Anti-dislocation lining structure of water delivery tunnel passing through active fault and design method of anti-dislocation lining structure

Abstract

In order to solve the problems existing in the prior art, the active fault-passing water conveyance tunnel anti-dislocation lining structure and the design method are provided, high-toughness fiber concrete lining sections and common concrete lining sections which are arranged at intervals are arranged in a lining structure area of an active fault zone and used for absorbing shear deformation, and therefore the anti-dislocation lining structure of the active fault-passing water conveyance tunnel is formed. The toughness of the structure is improved; meanwhile, non-shearing seam crossing steel bars are adopted and penetrate through the high-toughness fiber concrete lining section and the common concrete lining section, so that the rigidity and integrity of the structure are guaranteed, and it is guaranteed that the rigidity of the structure meets the design requirement while shear energy is dissipated; the problems of shear failure and violent cross section deformation of the water conveyance tunnel lining passing through the active fault are solved, and the method has wide application prospects.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of water conservancy and hydropower engineering, in particular to an anti-dislocation lining structure for a water conveyance tunnel crossing an active fault and a design method thereof. BACKGROUND

[0002] Due to the geological environmental factors, the water conveyance tunnel will inevitably pass through the active fault zone. The creep movement of the active fault zone mainly causes the shear dislocation of the tunnel structure, which is characterized by large damage and invincibility, and seriously threatens the normal operation of the line and the safety of personnel and vehicles.

[0003] The common anti-dislocation measures for tunnels in the current engineering mainly include "overbreak design", "hinged design" and "isolation and energy dissipation design". Among them, the "overbreak design" expands the tunnel cross-sectional size when passing through the active fault zone, which can ensure the clearance of the tunnel cross section. However, if the tunnel passes through the fault fracture zone for a long distance, the expansion will increase the construction cost and involve the stability of the surrounding rock. The "hinged design" sets deformation joints in the main structure of the tunnel, and the bending moment or small internal force is not transmitted between the lining segments. The disadvantage is that the structure joint cuts off the steel bars, the overall stiffness of the lining is weakened, and there is a risk of leakage between the structure joints. The "isolation and energy dissipation design" fills flexible materials between the primary support and the secondary lining to dissipate the displacement of the tunnel due to fault dislocation on the flexible materials, so as to achieve the purpose of anti-dislocation. The disadvantage is that compared with the conventional lining construction, this method is time-consuming and difficult to construct, and is not suitable for large cross-section tunnels, which has certain limitations.

[0004] Compared with traffic tunnels, water conveyance tunnels have higher requirements for water passing section and leakage. The conventional anti-dislocation measures cannot meet the requirements. The "hinged design" and "isolation and energy dissipation design" actually increase the flexibility of the lining structure to adapt to the structural deformation. However, after increasing the flexibility of the lining, the stiffness of the lining is reduced, which leads to an increase in irregular deformation of the tunnel, and the water passing section cannot guarantee the water flow requirement. In addition, the large deformation also has the risk of tearing the water stop. The existing technical solutions cannot solve the problem that the water passing section cannot be preserved due to excessive deformation when the lining structure of the water conveyance tunnel passes through the active fault.

[0005] Therefore, there is an urgent need for an anti-dislocation structure and design method for water conveyance tunnels, which can improve the toughness of the structure to dissipate seismic energy, ensure that the lining has a certain stiffness, achieve the purpose of energy dissipation and shape preservation, and facilitate construction. SUMMARY

[0006] The application aims at solving the problems in the prior art, and provides an anti-disjoint lining structure for a water conveying tunnel passing through an active fault and a design method.

[0007] To achieve the above object, the application adopts the following technical scheme:

[0008] The anti-disjoint lining structure for the water conveying tunnel passing through the active fault comprises a joint steel, a fault upper disc lining segment built on a fault upper disc, a fault lower disc lining segment built on a fault lower disc, and a plurality of ordinary concrete lining segments and high toughness fiber concrete lining segments built in an active fault zone, the ordinary concrete lining segments and the high toughness fiber concrete lining segments are arranged alternately, and a water stop structure is arranged between each adjacent ordinary concrete lining segment and high toughness fiber concrete lining segment.

[0009] The joint steel continuously penetrates the ordinary concrete lining segments, the water stop structures and the high toughness fiber concrete lining segments, and the two ends of the joint steel are fixed on the fault upper disc lining segment and the fault lower disc lining segment through anchor bars.

[0010] Further, one end of the anchor bar is embedded in the fault upper disc lining segment, and one end of the anchor bar is embedded in the fault lower disc lining segment, the length of the embedded part of the anchor bar is not less than 0.5 m, and the length of the part of the anchor bar protruding from the fault upper disc lining segment and the fault lower disc lining segment is not less than 0.5 m.

[0011] Further, the two ends of the joint steel are overlapped with the anchor bars and fixed by welding, and the length of the overlapped part of the joint steel and the anchor bars is not less than 0.2 m.

[0012] Further, the number of the high toughness fiber concrete lining segments is equal to the number of the ordinary concrete lining segments plus one, the high toughness fiber concrete lining segment is adjacent to the fault upper disc lining segment, and the high toughness fiber concrete lining segment is adjacent to the fault lower disc lining segment.

[0013] Further, the strength of the ordinary concrete lining segment is not less than C20, the elongation rate of the high toughness fiber concrete lining segment is not less than 2%, and the strength of the joint steel and the anchor bar is not less than 400 MPa.

[0014] According to a design method of an anti-fault lining structure of a water diversion tunnel of an active fault, the method comprises the following steps:

[0015] S01, data collection: obtain geometric and geological parameters through measurement, including tunnel diameter D, active fault zone length L, active fault angle β and maximum shear amount s of the active fault; determine design parameters, determine the length range of the standard section of the tunnel, determine the maximum allowable strain ε of the high-toughness fiber concrete, and design the construction progress;

[0016] S02, determine the longitudinal deformation of the lining : the shear deformation of the active fault corresponds to the longitudinal deformation of the tunnel;

[0017] S03, determine the total length of the high-toughness fiber concrete lining section : assume that the longitudinal deformation of the tunnel lining is borne by the high-toughness fiber concrete lining section, and calculate the total length of the high-toughness fiber concrete lining section ;

[0018] S04, determine the number and length of the ordinary concrete lining section and the high-toughness fiber concrete lining section: according to the tunnel trolley construction distance, the concrete temperature control and crack prevention requirements, and the structural stress and deformation control index, comprehensively determine the length of the ordinary concrete lining section , and respectively determine the number of ordinary concrete lining sections , the number of high-toughness fiber concrete lining sections , and the length of the high-toughness fiber concrete lining section ;

[0019] S05, reinforcement design: according to the actual number and size of the tunnel section, configure longitudinal joint steel, and determine the number of joint steel through bearing capacity calculation.

[0020] Further, in S02, the calculation formula of the longitudinal deformation of the lining is:

[0021] .

[0022] Further, in S03, the calculation formula of the total length of the high-toughness fiber concrete lining section is:

[0023] .

[0024] Further, in S04, the calculation formula of the number of ordinary concrete lining sections is:

[0025] ;

[0026] The calculation formula of the segment number of the high-toughness fiber concrete lining segment is:

[0027] ;

[0028] The calculation formula of the segment length of the high-toughness fiber concrete lining segment is:

[0029] .

[0030] Further, after S05, the following construction steps are further included:

[0031] S06, issuing a construction scheme: according to the design parameters and the calculation results, a detailed lining technical design construction scheme is prepared;

[0032] S07, constructing the hanging wall lining segment and the foot wall lining segment of the fault: the anchor bars are embedded in the positions of the hanging wall lining segment and the foot wall lining segment of the fault designed in the construction scheme in advance, the hanging wall lining segment and the foot wall lining segment of the fault are poured, and the water stop installation is completed;

[0033] S08, arranging the through joint steel bars: the through joint steel bars are lapped and fixed at both ends with the anchor bars, the through joint steel bars are continuously and penetratively arranged in the positions of the ordinary concrete lining segment and the high-toughness fiber concrete lining segment in the construction scheme, and the middle part of the through joint steel bars is lapped by welding;

[0034] S09, constructing the ordinary concrete lining segment: the ordinary portland cement with a concrete strength of C20 is poured in batches at the specified positions in the construction scheme; after pouring, initial curing is carried out, and after the ordinary concrete lining segment is hardened, the surface of the ordinary concrete lining segment of the active fault zone is roughened and treated;

[0035] S10, installing the water stop structure: the water stop structure is fixed and installed between the constructed ordinary concrete lining segment and the high-toughness fiber concrete lining segment to be constructed;

[0036] S11, constructing the high-toughness fiber concrete lining segment: according to the parameters in the construction scheme, the high-toughness fiber concrete lining is poured between the ordinary concrete lining segments of the active fault zone, and curing is carried out to ensure the strength after pouring;

[0037] S12, repeating and alternating construction until completion: for the entire water conveying tunnel, the S09 to the S11 are repeated until the construction according to the construction scheme is completed.

[0038] Compared with the prior art, the beneficial effects of the present application are:

[0039] ​​This invention utilizes alternating high-toughness fiber-reinforced concrete lining sections and ordinary concrete lining sections within active fault zones to absorb shear deformation and improve structural toughness. Simultaneously, it employs uninterrupted reinforcing bars that penetrate both the high-toughness fiber-reinforced concrete and ordinary concrete lining sections, ensuring structural stiffness and integrity. This allows the invention to dissipate shear energy while maintaining the structural stiffness required by design, solving the problems of shear failure and severe cross-sectional deformation in water conveyance tunnel linings across active fault zones, and demonstrating broad application prospects. The design method provided by this invention allows for the construction of ordinary concrete lining sections first, providing a relatively stable support for construction in the active fault zone area. During the construction of the high-toughness fiber-reinforced concrete lining sections, the ordinary concrete lining sections on both sides have already hardened, ensuring a stable connection at the joint. Attached Figure Description

[0040] Figure 1 This is a schematic diagram of the anti-fault lining structure for water conveyance tunnels across active faults according to the present invention;

[0041] Figure 2 This is a schematic diagram of the water conveyance tunnel across the active fault before its displacement, as per the present invention.

[0042] Figure 3 This is a schematic diagram of the water conveyance tunnel after displacement through the active fault according to the present invention;

[0043] Figure 4 A flowchart of the anti-fault lining design method for water conveyance tunnels through active faults according to the present invention;

[0044] Figure 5 This is a construction diagram of the fault upper lining segment, the fault lower lining segment, and the cross-joint reinforcement of the present invention;

[0045] Figure 6 This is a construction schematic diagram of the ordinary concrete lining section and water-stopping structure of the present invention.

[0046] Figure 7 This is a construction schematic diagram of the high-toughness fiber-reinforced concrete lining section of the present invention.

[0047] In the diagram: 1. Fault hanging wall; 2. Active fault zone; 3. Fault footwall; 4. Fault slip surface; 5. Ordinary concrete lining segment; 6. High-toughness fiber reinforced concrete lining segment; 7. Joint reinforcement; 8. Anchor reinforcement; 9. Water-stop structure; 10. Fault hanging wall lining segment; 11. Fault footwall lining segment;

[0048] L, length of active fault zone; D, tunnel diameter; s, maximum shear of active fault; β, dip angle of active fault; K, equivalent oblique length of active fault zone; M, half length of active fault zone. Detailed Implementation

[0049] The technical solutions of the present application will be described clearly and completely below. Obviously, the described embodiments are only some of the embodiments of the present application, but not all. Based on the embodiments in the present application, all other embodiments obtained by those skilled in the art without creative work fall within the scope of the present application.

[0050] Embodiment 1

[0051] Please refer to Figures 1-3 A fault-resistant lining structure of a water diversion tunnel passing through an active fault is arranged on an active fault geological rock mass. It should be noted that the active fault geological rock mass includes an active fault zone 2, and the hanging wall 1 and the foot wall 3 of the fault are distributed on both sides of the active fault zone 2 through different fault dislocation surfaces 4.

[0052] The fault-resistant lining structure provided by the present application includes a hanging wall lining segment 10, a foot wall lining segment 11, a plurality of ordinary concrete lining segments 5, a plurality of high-toughness fiber concrete lining segments 6, a plurality of joint steel bars 7, and anchor bars 8 fixedly installed at both ends of the joint steel bars 7.

[0053] The hanging wall lining segment 10 is built on the hanging wall 1 of the fault, and the foot wall lining segment 11 is built on the foot wall 3 of the fault. One end of the anchor bar 8 on one side of the joint steel bar 7 is embedded in the hanging wall lining segment 10, and the other end of the anchor bar 8 on the other side of the joint steel bar 7 is embedded in the foot wall lining segment 11. The portions of the anchor bar 8 embedded in the hanging wall lining segment 10 and the foot wall lining segment 11 are not less than 0.5 m respectively, and the portions of the anchor bar 8 exposed from the hanging wall lining segment 10 and the foot wall lining segment 11 are not less than 0.5 m.

[0054] The ordinary concrete lining segments 5 and the high-toughness fiber concrete lining segments 6 are arranged in the active fault zone 2. The number of the high-toughness fiber concrete lining segments 6 is equal to the number of the ordinary concrete lining segments 5 plus one, that is, the high-toughness fiber concrete lining segment 6 is adjacent to the hanging wall lining segment 10, and the high-toughness fiber concrete lining segment 6 is adjacent to the foot wall lining segment 11.

[0055] A water stop structure 9 is installed between each adjacent ordinary concrete lining segment 5 and high-toughness fiber concrete lining segment 6. The water stop structure 9 adopts a middle-buried rubber water stop belt with a width of 400 mm.

[0056] The joint steel bar 7 continuously penetrates the ordinary concrete lining segment 5, the water stop structure 9, and the high-toughness fiber concrete lining segment 6, that is, the joint steel bar 7 is not cut off in the actual construction process.

[0057] The two ends of the jointing steel bar 7 are respectively overlapped and welded with the anchor bars 8 in the hanging wall lining segment 10 and the foot wall lining segment 11 of the fault, and the overlapped length of the jointing steel bar 7 and the anchor bar 8 is not less than 0.2 m.

[0058] In the formula, the ordinary concrete lining segment 5 adopts ordinary Portland cement with a strength of C20; the high-toughness fiber concrete lining segment 6 has an elongation rate greater than 2%, adopts polyethylene fiber with a fiber content of 2%, a fiber diameter of 40 μm, a length of 12 mm, a breaking strength > 1300 MPa, and an elastic modulus > 30 GPa; and the jointing steel bar 7 and the anchor bar 8 are both high-strength steel with a steel strength not less than 400 MPa.

[0059] The anti-fault lining structure of the water conveying tunnel passing through the active fault provided by the application absorbs shear deformation and improves the toughness of the structure by arranging the high-toughness fiber concrete lining segment and the ordinary concrete lining segment in the active fault zone of the water conveying tunnel, and by using the jointing steel bar which does not shear and penetrates through the high-toughness fiber concrete lining segment and the ordinary concrete lining segment to ensure the stiffness and integrity of the structure, so that the application can dissipate shear energy and ensure the stiffness of the structure to meet the design requirements, solves the problems of shear failure and severe cross-section deformation of the lining of the water conveying tunnel passing through the active fault, and has a wide application prospect.

[0060] Example 2

[0061] Please refer to Figures 1-4 A design method of the anti-fault lining of the water conveying tunnel passing through the active fault, and the water conveying tunnel with a circular cross section is taken as an example in the embodiment, and the method comprises the following steps:

[0062] S01, data collection

[0063] The geometric and geological parameters are obtained by measurement. The measured tunnel cross-sectional outer diameter is 5 m, that is, the tunnel diameter D = 5 m; the fault is mainly right-lateral faulting, and the length is about 40 m, that is, the active fault zone length L = 40 m; the active fault dip angle β = 60°; and the maximum shear amount of the active fault s = 20 mm.

[0064] Design parameters. In the embodiment 2, the tunnel design standard segment length range is determined, that is, the tunnel design allowable segment length is 6 m-8 m; and the maximum allowable strain ε of the high-toughness fiber concrete is determined, and in the actual construction process, ε ≥ 2%, and in the embodiment 2, the lower limit value ε = 2% is taken.

[0065] The geometric and geological parameters are obtained by measurement, and the design parameters provide basic data for the subsequent design, and make the design targeted to the fault activity characteristics and deformation amount.

[0066] S02, determine the lining longitudinal deformation :

[0067] As shown in Figures 2-3 , the equivalent oblique length of the active fault zone is K = L + Dcotβ, and the half length of the active fault zone is M = (L + Dcotβ) / 2.

[0068] The shear deformation of the active fault corresponds to the longitudinal deformation of the tunnel, and the longitudinal deformation of the lining is calculated according to the following formula:

[0069] ;

[0070] In the formula, is the longitudinal deformation of the lining;

[0071] From S1, parameter collection can be obtained:

[0072] L is the length of the active fault zone, L = 40 m;

[0073] s is the maximum shear amount of the active fault, s = 20 mm;

[0074] β is the dip angle of the active fault (the angle with the tunnel axis), β = 60°;

[0075] D is the diameter of the tunnel, D = 5 m;

[0076] The calculation result is: the longitudinal deformation of the lining = 42.8 m.

[0077] In this step, the equivalent deformation length under the influence of the fault is calculated by the formula, the longitudinal influence of the fault displacement on the tunnel lining is quantified, and it is ensured that the lining structure can cover the fault influence area.

[0078] S03, determine the total length of the high-toughness fiber concrete lining section :

[0079] Suppose that the longitudinal deformation of the tunnel lining is borne by the high-toughness fiber concrete lining section, then the total length of the high-toughness fiber concrete lining section can be determined by the following formula:

[0080] ;

[0081] In the formula, is the total length of the high-toughness fiber concrete lining section;

[0082] ε is the maximum allowable ultimate strain of the high-toughness fiber concrete, which can be obtained from S1, parameter collection, ε = 2%;

[0083] The calculation result is: the total length of the high-toughness fiber concrete lining section = 2.8 m.

[0084] The high-toughness fiber concrete lining section completely covers the area that may be affected by the fault, preventing the lining from being damaged due to fault displacement; the high-toughness fiber concrete effectively absorbs the deformation energy generated by fault displacement due to its high toughness and deformation capacity.

[0085] S04, determining the segment number and segment length of the ordinary concrete lining section and the high-toughness fiber concrete lining section:

[0086] In the tunnel construction process, the segment length of the ordinary concrete lining section of the tunnel The segment length of the ordinary concrete lining section of the tunnel is determined by the construction distance of the tunnel trolley, the requirements for concrete temperature control and crack prevention, and the structural stress and deformation control indicators, etc. According to S1, parameter collection, the design standard segment length of the tunnel is 6m-8m, and in combination with the above requirements, the segment length of the ordinary concrete lining section is =6m.

[0087] Therefore, the segment number of the ordinary concrete lining section of the active fault zone is =4.

[0088] ;

[0089] The calculation result is =7.

[0090] The segment number of the high-toughness fiber concrete lining section corresponding to the active fault zone is =8.

[0091] ;

[0092] The calculation result is =8.

[0093] The segment length of the high-toughness fiber concrete lining section is =0.35m.

[0094] ;

[0095] The calculation result is =0.4m. For practical safety considerations, the segment length of the high-toughness fiber concrete lining section is rounded up to

[0096] =0.4m.

[0097] The inter-row arrangement and segment design of the ordinary concrete lining section and the high-toughness fiber concrete lining section facilitate construction and prefabricated assembly, improving construction efficiency and quality control; the high-toughness fiber concrete lining section directly bears the fault displacement, uses shorter segment lengths to disperse deformation stress, and improves the structure's ability to adapt to deformation.

[0098] In the application, the total length of the high-toughness fiber concrete lining section is determined first, and then the segment number and segment length of the ordinary concrete lining section and the high-toughness fiber concrete lining section are determined, so that the full coverage of the fault affected area is realized, and the problem that the lining is broken due to the incomplete coverage of the risk area after the segment length and the segment number are confirmed is avoided, and the smooth stress transition is realized in the safe section.

[0099] S05, reinforcement design:

[0100] According to the actual number and size of the tunnel section, longitudinal joint steel is configured; the number of joint steel is determined through bearing capacity calculation.

[0101] In the embodiment, the segment number of the ordinary concrete lining section of the tunnel is 7, and the segment length is 6m; the segment number of the high-toughness fiber concrete lining section is 8, and the segment length is 0.4m; and the total length of the lining passing through the active fault zone is 7*6+8*0.4=45.2m. According to the reinforcement calculation, the joint steel is arranged in Φ25@16.7, so that the integrity of the structure can be ensured, and the stiffness of the structure can be ensured to meet the design requirements while dissipating shear energy.

[0102] Embodiment 3:

[0103] Please refer to Figures 1-7 A design method of an anti-fault lining of a water conveying tunnel passing through an active fault, comprising the following design and construction steps:

[0104] S01, data collection.

[0105] S02, determine the longitudinal deformation of the lining.

[0106] S03, determine the total length of the high-toughness fiber concrete lining section.

[0107] S04, determine the segment number and segment length of the ordinary concrete lining section and the high-toughness fiber concrete lining section.

[0108] S05, reinforcement design.

[0109] Among them, the design method provided by S01-S05 is based on embodiment 2, and the following S06-S12 is a construction method.

[0110] S06, issue a construction scheme, according to the design parameters and calculation results of S01-S05, prepare a detailed lining technical design construction scheme.

[0111] S07, construction of the upper wall lining section 10 and the lower wall lining section 11 of the fault: as Figure 5As shown, the anchor 8 is in the form of a bent anchor, which is pre-embedded in the position of the upper fault lining section 10 and the lower fault lining section 11 in the construction scheme. The embedded anchor 8 is located at a distance of not less than 0.5 m from the end of the upper fault lining section 10 and the lower fault lining section 11, and the exposed length of the anchor 8 is not less than 0.5 m. Then, the upper fault lining section 10 and the lower fault lining section 11 are poured, and the water stop installation construction is completed.

[0112] S08, arranging the joint steel bar 7: as shown in Figure 5 The joint steel bar 7 made of high-strength steel with a strength of 400 MPa is overlapped with the exposed part of the anchor 8 at both ends and is fixed by welding, and the length of the overlapping part is not less than 0.2 m. The joint steel bar 7 is continuous throughout, and the middle part is overlapped by welding to ensure continuousness. The joint steel bar 7 penetrates the positions of the ordinary concrete lining section 5 and the high-toughness fiber concrete lining section 6 in the construction scheme.

[0113] S09, constructing the ordinary concrete lining section 5: as shown in Figure 6 From the upper fault lining section 10 to the lower fault lining section 11, the ordinary portland cement with a concrete strength of C20 is poured in the specified position in the construction scheme. After pouring, initial curing is performed, and after the ordinary concrete lining section 5 is hardened, the surface of the ordinary concrete lining section 5 of the active fault zone 2 is roughened by chiseling.

[0114] S10, installing the water stop structure 9: as shown in Figure 6 The middle-buried rubber water stop belt with a width of 400 mm is fixed and installed as the water stop structure 9 between the constructed ordinary concrete lining section 5 and the high-toughness fiber concrete lining section 6 to be constructed.

[0115] S11, constructing the high-toughness fiber concrete lining section 6: as shown in Figure 7 The high-toughness fiber concrete lining section 6 is poured between the ordinary concrete lining sections 5 of the active fault zone 2 according to the parameters in the construction scheme. The high-toughness fiber concrete lining section 6 is made of high-toughness fiber concrete material, and the fiber is uniformly dispersed during mixing to control the elongation rate of the high-toughness fiber concrete lining to be greater than 2%. The fiber in the high-toughness fiber concrete is polyethylene fiber / PVA fiber, wherein the fiber diameter is 40 μm, the length is 12 mm, the breaking strength is >1300 MPa, and the elastic modulus is >30 GPa. After pouring, curing is performed to ensure strength development.

[0116] S12, repeating the alternating construction until completion: for the entire water conveying tunnel, S09 to S11 are repeated until the construction according to the construction scheme is completed.

[0117] By using the construction method, the ordinary concrete lining section 5 is constructed first, and then the high-toughness fiber concrete lining 6 is poured between the ordinary concrete lining sections 5 of the active fault zone 2, which can not only avoid simultaneous operation of the whole line, but also reduce the construction risk of the active fault zone 2, and the ordinary concrete lining section 5 provides a relatively stable support for the construction of the active fault zone 2 region. When the high-toughness fiber concrete lining section 6 is constructed, the ordinary concrete lining sections 5 on both sides have hardened, thereby ensuring the stable connection of the joint.

Claims

1. A fault-resistant lining structure for water conveyance tunnels across active faults, characterized in that: The application relates to a tunnel lining structure for a tunnel crossing an active fault zone, which comprises a through joint steel bar, a hanging wall lining segment built on a hanging wall of the fault, a foot wall lining segment built on a foot wall of the fault, and a plurality of ordinary concrete lining segments and high toughness fiber concrete lining segments built in the active fault zone, the ordinary concrete lining segments and the high toughness fiber concrete lining segments being arranged alternately, and a water stop structure being arranged between each adjacent ordinary concrete lining segment and high toughness fiber concrete lining segment. The through joint steel bar is arranged to continuously pass through the ordinary concrete lining segments, the water stop structure and the high toughness fiber concrete lining segments, and the two ends of the through joint steel bar are fixed to the hanging wall lining segment and the foot wall lining segment through anchor bars.

2. The anti-faulting lining structure of a water delivery tunnel passing through an active fault according to claim 1, characterized in that: One end of the anchor bar is embedded in the hanging wall lining segment, one end of the anchor bar is embedded in the foot wall lining segment, the lengths of the embedded parts of the anchor bars are not less than 0.5 m respectively, and the lengths of the anchor bars protruding from the hanging wall lining segment and the foot wall lining segment are not less than 0.5 m respectively.

3. The anti-faulting lining structure of a water delivery tunnel passing through an active fault according to claim 2, characterized in that: The two ends of the through joint steel bar are overlapped with the anchor bars and fixed through welding, and the length of the overlapped part of the through joint steel bar and the anchor bar is not less than 0.2 m.

4. The anti-faulting lining structure of a water delivery tunnel passing through an active fault according to claim 1, characterized in that: The number of the high toughness fiber concrete lining segments is equal to the number of the ordinary concrete lining segments plus one, the high toughness fiber concrete lining segment is adjacent to the hanging wall lining segment, and the high toughness fiber concrete lining segment is adjacent to the foot wall lining segment.

5. The anti-faulting lining structure of a water delivery tunnel passing through an active fault according to claim 1, characterized in that: The strength of the ordinary concrete lining segment is not less than C20, the elongation rate of the high toughness fiber concrete lining segment is not less than 2%, and the strength of the through joint steel bar and the anchor bar is not less than 400 MPa.

6. The design method of a fault-resistant lining structure for a water conveyance tunnel passing through active faults according to any one of claims 1 to 5, characterized in that: The application further relates to a tunnel lining structure for a tunnel crossing an active fault zone, and the method comprises the following steps: S01, data collection: geometric and geological parameters are obtained through measurement, including a tunnel diameter D, an active fault zone length L, an active fault angle beta and a maximum shear amount s of the active fault; design parameters are determined to determine a tunnel design standard segment length range, to determine a maximum allowable ultimate strain epsilon of high toughness fiber concrete, and to design a construction schedule; S02. Determining the longitudinal deformation of the lining : the shear deformation of the active fault corresponds to the longitudinal deformation of the tunnel; S03, determining the total length of the high-toughness fiber concrete lining section : assuming that the longitudinal deformation of the tunnel lining is borne by the high-toughness fiber concrete lining section, and calculating to obtain the total length of the high-toughness fiber concrete lining section ; S04. Determine the number and length of segments for ordinary concrete lining and high-toughness fiber-reinforced concrete lining: Based on the tunnel trolley construction distance, concrete temperature control and crack prevention requirements, and structural stress-deformation control indicators, determine the segment length of ordinary concrete lining by comprehensively considering the standard segment length range of the tunnel design. The number of segments in the ordinary concrete lining section was determined respectively. Number of high-toughness fiber-reinforced concrete lining segments and the segment length of high-toughness fiber-reinforced concrete lining ; S05, reinforcement design: according to the actual tunnel segment number and size, longitudinal through joint steel bars are arranged, and the number of the through joint steel bars is determined through bearing capacity calculation.

7. The method for designing a fault-tolerant lining for a water conveyance tunnel crossing an active fault according to claim 6, wherein: In the S02, the lining longitudinal deformation The calculation formula is: 。 8. The method for designing a fault-tolerant lining for a water conveyance tunnel crossing an active fault according to claim 6, wherein: In the S03, the total length of the high-ductility fiber reinforced concrete lining section The calculation formula is: 。 9. The method for designing a fault-tolerant lining for a water conveyance tunnel crossing an active fault according to claim 6, wherein: In the S04, the number of segments of the common concrete lining segment The calculation formula is: ； Number of segments for high ductility fiber reinforced concrete lining segment The formula for calculating the number of segments is: ； Segment length of high ductility fiber reinforced concrete lining segment The formula for calculating the segment length is: 。 10. The method for designing a fault-tolerant lining for a water conveyance tunnel crossing an active fault according to claim 6, wherein: After the step S05, the following construction steps are further included: S06, issuing a construction scheme: a detailed lining technical design construction scheme is prepared according to the design parameters and the calculation results; S07, constructing the hanging wall lining segment and the foot wall lining segment: the anchor bars are embedded in the positions of the hanging wall lining segment and the foot wall lining segment designed in the construction scheme, the hanging wall lining segment and the foot wall lining segment are poured, and water stop installation is completed; S08, arranging the through joint steel bar: the two ends of the through joint steel bar are overlapped with the anchor bars and fixed, the through joint steel bar continuously passes through the positions of the ordinary concrete lining segments and the high toughness fiber concrete lining segments in the construction scheme, and the middle part of the through joint steel bar is overlapped through welding. S09, construction of ordinary concrete lining section: at the designated position in the construction scheme, pouring concrete with strength C20 of ordinary Portland cement in batches; after pouring, initial curing is carried out, and after the ordinary concrete lining section is hardened, the surface of the ordinary concrete lining section of the active fault zone is roughened by chiseling; S10, installation of water stop structure: the water stop structure is fixedly installed between the ordinary concrete lining section which has been constructed and the high-toughness fiber concrete lining section which is about to be constructed; S11, construction of high-toughness fiber concrete lining section: according to the parameters in the construction scheme, the high-toughness fiber concrete lining is poured between the ordinary concrete lining sections of the active fault zone, and curing is carried out to ensure the strength after pouring; S12, repeated alternating construction until completion: for the entire water conveying tunnel, the steps S09 to S11 are repeated until the construction according to the construction scheme is completed.

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