CN109681231B - Mobile fault section mining method tunnel displacement self-adaptive structure and installation method - Google Patents
Mobile fault section mining method tunnel displacement self-adaptive structure and installation method Download PDFInfo
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- 238000000034 method Methods 0.000 title claims abstract description 37
- 238000006073 displacement reaction Methods 0.000 title claims abstract description 30
- 238000005065 mining Methods 0.000 title claims abstract description 20
- 238000009434 installation Methods 0.000 title abstract description 8
- 239000011378 shotcrete Substances 0.000 claims abstract description 20
- 229910000831 Steel Inorganic materials 0.000 claims description 28
- 239000010959 steel Substances 0.000 claims description 28
- 239000000463 material Substances 0.000 claims description 25
- 239000011800 void material Substances 0.000 claims description 25
- 238000005381 potential energy Methods 0.000 claims description 11
- 230000006835 compression Effects 0.000 claims description 10
- 238000007906 compression Methods 0.000 claims description 10
- 239000004567 concrete Substances 0.000 claims description 9
- 238000013461 design Methods 0.000 claims description 9
- 230000008093 supporting effect Effects 0.000 claims description 8
- 238000005192 partition Methods 0.000 claims description 7
- 230000009471 action Effects 0.000 claims description 6
- 230000003044 adaptive effect Effects 0.000 claims description 6
- 238000004364 calculation method Methods 0.000 claims description 6
- 239000011150 reinforced concrete Substances 0.000 claims description 5
- 229910001220 stainless steel Inorganic materials 0.000 claims description 4
- 239000010935 stainless steel Substances 0.000 claims description 4
- 238000004088 simulation Methods 0.000 claims description 3
- 238000012360 testing method Methods 0.000 claims description 3
- 238000010008 shearing Methods 0.000 description 9
- 239000011435 rock Substances 0.000 description 8
- 238000010521 absorption reaction Methods 0.000 description 4
- 230000003139 buffering effect Effects 0.000 description 3
- 238000010276 construction Methods 0.000 description 3
- 238000013016 damping Methods 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 230000035939 shock Effects 0.000 description 3
- 239000002131 composite material Substances 0.000 description 2
- 239000011381 foam concrete Substances 0.000 description 2
- 230000006872 improvement Effects 0.000 description 2
- JEIPFZHSYJVQDO-UHFFFAOYSA-N iron(III) oxide Inorganic materials O=[Fe]O[Fe]=O JEIPFZHSYJVQDO-UHFFFAOYSA-N 0.000 description 2
- 238000011084 recovery Methods 0.000 description 2
- 238000005507 spraying Methods 0.000 description 2
- 230000000703 anti-shock Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 239000013013 elastic material Substances 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000001125 extrusion Methods 0.000 description 1
- 239000000945 filler Substances 0.000 description 1
- 230000007246 mechanism Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 210000003205 muscle Anatomy 0.000 description 1
- 238000012856 packing Methods 0.000 description 1
- 238000007711 solidification Methods 0.000 description 1
- 230000008023 solidification Effects 0.000 description 1
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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
- 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
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
- G06F2119/06—Power analysis or power optimisation
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Abstract
The invention discloses a mining method tunnel displacement self-adaptive structure of a movable fault section, which is characterized in that an anti-fault section is arranged on a section of a tunnel longitudinally crossing the movable fault and comprises sprayed concrete (1) and a secondary lining (2), the anti-fault section also comprises a filling layer arranged between the sprayed concrete (1) and the secondary lining (2), and the filling layer is of a semi-wrapping structure and comprises a bottom filling section arranged at the bottom of the tunnel and a side filling section arranged at the side of the tunnel; porous rubber (12) is arranged in the side filling section, a plurality of buttresses (11) are arranged in the bottom filling section at intervals, porous rubber (12) is arranged between every two adjacent buttresses (11), and the porous rubber (12) is of a structure after precompression treatment. The invention also discloses an installation method of the tunnel displacement self-adaptive structure by the movable fault section mining method. The displacement self-adaptive structure provides support for the tunnel structure and can reduce the structural misplacement.
Description
Technical Field
The invention belongs to the technical field of mine tunnels, and particularly relates to a movable fault section mine tunnel displacement self-adaptive structure and an installation method.
Background
The tunnel is built by adopting a mine method, and the tunnel structure generally adopts a composite lining. The composite lining mainly comprises an initial support and a secondary lining, wherein after surrounding rock is excavated, the initial support is formed by spraying concrete, an anchor rod and a steel frame, and after the deformation of the surrounding rock and the initial support structure is stable, concrete or reinforced concrete is poured to form the secondary lining.
When a tunnel is located in a weak fracture zone area by a mining method, particularly in a movable fault, the geological condition difference of surrounding rock is large, when stratum dislocation is caused by earthquake action or fault activity, the tunnel structure is subjected to great shearing action, particularly in a movable fault section, the dislocation of the tunnel structure of an upper stratum and a lower stratum is large, and structural damage is extremely easy to occur.
The conventional damping layer can buffer the vibration of the tunnel structure to a certain extent, and when the amount of the dislocation is larger, the vibration exceeds the buffering range of the damping layer material, so that the tunnel structure cannot be recovered. The prior patent 'anti-shock absorption structure of a cross-movable fault tunnel' (application number: 200910058875.6) adopts a filling layer with low elastic modulus between a secondary lining structure of the tunnel and sprayed concrete, and utilizes a foam concrete layer as a filling material of a shock absorption area so as to reduce the extrusion force of surrounding rock to the tunnel when fault dislocation occurs and avoid structural damage. The technology has the following problems: 1) Before the filling material is installed (or poured), the deformation of the primary support of the tunnel is stable, so that the filling material and the secondary lining generally do not bear surrounding rock pressure, only bear the actions of dead weight and internal operation load, the compression deformation generated by the filling material is very small and even negligible, and the buffering range is very limited; 2) Although the modulus of elasticity of the filling material is much lower than that of the lining concrete, the filling material is still a 'rigid' material and is not subjected to 'precompression', so that when the fault is relatively dislocated up and down, the bottom of the tunnel on the sinking side and the filling layer are inevitably separated, and the tunnel lining is subjected to great shearing force and then is broken. Similarly, when the fault is relatively dislocated left and right, the side portion of a tunnel on one side and the filling layer are inevitably separated, and the tunnel structure may be broken due to excessive shearing force.
Disclosure of Invention
Aiming at the defects or improvement demands of the prior art, the invention provides a tunnel displacement self-adaptive structure of a movable fault section mining method and an installation method, which form a supporting effect on a tunnel structure of a void area, reduce the structural misplacement and avoid the dislocation of the tunnel structure caused by overlarge shearing force.
In order to achieve the above purpose, the invention provides a mining tunnel displacement self-adaptive structure with a movable fault section, wherein an anti-fault area is arranged on a section of a tunnel longitudinally crossing the movable fault and comprises sprayed concrete and a secondary lining, the anti-fault area also comprises a filling layer arranged between the sprayed concrete and the secondary lining, and the filling layer is of a semi-wrapping structure and comprises an bottom filling section arranged at the bottom of the tunnel and a side filling section arranged at the side edge of the tunnel;
the side filling section is internally provided with porous rubber, the bottom filling section is internally provided with a plurality of buttresses at intervals, porous rubber is arranged between every two adjacent buttresses, the porous rubber is of a structure after precompression treatment, and the porous rubber releases elastic potential energy to be used for providing support for a tunnel structure in a void area to reduce structural dislocation.
Further, a frame is arranged in the filling layer, a plurality of through holes are formed in the frame, the direction of the through holes is perpendicular to the tunnel, and the porous rubber is arranged in the through holes.
Further, steel plates for compressing the porous rubber are arranged at the top and the bottom of the porous rubber, fine steel wires for enabling the porous rubber to be in a compressed state are wrapped on the peripheries of the steel plates at the bottom and the steel plates at the top, and the fine steel wires are perpendicular to the cross section of the porous rubber.
Further, the maximum compression ratio and the elastic modulus of the porous rubber are matched with the dislocation amount of the movable fault and the load supported by the movable fault.
Further, the location of the lateral fill segment is determined from the direction of fault dislocation in the project engineering geological survey report.
Further, the top of buttress is laminated with tunnel inverted arch, the bottom with be equipped with between the shotcrete and plant the muscle.
Further, a partition plate is arranged between the porous rubber and the secondary lining of the tunnel.
As another aspect of the present invention, there is provided a method for installing a tunnel displacement adaptive structure of a movable fault section mining method, comprising the steps of:
s1, determining L and delta, wherein L is the length of a void, delta is the gap between a void filling material and a secondary lining of a tunnel, and carrying out numerical simulation on a tunnel structure adopting a conventional rigid filling material according to the dislocation amount of a movable fault in an engineering geological survey report to obtain L and delta, wherein the thickness H of the conventional rigid filling material is a known amount;
s2, according to two parameters of the clearance delta and the thickness H of the filling layer, the elastic modulus of the porous rubber is initially selected, so that the filling layer containing the porous rubber can bear the upper load of the filling layer in a compressed state under the condition that the clearance delta and the thickness H of the filling layer are the clearance delta, and the porous rubber can fill the clearance delta after the elastic potential energy is released;
s3, carrying out a mechanical test on the porous rubber to obtain a pressure-deformation curve of the porous rubber;
s4, uniformly arranging a plurality of buttresses at intervals within the length range of the void area, so that the tunnel forms a multi-span continuous beam structure, the spacing arrangement of the buttresses meets the deformation requirement of the tunnel structure under traffic load, and the stress of the secondary lining structure is calculated;
s5, after the checking calculation is carried out to break, the porous rubber and the support piers are used for supporting the deformation and structural stress when the secondary lining structure is supported, if the filling layer obtained by the porous rubber initially selected in the step S2 and the support pier spacing determined in the step S4 cannot meet the requirements, the spacing of the support piers is adjusted or the elastic modulus of the porous rubber is changed until the requirements are met;
s6, when no fault exists in checking, the secondary lining is stressed and deformed under the action of the counter force of the porous rubber;
s7, obtaining design parameters of the secondary lining according to the calculation results of S4, S5 and S6, wherein the design parameters comprise structure thickness, concrete strength grade, steel bar configuration and the like;
s8, adopting thin steel wires and steel plates to compress the porous rubber blocks to the required height H in a factory;
s9, after the tunnel sprayed concrete reaches the design strength, pouring reinforced concrete buttresses on site, fixedly mounting the segmented porous rubber at a designated position through a stainless steel frame, mounting a partition plate at the top of a rubber block, and finally pouring a secondary lining.
In general, the above technical solutions conceived by the present invention, compared with the prior art, enable the following beneficial effects to be obtained:
(1) According to the mine tunnel displacement self-adaptive structure of the movable fault section, the fault-prevention area is formed by the filling layer between the secondary lining structure of the tunnel and the sprayed concrete and is formed by the filling layer, the porous rubber is used as the filling material, when the fault is relatively dislocated to cause the void of the tunnel structure and the filling layer, the elastic potential energy of the precompressed rubber is released to form a supporting effect on the tunnel structure of the void area, the structural fault amount is reduced, and the fault of the tunnel structure caused by overlarge shearing force is avoided.
(2) According to the self-adaptive structure for the displacement of the tunnel by the mining method of the movable fault section, the displacement of the porous rubber in the non-compression direction is limited through the frame, so that the influence on the use effect caused by the displacement of the porous rubber in the construction is prevented, and the compression and elastic recovery of the porous rubber in the direction perpendicular to the secondary lining direction of the tunnel are ensured.
(3) The self-adaptive structure for tunnel displacement by the mining method of the movable fault section has the advantages that the existing filling material for the shock absorption layer has small compression deformation and very limited buffering range, when fault dislocation amount is large, the shock absorption layer cannot rebound to cause the void of a tunnel structure, and the self-adaptive structure adopts thin steel wires to fix precompressed porous rubber, so that the self-adaptive structure is extremely easy to rust, corrode and break in the operation period, and therefore elastic potential energy is released when the tunnel structure is void, and the tunnel structure is supported.
(4) The installation method of the movable fault section mine method tunnel displacement self-adaptive structure is suitable for the movable fault section mine method tunnel, can set a filling layer position according to the actual fault dislocation condition, determine the mechanical parameters and arrangement of porous rubber and the like, and is material-saving and simple and convenient to construct compared with the existing damping layer full-ring arrangement buffer material.
Drawings
FIG. 1 is a schematic view of a tunnel displacement adaptive structure along a tunnel longitudinal section by a mining method of an active fault section according to an embodiment of the present invention;
FIG. 2 is a schematic illustration of a cross-sectional configuration of A-A of FIG. 1;
FIG. 3 is a schematic view of the cross-sectional configuration B-B of FIG. 1;
FIG. 4 is a partial detail view at C in FIG. 2;
FIG. 5 is a schematic vertical section view showing a void of a tunnel structure caused by fault dislocation according to an embodiment of the present invention;
FIG. 6 is a layout of a packing layer porous rubber block mounted on a stainless steel frame according to an embodiment of the present invention.
Like reference numerals denote like technical features throughout the drawings, in particular: 1-spraying concrete; 2-secondary lining; 3-a rigid filler material; 11-buttress; 12-cellular rubber; 13-a frame; 14-separator.
Detailed Description
The present invention will be described in further detail with reference to the drawings and examples, in order to make the objects, technical solutions and advantages of the present invention more apparent. It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the scope of the invention. In addition, the technical features of the embodiments of the present invention described below may be combined with each other as long as they do not collide with each other.
Fig. 1 is a schematic view of a tunnel displacement adaptive structure along a tunnel longitudinal section by a mining method of an active fault section according to an embodiment of the present invention. As shown in FIG. 1, FIG. 2 is a schematic illustration of a cross-sectional configuration of A-A in FIG. 1. FIG. 3 is a schematic view of the cross-sectional configuration B-B of FIG. 1. As shown in fig. 1, 2 and 3, the mine tunnel displacement self-adaptive structure of the movable fault section is provided with an anti-fault region longitudinally crossing the movable fault section, the anti-fault region is provided with sprayed concrete 1, a secondary lining 2 and a filling layer arranged between the sprayed concrete 1 and the secondary lining 2, and the setting of the filling layer is used for forming a supporting effect on a tunnel structure of a void region, reducing the structural fault amount and avoiding the fault of the tunnel structure caused by overlarge shearing force.
The filling layer is of a semi-wrapping structure and comprises a filling section arranged at the bottom and at the side of the tunnel, and the azimuth of the filling section at the side is determined according to the dislocation direction of faults in a concrete project engineering geological survey report. For example, the upper disc of the fault moves leftwards and downwards relative to the section of the tunnel structure, the bottom and the left side of the tunnel structure where the upper disc is positioned are subjected to void, and the filling layer is arranged at the bottom and the left side of the tunnel; in contrast, if the upper disc of the fault moves rightwards and downwards relative to the end face of the tunnel structure, the bottom and the right side of the tunnel structure where the upper disc is located are in a void state, and the filling layer is arranged on the right side of the tunnel.
The filling layer is internally provided with a buttress 11 and porous rubber 12, wherein the buttress 11 is only arranged at the bottom of the tunnel, and is arranged between the shotcrete 1 and the secondary lining 2 at the bottom of the tunnel at intervals and used for supporting the tunnel structure and internal operation load; preferably, the buttresses 11 are of reinforced concrete construction, ensuring that the tunnel provides a rigid stable support under normal operating conditions.
Preferably, the top of the buttress 11 is attached to the inverted arch of the tunnel, and a planted rib is arranged between the bottom of the buttress and the sprayed concrete 1, so that the buttress 11 is well fixed and is prevented from moving or shaking by realizing the solidification between the buttress and the sprayed concrete 1 through the planted rib.
The porous rubber 12 is arranged between the adjacent buttresses 11, the porous rubber 12 is an elastic material, the porous rubber 12 is subjected to precompression treatment, the porous rubber 12 is arranged between the shotcrete 1 and the secondary lining 2 in a compressed state, when rock bodies on two sides of a fault plane are displaced relatively along the fault plane to cause the dislocation of a tunnel structure, the porous rubber 12 in the compressed state releases elastic potential energy to support the tunnel structure in a void area, the structural dislocation amount is reduced, and the dislocation of the tunnel structure caused by overlarge shearing force is avoided.
The porous rubber 12 provides elastic support, the porous rubber 12 is larger in deformation under the condition of the same stress as that of the flexible material compared with the rigid filling material, if the porous rubber 12 is arranged in the filling layer, the condition that the stress deformation of the tunnel structure exceeds the limit or the settlement is overlarge can occur, the buttresses 11 are arranged between the porous rubber 12 at intervals, the rigid support is provided, and the deformation requirement of the tunnel structure under traffic load is met.
The maximum compression ratio and the elastic modulus of the porous rubber 12 are matched with the dislocation amount of the movable fault and the supported load thereof, so that the upper load of the porous rubber can be supported under the compression state, the deformation requirement of the tunnel structure is met, the hollow tunnel structure can be supported under the release of elastic potential energy state, the dislocation amount of the tunnel structure is reduced to the greatest extent, the structural damage of the tunnel structure is avoided, and the integrity of the tunnel structure is ensured.
Fig. 4 is a partial detail view at C in fig. 2. As shown in fig. 4, a partition 14 is provided between the porous rubber 12 and the tunnel lining 2, and the partition 14 is used for preventing concrete from entering the filling layer when the secondary lining structure of the tunnel is constructed.
FIG. 5 is a schematic vertical section of a tunnel structure void caused by fault dislocation according to an embodiment of the present invention. As shown in fig. 5, a frame 13 is arranged in the filling layer, a plurality of through holes are arranged in the frame 13, the direction of the through holes is perpendicular to the secondary lining direction of the tunnel, the porous rubber 12 is arranged in the through holes, displacement of the precompressed porous rubber 12 in the non-compression direction is limited by the frame 13, the porous rubber is prevented from deflecting in construction to influence the use effect, and compression and elastic recovery of the porous rubber in the direction perpendicular to the secondary lining direction of the tunnel are ensured.
Preferably, steel plates are arranged at the top and the bottom of the pre-compressed porous rubber 12, and the steel plates at the top and the bottom are connected through thin steel wires to fix the pre-compressed porous rubber 12, so that the porous rubber 12 is kept in a compressed state, and the thin steel wires are perpendicular to the cross section of the porous rubber 12, thereby facilitating the installation of the porous rubber 12 and keeping the compressed state of the porous rubber 12 after the installation; because the thin steel wire is easy to rust, etch and fracture in the tunnel operation shorter time, the constraint on the porous rubber 12 is relieved, the porous rubber 12 releases elastic potential energy, when fault breaks, the tunnel structure is empty, the porous rubber 12 realizes the elastic support on the secondary lining 2, the structural fault quantity is reduced, and the fault damage of the tunnel structure caused by overlarge shearing force is avoided.
The working mechanism of the tunnel displacement self-adaptive structure for the movable fault section mining method, which is disclosed by the invention, is as follows: when the tunnel structure and traffic load are supported by the buttress and the thin steel wires are rusted and broken to release the elasticity of the porous rubber, the tunnel structure at the upper part of the tunnel structure is restrained by surrounding rock and cannot be displaced; when the rock mass on two sides of the fault plane is relatively displaced along the fault plane, the dislocation of the tunnel structure is further caused, the tunnel structure and the filling layer on the bottom of the tunnel and on the corresponding side are in void, the distance between the tunnel structure and the sprayed concrete on the bottom of the filling layer is increased, the porous rubber block releases elastic potential energy, a supporting effect is formed on the tunnel structure in the void area, the structural dislocation amount is reduced, and the dislocation of the tunnel structure caused by overlarge shearing force is avoided.
FIG. 5 is a schematic vertical section of a tunnel structure void caused by fault dislocation according to an embodiment of the present invention. As shown in fig. 5, the method for installing the tunnel displacement self-adaptive structure by the mining method of the movable fault section specifically comprises the following steps:
s1, determining L and delta, wherein L is the length of a void, delta is the gap between a void filling material and a secondary lining of a tunnel, and carrying out numerical simulation on a tunnel structure adopting a conventional rigid filling material according to the dislocation amount of a movable fault in an engineering geological survey report to obtain L and delta, wherein the thickness H of the conventional rigid filling material is a known amount;
s2, according to two parameters of the clearance delta and the thickness H of the filling layer, the elastic modulus of the porous rubber is initially selected, so that the filling layer containing the porous rubber can bear the upper load of the filling layer in a compressed state under the condition that the clearance delta and the thickness H of the filling layer are the clearance delta, and the porous rubber can fill the clearance delta after the elastic potential energy is released;
s3, carrying out a mechanical test on the porous rubber to obtain a pressure-deformation curve of the porous rubber;
s4, uniformly arranging a plurality of buttresses at intervals within the length range of the void area, so that the tunnel forms a multi-span continuous beam structure, the spacing arrangement of the buttresses meets the deformation requirement of the tunnel structure under traffic load, and the stress of the secondary lining structure is calculated;
s5, after the checking calculation is carried out to break, the porous rubber and the support piers are used for supporting the deformation and structural stress when the secondary lining structure is supported, if the filling layer obtained by the porous rubber initially selected in the step S2 and the support pier spacing determined in the step S4 cannot meet the requirements, the spacing of the support piers is adjusted or the elastic modulus of the porous rubber is changed until the requirements are met;
s6, when no fault exists in checking, the secondary lining is stressed and deformed under the action of the counter force of the porous rubber;
s7, obtaining design parameters of the secondary lining according to the calculation results of S4, S5 and S6, wherein the design parameters comprise structure thickness, concrete strength grade, steel bar configuration and the like;
s8, adopting thin steel wires and steel plates to compress the porous rubber blocks to the required height H in a factory;
s9, after the tunnel sprayed concrete reaches the design strength, pouring reinforced concrete buttresses on site, fixedly mounting the segmented porous rubber at a designated position through a stainless steel frame, mounting a partition plate at the top of a rubber block, and finally pouring a secondary lining.
The thickness of the conventional rigid filling material in the step S1 is, for example, a foam concrete with a low elastic modulus is used as the filling material, and the thickness is generally 0.2-0.5m.
It will be readily appreciated by those skilled in the art that the foregoing description is merely a preferred embodiment of the invention and is not intended to limit the invention, but any modifications, equivalents, improvements or alternatives falling within the spirit and principles of the invention are intended to be included within the scope of the invention.
Claims (7)
1. The method for installing the movable fault section mine tunnel displacement self-adaptive structure is realized by applying the movable fault section mine tunnel displacement self-adaptive structure, wherein the movable fault section mine tunnel displacement self-adaptive structure is provided with an anti-fault area in the longitudinal direction of a tunnel and spans the section of a movable fault, the anti-fault area comprises sprayed concrete (1) and a secondary lining (2), the anti-fault area also comprises a filling layer arranged between the sprayed concrete (1) and the secondary lining (2), and the filling layer is of a semi-wrapping structure and comprises a bottom filling section arranged at the bottom of the tunnel and a side filling section arranged at the side edge of the tunnel;
porous rubber (12) is arranged in the side filling section, a plurality of buttresses (11) are arranged in the bottom filling section at intervals, porous rubber (12) is arranged between every two adjacent buttresses (11), the porous rubber (12) is of a structure after precompression treatment, and the porous rubber (12) releases elastic potential energy to be used for providing support for a void area tunnel structure so as to reduce structural dislocation;
the method is characterized by comprising the following steps of:
s1, determining L and delta, wherein L is the length of a void, delta is the gap between a void filling material and a secondary lining of a tunnel, and carrying out numerical simulation on a tunnel structure adopting a conventional rigid filling material according to the dislocation amount of a movable fault in an engineering geological survey report to obtain L and delta, wherein the thickness H of the conventional rigid filling material is a known amount;
s2, according to two parameters of the clearance delta and the thickness H of the filling layer, the elastic modulus of the porous rubber (12) is initially selected, so that the filling layer containing the porous rubber (12) can bear the upper load of the filling layer in a compressed state under the condition that the clearance delta and the thickness H of the filling layer are equal, and the porous rubber can fill the clearance delta after the elastic potential energy is released;
s3, carrying out a mechanical test on the porous rubber to obtain a pressure-deformation curve of the porous rubber;
s4, uniformly arranging a plurality of buttresses at intervals within the length range of the void area, so that the tunnel forms a multi-span continuous beam structure, the spacing arrangement of the buttresses meets the deformation requirement of the tunnel structure under traffic load, and the stress of the secondary lining structure is calculated;
s5, after the checking calculation is carried out to break, the porous rubber and the support piers are used for supporting the deformation and structural stress when the secondary lining structure is supported, if the filling layer obtained by the porous rubber initially selected in the step S2 and the support pier spacing determined in the step S4 cannot meet the requirements, the spacing of the support piers is adjusted or the elastic modulus of the porous rubber is changed until the requirements are met;
s6, when no fault exists in checking, the secondary lining is stressed and deformed under the action of the counter force of the porous rubber;
s7, obtaining design parameters of the secondary lining according to the calculation results of S4, S5 and S6, wherein the design parameters comprise structure thickness, concrete strength grade, steel bar configuration and the like;
s8, adopting thin steel wires and steel plates to compress the porous rubber blocks to the required height H in a factory;
s9, after the tunnel sprayed concrete reaches the design strength, pouring reinforced concrete buttresses on site, fixedly mounting the segmented porous rubber at a designated position through a stainless steel frame, mounting a partition plate at the top of a rubber block, and finally pouring a secondary lining (2).
2. The method for installing the tunnel displacement self-adaptive structure by the movable fault section mining method according to claim 1, wherein a frame (13) is arranged in the filling layer, a plurality of through holes are formed in the frame (13), the direction of the through holes is perpendicular to the tunnel, and the porous rubber (12) is arranged in the through holes (3).
3. The method for installing the tunnel displacement adaptive structure according to the mining method of the movable fault section according to claim 1, wherein the top and the bottom of the porous rubber are provided with steel plates for compressing the porous rubber, and the steel plates at the bottom and the outer circumferences of the steel plates at the top are wrapped with thin steel wires for keeping the porous rubber in a compressed state, the thin steel wires being perpendicular to the cross section of the porous rubber.
4. The method for installing a tunnel displacement adaptive structure for a mining method of an active fault section according to claim 1, wherein the maximum compression ratio and the elastic modulus of the porous rubber (12) are matched with the dislocation amount of the active fault and the load supported by the porous rubber.
5. The method for installing a mobile fault section mining tunnel displacement adaptive structure according to claim 1, wherein the position of the side filling section is determined according to the dislocation direction of faults in project engineering geological survey reports.
6. The method for installing the tunnel displacement self-adaptive structure by the movable fault section mining method according to claim 1, wherein the top of the buttress (11) is attached to the inverted arch of the tunnel, and the steel planting bars are arranged between the bottom of the buttress and the sprayed concrete (1).
7. The method for installing the tunnel displacement self-adaptive structure by the movable fault section mining method according to claim 1, wherein a partition plate (14) is arranged between the porous rubber (12) and the tunnel secondary lining (2).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910070053.3A CN109681231B (en) | 2019-01-24 | 2019-01-24 | Mobile fault section mining method tunnel displacement self-adaptive structure and installation method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910070053.3A CN109681231B (en) | 2019-01-24 | 2019-01-24 | Mobile fault section mining method tunnel displacement self-adaptive structure and installation method |
Publications (2)
| Publication Number | Publication Date |
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| CN109681231A CN109681231A (en) | 2019-04-26 |
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| CN112065432B (en) * | 2020-09-14 | 2023-05-02 | 浙江华东工程咨询有限公司 | Tunnel structure penetrating through movable fault fracture zone and construction method thereof |
| CN112487521B (en) * | 2020-11-03 | 2023-06-02 | 重庆大学 | Tunnel reconstruction engineering BIM modeling method and system based on point cloud |
| CN114704288B (en) * | 2022-05-18 | 2022-11-29 | 华中科技大学 | A shock attenuation is from restoring to throne tunnel structure for broken area of fault |
| CN115961972A (en) * | 2022-12-12 | 2023-04-14 | 中铁西北科学研究院有限公司 | Prefabricated inverted arch structure suitable for expansive rock tunnel and implementation method |
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