Fabricated multi-energy-consumption foundation for temporary power protection transmission tower

Abstract

The invention discloses an assembly type multi-energy-consumption foundation for a temporary power protection power transmission tower, which comprises a foundation bearing platform comprising an upper anchoring plate, a lower bearing plate and a deformation supporting area connecting the upper anchoring plate and the lower bearing plate, the upper anchoring plate and the lower bearing plate are arranged in parallel, and the bottom surface of the lower bearing plate is a flat contact surface tightly attached to the batholith surface; the connecting pipe is fixedly arranged in the center of the upper anchoring plate and extends upwards in the direction perpendicular to the lower bearing plate, and a corner column is inserted into an inner cavity of the connecting pipe; the self-resetting energy consumption part is embedded in the deformation supporting area, the self-resetting energy consumption part provides restoring force to drive the deformation supporting area to reset, and the self-resetting energy consumption part deforms when being loaded so as to convert mechanical energy borne by the foundation platform into internal energy of the self-resetting energy consumption part; the anchor rod penetrates through the foundation platform in the vertical direction, and the lower end of the anchor rod penetrates into the rock foundation. The requirements of temporary emergency engineering for speed, reusability and environmental protection can be met, and the reliability, stability and shock resistance toughness of the structure can be met.

Description

Technical Field

[0001] This application relates to the field of power equipment technology, and in particular to a prefabricated multi-energy-consuming foundation for temporary power transmission towers. Background Technology

[0002] In the construction of overhead transmission lines, the tower foundation, as a supporting structure, has the core function of safely and stably transferring the various loads borne by the tower to the ground. For permanent transmission lines, cast-in-place reinforced concrete foundations are the most widely used technique. The basic principle of this technology is to utilize the steel reinforcement to bear bending moments and tensile forces, and the concrete to bear compressive forces, forming a rigid, integral foundation tightly integrated with the ground through on-site casting. Common structural forms include stepped foundations, slab foundations, and pile foundations, which use their enormous self-weight and ground reaction forces to resist the uplift, downlift, and overturning moments transmitted from the tower.

[0003] However, when the aforementioned traditional concrete foundation technology is applied to special scenarios such as temporary power supply and emergency rescue, its inherent technical principles and structural forms reveal serious limitations.

[0004] Cast-in-place concrete foundations require a series of wet work processes, including rebar tying, formwork erection, concrete pouring, and prolonged curing, resulting in an extremely long construction period. This makes it completely unsuitable for the urgent need for "rapid deployment" in emergency projects such as temporary power supply backups. Furthermore, since the concrete foundation is integrated with the ground, its design concept is inherently "permanent" and "irreversible." After the task is completed, the foundation cannot be dismantled and can only be abandoned or demolished by explosives. This not only causes enormous material waste and economic losses, generating construction waste, but also constitutes permanent occupation and damage to land resources, violating the "recoverable" principle of temporary works.

[0005] Although the industry has experimented with some simple prefabricated methods, both traditional concrete foundations and these rudimentary prefabricated foundations are designed primarily to withstand static loads, with almost no systematic consideration given to their response to dynamic loads such as earthquakes. The inherent brittleness of concrete makes it highly susceptible to cracking and even brittle failure under sudden loads like earthquakes, and this failure is irreversible. This means that once the foundation is damaged, it is essentially unusable, lacking the ability to survive (i.e., toughness) under continuous impacts such as aftershocks. Existing simple prefabricated foundations also lack energy dissipation, buffering, and damage control capabilities. Summary of the Invention

[0006] The purpose of this application is to provide a prefabricated multi-energy-dissipating foundation for temporary power transmission towers, which can meet the requirements of temporary emergency projects for speed, reusability and environmental protection, and can also ensure the reliability, stability and seismic toughness of the structure.

[0007] To achieve the above objectives, this application provides a prefabricated multi-energy-dissipating foundation for temporary power transmission towers, comprising:

[0008] The foundation cap includes an upper anchor plate, a lower bearing plate, and a deformation support area connecting the two. The upper anchor plate and the lower bearing plate are arranged in parallel, and the bottom surface of the lower bearing plate is a flat contact surface that is in close contact with the rock foundation surface.

[0009] A connecting pipe is fixedly located at the center of the upper anchor plate and extends upward in a direction perpendicular to the lower bearing plate. An angle post is detachably inserted into the inner cavity of the connecting pipe.

[0010] A self-resetting energy dissipation component is embedded in the deformation support area. The self-resetting energy dissipation component provides a restoring force to drive the deformation support area to reset. The self-resetting energy dissipation component deforms when loaded to convert the mechanical energy of the foundation platform into the internal energy of the self-resetting energy dissipation component.

[0011] An anchor rod penetrates the foundation cap vertically, with its lower end extending into the rock foundation and anchored to it. The anchor rod is detachably connected to the foundation cap.

[0012] Optionally, the deformation support area includes a plurality of hollow grooves disposed between the upper anchor plate and the lower bearing plate, the plurality of hollow grooves being evenly distributed around the foundation platform, and the sidewalls of the hollow grooves forming connecting walls connecting the upper anchor plate and the lower bearing plate;

[0013] Each of the hollowed-out slots shall have at least one self-resetting energy-consuming component, and the axial ends of each self-resetting energy-consuming component shall be connected to different connecting walls of the hollowed-out slot.

[0014] Optionally, the self-resetting energy-consuming component in each of the hollowed-out slots includes at least one of the following: a horizontal energy-consuming component, a vertical energy-consuming component, a vertical energy-consuming component, and an oblique energy-consuming component;

[0015] The axial ends of the horizontal energy-consuming component are hinged to the connecting walls on the left and right sides of the hollow groove; the axial ends of the vertical energy-consuming component are hinged to the connecting walls on the front and rear sides of the hollow groove; the axial ends of the vertical energy-consuming component are hinged to the connecting walls on the upper and lower sides of the hollow groove; the axial directions of the horizontal, vertical, and longitudinal energy-consuming components are perpendicular to the connecting walls to which they are connected; the axial ends of the oblique energy-consuming component are hinged to two adjacent connecting walls of the hollow groove.

[0016] Optionally, at least one of the vertical energy-dissipating components is provided in the hollowed-out grooves located at the four corners of the foundation platform.

[0017] Optionally, the connecting pipe is provided with stiffening ribs on its outer periphery, the stiffening ribs gradually widening from top to bottom, and the bottom of the stiffening ribs being fixedly connected to the upper anchor plate.

[0018] Optionally, the corner post is provided with a connecting base at its end, and a friction energy dissipation component is sleeved on the outer periphery of the connecting base. The friction energy dissipation component fills the inner cavity of the connecting pipe and contacts the inner wall of the connecting pipe, so as to convert the kinetic energy generated by the movement of the corner post relative to the connecting pipe into the internal energy of the friction energy dissipation component.

[0019] Optionally, the inner wall of the connecting pipe is a continuous wavy inner wall along the axial direction, and the outer wall of the friction energy dissipation component is correspondingly set as a wavy outer wall that matches the wavy inner wall. The wavy outer wall and the wavy inner wall are engaged in the axial direction through the meshing of the crests and troughs.

[0020] Optionally, the connecting pipe is provided with an elongated hole, and the friction energy dissipation component and the connecting base are provided with locking holes corresponding to the elongated hole. The connecting bolt passes through and fixes the elongated hole, the friction energy dissipation component and the locking hole on the connecting base in sequence.

[0021] Optionally, the friction energy dissipation component is made of high-damping rubber material or polyurethane elastomer material with a Shore hardness between A50 and A90. The friction energy dissipation component undergoes shear deformation under the compression of the connecting pipe and the connecting base.

[0022] Optionally, the upper anchor plate and the lower bearing plate are provided with holes, and multiple anchor rods pass through the holes from top to bottom and extend into the rock foundation.

[0023] The beneficial effects of this application are that the foundation cap, as a modular component, can be prefabricated in advance, requiring only mechanized assembly on-site, such as bolt connections and anchor tensioning, significantly shortening the construction cycle and greatly meeting the extreme requirements for rapid deployment in scenarios such as temporary power supply and emergency rescue. Furthermore, the foundation cap is entirely detachable and reusable, fundamentally solving the material waste and high costs caused by the "one-time use" nature of traditional concrete foundations.

[0024] The foundation platform has a deformation support zone, which is prone to controllable elastic deformation under external loads. The self-resetting energy dissipation component serves as the core energy dissipation mechanism. When the deformation support zone undergoes elastic deformation, the self-resetting energy dissipation component efficiently dissipates energy through axial yielding or damping mechanisms. After the load is unloaded, it provides restoring force based on its inherent characteristics, driving the structure to reset. This ensures excellent load-bearing capacity and stability while greatly improving the structure's seismic toughness, recoverability, and reusability under dynamic loads. Attached Figure Description

[0025] To more clearly illustrate the technical solutions in the embodiments of this application or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are only embodiments of this application. For those skilled in the art, other drawings can be obtained based on the provided drawings without creative effort.

[0026] Figure 1 This is a schematic diagram of a prefabricated multi-energy-dissipating foundation structure for temporary power transmission towers provided in an embodiment of this application.

[0027] Figure 2 This is a front view of the prefabricated multi-energy-dissipating foundation for temporary power transmission towers provided in an embodiment of this application;

[0028] Figure 3 This is an exploded view of a prefabricated multi-energy-dissipating foundation for a temporary power transmission tower provided in an embodiment of this application.

[0029] In the diagram: 1-Foundation pile cap; 2-Connecting pipe; 3-Corner post; 4-Anchor bolt; 5-Stiffening rib; 6-Self-resetting energy dissipating component;

[0030] 11-Upper anchor plate; 12-Lower bearing plate; 13-Deformation support area;

[0031] 21-Elongated hole;

[0032] 31-Connecting base; 32-Friction energy dissipation component; 33-Locking hole;

[0033] 61-Horizontal energy-consuming component; 62-Vertical energy-consuming component; 63-Diagonal energy-consuming component; 64-Vertical energy-consuming component. Detailed Implementation

[0034] The technical solutions of the embodiments of this application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of this application, and not all embodiments. Based on the embodiments of this application, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of this application.

[0035] It should be noted that in this embodiment, the orientation or positional relationship indicated by terms such as "upper," "lower," "front," and "rear" is based on the orientation or positional relationship shown in the accompanying drawings. It is used only for the convenience of describing this application and simplifying the description, and does not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, it should not be construed as a limitation of this application. Furthermore, "first," "second," "third," and "fourth" are used for descriptive purposes only and should not be construed as indicating or implying relative importance.

[0036] To enable those skilled in the art to better understand the present application, the present application will be further described in detail below with reference to the accompanying drawings and specific embodiments.

[0037] like Figures 1 to 3 As shown in this embodiment, a prefabricated multi-energy-dissipating foundation for temporary power transmission towers is provided. The foundation includes a foundation platform 1, a connecting pipe 2, a self-resetting energy-dissipating component 6, and anchor bolts 4. The foundation platform 1 is a steel structure, forming the main load-bearing skeleton of the entire foundation. The core feature of the foundation platform 1 is that it has a configuration that is wide at the top and bottom and narrow in the middle. Specifically, the foundation platform 1 includes an upper anchor plate 11, a lower bearing plate 12, and a deformation support area 13 connecting the two. The upper anchor plate 11 and the lower bearing plate 12 have large dimensions and high stability, while the deformation support area 13 has a small size, which can meet the controllable elastic deformation of the upper anchor plate 11 relative to the lower bearing plate 12.

[0038] The foundation cap 1 is placed entirely on the rock foundation, and to ensure the overall stability of the foundation cap 1, the bottom surface of the lower bearing plate 12 is a flat contact surface that is in close contact with the rock foundation surface. The upper anchor plate 11 is arranged parallel to the lower bearing plate 12, specifically, the upper surface of the upper anchor plate 11 is parallel to the bottom surface of the lower bearing plate 12. The connecting pipe 2 is fixedly located at the center of the upper surface of the upper anchor plate 11 and extends upward in a direction perpendicular to the lower bearing plate 12. The connecting pipe 2 has a hollow inner cavity for inserting the corner post 3. The corner post 3 and the connecting pipe 2 are detachably connected, and the detachable connection methods include, but are not limited to, bolts, insertion, and snap-fit.

[0039] Angle post 3 is inserted into connecting pipe 2, establishing a clear load transfer path from angle post 3 to foundation cap 1. When angle post 3 is subjected to external load, the load is transferred to the upper anchor plate 11 of foundation cap 1 via connecting pipe 2. Since the lower bearing plate 12 is fixedly attached to the rock foundation, the upper anchor plate 11 is forced to deform under load. A self-resetting energy dissipating element 6 is installed within the deformation support area 13, providing restoring force to drive the deformation support area 13 to reset. In other words, when the deformation support area 13 deforms, it compresses the self-resetting energy dissipating element 6, converting the mechanical energy of foundation cap 1 into the internal energy of the self-resetting energy dissipating element 6. Furthermore, after the load on the upper anchor plate 11 disappears, the self-resetting energy dissipating element 6 resets the deformation support area 13, ensuring that foundation cap 1 possesses excellent toughness and recoverability under extreme loads.

[0040] The self-resetting energy dissipation component 6 is a structural member that integrates energy dissipation and automatic reset functions. It can be an elastic element or damper, and is widely used in earthquake-resistant engineering. It can absorb a large amount of energy under extreme loads such as earthquakes and automatically return to its initial position after an earthquake, significantly reducing residual structural deformation and improving the safety and recoverability of buildings. The specific structural form of the self-resetting energy dissipation component 6 will not be elaborated here; please refer to existing technologies for details.

[0041] Furthermore, this application is particularly suitable for complex terrains such as rocky landforms. Direct anchoring is achieved through rock anchors 4, which penetrate vertically through the foundation cap 1, with their lower ends extending into the rock foundation and anchored to it. This method eliminates the need for large-scale foundation treatment, reduces site requirements, and solves the application challenges in mountainous and other difficult construction areas. In addition, the factory-prefabricated components offer stable and controllable quality, overcoming the significant quality fluctuations inherent in on-site cast concrete, thus ensuring the reliability of the foundation structure from the outset.

[0042] In summary, the foundation cap 1 of this application can be used as a modular component, which can be prefabricated in advance and only requires mechanized assembly on site, such as bolt connection and anchor bolt tensioning, which greatly shortens the construction cycle and greatly meets the extreme requirements for rapid deployment in scenarios such as temporary power supply and emergency rescue. Furthermore, the foundation cap 1 is detachable and reusable, fundamentally solving the material waste and high cost problems caused by the "one-time use" of traditional concrete foundations. The foundation cap 1 has a deformation support zone 13, which is prone to controllable elastic deformation under external loads. The self-resetting energy dissipation component 6 serves as the core energy dissipation mechanism. When the deformation support zone 13 undergoes elastic deformation, the self-resetting energy dissipation component 6 efficiently dissipates energy through axial yielding or damping mechanisms, and provides restoring force after load unloading, driving the structure to reset. This ensures excellent load-bearing capacity and stability while greatly improving the structure's seismic toughness, recoverability, and reusability under dynamic loads.

[0043] In some embodiments, the deformation support area 13 includes a plurality of hollow grooves disposed between the upper anchor plate 11 and the lower bearing plate 12. The hollow structure makes the size of the deformation support area 13 significantly smaller than the size of the upper anchor plate 11 and the lower bearing plate 12. Therefore, the connection strength of the deformation support area 13 will be reduced to a certain extent. It is sufficient to ensure that the deformation support area 13 can meet certain deformation performance and has high toughness.

[0044] Furthermore, multiple hollowed-out grooves are evenly distributed around the perimeter of the foundation cap. Please refer to [reference needed]. Figure 1 This allows the upper anchor plate 11 to have deformation properties that allow it to move towards or away from the lower bearing plate 12, thus ensuring that the corner column 3 can deform in any direction when subjected to load.

[0045] The sidewalls of the perforated grooves form connecting walls between the upper anchor plate 11 and the lower bearing plate 12. However, due to the limited thickness of the connecting walls, the controllable deformation of the deformation support area 13 is not affected. Each perforated groove contains at least one self-resetting energy dissipating component 6. The axial ends of the self-resetting energy dissipating component 6 are connected to different connecting walls of the perforated groove, specifically by hinges. After the deformation support area 13 undergoes controllable deformation, at least one connecting wall of the perforated groove will deform inward or outward, thereby causing the self-resetting energy dissipating component 6 connected to that connecting wall to undergo axial deformation. This converts the mechanical energy of the deformation support area 13 into the internal energy of the self-resetting energy dissipating component 6. The self-resetting energy dissipating component 6 efficiently dissipates energy through axial yielding or damping mechanisms and provides restoring force based on its inherent characteristics after load unloading, driving the structure to reset.

[0046] Of course, there can be multiple self-resetting energy-dissipating components 6 in each hollow slot, so as to ensure that after the deformation of different connecting walls of the hollow slot, there is a corresponding self-resetting energy-dissipating component 6 to support them. Specifically, the self-resetting energy-dissipating component 6 in each hollow slot includes at least one of the following: a horizontal energy-dissipating component 61, a vertical energy-dissipating component 62, a vertical energy-dissipating component 64, and an oblique energy-dissipating component 63. Please refer to [reference needed]. Figure 2 and Figure 3 The axial ends of the transverse energy dissipation component 61 are hinged to the connecting walls on the left and right sides of the hollow groove; the axial ends of the longitudinal energy dissipation component 62 are hinged to the connecting walls on the front and rear sides of the hollow groove; the axial ends of the vertical energy dissipation component 64 are hinged to the connecting walls on the upper and lower sides of the hollow groove. Through the transverse energy dissipation component 61, the longitudinal energy dissipation component 62 and the vertical energy dissipation component 64, all six connecting walls of the hollow groove can be supported by the self-resetting energy dissipation component 6, ensuring the seismic toughness and recoverability of the deformation support area 13 in all directions, thereby ensuring the overall stability of the foundation pedestal 1.

[0047] Furthermore, the axial directions of the transverse energy dissipation component 61, the vertical energy dissipation component 64, and the longitudinal energy dissipation component 62 are perpendicular to the connected connecting wall, ensuring that the axial force generated by the self-resetting energy dissipation component 6 can be fully used to resist the deformation of the connecting wall without any efficiency loss. In some embodiments, the two ends of the axial direction of the inclined energy dissipation component 63 are hinged to the two connecting walls adjacent to the hollow slot. The inclined energy dissipation component 63 can provide an inclined support force to the connecting wall, thereby ensuring that the inclined energy dissipation component 63 can effectively absorb the mechanical energy generated by the deformation of the connecting wall when it undergoes tilting deformation, and drive it to reset after the load disappears.

[0048] In addition, at least vertical energy-dissipating components 64 are provided in the hollowed-out grooves at the four corners of the foundation platform 1. The vertical energy-dissipating components 64 can effectively suppress the overturning tendency and potential vertical deformation of the foundation platform 1, ensuring that the edge area or the four corner area of ​​the foundation platform 1 also has the function of suppressing the deformation of the deformation support area 13. The foundation platform 1 can be a right prism structure with a regular polygonal base, or a columnar structure with a circular or elliptical base; no further restrictions are imposed here.

[0049] The connecting pipe 2 serves as the upper interface, and multiple lateral stiffening ribs 5 are welded circumferentially on its outer side to greatly enhance the local stability and overall lateral stiffness of the connecting pipe 2. The stiffening ribs 5 gradually widen from top to bottom, thus forming a triangular stable expansion shape. The bottom of the stiffening ribs 5 is fixedly connected to the upper anchor plate 11, thereby providing excellent bending stiffness and a large connection interface to ensure the stability of the connecting pipe 2.

[0050] Furthermore, the corner post 3 serves as the supporting leg of the transmission tower. A connecting base 31 is provided at the end of the corner post 3, and a flange is provided at the end of the corner post 3 to fix the connecting base 31. A friction energy dissipation component 32 is sleeved on the outer periphery of the connecting base 31. The friction energy dissipation component 32 fills the inner cavity of the connecting pipe 2 and contacts the inner wall of the connecting pipe 2, thereby completing the load transfer path from the corner post 3 of the tower to the foundation platform 1.

[0051] Under normal operating conditions, the load is smoothly transferred to the connecting pipe 2 via the connecting base 31 of the corner column 3. The connecting pipe 2 then transmits the load to the foundation 1. The mechanical energy of the foundation 1 is consumed by the deformation support zone 13 and converted into the internal energy of the self-resetting energy dissipating component 6, which is finally diffused to the foundation by the anchor rod 4. Specifically, when the load is transferred from the connecting base 31 to the connecting pipe 2, the friction energy dissipating component 32 can first convert the mechanical energy of the corner column 3 into its internal energy through sliding friction. As the first line of defense for the foundation 1, the friction energy dissipating component 32 effectively reduces the load transferred from the corner column 3 to the foundation 1. Meanwhile, the self-resetting energy dissipating component 6, as the second line of defense for the foundation 1, effectively reduces the mechanical energy inside the foundation 1, ensuring the stability of the foundation 1.

[0052] The inner wall of the connecting pipe 2 is a continuous wavy inner wall along the axial direction. The outer wall of the friction energy dissipation component 32 is correspondingly set to match the wavy inner wall. Thus, when the corner column 3 transmits radial load, the mechanical energy of the corner column 3 can be converted into the internal energy of the friction energy dissipation component 32 by radial compression. The wavy outer wall and the wavy inner wall are engaged in the axial direction through the meshing of the crests and troughs. Thus, when the corner column 3 transmits axial load, the mechanical energy of the corner column 3 can be converted into the internal energy of the friction energy dissipation component 32 by axial compression.

[0053] A long hole 21 is provided on the connecting pipe 2, please refer to... Figure 3The friction energy dissipation component 32 and the connecting base 31 are provided with locking holes 33 corresponding to the elongated hole 21. The connecting bolts pass through and fix the elongated hole 21, the friction energy dissipation component 32, and the locking holes 33 on the connecting base 31 in sequence. The length direction of the elongated hole 21 is the same as the axial direction of the corner column 3. The design of the elongated hole 21 allows the connection interface to undergo controllable vertical relative slippage when subjected to a load exceeding the preset friction force threshold. This slippage process dissipates a large amount of input energy through interface friction, thus acting as the first line of defense to effectively protect the lower main structure from plastic failure.

[0054] The friction energy dissipation component 32 is made of high-damping rubber or polyurethane elastomer material with a Shore hardness between A50 and A90, ensuring that the friction energy dissipation component 32 undergoes shear deformation under the compression of the connecting pipe 2 and the connecting base 31.

[0055] The upper anchor plate 11 and the lower bearing plate 12 are provided with holes. Multiple anchor rods 4 pass through the holes from top to bottom and extend into the rock foundation. By using anchors to tension and lock under the lower bearing plate 12, the foundation platform 1 is firmly anchored to the foundation and resists the upward pull, downward pressure and overturning moment.

[0056] The first step in implementing this foundation is ground treatment and the placement of the main structure. After selecting the tower location and completing the cleaning of the rock foundation surface, anchor holes are drilled according to the design. Subsequently, the prefabricated steel foundation cap 1 is hoisted to the designated position, ensuring that the bearing plate 12 beneath it is in smooth contact with the rock foundation surface. After the foundation cap 1 is in place, ground anchoring is carried out by passing multiple high-strength rock anchors 4 from top to bottom through the reserved holes on the foundation cap 1 and embedding them into the pre-drilled rock holes for anchoring.

[0057] Next, the self-resetting energy dissipation component 6 and the friction energy dissipation component 32 are installed. The friction energy dissipation component 32 is installed in the inner cavity of the connecting pipe 2 by high-strength bolts. Finally, the connecting base 31 is fixed to the inner ring of the variable friction energy dissipation ring by high-strength bolts, thus completing the installation from the tower corner column 3 to the foundation.

[0058] It should be noted that in this specification, relational terms such as first and second are used only to distinguish one entity from several other entities, and do not necessarily require or imply any such actual relationship or order between these entities.

[0059] This document uses specific examples to illustrate the principles and implementation methods of this application. The descriptions of the embodiments above are only for the purpose of helping to understand the method and core ideas of this application. It should be noted that those skilled in the art can make several improvements and modifications to this application without departing from the principles of this application, and these improvements and modifications also fall within the protection scope of the claims of this application.

Claims

1. A prefabricated multi-energy-dissipating foundation for temporary power transmission towers, characterized in that, include: The foundation platform (1) includes an upper anchor plate (11), a lower bearing plate (12) and a deformation support area (13) connecting the two. The upper anchor plate (11) and the lower bearing plate (12) are arranged in parallel. The bottom surface of the lower bearing plate (12) is a flat contact surface that is in close contact with the rock foundation surface. The connecting pipe (2) is fixedly located at the center of the upper anchor plate (11) and extends upward in a direction perpendicular to the lower bearing plate (12). An angle post (3) is detachably inserted into the inner cavity of the connecting pipe (2). The self-resetting energy dissipation component (6) is embedded in the deformation support area (13). The self-resetting energy dissipation component (6) provides a restoring force to drive the deformation support area (13) to reset. The self-resetting energy dissipation component (6) deforms when loaded to convert the mechanical energy of the foundation platform (1) into the internal energy of the self-resetting energy dissipation component (6). An anchor rod (4) penetrates the foundation platform (1) vertically, with its lower end extending into the rock foundation and anchored to the rock foundation. The anchor rod (4) is detachably connected to the foundation platform (1).

2. The prefabricated multi-energy-dissipating foundation for temporary power transmission towers according to claim 1, characterized in that, The deformation support area (13) includes a plurality of hollow grooves provided between the upper anchor plate (11) and the lower bearing plate (12). The plurality of hollow grooves are evenly distributed around the foundation platform (1). The sidewalls of the hollow grooves form connecting walls connecting the upper anchor plate (11) and the lower bearing plate (12). Each of the hollowed-out grooves has at least one self-resetting energy-consuming component (6), and the two axial ends of each self-resetting energy-consuming component (6) are connected to different connecting walls of the hollowed-out groove.

3. The prefabricated multi-energy-dissipating foundation for temporary power transmission towers according to claim 2, characterized in that, The self-resetting energy-consuming component (6) in each of the hollow slots includes at least one of the following: a horizontal energy-consuming component (61), a vertical energy-consuming component (62), a vertical energy-consuming component (64), and an oblique energy-consuming component (63); The axial ends of the transverse energy-consuming component (61) are hinged to the connecting walls on the left and right sides of the hollow groove; the axial ends of the longitudinal energy-consuming component (62) are hinged to the connecting walls on the front and rear sides of the hollow groove; the axial ends of the vertical energy-consuming component (64) are hinged to the connecting walls on the upper and lower sides of the hollow groove; the axial directions of the transverse energy-consuming component (61), the vertical energy-consuming component (64), and the longitudinal energy-consuming component (62) are perpendicular to the connecting walls to which they are connected; the axial ends of the oblique energy-consuming component (63) are hinged to the two adjacent connecting walls of the hollow groove.

4. The prefabricated multi-energy-dissipating foundation for temporary power transmission towers according to claim 3, characterized in that, At least the vertical energy-consuming component (64) is provided in the hollowed-out grooves located at the four corners of the foundation platform (1).

5. The prefabricated multi-energy-dissipating foundation for temporary power transmission towers according to claim 1, characterized in that, The connecting pipe (2) has stiffening ribs (5) distributed on its outer periphery. The stiffening ribs (5) gradually widen from top to bottom, and the bottom of the stiffening ribs (5) is fixedly connected to the upper anchor plate (11).

6. The prefabricated multi-energy-dissipating foundation for temporary power transmission towers according to claim 1, characterized in that, The corner post (3) is provided with a connecting base (31) at its end. A friction energy dissipation component (32) is sleeved on the outer periphery of the connecting base (31). The friction energy dissipation component (32) fills the inner cavity of the connecting pipe (2) and contacts the inner wall of the connecting pipe (2) to convert the kinetic energy generated by the movement of the corner post (3) relative to the connecting pipe (2) into the internal energy of the friction energy dissipation component (32).

7. The prefabricated multi-energy-dissipating foundation for temporary power transmission towers according to claim 6, characterized in that, The inner wall of the connecting pipe (2) is a continuous wavy inner wall along the axial direction. The outer wall of the friction energy dissipation component (32) is correspondingly set as a wavy outer wall that matches the wavy inner wall. The wavy outer wall and the wavy inner wall are engaged in the axial direction through the meshing of the crests and troughs.

8. The prefabricated multi-energy-dissipating foundation for temporary power transmission towers according to claim 6, characterized in that, The connecting pipe (2) is provided with an elongated hole (21), and the friction energy dissipation component (32) and the connecting base (31) are provided with locking holes (33) corresponding to the elongated hole (21). The connecting bolt passes through and fixes the elongated hole (21), the friction energy dissipation component (32) and the locking hole (33) on the connecting base (31) in sequence.

9. The prefabricated multi-energy-dissipating foundation for temporary power transmission towers according to claim 6, characterized in that, The friction energy dissipation component (32) is made of high-damping rubber material or polyurethane elastomer material, with a Shore hardness between A50 and A90. The friction energy dissipation component (32) undergoes shear deformation under the compression of the connecting pipe (2) and the connecting base (31).

10. The prefabricated multi-energy-dissipating foundation for temporary power transmission towers according to claim 1, characterized in that, The upper anchor plate (11) and the lower bearing plate (12) are provided with holes, and multiple anchor rods (4) pass through the holes from top to bottom and extend into the rock foundation.

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