A method and device for constructing allowable bearing capacity of horizontal tunnel anchorage structure

Abstract

The application provides a construction method and device for allowable bearing capacity of a horizontal tunnel anchorage structure, and relates to the field of tunnel anchorage engineering, which comprises the following steps: based on the uniaxial saturated compressive strength of surrounding rock and the length of the preset surrounding rock, a rock resistance expression of a first side of the surrounding rock and a rock resistance expression of a second side of the surrounding rock are obtained; the anchorage body is subjected to stress analysis in different directions according to the rock resistance expression of the second side of the surrounding rock, and a rock resistance expression of the second side of the surrounding rock in different directions is obtained; based on the rock resistance expression of the first side of the surrounding rock and the rock resistance expression of the second side of the surrounding rock in different directions, a front resistance expression of the surrounding rock to the tunnel anchor is obtained; and based on the uplift resistance expression of the tunnel anchor and the front resistance expression of the surrounding rock to the tunnel anchor, an allowable bearing capacity expression is obtained. The application solves the problem that the bearing characteristics of surrounding rock cannot be comprehensively understood and fully utilized in the prior art.

Description

Technical Field

[0001] This invention relates to the field of tunnel anchorage engineering, and more specifically, to a method and apparatus for constructing the allowable bearing capacity of horizontal tunnel anchorage structures. Background Technology

[0002] In the field of tunnel anchorage engineering, tie rods and prestressed anchor cables are two common anchoring methods. They are cleverly placed inside the anchor body and tightly connected to the cable strands through a precise structure, jointly bearing the heavy responsibility of anchorage. However, current research on the force mechanism of the anchor plug clamping effect is insufficient, leading to a lack of comprehensive understanding and full utilization of the surrounding rock's bearing capacity. Therefore, there is an urgent need for a method and device for constructing the allowable bearing capacity of horizontal tunnel anchorage structures, addressing the problem of insufficient research on the force mechanism of the anchor plug clamping effect in existing technologies, which prevents a comprehensive understanding and full utilization of the surrounding rock's bearing capacity. Summary of the Invention

[0003] The purpose of this invention is to provide a method and apparatus for constructing the allowable bearing capacity of horizontal tunnel anchorage structures, thereby improving the aforementioned problems. To achieve the above objective, the technical solution adopted by this invention is as follows:

[0004] In a first aspect, this application provides a method for constructing the allowable bearing capacity of a horizontal tunnel anchorage structure, including:

[0005] Obtain the angle between the cable strand and the surrounding rock and the uniaxial saturated compressive strength of the surrounding rock;

[0006] Based on the angle between the cable strand and the surrounding rock and the preset self-weight of the anchor body, the tunnel anchor pull-out force expression is obtained;

[0007] A rock mass pressure model is constructed based on the uniaxial saturated compressive strength of the surrounding rock and the preset length of the surrounding rock. The rock mass pressure model includes expressions for the rock mass resistance on the first side of the surrounding rock and expressions for the rock mass resistance on the second side of the surrounding rock.

[0008] Based on the rock mass resistance expression of the second side of the surrounding rock, the anchor body is subjected to force analysis in different directions, and the rock mass resistance expressions of the second side of the surrounding rock in different directions are obtained.

[0009] Based on the rock mass resistance expression of the first side of the surrounding rock and the rock mass resistance expression of the second side of the surrounding rock in different directions, the frontal resistance expression of the surrounding rock to the tunnel anchor is obtained.

[0010] Based on the principles of mechanics, the expressions for the pull-out force of the tunnel anchor and the frontal resistance of the surrounding rock to the tunnel anchor are constructed to obtain the expression for the allowable bearing capacity.

[0011] Secondly, this application also provides a device for constructing the allowable bearing capacity of a horizontal tunnel anchorage structure, comprising:

[0012] The anchor plug is arranged laterally along the length of the surrounding rock. Multiple cable strand connection structures are provided on the top edge of the anchor plug, and multiple reserved channels are opened on the top surface of the anchor plug.

[0013] Multiple cable strands, one end of each cable strand is connected to the main tower of the bridge. After the other ends of the multiple cable strands pass through the multiple reserved channels and are connected to the multiple cable strand connection structures, the multiple cable strand connection structures are adjusted, and the ends of the cable strands are fixed to the rear anchor surface of the anchor plug body.

[0014] The beneficial effects of this invention are as follows:

[0015] This invention addresses the issue of transversely positioning anchor plugs along the length of the surrounding rock, connecting them to the main tower of a bridge via cable strands. The transversely positioned anchor plugs utilize the resistance of the overlying rock to bear the pull-out force transmitted by the cable strands, thus maximizing the load-bearing capacity of the surrounding rock. The invention also utilizes the values ​​obtained after the transverse positioning of the anchor plugs to construct expressions for the tunnel anchor pull-out force and the tunnel anchor's frontal resistance. Furthermore, by constructing these expressions, an allowable bearing capacity expression is derived. These expressions—the tunnel anchor pull-out force expression, the expression for the frontal resistance of the surrounding rock to the tunnel anchor, and the allowable bearing capacity expression—collectively solve the problem of insufficient research on the force mechanism of the anchor plug clamping effect in existing technologies, which has led to an inability to fully understand and utilize the load-bearing capacity of the surrounding rock.

[0016] Other features and advantages of the invention will be set forth in the following description, and will be apparent in part from the description, or may be learned by practicing embodiments of the invention. The objects and other advantages of the invention may be realized and obtained by means of the structures particularly pointed out in the written description, claims, and drawings. Attached Figure Description

[0017] To more clearly illustrate the technical solutions of the embodiments of the present invention, the accompanying drawings used in the embodiments will be briefly introduced below. It should be understood that the following drawings only show some embodiments of the present invention and should not be regarded as a limitation on the scope. For those skilled in the art, other related drawings can be obtained based on these drawings without creative effort.

[0018] Figure 1 This is a schematic diagram of the process for constructing the allowable bearing capacity of a horizontal tunnel anchorage structure as described in an embodiment of the present invention;

[0019] Figure 2 This is a schematic diagram of the structure of the allowable bearing capacity construction device for horizontal tunnel anchorage structure described in an embodiment of the present invention;

[0020] Figure 3 This is a cross-sectional view of the allowable bearing capacity construction device for horizontal tunnel anchorage structures described in an embodiment of the present invention;

[0021] Figure 4 For based on Figure 3 A magnified structural diagram of region A;

[0022] Figure 5 This is a schematic diagram of the structure of the device for constructing the allowable bearing capacity of a horizontal tunnel anchorage structure as described in an embodiment of the present invention.

[0023] The markings in the diagram are: 1. Anchor plug; 2. Surrounding rock; 3. Cable strand connection structure; 4. Reserved duct; 5. Cable strand; 6. Bridge main tower; 31. Gasket; 32. Cable strand anchor head; 800. Equipment for constructing allowable bearing capacity of horizontal tunnel anchorage structure; 801. Processor; 802. Memory; 803. Multimedia component; 804. I / O interface; 805. Communication component. Detailed Implementation

[0024] To make the objectives, technical solutions, and advantages of the embodiments of the present invention clearer, the technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some, not all, of the embodiments of the present invention. The components of the embodiments of the present invention described and shown in the accompanying drawings can generally be arranged and designed in various different configurations. Therefore, the following detailed description of the embodiments of the present invention provided in the accompanying drawings is not intended to limit the scope of the claimed invention, but merely to illustrate selected embodiments of the invention. All other embodiments obtained by those skilled in the art based on the embodiments of the present invention without inventive effort are within the scope of protection of the present invention.

[0025] It should be noted that similar reference numerals and letters in the following figures indicate similar items; therefore, once an item is defined in one figure, it does not need to be further defined and explained in subsequent figures. Furthermore, in the description of this invention, terms such as "first," "second," etc., are used only to distinguish descriptions and should not be construed as indicating or implying relative importance.

[0026] Example 1:

[0027] This embodiment provides a method for constructing the allowable bearing capacity of horizontal tunnel anchorage structures.

[0028] See Figure 1The figure shows that the method includes steps S1 to S6, including:

[0029] S1: Obtain the angle between the cable strand and the surrounding rock and the uniaxial saturated compressive strength of the surrounding rock;

[0030] In this step, the saturated specimen is loaded by a uniaxial test compressor until the specimen fails, and the cross-sectional area of ​​the saturated specimen and the maximum pressure of the uniaxial test compressor on the saturated specimen are obtained. The uniaxial saturated compressive strength of the surrounding rock is obtained by calculating the cross-sectional area of ​​the saturated specimen and the maximum pressure of the uniaxial test compressor on the saturated specimen.

[0031] The uniaxial saturated compressive strength of the surrounding rock is:

[0032]

[0033] In the above formula (1): RC represents the uniaxial saturated compressive strength of the surrounding rock, A represents the cross-sectional area of ​​the saturated specimen subjected to the uniaxial test compressor, and P represents the maximum pressure of the uniaxial test compressor that causes the saturated specimen to break.

[0034] S2: Based on the angle between the cable strand and the surrounding rock and the preset self-weight of the anchor body, the tunnel anchor pull-out force expression is obtained;

[0035] To clarify the specific method for obtaining the expression for the tunnel anchor pull-out force, step S2 includes S21 to S23, specifically:

[0036] S21: Cable information, which includes cable height and horizontal distance of the cable;

[0037] S22: Based on the cable strand height and the horizontal distance between the cable strands, the angle between the cable strand tension direction and the horizontal direction of the surrounding rock is calculated;

[0038] In this step, the angle between the direction of the cable tension and the horizontal direction of the surrounding rock is:

[0039]

[0040] In the above formula (2): α represents the angle between the direction of the cable tension and the horizontal direction of the surrounding rock, L represents the horizontal distance of the cable strand, and H represents the height of the cable strand.

[0041] S23: Based on the angle between the direction of the cable tension and the horizontal direction of the surrounding rock, the preset weight of the anchor body and the preset safety factor, the expression for the pull-out force of the tunnel anchor is obtained.

[0042] In this step, the expression for the tunnel anchor pull-out force is:

[0043]

[0044] In the above formula (3): P1 represents the pull-out force of the tunnel anchor, K represents the safety factor, W represents the self-weight of the anchor body, and α represents the angle between the direction of the cable tension and the horizontal direction.

[0045] S3: Based on the uniaxial saturated compressive strength of the surrounding rock and the preset length of the surrounding rock, a rock mass pressure model is constructed to obtain the rock mass pressure model, which includes the rock mass resistance expression of the first side of the surrounding rock and the rock mass resistance expression of the second side of the surrounding rock.

[0046] The length of the surrounding rock includes the length of the first side of the surrounding rock and the length of the second side of the circular arc of the surrounding rock;

[0047] To clarify the specific method for obtaining the rock mass pressure model, step S3 includes S31 to S34, specifically:

[0048] S31: Obtain the length of the contact portion between the anchor plug and the surrounding rock;

[0049] S32: Based on the length of the first side of the surrounding rock, the uniaxial saturated compressive strength of the surrounding rock, and the length of the contact portion between the anchor plug and the surrounding rock, the expression for the rock mass resistance force on the first side of the surrounding rock is obtained;

[0050] In this step, the expression for the rock mass resistance force on the first side of the surrounding rock is:

[0051] N1 = X AB ·l·R c (4)

[0052] In equation (4) above: N1 represents the rock mass resistance experienced by the first side of the surrounding rock, X AB R represents the length of side AB of the surrounding rock. c denoted by l, which represents the uniaxial saturated compressive strength of the rock mass, and l represents the length of the portion of the anchor plug that is in direct contact with the surrounding rock.

[0053] S33: Based on the length of the second side of the surrounding rock arc, the uniaxial saturated compressive strength of the surrounding rock, and the length of the contact portion between the anchor plug and the surrounding rock, the expression for the rock mass resistance force on the second side of the surrounding rock is obtained;

[0054] In this step, the expression for the rock mass resistance force on the second side of the surrounding rock is:

[0055] N2 = S BC ·l·R c (5)

[0056] In equation (5) above: N2 represents the rock mass resistance experienced by the second side of the surrounding rock, S BC R represents the length of the arc BC side of the surrounding rock. c denoted by l, which represents the uniaxial saturated compressive strength of the rock mass, and l represents the length of the portion of the anchor plug that is in direct contact with the surrounding rock.

[0057] S34: Based on the rock mass resistance expression of the first side of the surrounding rock and the rock mass resistance expression of the second side of the surrounding rock, a rock mass pressure model is constructed to obtain the model.

[0058] S4: Based on the rock mass resistance expression of the second side of the surrounding rock, the anchor body is subjected to force analysis in different directions to obtain the rock mass resistance expression of the second side of the surrounding rock in different directions;

[0059] To clarify the specific method for obtaining the expressions for the rock mass resistance in different directions on the second side of the surrounding rock, step S5 includes S41 to S45, specifically:

[0060] S41: Based on the preset expression for the arc length of the surrounding rock and the expression for the rock mass resistance on the second side of the surrounding rock, the expression for the force on the arc length element is constructed to obtain the expression for the force on the arc length element.

[0061] In this step, the element expression for the arc length of the surrounding rock is:

[0062] ds=R·d·θ (6)

[0063] In equation (6) above: ds represents the arc length element of the surrounding rock, R represents the radius of the arc, d represents the small displacement, and θ represents the angle variable in polar coordinates.

[0064] The expression for the force on the arc-length element is:

[0065] dN2=R C ·ξ r ·l·ds=R C ·ξ r ·l·R·d·θ (7)

[0066] In equation (7) above: dN2 represents the arc-length elemental force, R C ξ represents the uniaxial saturated compressive strength of the rock mass. r denoted by the reduction factor, l represents the length of the part of the anchor plug in direct contact with the surrounding rock, ds represents the arc length element of the surrounding rock, R represents the radius of the arc, d represents the minute displacement, and θ represents the angle variable in polar coordinates.

[0067] S42: Based on the expression of the force on the arc length element, perform a force analysis on the anchor body in the horizontal direction to obtain the expression of the force on the horizontal direction of the arc length element;

[0068] In this step, the expression for the horizontal force of the arc-length element is:

[0069] dN 2x =dN2·cosθ (8)

[0070] In equation (8) above: dN 2xdN2 represents the force in the horizontal direction of the arc length element, dN2 represents the force on the arc length element, and θ represents the angle variable in polar coordinates.

[0071] S43: Based on the expression of the force on the arc length element, perform a force analysis of the anchor body in the vertical direction to obtain the expression of the force in the vertical direction of the arc length element;

[0072] In this step, the expression for the force perpendicular to the arc length element is:

[0073] dN 2y =dN2·sinθ (9)

[0074] In equation (9) above: dN 2y dN2 represents the force perpendicular to the arc length element, dN2 represents the force on the arc length element, and θ represents the angle variable in polar coordinates.

[0075] S44: Solve the expressions for the horizontal force and the vertical force of the arc length element according to the preset Hooke's Law and the preset expression for the arc length element, respectively, to obtain the horizontal rock mass resistance and the vertical rock mass resistance of the second side of the surrounding rock.

[0076] In this step, the expression for the horizontal rock mass resistance force on the second side of the surrounding rock is:

[0077]

[0078] In equation (10) above: N 2x dN represents the horizontal rock mass resistance experienced by the second side of the surrounding rock. 2x R represents the horizontal force of the arc length element. C denoted by uniaxial saturated compressive strength of the rock mass, l represents the length of the part of the anchor plug in direct contact with the surrounding rock, R represents the radius of the arc, d represents the minute displacement, and θ represents the angular variable in polar coordinates.

[0079] The expression for the vertical rock mass resistance force on the second side of the surrounding rock is:

[0080]

[0081] In equation (11) above: N 2y dN represents the vertical rock mass resistance experienced by the second side of the surrounding rock. 2y R represents the force perpendicular to the arc length element. C denoted by uniaxial saturated compressive strength of the rock mass, l represents the length of the part of the anchor plug in direct contact with the surrounding rock, R represents the radius of the arc, d represents the minute displacement, and θ represents the angular variable in polar coordinates.

[0082] S45: Based on the horizontal rock mass resistance and the vertical rock mass resistance of the second side of the surrounding rock, expressions for the rock mass resistance in different directions of the second side of the surrounding rock are constructed.

[0083] S5: Based on the rock mass resistance expression of the first side of the surrounding rock and the rock mass resistance expression of the second side of the surrounding rock in different directions, the frontal resistance expression of the surrounding rock to the tunnel anchor is constructed.

[0084] To clarify the specific method for obtaining the expression for the frontal resistance of the surrounding rock to the tunnel anchor, step S5 includes S51 to S53, specifically:

[0085] S51: Obtain anchor cable layout information and cable strand layout information;

[0086] S52: Based on the anchor cable arrangement information and the cable strand arrangement information, construct the rock mass resistance expression of the first side of the surrounding rock and the rock mass resistance expression of the second side of the surrounding rock in different directions to obtain the resistance expression of the surrounding rock to the tunnel anchor.

[0087] In this step, the expression for the resistance of the surrounding rock to the tunnel anchor is:

[0088] P2=(N1+N 2x cosα+N 2y sinα=[(X AB +R)·R c ·ξ r ·l·cosα]+R·R c ·ξ r ·l·sinα(12)

[0089] In the above formula (12): P2 represents the expression for the resistance of the surrounding rock to the tunnel anchor, N1 represents the rock mass resistance on the first side of the surrounding rock, and N 2x N represents the horizontal rock mass resistance experienced by the second side of the surrounding rock. 2y The vertical rock mass resistance, X, experienced by the second side of the surrounding rock. AB R represents the length of side AB of the surrounding rock, and R represents the radius of the arc. c ξ represents the uniaxial saturated compressive strength of the rock mass. r α represents the reduction factor, l represents the length of the part of the anchor plug that is in direct contact with the surrounding rock, and α represents the angle between the direction of the cable tension and the horizontal direction.

[0090] The expression for the frontal resistance of the surrounding rock to the tunnel anchor is:

[0091] P2′=h·l·R c ·ξ r ·cosα+R·l·R c ·ξ r·sinα (13)

[0092] In the above formula (13): P2′ represents the frontal resistance of the surrounding rock to the tunnel anchor, h represents the height of the anchor plug, l represents the length of the part of the anchor plug in direct contact with the surrounding rock, and R c ξ represents the uniaxial saturated compressive strength of the rock mass. r R represents the reduction factor, R represents the radius of the arc, and α represents the angle between the direction of the cable tension and the horizontal direction.

[0093] S53: Based on the preset anchor plug height, preset arc radius, and the expression of the resistance of the surrounding rock to the tunnel anchor, the expression of the frontal resistance of the surrounding rock to the tunnel anchor is constructed to obtain the expression of the resistance of the surrounding rock to the tunnel anchor.

[0094] S6: Based on the principles of mechanics, the expressions for the pull-out force of the tunnel anchor and the frontal resistance of the surrounding rock to the tunnel anchor are constructed to obtain the expression for the allowable bearing capacity.

[0095] In this step, the expression for the allowable bearing capacity is:

[0096] [P] = P1 + P2′ = h·l·R c ·ξ r ·cosα+R·l·R c ·ξ r ·sinα+W·sinα (14)

[0098] In the above formula (14): [P] represents the allowable bearing capacity, P1 represents the expression for the pull-out force of the tunnel anchor, P2′ represents the frontal resistance of the surrounding rock to the tunnel anchor, h represents the height of the anchor plug, l represents the length of the part of the anchor plug in direct contact with the surrounding rock, and R c ξ represents the uniaxial saturated compressive strength of the rock mass. r R represents the reduction factor, R represents the radius of the arc, α represents the angle between the direction of the cable tension and the horizontal direction, and W represents the weight of the anchor body.

[0099] Example 2:

[0100] like Figures 2 to 4 As shown, this embodiment provides a device for constructing the allowable bearing capacity of a horizontal tunnel anchorage structure. The device includes: an anchor body 1 is arranged laterally along the length of the surrounding rock 2; multiple cable strand connection structures 3 are provided on the top edge of the anchor body 1; multiple reserved channels 4 are opened on the top surface of the anchor body 1; one end of each of the multiple cable strands 5 is connected to the main tower 6 of the bridge; after the other end of each of the multiple cable strands 5 passes through the multiple reserved channels 4 and connects with the multiple cable strand connection structures 3, the multiple cable strand connection structures 3 are adjusted, and the ends of the cable strands 5 are fixed on the rear anchor surface of the anchor body 1.

[0101] The technical effects of this structure are as follows: on the one hand, the resistance of the surrounding rock 2 bears the pull-out force transmitted by the multiple strands 5, allowing the bearing capacity of the surrounding rock 2 to be fully utilized. On the other hand, the normal force provided by the surrounding rock 2 directly resists the tensile force transmitted by the multiple strand connection structures 3, and the rock strata on the front can provide greater resistance when subjected to force.

[0102] When the anchor plug 1 is positioned laterally, the tension transmitted by the main cable in the multiple cable strands 5 causes the anchor plug 1 to be subjected to a thrust from back to front. This thrust acts directly on the front of the surrounding rock 2, fully utilizing the compressive strength of the surrounding rock 2 to provide effective support. The multiple cable strand connection structures 3 are adjusted using jacks. These jacks control the tension of the multiple cable strand connection structures 3 and apply prestress to the multiple cable strands 5, which can better resist the tension of the main cable of the suspension bridge.

[0103] This device solves the problem in existing technologies that cannot fully understand and utilize the bearing capacity of the surrounding rock. Preferably, the tunnel is a horizontally placed, uniformly cross-section chamber, and the horizontal excavation of the tunnel reduces the difficulty of construction.

[0104] To clarify the specific structure of the cable-strand connection structure 3, the cable-strand connection structure 3 includes a gasket 31 and a cable-strand anchor head 32. Both the gasket 31 and the cable-strand anchor head 32 are disposed on the top surface of the anchor plug body 1. One end of the gasket 31 is connected to the cable-strand anchor head 32. After the other ends of the plurality of cable strands 5 pass through the gasket 31 and the cable-strand anchor head 32 in sequence, the ends of the plurality of cable strands 5 are fixed to the rear anchor surface of the anchor plug body 1. Furthermore, the axis of the cable-strand anchor head 32 forms an angle with the rear anchor surface of the anchor plug body 1. This structure solves the problem in the prior art where errors during construction easily cause bending moments in the tie rod.

[0105] Preferably, the anchoring sections of the cable strand 5 are radially distributed within the cable strand anchor head 32.

[0106] It should be noted that the specific manner in which each module performs its operation in the apparatus described in the above embodiments has been described in detail in the embodiments of the method, and will not be elaborated here.

[0107] Example 3:

[0108] Corresponding to the above method embodiments, this embodiment also provides a device for constructing the allowable bearing capacity of a horizontal tunnel anchorage structure. The device for constructing the allowable bearing capacity of a horizontal tunnel anchorage structure described below and the method for constructing the allowable bearing capacity of a horizontal tunnel anchorage structure described above can be referred to in correspondence.

[0109] Figure 5This is a block diagram illustrating a construction device 800 for the allowable bearing capacity of a horizontal tunnel anchorage structure, according to an exemplary embodiment. Figure 5 As shown, the device 800 for constructing the allowable bearing capacity of a horizontal tunnel anchorage structure may include a processor 801 and a memory 802. The device 800 may also include one or more of a multimedia component 803, an I / O interface 804, and a communication component 805.

[0110] The processor 801 controls the overall operation of the device 800 for constructing the allowable bearing capacity of horizontal tunnel anchorage structures to complete all or part of the steps in the aforementioned method for constructing the allowable bearing capacity of horizontal tunnel anchorage structures. The memory 802 stores various types of data to support the operation of the device 800. This data may include, for example, instructions for any application or method operating on the device 800, as well as application-related data such as contact data, sent and received messages, images, audio, video, etc. The memory 802 can be implemented using any type of volatile or non-volatile storage device or a combination thereof, such as Static Random Access Memory (SRAM), Electrically Erasable Programmable Read-Only Memory (EEPROM), Erasable Programmable Read-Only Memory (EPROM), Programmable Read-Only Memory (PROM), Read-Only Memory (ROM), magnetic storage, flash memory, magnetic disk, or optical disk. The multimedia component 803 may include a screen and an audio component. The screen may be, for example, a touchscreen, and the audio component is used to output and / or input audio signals. For example, the audio component may include a microphone for receiving external audio signals. The received audio signals may be further stored in the memory 802 or transmitted via the communication component 805. The audio component also includes at least one speaker for outputting audio signals. I / O interface 804 provides an interface between processor 801 and other interface modules, such as keyboards, mice, and buttons. These buttons can be virtual or physical. Communication component 805 is used for wired or wireless communication between the horizontal tunnel anchorage structure allowable bearing capacity construction device 800 and other devices. Wireless communication includes, for example, Wi-Fi, Bluetooth, Near Field Communication (NFC), 2G, 3G, or 4G, or a combination thereof. Therefore, the corresponding communication component 805 may include: a Wi-Fi module, a Bluetooth module, and an NFC module.

[0111] In an exemplary embodiment, the device 800 for constructing the allowable bearing capacity of a horizontal tunnel anchorage structure may be implemented by one or more application-specific integrated circuits (ASICs), digital signal processors (DSPs), digital signal processing devices (DSPDs), programmable logic devices (PLDs), field-programmable gate arrays (FPGAs), controllers, microcontrollers, microprocessors, or other electronic components to perform the above-described method for constructing the allowable bearing capacity of a horizontal tunnel anchorage structure.

[0112] In another exemplary embodiment, a computer-readable storage medium including program instructions is also provided, which, when executed by a processor, implement the steps of the method for constructing the allowable bearing capacity of a horizontal tunnel anchorage structure described above. For example, the computer-readable storage medium may be the memory 802 including the program instructions described above, which may be executed by a processor 801 of a device 800 for constructing the allowable bearing capacity of a horizontal tunnel anchorage structure to complete the method for constructing the allowable bearing capacity of a horizontal tunnel anchorage structure described above.

[0113] Example 4:

[0114] Corresponding to the above method embodiments, this embodiment also provides a readable storage medium. The readable storage medium described below can be referred to in conjunction with the method for constructing the allowable bearing capacity of a horizontal tunnel anchorage structure described above.

[0115] A readable storage medium storing a computer program, which, when executed by a processor, implements the steps of the method embodiment described above for constructing the allowable bearing capacity of a horizontal tunnel anchorage structure.

[0116] Specifically, the readable storage medium can be a USB flash drive, a portable hard drive, a read-only memory (ROM), a random access memory (RAM), a magnetic disk, or an optical disk, or any other readable storage medium capable of storing program code.

[0117] The above description is merely a preferred embodiment of the present invention and is not intended to limit the invention. Various modifications and variations can be made to the present invention by those skilled in the art. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the scope of protection of the present invention.

[0118] The above description is merely a specific embodiment of the present invention, but the scope of protection of the present invention is not limited thereto. Any variations or substitutions that can be easily conceived by those skilled in the art within the technical scope disclosed in the present invention should be included within the scope of protection of the present invention. Therefore, the scope of protection of the present invention should be determined by the scope of the claims.

Claims

1. A method for constructing the allowable bearing capacity of a horizontal tunnel anchorage structure, characterized in that, include: Obtain the angle between the cable strand and the surrounding rock and the uniaxial saturated compressive strength of the surrounding rock; Based on the angle between the cable strand and the surrounding rock and the preset self-weight of the anchor body, the tunnel anchor pull-out force expression is obtained; Based on the uniaxial saturated compressive strength of the surrounding rock and the preset length of the surrounding rock, a rock mass pressure model is constructed to obtain the rock mass pressure model. The rock mass pressure model includes the rock mass resistance expression of the first side of the surrounding rock and the rock mass resistance expression of the second side of the surrounding rock. The length of the surrounding rock includes the length of the first side of the surrounding rock and the length of the second side of the circular arc of the surrounding rock. The specific steps of the rock mass pressure model include: Obtain the length of the portion of the anchor plug that contacts the surrounding rock; Based on the length of the first side of the surrounding rock, the uniaxial saturated compressive strength of the surrounding rock, and the length of the contact portion between the anchor plug and the surrounding rock, an expression for the rock mass resistance force on the first side of the surrounding rock is obtained. Based on the length of the second side of the surrounding rock arc, the uniaxial saturated compressive strength of the surrounding rock, and the length of the contact portion between the anchor plug and the surrounding rock, the expression for the rock mass resistance force on the second side of the surrounding rock is obtained. A rock mass pressure model is constructed based on the rock mass resistance expressions for the first and second sides of the surrounding rock. Based on the rock mass resistance expression of the second side of the surrounding rock, the anchor body is subjected to force analysis in different directions, and the rock mass resistance expressions of the second side of the surrounding rock in different directions are obtained. The specific steps for expressing the rock mass resistance in different directions on the second side of the surrounding rock include: Based on the expression of the rock mass resistance on the second side of the surrounding rock and the preset expression of the arc length element of the surrounding rock, the expression of the force on the arc length element is obtained. Based on the expression of the force on the arc length element, the force analysis of the anchor body in the horizontal and vertical directions is carried out respectively, and the expressions of the horizontal force and the vertical force of the arc length element are obtained. Based on the preset Hooke's law and the expression of the arc length element of the surrounding rock, the expressions of the horizontal force and the vertical force of the arc length element are solved respectively to obtain the horizontal rock mass resistance and the vertical rock mass resistance of the second side of the surrounding rock. Based on the horizontal rock mass resistance and the vertical rock mass resistance experienced by the second side of the surrounding rock, expressions for the rock mass resistance in different directions experienced by the second side of the surrounding rock are obtained. Based on the rock mass resistance expression of the first side of the surrounding rock and the rock mass resistance expression of the second side of the surrounding rock in different directions, the frontal resistance expression of the surrounding rock to the tunnel anchor is obtained. Based on the principles of mechanics, the expressions for the pull-out force of the tunnel anchor and the frontal resistance of the surrounding rock to the tunnel anchor are constructed to obtain the expression for the allowable bearing capacity.

2. The method for constructing the allowable bearing capacity of a horizontal tunnel anchorage structure according to claim 1, characterized in that, Based on the rock mass resistance expression of the first side of the surrounding rock and the rock mass resistance expression of the second side of the surrounding rock in different directions, the frontal resistance expression of the surrounding rock to the tunnel anchor is obtained, including: Obtain anchor cable layout information and strand layout information; Based on the anchor cable arrangement information and the cable strand arrangement information, expressions for the rock mass resistance on the first side of the surrounding rock and expressions for the rock mass resistance in different directions on the second side of the surrounding rock are constructed to obtain the expression for the resistance of the surrounding rock to the tunnel anchor. Based on the preset anchor plug height, preset arc radius, and the expression for the resistance of the surrounding rock to the tunnel anchor, the expression for the frontal resistance of the surrounding rock to the tunnel anchor is constructed.

3. The method for constructing the allowable bearing capacity of a horizontal tunnel anchorage structure according to claim 1, characterized in that, Based on the angle between the cable strand and the surrounding rock and the preset self-weight of the anchor body, the tunnel anchor pull-out force expression is obtained, including: The cable-stayed information includes the cable-stayed height and the horizontal distance between the cables. The angle between the direction of the cable tension and the horizontal direction of the surrounding rock is calculated based on the cable strand height and the horizontal distance between the cable strands. Based on the angle between the direction of the cable tension and the horizontal direction of the surrounding rock, the preset weight of the anchor body, and the preset safety factor, the expression for the pull-out force of the tunnel anchor is obtained.

4. The method for constructing the allowable bearing capacity of a horizontal tunnel anchorage structure according to claim 1, characterized in that, The expression for the allowable bearing capacity is: ； In the above formula: Indicates the allowable load-bearing capacity. This represents the expression for the pull-out force of the tunnel anchor. This indicates the frontal resistance of the surrounding rock to the tunnel anchor. Indicates the radius of the arc. Indicates the uniaxial saturated compressive strength of the rock mass. This represents the reduction factor. This indicates the length of the portion of the anchor plug that is in direct contact with the surrounding rock. Indicates the height of the anchor plug. This indicates the weight of the anchorage body. This indicates the angle between the direction of the tension in the cable strand and the horizontal direction.

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