Energy storage power station equipment cabin assembly type foundation structure and its design and construction method

Abstract

This invention relates to the field of prefabricated structure technology for energy storage power stations, specifically to a prefabricated foundation structure for an energy storage power station equipment compartment, its design, and construction method. The foundation structure includes prefabricated corbel columns, prefabricated connecting beams, and connecting components. Multiple sets of prefabricated corbel columns are arranged in an array at intervals. Prefabricated connecting beams are provided between adjacent sets of prefabricated corbel columns, and these beams are connected to the prefabricated corbel columns via connecting components. The prefabricated foundation structure for an energy storage power station equipment compartment provided by this invention can significantly shorten the construction cycle and reduce construction costs. By standardizing the production of prefabricated components in a factory, on-site casting work is reduced, avoiding time-consuming processes such as traditional on-site casting formwork and curing, improving construction efficiency and quality stability, and reducing the difficulty of quality control. Furthermore, compared to traditional on-site cast-in-place foundations, this solution can reduce on-site material waste, avoid dust and noise pollution and construction waste accumulation, saving resources and being environmentally friendly.

Description

Technical Field

[0001] This invention relates to the field of prefabricated structure technology for energy storage power stations, and in particular to a prefabricated foundation structure for the equipment compartment of an energy storage power station and its design and construction method. Background Technology

[0002] Traditional energy storage power station module foundations (battery modules, PCS modules) mostly adopt on-site cast-in-place construction mode, which has problems such as long construction cycle, large resource consumption, serious environmental pollution and high difficulty in quality control, and can no longer meet the needs of large-scale and efficient development of the energy storage industry.

[0003] Therefore, it is necessary to provide a prefabricated foundation structure for the equipment compartment of an energy storage power station, as well as its design and construction method, to solve the above-mentioned technical problems. Summary of the Invention

[0004] The main objective of this invention is to provide a prefabricated foundation structure for the equipment compartment of an energy storage power station, along with its design and construction method, to address the problems of long construction periods, high resource consumption, severe environmental pollution, and difficulty in quality control in the existing design and construction of equipment compartment foundations for energy storage power stations. The specific technical solution is as follows: A prefabricated foundation structure for an energy storage power station equipment compartment includes prefabricated corbel columns, prefabricated connecting beams, and connecting components; The precast corbel columns are provided in multiple sets, and the multiple sets of precast corbel columns are arranged in an array at intervals; A precast connecting beam is provided between two adjacent sets of precast corbel columns, and the precast connecting beam is connected to the precast corbel columns through a connecting component;

[0005] The precast corbel column includes a foundation slab, a precast column, and corbels; the precast column is mounted on the foundation slab; the corbels are mounted on the outer periphery of the precast column. The precast connecting beam includes a precast beam and connecting end plates, wherein the connecting end plates are fixedly disposed at both ends of the precast beam; The connecting assembly includes an I-shaped segment and a stiffening plate, the stiffening plate being connected between the upper and lower flanges of the I-shaped segment; the connecting end plate being fixedly connected to the I-shaped segment; and the I-shaped segment being detachably connected to the precast corbel column.

[0006] Furthermore, the top surface of the bracket is flat, and the bottom surface is inclined; a connecting base plate is pre-embedded on the top surface of the bracket, and the connecting assembly is detachably connected to the connecting base plate.

[0007] Furthermore, the width of the connecting base plate is the same as the width of the cow leg, and the length of the connecting base plate is the same as the outward projection length of the cow leg.

[0008] Furthermore, the I-shaped segment is welded to the connecting end plate; an elongated hole is provided through the lower flange of the I-shaped segment, and a ground anchor is pre-embedded on the top surface of the bracket, the ground anchor is inserted into the elongated hole and fixed by double nuts.

[0009] This invention also provides a design method for a prefabricated foundation structure for an energy storage power station equipment compartment, comprising the following steps: Step S1: Obtain design data, including design parameters of the energy storage power station equipment compartment and geological conditions of the project site; Step S2: Based on the obtained design data, design the overall dimensions of the prefabricated foundation structure, determine the spacing, quantity and arrangement of the prefabricated corbel columns, and determine the arrangement of the prefabricated connecting beams to ensure that the dimensions of the prefabricated foundation structure match the energy storage power station equipment compartment and project site. Step S3: Calculate the internal forces of the prefabricated foundation structure components, including the mid-span bending moment of the prefabricated connecting beam, the bending moment at the connecting end plate, the shear force at the connecting end plate, the axial force of the prefabricated corbel column, and the unilateral bending moment of the prefabricated corbel column. Step S4: Based on the internal forces of the components, determine the parameters of the precast corbel columns, precast connecting beams, and connecting components.

[0010] Furthermore, the mid-span bending moment of the precast connecting beam is calculated as follows:

[0011] in: The bending moment at the mid-span node of the precast connecting beam; The load is uniformly distributed on the beam; This is the distance from the connecting end plate to the anchor bolt. For the length of the precast beam and The ratio; The bending moment at the connecting end plate is calculated as follows:

[0012] in: The bending moment at the connecting end plate; The shear force at the connecting end plate is calculated as follows:

[0013] in: Shear force at the connecting end plate; The axial force of the precast corbel column is calculated as follows: ; ; in: For the total axial force of the precast corbel column; The pressure exerted on a single cow leg; The number of precast corbels; The distance between precast corbel columns in the corbel direction; The bending moment on one side of the precast corbel column is calculated as follows: ; in: The bending moment on one side of the precast corbel column.

[0014] Furthermore, determining the parameters for the precast corbel columns specifically includes: ① Design the cross-sectional dimensions of the precast corbel column, including the length and width of the foundation slab, the height and width of the precast column section, as well as the corbel root height, end height, and overhang length; the length and width of the foundation slab are equal; the height and width of the precast column section are equal; Foundation plate width for: ; in: The corrected bearing capacity of the foundation. The depth of the foundation structure; Precast column section height for: ; in: This is the design value for the compressive strength of concrete; High cow leg root for: ; in: This refers to the design value of the tensile strength of concrete. The width of the cow leg. ; The angle between the bottom surface of the corbel and the horizontal direction; Cow leg held high for: ; Cow leg outward length for: ; ②According to the "Standard for Design of Concrete Structures" GB / T50010-2010, the following is adopted: , , , , , , , Calculate the reinforcement of precast columns and corbels; adopt Calculate the length and width of the connecting base plate, the thickness of the connecting base plate, and the anchor bars; ③ According to the "Code for Design of Building Foundations" GB50007-2011, the following should be adopted first. , , , Verify the bearing capacity of the foundation, and then calculate the height of the foundation slab and the reinforcement. ④ If the reinforcement calculation results of the precast columns and / or corbels in ② do not meet the requirements of the "Standard for Design of Concrete Structures" GB / T50010-2010, then increase the height of the precast columns and / or the root height of the corbels and return to ② for recalculation; If the foundation bearing capacity in ③ does not meet the requirements, increase the width of the foundation slab and return to ③ to recalculate; If both ② and ③ meet the requirements, then the cross-sectional dimensions of the precast corbel column shall be retained.

[0015] Furthermore, determining the parameters of the precast connecting beams specifically includes: ① Design the cross-sectional dimensions of the precast connecting beam, including the height and width of the precast beam, and the height and width of the connecting end plate; the height of the connecting end plate is equal to the height of the precast beam, and the width of the connecting end plate is equal to the width of the precast beam; Height of precast beams for: ; in: This refers to the clear span of the precast beam; Width of precast beams for: ; ②According to the "Standard for Design of Concrete Structures" GB / T50010-2010, the following is adopted: , , , Calculate the reinforcement of precast beams; adopt , Calculate the height and width of the connecting end plate, the thickness of the connecting end plate, and the anchor bars; ③ Calculate the deflection of the precast beam. And determine whether it meets the setup and installation requirements; ; in: The stiffness of a precast beam under long-term load. The maximum allowable deflection for equipment installation; ④ If the calculation results of the precast beam reinforcement in ② do not meet the requirements of the "Standard for Design of Concrete Structures" GB / T50010-2010, then increase the height and width of the precast beam and return to ② to recalculate; If the calculation results of the precast beam deflection in ③ do not meet the installation requirements, then increase the height and width of the precast beam and return to ② to recalculate; If both ② and ③ meet the requirements, then the cross-sectional dimensions of the prefabricated connecting beams in the design should be retained.

[0016] Furthermore, determining the parameters of the connection components specifically includes: ① Design the cross-sectional dimensions of the connecting components, including the width of the upper flange of the I-shaped segment, the width of the lower flange of the I-shaped segment, and the height of the I-shaped segment; the width of the upper flange of the I-shaped segment is equal to the width of the connecting end plate; the width of the lower flange of the I-shaped segment is equal to the width of the connecting base plate; the height of the I-shaped segment is equal to the height of the connecting end plate; ②According to the "Standard for Design of Steel Structures" GB50017-2017, the following is adopted: , Calculate the thickness of the upper and lower flanges and web of the I-beam segment, and the weld between the I-beam segment and the connecting end plate; verify the strength and stability of the I-beam segment of the connecting assembly, and verify the weld between the I-beam segment and the connecting end plate to ensure that the connecting assembly can withstand the load transmitted from the beam end. ③ Calculate the pull-out force of the anchor bolts and determine the specifications of the anchor bolts based on the pull-out force; The pull-out force of the anchor bolt is: ; in: The pull-out force of a single anchor bolt; The allowable pull-out force for a single anchor bolt.

[0017] This invention also provides a construction method for a prefabricated foundation structure for an energy storage power station equipment compartment, comprising the following steps: Step S1: Excavate the foundation pit according to the design drawings, and pour a concrete cushion layer at the bottom of the foundation pit as preparation for hoisting construction. The surface of the concrete cushion layer shall be kept horizontal, and the deviation of the horizontal positioning and elevation shall not exceed ±2mm. Step S2: Use hoisting equipment to hoist the precast corbel column into the designated area in the foundation pit. After the precast corbel column is positioned and fixed, backfill and compact the foundation pit. During the construction process, ensure that the horizontal and vertical deviation values ​​of the top of the precast corbel column are not greater than ±2mm. Step S3: Use hoisting equipment to hoist the precast connecting beam to the top surface of the precast corbel column. After aligning the connecting component with the anchor bolt, slowly lower the precast connecting beam to ensure that the anchor bolt passes smoothly through the elongated hole of the connecting component. Step S4: After installing the pads on the anchor bolts, tighten the double nuts to complete the fixing of the prefabricated connecting beam and the prefabricated corbel column, thus realizing the overall installation of the prefabricated foundation structure.

[0018] The beneficial effects achieved by this solution are: The prefabricated foundation structure for energy storage power station equipment compartments in this invention can significantly shorten the construction cycle and reduce construction costs. By standardizing the production of prefabricated components in a factory, on-site casting work is reduced, avoiding time-consuming processes such as traditional on-site casting formwork and curing. This not only improves construction efficiency but also ensures the size, strength, and installation accuracy of embedded parts through precise factory control, effectively enhancing the stability of construction quality and reducing the difficulty of quality control. Furthermore, compared to traditional cast-in-place foundations, this solution reduces on-site material waste, avoids dust and noise pollution and the accumulation of construction waste, conserves resources, and is environmentally friendly, aligning with the "dual carbon" goals and the green development orientation of the energy storage industry.

[0019] The connection components of this invention are reliably designed and highly adaptable. The structure, featuring I-beam segments and stiffening plates secured with double nuts on anchor bolts, combined with a deviation compensation design using elongated holes, ensures robust component connections and flexible assembly. The differentiated arrangement of prefabricated corbel columns in the middle and corners allows for flexible docking with energy storage compartments of different specifications. Furthermore, the prefabricated structure facilitates later maintenance, expansion, and component reuse. The pre-embedded parts that can be installed on the prefabricated corbel columns and connecting beams enable precise docking with the energy storage compartment, simplifying the installation process, ensuring the stability of the foundation structure, and guaranteeing the long-term safe and efficient operation of the energy storage power station. Attached Figure Description

[0020] To more clearly illustrate the technical solutions in the embodiments of the present invention 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 some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on the structures shown in these drawings without creative effort.

[0021] Figure 1 This is a schematic diagram of the prefabricated foundation structure of the energy storage power station equipment compartment in an embodiment of the present invention; Figure 2 yes Figure 1 Top view of the plan; Figure 3 yes Figure 2 Schematic diagram along section AA; Figure 4 for Figure 2 Schematic diagram along the BB section; Figure 5 This is a schematic diagram of the prefabricated corner bracket column in an embodiment of the present invention; Figure 6 This is a schematic diagram of the prefabricated corbel column in the middle of an embodiment of the present invention; Figure 7 This is a schematic diagram of the prefabricated connecting beam in an embodiment of the present invention; Figure 8This is a schematic diagram of the connection components in an embodiment of the present invention; Figure 9 This is a schematic diagram illustrating the design and construction process of the prefabricated foundation structure for the energy storage power station equipment compartment in an embodiment of the present invention.

[0022] Explanation of icon numbers: 1. Precast corbel columns; 11. Precast corbels at the corners; 12. Precast corbels in the middle. 111. Foundation slab, 112. Precast column, 113. Corbel, 114. Connecting slab, 115. First precast compartment connector, 116. Anchor bolt, 117. Double nut, 118. Pad. 2. Precast connecting beams; 21. Precast beam; 22. Connecting end plate; 23. Second precast compartment connector; 3. Connecting components; 31. I-shaped segment; 32. Stiffening plate; 33. Oblong hole.

[0023] The realization of the objective, functional features and advantages of the present invention will be further explained in conjunction with the embodiments and with reference to the accompanying drawings. Detailed Implementation

[0024] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those of ordinary skill in the art without creative effort are within the scope of protection of the present invention.

[0025] It should be noted that all directional indications (such as up, down, left, right, front, back, etc.) in the embodiments of the present invention are only used to explain the relative positional relationship and movement of each component in a certain specific posture (as shown in the figure). If the specific posture changes, the directional indication will also change accordingly.

[0026] Furthermore, in this invention, descriptions involving "first," "second," etc., are for descriptive purposes only and should not be construed as indicating or implying their relative importance or implicitly specifying the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include at least one of that feature. In the description of this invention, "a plurality of" means at least two, such as two, three, etc., unless otherwise explicitly specified.

[0027] In this invention, unless otherwise explicitly specified and limited, the terms "connection," "fixed," etc., should be interpreted broadly. For example, "fixed" can mean a fixed connection, a detachable connection, or an integral part; it can mean a mechanical connection or an electrical connection; it can mean a direct connection or an indirect connection through an intermediate medium; it can mean the internal communication of two components or the interaction between two components, unless otherwise explicitly limited. Those skilled in the art can understand the specific meaning of the above terms in this invention according to the specific circumstances.

[0028] Furthermore, the technical solutions of the various embodiments of the present invention can be combined with each other, but only if they are feasible for those skilled in the art. If the combination of technical solutions is contradictory or cannot be implemented, it should be considered that such combination of technical solutions does not exist and is not within the scope of protection claimed by the present invention.

[0029] Example 1: See Figure 1 and Figure 2 This embodiment proposes a prefabricated foundation structure for an energy storage power station equipment compartment, including prefabricated corbel columns 1, prefabricated connecting beams 2, and connecting components 3; multiple sets of prefabricated corbel columns 1 are provided, and the multiple sets of prefabricated corbel columns 1 are arranged in an array at intervals; a prefabricated connecting beam 2 is provided between two adjacent sets of prefabricated corbel columns 1, and the prefabricated connecting beam 2 is connected to the prefabricated corbel columns 1 through the connecting components 3.

[0030] In this embodiment, all components are prefabricated in a standardized manner in the factory. On-site assembly only requires hoisting, alignment, and fastening, which greatly reduces the amount of on-site construction work and solves the various drawbacks of traditional cast-in-place foundations from the root.

[0031] In this embodiment, see Figures 1-4 There are 6 sets of precast corbel columns 1, arranged in two rows and three columns at intervals. The precast corbel columns 1 located at the four corners are corner precast corbel columns 11, and the precast corbel columns 1 located in the middle are middle precast corbel columns 12. All precast corbel columns 1 are reinforced concrete integral precast components, which are the vertical load-bearing core of the entire foundation structure.

[0032] See Figure 5 and Figure 6 The precast corbel column 1 includes a foundation slab 111, a precast column 112, and a corbel 113. The precast column 112 is disposed on the foundation slab 111; the corbel 113 is disposed on the outer periphery of the precast column 112. Preferably, the precast corbel column 1 is formed as a whole from the foundation slab 111, the precast column 112, and the corbel 113, which effectively improves the integrity of the structure and the vertical load-bearing stability.

[0033] See Figures 3-6In this embodiment, the top surface of the bracket 113 is flat, and the bottom surface is inclined. A connecting base plate 114 and a ground anchor bolt 116 are pre-embedded on the top surface of the bracket 113. The connecting base plate 114 has an opening corresponding to the position of the ground anchor bolt 116. The ground anchor bolt 116 passes through the opening, providing a foundation for the installation and fixing of the connecting component 3. Preferably, the width of the connecting base plate 114 is the same as the width of the bracket 113, and the length of the connecting base plate 114 is the same as the outward cantilever length of the bracket 113.

[0034] See Figure 5 and Figure 6 The first prefabricated compartment connector 115 is pre-embedded at the top of the prefabricated column 112, which can be directly connected to the connection structure at the bottom of the energy storage compartment without the need for additional connection components on site, greatly simplifying the installation process of the energy storage compartment.

[0035] In this embodiment, the prefabricated corbel column 1 is divided into two types: corner prefabricated corbel column 11 and central prefabricated corbel column 12. The two corbels 113 of the corner prefabricated corbel column 11 are arranged at 90° to adapt to the stress and connection requirements of the corner position of the prefabricated foundation structure. Of the three corbels 113 of the central prefabricated corbel column 12, two are arranged in a straight line at 180°, and the other is arranged laterally at 90° on one side to adapt to the middle position of the prefabricated foundation structure. The core components (foundation base plate, prefabricated column, connecting base plate, anchor bolts, etc.) of the two types of prefabricated corbel columns are exactly the same, and only the distribution of the corbels is different, which can realize the standardized production of components and reduce factory manufacturing costs and material management costs. At the same time, the central prefabricated corbel column 12 can eliminate the corbel 113 in the 90° direction on one side according to the actual installation layout requirements of the energy storage equipment compartment, improving the flexibility and adaptability of the foundation structure design.

[0036] See Figure 7 The precast connecting beam 2 includes a precast beam 21 and a connecting end plate 22. The connecting end plate 22 is fixedly disposed at both ends of the precast beam 21. The connecting end plate 22 is fixedly connected to the connecting assembly 3. The connecting assembly 3 is detachably connected to the connecting base plate 114.

[0037] In this embodiment, preferably, the precast connecting beam 2 is a precast reinforced concrete integral component, serving as a horizontal connection and load-bearing component of the foundation structure. Steel connecting end plates 22 are pre-embedded at both ends of the precast beam 21, and the connecting end plates 22 are welded and fixed to the connecting assembly 3, achieving a reliable connection between the precast connecting beam 2 and the precast corbel column 1. The top of the precast connecting beam 2 can be flexibly equipped with a second precast compartment connector 23 according to the installation requirements of the energy storage equipment compartment, adapting to the installation layout requirements of multiple rows and specifications of energy storage equipment compartments, thus improving the versatility and reusability of the entire foundation structure.

[0038] In this embodiment, the connecting component 3 is a welded steel structure component, which is the core connection between the precast corbel column 1 and the precast connecting beam 2. See [link / reference needed]. Figure 8 The connecting component 3 includes an I-shaped segment 31 and a stiffening plate 32, which are welded together. The stiffening plate 32 is connected between the upper and lower flanges of the I-shaped segment 31 and is symmetrically welded to both sides of the I-shaped segment 31. This can effectively improve the structural strength and deformation resistance of the connecting component 3 and ensure the effective transmission of force.

[0039] An elongated hole 33 is provided through the lower flange of the I-shaped segment 31. The size of the elongated hole 33 matches the diameter of the anchor bolt 116, which can effectively compensate for the slight dimensional deviations caused by component processing and site positioning during on-site assembly, improve the flexibility and construction efficiency of on-site assembly, and avoid component rework due to deviations.

[0040] The anchor bolts 116 are inserted into the elongated holes 33 and secured by double nuts 117, achieving a reliable connection between the precast corbel column 1 and the precast connecting beam 2, ensuring the overall stability of the foundation structure. The double nuts 117 form a self-locking structure, effectively preventing loosening caused by equipment vibration and ensuring connection reliability. A pad 118 is also provided between the double nuts 117 and the connecting base plate 114.

[0041] The prefabricated foundation structure for energy storage power station equipment compartments disclosed in this embodiment is applicable to the foundation design and construction of equipment compartments such as battery compartments and PCS compartments in energy storage power stations. It solves the technical problems of long construction cycle, large resource consumption, serious environmental pollution, and high difficulty in quality control of traditional on-site cast-in-place foundations. It realizes the factory prefabrication and rapid on-site assembly of energy storage power station foundations, which meets the needs of large-scale, efficient and green development of the energy storage industry.

[0042] Example 2: See Figure 9 This embodiment provides a design method for a prefabricated foundation structure for an energy storage power station equipment compartment as described in Embodiment 1, including the following steps: Step S1: Obtain design data: Collect relevant design data for the energy storage power station project, including design parameters such as the load, external dimensions, and layout of the energy storage equipment compartment, as well as site data such as geological survey reports and topographic elevations of the project site.

[0043] Step S2: Based on the obtained design data, combined with the layout requirements of the energy storage equipment compartment and the actual site conditions, design the overall dimensions of the prefabricated foundation structure, determine the layout spacing, quantity and layout form of the prefabricated corbel columns 1, and at the same time determine the layout of the prefabricated connecting beams 2 to ensure that the dimensions of the prefabricated foundation structure match the energy storage power station equipment compartment and the project site.

[0044] Step S3: Calculate the internal forces of the prefabricated foundation structure components, including the mid-span bending moment of the prefabricated connecting beam 2, the bending moment at the connecting end plate 22, the shear force at the connecting end plate 22, the axial force of the prefabricated corbel column 1, and the unilateral bending moment of the prefabricated corbel column 1. The mid-span bending moment of the precast connecting beam is calculated as follows:

[0045] in: The bending moment at the mid-span node of the precast connecting beam; The load is uniformly distributed on the beam; The distance from the connecting end plate 22 to the anchor bolt 116; For the length of precast beam 21 and The ratio; The bending moment at point 22 of the connecting end plate is calculated as follows:

[0046] in: The bending moment at point 22 of the connecting end plate; The shear force calculation at point 22 of the connecting end plate is as follows:

[0047] in: Shear force at 22 points on the connecting end plate; The axial force of precast corbel column 1 is calculated as follows: ; ; in: The total axial force of the precast corbel column 1; The pressure exerted on a single cow leg 113; The quantity of prefabricated corbel column 1 corbel 113; The distance between the precast corbel columns 1 in the direction of corbel 113; The bending moment on one side of the precast corbel column 1 is calculated as follows: ; in: The bending moment on one side of the precast corbel column 1.

[0048] Step S4: Based on the internal forces of the components, determine the parameters of the precast corbel column 1, the precast connecting beam 2, and the connecting assembly 3; specifically: (1) The specific parameters for determining the precast corbel column 1 include: ① Design the cross-sectional dimensions of the precast corbel column 1, including the length and width of the foundation slab 111, the height and width of the precast column 112, and the height, end height, and cantilever length of the corbel 113; the length and width of the foundation slab 111 are equal; the height and width of the precast column 112 are equal. 111mm width of foundation plate for: ; in: The corrected bearing capacity of the foundation. The depth of the foundation structure; Precast column 112 section height for: ; in: This is the design value for the compressive strength of concrete; 113 beef legs for: ; in: This refers to the design value of the tensile strength of concrete. The width of the cow leg is 113. ; The angle between the bottom surface of the corbel 113 and the horizontal direction; 113-inch high beef leg for: ; 113cm outward-pointing length of cow leg for: ; ②According to the calculation method in the "Standard for Design of Concrete Structures" GB / T50010-2010, the following method is adopted. , , , , , , , Calculate the reinforcement of precast column 112 and corbel 113; adopt Calculate the height and width of the connecting base plate 114, the thickness of the connecting base plate 114, and the anchor bars; ③ According to the calculation method in the "Code for Design of Building Foundations" GB50007-2011, first use... , , , Verify the bearing capacity of the foundation. After the bearing capacity of the foundation meets the requirements, calculate the height of the foundation slab 111 and the reinforcement. ④ If the reinforcement calculation results of precast column 112 and / or corbel 113 in ② do not meet the requirements of GB / T50010-2010 "Standard for Design of Concrete Structures", then increase the height of precast column 112 and / or the root height of corbel 113 and return to ② for recalculation. If the foundation bearing capacity in ③ does not meet the requirements, increase the width of the foundation slab 111 and return to ③ to recalculate; If both ② and ③ meet the requirements, then the cross-sectional dimensions of the precast corbel column 1 shall be retained.

[0049] (2) The specific parameters for determining the precast connecting beam 2 include: ① Design the cross-sectional dimensions of the precast connecting beam 2, including the height and width of the precast beam 21, and the height and width of the connecting end plate 22; the height of the connecting end plate 22 is equal to the height of the precast beam 21, and the width of the connecting end plate 22 is equal to the width of the precast beam 21. Height of precast beam 21 for: ; in: This is the clear span of precast beam 21; Width of precast beam 21 for: ; ②According to the calculation method in the "Standard for Design of Concrete Structures" GB / T50010-2010, the following method is adopted. , , , Calculate the reinforcement of precast beam 21; adopt , Calculate the height and width of the connecting end plate 22, the thickness of the connecting end plate 22, and the anchor bars; ③ Calculate the deflection of precast beam 21 And determine whether it meets the setup and installation requirements; ; in: The stiffness of precast beam 21 under long-term load; The maximum allowable deflection for equipment installation; ④ If the calculation results of the reinforcement of precast beam 21 in ② do not meet the requirements of GB / T50010-2010 "Standard for Design of Concrete Structures", then increase the height and width of precast beam 21 and return to ② to recalculate; If the calculation results of the precast beam 21 deflection in ③ do not meet the installation requirements, then increase the height and width of the precast beam 21 and return to ② to recalculate; If both ② and ③ meet the requirements, then the cross-sectional dimensions of the prefabricated connecting beam 2 in the design shall be retained.

[0050] (3) The parameters of the connecting component 3 are specifically determined as follows: ① Design the cross-sectional dimensions of the connecting component 3, including the width of the upper flange of the I-shaped segment 31, the width of the lower flange of the I-shaped segment 31, and the height of the I-shaped segment 31; the width of the upper flange of the I-shaped segment 31 is equal to the width of the connecting end plate 22; the width of the lower flange of the I-shaped segment 31 is equal to the width of the connecting base plate 114; the height of the I-shaped segment 31 is equal to the height of the connecting end plate 22; ②According to the calculation method in the "Standard for Design of Steel Structures" GB50017-2017, the following method is adopted. , Calculate the thickness of the upper and lower flanges and web of the I-beam segment 31, and the weld between the I-beam segment 31 and the connecting end plate 22; verify the strength and stability of the I-beam segment 31 of the connecting assembly 3, and verify the weld between the I-beam segment 31 and the connecting end plate 22 to ensure that the connecting assembly 3 can withstand the load transmitted from the beam end. ③ Calculate the pull-out force of anchor bolt 116, and determine the specifications of anchor bolt 116 based on the pull-out force of anchor bolt 116; The pull-out force of anchor bolt 116 is: ; in: The pull-out force of a single anchor bolt 116; The allowable pull-out force for a single anchor bolt is 116.

[0051] The prefabricated foundation structure design method for energy storage power station equipment compartments provided in this embodiment strictly follows the current national standards and specifications for concrete structures, foundations, and steel structures. Through multi-step calculations, verifications, and optimization adjustments, the safety, rationality, and adaptability of the foundation structure are ensured.

[0052] The design method of this embodiment was experimentally verified for a 5.016MWh liquid-cooled battery compartment in an 800,000 kWh independent energy storage power station project as follows: Step S1: Obtain design data: The total weight of each battery compartment is 43t, with evenly distributed load; the foundation dimensions of the battery compartment are 5950mm × 2330mm; the flatness error of the foundation top surface is no more than 5mm; the foundation structure embedment depth... =1.8m, the bearing layer of the foundation is silty soil, the corrected bearing capacity of the foundation. =165kPa.

[0053] Step S2: According to the design data, the prefabricated bracket columns of the battery compartment are arranged in a 3×2 configuration, with four corner prefabricated bracket columns 11 and two central prefabricated bracket columns 12 without single-sided 90° direction brackets 113. The lateral spacing of the prefabricated bracket columns 1 is 2975mm, and the longitudinal spacing is 2330mm.

[0054] Step S3: Calculate the internal forces of the component; the calculation results are listed in Table 1. Table 1 Calculation results of internal forces of the components

[0055] Step S4: The cross-sectional dimensions of the precast connecting beam 2 are 200mm wide × 300mm high. Calculate the longitudinal reinforcement (top and bottom) according to the "Standard for Design of Concrete Structures" GB / T50010-2010. 14mm, stirrups 8@100 / 200mm, connecting end plate 22 with dimensions of width × height × thickness of 200mm × 300mm × 16mm, anchor bar 6 12mm meets the requirements; transverse prefabricated connecting beam =3099.2 kN·m 2 Calculate deflection =2.675mm < 5mm, longitudinal precast connecting beam =4827.7 kN·m 2 , =0.427mm < 5mm, the calculated deflection meets the equipment installation requirements.

[0056] Step S5: The cross-sectional dimensions of precast column 112 are 300mm x 300mm (width x height). The corbel 113 has a height of 500mm, an end height of 300mm, and an overhang length of 240mm. According to the "Standard for Design of Concrete Structures" GB / T50010-2010, the longitudinal reinforcement of precast column 112 is calculated to be 8... 16mm, stirrups 8@100mm, the longitudinal reinforcement of the 113th longitudinal rib is 2 14mm, stirrups 8@150mm, connecting base plate 114 dimensions are 240mm×300mm×16mm (length×width×thickness), 6 12mm anchor bars meet the requirements; estimate the width of the foundation slab 111. =990mm. According to the "Code for Design of Building Foundations" GB50007-2011, the maximum pressure on the foundation under eccentric pressure is 167.7kPa < 1.2×165=198kPa, and the bearing capacity of the foundation meets the requirements.

[0057] Step S6: The upper flange of I-shaped segment 31 is 200mm wide, the lower flange is 300mm wide, and the height is 300mm. According to the "Steel Structure Design Standard" GB50017-2017, the thickness of the upper flange of I-shaped segment 31 is calculated to be 12mm, the thickness of the lower flange is 20mm, and the thickness of the web is 8mm. The maximum pull-out force of anchor bolt 116 is calculated to be 24.3kN. Anchor bolt 116 with specifications of M16 and Q355 is selected. =28.3kN>24.3kN, which meets the requirements.

[0058] Example 3: See Figure 9 This embodiment provides a construction method for the prefabricated foundation structure of the energy storage power station equipment compartment as described in Embodiment 1, including the following steps: Step S1: Excavate the foundation pit according to the design drawings, and pour a concrete cushion layer at the bottom of the foundation pit as preparation for hoisting construction. The surface of the concrete cushion layer shall be kept horizontal, and the deviation of the horizontal positioning and elevation shall not exceed ±2mm. Step S2: Use hoisting equipment to hoist the precast corbel column 1 to the designated area in the foundation pit. After the positioning and fixing of the precast corbel column 1 is completed, backfill and compact the foundation pit. During the construction process, ensure that the horizontal and vertical deviation values ​​of the top of the precast corbel column 1 are not greater than ±2mm. Step S3: Use hoisting equipment to hoist the precast connecting beam 2 to the top surface of the corbel 113 of the precast corbel column 1. After aligning the connecting component 3 with the anchor bolt 116, slowly lower the precast connecting beam 2 to ensure that the anchor bolt 116 passes smoothly through the elongated hole 33 of the connecting component 3. Step S4: After installing the pad 118 on the anchor bolt 116, tighten the double nut 117 to complete the fixing of the prefabricated connecting beam 2 and the prefabricated corbel column 1, and realize the overall installation of the prefabricated foundation structure.

[0059] The prefabricated foundation structure construction method for energy storage power station equipment compartments provided in this embodiment has a simple process, does not require a large amount of on-site concrete pouring and rebar tying, has less on-site work, high construction efficiency, and strong controllability of construction quality.

[0060] The above description is only a preferred embodiment of the present invention and does not limit the scope of protection of the present invention. All equivalent structural transformations made under the inventive concept of the present invention using the contents of the present invention specification and drawings, or direct / indirect applications in other related technical fields, are included within the scope of protection of the present invention.

Claims

1. A prefabricated foundation structure for an energy storage power station equipment compartment, characterized in that, It includes precast corbel columns (1), precast connecting beams (2), and connecting components (3); The prefabricated corbel column (1) is provided in multiple sets, and the multiple sets of prefabricated corbel column (1) are arranged in an array at intervals; A prefabricated connecting beam (2) is provided between two adjacent sets of prefabricated corbel columns (1), and the prefabricated connecting beam (2) is connected to the prefabricated corbel column (1) through a connecting component (3); The precast corbel column (1) includes a foundation plate (111), a precast column (112), and corbels (113); the precast column (112) is disposed on the foundation plate (111); the corbels (113) are disposed on the outer periphery of the precast column (112); The precast connecting beam (2) includes a precast beam (21) and a connecting end plate (22), wherein the connecting end plate (22) is fixedly disposed at both ends of the precast beam (21); The connecting component (3) includes an I-shaped segment (31) and a stiffening plate (32), the stiffening plate (32) being connected between the upper and lower flanges of the I-shaped segment (31); the connecting end plate (22) being fixedly connected to the I-shaped segment (31); and the I-shaped segment (31) being detachably connected to the precast corbel column (1).

2. The prefabricated foundation structure for the energy storage power station equipment compartment according to claim 1, characterized in that, The top surface of the cow leg (113) is flat, and the bottom surface is inclined. A connecting base plate (114) is embedded in the top surface of the cow leg (113), and the connecting component (3) is detachably connected to the connecting base plate (114).

3. The prefabricated foundation structure for the energy storage power station equipment compartment according to claim 2, characterized in that, The width of the connecting base plate (114) is the same as the width of the cow leg (113), and the length of the connecting base plate (114) is the same as the outward cantilever length of the cow leg (113).

4. The prefabricated foundation structure for the energy storage power station equipment compartment according to claim 3, characterized in that, The I-shaped segment (31) is welded to the connecting end plate (22); an elongated hole (33) is provided through the lower flange of the I-shaped segment (31); a ground anchor bolt (116) is pre-embedded on the top surface of the bracket (113); the ground anchor bolt (116) is inserted into the elongated hole (33) and fixed by a double nut (117).

5. A design method for a prefabricated foundation structure for an energy storage power station equipment compartment as described in claim 4, characterized in that, Includes the following steps: Step S1: Obtain design data, including design parameters of the energy storage power station equipment compartment and geological conditions of the project site; Step S2: Based on the obtained design data, design the overall dimensions of the prefabricated foundation structure, determine the spacing, quantity and arrangement of the prefabricated corbel columns (1), and at the same time determine the arrangement of the prefabricated connecting beams (2) to ensure that the dimensions of the prefabricated foundation structure match the energy storage power station equipment compartment and the project site. Step S3: Calculate the internal forces of the prefabricated foundation structure components, including the mid-span bending moment of the prefabricated connecting beam (2), the bending moment at the connecting end plate (22), the shear force at the connecting end plate (22), the axial force of the prefabricated corbel column (1), and the unilateral bending moment of the prefabricated corbel column (1). Step S4: Based on the internal forces of the components, determine the parameters of the precast corbel column (1), the precast connecting beam (2), and the connecting assembly (3).

6. The design method for the prefabricated foundation structure of the energy storage power station equipment compartment according to claim 5, characterized in that, The mid-span bending moment of the precast connecting beam (2) is calculated as follows: ； in: The bending moment at the mid-span node of the precast connecting beam (2); The load is uniformly distributed on the beam; The distance from the connecting end plate (22) to the anchor bolt (116); For the length of the precast beam (21) and The ratio; The bending moment at the connecting end plate (22) is calculated as follows: ； in: The bending moment at the connecting end plate (22); The shear force at the connecting end plate (22) is calculated as follows: ； in: For the shear force at the connecting end plate (22); The axial force of the precast corbel column (1) is calculated as follows: ； ； in: The total axial force of the precast corbel column (1); The pressure exerted on a single cow leg (113); The number of prefabricated corbel columns (1) and corbels (113); The distance between the precast corbel columns (1) in the direction of corbel (113); The bending moment on one side of the precast corbel column (1) is calculated as follows: ； in: The bending moment on one side of the precast corbel column (1).

7. The design method for the prefabricated foundation structure of the energy storage power station equipment compartment according to claim 6, characterized in that, The specific parameters for determining the precast corbel column (1) include: ① Design the cross-sectional dimensions of the precast corbel column (1), including the length and width of the foundation slab (111), the height and width of the precast column (112), and the root height, end height, and cantilever length of the corbel (113); the length and width of the foundation slab (111) are equal; the height and width of the precast column (112) are equal; Width of foundation plate (111) for: ； in: The corrected bearing capacity of the foundation. The depth of the foundation structure; Precast column (112) section height for: ； in: This is the design value for the compressive strength of concrete; Cow leg (113) height for: ； in: This refers to the design value of the tensile strength of concrete. The width of the cow leg (113) ; The angle between the bottom surface of the cow leg (113) and the horizontal direction; The cow leg (113) is high. for: ； Length of cow leg (113) outward projection for: ； ②According to the "Standard for Design of Concrete Structures" GB / T50010-2010, the following is adopted: , , , , , , , Calculate the reinforcement of the precast column (112) and corbel (113); adopt Calculate the length and width of the connecting base plate (114), the thickness of the connecting base plate (114), and the anchor bars; ③ According to the "Code for Design of Building Foundations" GB50007-2011, the following should be adopted first. , , , Verify the bearing capacity of the foundation, and then calculate the height and reinforcement of the foundation slab (111); ④ If the reinforcement calculation results of the precast column (112) and / or corbel (113) in ② do not meet the requirements of GB / T50010-2010 "Standard for Design of Concrete Structures", then increase the height of the precast column (112) and / or the root height of the corbel (113) and return to ② for recalculation; If the foundation bearing capacity in ③ does not meet the requirements, increase the width of the foundation slab (111) and return to ③ to recalculate; If both ② and ③ meet the requirements, then the cross-sectional dimensions of the precast corbel column (1) shall be retained.

8. The design method for the prefabricated foundation structure of the energy storage power station equipment compartment according to claim 6, characterized in that, The specific parameters for determining the precast connecting beam (2) include: ① Design the cross-sectional dimensions of the precast connecting beam (2), including the height and width of the precast beam (21) and the height and width of the connecting end plate (22); the height of the connecting end plate (22) is equal to the height of the precast beam (21), and the width of the connecting end plate (22) is equal to the width of the precast beam (21); Height of precast beam (21) for: ； in: For the clear span of the precast beam (21); Width of precast beam (21) for: ； ②According to the "Standard for Design of Concrete Structures" GB / T50010-2010, the following is adopted: , , , Calculate the reinforcement of the precast beam (21); adopt , Calculate the height and width of the connecting end plate (22), the thickness of the connecting end plate (22), and the anchor bars; ③ Calculate the deflection of the precast beam (21) And determine whether it meets the setup and installation requirements; ； in: The stiffness of the precast beam (21) under long-term load; The maximum allowable deflection for equipment installation; ④ If the calculation results of the reinforcement of the precast beam (21) in ② do not meet the requirements of the "Standard for Design of Concrete Structures" GB / T50010-2010, then increase the height and width of the precast beam (21) and return to ② to recalculate; If the calculation results of the precast beam (21) deflection in ③ do not meet the installation requirements, then increase the height and width of the precast beam (21) and return to ② to recalculate; If both ② and ③ meet the requirements, then retain the cross-sectional dimensions of the prefabricated connecting beam (2) designed.

9. The design method for the prefabricated foundation structure of the energy storage power station equipment compartment according to claim 6, characterized in that, The parameters for determining the connection component (3) specifically include: ① Design the cross-sectional dimensions of the connecting component (3), including the width of the upper flange of the I-shaped segment (31), the width of the lower flange of the I-shaped segment (31), and the height of the I-shaped segment (31); the width of the upper flange of the I-shaped segment (31) is equal to the width of the connecting end plate (22); the width of the lower flange of the I-shaped segment (31) is equal to the width of the connecting base plate (114); the height of the I-shaped segment (31) is equal to the height of the connecting end plate (22); ②According to the "Standard for Design of Steel Structures" GB50017-2017, the following is adopted: , Calculate the thickness of the upper and lower flanges and web of the I-shaped segment (31), and the weld between the I-shaped segment (31) and the connecting end plate (22); verify the strength and stability of the I-shaped segment (31) of the connecting assembly (3), and verify the weld between the I-shaped segment (31) and the connecting end plate (22) to ensure that the connecting assembly (3) can withstand the load transmitted from the beam end; ③ Calculate the pull-out force of the anchor bolt (116) and determine the specifications of the anchor bolt (116) based on the pull-out force of the anchor bolt (116); The pull-out force of the anchor bolt (116) is: ； in: The pull-out force of a single anchor bolt (116); Allowable pull-out force for a single anchor bolt (116).

10. A construction method for a prefabricated foundation structure for an energy storage power station equipment compartment as described in claim 4, characterized in that, Includes the following steps: Step S1: Excavate the foundation pit according to the design drawings, and pour a concrete cushion layer at the bottom of the foundation pit as preparation for hoisting construction. The surface of the concrete cushion layer shall be kept horizontal, and the deviation of the horizontal positioning and elevation shall not exceed ±2mm. Step S2: Use hoisting equipment to hoist the precast corbel column (1) into the designated area in the foundation pit. After the positioning and fixing of the precast corbel column (1) is completed, backfill and compact the foundation pit. During the construction process, ensure that the horizontal and vertical deviation values ​​of the top of the precast corbel column (1) are not greater than ±2mm. Step S3: Use hoisting equipment to hoist the precast connecting beam (2) to the top surface of the bracket (113) of the precast bracket column (1), align the connecting component (3) with the anchor bolt (116), and slowly lower the precast connecting beam (2) to ensure that the anchor bolt (116) passes smoothly through the elongated hole (33) of the connecting component (3). Step S4: After placing the pad (118) on the anchor bolt (116), tighten the double nut (117) to complete the fixing of the prefabricated connecting beam (2) and the prefabricated corbel column (1), and realize the overall installation of the prefabricated foundation structure.

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