Underground powerhouse and method for constructing an underground powerhouse

Abstract

The application discloses an underground powerhouse and a construction method of the underground powerhouse. The underground powerhouse comprises a crane beam, a bent column, a corbel, an anchor pulling assembly, a machine pier and a plate beam. The anchor pulling assembly comprises a plurality of anchor rods. The plurality of anchor rods are arranged at intervals along the height direction of the underground powerhouse. The anchor rods are anchored in the surrounding rock mass of a cavern, and the free ends of the anchor rods are connected with the bent column. The corbel is fixed to the bent column. The plate beam is connected to the upper side of the corbel through a flexible connecting structure. The flexible connecting structure is used to enable the plate beam to rotate relative to the corbel. In the embodiment of the application, the structural rigidity of the underground powerhouse can be improved, the displacement of the top of the bent column can be controlled, and stress concentration and coupled deformation caused by rigid connection can be avoided.

Description

Technical Field

[0001] This invention relates to the field of underground power plant technology, and in particular to an underground power plant and a construction method thereof. Background Technology

[0002] In the structural design of traditional underground powerhouses in hydropower stations, the stiffness system often adopts an integral frame or continuous plate beam structure. Its force mechanism is to rely on the rigid connection between components to achieve continuous load transfer and overall deformation coordination.

[0003] The aforementioned stiffness system, through strict rigid constraints, ensures the structure has high resistance to deformation during construction and operation, effectively coping with complex load combinations such as bridge motor loads, generator vibrations, and seismic effects. However, the strong coupling deformation characteristics of this structure make it prone to stress concentration due to sudden changes in local loads, and the overall stiffness is difficult to control.

[0004] Improving the structural rigidity of underground powerhouses, controlling the displacement of the column tops, and avoiding stress concentration and coupling deformation caused by rigid connections are urgent problems to be solved. Summary of the Invention

[0005] This invention provides an underground powerhouse and a construction method for the underground powerhouse, aiming to improve the structural rigidity of the underground powerhouse, control the displacement of the column tops of the frame columns, and avoid stress concentration and coupling deformation caused by rigid connections.

[0006] The present invention provides an underground powerhouse, including crane beams, frame columns, corbels, anchoring components, machine piers, slab beams and concrete sidewalls; The frame column is connected to the bottom of the crane beam, and the frame column is located on the inner side of the concrete side wall. The multiple anchoring components are respectively provided for the multiple frame columns. The underground powerhouse is located in the rock mass surrounding the cavern. The anchoring assembly includes multiple anchor rods, which are spaced apart along the height of the underground powerhouse. The anchor rods are anchored in the rock mass surrounding the cavern, and the free end of the anchor rod is connected to the frame column. The corbel is fixed to the frame column, and the plate beam is connected to the upper side of the corbel through a flexible connection structure. The flexible connection structure is used to allow the plate beam to rotate relative to the corbel, and the machine block is connected to the plate beam.

[0007] In this embodiment of the invention, the anchor rod is anchored in the surrounding rock mass of the cavern, and the free end of the anchor rod is connected to the frame column, thus forming a coordinated anchoring and tensioning force system of the anchor rod, the surrounding rock mass of the cavern, and the frame column. The upper load (e.g., the load at the crane beam) is transferred to the anchor rod through the frame column, and then the anchor rod transfers the load to the surrounding rock mass of the cavern. The surrounding rock mass provides reaction force constraints to limit the deformation of the frame column and the displacement of the column top. Through the anchoring and tensioning action and the rock mass reaction force, a coordinated force path of anchoring, reaction force, and stiffness enhancement can be formed, achieving efficient load transfer and structural stiffness enhancement. This improves the structural stiffness and stability of the underground powerhouse and effectively controls the displacement of the frame column top, making the underground powerhouse suitable for complex geological scenarios such as weak surrounding rock, high stress, and seismically active areas. In addition, this structure can also meet the stiffness requirements of the first phase of construction when it needs to bear the load of the bridge crane, avoiding excessive displacement of the frame column top due to insufficient stiffness. In addition, the plate beam is connected to the upper side of the corbel through a flexible connection structure. The flexible connection structure allows the plate beam to rotate relative to the corbel. By setting the flexible connection structure, the plate beam can maintain its independent load-bearing capacity under load, preventing the bending moment it receives from being transmitted to the frame column, thereby improving the stress concentration and deformation coupling problem and enhancing the overall structural toughness.

[0008] Optionally, the two concrete sidewalls are opposite each other along a first direction, and along the first direction, the slab beams are spaced apart from the frame columns; The first part of the machine pier is located on the upper side of the plate beam, and along the first direction, the first part of the machine pier is spaced apart from the frame column.

[0009] Optionally, the flexible connection structure includes connecting steel bars, a first flexible material layer, a sleeve, and a second flexible material layer; The first section of the connecting steel bar is embedded in the corbel, the second section of the connecting steel bar protrudes from the corbel, the sleeve is fitted onto the second section of the connecting steel bar, the first flexible material layer is filled between the sleeve and the second section of the connecting steel bar, and the sleeve is fixed in the slab beam; The second flexible material layer is disposed between the upper surface of the corbel and the lower surface of the plate beam.

[0010] Optionally, the first flexible material layer is asphalt mastic, and / or the second flexible material layer is asphalt felt.

[0011] Optionally, the diameter of the connecting steel bar is 35mm-45mm, and the inner diameter of the sleeve is 40mm-55mm.

[0012] Optionally, the frame column includes longitudinal reinforcing bars, and the free end of the anchor rod is welded to the longitudinal reinforcing bars in the frame column that are away from the concrete sidewall.

[0013] Optionally, the anchor bolt includes an anchoring section, which is inserted into an anchor bolt borehole in the rock mass surrounding the cavern. The borehole is filled with cement mortar, which covers the anchoring section and solidifies it with the rock mass surrounding the cavern, thereby anchoring the anchoring section in the rock mass surrounding the cavern.

[0014] Optionally, the anchor bolt further includes a free section extending out of the surrounding rock mass of the cavern, and the free section of the anchor bolt is provided with an anti-corrosion coating; And / or, the surface of the anchoring section is provided with threads or grooves; And / or, along the extension direction of the anchor bolt, the length of the anchor bolt is L0, the length of the anchored section is L1, the length of the free section is L2, 80%≤L1 / L0≤90%, 10%≤L2 / L0≤20%.

[0015] Optionally, the diameter of the anchor bolt is 20mm-30mm; And / or, the yield strength of the anchor bolt is greater than or equal to 500 MPa; And / or, along the height direction of the underground plant, in one of the anchoring assemblies, the spacing between two adjacent anchor rods is 1.5m-3m.

[0016] The present invention also provides a method for constructing an underground powerhouse, which involves excavating to form a cavern; Drill holes in the rock mass surrounding the cavern to create anchor bolt holes; Anchor bolts are inserted into anchor bolt holes in the rock mass surrounding the cavern, and cement mortar is injected into the anchor bolt holes and cured. The cement mortar covers the anchoring section of the anchor bolt and is solidified with the rock mass surrounding the cavern, so that the anchoring section is anchored in the rock mass surrounding the cavern. The construction forms a steel frame of columns and corbels, and the free end of the anchor is connected to the longitudinal reinforcing steel in the steel frame; Concrete is poured into the steel frame of the frame column and the corbel to form the frame column and the corbel; The underground powerhouse constructed using the above-mentioned underground powerhouse construction method includes crane beams, the frame columns, the corbels, anchor bolts, machine piers, slab beams, and concrete sidewalls. The frame column is connected to the bottom of the crane beam, and the frame column is located on the inner side of the concrete side wall. The multiple anchoring components are respectively provided for the multiple frame columns. The underground powerhouse is located in the rock mass surrounding the cavern, and the anchoring assembly includes multiple anchor rods, which are arranged at intervals along the height direction of the underground powerhouse. The anchor rod is anchored in the rock mass surrounding the cavern, and the free end of the anchor rod is connected to the frame column; The corbel is fixed to the frame column, and the plate beam is connected to the upper side of the corbel through a flexible connection structure. The flexible connection structure is used to allow the plate beam to rotate relative to the corbel, and the machine block is connected to the plate beam.

[0017] In this embodiment of the invention, the anchor rod is anchored in the surrounding rock mass of the cavern, and the free end of the anchor rod is connected to the frame column, thus forming a coordinated anchoring and tensioning force system of the anchor rod, the surrounding rock mass of the cavern, and the frame column. The upper load (e.g., the load at the crane beam) is transferred to the anchor rod through the frame column, and then the anchor rod transfers the load to the surrounding rock mass of the cavern. The surrounding rock mass provides reaction force constraints to limit the deformation of the frame column and the displacement of the column top. Through the anchoring and tensioning action and the rock mass reaction force, a coordinated force path of anchoring, reaction force, and stiffness enhancement can be formed, achieving efficient load transfer and structural stiffness enhancement. This improves the structural stiffness and stability of the underground powerhouse and effectively controls the displacement of the frame column top, making the underground powerhouse suitable for complex geological scenarios such as weak surrounding rock, high stress, and seismically active areas. In addition, this structure can also meet the stiffness requirements of the first phase of construction when it needs to bear the load of the bridge crane, avoiding excessive displacement of the frame column top due to insufficient stiffness. In addition, the slab beam is connected to the upper side of the corbel via a flexible connection structure. This flexible connection structure allows the slab beam to rotate relative to the corbel. This structure ensures the slab beam maintains independent load-bearing capacity under load, preventing the bending moment from being transferred to the frame columns. This improves stress concentration and deformation coupling, and enhances the overall structural toughness. Furthermore, anchor bolts are first inserted into anchor bolt holes in the surrounding rock mass of the tunnel, and cement mortar is poured into these holes. Then, concrete is poured for the steel reinforcement frame of the frame columns and corbels. This "anchor first, pour later" construction method ensures the anchor bolts are installed before the concrete is poured for the frame columns, guaranteeing the complete construction and performance of the anchor stiffness enhancement system.

[0018] Optionally, the steel frame of the frame column and the corbel is connected by connecting steel bars. When pouring concrete for the steel frame of the frame column and the corbel, the first section of the connecting steel bar is covered by the concrete and fixed in the corbel, and the second section of the connecting steel bar protrudes out of the corbel. After pouring concrete to form the steel frame of the frame column and the corbel, the process further includes: A second flexible material layer is provided on the upper surface of the cow leg; A sleeve is fitted over the second section of the connecting steel bar, and a first flexible material layer is filled between the sleeve and the second section of the connecting steel bar; The construction forms a slab beam, which is supported on the second flexible material layer, and the sleeve is fixed in the slab beam. Attached Figure Description

[0019] To more clearly illustrate the technical solutions in the embodiments of the present invention or the prior art, the accompanying drawings used in the description of the embodiments or the prior art will be briefly introduced below.

[0020] Figure 1 This is a schematic diagram of the overall structure of the underground powerhouse provided in an embodiment of the present invention; Figure 2 A detailed schematic diagram of the anchor bolts in the underground powerhouse provided in an embodiment of the present invention; Figure 3 This is a schematic diagram of the connection between the slab beams and the frame columns in an underground powerhouse, provided in an embodiment of the present invention.

[0021] Figure label: 1-Anchor bolt, 101-Anchoring section, 102-Free section, 2-Rock mass surrounding the cavern, 3-Frame column, 301-Longitudinal reinforcing steel, 4-Second flexible material layer, 5-Cranial beam, 6-Machine pier, 601-First part, 7-Slab beam, 8-Cement mortar, 9-Corner, 10-Connecting reinforcing steel, 11-First flexible material layer, 12-Sleeve, 13-Concrete sidewall, 14-Concrete arch, 15-Anchor bolt borehole. Detailed Implementation

[0022] The technical solutions of the present invention will now be described with reference to the accompanying drawings in the embodiments of the present invention.

[0023] The embodiments described herein are for illustrative purposes only and are not intended to limit the scope of the invention. The invention is described more specifically in the following paragraphs by way of example with reference to the accompanying drawings. It should be noted that the drawings are in a very simplified form and use non-precise proportions, and are only used to facilitate and clarify the illustration of the embodiments of the invention.

[0024] To improve the structural rigidity of underground powerhouses, control the displacement of the column tops, and avoid stress concentration and coupling deformation caused by rigid connections, this invention provides an underground powerhouse and its construction method. The underground powerhouse and its construction method are described in detail below.

[0025] This invention provides an underground powerhouse, specifically a hydroelectric powerhouse. (See reference...) Figures 1 to 3The underground powerhouse includes a crane beam 5, frame columns 3, corbels 9, anchoring components, machine piers 6, slab beams 7, and concrete sidewalls 13. Frame columns 3 are connected to the underside of the crane beam 5 and are located inside the concrete sidewalls 13. Multiple anchoring components are respectively installed corresponding to multiple frame columns 3, meaning there is a one-to-one correspondence between multiple anchoring components and multiple frame columns 3. The underground powerhouse is located in the surrounding rock mass 2. The anchoring components include multiple anchor rods 1, which are spaced apart along the height direction of the underground powerhouse (refer to the Z-direction in the diagram). The anchor rods 1 are anchored in the surrounding rock mass 2, and their free ends are connected to the frame columns 3. Corbels 9 are fixed to the frame columns 3. Slab beams 7 are connected to the upper side of corbels 9 via a flexible connection structure, which allows slab beams 7 to rotate relative to corbels 9. Machine piers 6 are connected to slab beams 7. It is understandable that... Figure 1 In the attached drawing, the arrow of reference numeral 1 points to the common vertical line of multiple anchor bolts 1. The common vertical line is only used for annotation in the attached drawing and does not represent the actual structure of the underground powerhouse.

[0026] During the construction of the underground powerhouse, it is necessary to first excavate to form a cavern, and the rock mass surrounding the cavern is also known as the cavern surrounding rock mass 2. The underground powerhouse also includes a concrete arch 14, concrete sidewalls 13 which are shotcrete support layers set on both sides of the cavern, and concrete arch 14 which is a shotcrete support layer set on the top of the cavern.

[0027] The crane beam 5 supports the bridge crane track, which is also known as a bridge crane. The main body of the anchor bolt 1 can be made of steel. The free end of the anchor bolt 1 is the end of the anchor bolt 1 that is away from the surrounding rock mass 2 of the tunnel. The frame column 3 has a first side facing away from the concrete sidewall 13, and the corbel 9 is fixed to the frame column 3, with the corbel 9 protruding from the first side of the frame column 3. The plate beam 7 can be a reinforced concrete structure, and the machine pier 6 can be a reinforced concrete structure, used to support the machine unit.

[0028] Both the frame column 3 and the corbel 9 are reinforced concrete structures. The frame column 3 and the corbel 9 can be integrally formed. The integral forming method can be as follows: construct the steel frame of the frame column 3 and the corbel 9; pour concrete into the steel frame of the frame column 3 and the corbel 9 to form the frame column 3 and the corbel 9.

[0029] Since the corbel 9 is fixed to the frame column 3, when the plate beam 7 rotates at a small angle relative to the corbel 9, the plate beam 7 also rotates relative to the frame column 3. The direction of rotation for the plate beam 7 relative to the corbel 9 can be... Figure 3The flexible connection structure includes at least a second flexible material layer 4 disposed between the upper surface of the corbel 9 and the lower surface of the plate beam 7 to prevent the corbel 9 from forming a rigid connection with the plate beam 7. The two concrete sidewalls 13 are opposite each other along a first direction, which is referred to as the Y direction in the figure. The flexible connection structure can also limit the translation of the plate beam 7 along the first direction, for example, controlling the translational displacement of the plate beam 7 along the first direction within 1mm-3mm.

[0030] In the structural design of traditional underground powerhouses in hydropower stations, the stiffness system often adopts an integral frame or continuous slab-beam structure. Its force mechanism relies on rigid connections between components to achieve continuous load transfer and overall deformation coordination. In traditional underground powerhouses, the loads on the superstructure (such as crane beam loads, floor live loads, and unit self-weight) are transferred step-by-step to the lower block structure via rigid connections. Finally, the block structure distributes the loads to the bedrock foundation, forming a force transmission path between the superstructure, the frame system, the block structure, and the foundation. This stiffness system, through strict rigid constraints, ensures high deformation resistance during construction and operation, effectively coping with complex load combinations such as bridge kinetic loads, unit vibrations, and seismic forces.

[0031] However, the strong coupling deformation characteristics of the aforementioned structures make it easy for sudden changes in local loads to cause stress concentration, and the overall stiffness is difficult to control. Furthermore, during phased construction, when the first-phase structure (such as the frame column 3 and crane beam 5) is completed first and needs to bear the bridge crane load, the second-phase structure (such as the volute and pier 6) has not yet been poured, resulting in insufficient overall stiffness. This causes excessive displacement at the top of the frame column 3, affecting the stability of the bridge crane operation and making it difficult to meet stiffness requirements. At the same time, traditional anchoring methods are only used to maintain the stability of the surrounding rock mass 2 of the tunnel, failing to fully exploit the potential of the rock mass as a stiffness-enhancing medium and failing to establish an effective anchoring stiffness transfer path.

[0032] In this embodiment, anchor rod 1 is anchored in the surrounding rock mass 2 of the cavern, and the free end of anchor rod 1 is connected to the frame column 3, thus forming a coordinated anchoring and tensioning force system of anchor rod 1, surrounding rock mass 2 of the cavern, and frame column 3. The upper load (e.g., the load at crane beam 5) is transferred to anchor rod 1 through frame column 3, and then anchor rod 1 transfers the load to surrounding rock mass 2 of the cavern. The surrounding rock mass 2 provides reaction force constraints to limit the deformation of frame column 3 and the displacement of the column top. Through anchoring and rock mass reaction, a coordinated force path of anchoring, reaction force, and stiffness enhancement can be formed, achieving efficient load transfer and structural stiffness enhancement. This can improve the structural stiffness and stability of the underground powerhouse, and effectively control the displacement of the column top of frame column 3, making the underground powerhouse suitable for complex geological scenarios such as weak surrounding rock, high stress, and seismically active areas. Furthermore, this structure can meet the stiffness requirements of the first phase of construction when it needs to bear the load of the bridge crane, thus avoiding excessive displacement of the top of the frame column 3 due to insufficient stiffness. In addition, the plate beam 7 is connected to the upper side of the corbel 9 through a flexible connection structure. The flexible connection structure allows the plate beam 7 to rotate relative to the corbel 9. Through the setting of the flexible connection structure, the plate beam 7 maintains its independent load-bearing capacity under load, preventing the bending moment it receives from being transmitted to the frame column 3, thereby improving the stress concentration and deformation coupling problem and enhancing the overall structural toughness.

[0033] This underground powerhouse is suitable for complex geological scenarios such as weak surrounding rock, high stress, and seismically active areas. As an example, the underground powerhouse of this hydropower station is located in a weak surrounding rock area, with the main powerhouse measuring 59.50m × 15m × 34.6m and the crown arch buried at a depth of over 320m.

[0034] In some embodiments, the two concrete sidewalls 13 are opposite each other along a first direction; see reference Figure 3 Along the first direction, the plate beam 7 is spaced apart from the frame column 3, and no other structure is filled in the gap. The gap distance can be less than or equal to 20mm. In this embodiment, the plate beam 7 is spaced apart from the frame column 3 to prevent the plate beam 7 from forming a rigid connection with the frame column 3. The plate beam 7 is connected to the upper side of the corbel 9 through a flexible connection structure. Combined with the spaced-apart structure between the plate beam 7 and the frame column 3, it can prevent the plate beam 7 from forming a rigid connection with the corbel 9 and the frame column 3, thereby allowing the plate beam 7 to maintain independent load-bearing capacity under load.

[0035] Reference Figure 3 The first part 601 of the machine pier 6 is located on the upper side of the plate beam 7. Along the first direction, the first part 601 of the machine pier 6 is spaced apart from the frame column 3, and no other structure is filled in the gap. In this embodiment, the machine pier 6 is spaced apart from the frame column 3 to prevent the machine pier 6 from forming a rigid connection with the frame column 3.

[0036] In other embodiments, the two concrete sidewalls 13 are opposite each other along a first direction, and the plate beam 7 and the frame column 3 are spaced apart along the first direction, with the space filled with a flexible material layer. Similarly, the first part 601 of the machine pier 6 is spaced apart from the frame column 3, with the space filled with a flexible material layer. In this embodiment, the plate beam 7 and the frame column 3 are spaced apart, with the space filled with a flexible material layer, to prevent the plate beam 7 from forming a rigid connection with the frame column 3. The plate beam 7 is connected to the upper side of the corbel 9 through a flexible connection structure. Combined with the spaced-apart structure between the plate beam 7 and the frame column 3, it can prevent the plate beam 7 from forming a rigid connection with the corbel 9 and the frame column 3, thereby enabling the plate beam 7 to maintain independent load-bearing capacity under load.

[0037] In some embodiments, refer to Figure 3 The flexible connection structure includes a connecting steel bar 10, a first flexible material layer 11, a sleeve 12, and a second flexible material layer 4. The first section of the connecting steel bar 10 is embedded in the corbel 9, the second section of the connecting steel bar 10 protrudes from the corbel 9, the sleeve 12 is sleeved on the second section of the connecting steel bar 10, the first flexible material layer 11 is filled between the sleeve 12 and the second section of the connecting steel bar 10, and the sleeve 12 is fixed in the plate beam 7. The second flexible material layer 4 is located between the upper surface of the corbel 9 and the lower surface of the plate beam 7.

[0038] The sleeve 12 can be made of steel. The first flexible material layer 11 can be asphalt mastic, and the second flexible material layer 4 can be asphalt felt. The thickness of the second flexible material layer 4 can be less than or equal to 20 mm. Preferably, along the height direction of the underground plant, the height of the sleeve 12 is greater than or equal to one-third of the height of the beam 7, and less than the height of the beam 7.

[0039] The steel frame connecting the frame column 3 and the corbel 9 is reinforced with connecting steel bars 10. When pouring concrete for the steel frame of the frame column 3 and the corbel 9, the first section of the connecting steel bar 10 is encased in concrete and fixed in the corbel 9, while the second section of the connecting steel bar 10 protrudes out of the corbel 9. The construction method for this flexible connection structure can be as follows: a second flexible material layer 4 is provided on the upper surface of the corbel 9; a sleeve 12 is fitted over the second section of the connecting steel bar 10, and a first flexible material layer 11 is filled between the sleeve 12 and the second section of the connecting steel bar 10; a plate beam 7 is constructed so that the plate beam 7 is supported on the second flexible material layer 4, and the sleeve 12 is fixed in the plate beam 7.

[0040] In this embodiment, a first flexible material layer 11 is provided between the sleeve 12 fixed in the plate beam 7 and the second section of the connecting steel bar 10, and a second flexible material layer 4 is provided between the upper surface of the corbel 9 and the lower surface of the plate beam 7. The plate beam 7 is spaced apart from the frame column 3, so that the plate beam 7 can rotate clockwise or counterclockwise relative to the corbel 9, thereby enabling the plate beam 7 to maintain independent load-bearing capacity under load and preventing the bending moment it receives from being transmitted to the frame column 3. It can be understood that when the plate beam 7 rotates relative to the corbel 9, it is a small angle rotation. By setting the connecting steel bar 10, the first flexible material layer 11 and the sleeve 12, the translational movement of the plate beam 7 along the first direction can also be restricted, for example, the translational displacement of the plate beam 7 along the first direction can be controlled within 1mm-3mm.

[0041] In some embodiments, the diameter of the connecting reinforcing bar 10 is 35mm-45mm, and the inner diameter of the sleeve 12 is 40mm-55mm. Preferably, the diameter of the connecting reinforcing bar 10 is 40mm, and the inner diameter of the sleeve 12 is 50mm. In this embodiment, the first flexible material layer 11, which is filled in the radial direction between the sleeve 12 and the second segment of the connecting reinforcing bar 10, has sufficient dimensions to ensure that the plate beam 7 maintains its independent load-bearing capacity under load.

[0042] In some embodiments, refer to Figure 2 The frame column 3 includes longitudinal reinforcing bars 301. The free end of the anchor rod 1 is welded to the longitudinal reinforcing bars 301 in the frame column 3 that are away from the concrete sidewall 13. The welding method can be double-sided lap welding. In this embodiment, the free end of the anchor rod 1 is welded to the longitudinal reinforcing bars 301 in the frame column 3 that are away from the concrete sidewall 13, which can ensure the connection stability of the two, thereby forming a reliable anchor tension system and ensuring the continuity and reliability of the load transfer path.

[0043] In some embodiments, the anchor bolt 1 includes an anchoring section 101, which is inserted into an anchor bolt borehole 15 in the rock mass 2 surrounding the cavern. The anchor bolt borehole 15 is filled with cement mortar 8, which covers the anchoring section 101 and solidifies it with the rock mass 2 surrounding the cavern, thus anchoring the anchoring section 101 in the rock mass 2 surrounding the cavern. In this embodiment, the cement mortar 8 covering the anchoring section 101 and solidifying it with the rock mass 2 surrounding the cavern ensures the reliability and durability of the anchoring.

[0044] The installation method of anchor bolt 1 can be as follows: drilling holes in the rock mass 2 surrounding the cavern to form anchor bolt holes 15; inserting anchor bolt 1 into the anchor bolt holes 15 in the rock mass 2 surrounding the cavern, and injecting cement mortar 8 into the anchor bolt holes 15, and curing the cement mortar 8 in the anchor bolt holes 15; after the construction of the steel frame of the frame column 3 and corbel 9, welding the free end of anchor bolt 1 to the longitudinal reinforcing steel bar 301 in the steel frame. The step of drilling holes in the rock mass 2 surrounding the cavern can be carried out before or after the formation of the concrete sidewall 13 and the concrete arch 14. Preferably, the step of drilling holes in the rock mass 2 surrounding the cavern is carried out before the formation of the concrete sidewall 13 and the concrete arch 14.

[0045] In some embodiments, the anchor bolt 1 further includes a free section 102 extending out of the surrounding rock mass 2 of the cavern, and the free section 102 of the anchor bolt 1 is provided with an anti-corrosion coating to meet durability requirements.

[0046] In some embodiments, the surface of the anchoring section 101 is provided with threads or grooves to enhance the bonding strength with the cement mortar 8. As an example, the anchor rod 1 can be a steel bar, for example, a high-strength prestressed steel bar with a diameter of 25 mm.

[0047] In some embodiments, along the extension direction of the anchor rod 1, the length of the anchor rod 1 is L0, the length of the anchored section 101 is L1, the length of the free section 102 is L2, 80%≤L1 / L0≤90%, and 10%≤L2 / L0≤20%. The extension direction of anchor bolt 1 is referenced. Figure 2 The anchor rod 1 extends in the direction E. An angle is formed between the extension direction of the anchor rod 1 and the first direction, meaning the anchor rod 1 is inclined relative to the first direction, with an inclination angle of up to 15°. As an example, the length L0 of the anchor rod 1 is 7m, the length L1 of the anchoring section 101 is 6m, and the length L2 of the free section 102 is 1m. In this embodiment, a sufficiently long anchoring section 101 is anchored in the surrounding rock mass 2 of the cavern to ensure anchoring reliability.

[0048] In some embodiments, the diameter of the anchor rod 1 is 20mm-30mm; the yield strength of the anchor rod 1 is greater than or equal to 500MPa. As an example, the anchor rod 1 is a high-strength prestressed steel bar with a diameter of 25mm. Along the height direction of the underground powerhouse, in an anchoring assembly, the spacing between two adjacent anchor rods 1 is 1.5m-3m, which can achieve uniform load distribution. In an anchoring assembly, the number of anchor rods 1 must be sufficient to extend from the top of the frame column 3 to the bottom of the frame column 3.

[0049] After the structural design of the underground powerhouse is completed, it can be simulated and verified using finite element software. During the simulation and verification, an analysis model needs to be established, covering typical working conditions such as the construction period, operation period, and seismic loads. Through simulation and verification, it can be determined in advance whether the displacement of the top of the frame column 3 is controlled within the set value, and whether significant coupling deformation occurs between the frame column 3 and the main structure.

[0050] After the simulation verification is successful, construction of the underground powerhouse can proceed. The aforementioned construction method for the underground powerhouse may include: excavation to form a cavern; drilling holes in the surrounding rock mass 2 to form anchor bolt holes 15; inserting anchor bolts 1 into the anchor bolt holes 15 in the surrounding rock mass 2, and injecting cement mortar 8 into the anchor bolt holes 15, and curing the cement mortar 8 in the anchor bolt holes 15; spraying concrete on both sides and the top of the cavern to form concrete sidewalls 13 and a concrete arch 14; constructing a steel frame for the frame columns 3 and corbels 9, and connecting the free ends of the anchor bolts 1 to the steel frame. The longitudinal reinforcing bars 301 are connected; concrete is poured for the reinforcing frame of the frame column 3 and the corbel 9 to form the frame column 3 and the corbel 9; the crane beam 5 is formed during construction; a second flexible material layer 4 is set on the upper surface of the corbel 9; a sleeve 12 is installed on the second section of the connecting reinforcing bar 10, and a first flexible material layer 11 is filled between the sleeve 12 and the second section of the connecting reinforcing bar 10; a plate beam 7 is formed during construction so that the plate beam 7 is supported on the second flexible material layer 4, and the sleeve 12 is fixed in the plate beam 7; the machine pier 6 is formed during construction.

[0051] In summary, in the underground powerhouse provided by this embodiment of the invention, the anchor rod 1 is anchored in the surrounding rock mass 2 of the cavern, and the free end of the anchor rod 1 is connected to the frame column 3, thereby forming an anchor-tension cooperative force system of the anchor rod 1, the surrounding rock mass 2 of the cavern, and the frame column 3. This system can achieve efficient load transfer and improve structural stiffness, thereby enhancing the structural stiffness and stability of the underground powerhouse and effectively controlling the displacement of the top of the frame column 3. A first flexible material layer 11 is provided between the sleeve 12 fixed in the plate beam 7 and the second section of the connecting steel bar 10, and a second flexible material layer 4 is provided between the upper surface of the corbel 9 and the lower surface of the plate beam 7. The plate beam 7 is spaced apart from the frame column 3, so that the plate beam 7 maintains independent load-bearing capacity under load, preventing the bending moment it receives from being transferred to the frame column 3, thereby improving stress concentration and deformation coupling problems and enhancing the overall structural toughness.

[0052] This invention also provides a method for constructing an underground powerhouse, comprising: excavating to form a cavern; drilling holes in the surrounding rock mass 2 to form anchor bolt holes 15; inserting anchor bolts 1 into the anchor bolt holes 15 in the surrounding rock mass 2, and injecting cement mortar 8 into the anchor bolt holes 15, and curing the cement mortar 8 in the anchor bolt holes 15; wherein the cement mortar 8 covers the anchoring section 101 of the anchor bolt 1 and is fixed to the surrounding rock mass 2, so that the anchoring section 101 is anchored in the surrounding rock mass 2; constructing a steel frame for the frame columns 3 and corbels 9, and connecting the free end of the anchor bolt 1 to the longitudinal reinforcing steel bars 301 in the steel frame; and pouring concrete into the steel frame for the frame columns 3 and corbels 9 to form the frame columns 3 and corbels 9.

[0053] After the cavern is excavated and formed, the surrounding rock mass is also known as the cavern surrounding rock mass 2. The underground powerhouse construction method further includes: spraying concrete on both sides and the top of the cavern to form concrete sidewalls 13 and a concrete arch 14. The drilling step in the cavern surrounding rock mass 2 can be performed before or after the formation of the concrete sidewalls 13 and the concrete arch 14. Preferably, the drilling step in the cavern surrounding rock mass 2 is performed before the formation of the concrete sidewalls 13 and the concrete arch 14.

[0054] When drilling holes in the surrounding rock mass 2 of the cavern, the location of the drill holes corresponds to the installation position of the anchor bolt 1, and the diameter of the drill holes is larger than the diameter of the anchor bolt 1, that is, the diameter of the resulting anchor bolt drill hole 15 is larger than the diameter of the anchor bolt 1. When grouting with cement mortar 8, the grouting pressure can be greater than or equal to 1 MPa. The curing time of the cement mortar 8 shall not be less than 7 days. The main body material of the anchor bolt 1 can be steel.

[0055] The surface of the anchoring section 101 of anchor bolt 1 is threaded or scored. After installation, anchor bolt 1 also includes a free section 102 extending out of the surrounding rock mass 2 of the cavern, and the free section 102 of anchor bolt 1 is coated with an anti-corrosion coating. The diameter of anchor bolt 1 can be 20mm-30mm, and the yield strength of anchor bolt 1 can be greater than or equal to 500MPa. Along the extension direction of anchor bolt 1, the length of anchor bolt 1 is L0, the length of anchoring section 101 is L1, and the length of free section 102 is L2, with 80%≤L1 / L0≤90% and 10%≤L2 / L0≤20%. Along the height direction of the underground powerhouse, the spacing between two adjacent anchor bolts 1 in an anchoring assembly is 1.5m-3m. In an anchoring assembly, the number of anchor bolts 1 must be sufficient to extend from the top of the frame column 3 to the bottom of the frame column 3.

[0056] As an example, anchor rod 1 is a high-strength prestressed steel bar with a diameter of 25mm. The length L0 of anchor rod 1 is 7m, the length L1 of anchored section 101 is 6m, and the length L2 of free section 102 is 1m. The extension direction of anchor rod 1 forms an angle with the first direction, that is, anchor rod 1 is inclined relative to the first direction at an angle of 15°.

[0057] The free end of anchor rod 1 is the end of anchor rod 1 furthest from the surrounding rock mass 2 of the cavern. The connection between the free end of anchor rod 1 and the longitudinal reinforcing steel bar 301 in the steel frame is specifically welding. Preferably, the free end of anchor rod 1 is welded to the longitudinal reinforcing steel bar 301 in the frame column 3 furthest from the concrete sidewall 13; the welding method can be double-sided lap welding. Welding the free end of anchor rod 1 to the longitudinal reinforcing steel bar 301 ensures the stability of the connection, thereby forming a reliable anchoring and tensioning system and ensuring the continuity and reliability of the load transfer path.

[0058] In this embodiment, the anchor rod 1 is first inserted into the anchor rod drill hole 15 of the rock mass 2 surrounding the cavern, and cement mortar 8 is poured into the anchor rod drill hole 15. Then, concrete is poured for the steel frame of the frame column 3 and the corbel 9. That is, the construction method of anchoring first and then pouring is adopted, so that the anchor rod 1 is installed before the concrete of the frame column 3 is poured, thereby ensuring the complete construction and performance of the anchor stiffness enhancement system.

[0059] The underground powerhouse constructed using the above-mentioned construction method includes a crane beam 5, frame columns 3, corbels 9, anchoring components, machine piers 6, slab beams 7, and concrete sidewalls 13. The frame columns 3 are connected to the bottom of the crane beam 5 and are located inside the concrete sidewalls 13. Multiple anchoring components are respectively set for multiple frame columns 3. The underground powerhouse is located in the surrounding rock mass 2 of the cavern. The anchoring components include multiple anchor rods 1, which are spaced apart along the height direction of the underground powerhouse. The anchor rods 1 are anchored in the surrounding rock mass 2 of the cavern, and the free ends of the anchor rods 1 are connected to the frame columns 3. The corbels 9 are fixed to the frame columns 3. The slab beams 7 are connected to the upper side of the corbels 9 through a flexible connection structure. The flexible connection structure is used to allow the slab beams 7 to rotate relative to the corbels 9. The machine piers 6 are connected to the slab beams 7.

[0060] In this design, the anchoring section 101 of anchor bolt 1 is inserted into the anchor bolt borehole 15 in the rock mass 2 surrounding the cavern. The anchor bolt borehole 15 is filled with cement mortar 8, which covers the anchoring section 101 and solidifies it with the rock mass 2 surrounding the cavern, thus anchoring the anchoring section 101 in the rock mass 2 surrounding the cavern. The crane beam 5 supports the bridge crane track, which is also known as a bridge crane. The frame column 3 has a first side facing away from the concrete sidewall 13. The corbel 9 is fixed to the frame column 3, and the corbel 9 protrudes from the first side of the frame column 3. The machine pier 6 supports the machine unit. Since the corbel 9 is fixed to the frame column 3, when the plate beam 7 rotates slightly relative to the corbel 9, the plate beam 7 also rotates relative to the frame column 3. When the plate beam 7 rotates relative to the corbel 9, the direction of rotation can be... Figure 3 The direction can be clockwise or counterclockwise. The flexible connection structure can also restrict the translation of the plate beam 7 along the first direction.

[0061] In the structural design of traditional underground powerhouses in hydropower stations, the stiffness system often adopts an integral frame or continuous slab-beam structure. Its force mechanism relies on rigid connections between components to achieve continuous load transfer and overall deformation coordination. In traditional underground powerhouses, the loads on the superstructure (such as crane beam loads, floor live loads, and unit self-weight) are transferred step-by-step to the lower block structure via rigid connections. Finally, the block structure distributes the loads to the bedrock foundation, forming a force transmission path between the superstructure, the frame system, the block structure, and the foundation. This stiffness system, through strict rigid constraints, ensures high deformation resistance during construction and operation, effectively coping with complex load combinations such as bridge kinetic loads, unit vibrations, and seismic forces.

[0062] However, the strong coupling deformation characteristics of the aforementioned structures make it easy for sudden changes in local loads to cause stress concentration, and the overall stiffness is difficult to control. Furthermore, during phased construction, when the first-phase structure (such as the frame column 3 and crane beam 5) is completed first and needs to bear the bridge crane load, the second-phase structure (such as the volute and pier 6) has not yet been poured, resulting in insufficient overall stiffness. This causes excessive displacement at the top of the frame column 3, affecting the stability of the bridge crane operation and making it difficult to meet stiffness requirements. At the same time, traditional anchoring methods are only used to maintain the stability of the surrounding rock mass 2 of the tunnel, failing to fully exploit the potential of the rock mass as a stiffness-enhancing medium and failing to establish an effective anchoring stiffness transfer path.

[0063] In this embodiment, anchor rod 1 is anchored in the surrounding rock mass 2 of the cavern, and the free end of anchor rod 1 is connected to the frame column 3, thus forming a coordinated anchoring and tensioning force system of anchor rod 1, surrounding rock mass 2 of the cavern, and frame column 3. The upper load (e.g., the load at crane beam 5) is transferred to anchor rod 1 through frame column 3, and then anchor rod 1 transfers the load to surrounding rock mass 2 of the cavern. The surrounding rock mass 2 provides reaction force constraints to limit the deformation of frame column 3 and the displacement of the column top. Through anchoring and rock mass reaction, a coordinated force path of anchoring, reaction force, and stiffness enhancement can be formed, achieving efficient load transfer and structural stiffness enhancement. This can improve the structural stiffness and stability of the underground powerhouse, and effectively control the displacement of the column top of frame column 3, making the underground powerhouse suitable for complex geological scenarios such as weak surrounding rock, high stress, and seismically active areas. Furthermore, this structure can meet the stiffness requirements of the first phase of construction when it needs to bear the load of the bridge crane, thus avoiding excessive displacement of the top of the frame column 3 due to insufficient stiffness. In addition, the plate beam 7 is connected to the upper side of the corbel 9 through a flexible connection structure. The flexible connection structure allows the plate beam 7 to rotate relative to the corbel 9. Through the setting of the flexible connection structure, the plate beam 7 maintains its independent load-bearing capacity under load, preventing the bending moment it receives from being transmitted to the frame column 3, thereby improving the stress concentration and deformation coupling problem and enhancing the overall structural toughness.

[0064] In some embodiments, the steel frame of the frame column 3 and the corbel 9 is connected by connecting steel bars 10. When pouring concrete for the steel frame of the frame column 3 and the corbel 9, the first section of the connecting steel bar 10 is encased in concrete and fixed in the corbel 9, and the second section of the connecting steel bar 10 protrudes out of the corbel 9. After pouring concrete for the steel frame of the frame column 3 and the corbel 9 to form the frame column 3 and the corbel 9, the underground powerhouse construction method further includes: setting a second flexible material layer 4 on the upper surface of the corbel 9; installing a sleeve 12 over the second section of the connecting steel bar 10, and filling the space between the sleeve 12 and the second section of the connecting steel bar 10 with a first flexible material layer 11; constructing a slab beam 7 so that the slab beam 7 is supported on the second flexible material layer 4, and fixing the sleeve 12 in the slab beam 7.

[0065] The first flexible material layer 11 can be asphalt mastic, and the second flexible material layer 4 can be asphalt felt. The thickness of the second flexible material layer 4 can be less than or equal to 20mm. The diameter of the connecting steel bar 10 can be 35mm-45mm, and correspondingly, the inner diameter of the sleeve 12 can be 40mm-55mm. The sleeve 12 can be made of steel. Along the height direction of the underground powerhouse, the height of the sleeve 12 is greater than or equal to one-third of the height of the slab beam 7, and less than the height of the slab beam 7.

[0066] In the underground powerhouse constructed using the above-mentioned construction method, the flexible connection structure includes connecting steel bars 10, a first flexible material layer 11, a sleeve 12, and a second flexible material layer 4. The first section of the connecting steel bars 10 is embedded in the corbel 9, the second section of the connecting steel bars 10 protrudes from the corbel 9, the sleeve 12 is fitted onto the second section of the connecting steel bars 10, the first flexible material layer 11 is filled between the sleeve 12 and the second section of the connecting steel bars 10, and the sleeve 12 is fixed in the slab beam 7. The second flexible material layer 4 is located between the upper surface of the corbel 9 and the lower surface of the slab beam 7.

[0067] The two concrete side walls 13 are opposite each other along the first direction; along the first direction, the slab beam 7 and the frame column 3 are spaced apart, and no other structure is filled in the gap, the gap distance can be less than or equal to 20mm. In this embodiment, the slab beam 7 and the frame column 3 are spaced apart to prevent the slab beam 7 and the frame column 3 from forming a rigid connection. The slab beam 7 is connected to the upper side of the corbel 9 through a flexible connection structure. Combined with the spaced-apartment structure between the slab beam 7 and the frame column 3, it can prevent the slab beam 7 from forming a rigid connection with the corbel 9 and the frame column 3, thereby allowing the slab beam 7 to maintain independent load-bearing capacity under load. The first part 601 of the machine pier 6 is located on the upper side of the slab beam 7. Along the first direction, the first part 601 of the machine pier 6 is spaced apart from the frame column 3, and no other structure is filled in the gap. In this embodiment, the machine pier 6 and the frame column 3 are spaced apart to prevent the machine pier 6 and the frame column 3 from forming a rigid connection.

[0068] In this embodiment, a first flexible material layer 11 is provided between the sleeve 12 fixed in the plate beam 7 and the second section of the connecting steel bar 10, and a second flexible material layer 4 is provided between the upper surface of the corbel 9 and the lower surface of the plate beam 7. The plate beam 7 is spaced apart from the frame column 3, so that the plate beam 7 can rotate clockwise or counterclockwise relative to the corbel 9, thereby enabling the plate beam 7 to maintain independent load-bearing capacity under load and preventing the bending moment it receives from being transmitted to the frame column 3. It can be understood that when the plate beam 7 rotates relative to the corbel 9, it is a small angle rotation. By setting the connecting steel bar 10, the first flexible material layer 11 and the sleeve 12, the translational movement of the plate beam 7 along the first direction can also be restricted, for example, the translational displacement of the plate beam 7 along the first direction can be controlled within 1mm-3mm.

[0069] In practical applications, construction methods for underground powerhouses may include: Excavation forms a cavern; holes are drilled in the surrounding rock mass 2 to form anchor bolt holes 15; anchor bolts 1 are inserted into the anchor bolt holes 15 in the surrounding rock mass 2, and cement mortar 8 is poured into the anchor bolt holes 15 and cured; concrete is sprayed on both sides and the top of the cavern to form concrete sidewalls 13 and concrete arches 14; a steel frame of frame columns 3 and corbels 9 is constructed, and the free ends of the anchor bolts 1 are connected to the longitudinal reinforcing bars 3 in the steel frame. 01 Connection; Concrete is poured for the steel frame of the frame column 3 and the corbel 9 to form the frame column 3 and the corbel 9; Crane beam 5 is formed during construction; A second flexible material layer 4 is set on the upper surface of the corbel 9; A sleeve 12 is installed on the second section of the connecting steel bar 10, and a first flexible material layer 11 is filled between the sleeve 12 and the second section of the connecting steel bar 10; Plate beam 7 is formed during construction so that the plate beam 7 is supported on the second flexible material layer 4, and the sleeve 12 is fixed in the plate beam 7; Machine pier 6 is formed during construction.

[0070] It should be noted that, in this document, relational terms such as "first" and "second" are used merely to distinguish one entity or operation from another, and do not necessarily require or imply any such actual relationship or order between these entities or operations. Furthermore, the terms "comprising," "including," or any other variations thereof are intended to cover non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements includes not only those elements but also other elements not expressly listed, or elements inherent to such a process, method, article, or apparatus. Without further limitations, an element defined by the phrase "comprising one..." does not exclude the presence of other identical elements in the process, method, article, or apparatus that includes that element.

[0071] It should be noted that when a component is described as being "fixed to" another component, it can be directly on the other component or there may be an intermediate component. When a component is considered to be "connected to" another component, it can be directly connected to the other component or there may be an intermediate component. When a component is considered to be "set on" another component, it can be directly set on the other component or there may be an intermediate component. The terms "vertical," "horizontal," "left," "right," and similar expressions used herein are for the convenience of describing orientation or positional relationships and should not be construed as limiting the invention.

[0072] The above are merely preferred embodiments of the present invention and are not intended to limit the scope of protection of the present invention. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention are included within the scope of protection of the present invention.

[0073] The underground powerhouse and its construction method provided by this invention have been described in detail above. Specific examples have been used to illustrate the principles and implementation methods of this invention. The descriptions of the above embodiments are only for the purpose of helping to understand the structure and core ideas of this invention. At the same time, for those skilled in the art, there will be changes in the specific implementation methods and application scope based on the ideas of this invention. Therefore, the content of this specification should not be construed as a limitation of this invention.

Claims

1. An underground factory building, characterized in that, Including crane beams (5), frame columns (3), corbels (9), anchor bolts, machine piers (6), slab beams (7) and concrete sidewalls (13); The frame column (3) is connected to the bottom of the crane beam (5), and the frame column (3) is located on the inner side of the concrete side wall (13). The multiple anchoring components are respectively set for the multiple frame columns (3). The underground powerhouse is located in the rock mass (2) surrounding the cavern. The anchoring assembly includes multiple anchor rods (1). The multiple anchor rods (1) are arranged at intervals along the height direction of the underground powerhouse. The anchor rods (1) are anchored in the rock mass (2) surrounding the cavern, and the free end of the anchor rods (1) is connected to the frame column (3). The corbel (9) is fixed to the frame column (3), and the plate beam (7) is connected to the upper side of the corbel (9) through a flexible connection structure. The flexible connection structure is used to allow the plate beam (7) to rotate relative to the corbel (9). The machine block (6) is connected to the plate beam (7).

2. The underground powerhouse according to claim 1, characterized in that, The concrete sidewalls (13) on both sides are opposite each other along the first direction, and along the first direction, the slab beam (7) is spaced apart from the frame column (3); The first part (601) of the machine block (6) is located on the upper side of the plate beam (7), and along the first direction, the first part (601) of the machine block (6) is spaced apart from the frame column (6).

3. The underground powerhouse according to claim 2, characterized in that, The flexible connection structure includes connecting steel bars (10), a first flexible material layer (11), a sleeve (12), and a second flexible material layer (4). The first section of the connecting steel bar (10) is embedded in the corbel (9), the second section of the connecting steel bar (10) protrudes from the corbel (9), the sleeve (12) is sleeved on the second section of the connecting steel bar (10), the first flexible material layer (11) is filled between the sleeve (12) and the second section of the connecting steel bar (10), and the sleeve (12) is fixed in the plate beam (7); The second flexible material layer (4) is disposed between the upper surface of the corbel (9) and the lower surface of the plate beam (7).

4. The underground powerhouse according to claim 3, characterized in that, The first flexible material layer (11) is asphalt mastic, and / or the second flexible material layer (2) is asphalt felt.

5. The underground powerhouse according to claim 3, characterized in that, The diameter of the connecting steel bar (10) is 35mm-45mm, and the inner diameter of the sleeve (12) is 40mm-55mm.

6. The underground powerhouse according to any one of claims 1 to 5, characterized in that, The frame column (3) includes longitudinal reinforcing bars (301), and the free end of the anchor rod (1) is welded to the longitudinal reinforcing bars (301) in the frame column (3) that are away from the concrete sidewall (13).

7. The underground powerhouse according to any one of claims 1 to 5, characterized in that, The anchor rod (1) includes an anchoring section (101), which is inserted into the anchor drill hole (15) of the rock mass (2) surrounding the cavern. The anchor drill hole (15) is filled with cement mortar (8), which covers the anchoring section (101) and is fixed to the rock mass (2) surrounding the cavern, so that the anchoring section (101) is anchored in the rock mass (2) surrounding the cavern.

8. The underground powerhouse according to claim 7, characterized in that, The anchor rod (1) also includes a free section (102) extending out of the surrounding rock mass (2) of the cavern, and the free section (102) of the anchor rod (1) is provided with an anti-corrosion coating; And / or, the surface of the anchoring section (101) is provided with threads or grooves; And / or, along the extension direction of the anchor rod (1), the length of the anchor rod (1) is L0, the length of the anchored section (101) is L1, the length of the free section (102) is L2, 80%≤L1 / L0≤90%, 10%≤L2 / L0≤20%.

9. The underground powerhouse according to any one of claims 1 to 5, characterized in that, The diameter of the anchor rod (1) is 20mm-30mm; And / or, the yield strength of the anchor bolt (1) is greater than or equal to 500 MPa; And / or, along the height direction of the underground plant, in one of the anchoring assemblies, the distance between two adjacent anchor rods (1) is 1.5m-3m.

10. A method for constructing an underground powerhouse, characterized in that, include: Excavation creates a cavern; Drill holes in the rock mass (2) surrounding the cavern to form anchor bolt holes (15); Anchor rod (1) is inserted into anchor rod borehole (15) in the rock mass (2) surrounding the cavern, and cement mortar (8) is injected into the anchor rod borehole (15) and the cement mortar (8) in the anchor rod borehole (15) is cured; wherein, the cement mortar (8) covers the anchoring section (101) of the anchor rod (1) and is fixed to the rock mass (2) surrounding the cavern, so that the anchoring section (101) is anchored in the rock mass (2) surrounding the cavern; The construction forms a steel frame of frame columns (3) and corbels (9), and the free end of the anchor rod (1) is connected to the longitudinal reinforcing steel bars (301) in the steel frame; Concrete is poured into the steel frame of the frame column (3) and the corbel (9) to form the frame column (3) and the corbel (9). The underground powerhouse constructed using the above-mentioned underground powerhouse construction method includes a crane beam (5), the frame column (3), the corbel (9), the anchor assembly, the machine pier (6), the slab beam (7), and the concrete sidewall (13). The frame column (3) is connected to the bottom of the crane beam (5), and the frame column (3) is located on the inner side of the concrete side wall (13). The multiple anchoring components are respectively set for the multiple frame columns (3). The underground powerhouse is located in the rock mass (2) surrounding the cavern. The anchoring assembly includes multiple anchor rods (1). The multiple anchor rods (1) are arranged at intervals along the height direction of the underground powerhouse. The anchor rods (1) are anchored in the rock mass (2) surrounding the cavern, and the free end of the anchor rods (1) is connected to the frame column (3). The corbel (9) is fixed to the frame column (3), and the plate beam (7) is connected to the upper side of the corbel (9) through a flexible connection structure. The flexible connection structure is used to allow the plate beam (7) to rotate relative to the corbel (9). The machine block (6) is connected to the plate beam (7).

11. The construction method for an underground powerhouse according to claim 10, characterized in that, The steel frame of the frame column (3) and the corbel (9) is connected by a connecting steel bar (10). When concrete is poured for the steel frame of the frame column (3) and the corbel (9), the first section of the connecting steel bar (10) is covered by the concrete and fixed in the corbel (9), and the second section of the connecting steel bar (10) protrudes out of the corbel (9). After pouring concrete for the steel frame of the frame column (3) and corbel (9) to form the frame column (3) and corbel (9), the process further includes: A second flexible material layer (4) is provided on the upper surface of the cow leg (9); A sleeve (12) is provided over the second section of the connecting steel bar (10), and a first flexible material layer (11) is filled between the sleeve (12) and the second section of the connecting steel bar (10). The construction forms a plate beam (7) so that the plate beam (7) is supported on the second flexible material layer (4) and the sleeve (12) is fixed in the plate beam (7).

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