A construction device and method for filling annular prestressed concrete lining anchor groove of hydraulic tunnel

Abstract

The invention discloses a construction device and a construction method for filling an anchor groove of an annular prestressed concrete lining of a hydraulic tunnel. The construction device includes a panel, a support rod, a tie rod and an end head; the two ends of the support rod are respectively connected to the end head and the panel, and an injection nozzle is provided at the upper end of the panel, and the side of the panel away from the support rod is closely fitted with the anchor groove; the end head includes a crossbeam and a sleeve fixedly connected to the crossbeam, the two ends of the tie rod are respectively connected to the crossbeam and the concrete lining, an internal thread is provided inside the sleeve, and an external thread is provided on the end of the support rod away from the panel, and the internal thread is meshed with the external thread, and the support rod is screwed in or out of the sleeve to generate different supporting forces on the panel. The advantages are: the construction device has the characteristics of high design accuracy, simple installation, and reusability; the construction method can intuitively and effectively test the filling quality of the anchor groove.

Description

Technical Field

[0001] The invention relates to the field of civil engineering, and in particular to a construction device and a construction method for filling an annular prestressed concrete lining anchor groove of a hydraulic tunnel. Background Art

[0002] The anchor groove is an important component of the unbonded prestressed concrete structure of the hydraulic tunnel. The secondary filling of the anchor groove is the last barrier for the corrosion protection of the prestressed anchor cable and anchor head, which is related to the long-term durability of the entire prestressed structure. At present, the anchor groove is usually filled with ordinary concrete. Due to the inherent shrinkage characteristics of concrete, the dense anchor cables in the anchor groove, and the small filling gap, there have been domestic projects where the anchor groove filling concrete is not vibrated densely, the interface between the new and old concrete is cracked, and the ends of the anchor cables leak oil and are corroded, which seriously threatens the safety of the prestressed structure.

[0003] Unbonded prestressed technology has been widely used in my country's water conservancy and hydropower projects, but its application in long-distance pressurized water transfer tunnels is still rare. The long-term durability of its structure is one of the main obstacles to the promotion and application of this technology. In recent years, with the successive start of national key water conservancy projects such as the water transfer in northern Hubei and the water transfer in central Jilin, as well as the Pearl River Delta West-East Water Transfer, Central Yunnan Water Transfer, and the construction of backup water sources in various places, the country's large-scale water conservancy construction urgently needs the continuous innovation and development of tunnel prestressed concrete lining technology. Summary of the invention

[0004] The object of the present invention is to provide a construction device and a construction method for filling an annular prestressed concrete lining anchor groove of a hydraulic tunnel, thereby solving the above-mentioned problems existing in the prior art.

[0005] In order to achieve the above object, the technical solution adopted by the present invention is as follows:

[0006] A construction device for filling anchor grooves of annular prestressed concrete linings of hydraulic tunnels, comprising a panel, a support rod, a tie rod and an end cap; the two ends of the support rod are respectively connected to the end cap and the panel, an injection nozzle is provided at the upper end of the panel, and the side of the panel away from the support rod is tightly fitted with the anchor groove; the end cap comprises a crossbeam and a sleeve fixedly connected to the crossbeam, the two ends of the tie rod are respectively connected to the crossbeam and the concrete lining, an internal thread is provided inside the sleeve, an external thread is provided on the end of the support rod away from the panel, the internal thread is meshed with the external thread, and the support rod generates different supporting forces on the panel by screwing in or out of the sleeve.

[0007] Preferably, the construction device comprises at least three support rods, at least three angle steels are arranged on the panel corresponding to the support rods, and one end of each support rod away from the end head is respectively resisted on the corresponding angle steel.

[0008] Preferably, the angle steels are arranged in sequence from top to bottom in the height direction of the panel, the angle steels are on the same straight line, and there is a certain distance between two adjacent angle steels, so that a triangle is formed between the support rod and the panel.

[0009] Preferably, the injection nozzle is located above the most upstream angle steel on the panel and is a certain distance away from the angle steel, and the panel is bent in a direction away from the support rod to form a certain arc.

[0010] Preferably, the construction device comprises at least two tie rods, each of which is arranged perpendicular to the support rod, and both ends of each tie rod are respectively connected to the cross beam and the concrete lining.

[0011] Preferably, the concrete is a self-compacting micro-expansive concrete, and the concrete is prepared by the following method:

[0012] A1. Prepare self-compacting micro-expansive concrete; take 100 parts of cement, 0-50 parts of fly ash, 0-15 parts of expansive agent, 150-300 parts of fine aggregate, 150-300 parts of coarse aggregate, 0.1-3 parts of water reducer, and 15-50 parts of water, mix them evenly to prepare self-compacting micro-expansive concrete; the expansive agent is at least one of UEA expansive agent, CSA expansive agent, calcium oxide expansive agent and light-burned magnesium oxide;

[0013] A2. Test the elastic modulus of the prepared concrete at 1d, 3d, 7d, and 28d; use the hyperbolic equation The elastic modulus and age of the self-compacting micro-expansive concrete are curve-fitted; where E is the elastic modulus of the self-compacting micro-expansive concrete, in GPa, Emax is the final elastic modulus of the self-compacting micro-expansive concrete, in GPa, t is the age of concrete, d, k, and n are fitting constants;

[0014] A3. Test the autogenous volume deformation of the prepared self-compacting micro-expansive concrete;

[0015] A4. According to the formula Calculate the maximum expansion deformation that the anchor slot can withstand, where ε c The maximum expansion deformation that the anchor groove can withstand, unit 10 -6 ; σ is the allowable tensile strength of the anchor groove wall concrete, unit MPa, E is the elastic modulus of the self-compacting micro-expansion concrete, unit GPa;

[0016] A5. Based on the formula Draw the envelope of allowable expansion deformation of the anchor groove, and draw the curve of the autogenous volume deformation of the self-compacting micro-expansive concrete with age according to the test results of step A3;

[0017] A6. Adjust and determine the type and dosage of the expansive agent in the self-compacting micro-expansive concrete in step A1 to ensure that the autogenous volume deformation curve of the self-compacting micro-expansive concrete in step A5 is within the allowable expansion deformation envelope of the anchor groove;

[0018] A7. Finally determine the composition ratio of each material of self-compacting micro-expansive concrete.

[0019] The present invention also aims to provide a construction method for filling annular prestressed concrete lining anchor grooves of hydraulic tunnels, wherein the construction method uses any of the above-mentioned construction devices during implementation; the construction method comprises the following steps:

[0020] B1. A pressure water pipe is buried at the bottom edge of the anchor groove, and the water inlet of the pressure water pipe extends out of the anchor groove;

[0021] B2. Install the construction device;

[0022] B3. On-site mechanical mixing to prepare self-compacting micro-expansive concrete;

[0023] B4. Pour self-compacting micro-expansive concrete into the anchor groove through the injection nozzle on the construction device;

[0024] B5, moisturizing and curing the self-compacting slightly expansive concrete poured in step B4 until the specified age, after which the construction device is removed;

[0025] B6. Pour pressurized water into the water pressure pipe through the water inlet, record the water pressure and observe whether there is water seepage on the bonding surface of the new and old concrete to evaluate the filling effect of the anchor groove.

[0026] Preferably, the installation process of the construction device is as follows:

[0027] C1. Install expansion bolts or reserved embedded parts in the concrete lining on both sides of the anchor groove;

[0028] C2, connecting the end head to the concrete lining using the tie rod;

[0029] C3, screwing one end of each support rod with thread into the corresponding sleeve on the end;

[0030] C4. Apply a mold release agent on the side of the panel close to the support rod, place the panel so that it completely covers the anchor groove, and ensure that the outer edge of the injection nozzle on the panel is higher than the highest point of the anchor groove;

[0031] C5. Place the ends of each support rod away from the end head against the corresponding angle steels, and adjust the effective length of each support rod so that each support rod can tightly support the panel.

[0032] Preferably, a plurality of openings are arranged at intervals on the pressure water pipe, and each of the openings is wrapped with cotton thread to prevent cement slurry from entering the pressure water pipe.

[0033] Preferably, the anchor groove is extended from the end where the water inlet of the pressure water pipe is located; the water inlet of the pressure water pipe is connected to the water pump through a connecting pipe, and a pressure gauge for measuring the water pressure in the connecting pipe is provided on the connecting pipe.

[0034] The beneficial effects of the present invention are as follows: 1. The method for preparing the self-compacting micro-expansive concrete in the present invention can effectively control the expansion of concrete, and the expansion force will not cause expansion damage to the constraint body, and its self-leveling characteristics can be used to achieve dense filling of a small space. 2. The construction device for filling the anchor groove of the annular prestressed concrete lining of the hydraulic tunnel in the present invention has the characteristics of high design accuracy, simple installation, and reusability. 3. The construction method in the present invention can intuitively and effectively test the filling quality of the anchor groove. BRIEF DESCRIPTION OF THE DRAWINGS

[0035] Figure 1 is a front view of a construction device in an embodiment of the present invention;

[0036] Figure 2 is a side view of a construction device in an embodiment of the present invention;

[0037] Figure 3 is an enlarged view of the end in an embodiment of the present invention;

[0038] Figure 4 is a side view of the end in an embodiment of the present invention;

[0039] Figure 5 is a curve showing the change of autogenous volume deformation of the self-compacting micro-expansive concrete with age in an embodiment of the present invention;

[0040] Figure 6 is a curve showing the change of autogenous volume deformation of the self-compacting micro-expansive concrete with age in the second embodiment of the present invention;

[0041] Figure 7 is a curve showing the change of autogenous volume deformation of the self-compacting micro-expansive concrete with age in the third embodiment of the present invention;

[0042] Figure 8 is a schematic diagram of an anchor groove during construction in an embodiment of the present invention;

[0043] Fig. 9 This is a curve showing the change of autogenous volume deformation of the self-compacting micro-expansive concrete with age in Example 5 of the present invention.

[0044] In the figure: 1. panel; 2. support rod; 3. pull rod; 4. injection nozzle; 5. angle steel; 6. end; 7. sleeve; 8. crossbeam; 9. water pressure pipe; 10. water inlet; 11. opening; 12. anchor groove; 13. concrete lining; 14. concrete; 15. bonding surface of new and old concrete. DETAILED DESCRIPTION

[0045] In order to make the purpose, technical solution and advantages of the present invention more clearly understood, the present invention is further described in detail below in conjunction with the accompanying drawings. It should be understood that the specific implementation methods described herein are only used to explain the present invention and are not used to limit the present invention.

[0046] Embodiment 1

[0047] like Figures 1 to 4 As shown, in this embodiment, a construction device for filling the anchor groove of the annular prestressed concrete lining of a hydraulic tunnel is provided, including a panel 1, a support rod 2, a tie rod 3 and an end 6; the two ends of the support rod 2 are respectively connected to the end head 6 and the panel 1, and an injection nozzle 4 is provided at the upper end of the panel 1, and the side of the panel 1 away from the support rod 2 is tightly fitted with the anchor groove; the end head 6 includes a cross beam 8 and a sleeve 7 fixedly connected to the cross beam 8, the two ends of the tie rod 3 are respectively connected to the cross beam 8 and the concrete lining, the sleeve 7 is provided with an internal thread, and the end of the support rod 2 away from the panel 1 is provided with an external thread, the internal thread is meshed with the external thread, and the support rod 2 generates different supporting forces on the panel 1 by screwing in or out of the sleeve 7.

[0048] In this embodiment, the construction device includes at least three support rods 2, and at least three angle steels 5 are provided on the panel 1 corresponding to the support rods 2. One end of each support rod 2 away from the end head 6 is respectively resisted on the corresponding angle steel 5.

[0049] In this embodiment, the angle steels 5 are arranged in sequence from top to bottom in the height direction of the panel 1, and the angle steels 5 are on the same straight line. There is a certain distance between two adjacent angle steels 5, so that a triangle is formed between the support rod 2 and the panel 1.

[0050] In this embodiment, the injection nozzle 4 is located above the most upstream angle steel 5 on the panel 1 and is a certain distance away from the angle steel 5 . The panel 1 is bent in a direction away from the support rod 2 to form a certain arc.

[0051] In this embodiment, the construction device includes at least two tie rods 3, each of which is arranged perpendicular to the support rod 2, and both ends of each tie rod 3 are respectively connected to the cross beam 8 and the concrete lining.

[0052] In this embodiment, the panel 1 is used to enclose the anchor groove into a sealed space. The panel 1 has a curvature that meets the design requirements and is the same as the curvature of the concrete lining hole diameter, so it can fit tightly; the injection nozzle 4 on the panel 1 is used to pour self-compacting micro-expansive concrete into the anchor groove. When the panel 1 is installed, the outer edge of the injection nozzle 4 should be higher than the highest point of the anchor groove to ensure that the self-compacting micro-expansive concrete completely fills the anchor groove through its own weight; the angle steel 5 on the panel 1 is the fulcrum of the support rod 2 supporting the panel 1, and the supporting force of the support rod 2 is transmitted to make the panel 1 tightly attached to the concrete lining. The support rod 2 is used to support the panel 1, one end of which supports the panel 1, and the other end is connected to the sleeve 7 on the end head 6 by a thread. The support rod 2 uses the thread to adjust its effective length to generate supporting force, support the panel 1, and the pull rod 3 is used to connect the end head 6 and the concrete lining to form a closed loop, so that the support generates supporting force by adjusting its own length, support the panel 1, one end of the pull rod 3 is fixed to the concrete lining, and the other end is connected to the crossbeam 8 on the end head 6.

[0053] In this embodiment, the concrete is a self-compacting micro-expansive concrete, and the concrete is prepared by the following method:

[0054] A1. Prepare self-compacting micro-expansive concrete; take 100 parts of cement, 0-50 parts of fly ash, 0-15 parts of expansive agent, 150-300 parts of fine aggregate, 150-300 parts of coarse aggregate, 0.1-3 parts of water reducer, and 15-50 parts of water, mix them evenly to prepare self-compacting micro-expansive concrete; the expansive agent is at least one of UEA expansive agent, CSA expansive agent, calcium oxide expansive agent and light-burned magnesium oxide;

[0055] A2. Test the elastic modulus of the prepared concrete at 1d, 3d, 7d, and 28d; use the hyperbolic equation The elastic modulus and age of the self-compacting micro-expansive concrete are curve-fitted; where E is the elastic modulus of the self-compacting micro-expansive concrete, in GPa, Emax is the final elastic modulus of the self-compacting micro-expansive concrete, in GPa, t is the age of concrete, d, k, and n are fitting constants;

[0056] A3. Test the autogenous volume deformation of the prepared self-compacting micro-expansive concrete;

[0057] A4. According to the formula Calculate the maximum expansion deformation that the anchor slot can withstand, where ε c The maximum expansion deformation that the anchor groove can withstand, unit 10 -6 ; σ is the allowable tensile strength of the anchor groove wall concrete, unit MPa, E is the elastic modulus of the self-compacting micro-expansion concrete, unit GPa;

[0058] A5. Based on the formula Draw the envelope of the allowable expansion deformation of the anchor groove, and draw the curve of the autogenous volume deformation of the self-compacting micro-expansive concrete with age according to the test results of step A3, such as Figure 5 As shown;

[0059] A6. Adjust and determine the type and dosage of the expansive agent in the self-compacting micro-expansive concrete in step A1 to ensure that the autogenous volume deformation curve of the self-compacting micro-expansive concrete in step A5 is within the allowable expansion deformation envelope of the anchor groove;

[0060] A7. Finally determine the composition ratio of each material of self-compacting micro-expansive concrete.

[0061] In this embodiment, in step A1, the self-leveling performance of the raw materials for preparing the self-compacting micro-expansive concrete meets the requirements of the "Technical Specification for Application of Self-compacting Concrete" (JGJ / T 283-2012). In step A3, the autogenous volume deformation of the self-compacting micro-expansive concrete prepared in step A1 is tested according to the "Testing Specification for Hydraulic Concrete" (SL352-2006).

[0062] Embodiment 2

[0063] In this embodiment, the configuration process of the self-compacting micro-expansive concrete is described in detail:

[0064] Step 1: The formula of self-compacting micro-expansive concrete is 100 parts of P.O42.5 cement, 11 parts of fly ash, 174 parts of river sand, 144 parts of 5mm-15mm crushed stone, 11 parts of expansion agent, 1 part of water reducer, and 41 parts of water. After weighing the above ingredients, transfer them to the mixer and mix them evenly for 120 seconds. According to the current national standard test method for concrete, test the elastic modulus of concrete at 1d, 3d, 7d, and 28d, and use the hyperbolic equation Curve fitting is performed, where E is the elastic modulus of self-compacting micro-expansive concrete, unit GPa, Emax is the final elastic modulus of self-compacting micro-expansive concrete, unit GPa, t is the age of concrete, unit d, k and n are fitting constants.

[0065] Step 2: Test the autogenous volume deformation of the prepared self-compacting micro-expansive concrete according to the "Test Procedures for Hydraulic Concrete" (SL352-2006).

[0066] Step 3: According to the formula Calculate the maximum expansion deformation that the anchor groove can withstand, where ε c The maximum expansion deformation that the anchor slot can withstand, unit 10 -6; σ is the allowable tensile strength of the anchor groove wall concrete, in MPa; E is the elastic modulus of the self-compacting micro-expansive concrete that changes with age as fitted in step 2, in Gpa. The allowable tensile strength of the anchor groove wall concrete in this embodiment is 2.0 MPa

[0067] Step 4: According to the formula Draw the envelope of the allowable expansion deformation of the anchor groove, and draw the curve of the autogenous volume deformation of the self-compacting micro-expansive concrete with age according to the test results in step 3, such as Figure 6 shown.

[0068] Step 5: Evaluate and determine the type and dosage of the expansive agent of the self-compacting micro-expansive concrete. The autogenous volume deformation curve of the self-compacting micro-expansive concrete prepared in this embodiment is within the allowable expansion deformation envelope of the anchor groove. Therefore, the type and dosage of the expansive agent are appropriate, and the prepared self-compacting micro-expansive concrete is successful.

[0069] Embodiment 3

[0070] In this embodiment, the configuration process of another self-compacting micro-expansive concrete is described in detail: the difference between this embodiment and the fourth embodiment is that the formula of the self-compacting micro-expansive concrete is 100 parts of P.O42.5 cement, 20 parts of fly ash, 160 parts of artificial sand, 160 parts of 5mm-15mm pebbles, 12 parts of expansion agent, 0.8 parts of water reducing agent, and 38 parts of water. The curve of the autogenous volume deformation of the self-compacting micro-expansive concrete with age is drawn as shown in Figure 7 shown.

[0071] Embodiment 4

[0072] like Figure 8 As shown, in this embodiment, a construction method for filling the anchor groove 12 of the annular prestressed concrete lining 13 of a hydraulic tunnel is provided, and the construction method uses the construction device described in the implementation process; the construction method comprises the following steps:

[0073] B1. A pressure water pipe 9 is buried at the bottom edge of the anchor groove 12, and the water inlet 10 of the pressure water pipe 9 extends out of the anchor groove 12; the pressure water pipe 9 is made of metal such as aluminum and copper;

[0074] B2. Install the construction device;

[0075] B3, on-site mechanical mixing to prepare self-compacting micro-expansive concrete 14;

[0076] B4, pouring self-compacting micro-expansive concrete 14 into the anchor groove 12 through the injection nozzle on the construction device;

[0077] B5, moisturizing and curing the self-compacting micro-expansive concrete 14 poured in step B4 until the specified age, after which the construction device is removed; the moisturizing and curing method is to use watering, wet sacks or wet non-woven fabrics, etc.;

[0078] B6. Pour pressurized water into the pressurized water pipe 9 through the water inlet 10, record the water pressure and observe whether the new and old concrete bonding surface 15 is water-permeable, and evaluate the filling effect of the anchor groove 12. The water addition process starts at 0 o'clock and increases by 0.1 MPa every 10 minutes until the specified pressure value is reached.

[0079] In this embodiment, the installation process of the construction device is as follows:

[0080] C1. Install expansion bolts or reserved embedded parts in the concrete lining 13 on both sides of the anchor groove 12;

[0081] C2, connecting the end to the concrete lining 13 using the tie rod 3;

[0082] C3, screwing one end of each support rod 2 with a thread into the corresponding sleeve 7 on the end head 6;

[0083] C4. Apply a mold release agent on the side of the panel 1 close to the support rod 2, and place the panel 1 so that it completely covers the anchor groove 12, ensuring that the outer edge of the injection nozzle 4 on the panel 1 is higher than the highest point of the anchor groove 12;

[0084] C5. Place one end of each support rod 2 away from the end head 6 on the corresponding angle steel 5, and adjust the effective length of each support rod 2 so that each support rod 2 can tightly support the panel 1.

[0085] In this embodiment, a plurality of openings 11 are arranged at intervals on the pressure water pipe 9 , and each of the openings 11 is wrapped with cotton thread to prevent cement slurry from entering the pressure water pipe 9 .

[0086] In this embodiment, the anchor groove 12 extends from the end where the water inlet 10 of the pressure water pipe 9 is located; the water inlet 10 of the pressure water pipe 9 is connected to the water pump through a connecting pipe, and a pressure gauge for measuring the water pressure in the connecting pipe is provided on the connecting pipe. The water pump is a simple manual or mechanical water pump; the pressure gauge is a mechanical or digital pressure gauge, which can display and control the water pressure value.

[0087] Embodiment 5

[0088] In this embodiment, the construction process is described in detail with examples:

[0089] Step 1: Install a copper water pipe at the bottom edge of the anchor groove. The anchor groove described in this embodiment is at a 45-degree angle to the concrete lining of the tunnel. The dimensions of the anchor groove are 1200mm long, 200mm wide, 200mm deep in the middle, and 250mm deep at both ends. The copper water pipe is a copper pipe, and a 50mm long water outlet is reserved every 100mm on the pipe body. The water outlet is wrapped with cotton thread to prevent cement slurry from entering the copper pipe from the water outlet. The end of the copper pipe exceeds the anchor groove.

[0090] Step 2: Install the hydraulic tunnel annular prestressed lining anchor groove filling construction device.

[0091] Step 3: Mix the self-compacting micro-expansive concrete mechanically on site and fill the anchor groove. The formula of the self-compacting micro-expansive concrete in this embodiment is: 100 parts of P.O42.5 cement, 10 parts of fly ash, 175 parts of river sand, 150 parts of 5mm-15mm particle size crushed stone, 12 parts of expansion agent, 1 part of water reducer, and 40 parts of water; the curve of the autogenous volume deformation of the self-compacting micro-expansive concrete with age is shown in the figure. Fig. 9 shown.

[0092] Step 4: Sprinkle water to keep the self-compacting slightly expansive concrete moisturized for 28 days, remove the special formwork, and connect the manual water pump to the copper pipe described in step 1 with a hose.

[0093] Step 5. Pour water into the copper pipe to increase pressure, record the water pressure, and observe the water seepage at the interface between the new and old concrete, as shown in the following table.

[0094]

[0095] Note: After reaching the pressure value listed in the table, stabilize the pressure for 10 minutes.

[0096] Step 6. When the water pressure is 0-0.4MPa, there is no water seepage at the interface between the new and old concrete; when the water pressure is 0.6MPa, water seepage begins to occur at the interface between the new and old concrete; when the water pressure is 0-1.0MPa, there is no water seepage at the self-compacting micro-expansive concrete. This shows that the interface between the new and old concrete is well bonded and the anchor groove filling effect is good.

[0097] This example proves that the test method is feasible. The parameter comparison table of the self-compacting micro-expansive concrete of Example 2, Example 3 and Example 5 is as follows.

[0098]

[0099] By adopting the above technical solution disclosed in the present invention, the following beneficial effects are obtained:

[0100] The present invention provides a construction device and a construction method for filling anchor grooves of annular prestressed concrete linings of hydraulic tunnels. The method for preparing self-compacting micro-expansive concrete in the present invention can effectively control the expansion of concrete, and the expansion force will not cause expansion damage to the constraint body. The self-leveling property is used to realize compact filling of a small space. The construction device for filling anchor grooves of annular prestressed concrete linings of hydraulic tunnels in the present invention has the characteristics of high design accuracy, simple installation, and reusability. The construction method in the present invention can intuitively and effectively inspect the filling quality of the anchor grooves.

[0101] The above is only a preferred embodiment of the present invention. It should be pointed out that for ordinary technicians in this technical field, several improvements and modifications can be made without departing from the principle of the present invention. These improvements and modifications should also be considered as the scope of protection of the present invention.

Claims

1. A construction device for filling annular prestressed concrete lining anchor grooves in hydraulic tunnels, characterized in that: It includes a panel, a support rod, a tie rod and an end cap; the two ends of the support rod are respectively connected to the end cap and the panel, the upper end of the panel is provided with an injection nozzle, and the side of the panel away from the support rod is tightly fitted with the anchor groove; the end cap includes a crossbeam and a sleeve fixedly connected to the crossbeam, the two ends of the tie rod are respectively connected to the crossbeam and the concrete lining, the sleeve is provided with an internal thread, the end of the support rod away from the panel is provided with an external thread, the internal thread is meshed with the external thread, and the support rod is screwed in or out of the sleeve to generate different supporting forces on the panel; The construction device comprises at least three support rods, at least three angle steels are arranged on the panel corresponding to the support rods, and one end of each support rod away from the end head is respectively resisted on the corresponding angle steel; The construction device comprises at least two tie rods, each of which is arranged perpendicular to the support rod, and both ends of each tie rod are respectively connected to the cross beam and the concrete lining.

2. The construction device for filling the anchor groove of the annular prestressed concrete lining of a hydraulic tunnel according to claim 1 is characterized by: The angle steels are arranged in sequence from top to bottom in the height direction of the panel, and are located on the same straight line. There is a certain distance between two adjacent angle steels, so that a triangle is formed between the support rod and the panel.

3. The construction device for filling the anchor groove of the annular prestressed concrete lining of a hydraulic tunnel according to claim 2 is characterized by: The injection nozzle is located above the most upstream angle steel on the panel and is a certain distance away from the angle steel. The panel is bent in a direction away from the support rod to form a certain arc.

4. The construction device for filling the anchor groove of the annular prestressed concrete lining of a hydraulic tunnel according to claim 1 is characterized by: The concrete is a self-compacting micro-expansive concrete, and the concrete is prepared by the following method: A1. Prepare self-compacting micro-expansive concrete; take 100 parts of cement, 0-50 parts of fly ash, 0-15 parts of expansive agent, 150-300 parts of fine aggregate, 150-300 parts of coarse aggregate, 0.1-3 parts of water reducer, and 15-50 parts of water, mix them evenly to prepare self-compacting micro-expansive concrete; the expansive agent is at least one of UEA expansive agent, CSA expansive agent, calcium oxide expansive agent and light-burned magnesium oxide; A2. Test the elastic modulus of the prepared concrete at 1d, 3d, 7d, and 28d; use the hyperbolic equation The elastic modulus and age of the self-compacting micro-expansive concrete are curve-fitted; where E is the elastic modulus of the self-compacting micro-expansive concrete, in GPa, Emax is the final elastic modulus of the self-compacting micro-expansive concrete, in GPa, t is the age of concrete, d, k, and n are fitting constants; A3. Test the autogenous volume deformation of the prepared self-compacting micro-expansive concrete; A4. According to the formula Calculate the maximum expansion deformation that the anchor slot can withstand, where ε c The maximum expansion deformation that the anchor groove can withstand, unit 10 -6 ; σ is the allowable tensile strength of the anchor groove wall concrete, unit MPa, E is the elastic modulus of the self-compacting micro-expansion concrete, unit GPa; A5. Based on the formula Draw the envelope of allowable expansion deformation of the anchor groove, and draw the curve of the autogenous volume deformation of the self-compacting micro-expansive concrete with age according to the test results of step A3; A6. Adjust and determine the type and dosage of the expansive agent in the self-compacting micro-expansive concrete in step A1 to ensure that the autogenous volume deformation curve of the self-compacting micro-expansive concrete in step A5 is within the allowable expansion deformation envelope of the anchor groove; A7. Finally determine the composition ratio of each material of self-compacting micro-expansive concrete.

5. A construction method for filling annular prestressed concrete lining anchor grooves of a hydraulic tunnel, wherein the construction method uses the construction device described in any one of claims 1 to 4; characterized in that: The construction method comprises the following steps: B1. A pressure water pipe is buried at the bottom edge of the anchor groove, and the water inlet of the pressure water pipe extends out of the anchor groove; B2. Install the construction device; B3. On-site mechanical mixing to prepare self-compacting micro-expansive concrete; B4. Pour self-compacting micro-expansive concrete into the anchor groove through the injection nozzle on the construction device; B5, moisturizing and curing the self-compacting slightly expansive concrete poured in step B4 until the specified age, after which the construction device is removed; B6. Pour pressurized water into the water pressure pipe through the water inlet, record the water pressure and observe whether there is water seepage on the bonding surface of the new and old concrete to evaluate the filling effect of the anchor groove.

6. The construction method for filling the anchor groove of the annular prestressed concrete lining of a hydraulic tunnel according to claim 5, characterized in that: The installation process of the construction device is as follows: C1. Install expansion bolts or reserved embedded parts in the concrete lining on both sides of the anchor groove; C2, connecting the end head to the concrete lining using the tie rod; C3, screwing one end of each support rod with thread into the corresponding sleeve on the end; C4. Apply a mold release agent on the side of the panel close to the support rod, place the panel so that it completely covers the anchor groove, and ensure that the outer edge of the injection nozzle on the panel is higher than the highest point of the anchor groove; C5. Place the ends of each support rod away from the end head against the corresponding angle steels, and adjust the effective length of each support rod so that each support rod can tightly support the panel.

7. The construction method for filling the anchor groove of the annular prestressed concrete lining of a hydraulic tunnel according to claim 5, characterized in that: The pressure water pipe is provided with a plurality of openings at intervals, and each of the openings is wrapped with cotton thread to prevent cement slurry from entering the pressure water pipe.

8. The construction method for filling the anchor groove of the annular prestressed concrete lining of a hydraulic tunnel according to claim 5, characterized in that: The anchor groove is extended from the end where the water inlet of the pressure water pipe is located; the water inlet of the pressure water pipe is connected to the water pump through a connecting pipe, and a pressure gauge for measuring the water pressure in the connecting pipe is arranged on the connecting pipe.

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