacity of the connection nodes to resist external forces. When the dynamic forces reach a high level, structural damage may concentrate at the steel structure connection nodes, supporting components, localized bearing areas at the top of the concrete, or anchorage areas. Once this type of damage occurs, it may not only reduce local load-bearing capacity but also increase the difficulty of post-earthquake residual deformation and functional recovery.

[0005] Self-resetting swaying structures guide relative structural deformation to predetermined positions through the partial opening, closing, and compressive contact of pre-defined swaying interfaces, and utilize prestressed components to provide restoring forces, thereby reducing the risk of irreversible damage to the main structure. Energy dissipation devices utilize the energy dissipated by the relative motion of the structure to control the structural dynamic response and sway amplitude. Combining swaying, self-resetting, and energy dissipation mechanisms is a technical approach to improving the seismic toughness and post-earthquake functional recovery capacity of structures.

[0006] However, existing technologies, when applying self-resetting swaying and energy dissipation mechanisms to the connection area between the top concrete tower section and the bottom steel structure of a solar absorber tower, still struggle to simultaneously meet the requirements for clear vertical force transmission, controllable swaying, energy dissipation, and post-earthquake recovery. Rigid connections are not conducive to releasing the relative deformation between the steel structure and the top concrete tower section; simply setting a rotatable or sliding interface without restoring force components may result in significant residual displacement or difficulty in recovery; and setting only energy dissipation components without a clear swaying interface and supporting force transmission structure makes it difficult to achieve the synergistic effect of controllable swaying, energy dissipation, and self-resetting.

[0007] Therefore, it is necessary to propose a self-resetting swaying solar heat-absorbing tower structure system with a steel structure at the top of the tower. A predetermined swaying interface is formed between the concrete tower section at the top of the tower and the bottom of the steel structure at the top of the tower. The restoring force is provided by prestressed tendons, and the input energy is dissipated by energy dissipation devices. This helps to reduce the risk of damage to the steel structure at the top of the tower and its supporting connection parts under earthquakes, strong winds or other dynamic forces, and improves the seismic toughness and post-earthquake recovery capability of the upper structure of the solar heat-absorbing tower. Summary of the Invention

[0008] To address the problem that existing solar thermal towers often use fixed supports or rigid connections between the steel structure at the top and the concrete tower top, which can lead to significant internal forces, localized deformation, and damage to the steel structure and its supporting connections under earthquakes, strong winds, or other dynamic forces, and potentially increase the difficulty of post-earthquake residual deformation and functional recovery, this invention provides a self-resetting swaying solar thermal tower structure system with a steel structure at the top. Through the synergistic action of the swaying interface, prestressed tendons, and energy dissipation devices, this invention enables the steel structure at the top to sway controllably at a predetermined swaying interface and return to its initial position after the dynamic forces weaken or cease. This helps reduce the risk of damage to the steel structure and its supporting connections, minimizes residual deformation, and improves the post-earthquake recovery capability of the solar thermal tower's upper structure.

[0009] The technical solution of the present invention is as follows: A self-resetting swaying solar heat absorption tower structure system with a steel structure at the top of the tower includes a concrete tower, a concrete tower section at the top of the tower, a steel structure at the top of the tower, a support transition section, prestressed tendons, and an energy dissipation device.

[0010] The concrete tower section at the top of the tower is located at the top of the concrete tower, and the steel structure at the top of the tower is located above the concrete tower section at the top of the tower.

[0011] The bottom of the tower top steel structure is provided with multiple support transition sections. These multiple support transition sections are arranged radially from the center along the annular top surface of the concrete tower section at the top of the tower and are spaced apart circumferentially, together forming an annular radial support steel frame at the bottom of the tower top steel structure, which is used to support and connect the upper steel components of the tower top steel structure. A swaying interface is formed between the bottom contact surface of each support transition section and the annular top surface of the concrete tower section at the top of the tower. The swaying interface is used to allow the steel structure at the top of the tower to sway in a localized opening, closing, and pressure-contact manner relative to the concrete tower section at the top of the tower.

[0012] The prestressing tendons are installed across the sway interface. The upper end of the prestressing tendons is anchored to the support transition section, and the lower end is anchored to the concrete tower section at the top of the tower. The prestressing tendons are arranged in an unbonded manner to provide restoring force when the steel structure at the top of the tower sways and when the dynamic action weakens or ends.

[0013] The energy dissipation device is connected between the support transition section and the concrete tower section at the top of the tower to dissipate the input energy when the steel structure at the top of the tower sways relative to the concrete tower section at the top of the tower.

[0014] No connection structure is provided at the swing interface to form a full-section rigid consolidation between the support transition section and the concrete tower section at the top of the tower.

[0015] Based on the above technical features: the support transition section includes vertical steel sections, inclined steel sections and bottom support beams. The vertical steel sections, inclined steel sections and bottom support beams are rigidly connected to form a radial force transmission structure with a triangular structure at the radial outer end.

[0016] The bottom support beam is arranged radially along the annular top surface of the concrete tower section at the top of the tower, and serves as the radial base of the radial force transmission structure.

[0017] The upper ends of the vertical and diagonal steel sections are connected to each other, and the lower ends of the vertical and diagonal steel sections are fixedly connected to the bottom support beam. The diagonal steel section is located on the radial outer side of the vertical steel section, thus forming a triangular structure at the radial outer end of the radial force transmission structure.

[0018] A rocking interface is formed between the lower surface of the bottom support beam and the annular top surface of the concrete tower section at the top of the tower.

[0019] Based on the above technical features: the upper end of the prestressed tendon is anchored to the bottom support beam through the upper anchoring component, and the lower end of the prestressed tendon is anchored to the concrete tower section at the top of the tower through the lower anchoring component.

[0020] Based on the above technical features: the bottom support beam is one of the following: I-beam, H-beam, box beam, circular tube beam with a bearing bottom plate, composite section beam, or steel-concrete composite beam.

[0021] Based on the above technical features: the upper end of the energy-consuming device is connected to the support transition section through the upper connection structure of the energy-consuming device, and the lower end of the energy-consuming device is connected to the concrete tower section at the top of the tower through the lower connection structure of the energy-consuming device.

[0022] Based on the above technical features, the energy dissipation device is one or more of the following: viscous damper, friction energy dissipator, metal yield energy dissipator, viscoelastic energy dissipator, or composite energy dissipator.

[0023] Based on the above technical characteristics: prestressed tendons are one or more of prestressed steel strands, prestressed tie rods, or prestressed cables.

[0024] Based on the above technical features: when the prestressing tendons adopt an unbonded arrangement, a protective sleeve is installed on the outside of the prestressing tendons, and an anti-corrosion medium layer is installed between the prestressing tendons and the protective sleeve.

[0025] The working mechanism of this invention is as follows: Under normal operating conditions, the tower top steel structure is supported on the concrete tower section at the top of the tower by multiple support transition sections arranged radially from its bottom and spaced circumferentially. The swaying interface formed between the bottom support beam in each support transition section and the top surface of the concrete tower section at the top of the tower is in closed contact, the prestressed tendons are in pre-tensioned state, and the energy dissipation device is in initial working state. When an earthquake, strong wind, or other dynamic action occurs, the tower top steel structure can sway controllably relative to the concrete tower section at the swaying interface through the multiple support transition sections. The tension side of the swaying interface partially opens, while the compression side remains in contact and bears the pressure. The prestressed tendons crossing the swaying interface undergo additional elongation and store elastic strain energy with the swaying motion. The energy dissipation device expands, slides, or undergoes controlled deformation with the relative movement between the support transition sections and the concrete tower section at the top of the tower, dissipating the input energy. When the dynamic action weakens or ends, the prestressed tendons release the elastic strain energy stored during the swaying process and provide restoring force. Under the combined action of the restoring force of the prestressed tendons and the self-weight of the tower top steel structure, the tower top steel structure recovers to its initial position, and the swaying interface tends to close again, thereby reducing the residual deformation after the end of the dynamic action.

[0026] Compared with the prior art, the present invention has at least the following beneficial effects: 1. The present invention sets the swaying interface between the concrete tower section at the top of the tower and the support transition section at the bottom of the steel structure at the top of the tower, so that the steel structure at the top of the tower can sway in a controlled manner at a predetermined position, which helps to reduce the risk of damage to the steel structure at the top of the tower and its support connection parts under earthquakes, strong winds or other dynamic forces.

[0027] 2. By setting the prestressed tendons across the swaying interface, the prestressed tendons can generate additional elongation and store elastic strain energy when the swaying interface is partially opened, and provide restoring force after the dynamic action weakens or ends, thereby helping to reduce the residual deformation of the steel structure at the top of the tower and improve the post-earthquake recovery capability of the upper structure of the solar heat absorption tower.

[0028] 3. The present invention connects the energy dissipation device between the support transition section and the concrete tower section at the top of the tower, so that the energy dissipation device can dissipate the input energy by utilizing the relative motion of the tower top steel structure during the swaying process, thereby helping to control the swaying amplitude and dynamic response of the tower top steel structure.

[0029] 4. The support transition section of the present invention is formed by the rigid connection of vertical steel, diagonal steel and bottom support beam to form a radial force transmission structure with a triangular structure at the radial outer end. Multiple support transition sections are arranged radially from the center and spaced apart along the circumference, which together form an annular radial support steel skeleton at the bottom of the tower top steel structure. This is conducive to forming a clear vertical force transmission path and improving the overall stability of the support system at the bottom of the tower top steel structure.

[0030] 5. The present invention centrally sets the swaying mechanism, self-resetting mechanism and energy dissipation mechanism in the top area of ​​the concrete tower, eliminating the need for an overall swaying interface between the foundation and the concrete tower, which is beneficial for vibration reduction protection of the steel structure at the top of the solar heat absorption tower and the support area of ​​its key equipment.

[0031] 6. The structural form, arrangement quantity and related parameters of the support transition section, bottom support beam, prestressed tendons and energy dissipation device in this invention can be configured according to the tower height, the planar layout of the tower top steel structure, the equipment load and seismic design requirements, so as to adapt to solar heat absorption towers of different heights, different tower top steel structure layouts and different equipment support requirements. Attached Figure Description

[0032] Figure 1 This is a schematic diagram of the overall structure of the self-resetting swaying solar heat absorption tower system of the tower top steel structure of the present invention.

[0033] Figure 2 This is an overview diagram of the support transition section and self-resetting swaying energy dissipation structure between the concrete tower section at the top of the tower and the bottom of the steel structure at the top of the tower in this invention.

[0034] Figure 3 This is a partial structural diagram of the support transition section and the swaying interface formed between it and the concrete tower section at the top of the tower in this invention.

[0035] Figure 4 This is a schematic diagram showing the connection relationship between the prestressed tendons, energy dissipation devices, and support transition sections in this invention.

[0036] Figure 5 This is a cross-sectional schematic diagram of the upper and lower anchorage positions of the prestressed tendons in this invention.

[0037] Figure 6 This is a schematic diagram illustrating the working principle of the present invention in the initial state, the swinging energy-dissipating state, and the self-resetting state after the application of power.

[0038] Figure 7This is a schematic diagram of multiple support transition sections arranged radially from the center of the annular top surface of the concrete tower section at the top of the tower and spaced apart circumferentially.

[0039] Figure 8 This is a schematic diagram showing the arrangement of the swaying interface on the annular top surface of the concrete tower section at the top of the tower in this invention.

[0040] Explanation of markings in the diagram 1: Concrete tower; 2: Concrete tower section at the top of the tower; 3: Steel structure at the top of the tower; 4: Support transition section; 5: Vertical steel section; 6: Inclined steel section; 7: Bottom support beam; 8: Swaying interface; 9: Prestressed tendons; 10: Upper anchoring assembly; 11: Lower anchoring assembly; 12: Energy dissipation device; 13: Upper connection structure of the energy dissipation device; 14: Lower connection structure of the energy dissipation device; 15: Foundation. Detailed Implementation

[0041] The specific embodiments of the present invention will be further described below with reference to the accompanying drawings. These embodiments are only for illustrating the technical solutions of the present invention and are not intended to limit the scope of protection of the present invention. The scope of protection of the present invention should be determined by the scope defined in the claims. Equivalent substitutions, simple transformations, or improvements made by those skilled in the art to the form of related components, connection methods, arrangement quantities, and material types without departing from the technical concept of the present invention should all fall within the scope of protection defined in the claims of the present invention.

[0042] In the description of this invention, the terms "upper", "lower", "top", "bottom", "inner side", "outer side", "vertical", "horizontal", "circumferential", "radial", etc., are all based on the orientation or positional relationship shown in the accompanying drawings, and are used to facilitate the description of this invention and simplify the expression, and do not indicate or imply that the relevant components must have a specific orientation or be constructed and used in a specific orientation.

[0043] In this invention, the terms "connection," "setting," "anchoring," and "support" should be interpreted broadly. For example, "connection" can be a direct connection or an indirect connection through an intermediate connecting member; it can be a fixed connection, a detachable connection, or a hinged connection; "anchoring" can be achieved through anchor plates, anchors, nuts, embedded parts, connecting members, or other structures capable of transmitting tensile force. Those skilled in the art can understand the specific meaning of the above terms in this invention based on specific force relationships and engineering requirements.

[0044] like Figures 1 to 7 As shown, this embodiment provides a self-resetting swaying solar heat absorption tower structure system with a steel structure at the top, including a concrete tower 1, a concrete tower section 2 at the top of the tower 2, a steel structure at the top of the tower 3, a support transition section 4, prestressed tendons 9, and an energy dissipation device 12.

[0045] The concrete tower 1 is the lower load-bearing cylinder of the solar heat absorption tower. Its bottom is connected to the foundation 15, and its top is provided with a concrete tower section 2. In this embodiment, the concrete tower 1 is a hollow cylindrical structure used to bear the vertical loads and horizontal forces transmitted by the tower top steel structure 3, the heat absorber, the equipment platform and related auxiliary structures.

[0046] The concrete tower section 2 at the top of the tower is located at the top of the concrete tower 1 and is the uppermost section of the tower body. It supports the steel structure 3 at the top of the tower and forms the sway interface 8. The annular top surface of the concrete tower section 2 at the top of the tower serves as the contact and bearing part of the bottom support system of the steel structure 3 at the top of the tower. It can also be equipped with locally thickened areas, pre-embedded anchoring structures, or pre-embedded connection structures as needed for the project, so as to anchor the prestressed tendons 9 and connect the energy dissipation device 12.

[0047] The steel structure 3 at the top of the tower is located above the concrete tower section 2 at the top of the tower and is used to support the absorber, equipment platform, maintenance structure, and related auxiliary structures. The steel structure 3 at the top of the tower may include vertical steel members, inclined steel members, circumferential steel members, radial steel members, and platform structures, etc., and its specific form can be determined according to the equipment layout, load conditions, and construction requirements of the solar absorber tower.

[0048] In this embodiment, the bottom of the steel structure 3 at the top of the tower is provided with multiple support transition sections 4. The multiple support transition sections 4 are arranged radially from the center along the annular top surface of the concrete tower section 2 at the top of the tower and are spaced apart along the circumference.

[0049] All four support transition sections are combined to form a ring-shaped radial integral support steel frame (such as...). Figure 7 As shown), the steel structure above is supported and fixed from the bottom, and the vertical load of the tower top steel structure 3 is transferred to the concrete tower section 2 at the top of the tower. The lower surface of the bottom support beam 7 in each support transfer section 4 forms an openable and a closed contact area with the corresponding area on the top surface of the concrete tower section 2 at the top of the tower. Figure 8 As shown, the contact areas together constitute the sway interface 8. The sway interface 8 is used to allow the tower top steel structure 3 to sway in a partially open, closed, and compressive contact manner relative to the concrete tower section 2 at the top of the tower.

[0050] The support transition section 4 includes vertical steel sections 5, inclined steel sections 6, and a bottom support beam 7. The vertical steel sections 5, inclined steel sections 6, and bottom support beam 7 are rigidly connected to form a radial force transmission structure with a triangular structure at its radially outer end. The bottom support beam 7 is radially arranged along the annular top surface of the concrete tower section 2 at the top of the tower and serves as the radial base of the radial force transmission structure. The upper end of the vertical steel section 5 is rigidly connected to the upper end of the inclined steel section 6; the lower end of the vertical steel section 5 is rigidly connected to the bottom support beam 7; the lower end of the inclined steel section 6 is rigidly connected to the bottom support beam 7; the inclined steel section 6 is located radially outside the vertical steel section 5; the vertical steel section 5, inclined steel section 6, and bottom support beam 7 together form a triangular structure at the radially outer end of the radial force transmission structure.

[0051] Through the aforementioned radial force transmission structure, the vertical load of the tower top steel structure 3 can be transferred to the concrete tower section 2 at the top of the tower via the vertical steel section 5, the diagonal steel section 6, and the bottom support beam 7. The relative deformation caused by the dynamic action is concentrated at the sway interface 8 and is controlled collaboratively by the prestressed tendons 9 and the energy dissipation device 12. The annular radial support steel frame formed by multiple support transition sections 4 helps to improve the overall stability of the bottom support system of the tower top steel structure 3 and forms a clear vertical force transmission path.

[0052] In this preferred embodiment, such as Figure 2 , Figure 3 and Figure 4 As shown, the vertical steel section 5 is installed vertically, and the inclined steel section 6 is installed at an angle relative to the vertical steel section 5. The upper end of the inclined steel section 6 is connected to the vertical steel section 5 or a nearby node, and the lower end is connected to the bottom support beam 7. The vertical steel section 5, the inclined steel section 6, and the bottom support beam 7 can be connected by welding, bolting, connecting components, or combination to form an integral support transition section 4.

[0053] The bottom support beam 7 is located at the bottom of the support transition section 4 and above the top surface of the concrete tower section 2 at the top of the tower. It is used to support the vertical steel 5, the inclined steel 6 and the upper steel components of the tower top steel structure 3 above them, and to serve as the upper contact component forming the swing interface 8.

[0054] In this embodiment, as Figure 2 , Figure 3 and Figure 4 As shown, the bottom support beam 7 is an I-beam, and a swaying interface 8 is formed between the lower surface of the lower flange of the I-beam and the top surface of the concrete tower section 2 at the top of the tower. The flange, web, or local stiffening structure of the I-beam can be used to install the upper anchoring assembly 10 of the prestressed tendons 9, and can also be used to connect the vertical steel section 5, the inclined steel section 6, and the energy dissipation device 12.

[0055] In other embodiments, the bottom support beam 7 can also be an H-beam, box beam, circular tube beam, composite section beam, or steel-concrete composite beam. The vertical steel 5 and diagonal steel 6 can also be I-beams, H-beams, box beams, circular tubes, square tubes, or composite section steel components. These changes in cross-sectional form do not affect the basic technical concept of this invention, which utilizes the swaying interface 8, prestressed tendons 9, and energy dissipation device 12 to collaboratively achieve controllable swaying, energy dissipation, and self-resetting of the tower top steel structure.

[0056] like Figure 7 As shown, in this embodiment, multiple support transition sections 4 are uniformly arranged circumferentially along the concrete tower section 2 at the top of the tower, and adjacent support transition sections 4 have the same central angle. Multiple bottom support beams 7 are arranged radially and together form a circumferential support system for supporting the tower top steel structure 3. In other embodiments, the number, spacing, and arrangement angle of the support transition sections 4 can be determined according to the plan shape of the tower top steel structure 3, equipment load distribution, seismic design requirements, and construction conditions, and the central angles between adjacent support transition sections 4 may also be different.

[0057] The swaying interface 8 is not welded or cast as a whole, nor is a connection structure provided to form a full-section rigid bond between the bottom support beam 7 and the concrete tower section 2 at the top of the tower. Therefore, when the tower top steel structure 3 is subjected to horizontal dynamic forces, its bottom can undergo controlled rotation at the swaying interface 8, concentrating the relative deformation between the tower top steel structure and the concrete tower section at the top of the tower at the predetermined swaying interface, thereby reducing the risk of irreversible damage to the tower top steel structure 3 and its supporting connections.

[0058] Under normal operating conditions, the bottom support beam 7 rests on the top surface of the concrete tower section 2 at the top of the tower, and the sway interface 8 is in a closed contact state. When an earthquake, strong wind, or other dynamic forces cause the steel structure 3 at the top of the tower to tend to move relative to it, the tension side of the sway interface 8 can partially open, while the compression side remains in contact and bears the pressure. As the external dynamic forces weaken or change direction, the sway interface 8 can close again or partially open in the opposite direction, thereby achieving controllable swaying of the steel structure 3 at the top of the tower relative to the concrete tower section 2 at the top of the tower.

[0059] The sway interface 8 is positioned between the top concrete tower section 2 and the bottom of the top steel structure 3, rather than between the foundation 15 and the concrete tower 1. By placing the sway interface 8 in the top region of the tower, this invention provides local vibration damping protection for the top steel structure 3 of the solar absorber tower and the absorbers, equipment platforms, and auxiliary structures it supports, and prevents the entire concrete tower 1 from swaying relative to the foundation 15.

[0060] In this embodiment, the concrete tower 1 is a hollow reinforced concrete cylinder formed by segmented casting. The top concrete tower segment 2 is the uppermost segment of the concrete tower 1, and its top surface is used to form the swing interface 8, while its inner sidewall or top area is used to install the lower anchoring assembly 11. The foundation 15 is set at the bottom of the concrete tower 1 to bear the overall load transmitted by the concrete tower 1 and the tower top steel structure 3. In this invention, the swing interface 8 is set between the top concrete tower segment 2 and the bottom of the tower top steel structure 3, rather than between the foundation 15 and the concrete tower 1.

[0061] In other embodiments, the concrete tower 1 can be a reinforced concrete tower formed by cast-in-place, segmented casting, or prefabrication. The concrete tower section 2 at the top of the tower can be equipped with reserved holes, embedded steel plates, locally thickened areas, anchor boxes, or maintenance spaces according to the arrangement requirements of the prestressing tendons 9 and energy dissipation devices 12.

[0062] The above structure forms the basic support and sway boundary of the present invention. The prestressed tendon 9 and the energy dissipation device 12 are used to provide self-resetting capability and energy dissipation capability for the tower top steel structure 3, respectively, and their specific structure and operation will be further described below.

[0063] like Figure 2 , Figure 4 and Figure 5 As shown, the prestressed tendons 9 are positioned across the swaying interface 8. The prestressed tendons 9 are used to generate additional elongation when the tower top steel structure 3 sways relative to the concrete tower section 2 at the top of the tower, and to provide restoring force when the dynamic action weakens or ends, enabling the tower top steel structure 3 to return to its initial position.

[0064] The upper end of the prestressing tendon 9 is anchored to the support transition section 4 via the upper anchoring assembly 10. Specifically, in this embodiment, the bottom support beam 7 is an I-beam, and the upper end of the prestressing tendon 9 is anchored to the bottom support beam 7 via the upper anchoring assembly 10. The upper anchoring assembly 10 can be disposed on the upper surface of the lower flange of the I-beam, at the flange stiffening plate, or at the web stiffening structure. The upper anchoring assembly 10 may include an anchor plate, anchor, nut, washer, stiffening rib, perforated steel plate, or other components capable of transmitting the tension of the prestressing tendon 9 to the bottom support beam 7.

[0065] The lower end of the prestressing tendon 9 is anchored to the concrete tower section 2 at the top of the tower via a lower anchoring assembly 11. Specifically, the lower anchoring assembly 11 can be installed on the inner wall of the concrete tower section 2 at the top of the tower, in the top concrete area, in a pre-embedded anchor block, in a pre-embedded steel plate, or in a locally thickened concrete area. The lower anchoring assembly 11 may include an anchor plate, anchor, anchor box, pre-embedded steel plate, anchor sleeve, or other structures capable of transmitting the tension of the prestressing tendon 9 to the concrete tower section 2 at the top of the tower.

[0066] The prestressing tendon 9 can be a prestressed steel strand, prestressed tie rod, prestressed cable, or other component capable of withstanding tensile force and providing restoring force. The prestressing tendon 9 is arranged without bonding to allow for additional elongation and storage of elastic strain energy when the tower top steel structure 3 sways. When the prestressing tendon 9 is arranged without bonding, a protective sleeve is installed on its outer side, and an anti-corrosion medium layer is installed between the prestressing tendon 9 and the protective sleeve. The anti-corrosion medium layer can be anti-corrosion lubricant, anti-corrosion grease, anti-corrosion wax, or other anti-corrosion materials capable of blocking moisture and corrosive media. When the prestressing tendon 9 is arranged in an arc or zigzag shape, guide components or guide sleeves can be installed at the turning points to constrain the arrangement path of the prestressing tendon 9 and reduce the adverse effects of local friction, bending, and installation deviations on the working performance of the prestressing tendon 9.

[0067] In this embodiment, as Figure 5 As shown, the prestressing tendons 9 pass through the concrete tower section 2 at the top of the tower and are arranged in an arc or zigzag shape. The upper end of the prestressing tendons 9 is anchored to the bottom support beam 7 by the upper anchoring component 10, and the lower end of the prestressing tendons 9 is anchored by the lower anchoring component 11 embedded in a local area of ​​the inner wall of the concrete tower section 2 at the top of the tower. The prestressing tendons 9 adopt an unbonded arrangement, and a protective sleeve is installed on the outside of the prestressing tendons 9. An anti-corrosion medium layer is installed between the prestressing tendons 9 and the protective sleeve. At the turning points of the path of the prestressing tendons 9, guide members or guide sleeves can be installed to constrain the arrangement path of the prestressing tendons 9. This arrangement can adapt to the spatial relationship between the concrete tower section 2 at the top of the tower and the bottom support beam 7, and allows the prestressing tendons 9 to avoid the vertical steel 5, the inclined steel 6 and the energy dissipation device 12 in the support transition section 4 while crossing the sway interface 8.

[0068] In other embodiments, the prestressing tendons 9 can also be arranged vertically, obliquely, in a zigzag or arc shape. The number, spacing, cross-sectional area, initial pretension force, and arrangement radius of the prestressing tendons 9 can be determined based on the mass of the tower top steel structure 3, the load of the tower top equipment, the position of the sway interface 8, the target self-resetting capability, and the seismic design requirements.

[0069] In this embodiment, each support transition section 4 is provided with multiple prestressing tendons 9. Specifically, at least one prestressing tendon 9 can be provided on each side of the bottom support beam 7 of each support transition section 4, so that the prestressing tendons 9 can generate restoring force on both sides of the support transition section 4. In this preferred embodiment, two prestressing tendons 9 are provided on each side of the bottom support beam 7 of each support transition section 4. The above quantities are only one implementation method and are not intended to limit the scope of protection of this invention.

[0070] Prestressing tendons 9 can be pre-tensioned in the initial state. This prestressing force ensures stable contact between the bottom support beam 7 and the concrete tower section 2 at the top of the tower, and also generates a restoring force after the tower top steel structure 3 sways. When the tower top steel structure 3 sways relative to the concrete tower section 2 under dynamic action, the local area of ​​the sway interface 8 opens, causing the prestressing tendons 9 to undergo additional elongation and store elastic strain energy. When the dynamic action weakens or ends, the prestressing tendons 9 release the elastic strain energy and apply a restoring force to the tower top steel structure 3 through the upper anchoring assembly 10 and the lower anchoring assembly 11, causing the tower top steel structure 3 to tend to return to its initial position.

[0071] like Figure 2 , Figure 3 and Figure 4 As shown, the energy dissipation device 12 is connected between the support transition section 4 and the concrete tower section 2 at the top of the tower. The energy dissipation device 12 is used to dissipate the input energy when the steel structure 3 at the top of the tower sways or moves relative to the concrete tower section 2 at the top of the tower, so as to reduce the sway amplitude and dynamic response of the steel structure 3 at the top of the tower.

[0072] The upper end of the energy-dissipating device 12 is connected to the support transition section 4 via the upper connection structure 13. The upper end of the energy-dissipating device 12 is also connected to the inclined steel section 6 via the upper connection structure 13. For example... Figure 4 As shown, in this embodiment, the connecting structure 13 of the energy dissipation device is set on the web of the inclined steel 6, so that the energy dissipation device 12 can generate relative movement with the swaying deformation of the support conversion section 4.

[0073] The lower end of the energy dissipation device 12 is connected to the concrete tower section 2 at the top of the tower via a lower connection structure 14. The lower connection structure 14 can be installed on the top surface, side wall, embedded steel plate, embedded connector, or locally thickened concrete area of ​​the concrete tower section 2 at the top of the tower. The lower connection structure 14 may include a base plate, ear plate, pin, anchor bolt, embedded part, connecting seat, or other components capable of transmitting the force of the energy dissipation device 12.

[0074] Energy dissipation devices 12 can be arranged along both sides of the bottom support beam 7. Specifically, in one embodiment, one energy dissipation device 12 is provided on each side of each support transition section 4. The upper ends of the two energy dissipation devices 12 are respectively connected to both sides of the web of the same inclined steel section 6 through the upper connection structure 13 of the energy dissipation device, and the lower ends of the two energy dissipation devices 12 are respectively connected to the concrete tower section 2 at the top of the tower through the lower connection structure 14 of the energy dissipation device. With the above arrangement, when the steel structure 3 at the top of the tower sways in different directions, the energy dissipation devices 12 located on both sides of the bottom support beam 7 can participate in energy dissipation, thereby improving the energy dissipation capacity of the system under different horizontal action directions.

[0075] The energy dissipation device 12 can be one or more of a viscous damper, a frictional energy dissipator, a metallic yield energy dissipator, a viscoelastic energy dissipator, or a composite energy dissipator. Preferably, the energy dissipation device 12 is a viscous damper. A viscous damper can generate a velocity-related damping force when there is relative motion between its two ends, and dissipate the input energy through the damping medium. When an earthquake, strong wind, or other dynamic action causes the steel structure 3 at the top of the tower to sway relative to the concrete tower section 2 at the top of the tower, the viscous damper expands and contracts with the relative motion between the support transition section 4 and the concrete tower section 2 at the top of the tower, thereby generating an energy dissipation effect.

[0076] In other embodiments, the energy dissipation device 12 may also be a friction energy dissipator. A friction energy dissipator dissipates input energy through relative slippage between friction pairs. The energy dissipation device 12 may also be a metal yield energy dissipator, dissipating energy through yield deformation of a metal component in a predetermined area. The energy dissipation device 12 may also be a viscoelastic energy dissipator or a composite energy dissipator to adapt to different power input characteristics, temperature environments, and maintenance requirements.

[0077] To facilitate installation and force transmission, the upper connection structure 13 of the energy dissipation device can be connected to the support transition section 4 by means of ear plates, pins, bolts, welds or combined connections; the lower connection structure 14 of the energy dissipation device can be connected to the concrete tower section 2 at the top of the tower by means of base plates, anchor bolts, embedded parts or connecting seats.

[0078] The installation direction of the energy dissipation device 12 can be determined based on the spatial arrangement of the support transition section 4 and the expected direction of relative movement. In one embodiment, the energy dissipation device 12 is inclined between the inclined steel section 6 and the concrete tower section 2 at the top of the tower, so that the energy dissipation device 12 can generate axial expansion and contraction when the support transition section 4 sways with the tower top steel structure 3. In other embodiments, the energy dissipation device 12 can also adopt a near-vertical, near-horizontal, or other suitable spatial arrangement, as long as it can generate an energy dissipation effect when the tower top steel structure 3 sways or moves relative to the concrete tower section 2 at the top of the tower.

[0079] like Figure 6 As shown, the working process of the present invention can be divided into an initial state, a swinging energy-consuming state, and a self-resetting state after the application of power.

[0080] In the initial state, the steel structure 3 at the top of the tower is supported on the concrete tower section 2 at the top of the tower by multiple support transition sections 4. The swing interface 8 formed between the lower surface of the bottom support beam 7 and the top surface of the concrete tower section 2 at the top of the tower is in a closed contact state, the prestressed tendons 9 are in a pre-tensioned state, and the energy dissipation device 12 is in the initial working position.

[0081] Under the influence of earthquakes, strong winds, or other dynamic forces, the steel structure 3 at the top of the tower tends to sway relative to the concrete tower section 2 at the top of the tower, and according to... Figure 6The tower top steel structure shown exhibits controlled swaying. The tension side of the swaying interface 8 partially opens, while the compression side remains in contact and bears the pressure, causing the relative deformation between the tower top steel structure 3 and the concrete tower section 2 at the top of the tower to be concentrated at the predetermined swaying interface 8.

[0082] Under swaying energy dissipation conditions, the prestressed tendons 9 spanning the open area of ​​the sway interface 8 are under tension and undergo elastic elongation, storing elastic strain energy. Simultaneously, the energy dissipation device 12 expands, contracts, slips, or undergoes controlled deformation with the relative movement between the support transition section 4 and the concrete tower section 2 at the top of the tower, dissipating the input energy. Through the synergistic effect of the prestressed tendons 9 and the energy dissipation device 12, it is beneficial to control the sway amplitude and dynamic response of the tower top steel structure 3.

[0083] In the self-resetting state after dynamic action, as the earthquake, strong wind, or other dynamic action weakens or ends, the prestressed tendon 9 releases the elastic strain energy stored during the swaying process and provides elastic restoring force. Under the combined action of the elastic restoring force of the prestressed tendon 9 and the self-weight of the tower top steel structure 3, the tower top steel structure 3 returns to its initial position, and the swaying interface 8 between the bottom support beam 7 and the concrete tower section 2 at the top of the tower tends to close again, thereby reducing the residual deformation after the end of the dynamic action.

[0084] In this invention, the swaying interface 8, the prestressing tendons 9, and the energy dissipation device 12 form a collaborative working mechanism. The swaying interface 8 is used to concentrate the relative deformation between the steel structure 3 at the top of the tower and the concrete tower section 2 at the top of the tower at a predetermined position; the prestressing tendons 9 are used to provide restoring force and reduce residual deformation after the dynamic action ends; the energy dissipation device 12 is used to dissipate the input energy and control the swaying amplitude. The three work together to enable the steel structure 3 at the top of the solar heat absorption tower to have controllable swaying, energy dissipation and vibration reduction, and self-resetting capabilities under dynamic action.

[0085] The construction and installation of this invention may include the following steps: First, construct the foundation 15 and the concrete tower 1, and form the top concrete tower section 2 at the top of the concrete tower 1; then, reserve or embed anchoring components 11, energy dissipation device lower connection structure 14, and related connection structures in the top concrete tower section 2; then, install the support transition section 4 at the bottom of the tower top steel structure 3, so that the lower surface of the bottom support beam 7 and the top surface of the top concrete tower section 2 form a swing interface 8; then, install the prestressed tendons 9, and tension and anchor them through the upper anchoring components 10 and the lower anchoring components 11; then, install the energy dissipation device 12, so that the upper end of the energy dissipation device 12 is connected to the support transition section 4 through the upper connection structure 13 of the energy dissipation device, and the lower end is connected to the top concrete tower section 2 of the tower through the lower connection structure 14 of the energy dissipation device; finally, check and adjust the installation status of the swing interface 8, the prestressed tendons 9, and the energy dissipation device 12.

[0086] After construction is completed, the tension of the prestressing tendons 9, the initial position of the energy dissipation device 12, the installation accuracy of the support transition section 4, and the contact state of the sway interface 8 can be checked. If necessary, the prestressing tendons 9 can be tensioned in stages according to the engineering design requirements, the stroke of the energy dissipation device 12 can be checked, and the contact state between the support transition section 4 and the concrete tower section 2 at the top of the tower can be adjusted.

[0087] The above description is merely a preferred embodiment of the present invention and is not intended to limit the scope of protection of the present invention. Any equivalent substitutions, simple modifications, or improvements made by those skilled in the art, without departing from the technical concept of the present invention, regarding the number of support transition sections 4, the cross-sectional form of the steel sections, the arrangement of the prestressed tendons 9, the type and connection method of the energy dissipation device 12, the local structure of the concrete tower section 2 at the top of the tower, etc., should fall within the scope of protection defined by the claims of the present invention.

Claims

1. A self-resetting swaying solar heat absorption tower structure system with a steel structure at the top, characterized in that: It includes a concrete tower (1), a concrete tower section at the top of the tower (2), a steel structure at the top of the tower (3), a support transition section (4), prestressed tendons (9), and an energy dissipation device (12). The concrete tower section (2) at the top of the tower is located at the top of the concrete tower (1), and the steel structure (3) at the top of the tower is located above the concrete tower section (2) at the top of the tower. The bottom of the tower top steel structure (3) is provided with multiple support transition sections (4). The multiple support transition sections (4) are arranged radially from the center along the annular top surface of the concrete tower section (2) at the top of the tower and are spaced apart along the circumference, together forming an annular radial support steel frame at the bottom of the tower top steel structure (3), which is used to support and connect the upper steel components of the tower top steel structure (3). A swaying interface (8) is formed between the bottom contact surface of each of the support transition sections (4) and the annular top surface of the concrete tower section (2) at the top of the tower. The swaying interface (8) is used to allow the steel structure (3) at the top of the tower to sway in a local opening, closing and pressure contact manner relative to the concrete tower section (2) at the top of the tower. The prestressed tendon (9) is set across the swaying interface (8), the upper end of the prestressed tendon (9) is anchored to the support transition section (4), and the lower end is anchored to the concrete tower section (2) at the top of the tower. The prestressed tendon (9) adopts an unbonded arrangement to provide restoring force when the steel structure (3) at the top of the tower sways and when the dynamic action weakens or ends. The energy dissipation device (12) is connected between the support conversion section (4) and the concrete tower section (2) at the top of the tower to dissipate input energy when the steel structure (3) at the top of the tower sways relative to the concrete tower section (2) at the top of the tower. No connection structure is provided at the swing interface (8) to form a full-section rigid consolidation between the support transition section (4) and the concrete tower section (2) at the top of the tower.

2. The self-resetting swaying solar heat absorption tower structure system with steel structure at the top of the tower according to claim 1, characterized in that: The support transition section (4) includes vertical steel (5), inclined steel (6) and bottom support beam (7). The vertical steel (5), inclined steel (6) and bottom support beam (7) are rigidly connected to form a radial force transmission structure with a triangular structure at the radial outer end. The bottom support beam (7) is arranged radially along the annular top surface of the concrete tower section (2) at the top of the tower, and serves as the radial base of the radial force transmission structure. The upper ends of the vertical steel section (5) and the inclined steel section (6) are connected to each other, and the lower ends of the vertical steel section (5) and the inclined steel section (6) are respectively fixedly connected to the bottom support beam (7). The inclined steel section (6) is located on the radial outer side of the vertical steel section (5), thereby forming a triangular structure at the radial outer end of the radial force transmission structure. The swing interface (8) is formed between the lower surface of the bottom support beam (7) and the annular top surface of the concrete tower section (2) at the top of the tower.

3. The self-resetting swaying solar heat absorption tower structure system with steel structure at the top of the tower according to claim 2, characterized in that: The upper end of the prestressed tendon (9) is anchored to the bottom support beam (7) by the upper anchoring assembly (10), and the lower end of the prestressed tendon (9) is anchored to the concrete tower section (2) at the top of the tower by the lower anchoring assembly (11).

4. The self-resetting swaying solar heat absorption tower structure system with steel structure at the top of the tower according to claim 2, characterized in that: The bottom support beam (7) is one of the following: I-beam, H-beam, box beam, circular tube beam with a bearing bottom plate, composite section beam or steel-concrete composite beam.

5. The self-resetting swaying solar heat absorption tower structure system with steel structure at the top of the tower according to claim 1, characterized in that: The upper end of the energy-consuming device (12) is connected to the support conversion section (4) through the upper connection structure (13) of the energy-consuming device, and the lower end of the energy-consuming device (12) is connected to the concrete tower section (2) at the top of the tower through the lower connection structure (14) of the energy-consuming device.

6. The self-resetting swaying solar heat absorption tower structure system with steel structure at the top of the tower according to claim 1, characterized in that: The energy dissipation device (12) is one or more of the following: viscous damper, friction energy dissipator, metal yield energy dissipator, viscoelastic energy dissipator or composite energy dissipator.

7. The self-resetting swaying solar heat absorption tower structure system with steel structure at the top of the tower according to claim 1, characterized in that: The prestressed tendon (9) is one or more of the following: prestressed steel strand, prestressed tie rod or prestressed cable.

8. The self-resetting swaying solar heat absorption tower structure system with steel structure at the top of the tower according to claim 1, characterized in that: When the prestressing tendon (9) is arranged in an unbonded manner, a protective sleeve is provided on the outside of the prestressing tendon (9), and an anti-corrosion medium layer is provided between the prestressing tendon (9) and the protective sleeve.

Images