Construction method of water inlet and outlet gate vertical shaft of water delivery tunnel of pumped storage power station

Abstract

The invention discloses a construction method for a water inlet and outlet gate shaft of a water delivery tunnel of a pumped storage power station. The construction method comprises the steps that firstly, a water inlet and outlet connection section is excavated and supported; secondly, a gate vertical shaft is excavated, and a gate vertical shaft supporting structure is constructed; the construction process of the gate vertical shaft excavation and gate vertical shaft supporting structure comprises the steps that 201, a top vertical shaft section is excavated, and a top vertical shaft section support is constructed; 201, a top vertical shaft section is excavated, and a top vertical shaft section support is constructed; 203, a bottom connector section is excavated, and a bottom connector section support is constructed. The surrounding rock structure on the periphery of the bottom connector section which is not excavated can be sealed and supported in time, so that the surrounding rock structure on the periphery of the bottom connector section is not damaged, surrounding rock supporting stability is guaranteed, excavation forming of the bottom connector section can be guaranteed, the quality control difficulty of anchor cable supporting is reduced, and the construction efficiency is improved. And the construction efficiency of the middle transition section support and the bottom interface section support is improved.

Description

Technical Field

[0001] The invention belongs to the technical field of pumped storage power station construction, and in particular relates to a construction method for a gate shaft of an inlet and outlet of a water delivery tunnel of a pumped storage power station. Background Art

[0002] In the construction of the gate shaft project at the inlet (outlet) of a pumped-storage power station, due to the large number of free surfaces at the junction of the gate shaft and the inlet and outlet of the water transfer tunnel, the large deformation of the surrounding rock and the fast deformation speed, especially for the surrounding rock fragmentation and the rock formation with developed fissures, the existing anchor net support method cannot meet the deformation of the junction of the gate shaft and the inlet and outlet of the water transfer tunnel, and is prone to large displacement deformation unloading, resulting in loose internal rock mass and damage to the rock formation structure, resulting in support failure, and at the same time bringing obstacles to safe production and rapid transition of working face construction. Moreover, if multiple pressure-dispersing anchor cables are set on the wall of the water transfer tunnel and the wall of the gate shaft, the multiple pressure-dispersing anchor cables set on the wall of the water transfer tunnel and the multiple pressure-dispersing anchor cables set on the wall of the gate shaft will interfere with each other. Therefore, a construction method for the gate shaft of the inlet and outlet of the water transfer tunnel of a pumped-storage power station should be provided. Summary of the invention

[0003] The technical problem to be solved by the present invention is to provide a construction method for the inlet and outlet gate shaft of the water diversion tunnel of a pumped storage power station in view of the deficiencies in the above-mentioned prior art. The method has a reasonable design and can timely close and support the surrounding rock structure around the unexcavated bottom interface section, so that the surrounding rock structure around the bottom interface section is not damaged, thereby ensuring the stability of the surrounding rock support and being able to ensure the excavation and forming of the bottom interface section, thereby reducing the difficulty of quality control of the anchor cable support and improving the construction efficiency of the middle transition section support and the bottom interface section support.

[0004] In order to solve the above technical problems, the technical solution adopted by the present invention is: a construction method for the inlet and outlet gate shaft of the water diversion tunnel of a pumped storage power station, characterized in that: the construction method comprises the following steps:

[0005] Step 1: Excavation and support of the inlet and outlet connection section:

[0006] The supporting process of the water inlet and outlet connection section is as follows: a plurality of mortar anchor rods are arranged on the top arch and side wall of the excavated water inlet and outlet connection section, wherein the mortar anchor rods have an L-shaped exposed end, and then a steel mesh is hung on the top arch and side wall of the excavated water inlet and outlet connection section, and a plurality of H-shaped steel belt beams are installed on the top arch and side wall of the excavated water inlet and outlet connection section, wherein the plurality of H-shaped steel belt beams are arranged at equal intervals along the length direction of the water inlet and outlet connection section, and when the H-shaped steel belt beam contacts the L-shaped exposed end of the mortar anchor rod, the H-shaped steel belt beam is fixedly connected to the L-shaped exposed end, and then C20 concrete is sprayed to form a C20 concrete support layer;

[0007] Step 2: Excavate the gate shaft and construct the gate shaft support structure:

[0008] The gate shaft is divided into a top shaft section, a middle transition section and a bottom interface section from top to bottom. The bottom interface section is connected to the water inlet and outlet connection section of the water conveyance tunnel. The gate shaft support structure includes a top shaft section support arranged on the top shaft section wall, a middle transition section support arranged on the middle transition section wall and a bottom interface section support arranged on the bottom interface section wall. The excavation process of the gate shaft and the construction process of the gate shaft support structure are as follows:

[0009] Step 201, excavating the top shaft section and constructing the top shaft section support:

[0010] The construction process of the top shaft section support is as follows: a plurality of mortar anchors are arranged on the shaft wall of the excavated top shaft section, a steel mesh is hung on the shaft wall of the excavated top shaft section, and C20 concrete is sprayed to form a C20 concrete support layer;

[0011] Step 202: excavate the middle transition section and construct the middle transition section support:

[0012] The construction process of the middle transition section support is as follows: a plurality of mortar anchor rods are arranged on the well wall of the excavated middle transition section, a steel mesh is hung on the well wall of the excavated middle transition section, an H-shaped steel belt beam is installed on the well wall of the excavated middle transition section, the H-shaped steel belt beam is arranged circumferentially along the well wall of the middle transition section, and the H-shaped steel belt beam is fixedly connected to the L-shaped exposed end of the mortar anchor rod, and then C20 concrete is sprayed to form a C20 concrete support layer, and then, A plurality of first oblique tension anchor cable installation holes and a plurality of second oblique tension anchor cable installation holes are drilled on the formed C20 concrete support layer, and the first oblique tension anchor cable installation holes and the second oblique tension anchor cable installation holes are both inclined and penetrate the C20 concrete support layer of the water inlet and outlet connection section, and then, a first oblique tension anchor cable is inserted and anchored in each of the first oblique tension anchor cable installation holes, and a second oblique tension anchor cable is inserted and anchored in each of the second oblique tension anchor cable installation holes;

[0013] Step 203: excavate the bottom interface section and construct the bottom interface section support:

[0014] Among them, the construction process of the bottom interface section support is: arranging multiple mortar anchors on the well wall of the excavated bottom interface section, hanging a steel mesh on the well wall of the excavated bottom interface section, installing an H-shaped steel belt beam on the well wall of the excavated bottom interface section, the H-shaped steel belt beam is arranged circumferentially along the well wall of the bottom interface section, and the H-shaped steel belt beam is fixedly connected to the L-shaped exposed end of the mortar anchor, and then, spraying C20 concrete to form a C20 concrete support layer.

[0015] The above-mentioned method for constructing the inlet and outlet gate shafts of the water diversion tunnel of the pumped storage power station is characterized in that the excavation and support of the inlet and outlet connection sections, the excavation of the top shaft section and the construction of the top shaft section support, and the excavation of the bottom interface section and the construction of the bottom interface section support all need to be carried out alternately in sections.

[0016] The above-mentioned construction method of the gate shaft of the water inlet and outlet of the water diversion tunnel of the pumped storage power station is characterized in that: in step 2, the length of the mortar anchor rod ranges from 6m to 7m, the multiple mortar anchor rods are arranged in a plum blossom shape, the row spacing between two adjacent rows of the mortar anchor rods is 1.5m, the length of the L-shaped exposed end is 0.5m, the H-shaped steel belt beam is a circular steel belt beam matching the inner wall of the gate shaft, the spacing between two adjacent H-shaped steel belt beams in the vertical direction of the gate shaft is 1.5m, and the thickness of the C20 concrete support layer ranges from 10cm to 15cm.

[0017] The above-mentioned construction method of the inlet and outlet gate shaft of the water diversion tunnel of the pumped storage power station is characterized in that: in step one, the H-shaped steel strip beam includes an arc section matching the top arch of the inlet and outlet connection section and a straight section matching the side wall, and the spacing between two adjacent H-shaped steel strip beams is 0.5m.

[0018] The above-mentioned construction method of the inlet and outlet gate shaft of the water diversion tunnel of the pumped storage power station is characterized in that: multiple first oblique tension anchor cable installation holes and multiple second oblique tension anchor cable installation holes are arranged at equal intervals along the circumferential direction of the middle transition section, and the multiple first oblique tension anchor cable installation holes are located above the multiple second oblique tension anchor cable installation holes. The inclination angle of the first oblique tension anchor cable installation holes ranges from 55° to 60°, and the inclination angle of the second oblique tension anchor cable ranges from 70° to 75°.

[0019] Compared with the prior art, the present invention has the following advantages:

[0020] 1. When the middle transition section support is constructed in step 202 of the present invention, by combining mortar anchor rods, steel mesh, H-shaped steel strip beams, C20 concrete support layers, first oblique tension anchor cables and second oblique tension anchor cables, the surrounding rock structure around the unexcavated bottom interface section can be closed and supported in time, so that the surrounding rock structure around the bottom interface section is not damaged, the surrounding rock support is guaranteed to be stable, and the excavation and forming of the bottom interface section can be guaranteed.

[0021] 2. In step 202 of the present invention, a plurality of first oblique tension anchor cables and a plurality of second oblique tension anchor cables are arranged, and the plurality of first oblique tension anchor cables and the plurality of second oblique tension anchor cables are all in an inclined state and penetrate the C20 concrete support layer of the water inlet and outlet connection section. The plurality of first oblique tension anchor cables and the plurality of second oblique tension anchor cables form an annular tension anchor support structure in the surrounding rock structure around the unexcavated bottom interface section. There is no need to arrange a plurality of pressure-dispersing anchor cables on both the wall of the water conveyance tunnel and the wall of the gate shaft. Mutual interference between the plurality of pressure-dispersing anchor cables arranged on the wall of the water conveyance tunnel and the plurality of pressure-dispersing anchor cables arranged on the wall of the gate shaft can be avoided, thereby reducing the difficulty of quality control of the anchor cable support and improving the construction efficiency of the middle transition section support and the bottom interface section support.

[0022] 3. The construction process of the present invention is reasonably designed, easy to construct, and easy to promote and apply.

[0023] To sum up, the present invention is reasonably designed and can timely close and support the surrounding rock structure around the unexcavated bottom interface section, so that the surrounding rock structure around the bottom interface section is not destroyed, ensuring the stability of the surrounding rock support, and can ensure the excavation and forming of the bottom interface section, thereby reducing the difficulty of quality control of the anchor cable support and improving the construction efficiency of the middle transition section support and the bottom interface section support.

[0024] The present invention is further described in detail below through the accompanying drawings and examples. BRIEF DESCRIPTION OF THE DRAWINGS

[0025] Figure 1 It is a flow chart of the present invention.

[0026] Figure 2 It is a structural schematic diagram of the present invention.

[0027] Figure 3 It is a schematic diagram of the support structure of the water inlet and outlet connection section of the present invention.

[0028] Figure 4 It is a structural schematic diagram of the middle transition section support of the present invention.

[0029] Description of reference numerals:

[0030] 1—water conveyance tunnel; 2—water inlet and outlet connection section; 3—top vertical shaft section;

[0031] 4—middle transition section; 5—bottom interface section; 6—mortar anchor rod;

[0032] 6-1—L-shaped exposed end 7—H-shaped steel strip beam;

[0033] 8-1—First oblique tension anchor cable installation hole; 8-2—First oblique tension anchor cable installation hole;

[0034] 9-1—the first oblique tension anchor cable; 9-2—the second oblique tension anchor cable;

[0035] 10—Steel mesh; 11—C20 concrete support layer. DETAILED DESCRIPTION

[0036] like Figures 1 to 4 A construction method for a water inlet and outlet gate shaft of a water delivery tunnel of a pumped storage power station is shown, and the construction method comprises the following steps:

[0037] Step 1: Excavation and support of water inlet and outlet connection section 2:

[0038] The supporting process of the water inlet and outlet connection section 2 is as follows: a plurality of mortar anchor rods 6 are arranged on the top arch and side wall of the excavated water inlet and outlet connection section 2, and the mortar anchor rod 6 has an L-shaped exposed end 6-1. Then, a steel mesh 10 is hung on the top arch and side wall of the excavated water inlet and outlet connection section 2, and a plurality of H-shaped steel belt beams 7 are installed on the top arch and side wall of the excavated water inlet and outlet connection section 2. The plurality of H-shaped steel belt beams 7 are arranged at equal intervals along the length direction of the water inlet and outlet connection section 2. When the H-shaped steel belt beam 7 contacts the L-shaped exposed end 6-1 of the mortar anchor rod 6, the H-shaped steel belt beam 7 is fixedly connected to the L-shaped exposed end 6-1. Then, C20 concrete is sprayed to form a C20 concrete support layer 11.

[0039] Step 2: Excavate the gate shaft and construct the gate shaft support structure:

[0040] The gate shaft is divided into a top shaft section 3, a middle transition section 4 and a bottom interface section 5 from top to bottom. The bottom interface section 5 is connected to the water inlet and outlet connection section 2 of the water conveyance tunnel. The gate shaft support structure includes a top shaft section support arranged on the wall of the top shaft section 3, a middle transition section support arranged on the wall of the middle transition section 4 and a bottom interface section support arranged on the wall of the bottom interface section 5. The excavation process of the gate shaft and the construction process of the gate shaft support structure are as follows:

[0041] Step 201, excavating the top shaft section 3, and constructing the top shaft section support:

[0042] The construction process of the top shaft section support is as follows: a plurality of mortar anchor rods 6 are arranged on the shaft wall of the excavated top shaft section 3, and then a steel mesh 10 is hung on the shaft wall of the excavated top shaft section 3, and then C20 concrete is sprayed to form a C20 concrete support layer 11;

[0043] Step 202: excavate the middle transition section 4 and construct the middle transition section support:

[0044] The construction process of the middle transition section support is as follows: a plurality of mortar anchor rods 6 are arranged on the well wall of the excavated middle transition section 4, a steel mesh sheet 10 is hung on the well wall of the excavated middle transition section 4, an H-shaped steel strip beam 7 is installed on the well wall of the excavated middle transition section 4, the H-shaped steel strip beam 7 is arranged circumferentially along the well wall of the middle transition section 4, and the H-shaped steel strip beam 7 is fixedly connected to the L-shaped exposed end 6-1 of the mortar anchor rod 6, and then C20 concrete is sprayed to form a C20 concrete support layer 11, and then, the formed C20 A plurality of first oblique tension anchor cable installation holes 8-1 and a plurality of second oblique tension anchor cable installation holes 8-2 are drilled on the concrete support layer 11, and the first oblique tension anchor cable installation holes 8-1 and the second oblique tension anchor cable installation holes 8-2 are both inclined and penetrate the C20 concrete support layer 11 of the water inlet and outlet connection section 2, and then, a first oblique tension anchor cable 9-1 is inserted and anchored in each of the first oblique tension anchor cable installation holes 8-1, and a second oblique tension anchor cable 9-2 is inserted and anchored in each of the second oblique tension anchor cable installation holes 8-2;

[0045] Step 203: excavate the bottom interface section 5 and construct the bottom interface section support:

[0046] Among them, the construction process of the bottom interface section support is: arrange multiple mortar anchor rods 6 on the well wall of the excavated bottom interface section 5, hang a steel mesh 10 on the well wall of the excavated bottom interface section 5, install an H-shaped steel belt beam 7 on the well wall of the excavated bottom interface section 5, the H-shaped steel belt beam 7 is arranged circumferentially along the well wall of the bottom interface section 5, and the H-shaped steel belt beam 7 is fixedly connected to the L-shaped exposed end 6-1 of the mortar anchor rod 6, and then, spray C20 concrete to form a C20 concrete support layer 11.

[0047] In this embodiment, when the middle transition section support is constructed in step 202, by combining the mortar anchor rods 6, the steel mesh 10, the H-shaped steel strip beam 7, the C20 concrete support layer 11, the first oblique tension anchor cable 9-1 and the second oblique tension anchor cable 9-2, the surrounding rock structure around the unexcavated bottom interface section 5 can be closed and supported in time, so that the surrounding rock structure around the bottom interface section 5 is not destroyed, the surrounding rock support is guaranteed to be stable, and the excavation and forming of the bottom interface section 5 can be guaranteed.

[0048] In this embodiment, in step 202, multiple first oblique tension anchor cables 9-1 and multiple second oblique tension anchor cables 9-2 are set, and the multiple first oblique tension anchor cables 9-1 and multiple second oblique tension anchor cables 9-2 are all in an inclined state and penetrate the C20 concrete support layer 11 of the inlet and outlet connection section. The multiple first oblique tension anchor cables 9-1 and multiple second oblique tension anchor cables 9-2 form an annular tension anchor support structure in the surrounding rock structure around the unexcavated bottom interface section 5. There is no need to set multiple pressure-dispersing anchor cables on the wall of the water conveyance tunnel 1 and the wall of the gate shaft. It can avoid the interference between the multiple pressure-dispersing anchor cables set on the wall of the water conveyance tunnel 1 and the multiple pressure-dispersing anchor cables set on the wall of the gate shaft, thereby reducing the difficulty of quality control of the anchor cable support and improving the construction efficiency of the middle transition section support and the bottom interface section support.

[0049] In this embodiment, the excavation and support of the inlet and outlet connection section 2, the excavation of the top vertical shaft section 3 and the construction of the top vertical shaft section support, and the excavation of the bottom interface section 5 and the construction of the bottom interface section support all need to be carried out alternately in sections.

[0050] In this embodiment, in step 2, the length of the mortar anchor rod 6 ranges from 6m to 7m, the multiple mortar anchor rods 6 are arranged in a plum blossom shape, the row spacing between two adjacent rows of the mortar anchor rods 6 is 1.5m, the length of the L-shaped exposed end 6-1 is 0.5m, the H-shaped steel belt beam 7 is a circular steel belt beam matching the inner wall of the gate shaft, the spacing between two adjacent H-shaped steel belt beams 7 along the vertical direction of the gate shaft is 1.5m, and the thickness of the C20 concrete support layer 11 ranges from 10cm to 15cm.

[0051] In this embodiment, the diameter of the mortar anchor rod 6 ranges from 25 mm to 35 mm.

[0052] In this embodiment, in step one, the H-shaped steel strip beam 7 includes an arc section matching the top arch of the inlet and outlet connection section 2 and a straight section matching the side wall, and the spacing between two adjacent H-shaped steel strip beams 7 is 0.5m.

[0053] In this embodiment, multiple first oblique tension anchor cable installation holes 8-1 and multiple second oblique tension anchor cable installation holes 8-2 are arranged at equal intervals along the circumferential direction of the middle transition section 4, and multiple first oblique tension anchor cable installation holes 8-1 are located above multiple second oblique tension anchor cable installation holes 8-2. The inclination angle of the first oblique tension anchor cable installation holes 8-1 ranges from 55° to 60°, and the inclination angle of the second oblique tension anchor cable 8-2 ranges from 70° to 75°.

[0054] In this embodiment, the number of the first oblique tension anchor cables 9-1 and the number of the second oblique tension anchor cables 9-2 are both seven, and the seven first oblique tension anchor cables 9-1 and the seven second oblique tension anchor cables 9-2 are arranged at equal intervals along the circumferential direction of the middle transition section 4; the tensioning force of the first oblique tension anchor cables 9-1 and the tensioning force of the second oblique tension anchor cables 9-2 are both 1000KN.

[0055] The above description is only a preferred embodiment of the present invention and does not limit the present invention in any way. Any simple modification, change and equivalent structural change made to the above embodiment based on the technical essence of the present invention still falls within the protection scope of the technical solution of the present invention.

Claims

1. A method for constructing a gate shaft for an inlet and outlet of a water diversion tunnel of a pumped storage power station, characterized in that: The construction method comprises the following steps: Step 1: Excavation and support of the inlet and outlet connection section (2): The supporting process of the water inlet and outlet connection section (2) is as follows: a plurality of mortar anchor rods (6) are arranged on the top arch and side wall of the excavated water inlet and outlet connection section (2), wherein the mortar anchor rod (6) has an L-shaped exposed end (6-1); then, a steel mesh sheet (10) is hung on the top arch and side wall of the excavated water inlet and outlet connection section (2); a plurality of H-shaped steel strip beams (7) are installed on the top arch and side wall of the excavated water inlet and outlet connection section (2); the plurality of H-shaped steel strip beams (7) are arranged at equal intervals along the length direction of the water inlet and outlet connection section (2); when the H-shaped steel strip beams (7) are in contact with the L-shaped exposed end (6-1) of the mortar anchor rod (6), the H-shaped steel strip beams (7) are fixedly connected to the L-shaped exposed end (6-1); then, C20 concrete is sprayed to form a C20 concrete supporting layer (11); Step 2: Excavate the gate shaft and construct the gate shaft support structure: The gate shaft is divided into a top shaft section (3), a middle transition section (4) and a bottom interface section (5) from top to bottom, the bottom interface section (5) is connected to the water inlet and outlet connection section (2) of the water conveyance tunnel, the gate shaft support structure comprises a top shaft section support arranged on the shaft wall of the top shaft section (3), a middle transition section support arranged on the shaft wall of the middle transition section (4) and a bottom interface section support arranged on the shaft wall of the bottom interface section (5), and the excavation process of the gate shaft and the construction process of the gate shaft support structure are as follows: Step 201, excavating the top shaft section (3), and constructing the top shaft section support: The construction process of the top shaft section support is as follows: a plurality of mortar anchor rods (6) are arranged on the shaft wall of the excavated top shaft section (3); a steel mesh sheet (10) is then hung on the shaft wall of the excavated top shaft section (3); and C20 concrete is then sprayed to form a C20 concrete support layer (11); Step 202: excavating the middle transition section (4) and constructing the middle transition section support: The construction process of the middle transition section support is as follows: arranging a plurality of mortar anchor rods (6) on the well wall of the excavated middle transition section (4), hanging a steel mesh sheet (10) on the well wall of the excavated middle transition section (4), installing an H-shaped steel belt beam (7) on the well wall of the excavated middle transition section (4), arranging the H-shaped steel belt beam (7) circumferentially along the well wall of the middle transition section (4), and fixing the H-shaped steel belt beam (7) to the L-shaped exposed end (6-1) of the mortar anchor rod (6), and then spraying C20 concrete to form a C20 concrete support layer (11), and then, on the formed C2 A plurality of first oblique tension anchor cable installation holes (8-1) and a plurality of second oblique tension anchor cable installation holes (8-2) are drilled on the C20 concrete support layer (11), wherein the first oblique tension anchor cable installation holes (8-1) and the second oblique tension anchor cable installation holes (8-2) are both inclined and penetrate the C20 concrete support layer (11) of the water inlet and outlet connection section (2), and then a first oblique tension anchor cable (9-1) is inserted and anchored in each of the first oblique tension anchor cable installation holes (8-1), and a second oblique tension anchor cable (9-2) is inserted and anchored in each of the second oblique tension anchor cable installation holes (8-2); Step 203, excavating the bottom interface section (5), and constructing the bottom interface section support: The construction process of the bottom interface section support is as follows: a plurality of mortar anchor rods (6) are arranged on the well wall of the excavated bottom interface section (5), a steel mesh sheet (10) is hung on the well wall of the excavated bottom interface section (5), an H-shaped steel belt beam (7) is installed on the well wall of the excavated bottom interface section (5), the H-shaped steel belt beam (7) is arranged circumferentially along the well wall of the bottom interface section (5), and the H-shaped steel belt beam (7) is fixedly connected to the L-shaped exposed end (6-1) of the mortar anchor rod (6), and then C20 concrete is sprayed to form a C20 concrete support layer (11).

2. The construction method of the water inlet and outlet gate shaft of the water diversion tunnel of the pumped storage power station according to claim 1 is characterized in that: The excavation and support of the water inlet and outlet connection section (2), the excavation of the top vertical shaft section (3) and the construction of the top vertical shaft section support, and the excavation of the excavated bottom interface section (5) and the construction of the bottom interface section support all need to be carried out alternately in sections.

3. The construction method of the water inlet and outlet gate shaft of the water diversion tunnel of the pumped storage power station according to claim 1, characterized in that: In step 2, the length of the mortar anchor rod (6) ranges from 6m to 7m, the multiple mortar anchor rods (6) are arranged in a plum blossom shape, the row spacing between two adjacent rows of the mortar anchor rods (6) is 1.5m, the length of the L-shaped exposed end (6-1) is 0.5m, the H-shaped steel belt beam (7) is a circular steel belt beam matching the inner wall of the gate shaft, the spacing between two adjacent H-shaped steel belt beams (7) along the vertical direction of the gate shaft is 1.5m, and the thickness of the C20 concrete support layer (11) ranges from 10cm to 15cm.

4. The construction method of the water inlet and outlet gate shaft of the water diversion tunnel of the pumped storage power station according to claim 1, characterized in that: In step 1, the H-shaped steel strip beam (7) includes an arc section matching the top arch of the inlet and outlet connection section (2) and a straight section matching the side wall, and the distance between two adjacent H-shaped steel strip beams (7) is 0.5m.

5. The construction method of the water inlet and outlet gate shaft of the water diversion tunnel of the pumped storage power station according to claim 1, characterized in that: The plurality of first oblique tension anchor cable installation holes (8-1) and the plurality of second oblique tension anchor cable installation holes (8-2) are arranged at equal intervals along the circumferential direction of the middle transition section (4); the plurality of first oblique tension anchor cable installation holes (8-1) are located above the plurality of second oblique tension anchor cable installation holes (8-2); the inclination angle of the first oblique tension anchor cable installation holes (8-1) ranges from 55° to 60°, and the inclination angle of the second oblique tension anchor cable (8-2) ranges from 70° to 75°.

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