A large-stiffness gravity energy storage structure and construction method

Abstract

The application discloses a large-rigidity gravity energy storage structure and a construction method thereof. The large-rigidity gravity energy storage structure comprises a high region structure, a middle region structure, a low region structure and a platform plate. The high region structure, the middle region structure and the low region structure each comprise a frame located at an inner side, a shear wall arranged at a periphery of the frame and arranged along a periphery, and a connecting frame beam. The frame comprises a frame column and a frame beam, and the frame beam is fixedly connected with the frame column. The shear wall comprises a wall body and a connecting wall column. Two ends of the connecting frame beam are connected with the frame column and the connecting wall column respectively, so that the frame and the shear wall form a common lateral force resisting system. The platform plate is connected with at least the high region structure. The application has the advantages of large rigidity, small lateral displacement and good anti-seismic performance.

Description

Technical Field

[0001] This invention belongs to the fields of earthquake prevention and disaster reduction, energy, and modern structural engineering technology, and specifically relates to a high-rigidity gravity energy storage structure for gravity energy storage structures and its construction method. Background Technology

[0002] The rapid development of the new energy industry has created an urgent demand for energy storage technology. Gravity energy storage, as one of the important technologies for long-term energy storage, has attracted widespread attention from the industry. Against the backdrop of "dual-carbon" goals and the construction of new power systems, my country's installed capacity of new energy sources such as wind power and photovoltaics is growing rapidly. The intermittent and fluctuating nature of new energy sources makes large-scale, long-term energy storage crucial for ensuring the safe and stable operation of the power grid.

[0003] Existing energy storage technologies mainly include pumped hydro storage, electrochemical energy storage, compressed air energy storage, and gravity energy storage. Among these, above-ground gravity energy storage power stations have received significant development attention due to their smaller environmental impact and ability to be located close to load centers. In the construction of existing above-ground gravity energy storage power stations, a steel frame structure is primarily used as the load-bearing system to support the elevated energy storage blocks and provide a physical channel for their vertical movement. This structure suffers from insufficient lateral stiffness and high structural flexibility. Under seismic loading, significant lateral displacement can easily lead to overall structural instability or localized damage, affecting the safe operation of the power station. Summary of the Invention

[0004] The technical problem to be solved by the present invention is to provide a high-rigidity gravity energy storage structure and construction method, so as to effectively solve the problems of insufficient lateral stiffness of existing steel frame gravity energy storage power stations, which are prone to overall structural instability or local damage and insufficient safety under seismic action.

[0005] To achieve the above objectives, the present invention adopts the following technical solution.

[0006] A high-stiffness gravity energy storage structure includes a high-zone structure, a middle-zone structure, a low-zone structure, and a platform slab. Each of the high-zone, middle-zone, and low-zone structures includes an inner frame, shear walls arranged around the perimeter of the frame, and connecting beams. The frame includes frame columns and frame beams, with the frame beams fixedly connected to the frame columns. The shear walls include wall bodies and connecting wall columns. The two ends of the connecting beams are connected to the frame columns and connecting wall columns, respectively, so that the frame and shear walls form a common lateral force resisting system. The area connected by the platform slab includes at least the high-zone structure.

[0007] Preferably, the platform slab is a flat slab, and the platform slab is directly fixed to the frame columns and shear walls to directly transfer the gravity load of the platform slab to the frame columns and shear walls; or, the frame beams and / or connecting beams are hidden beams set inside the platform slab, and the gravity load of the platform slab is transferred to the frame columns and shear walls through the hidden beams; or, the thickness of the platform slab is less than the beam height of the frame beams and / or connecting beams, and the gravity load of the platform slab is first transferred to the frame beams and / or connecting beams, and then transferred to the frame columns and shear walls.

[0008] Preferably, from the low-level structure to the high-level structure, the middle-level structure adopts at least one of the following stiffness adjustment measures: gradual change in story height, gradual change in the arrangement density and / or cross-sectional stiffness of frame columns, gradual change in the cross-sectional stiffness of frame beams, and gradual change in the arrangement density and / or stiffness of shear walls.

[0009] Preferably, the ratio of the design value of the flexural yield bearing capacity of the frame beam in the middle zone structure to the calculated bending moment under combined seismic action is less than the ratio of the design value of the flexural yield bearing capacity of the corresponding frame beam in the upper zone structure to the corresponding calculated bending moment, so that the frame beam in the middle zone structure is constructed as a preferential yielding energy dissipation member compared with the frame beam in the upper zone structure.

[0010] Preferably, the shear wall is a closed, continuous concrete outer cylinder wall set around the perimeter of the frame; a series of openings are provided on the outer cylinder wall so that the outer cylinder wall forms at least two vertically extending wall bodies in the areas where the openings are provided; a local wall body located between two adjacent wall bodies and whose two ends are fixedly connected to each wall body is constructed as a connecting beam; wherein, the spatial shape and spacing of each opening are used to adjust the span-to-height ratio of the connecting beam so that the connecting beam is a shear energy dissipation member that yields preferentially compared to the wall body.

[0011] Preferably, the wall body is a cast-in-place concrete wall body, a precast concrete wall body, a double steel plate shear wall body, or a double steel plate concrete shear wall body; the frame beams and / or connecting frame beams are cast-in-place concrete beams, precast concrete beams, precast steel-reinforced concrete beams, steel beams, or steel-concrete composite beams; the frame columns are cast-in-place concrete columns, precast concrete columns, precast steel-reinforced concrete columns, steel columns, or steel-concrete composite columns.

[0012] A high-rigidity gravity energy storage structure node includes connecting wall columns, horizontal members, and horizontal connectors. The connecting wall columns include longitudinal reinforcement, stirrups, and concrete, and optionally, internal steel reinforcement. The horizontal members are frame beams and / or connecting frame beams. The horizontal members are integrated with the connecting wall columns via horizontal connectors. Wherein: when internal steel reinforcement is provided in the connecting wall column, the horizontal connectors are fixedly connected to the steel reinforcement; when no internal steel reinforcement is provided in the connecting wall column, the horizontal connectors are embedded parts pre-embedded within the connecting wall column.

[0013] Preferably, prestressed tendons are arranged inside the shear wall, frame beam (2), connecting frame beam (6) and / or platform slab (D).

[0014] A method for constructing a high-rigidity gravity energy storage structure includes the following steps: Step 1: Layer-by-layer structural construction and prestressing tendon embedding: Construct the low-level structure, middle-level structure and high-level structure layer by layer from bottom to top, and construct the platform slab; during the construction of the shear walls, frame beams, connecting frame beams and / or platform slabs of each section, prestressing tendons are embedded, and at least a portion of the prestressing tendons are kept in an untensioned state or in an initial pre-tensioned state before reaching the final design prestress value.

[0015] Step 2: Preloading and Deformation Monitoring of Graded Energy Storage Blocks after Main Structure Completion: After the main framework of the high-zone, middle-zone, and low-zone structures is completed, graded energy storage blocks are loaded onto the platform. When the energy storage blocks are loaded to the preset target weight, loading is paused and an observation period is set. During the observation period, the vertical uneven settlement difference of the high-rigidity gravity energy storage structure is dynamically monitored.

[0016] Step 3: Final tensioning and stress locking after deformation convergence: Continuously observe the vertical uneven settlement difference. When the increment of the vertical uneven settlement difference gradually decreases and tends to stabilize over time, and the cumulative absolute value of the uneven settlement difference is less than the preset safety threshold, perform final tensioning to the final design prestress value and anchor locking on the prestressing tendons that are currently in an untensioned state or in the initial stage of pretensioning and have not reached the final design prestress value.

[0017] A preferred method for constructing a high-rigidity gravity energy storage structure. The preset weight in step two is 15% to 85% of the full load of the structure design; wherein the prestressed tendons adopt a batch dynamic tensioning process, specifically including: Initial and intermediate pre-tensioning: During the graded loading process described in step two, or when the loading does not reach the preset weight, the first part of the pre-embedded prestressed tendons is fully tensioned and anchored, and / or the second part of the prestressed tendons is subjected to initial pre-tensioning at a value lower than the final design prestress value. Final heavy load locking: Execute step three. When the vertical uneven settlement difference tends to stabilize, perform final tensioning and anchoring on all remaining prestressing tendons that are currently in an untensioned state, and reinforce and tension the second part of the prestressing tendons that are in the initial pretensioning state to the final design prestress value and finally anchor them. Furthermore, the preset convergence condition in step three is specifically as follows: during the observation period, the deformation rate of the vertical uneven settlement difference of the high-stiffness gravity energy storage structure is less than a set micro value in several consecutive monitoring cycles, and the deformation curve over time tends to be stable.

[0018] Compared with the prior art, the present invention has the following significant features and beneficial effects: Significantly improving overall stiffness and enhancing wind and earthquake resistance, a synergistic lateral force resisting system of inner frame and outer wall is formed by setting shear walls around the perimeter of the frame, effectively solving the problem of insufficient lateral stiffness in existing steel frame structures. Furthermore, it greatly improves the torsional stiffness of the energy storage tower. Under seismic loading, this system can collaboratively dissipate energy, significantly reduce inter-story displacement, and block the P-Δ (second-order) effect caused by high-level heavy-load energy storage blocks, effectively preventing structural instability and buckling failure. Under wind-resistant conditions, it significantly reduces the tower's wind vibration amplitude, ensuring the stable operation of the internal precision vertical lifting system and avoiding the risk of mechanical shutdown due to excessive swaying.

[0019] Optimizing stiffness transition and constructing a multi-stage progressive energy dissipation mechanism: In the central structure, stiffness adjustment measures are adopted by adjusting story height, cross-section, or layout density to achieve a smooth transition of lateral stiffness along the vertical direction, eliminating the stiffness abrupt changes and weak story risks commonly found in conventional large cantilever structures. Combined with the yield bearing capacity design of coupling beams and frame beams, a two-stage progressive failure mechanism is formed: "coupling beams preferentially yield to shear for energy dissipation, and frame beams flexurally yield to energy dissipation," significantly enhancing the structure's energy dissipation toughness under extreme large deformation conditions.

[0020] Offering diversified force transmission modes to adapt to special energy storage conditions, the platform slab provides three force transmission modes: beamless slab, hidden beam slab, and beam-slab combination. The beam height can be flexibly adjusted to maximize space utilization and improve the energy storage density of the entire tower space. At the same time, the load-bearing frame and energy dissipation components are integrated to construct a second existing energy dissipation and seismic defense line in addition to the outer cylinder shear wall, realizing the safe transfer of gravity loads and the effective distribution of seismic forces.

[0021] Active prestress control enhances the durability of materials throughout their entire life cycle. To address the high-frequency alternating dynamic loads caused by the frequent rise and fall of energy storage blocks, vertical prestress is applied to the frame and walls to establish a self-balancing prestress field. This actively counteracts the tensile stress caused by dynamic rebound and seals micro-cracks in the concrete, greatly improving the fatigue resistance of the structure throughout its entire life cycle.

[0022] To simplify high-altitude on-site construction and achieve low-risk, high-efficiency construction, prefabricated composite structure technology was introduced, significantly reducing the total amount of wet work on-site at high altitudes. The prestressed process of "graded preloading and dynamic tensioning" was adopted, which solved the problem of uneven structural stress in complex construction environments by real-time monitoring of uneven vertical settlement and implementing targeted reinforcement tensioning. This effectively shortened the construction cycle while reducing the risks of high-altitude construction. Attached Figure Description

[0023] The present invention will now be described in further detail with reference to the accompanying drawings.

[0024] Figure 1 Schematic diagram of a high-rigidity gravity energy storage structure.

[0025] Figure 2 Elevation diagram of a high-rigidity gravity energy storage structure Figure 1 .

[0026] Figure 3 Elevation diagram of a high-rigidity gravity energy storage structure Figure 2 .

[0027] Figure 4 Plan view of connecting wall columns Figure 1 .

[0028] Figure 5 Connection node diagram Figure 1 .

[0029] Figure 6 Connection node diagram Figure 2 .

[0030] Figure 7 Connection node diagram Figure 3 .

[0031] Figure 8 Plan view of connecting wall columns Figure 2 .

[0032] Attached diagram labels: A-High-rise structure, B-Middle-rise structure, C-Low-rise structure, D-Platform slab, 1-Frame column, 2-Frame beam, 3-Wall body, 4-Connecting beam, 5-Connecting wall column, 5.1-Longitudinal reinforcement of wall column, 5.2-Stirrups of wall column, 5.3-Concrete of wall column, 5.4-Steel frame of wall column, 6-Connecting frame beam, 6.1-Flange of connecting frame beam, 6.2-Web of connecting frame beam, 7-Horizontal connector, 8-Prestressed tendon. Detailed Implementation

[0033] To better understand the purpose, technical solution, and function of this invention, the invention will be described in further detail below with reference to the accompanying drawings. Here, illustrative embodiments and their descriptions are used to explain the invention, but are not intended to limit the invention.

[0034] In the description of this invention, it should be understood that the terms "comprising / including," "consisting of," or any other variations thereof are intended to cover a non-exclusive inclusion, such that a product, apparatus, process, or method that comprises a list of elements includes not only those elements but may also include, where necessary, other elements not expressly listed, or elements inherent to such a product, apparatus, process, or method. Without further limitation, an element defined by the phrase "comprising / including…" or "consisting of…" does not exclude the presence of additional identical elements in the product, apparatus, process, or method that includes said element.

[0035] In this invention, unless otherwise explicitly specified and limited, the term "fixed connection" should be interpreted broadly, for example, it can refer to a sleeve connection, an lap joint, a weld, a bolted connection, or a combination of the above connections; the terms "installation," "connection," and "linking" should also be interpreted broadly, for example, they can refer to a fixed connection, a detachable connection, or an integral part; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal communication of two components or the interaction between two components; the term "continuous reinforcing bar" refers to a reinforcing bar that is continuous without breakage, or a reinforcing bar that is broken but with a fixed connection between the broken reinforcing bars. Those skilled in the art can understand the specific meaning of the above terms in this invention according to the specific circumstances.

[0036] It should also be understood that the terms "upper", "lower", "front", "rear", "left", "right", "top", "bottom", "inner", and "outer" indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are only for the convenience of describing the present invention and simplifying the description, and do not indicate or imply that the device, component or structure referred to must have a specific orientation, be constructed or operated in a specific orientation, and should not be construed as a limitation of the present invention.

[0037] The following is in conjunction with the accompanying drawings. Figures 1 to 8 As shown, the implementation of the present invention will be described in detail using preferred embodiments. Example 1

[0038] like Figure 1 , Figure 2 and Figure 3As shown, a high-stiffness gravity energy storage structure includes a high-zone structure A, a middle-zone structure B, a low-zone structure C, and a platform plate D. Each of the high-zone structure A, middle-zone structure B, and low-zone structure C includes an inner frame, shear walls arranged around the perimeter of the frame, and connecting frame beams 6. The frame includes frame columns 1 and frame beams 2, with the frame beams 2 fixedly connected to the frame columns 1. The shear walls include wall bodies 3 and connecting wall columns 5. The two ends of the connecting frame beams 6 are connected to the frame columns 1 and the connecting wall columns 5, respectively, so that the frame and the shear walls form a common lateral force resisting system. The platform plate D is connected to at least one of the high-zone structure A, middle-zone structure B, and low-zone structure C, and is used to support energy storage components.

[0039] The energy storage system comprises energy storage blocks, guide rails, hoisting units, dwelling mechanisms, and transportation equipment, achieving rigid decoupling and synergy between spatial energy storage, vertical power, and horizontal logistics. The guide rails and hoisting units are directly anchored to the frame columns 1 or wall 3, uniformly transmitting the impact, vibration, and eccentric bending moment caused by the lifting, starting, and stopping of the energy storage blocks to the outer wall and core frame. This strong node anchoring effectively prevents local fatigue cracking of the floor slab, ensuring the dynamic stability of the ultra-high tower under frequent alternating loads. The energy storage blocks are stored on horizontal platform slabs on each floor. Their enormous gravity load is directly and uniformly distributed through the platform slabs to the inner frame beams 2 and outer wall 3 of the main structure, avoiding local stress concentration in the tower and ensuring the overall structural stability under long-term, heavy-duty loads in ultra-high-rise buildings. The dynamic connection between the horizontal transportation equipment and the vertical structure provides a precise benchmark for the matrix-like flow of energy storage blocks between the shaft and storage locations. The integration of the floor slab and the track effectively absorbs the shear force of the equipment operation, ensuring high-frequency, stable, and intelligent operation of the system.

[0040] The inventors discovered that gravity energy storage power stations, due to the concentration of a large number of energy storage components in the high-rise structure A, suffer from weak lateral stiffness of traditional pure steel frames, making them prone to excessive inter-story displacement under horizontal seismic loads. This invention optimizes the force transmission path through spatial structural functional decoupling and rigid connection: the inner frame (frame columns 1, frame beams 2) directly supports the energy storage components via platform plate D, allowing vertical gravity loads to be directly transmitted longitudinally, shortening the force transmission path. Shear walls (wall body 3, connecting wall columns 5) are arranged along the outer perimeter, forming a rigid enclosure at the outermost edge of the structure, maximizing the system's bending section modulus and torsional stiffness. When subjected to horizontal seismic forces or wind loads, the displacement trend of the inner frame is transmitted to the outer shear walls through platform plate D and connecting frame beams 6. Since the two ends of connecting frame beams 6 are fixedly connected to frame columns 1 and connecting wall columns 5 respectively, the displacement of the inner frame and the outer wall is forced to be coordinated. The outer shear walls bear most of the horizontal shear force and overturning moment with their great in-plane stiffness, which greatly reduces the overall inter-story drift angle and effectively avoids or reduces the whiplash effect or overall instability failure of the structure.

[0041] During the upward and downward movement (charging and power generation) of the energy storage block within the vertical track, the dynamic operation requires extremely high track stability. High-altitude wind loads not only have static destructive power but, more importantly, cause dynamic wind-induced vibrations. Pure steel frames typically have a low inherent damping ratio (approximately 0.02) and, due to their flexible structure, a long natural period, making them highly susceptible to resonance with the vortex-induced vibration frequency of high-altitude wind loads. This invention introduces concrete shear walls (or steel-concrete composite shear walls), significantly increasing the overall stiffness of the structural system and thus substantially shortening the structure's natural period, shifting it away from the high-energy excitation frequency range of wind loads. Simultaneously, the concrete material provides a greater structural damping ratio (increasing to 0.04~0.05), accelerating the dissipation of the kinetic energy input by the wind load. The shear walls, arranged in a closed or symmetrical manner along the perimeter, ensure that the structure's center of mass and center of rigidity are highly coincident. When the gravity energy storage block operates asymmetrically or the high-altitude wind direction changes, the outer shear wall effectively suppresses torsional wind vibration caused by "mass rigidity and eccentricity." Through the stiffness barrier and energy dissipation and vibration reduction effect of the outer wall, the acceleration and velocity response of the high-zone structure A and the middle-zone structure B are significantly reduced, eliminating the continuous slight swaying of the structure. This provides a stable rigid base for the mechanical lifting track of the energy storage block, preventing the track from bending due to structural deformation, and achieving mechanical precision and safety when the energy storage block generates electricity at high speed.

[0042] In one embodiment of the present invention, the low-zone structure C, the middle-zone structure B, and the high-zone structure A are arranged vertically in sequence. The height of each structural section can be adjusted according to the energy storage capacity requirements and lateral force resistance performance of the gravity energy storage power station, specifically as follows: Low-zone structure C: Its height is 15% to 50% of the total structural height. In a preferred embodiment, the height of the low-zone structure C is 20% to 40% of the total structural height, for example, 25%, 30%, or 35%. This height range ensures that the bottom enclosure structure has sufficient lateral stiffness and bearing capacity to firmly anchor and withstand the overturning moment transmitted from above. Middle-zone structure B: Its height is 10% to 80% of the total structural height. In a preferred embodiment, the height of the middle-zone structure B is 30% to 60% of the total structural height, for example, 40%, 45%, or 50%. This height range serves as the main vertical operation and energy conversion zone of the energy storage block, and its height percentage can be customized according to the gravity energy storage stroke. High-zone structure A: Its height is 5% to 40% of the total structural height. In a preferred embodiment, the height of high-zone structure A is 10% to 30% of the total structural height, for example, 15%, 20%, or 25%. This height range is mainly used to centrally accommodate and support energy storage components in a high-level energy storage state. In this embodiment, the height ratios of the low-zone structure C, middle-zone structure B, and high-zone structure A can be independently selected and combined within their respective defined ranges, and the sum of the heights of the high-zone structure A, middle-zone structure B, and low-zone structure C is equal to the total structural height.

[0043] This structural system exhibits excellent scalability and is suitable for energy storage scenarios of varying scales. For micro and small power plants, the total weight of the energy storage block is set between 500t and 15,000t; the total structural height is set between 20m and 250m, with a preferred embodiment having a total structural height of 50m to 150m. This parameter configuration ensures that the structural system can maintain optimal lateral stiffness and dynamic stability under small to medium-sized land occupation and load requirements. For medium, large, and giant power plant applications, the total weight of the energy storage block is set between 10,000t and 5,000,000t; the total structural height is set between 50m and 600m. In a preferred embodiment, the total structural height is configured between 80m and 400m. At this scale, by optimizing the thickness of the shear walls and the stiffness of the connecting frame beams, the structural stress distribution under long-cycle loads can be effectively balanced, ensuring the displacement coordination of the giant mass block during operation. Example 2

[0044] Based on Embodiment 1, in a specific implementation, the platform plate D is partially provided within the middle zone structure B, and the arrangement density of the platform plate D within the middle zone structure B is less than the arrangement density of the platform plates in the high zone structure A and the low zone structure C; or, the platform plate D is not provided vertically within the middle zone structure B.

[0045] This design aims to reduce the load on the middle structure B compared to the upper and lower structures A and C. The middle structure B will have fewer or no platform slabs D to minimize its weight compared to the upper and lower structures A and C. The mechanical mechanism and beneficial effects are as follows: The middle structure B primarily serves as a vertical channel for the energy storage blocks. Reducing or eliminating platform slabs D provides unobstructed shaft space, avoiding interference with the dynamic operation of the energy storage blocks. Reducing the volume of the platform slabs in the middle structure B achieves lightweighting of the central section, significantly reducing the horizontal inertial force response of the middle section under seismic or wind loads, thereby reducing the downward transmission of inter-story shear force and overturning moment. This creates a vertical mass distribution pattern where the loads are concentrated in the upper and lower sections, while the self-weight is reduced in the middle section. Combined with the external shear walls, this effectively prevents extreme abrupt changes in the vertical stiffness and mass of the structure, preventing the formation of weak seismic layers.

[0046] In specific implementation, in the high zone structure A, the middle zone structure B, and / or the low zone structure C where the platform slab D is provided, the platform slab D is not fully laid out within the frame, so that a vertically penetrating running channel is left between the platform slab D and the frame and / or the shear wall, and / or on the platform slab D.

[0047] The non-fully-laid design of platform slab D creates a vertical physical clearance throughout the building's interior, serving as a dynamic upward and downward operating channel for the energy storage modules. This ensures that the energy storage components do not physically interfere with the horizontal floor slabs throughout their entire travel. Platform slab D, where no clearance is left, remains rigidly connected to the inner frame beams and columns and the outer shear walls, continuing to function as a horizontal baffle to effectively collect and transfer horizontal shear forces, maintaining the overall coordinated lateral resistance performance of the spatial frame-shear wall system. The vertically continuous channel provides air decompression space for the high-speed vertical operation of the energy storage modules, effectively mitigating the air piston effect within the shaft, reducing operating resistance, and reducing the micro-vibrations caused by internal airflow impacts on the main structure.

[0048] In practical implementation, the total area of ​​the pre-reserved openings in the structure should account for no less than 10% of the total area enclosed by the exterior walls (i.e., the planar projected area), with a preferred range of 30% to 95%. The mechanical basis for this parameter setting is as follows: For areas where energy storage blocks are placed, a lower limit of 10% ensures that the gravity energy storage blocks, their guide rails, and the lifting system have sufficient physical operating space, effectively avoiding the risk of mechanical collisions while meeting the air decompression requirements in high-altitude environments and suppressing local air pressure shocks caused by the "piston effect"; For areas where no energy storage blocks are placed, a value not exceeding 95% can be used. By retaining the necessary frame connections and horizontal diaphragm supports on the outer perimeter of the structure, it can be ensured that the main structure can maintain sufficient lateral stiffness and overall stability when subjected to lateral forces such as wind loads or seismic actions, effectively avoiding the risk of torsional instability. By setting up through-flow channels within this proportional range, this structure effectively avoids the excessive structural weight and airflow damping impact caused by traditional full-slab flooring, achieving synergy between high-density internal circulation and structural dynamic performance. Furthermore, when the proportion of reserved openings approaches the upper limit, this system constructs a local force transmission path by adding stiffening beams or diagonal bracing members, ensuring that horizontal shear force can be reliably transmitted to the surrounding frame and lateral force resisting members through the locally stiffened area, thereby guaranteeing the overall structural safety under high porosity conditions. In practical implementation, in terms of spatial layout, the high-level structure A has 2 to 15 layers of platform slabs D arranged along the height direction; in a preferred embodiment, it is configured as 3 to 10 layers. This layer configuration effectively optimizes the storage density in the high-level area by decoupling the vertical space of the energy storage components. The platform slabs D form a rigid and coordinated connection with the inner frame beams 2 and the outer wall 3, distributing the gravity load of the energy storage components to the inner frame and the outer shear wall through multiple points via the platform slabs D, avoiding local floor fatigue cracking caused by excessive single-point load in traditional large-span structures. In addition, through the inter-layer displacement coordination of the multiple platform slabs D, the track alignment accuracy of the energy storage components under high-speed operation is ensured, thereby improving the operating efficiency and reliability of the entire energy storage system.

[0049] In practice, the number of layers of platform plate D in the middle zone structure B is configured according to the energy storage travel requirements, and its density can be more uniform than that in the high zone, serving as the main circulation area for energy storage blocks.

[0050] The low-level structure C is equipped with a platform slab D. Its layer design focuses on the final transfer of gravity loads and the strengthening of lateral resistance at the bottom, and can serve as the bottom storage location of the system. Example 3

[0051] Based on Example 1, in specific implementation, platform slab D is a flat slab, directly fixed to frame column 1 and shear wall to directly transfer the gravity load of platform slab D to frame column 1 and shear wall. Its mechanical mechanism and effects are as follows: Eliminating the traditional beam system, the stored gravity is directly transferred to the columns and walls through the slab, shortening the vertical force transmission path; the flat slab design releases the inter-story headroom, reducing the overall building height and indirectly reducing wind load and seismic effects on the structure. The direct connection between the slab and columns / walls transforms it into a high-rigidity continuous horizontal slab, increasing the horizontal force transmission contact surface and more evenly and directly distributing the horizontal displacement trend to the outer shear walls, enhancing the collaborative lateral resistance. The large tonnage gravity of the energy storage components is evenly diffused within the flat slab surface, avoiding stress concentration at traditional beam end nodes, optimizing the local stress state, and improving the fatigue durability of the structure under long-term dynamic loads.

[0052] Preferably, the frame beam 2 and / or connecting frame beam 6 are concealed beams located inside the platform slab D. The gravity load of the platform slab D is transferred to the frame columns 1 and shear walls through the concealed beams. The mechanical mechanism and beneficial effects are as follows: By configuring concealed beams inside the platform slab D, the beams are hidden within the slab thickness range. While maintaining the flatness of the slab surface and bottom, the concentrated reinforcement within the concealed beams forms an invisible skeleton, allowing the stored gravity load to be efficiently transferred to the frame columns 1 and shear walls through the concealed beams. The concealed beam structure eliminates the spatial constraints of protruding exposed beams, maximizing the release of inter-story physical clearance. While ensuring high bending stiffness, it reduces the overall building height, thereby effectively reducing the wind load and seismic action on the overall structure. The concealed beams and platform slab D form a continuous stiffness distribution, increasing the horizontal shear stiffness. When the structure is subjected to horizontal shear force, the concealed beams, as the main force transmission belt, can more stably connect the internal frame columns 1 and the external shear walls, strengthening the integrity of the spatially coordinated lateral force resisting system.

[0053] Preferably, the thickness of the platform slab D is less than the beam height of the frame beam 2 and / or the connecting frame beam 6. The gravity load of the platform slab D is first transferred to the frame beam 2 and / or the connecting frame beam 6, and then to the frame column 1 and the shear wall. Its mechanical mechanism and beneficial effects are as follows: By adopting an exposed beam structure where the slab thickness is less than the beam height, the gravity load of the platform slab D is first transmitted to the outer frame beam 2 and / or the connecting frame beam 6 through bidirectional or unidirectional bending. Then, the shear force is concentrated and transferred to the frame column 1 and the shear wall by the bending beam, forming a stepped force path with clear boundaries and high safety redundancy. The protruding exposed beam not only acts as a rigid edge rib of the platform slab D, significantly improving the overall bending and torsional stiffness of the horizontal floor slab, but also effectively constrains the lateral displacement of the slab, suppressing local slab vibrations caused by the lifting, lowering, and stopping of the energy storage components. The large-section frame beam 2 and the connecting frame beam 6 serve as a strong and rigid force-bearing link, which strengthens the horizontal rigid support effect between the inner frame columns and the outer shear walls. When dealing with horizontal wind loads and seismic shear forces, it can achieve more efficient spatial collaborative lateral force distribution. Example 4

[0054] Based on Example 1, in specific implementation, lateral force resisting members are arranged horizontally and / or vertically at intervals within the bay formed between two adjacent frame columns 1 and two adjacent frame beams 2. These lateral force resisting members include wall panels installed within the bay or diagonal braces connecting the diagonals of the bay, enabling the frame to form an energy-dissipating internal lateral force resisting rigid frame. The mechanical mechanism and beneficial effects are as follows: Adding wall panels or diagonal braces within the frame bay transforms the traditional pure steel or concrete frame into a high-energy-dissipating lateral force resisting rigid frame, significantly improving the initial lateral stiffness within the structure. Under earthquake or wind action, it possesses greater stiffness, reducing displacement and vibration. When the structure is subjected to a major or mega-earthquake, the wall panels (or diagonal braces), as the first line of defense, enter an energy-dissipating state in advance through their own shear deformation or yielding tensile-compressive motion, thus protecting the main frame from severe structural damage. The horizontal and vertical spacing optimizes the lateral stiffness distribution of the frame while maintaining the necessary clearance for the internal energy storage channels. This effectively reduces the inter-story drift angle between the high, middle, and low zones, and, in conjunction with the outer shear walls, further stabilizes the verticality and operational stability of the energy storage track. Example 5

[0055] Based on Example 1 or Example 4, in specific implementation, from the low zone structure C to the high zone structure A, the middle zone structure B adopts at least one of the following stiffness adjustment measures: tiered change in story height, tiered change in the distribution density and / or cross-sectional stiffness of frame columns 1, tiered change in the beam cross-sectional stiffness of frame beams 2, tiered change in the distribution density and / or stiffness of shear walls, tiered change in the arrangement density or stiffness of energy dissipation braces along the vertical gradation, and tiered change in the arrangement density or stiffness of energy dissipation infill wall panels along the vertical gradation, so that the lateral stiffness of the middle zone structure B does not undergo abrupt stiffness changes along the vertical direction.

[0056] Its mechanical mechanism and beneficial effects are as follows: By gradually varying the gradation of story height, beam cross-section, wall thickness, and energy dissipation component density along the path, a flexible gradual change in the lateral stiffness of the central zone is achieved, effectively avoiding the problem of abrupt changes in vertical stiffness in ultra-high-rise structures. This stiffness homogenization adjustment improves the dynamic response characteristics of the structure, eliminates local concentration of inter-story drift angles, and prevents the formation of weak stories under earthquakes. Multi-parameter composite control, while ensuring the continuity of structural stiffness, precisely adapts to dynamic external forces at different heights, effectively controls the deformation of the vertical track, and enhances the structural elasticity and safety redundancy of the energy storage system.

[0057] Example 6 Based on Example 1, in specific implementation, this invention achieves tiered energy dissipation of the structure under dynamic loads by constructing a "bearing capacity reserve gradient." Specifically, the structure is divided along its height into a high-zone structure A (containing the first frame beam), a middle-zone structure B (containing the second frame beam), and a low-zone structure C (containing the third frame beam). The ratio of the design value of the flexural yield bearing capacity of each layer's frame beams to the calculated bending moment under combined seismic loading (i.e., the bearing capacity reserve ratio) is set to satisfy the following tiered relationship: the reserve ratio of the second frame beam in the middle-zone structure B is the smallest, the reserve ratio of the first frame beam in the high-zone structure A is in the middle, and the reserve ratio of the third frame beam in the low-zone structure C is the largest.

[0058] To accurately achieve the aforementioned bearing capacity gradient, this invention employs various component construction methods: In terms of section control, by setting a section weakening zone (preferably a bone-shaped weakening zone) at the beam end of the second frame beam, or by reducing its flexural section modulus, the end yield bearing capacity is actively reduced; in terms of material gradation, a material combination with progressively increasing yield strength is adopted (preferably a tiered application from low yield point steel to high strength structural steel); in terms of reinforcement control, by adjusting the longitudinal tensile reinforcement ratio, the reinforcement ratio of the second frame beam is made lower than that of the first and third frame beams.

[0059] The design of this load-bearing capacity reserve gradient constructs a tiered seismic defense chain: the middle layer yields first to dissipate energy, the top layer follows, and the bottom layer yields last. In the event of a major or mega-earthquake, the second frame beam in the middle section (B) acts as the first line of defense, yielding first due to its lowest load-bearing capacity reserve ratio, forming a plastic hinge to preferentially dissipate dynamic energy, thus effectively limiting the displacement amplitude of the top layer due to the whiplash effect. Simultaneously, to ensure overall stability, the proportion of the second frame beam in the middle section (B) is controlled between 20% and 100% (preferably 30% to 90%), and the proportion of the first frame beam in the upper section (A) is controlled between 20% and 100% (preferably 25% to 85%). This proportion design ensures the formation of a sufficient distributed energy dissipation network while retaining unyielded conventional frame beams as an elastic load-bearing skeleton, effectively preventing a sudden drop in inter-story lateral stiffness due to the complete yielding of the middle or top sections of the structure. This ensures the operational stability of the heavy-duty energy storage system under all operating conditions while simultaneously considering the sequential energy dissipation of multiple lines of defense.

[0060] Example 7 Based on Example 1, in specific implementation, the shear wall is a closed continuous concrete outer cylinder wall set around the frame; a series of openings are provided on the outer cylinder wall so that the outer cylinder wall forms at least two vertically extending wall bodies 3 in the areas where the openings are provided; a local wall body located between two adjacent wall bodies 3 and whose two ends are fixedly connected to each wall body 3 is constructed as a connecting beam 4; wherein, the spatial shape and mutual spacing of each opening are used to adjust the span-to-height ratio of the connecting beam 4 so that the connecting beam 4 is constructed as a shear energy dissipation member that yields preferentially compared to the wall body 3.

[0061] The continuous, closed concrete outer cylinder wall forms a high-torsional-strength, high-lateral-stiffness defensive line. By rationally designing the shape and spacing of the openings, the span-to-height ratio of the coupling beam 4 can be precisely adjusted, making it a shear energy dissipation component that yields preferentially compared to the wall 3. Under seismic loading, the coupling beam 4 utilizes the shear deformation mechanism brought about by the small span-to-height ratio to yield and dissipate energy first. It consumes a large amount of externally input kinetic energy through the development of plastic hinges at the ends of the coupling beam or through metal / damping energy dissipation, acting as a structural "fuse." The preferential yielding of the coupling beam not only delays the damage to the main wall 3, but also allows for rapid restoration of structural function after the earthquake through local repair of the coupling beam. This effectively reduces the inter-story displacement of the overall structure and ensures that the axis of the vertical channel of the internal energy storage components does not tilt beyond the limit.

[0062] In practice, it can be implemented using a concrete inner cylinder located within the inner ring of the frame, or a staggered and dispersed arrangement with the frame sections, or a combination of the above. This further enhances the overall structural rigidity and energy dissipation capacity.

[0063] In practice, the shear wall is equipped with edge members to further enhance its flexural strength and ductility.

[0064] Example 8 Based on the aforementioned embodiments, in specific implementation, each core structural component adopts highly industrialized materials and cross-sectional forms: the wall body 3 specifically adopts a cast-in-place concrete shear wall body, a precast concrete wall body, a double steel plate shear wall body, or a double steel plate concrete shear wall body, wherein the double steel plate concrete shear wall includes a multi-cavity steel tube concrete shear wall; the frame beam 2, connecting frame beam 6, and connecting beam 4 are each independently selected from any one or more combinations of cast-in-place concrete beams, precast concrete beams, precast steel-reinforced concrete beams, steel beams, or steel-concrete composite beams; the frame column 1 specifically adopts a cast-in-place concrete column, a precast concrete column, a precast steel-reinforced concrete column, a steel column, or a steel tube concrete column.

[0065] The mechanical mechanism and beneficial effects of prefabricated structural systems are as follows: They transform traditional cast-in-place structures into high-performance prefabricated structural systems. Prefabricated components of different materials are spliced ​​together through high-strength bolts, welding, or grouting anchoring joints, enabling rapid modular assembly on-site and forming rigid or semi-rigid joints with good energy dissipation characteristics. By introducing steel frames, pure steel, steel-concrete composite structures, or combined structures into the frame columns and beams, the shear bearing capacity and deformation ductility of the components are significantly improved. Combined with the synergistic effect of double steel plate shear walls and double steel plate concrete shear walls, the ultimate bearing capacity of the system is significantly enhanced, and the overall redundancy of the ultra-high gravity energy storage tower in response to strong winds and earthquakes is improved. Simultaneously, by utilizing the steel-concrete composite section and the high-strength characteristics of the steel structure, the cross-sectional dimensions of beams and columns are effectively compressed, maximizing the physical clearance for the vertical connection and routine operation of the energy storage components inside the tower while ensuring structural safety.

[0066] Example 9 Based on the foregoing embodiments, such as Figure 4 , Figure 5 , Figure 6 , Figure 7 , Figure 8 As shown, the high-rigidity gravity energy storage structure node includes connecting wall columns 5, horizontal members and horizontal connectors 7. The connecting wall columns 5 include wall column longitudinal reinforcement 5.1, wall column stirrups 5.2, wall column concrete 5.3 and wall column steel frame 5.4. The horizontal members are precast concrete beams, precast steel-reinforced concrete beams, steel beams, or steel-concrete composite beams, which are connected as a whole by the horizontal connectors 7.

[0067] Preferably, the horizontal members are steel beams or steel-concrete composite beams, each beam comprising a connecting frame beam flange 6.1 and a connecting frame beam web 6.2, connected as a single unit. The connection method can be rigid, semi-rigid, or hinged. The wall column steel frame 5.4 is locked in place with the connecting frame beam flange 6.1 and web 6.2 via horizontal connectors 7 for high rigidity. The introduction of the steel frame improves the shear capacity and ductility of the junction, reducing the physical size of the junction while strengthening the shear force transfer between the inner frame and the outer wall, thus forming a high-strength spatial composite lateral force resisting system. The junction connection method can be freely configured as rigid, semi-rigid, or hinged according to the seismic fortification design. For minor earthquakes, rigid or semi-rigid connections can provide sufficient initial stiffness; for major or mega-earthquakes, the rotational energy dissipation mechanism of semi-rigid or hinged connections can be used for synergistic damping, protecting the main components from brittle failure.

[0068] Preferably, the connecting wall column 5 has no wall column steel frame 5.4, and the horizontal connector 7 is an embedded part. The horizontal connector 7 (embedded part) embedded in the wall column 5 is directly anchored to the horizontal beam. This structure eliminates the need for continuous vertical steel frame, simplifies the internal reinforcement and factory manufacturing process of the precast wall column, and significantly reduces material costs and on-site assembly difficulty while meeting the force transmission requirements of medium and low intensity areas or local low stress areas, thus achieving an optimized balance between economy and structural performance.

[0069] Example 10 Based on Example 1, in specific implementation, prestressed tendons 8 are arranged vertically inside the frame column 1, and the prestressed tendons 8 are used to apply vertical prestress to the frame column 1. The prestressed tendons 8 are tensioned and anchored using at least one of the following methods: pre-tensioning, post-tensioning with bonding, post-tensioning without bonding, or slow bonding. The mechanical mechanism and beneficial effects are as follows: Applying vertical prestress to the frame column keeps the concrete in a state of axial compressive stress for a long time, effectively reducing the tensile stress amplitude under the cyclic load generated by the frequent lifting and lowering of the energy storage block. This suppression of alternating stress amplitude significantly inhibits the initiation and propagation of microcracks, greatly improving the fatigue resistance and long-term durability of the column. The elastic restoring force of the prestressed tendons gives the structure self-restoring ability, enabling efficient repositioning of the main frame after large deformation, significantly reducing residual deformation. Unbonded or slow bonding processes allow for slight relative slippage to dissipate energy, while simplifying construction and ensuring long-term axial accuracy and vertical stiffness.

[0070] Example 11 Based on Example 1, prestressed tendons 8 are arranged inside the shear wall, frame beam 2, connecting frame beam 6, and / or platform slab D. The mechanical mechanism and beneficial effects are as follows: By applying prestress to the shear wall and horizontal force-transmitting components, the bending and shear bearing capacity of large-span beams and tall walls can be effectively improved, the asymmetric gravity load transmitted by the platform slab D can be balanced, and the deflection and crack width of the components can be controlled. Especially in ultra-long, tall gravity energy storage tower construction systems, the compressive stress field generated by the prestressing effectively offsets the tensile stress caused by concrete shrinkage and temperature differences in the operating environment, significantly inhibiting the generation of temperature cracks inside the components, thereby improving the structure's impermeability and long-term durability. Simultaneously, the prestressing effect optimizes the stress distribution under heavy-load energy storage conditions, enhances the collaborative working performance and overall stability of the structural system under reciprocating horizontal forces, and meets the operational requirements under heavy-load conditions.

[0071] Construction Method Example 1 A method for constructing a high-rigidity gravity energy storage structure includes the following steps: Step 1: Layer-by-layer structural construction and prestressing tendon embedding: Construct the low-zone structure C, middle-zone structure B, and high-zone structure A layer by layer from bottom to top, and construct the platform slab D; during the construction of the shear walls, frame beams 2, connecting frame beams 6, and / or platform slab D in each section, prestressing tendons 8 are embedded, and at least a portion of the prestressing tendons 8 are kept in an untensioned state or in an initial pre-tensioned state before reaching the final design prestress value; Step 2: Preloading and Deformation Monitoring of Graded Energy Storage Blocks after Main Structure Completion: After the main framework of the high-zone structure A, middle-zone structure B, and low-zone structure C is completed, graded energy storage blocks are loaded onto the platform plate D. Loading is paused when the energy storage blocks reach the preset target weight, and an observation period is set. During the observation period, the vertical uneven settlement difference of the high-rigidity gravity energy storage structure is dynamically monitored. Step 3, Final Tensioning and Stress Locking after Deformation Convergence: Continuously observe the vertical uneven settlement difference. When the increment of the vertical uneven settlement difference gradually decreases and tends to stabilize over time, and the cumulative absolute value of the uneven settlement difference is less than the preset safety threshold, perform final tensioning to the final design prestress value and anchor locking on the prestressing tendons 8 that are currently in an untensioned state or in the initial pretensioning state and have not reached the final design prestress value.

[0072] In specific implementation, the preset weight in step two is 15% to 85% of the full load of the structure design; wherein, the prestressed tendons 8 adopt a batch dynamic tensioning process, specifically including: Initial and intermediate pre-tensioning: During the graded loading process described in step two, or when the loading does not reach the preset weight, the first part of the pre-embedded prestressed tendon 8 is fully tensioned and anchored, and / or the second part of the prestressed tendon 8 is subjected to initial pre-tensioning at a value lower than the final design prestress value. Final heavy load locking: Execute step three. When the vertical uneven settlement difference tends to stabilize, perform final tensioning and anchoring on all remaining prestressing tendons that are currently in an untensioned state in the prestressing tendons 8, and reinforce and tension the second part of the prestressing tendons that are in the initial pre-tensioning state to the final design prestress value and finally anchor them. Furthermore, the preset convergence condition in step three is specifically as follows: during the observation period, the deformation rate of the vertical uneven settlement difference of the high-stiffness gravity energy storage structure is less than a set micro value in several consecutive monitoring cycles, and the deformation curve over time tends to be stable.

[0073] In practice, when the preset convergence condition is met—that is, during the observation period, the deformation rate of the vertical uneven settlement difference of the high-rigidity gravity energy storage structure is less than the set trace value (ranging from 0.01 mm / d to 0.075 mm / d, preferably from 0.02 mm / d to 0.06 mm / d) for several consecutive monitoring cycles, and the deformation curve over time tends to stabilize—the remaining prestressed tendons embedded in the high-rigidity gravity energy storage structure are subjected to final tensioning, anchoring, and grouting.

[0074] The core mechanism of this high-stiffness gravity energy storage structure construction method lies in transforming traditional static structural design into highly adaptable life-cycle management through "stress compensation under dynamic time-series control." Firstly, at the mechanical level, this scheme breaks the linkage between prestressing and structural loads through "load decoupling." In the early stages of construction, a weak force field is established only by pre-embedded prestressing tendons, reserving sufficient space for ductile deformation of the structure. Subsequently, energy storage blocks are used as "calibration loads" to preload the platform slab in stages, forcing the structure to complete the expected uneven settlement before formal operation, achieving "active running-in" between the foundation and the structure. Finally, by establishing a closed-loop feedback mechanism, based on the monitored vertical deformation rate, once the structure is judged to be stabilizing, the remaining prestressing tendons are tensioned and locked in the final stage, fixing the structure in the ideal state after "acclimation." This series of process steps has brought about significant engineering results: it changes the way the structure copes with settlement from a passive "rigid crack resistance" to an active "stress release and rebalancing", which greatly improves the structural durability and geometric accuracy of large gravity energy storage towers under frequent and high-frequency loads, effectively avoids safety risks such as track deviation and shear wall cracks caused by rapid foundation settlement in the early stage of operation, and significantly reduces the operation and maintenance costs throughout the entire life cycle from the source.

[0075] Construction Method Example 2 A construction method for a high-rigidity gravity energy storage structure, which selects between cast-in-place construction or prefabrication and assembly construction based on site conditions and component material combinations: I. When choosing the cast-in-place construction method, the specific steps include: S1. Frame erection and rebar tying On the foundation or lower structure, the longitudinal reinforcing bars of the frame column 1 of the inner frame system, the wall body 3 of the outer wall system, and the connecting wall column 5 are tied; if the frame column 1 is equipped with steel skeleton, or the connecting wall column 5 is equipped with vertical steel skeleton 5.4, the steel skeleton or vertical steel skeleton 5.4 is hoisted and connected to a fixed height before tying the reinforcing bars. If prestressing design is involved, vertical prestressing tendons 8 or prestressed ducts are laid simultaneously in the frame column 1, wall body 3 or connecting wall column 5 and positioned and fixed. The prestressing tendons 8 can be post-tensioned bonded prestressing tendons, unbonded prestressing tendons or loosely bonded prestressing tendons.

[0076] S2, Vertical component casting Erect formwork for frame column 1, wall body 3 and connecting wall column 5, pour concrete and cure it.

[0077] S3, Construction of horizontal components The top contact surfaces of the completed vertical components are roughened and cleaned, and then the horizontal beams and floor slab formwork are erected. If the frame beam 2 or the connecting frame beam 6 is a steel-concrete composite beam, the steel skeleton of the frame beam or the steel skeleton of the connecting frame beam is first positioned and connected. Then the reinforcement of the frame beam 2, the connecting beam 4, the connecting frame beam 6 and the floor slab are tied and the concrete is poured. In the vertical area with openings, the connecting beam 4 is naturally cast in place from the wall above the opening.

[0078] S4. Cast-in-place condition control and optional tensioning Once the strength of the corresponding vertical and horizontal concrete components reaches the design requirements, the state control stage begins. If prestressing is involved, after the concrete strength reaches 100% of the design requirements, the prestressing tendons 8 are continuously tensioned and pressure-anchored vertically using tensioning equipment, and corresponding post-treatment is carried out according to their structural form: if bonded prestressing is used, pressure grouting and anchor sealing are performed after tensioning; if unbonded prestressing is used, the anchorages are directly protected against corrosion and sealed after tensioning; if slow-bonded prestressing is used, the locked state is maintained after tensioning, and the slow-bonded adhesive covering it is left to cure within a preset period.

[0079] II. When choosing to adopt the prefabrication and assembly construction method, the specific steps include: Step A: Lower-level interface processing and positioning calibration Clean the steel structure connection interface and concrete surface on the top surface of the lower structure or foundation; use positioning equipment to calibrate the position of the vertical control axis, the anchor bolt group and the vertically protruding joint reinforcement of the lower structure, and establish a high-precision three-dimensional spatial positioning benchmark.

[0080] Step B: Erection and temporary fixing of vertical core components Based on the combination of component materials, the corresponding vertical hoisting process shall be carried out: If precast concrete components are used: hoist the precast frame column 1, precast wall body 3 and precast connecting wall column 5 into position in sequence, so that the vertical connecting components at the bottom of the components are arranged correspondingly with the vertical connecting components of the lower layer, and sit on the elevation control pad; use adjustable diagonal braces to temporarily fix each vertical precast component.

[0081] If steel columns or steel-concrete composite columns are used: First, hoist the core steel column or hollow steel pipe column of the frame column 1 or the connecting wall column 5, and slide its bottom flange or ear plate into the lower joint, insert bolts to lock it, and perform three-dimensional initial adjustment; then hoist the precast concrete shear wall as the wall body 3, arrange its vertical connection components corresponding to the lower vertical connection components and place them on the elevation control pad, and use adjustable diagonal braces to independently and temporarily fix and finely adjust the wall.

[0082] During the assembly and placement of the column, the prestressed ducts embedded layer by layer are simultaneously sealed and connected, and prestressing tendons are inserted later as needed according to the construction progress; or the prestressing tendons 8 that come with the precast column are inserted layer by layer into the corresponding vertical channels. Both processes must ensure that the prestressing tendons 8 or the ducts are continuously connected vertically to meet the overall tensioning requirements.

[0083] Step C: Connecting and locking wall and column nodes According to the structural design, the vertical joints and node interfaces between frame column 1, connecting wall column 5 and adjacent wall 3 shall be connected and locked using any of the following connection methods or a combination of dry and wet methods: Choose branch 1: The vertical connection component is a grouting sleeve or a pre-drilled hole for a standard wet connection. At the bottom joints of each vertical precast component, grout sealing and compartmentalized sealing are carried out. Then, high-strength anchoring material is injected into the grouting sleeve or reserved hole using pressure grouting equipment until dense grout flows out of the grout discharge hole, thus completing the reinforcement anchoring.

[0084] Choose branch 2: Vertical connection components are post-cast reinforced concrete connections and in-situ wet connections. In the pre-reserved cast-in-place edge component area or hidden column area between precast components, the reinforcing bars are lapped, welded or mechanically connected, and then the formwork for the post-cast section is erected on site, and high-strength post-cast concrete is poured to form an integral cast-in-place node.

[0085] Choose branch 3: Steel connector connection - pure dry connection / Steel structure dry rigid connection Using tools, the high-strength bolt groups at the joints of vertical steel columns or double steel plate shear walls are finally tightened or fully penetrated on-site butt welding is performed; at the same time, the horizontal first embedded parts at the interface of adjacent precast components are adjusted, and the wall column connectors 7, such as high-strength bolts or steel connecting plates, are used to bolt and lock or weld the embedded steel skeleton or embedded steel plate inside the component on-site.

[0086] Choose branch 4: Steel-concrete composite connection, combined wet and dry connection / Vertical wet filling.

[0087] Steel-concrete composite: Using horizontal or vertical connectors, the steel frames inside adjacent components are bolted or welded on site, and steel bars are connected; then, formwork is erected around the steel frame, and concrete is poured into the outer components and the joint interface. Concrete-filled steel tube columns: adjacent steel tubes are fixed and connected end to end; then, self-compacting concrete is injected into the connected steel tube columns by pressure using a pumping jacking method or a pipe top dropping method to form a composite joint. Double-plate concrete shear wall: Fix and connect the two steel plates on both sides; then use the pumping jacking method or the dropping method to pressurize the self-compacting concrete into the connected double steel plates, and pressurize the reserved cavity at the wall-column interface to form a composite node.

[0088] Step D: Construction of horizontal components and formation of the overall spatial frame Based on the combination of component materials, the corresponding horizontal combination construction process shall be implemented: If all precast concrete components are used: The precast frame beam 2, precast connecting beam 4 and precast connecting frame beam 6 are horizontally hoisted to the predetermined elevation, so that the stressed steel bars extending from the beam ends are horizontally anchored into the core area of ​​the corresponding column or wall, and horizontal floor slab components are laid; the combined core area formwork and floor formwork are erected, the reinforcing steel bars are tied, and the post-cast section concrete is poured as a whole.

[0089] If steel beams or steel-concrete composite beams are used: the steel beams serving as frame beams 2, connecting beams 4, and connecting frame beams 6 are horizontally hoisted into place, and the beam ends are bolted or welded to the reserved corbels or connecting plates on the surface of the vertical steel columns and / or connecting wall columns 5 with high-strength bolts; if it is a composite beam, then a floor deck is laid on its upper flange surface and shear studs are welded on site, the floor steel mesh is tied, and the cast-in-place floor layer and the core area concrete at the beam-column / beam-wall junction are poured as a whole, or a precast floor slab is laid on its upper flange surface.

[0090] Through the above-mentioned wet construction or dry-wet combination casting, horizontal and vertical components are integrated to form a highly ductile integral spatial frame.

[0091] Step E, Pre-stressed tensioning and state control (optional) If prestressing design is involved, after the strength of the self-compacting concrete inside the tube, the grouting material in the sleeve, the cast-in-place concrete on the floor, and the joint combination medium all reach 100% of the design requirements, the continuous prestressing tendons 8 are vertically tensioned and anchored simultaneously or in segments from the end of the frame column 1 or the connecting wall column 5 using tensioning equipment, and the following parallel branch treatment is performed according to its structural form: Branch 1: If post-tensioned bonded prestressing is used, after tensioning and anchoring are completed, high-strength special grout is injected into the through prestressed duct using pressure grouting equipment. After the grouting in the duct is compacted, the anchor is sealed. Branch 2: If unbonded prestressing is used, after tensioning and anchoring, the anchors at both ends are directly sealed and coated with anti-corrosion grease, allowing the prestressing tendons to slide relative to the surrounding concrete. Branch 3: If slow-bonded prestressing is used, after tensioning and anchoring, the anchorage is sealed and kept locked. The slow-bonded adhesive wrapped around the prestressing tendon 8 is left to cure within a preset period so that the prestressing tendon 8 and the concrete form a bonded whole.

[0092] Its beneficial effects are as follows: It provides a flexible switching path between cast-in-place and precast assembly methods, and can dynamically optimize the construction strategy throughout the entire life cycle according to the project cycle, hoisting capacity and extreme weather conditions, which significantly improves the construction adaptability and intensification level of ultra-high gravity energy storage towers.

[0093] Furthermore, to meet the ultra-high axial compression ratio and seismic energy dissipation requirements of the ultra-high gravity energy storage tower, the raw materials used in the above construction method specifically meet the following technical requirements: the strength grades of the precast concrete components, cast-in-place concrete, and post-cast concrete are independently selected from high-performance concrete or high-strength self-compacting concrete of C40 to C100; among them, the core performance indicators of the self-compacting concrete poured inside the multi-cavity steel-concrete shear wall and steel-concrete column also meet the following requirements: the spread is selected from 600mm to 800mm, and it has micro-expansion to ensure that the concrete is tightly bonded to the inner wall of the steel pipe without any gaps. The high-strength anchoring material or pressure grouting material has a 28-day compressive strength of not less than 85MPa, and has early strength and non-shrinkage characteristics. The ordinary steel bars involved in the frame columns 1, frame beams 2, connecting beams 4, connecting frame beams 6, wall body 3, and wall-column connectors 7 are selected from HRB400, HRB500, or high-strength seismic steel bars in terms of strength grade; the steel frames, structural steel, steel pipes, and double steel plates involved are selected from Q355, Q420, Q460, or high-strength low-alloy structural steel in terms of material. The vertical prestressing tendons 8 are selected from low-relaxation prestressed steel strands with a nominal diameter of 15.2mm or 17.8mm and a tensile strength standard value of not less than 1860MPa.

[0094] The above embodiments only illustrate several implementation methods of this patent, and their descriptions are relatively specific and detailed, but they should not be construed as limiting the scope of this patent. It should be noted that those skilled in the art can make various modifications and improvements without departing from the inventive concept, and these all fall within the protection scope of this invention. Therefore, the protection scope of this patent should be determined by the appended claims.

Claims

1. A high-rigidity gravity energy storage structure, characterized in that, include: High-zone structure (A), middle-zone structure (B), low-zone structure (C), and platform slab (D); The high-zone structure (A), middle-zone structure (B) and low-zone structure (C) all include an inner frame, shear walls arranged around the perimeter of the frame, and connecting frame beams (6). The frame includes frame columns (1) and frame beams (2), and the frame beams (2) are fixedly connected to the frame columns (1); the shear wall includes a wall body (3) and connecting wall columns (5). The two ends of the connecting frame beam (6) are respectively connected to the frame column (1) and the connecting wall column (5) so that the frame and the shear wall form a common lateral force resisting system; The area connected to the platform plate (D) includes at least the high zone structure (A).

2. The high-stiffness gravity energy storage structure according to claim 1, characterized in that: The platform slab (D) is a flat slab, and the platform slab (D) is directly fixedly connected to the frame column (1) and the shear wall so as to directly transfer the gravity load of the platform slab (D) to the frame column (1) and the shear wall; or, the frame beam (2) and / or the connecting frame beam (6) are hidden beams set inside the platform slab (D), and the gravity load of the platform slab (D) is transferred to the frame column (1) and the shear wall through the hidden beam; or, the thickness of the platform slab (D) is less than the beam height of the frame beam (2) and / or the connecting frame beam (6), and the gravity load of the platform slab (D) is first transferred to the frame beam (2) and / or the connecting frame beam (6), and then transferred to the frame column (1) and the shear wall.

3. The high-stiffness gravity energy storage structure according to claim 1, characterized in that: From the low zone structure (C) to the high zone structure (A), the middle zone structure (B) adopts at least one of the following stiffness adjustment measures: tiered change in story height, tiered change in the arrangement density and / or cross-sectional stiffness of frame columns (1), tiered change in the cross-sectional stiffness of frame beams (2), and tiered change in the arrangement density and / or stiffness of shear walls.

4. The high-stiffness gravity energy storage structure according to claim 1, characterized in that: The ratio of the design value of the flexural yield bearing capacity of the frame beam (2) in the middle structure (B) to the calculated bending moment under combined seismic action is less than the ratio of the design value of the flexural yield bearing capacity of the corresponding frame beam (2) in the high structure (A) to the corresponding calculated bending moment, so that the frame beam (2) of the middle structure (B) is constructed as a preferential yielding energy dissipation member compared with the frame beam (2) of the high structure (A).

5. The high-stiffness gravity energy storage structure according to claim 1, characterized in that: The shear wall is a closed continuous concrete outer cylinder wall set around the frame; the outer cylinder wall has a series of openings so that the outer cylinder wall forms at least two vertically extending wall bodies (3) in the area where each of the openings is set; the local wall body located between two adjacent wall bodies (3) and whose two ends are fixedly connected to each of the wall bodies (3) is constructed as a connecting beam (4); wherein, the spatial shape and mutual spacing of each opening are used to adjust the span-to-height ratio of the connecting beam (4) so ​​that the connecting beam (4) is constructed as a shear energy dissipation member that yields preferentially compared to the wall body (3).

6. The high-stiffness gravity energy storage structure according to claim 1, characterized in that: The wall body (3) is a cast-in-place concrete wall body, a precast concrete wall body, a double steel plate shear wall body, or a double steel plate concrete shear wall body; the frame beam (2) and the connecting frame beam (6) are cast-in-place concrete beams, precast concrete beams, precast steel-reinforced concrete beams, steel beams, or steel-concrete composite beams; the frame column (1) is a cast-in-place concrete column, a precast concrete column, a precast steel-reinforced concrete column, a steel column, or a steel-concrete composite column.

7. A high-stiffness gravity energy storage structure node, characterized in that: The system includes a connecting wall column (5), a horizontal member, and a horizontal connector (7); the connecting wall column (5) includes longitudinal reinforcement (5.1), stirrups (5.2), and concrete (5.3), and optionally, a steel frame (5.4) is provided inside the connecting wall column (5); the horizontal member is a frame beam (2) and / or a connecting frame beam (6); the horizontal member is connected to the connecting wall column (5) as a whole through the horizontal connector (7); wherein: when the steel frame (5.4) is provided inside the connecting wall column (5), the horizontal connector (7) is fixedly connected to the steel frame (5.4); when the steel frame (5.4) is not provided inside the connecting wall column (5), the horizontal connector (7) is a pre-embedded part embedded in the connecting wall column (5).

8. The high-stiffness gravity energy storage structure according to claim 1, characterized in that: Prestressed tendons (8) are arranged inside the shear wall, frame beam (2), connecting frame beam (6) and / or platform slab (D).

9. A method for constructing a high-rigidity gravity energy storage structure, characterized in that, Includes the following steps: Step 1: Layer-by-layer structural construction and prestressing tendon embedding: The low-zone structure (C), middle-zone structure (B) and high-zone structure (A) are constructed layer by layer from bottom to top, and the platform slab (D) is constructed; during the construction of the shear walls, frame beams (2), connecting frame beams (6) and / or platform slabs (D) of each section, prestressing tendons (8) are embedded, and at least a portion of the prestressing tendons (8) are kept in an untensioned state or in an initial pre-tensioned state before reaching the final design prestress value; Step 2: Preloading and Deformation Monitoring of Graded Energy Storage Blocks after Main Structure Completion: After the main framework of the high-zone structure (A), middle-zone structure (B), and low-zone structure (C) is completed, graded energy storage blocks are loaded onto the platform slab (D). Loading is paused when the energy storage blocks reach the preset target weight, and an observation period is set. During the observation period, the vertical uneven settlement difference of the high-rigidity gravity energy storage structure is dynamically monitored. Step 3, Final tensioning and stress locking after deformation convergence: Continuously observe the vertical uneven settlement difference. When the increment of the vertical uneven settlement difference gradually decreases and tends to stabilize over time, and the cumulative absolute value of the uneven settlement difference is less than the preset safety threshold, perform final tensioning to the final design prestress value and anchor locking on the prestressing tendons (8) that are currently in an untensioned state or in the initial stage of pretensioning and have not reached the final design prestress value.

10. The construction method of the high-stiffness gravity energy storage structure according to claim 9, characterized in that: The preset weight in step two is 15% to 85% of the full load of the structure design; wherein, the prestressed tendons (8) adopt a batch dynamic tensioning process, specifically including: Initial and intermediate pre-tensioning: During the graded loading process described in step two, or when the loading does not reach the preset weight, the first part of the pre-embedded prestressed tendon (8) is fully tensioned and anchored, and / or the second part of the prestressed tendon (8) is pre-tensioned at a level lower than the final design prestress value. Final heavy load locking: Execute step three. When the vertical uneven settlement difference tends to stabilize, perform final tensioning and anchoring on all remaining prestressing tendons (8) that are currently in an untensioned state, and reinforce and tension the second part of the prestressing tendons in the initial pretensioning state to the final design prestress value and finally anchor them. Furthermore, the preset convergence condition in step three is specifically as follows: during the observation period, the deformation rate of the vertical uneven settlement difference of the high-stiffness gravity energy storage structure is less than a set micro value in several consecutive monitoring cycles, and the deformation curve over time tends to be stable.

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