CN113153372B - Stress flow conservation principle and tunnel structure design method and device for tunnel group - Google Patents
Stress flow conservation principle and tunnel structure design method and device for tunnel group Download PDFInfo
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- 238000013461 design Methods 0.000 title claims abstract description 43
- 238000000034 method Methods 0.000 title claims abstract description 30
- 239000011435 rock Substances 0.000 claims abstract description 257
- 238000009412 basement excavation Methods 0.000 claims abstract description 63
- 239000011378 shotcrete Substances 0.000 claims description 60
- 239000004567 concrete Substances 0.000 claims description 57
- 238000004364 calculation method Methods 0.000 claims description 25
- 230000006835 compression Effects 0.000 claims description 14
- 238000007906 compression Methods 0.000 claims description 14
- 230000002787 reinforcement Effects 0.000 claims description 13
- 238000000465 moulding Methods 0.000 claims description 10
- 230000003014 reinforcing effect Effects 0.000 claims description 9
- 229910000831 Steel Inorganic materials 0.000 claims description 6
- 239000010959 steel Substances 0.000 claims description 6
- 239000000853 adhesive Substances 0.000 claims description 4
- 230000001070 adhesive effect Effects 0.000 claims description 4
- 238000004891 communication Methods 0.000 description 7
- 238000010276 construction Methods 0.000 description 6
- 238000004590 computer program Methods 0.000 description 5
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
- E21F17/18—Special adaptations of signalling or alarm devices
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
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Abstract
The invention provides a stress flow conservation principle and a tunnel structure design method and device for a cavern group, wherein the method comprises the following steps: acquiring a first parameter and a second parameter; the first parameters comprise geological parameters before tunnel excavation and design parameters of two adjacent tunnels, wherein the two adjacent tunnels comprise a first tunnel and a second tunnel; the second parameters comprise the stress flow actually born by the rock wall between the two adjacent tunnels, the longitudinal length of the rock wall and the safety factor allowable range of the rock wall; according to the first parameter, calculating the thickness of the rock wall; and calculating parameters of the supporting structure of the rock wall according to the second parameters and the thickness of the rock wall. The invention adopts the principle of conservation of stress flow, can conveniently and rapidly calculate the stress of each rock wall in the group hole, and designs supporting measures according to the stability of the rock wall to ensure the stability of the group hole.
Description
Technical Field
The invention relates to the technical field of tunnels, in particular to a stress flow conservation principle and a tunnel structure design method and device of a grotto group.
Background
In recent years, along with the large-scale development and utilization of underground spaces of various industries in China, projects of a plurality of underground cavern groups, such as underground power generation plants in water conservancy and hydropower industry, underground stations in transportation industry, underground hangars and ammunition libraries in military departments and the like, appear, the underground cavern groups are larger and larger in scale and are more complex in structure, and the stability of surrounding rocks of the underground cavern groups and the design of supporting structures become key technical problems of engineering construction.
Disclosure of Invention
The invention aims to provide a stress flow conservation principle and a method and a device for designing a tunnel structure of a cavity group so as to solve the problems.
In order to achieve the above purpose, the embodiment of the present application provides the following technical solutions:
in one aspect, an embodiment of the present application provides a stress flow conservation principle and a method for designing a tunnel structure of a cavity group, where the method includes:
acquiring a first parameter and a second parameter; the first parameters comprise geological parameters before tunnel excavation and design parameters of two adjacent tunnels, wherein the two adjacent tunnels comprise a first tunnel and a second tunnel; the second parameters comprise the stress flow actually born by the rock wall between the two adjacent tunnels, the longitudinal length of the rock wall and the safety factor allowable range of the rock wall;
according to the first parameter, calculating the thickness of the rock wall;
and calculating parameters of the supporting structure of the rock wall according to the second parameters and the thickness of the rock wall.
Optionally, the calculating the thickness of the rock wall according to the first parameter includes:
calculating the thickness of the rock wall through a formula (1), wherein the formula (1) is as follows:
in the formula (1), d is the thickness of the rock wall; k (k) 2 Is a stability safety coefficient of the compression bar; sigma (sigma) 0 Initial ground stress before tunnel excavation; d (D) 1 The excavation span of the first tunnel is set; d (D) 2 A span of excavation for the second tunnel; mu is the height coefficient of the rock wall; h is the height of the rock wall; e is the elastic modulus of the surrounding rock.
Optionally, the calculating the parameter of the supporting structure of the rock wall according to the second parameter and the thickness of the rock wall includes:
obtaining a third parameter, wherein the third parameter comprises a compressive strength allowable range after the rock wall is reinforced, a compressive strength allowable range of sprayed concrete, a compressive strength allowable range of secondary lining molded concrete, a thickness allowable range after the rock wall is reinforced, a thickness allowable range of sprayed concrete and a thickness allowable range of secondary lining molded concrete;
and determining parameters in the supporting structure of the rock wall according to the second parameter, the thickness of the rock wall and the third parameter, wherein the parameters in the supporting structure of the rock wall comprise the compressive strength of the reinforced rock wall, the compressive strength of the sprayed concrete, the compressive strength of the secondary lining molded concrete, the thickness of the reinforced rock wall, the thickness of the sprayed concrete and the thickness of the secondary lining molded concrete.
Optionally, the calculation of the stress flow actually born by the rock wall between the two adjacent tunnels includes:
acquiring the area of the rock wall, the excavation span of the first tunnel, the longitudinal length of the first tunnel, the excavation span of the second tunnel, the longitudinal length of the second tunnel and the initial ground stress before tunnel excavation;
calculating to obtain the area of the first tunnel according to the excavation span of the first tunnel and the longitudinal length of the first tunnel, and calculating to obtain the area of the second tunnel according to the excavation span of the second tunnel and the longitudinal length of the second tunnel;
and adding the area of the first tunnel, the area of the second tunnel and the area of the rock wall to obtain the sum of the areas, and multiplying the sum of the areas by initial ground stress before tunnel excavation to obtain the stress flow actually born by the rock wall between the first tunnel and the second tunnel.
Optionally, the calculating the parameter of the supporting structure of the rock wall according to the second parameter and the thickness of the rock wall includes:
the parameters of the supporting structure of the rock wall are calculated through a formula (2), the parameters of the supporting structure of the rock wall comprise the compressive strength of the rock wall after reinforcement, the compressive strength of sprayed concrete, the compressive strength of two lining molded concrete, the thickness of the rock wall after reinforcement, the thickness of the sprayed concrete and the thickness of the two lining molded concrete, and the formula (2) is as follows:
in the formula (2), K is the safety coefficient of the rock wall; q (Q) i The stress flow actually born for the rock wall; [ Sigma ] rc ]Compressive strength after reinforcing the rock wall; [ Sigma ] Sc ]Compressive strength of the shotcrete; [ Sigma ] lc ]Molding the compressive strength of the concrete for the second liner; d, d 1 The thickness of the rock wall after being reinforced; d, d 2 A thickness of the shotcrete; d, d 3 Molding the thickness of the concrete for the second lining; l is the longitudinal length of the rock wall.
Optionally, the calculating of the compressive strength of the reinforced rock wall includes:
the compressive strength of the reinforced rock wall is calculated through a formula (3), and the formula (3) is as follows:
in the formula (3), p b Confining pressure provided for the prestressed anchor rod; p is p s Confining pressure provided for the sprayed concrete and the steel frame; p is p l Confining pressure provided for the second liner; c is the cohesive force of the rock wall; phi is the internal friction angle of the rock wall; c (C) g To consolidate the improved cohesion of the rock wall by grouting; phi (phi) g To strengthen the internal friction angle of the rock wall by grouting; c (C) b The adhesive force of the rock wall is improved through the prestressed anchor rod.
In a second aspect, an embodiment of the present application provides a stress flow conservation principle and a device for designing a tunnel structure of a cavern group, where the device includes a first acquisition module, a first calculation module, and a second calculation module.
The first acquisition module is used for acquiring a first parameter and a second parameter; the first parameters comprise geological parameters before tunnel excavation and design parameters of two adjacent tunnels, wherein the two adjacent tunnels comprise a first tunnel and a second tunnel; the second parameters comprise the stress flow actually born by the rock wall between the two adjacent tunnels, the longitudinal length of the rock wall and the safety factor allowable range of the rock wall;
the first calculation module is used for calculating the thickness of the rock wall according to the first parameter;
and the second calculation module is used for calculating parameters of the supporting structure of the rock wall according to the second parameters and the thickness of the rock wall.
Optionally, the first computing module includes:
a first calculating unit, configured to calculate a thickness of the rock wall according to a formula (1), where the formula (1) is:
in the formula (1), d is the thickness of the rock wall; k (k) 2 Is a stability safety coefficient of the compression bar; sigma (sigma) 0 Initial ground stress before tunnel excavation; d (D) 1 For opening the first tunnelDigging a span; d (D) 2 A span of excavation for the second tunnel; mu is the height coefficient of the rock wall; h is the height of the rock wall; e is the elastic modulus of the surrounding rock.
Optionally, the second computing module includes:
an obtaining unit, configured to obtain a third parameter, where the third parameter includes a compressive strength allowable range after the rock wall is reinforced, a compressive strength allowable range of sprayed concrete, a compressive strength allowable range of second-lining molded concrete, a thickness allowable range after the rock wall is reinforced, a thickness allowable range of the sprayed concrete, and a thickness allowable range of the second-lining molded concrete;
and the second calculation unit is used for determining parameters in the supporting structure of the rock wall according to the second parameter, the thickness of the rock wall and the third parameter, wherein the parameters in the supporting structure of the rock wall comprise the compressive strength of the reinforced rock wall, the compressive strength of the sprayed concrete, the compressive strength of the secondary lining molded concrete, the thickness of the reinforced rock wall, the thickness of the sprayed concrete and the thickness of the secondary lining molded concrete.
Optionally, the apparatus further includes:
the second acquisition module is used for acquiring the area of the rock wall, the excavation span of the first tunnel, the longitudinal length of the first tunnel, the excavation span of the second tunnel, the longitudinal length of the second tunnel and the initial ground stress before tunnel excavation;
the third calculation module is used for calculating the area of the first tunnel according to the excavation span of the first tunnel and the longitudinal length of the first tunnel, and calculating the area of the second tunnel according to the excavation span of the second tunnel and the longitudinal length of the second tunnel;
and the fourth calculation module is used for adding the area of the first tunnel, the area of the second tunnel and the area of the rock wall to obtain the sum of areas, and multiplying the sum of areas by initial ground stress before tunnel excavation to obtain the stress flow actually born by the rock wall between the first tunnel and the second tunnel.
Optionally, the second computing module includes:
a third calculation unit, configured to calculate parameters of a supporting structure of the rock wall according to formula (2), where the parameters of the supporting structure of the rock wall include a compressive strength of the reinforced rock wall, a compressive strength of sprayed concrete, a compressive strength of second-lining molded concrete, a thickness of the reinforced rock wall, a thickness of the sprayed concrete, and a thickness of the second-lining molded concrete, and formula (2) is:
in the formula (2), K is the safety coefficient of the rock wall; q (Q) i The stress flow actually born for the rock wall; [ Sigma ] rc ]Compressive strength after reinforcing the rock wall; [ Sigma ] Sc ]Compressive strength of the shotcrete; [ Sigma ] lc ]Molding the compressive strength of the concrete for the second liner; d, d 1 The thickness of the rock wall after being reinforced; d, d 2 A thickness of the shotcrete; d, d 3 Molding the thickness of the concrete for the second lining; l is the longitudinal length of the rock wall.
Optionally, the third computing unit includes:
the calculating subunit is configured to calculate the compressive strength of the reinforced rock wall according to the formula (3), where the formula (3) is:
in the formula (3), p b Confining pressure provided for the prestressed anchor rod; p is p s Confining pressure provided for the sprayed concrete and the steel frame; p is p l Confining pressure provided for the second liner; c is the cohesive force of the rock wall; phi is the internal friction angle of the rock wall; c (C) g To consolidate the improved cohesion of the rock wall by grouting; phi (phi) g To strengthen the internal friction angle of the rock wall by grouting; c (C) b By prestressingAnd the rock wall is improved in cohesive force by the anchor rod.
In a third aspect, embodiments of the present application provide stress flow conservation principles and a cavern group tunnel structure design apparatus comprising a memory and a processor. The memory is used for storing a computer program; and the processor is used for realizing the stress flow conservation principle and the tunnel structure design method of the grotto group when executing the computer program.
In a fourth aspect, embodiments of the present application provide a readable storage medium, where a computer program is stored, where the computer program when executed by a processor implements the above-mentioned stress flow conservation principle and steps of a method for designing a tunnel structure of a cavern group.
The beneficial effects of the invention are as follows:
the stress flow conservation principle is provided based on the stress balance thought, the stress of each rock wall in the group hole can be conveniently and rapidly calculated by adopting the stress flow conservation principle, and supporting measures are designed according to the stability of the rock wall, so that the stability of the group hole is ensured; meanwhile, the design of the parameters of the supporting structure in the mode can reduce the calculated economic cost and improve the construction efficiency.
Additional features and advantages of the invention will be set forth in the description which follows, and in part will be apparent from the description, or may be learned by practice of the embodiments of the invention. The objectives and other advantages of the invention will be realized and attained by the structure particularly pointed out in the written description and claims thereof as well as the appended drawings.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings that are needed in the embodiments will be briefly described below, it being understood that the following drawings only illustrate some embodiments of the present invention and therefore should not be considered as limiting the scope, and other related drawings may be obtained according to these drawings without inventive effort for a person skilled in the art.
FIG. 1 is a schematic flow chart of a stress flow conservation principle and a tunnel structure design method of a grotto group according to an embodiment of the invention;
FIG. 2 is a schematic diagram of a stress flow conservation principle and a tunnel structure design device for a grotto group according to an embodiment of the invention;
FIG. 3 is a schematic diagram of the stress flow conservation principle and the tunnel structure design equipment of the grotto group according to the embodiment of the invention.
Detailed Description
For the purpose of making the objects, technical solutions and advantages of the embodiments of the present invention more apparent, the technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present invention, and it is apparent that the described embodiments are some embodiments of the present invention, but not all embodiments of the present invention. The components of the embodiments of the present invention generally described and illustrated in the figures herein may be arranged and designed in a wide variety of different configurations. Thus, the following detailed description of the embodiments of the invention, as presented in the figures, is not intended to limit the scope of the invention, as claimed, but is merely representative of selected embodiments of the invention. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
It should be noted that: like reference numerals or letters denote like items in the following figures, and thus once an item is defined in one figure, no further definition or explanation thereof is necessary in the following figures. Meanwhile, in the description of the present invention, the terms "first", "second", and the like are used only to distinguish the description, and are not to be construed as indicating or implying relative importance.
Example 1
As shown in fig. 1, the present embodiment provides a stress flow conservation principle and a method for designing a tunnel structure of a cavity group, and the method includes step S1, step S2 and step S3.
S1, acquiring a first parameter and a second parameter; the first parameters comprise geological parameters before tunnel excavation and design parameters of two adjacent tunnels, wherein the two adjacent tunnels comprise a first tunnel and a second tunnel; the second parameters comprise the stress flow actually born by the rock wall between the two adjacent tunnels, the longitudinal length of the rock wall and the safety factor allowable range of the rock wall;
s2, calculating the thickness of the rock wall according to the first parameter;
and S3, calculating parameters of the supporting structure of the rock wall according to the second parameters and the thickness of the rock wall.
In this embodiment, the geological parameters before tunnel excavation include initial ground stress before tunnel excavation and elastic modulus of surrounding rock; the design parameters of two adjacent tunnels comprise a compression bar stability safety coefficient, an excavation span of a first tunnel and an excavation span of a second tunnel, and a height coefficient of a rock wall between the first tunnel and the second tunnel and a height of the rock wall between the first tunnel and the second tunnel; the compression bar stability safety coefficient and the height coefficient of the rock wall between the first tunnel and the second tunnel are determined by constructors according to construction experience, and then the compression bar stability safety coefficient is directly input into a system, in the embodiment, the compression bar stability safety coefficient can be selected from 1.5-2 as the compression bar stability safety coefficient by selecting a value from 1.5-2, and the height coefficient of the rock wall between the first tunnel and the second tunnel is 0.5.
In addition, if the two tunnels are in an up-down adjacent relationship, the calculation of the parameters of the supporting structure of the rock plate between the up-down adjacent tunnels can also be performed by using the steps S1, S2 and S3, the rock wall in the two tunnels is replaced by the rock plate, and when the up-down tunnels are designed, the up-down tunnels are preferably arranged in parallel, so that dislocation arrangement is avoided, and the stress flow paths can be straightened by the up-down parallel arrangement, thereby being more beneficial to improving the stability of the tunnels.
In a specific embodiment of the disclosure, the step S2 may further include a step S21.
Step S21, calculating the thickness of the rock wall through a formula (1), wherein the formula (1) is as follows:
in the formula (1), d is the thickness of the rock wall; k (k) 2 Is a stability safety coefficient of the compression bar; sigma (sigma) 0 Initial ground stress before tunnel excavation; d (D) 1 The excavation span of the first tunnel is set; d (D) 2 A span of excavation for the second tunnel; mu is the height coefficient of the rock wall; h is the height of the rock wall; e is the elastic modulus of the surrounding rock.
In a specific embodiment of the disclosure, the step S3 may further include a step S31 and a step S32.
Step S31, obtaining third parameters, wherein the third parameters comprise a compressive strength allowable range after the rock wall is reinforced, a compressive strength allowable range of sprayed concrete, a compressive strength allowable range of secondary lining molded concrete, a thickness allowable range after the rock wall is reinforced, a thickness allowable range of sprayed concrete and a thickness allowable range of secondary lining molded concrete;
and S32, determining parameters in the supporting structure of the rock wall according to the second parameter, the thickness of the rock wall and the third parameter, wherein the parameters in the supporting structure of the rock wall comprise the compressive strength of the reinforced rock wall, the compressive strength of the sprayed concrete, the compressive strength of the secondary lining molded concrete, the thickness of the reinforced rock wall, the thickness of the sprayed concrete and the thickness of the secondary lining molded concrete.
In this embodiment, the allowable range of compressive strength after reinforcing the rock wall, the allowable range of compressive strength of sprayed concrete, the allowable range of compressive strength of secondary lining molded concrete, the allowable range of thickness after reinforcing the rock wall, the allowable range of thickness of sprayed concrete and the allowable range of thickness of secondary lining molded concrete are all ranges determined by a constructor according to construction experience, and then are directly input into a system; in this embodiment, the allowable range of compressive strength of the reinforced rock wall may be 20-60MPa, the allowable range of compressive strength of the sprayed concrete may be 15-30MPa, the allowable range of compressive strength of the secondary lining molded concrete may be 30-60MPa, the allowable range of thickness of the reinforced rock wall may be 2-20m, the allowable range of thickness of the sprayed concrete may be 10-50cm, and the allowable range of thickness of the secondary lining molded concrete may be 30-60cm.
In a specific embodiment of the disclosure, before the step S1, step S11, step S12, and step S13 may further be included.
S11, acquiring the area of the rock wall, the excavation span of the first tunnel, the longitudinal length of the first tunnel, the excavation span of the second tunnel, the longitudinal length of the second tunnel and the initial ground stress before tunnel excavation;
step S12, calculating to obtain the area of the first tunnel according to the excavation span of the first tunnel and the longitudinal length of the first tunnel, and calculating to obtain the area of the second tunnel according to the excavation span of the second tunnel and the longitudinal length of the second tunnel;
and S13, adding the area of the first tunnel, the area of the second tunnel and the area of the rock wall to obtain the sum of areas, and multiplying the sum of areas by initial ground stress before tunnel excavation to obtain the stress flow actually born by the rock wall between the first tunnel and the second tunnel.
In a specific embodiment of the disclosure, the step S3 may further include a step S33.
Step S33, calculating parameters of the supporting structure of the rock wall through a formula (2), wherein the parameters of the supporting structure of the rock wall comprise compressive strength of the reinforced rock wall, compressive strength of sprayed concrete, compressive strength of double-lining molded concrete, thickness of the reinforced rock wall, thickness of the sprayed concrete and thickness of the double-lining molded concrete, and the formula (2) is as follows:
in the formula (2), K is the safety coefficient of the rock wall; q (Q) i The stress flow actually born for the rock wall; [ Sigma ] rc ]Compression strength after reinforcing the rock wallA degree; [ Sigma ] Sc ]Compressive strength of the shotcrete; [ Sigma ] lc ]Molding the compressive strength of the concrete for the second liner; d, d 1 The thickness of the rock wall after being reinforced; d, d 2 A thickness of the shotcrete; d, d 3 Molding the thickness of the concrete for the second lining; l is the longitudinal length of the rock wall.
In this embodiment, K is a safety factor of the rock wall, and the value range is greater than 2, and equation (2) should be greater than 2. The stress flow actually born by the rock wall can be calculated to be a fixed value; the longitudinal length of the rock wall is also a fixed value; the compressive strength of the rock wall after reinforcement, the compressive strength of the sprayed concrete, the compressive strength of the secondary lining molded concrete, the thickness of the rock wall after reinforcement, the thickness of the sprayed concrete and the thickness of the secondary lining molded concrete all have an empirical value range, and the empirical value is obtained by constructors according to long-term construction experience. In this embodiment, the allowable range of compressive strength of the rock wall after reinforcement may be 20-60MPa, the allowable range of compressive strength of the shotcrete may be 15-30MPa, the allowable range of compressive strength of the secondary lining concrete may be 30-60MPa, the allowable range of thickness of the rock wall after reinforcement may be 2-20m, the allowable range of thickness of the shotcrete may be 10-50cm, the allowable range of thickness of the secondary lining concrete may be 30-60cm, so that the compressive strength of the rock wall after reinforcement, the compressive strength of the shotcrete, the compressive strength of the secondary lining concrete, the thickness of the rock wall after reinforcement, the thickness of the shotcrete and the thickness of the secondary lining concrete may all take a value within the respective empirical value range as long as the safety coefficient of the rock wall after calculation by the formula (2) is greater than 2, and thus the formula (2) may have a plurality of values of the compressive strengths of the rock wall after reinforcement, that is to say, the compressive strength of the secondary lining concrete, the compressive strength of the secondary lining concrete, and the compressive strength of the secondary lining concrete are designed.
In a specific embodiment of the disclosure, the step S33 may further include a step S331.
Step S331, calculating the compressive strength of the reinforced rock wall through a formula (3), wherein the formula (3) is as follows:
in the formula (3), p b Confining pressure provided for the prestressed anchor rod; p is p s Confining pressure provided for the sprayed concrete and the steel frame; p is p l Confining pressure provided for the second liner; c is the cohesive force of the rock wall; phi is the internal friction angle of the rock wall; c (C) g To consolidate the improved cohesion of the rock wall by grouting; phi (phi) g To strengthen the internal friction angle of the rock wall by grouting; c (C) b The adhesive force of the rock wall is improved through the prestressed anchor rod.
In this embodiment, the compressive strength of the reinforced rock wall may be calculated by the formula (3), in which, in addition to the cohesive force of the rock wall and the internal friction angle of the rock wall in the formula (3) being fixed values, other parameters may be a range, so that the compressive strength of the reinforced rock wall calculated by the formula (3) may also be a range, in this embodiment, the range of the confining pressure provided by the prestressed anchor rod may be 10-1000kPa, the range of the confining pressure provided by the sprayed concrete and the steel frame may be 10-1000kPa, the range of the confining pressure provided by the two lining may be 20-1000kPa, the range of the cohesive force increased by grouting for reinforcing the rock wall may be 0-1MPa, the range of the internal friction angle increased by grouting for reinforcing the rock wall may be 10-60 °, and the range of the cohesive force increased by the prestressed anchor rod may be 0-1MPa. Also in this embodiment, the pre-stressed anchor may be replaced with a pull anchor.
Example 2
As shown in fig. 2, the present embodiment provides a stress flow conservation principle and a device for designing a tunnel structure of a cavern group, which includes a first acquisition module 701, a first calculation module 702 and a second calculation module 703.
The first obtaining module 701 is configured to obtain a first parameter and a second parameter; the first parameters comprise geological parameters before tunnel excavation and design parameters of two adjacent tunnels, wherein the two adjacent tunnels comprise a first tunnel and a second tunnel; the second parameters comprise the stress flow actually born by the rock wall between the two adjacent tunnels, the longitudinal length of the rock wall and the safety factor allowable range of the rock wall;
the first calculating module 702 is configured to calculate a thickness of the rock wall according to the first parameter;
the second calculating module 703 is configured to calculate parameters of the supporting structure of the rock wall according to the second parameter and the thickness of the rock wall.
The stress flow conservation principle is provided based on the stress balance thought, stress of each rock wall in the group hole can be conveniently and rapidly calculated by adopting the stress flow conservation principle, supporting measures are designed according to stability of the rock walls, and stability of the group hole is ensured; meanwhile, the design of the parameters of the supporting structure in the mode can reduce the calculated economic cost and improve the construction efficiency.
In a specific embodiment of the disclosure, the first computing module 702 may further include a first computing unit 7021.
The first calculating unit 7021 is configured to calculate the thickness of the rock wall by the formula (1), where the formula (1) is:
in the formula (1), d is the thickness of the rock wall; k (k) 2 Is a stability safety coefficient of the compression bar; sigma (sigma) 0 Initial ground stress before tunnel excavation; d (D) 1 The excavation span of the first tunnel is set; d (D) 2 A span of excavation for the second tunnel; mu is the height coefficient of the rock wall; h is the height of the rock wall; e is the elastic modulus of the surrounding rock.
In a specific embodiment of the disclosure, the second computing module 703 may further include an obtaining unit 7031 and a second computing unit 7032.
The obtaining unit 7031 is configured to obtain a third parameter, where the third parameter includes a compressive strength allowable range after the rock wall is reinforced, a compressive strength allowable range of sprayed concrete, a compressive strength allowable range of second-lining molded concrete, a thickness allowable range after the rock wall is reinforced, a thickness allowable range of the sprayed concrete, and a thickness allowable range of the second-lining molded concrete;
the second calculating unit 7032 is configured to determine parameters in a supporting structure of the rock wall according to the second parameter, the thickness of the rock wall, and the third parameter, where the parameters in the supporting structure of the rock wall include a compressive strength after reinforcement of the rock wall, a compressive strength of the sprayed concrete, a compressive strength of the two-lining molded concrete, a thickness after reinforcement of the rock wall, a thickness of the sprayed concrete, and a thickness of the two-lining molded concrete.
In a specific embodiment of the disclosure, the apparatus may further include a second acquisition module 704, a third calculation module 705, and a fourth calculation module 706.
The second obtaining module 704 is configured to obtain an area of the rock wall, an excavation span of the first tunnel, a longitudinal length of the first tunnel, an excavation span of the second tunnel, a longitudinal length of the second tunnel, and an initial ground stress before tunnel excavation;
the third calculation module 705 is configured to calculate an area of the first tunnel according to the excavation span of the first tunnel and the longitudinal length of the first tunnel, and calculate an area of the second tunnel according to the excavation span of the second tunnel and the longitudinal length of the second tunnel;
the fourth calculation module 706 is configured to add the area of the first tunnel, the area of the second tunnel, and the area of the rock wall to obtain a sum of areas, and multiply the sum of areas with the initial ground stress before the tunnel is excavated to obtain a stress flow actually born by the rock wall between the first tunnel and the second tunnel.
In a specific embodiment of the disclosure, the second computing module 703 may further include a third computing unit 7033.
The third calculating unit 7033 is configured to calculate parameters of the supporting structure of the rock wall according to formula (2), where the parameters of the supporting structure of the rock wall include a compressive strength of the reinforced rock wall, a compressive strength of sprayed concrete, a compressive strength of second-lining molded concrete, a thickness of the reinforced rock wall, a thickness of the sprayed concrete, and a thickness of the second-lining molded concrete, and the formula (2) is:
in the formula (2), K is the safety coefficient of the rock wall; q (Q) i The stress flow actually born for the rock wall; [ Sigma ] rc ]Compressive strength after reinforcing the rock wall; [ Sigma ] Sc ]Compressive strength of the shotcrete; [ Sigma ] lc ]Molding the compressive strength of the concrete for the second liner; d, d 1 The thickness of the rock wall after being reinforced; d, d 2 A thickness of the shotcrete; d, d 3 Molding the thickness of the concrete for the second lining; l is the longitudinal length of the rock wall.
In a specific embodiment of the disclosure, the third computing unit 7033 may further include a computing subunit 70331.
The calculating subunit 70331 is configured to calculate the compressive strength of the reinforced rock wall according to the formula (3), where the formula (3) is:
in the formula (3), p b Confining pressure provided for the prestressed anchor rod; p is p s Confining pressure provided for the sprayed concrete and the steel frame; p is p l Confining pressure provided for the second liner; c is the cohesive force of the rock wall; phi is the internal friction angle of the rock wall; c (C) g To reinforce the rock wall by groutingHigh cohesion; phi (phi) g To strengthen the internal friction angle of the rock wall by grouting; c (C) b The adhesive force of the rock wall is improved through the prestressed anchor rod.
It should be noted that, regarding the apparatus in the above embodiments, the specific manner in which the respective modules perform the operations has been described in detail in the embodiments regarding the method, and will not be described in detail herein.
Example 3
Corresponding to the above method embodiments, the embodiments of the present disclosure further provide a stress flow conservation principle and a device for designing a tunnel structure of a cavity group, and the stress flow conservation principle and the device for designing a tunnel structure of a cavity group described below and the stress flow conservation principle and the method for designing a tunnel structure of a cavity group described above may be referred to correspondingly.
FIG. 3 is a block diagram illustrating stress flow conservation principles and cavity group tunnel structure design apparatus 800, in accordance with an exemplary embodiment. As shown in fig. 3, the stress flow conservation principle and cavern group tunnel structure design apparatus 800 may include: a processor 801, a memory 802. The stress flow conservation principle and cavern group tunnel structure design apparatus 800 may further include one or more of a multimedia component 803, an input/output (I/O) interface 804, and a communication component 805.
The processor 801 is configured to control the stress flow conservation principle and the overall operation of the device 800 for designing a tunnel structure of a cavity group, so as to complete all or part of the steps in the stress flow conservation principle and the method for designing a tunnel structure of a cavity group. Memory 802 is used to store various types of data to support the operation of the stress flow conservation principle and cavern group tunnel structure design device 800, which may include, for example, instructions for any application or method operating on the stress flow conservation principle and cavern group tunnel structure design device 800, as well as application related data such as contact data, messages, pictures, audio, video, and the like. The Memory 802 may be implemented by any type or combination of volatile or non-volatile Memory devices, such as static random access Memory (Static Random Access Memory, SRAM for short), electrically erasable programmable Read-Only Memory (Electrically Erasable Programmable Read-Only Memory, EEPROM for short), erasable programmable Read-Only Memory (Erasable Programmable Read-Only Memory, EPROM for short), programmable Read-Only Memory (Programmable Read-Only Memory, PROM for short), read-Only Memory (ROM for short), magnetic Memory, flash Memory, magnetic disk, or optical disk. The multimedia component 803 may include a screen and an audio component. Wherein the screen may be, for example, a touch screen, the audio component being for outputting and/or inputting 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 through the communication component 805. The audio assembly further comprises at least one speaker for outputting audio signals. The I/O interface 804 provides an interface between the processor 801 and other interface modules, which may be a keyboard, mouse, buttons, etc. These buttons may be virtual buttons or physical buttons. The communication component 805 is configured to provide wired or wireless communication between the stress flow conservation principle and the cavern group tunnel structure design device 800 and other devices. Wireless communication, such as Wi-Fi, bluetooth, near field communication (Near FieldCommunication, NFC for short), 2G, 3G or 4G, or a combination of one or more thereof, the respective communication component 805 may thus comprise: wi-Fi module, bluetooth module, NFC module.
In an exemplary embodiment, the stress flow conservation principle and the cavity group tunnel structure design apparatus 800 may be implemented by one or more application specific integrated circuits (Application Specific Integrated Circuit, abbreviated as ASIC), digital signal processors (DigitalSignal Processor, abbreviated as DSP), digital signal processing devices (Digital Signal Processing Device, abbreviated as DSPD), programmable logic devices (Programmable Logic Device, abbreviated as PLD), field programmable gate arrays (Field Programmable Gate Array, abbreviated as FPGA), controllers, microcontrollers, microprocessors, or other electronic components for performing the stress flow conservation principle and cavity group tunnel structure design methods described above.
In another exemplary embodiment, a computer readable storage medium is also provided, comprising program instructions which, when executed by a processor, implement the steps of the stress flow conservation principle and the method of designing a tunnel structure of a cavern group described above. For example, the computer readable storage medium may be the memory 802 including program instructions executable by the processor 801 of the stress flow conservation principle and cavern group tunnel structure design device 800 to perform the stress flow conservation principle and cavern group tunnel structure design method described above.
Example 4
Corresponding to the above method embodiments, the disclosure further provides a readable storage medium, where the readable storage medium described below and the stress flow conservation principle and the tunnel structure design method of the cavity group described above may be referred to correspondingly.
A readable storage medium, on which a computer program is stored, which when being executed by a processor implements the stress flow conservation principle and the steps of the tunnel structure design method of the cavity group according to the above method embodiment.
The readable storage medium may be a usb disk, a removable hard disk, a Read-Only Memory (ROM), a random access Memory (Random Access Memory, RAM), a magnetic disk, or an optical disk, and the like.
The above description is only of the preferred embodiments of the present invention and is not intended to limit the present invention, but various modifications and variations can be made to the present invention by those skilled in the art. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (8)
1. The stress flow conservation principle and the tunnel structure design method of the grotto group are characterized by comprising the following steps:
acquiring a first parameter and a second parameter; the first parameters comprise geological parameters before tunnel excavation and design parameters of two adjacent tunnels, wherein the two adjacent tunnels comprise a first tunnel and a second tunnel; the second parameters comprise stress flow actually born by the rock wall between the two adjacent tunnels, the longitudinal length of the rock wall and the safety factor allowable range of the rock wall, and the design parameters comprise a compression bar stability safety factor;
according to the first parameter, calculating the thickness of the rock wall;
calculating parameters of a supporting structure of the rock wall according to the second parameters and the thickness of the rock wall;
wherein, according to the first parameter, calculate the thickness of rock wall, include:
calculating the thickness of the rock wall through a formula (1), wherein the formula (1) is as follows:
in the formula, d is the thickness of the rock wall; k (k) 2 Is a stability safety coefficient of the compression bar; sigma (sigma) 0 Initial ground stress before tunnel excavation; d (D) 1 The excavation span of the first tunnel is set; d (D) 2 A span of excavation for the second tunnel; mu is the height coefficient of the rock wall; h is the height of the rock wall; e is the elastic modulus of the surrounding rock.
2. The stress flow conservation principle and the tunnel structure design method of the cavern group according to claim 1, wherein the calculating the parameters of the supporting structure of the rock wall according to the second parameters and the thickness of the rock wall comprises:
obtaining a third parameter, wherein the third parameter comprises a compressive strength allowable range after the rock wall is reinforced, a compressive strength allowable range of sprayed concrete, a compressive strength allowable range of secondary lining molded concrete, a thickness allowable range after the rock wall is reinforced, a thickness allowable range of sprayed concrete and a thickness allowable range of secondary lining molded concrete;
and determining parameters in the supporting structure of the rock wall according to the second parameter, the thickness of the rock wall and the third parameter, wherein the parameters in the supporting structure of the rock wall comprise the compressive strength of the reinforced rock wall, the compressive strength of the sprayed concrete, the compressive strength of the secondary lining molded concrete, the thickness of the reinforced rock wall, the thickness of the sprayed concrete and the thickness of the secondary lining molded concrete.
3. The stress flow conservation principle and the tunnel structure design method of the cavern group according to claim 1, wherein the calculation of the stress flow actually born by the rock wall between the two adjacent tunnels comprises the following steps:
acquiring the area of the rock wall, the excavation span of the first tunnel, the longitudinal length of the first tunnel, the excavation span of the second tunnel, the longitudinal length of the second tunnel and the initial ground stress before tunnel excavation;
calculating to obtain the area of the first tunnel according to the excavation span of the first tunnel and the longitudinal length of the first tunnel, and calculating to obtain the area of the second tunnel according to the excavation span of the second tunnel and the longitudinal length of the second tunnel;
and adding the area of the first tunnel, the area of the second tunnel and the area of the rock wall to obtain the sum of the areas, and multiplying the sum of the areas by initial ground stress before tunnel excavation to obtain the stress flow actually born by the rock wall between the first tunnel and the second tunnel.
4. The stress flow conservation principle and the tunnel structure design method of the cavern group according to claim 1, wherein the calculating the parameters of the supporting structure of the rock wall according to the second parameters and the thickness of the rock wall comprises:
the parameters of the supporting structure of the rock wall are calculated through a formula (2), the parameters of the supporting structure of the rock wall comprise the compressive strength of the rock wall after reinforcement, the compressive strength of sprayed concrete, the compressive strength of two lining molded concrete, the thickness of the rock wall after reinforcement, the thickness of the sprayed concrete and the thickness of the two lining molded concrete, and the formula (2) is as follows:
in the formula (2), K is the safety coefficient of the rock wall;
qi is the stress flow actually borne by the rock wall; [ Sigma ] rc ]Compressive strength after reinforcing the rock wall; [ Sigma ] Sc ]Compressive strength of the shotcrete; [ Sigma ] lc ]Molding the compressive strength of the concrete for the second liner; d, d 1 The thickness of the rock wall after being reinforced; d, d 2 A thickness of the shotcrete; d, d 3 Molding the thickness of the concrete for the second lining; l is the longitudinal length of the rock wall.
5. The stress flow conservation principle and the tunnel structure design method of the cavern group according to claim 4, wherein the calculation of the compressive strength of the reinforced rock wall comprises the following steps:
the compressive strength of the reinforced rock wall is calculated through a formula (3), and the formula (3) is as follows:
in the formula (3), p b Confining pressure provided for the prestressed anchor rod; p is p s Confining pressure provided for the sprayed concrete and the steel frame; p is p l Confining pressure provided for the second liner; c is the cohesive force of the rock wall;an internal friction angle for the rock wall; c (C) g To consolidate the improved cohesion of the rock wall by grouting; />To strengthen the internal friction angle of the rock wall by grouting; c (C) b The adhesive force of the rock wall is improved through the prestressed anchor rod.
6. Stress flow conservation principle and tunnel group tunnel structure design device, its characterized in that includes:
the first acquisition module is used for acquiring a first parameter and a second parameter; the first parameters comprise geological parameters before tunnel excavation and design parameters of two adjacent tunnels, wherein the two adjacent tunnels comprise a first tunnel and a second tunnel; the second parameters comprise stress flow actually born by the rock wall between the two adjacent tunnels, the longitudinal length of the rock wall and the safety factor allowable range of the rock wall, and the design parameters comprise a compression bar stability safety factor;
the first calculation module is used for calculating the thickness of the rock wall according to the first parameter;
the second calculation module is used for calculating parameters of the supporting structure of the rock wall according to the second parameters and the thickness of the rock wall;
wherein the first computing module comprises:
a first calculating unit for calculating the thickness of the rock wall by the formula (4), wherein the formula (4) is:
in the formula, d is the thickness of the rock wall; k (k) 2 Is a stability safety coefficient of the compression bar; sigma (sigma) 0 Initial ground stress before tunnel excavation; d (D) 1 The excavation span of the first tunnel is set; d (D) 2 A span of excavation for the second tunnel; mu is the height coefficient of the rock wall; h is the height of the rock wall; e is the elastic modulus of the surrounding rock.
7. The stress flow conservation principle and cavern group tunnel structure design device according to claim 6, wherein the second calculation module comprises:
an obtaining unit, configured to obtain a third parameter, where the third parameter includes a compressive strength allowable range after the rock wall is reinforced, a compressive strength allowable range of sprayed concrete, a compressive strength allowable range of second-lining molded concrete, a thickness allowable range after the rock wall is reinforced, a thickness allowable range of the sprayed concrete, and a thickness allowable range of the second-lining molded concrete;
and the second calculation unit is used for determining parameters in the supporting structure of the rock wall according to the second parameter, the thickness of the rock wall and the third parameter, wherein the parameters in the supporting structure of the rock wall comprise the compressive strength of the reinforced rock wall, the compressive strength of the sprayed concrete, the compressive strength of the secondary lining molded concrete, the thickness of the reinforced rock wall, the thickness of the sprayed concrete and the thickness of the secondary lining molded concrete.
8. The stress flow conservation principle and cavern group tunnel structure design device according to claim 6, further comprising:
the second acquisition module is used for acquiring the area of the rock wall, the excavation span of the first tunnel, the longitudinal length of the first tunnel, the excavation span of the second tunnel, the longitudinal length of the second tunnel and the initial ground stress before tunnel excavation;
the third calculation module is used for calculating the area of the first tunnel according to the excavation span of the first tunnel and the longitudinal length of the first tunnel, and calculating the area of the second tunnel according to the excavation span of the second tunnel and the longitudinal length of the second tunnel;
and the fourth calculation module is used for adding the area of the first tunnel, the area of the second tunnel and the area of the rock wall to obtain the sum of areas, and multiplying the sum of areas by initial ground stress before tunnel excavation to obtain the stress flow actually born by the rock wall between the first tunnel and the second tunnel.
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