CN112065432B - Tunnel structure penetrating through movable fault fracture zone and construction method thereof - Google Patents
Tunnel structure penetrating through movable fault fracture zone and construction method thereof Download PDFInfo
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- 238000010276 construction Methods 0.000 title claims description 29
- 230000000149 penetrating effect Effects 0.000 title abstract description 14
- 230000008093 supporting effect Effects 0.000 claims abstract description 58
- 238000006073 displacement reaction Methods 0.000 claims abstract description 25
- 230000000087 stabilizing effect Effects 0.000 claims abstract description 6
- 229910000831 Steel Inorganic materials 0.000 claims description 40
- 239000010959 steel Substances 0.000 claims description 40
- 239000004567 concrete Substances 0.000 claims description 34
- 230000005641 tunneling Effects 0.000 claims description 27
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 14
- 238000009412 basement excavation Methods 0.000 claims description 11
- 239000011435 rock Substances 0.000 claims description 9
- VYPSYNLAJGMNEJ-UHFFFAOYSA-N Silicium dioxide Chemical compound O=[Si]=O VYPSYNLAJGMNEJ-UHFFFAOYSA-N 0.000 claims description 8
- 239000006004 Quartz sand Substances 0.000 claims description 6
- 238000000034 method Methods 0.000 claims description 6
- 229920002635 polyurethane Polymers 0.000 claims description 6
- 239000004814 polyurethane Substances 0.000 claims description 6
- 239000002002 slurry Substances 0.000 claims description 6
- 230000015572 biosynthetic process Effects 0.000 claims description 4
- 238000005507 spraying Methods 0.000 claims description 3
- 239000007788 liquid Substances 0.000 claims description 2
- 239000000203 mixture Substances 0.000 claims description 2
- 230000000694 effects Effects 0.000 abstract description 10
- 230000008878 coupling Effects 0.000 description 18
- 238000010168 coupling process Methods 0.000 description 18
- 238000005859 coupling reaction Methods 0.000 description 18
- 239000000463 material Substances 0.000 description 6
- 230000000903 blocking effect Effects 0.000 description 3
- 239000011083 cement mortar Substances 0.000 description 3
- 230000002035 prolonged effect Effects 0.000 description 3
- 239000004568 cement Substances 0.000 description 2
- 238000005520 cutting process Methods 0.000 description 2
- 238000010030 laminating Methods 0.000 description 2
- 239000004576 sand Substances 0.000 description 2
- 238000007789 sealing Methods 0.000 description 2
- 230000002411 adverse Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000010485 coping Effects 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000009826 distribution Methods 0.000 description 1
- 238000007689 inspection Methods 0.000 description 1
- 230000003993 interaction Effects 0.000 description 1
- 239000011268 mixed slurry Substances 0.000 description 1
- 239000011259 mixed solution Substances 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 238000007711 solidification Methods 0.000 description 1
- 230000008023 solidification Effects 0.000 description 1
- 239000007921 spray Substances 0.000 description 1
- 230000001502 supplementing effect Effects 0.000 description 1
- 238000009423 ventilation Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/14—Layout of tunnels or galleries; Constructional features of tunnels or galleries, not otherwise provided for, e.g. portals, day-light attenuation at tunnel openings
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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
- E21D11/08—Lining with building materials with preformed concrete slabs
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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
-
- 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
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
- E21D11/385—Sealing means positioned between adjacent lining members
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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
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The application relates to a tunnel structure penetrating through a movable fault fracture zone, which is positioned in a stratum and spans across the movable fault fracture zone, and comprises a tunnel body, a flexible buffer layer and a flexible buffer layer, wherein the tunnel body spans across the movable fault fracture zone, the flexible buffer layer is arranged between the tunnel body and the movable fault fracture zone, and the tunnel body comprises a plurality of pipe joints which are formed by coaxially and sequentially splicing end to end; a supporting layer for stabilizing the broken belt is further arranged between the buffer layer and the movable fault broken belt, the supporting layer stretches across the movable fault broken belt, the supporting layer surrounds the pipe joint, and a supporting abutment for supporting the pipe joint is further arranged on the supporting layer. The utility model provides an effect that reduces the dislocation displacement of activity fault fracture area and directly transmits the force to the tunnel body.
Description
Technical Field
The application relates to the field of tunnel construction, in particular to a tunnel structure penetrating through a movable fault fracture zone and a construction method thereof.
Background
The movable faults can cause larger displacement of upper and lower trays of the faults in the continuous creeping process or the earthquake process, so that serious damage of tunnel lining, such as lining cracking, shearing damage, collapse and the like, is caused. Therefore, the lining structure of the tunnel in the movable fault fracture zone needs to consider the fault dislocation problem, and the fault dislocation is avoided to seriously damage the lining structure of the tunnel.
In order to cope with the adverse effect of movable faults on a tunnel structure, a primary lining is adopted before excavation, and then a secondary lining is adopted after excavation to form a usable tunnel, so that the structural bearing capacity of the tunnel is enhanced. The mode can deal with certain fault dislocation displacement to a certain extent, but structural stress caused by fault activity can directly act on the internal two-lining structure, and serious threat is caused to the safety of the two-lining structure.
In view of the above-mentioned related art, the inventors consider that the lining structure of the movable fault fracture in-band tunnel is not only capable of coping with a large fault displacement, but also is required to avoid the problem of stress concentration on the secondary lining structure of the tunnel, and the secondary lining is also required to be studied, and a lining form suitable for the structure is proposed.
Disclosure of Invention
To accommodate the movable displacement of the movable fault zone, the present application provides a tunnel structure that passes through the movable fault zone.
In a first aspect, the present application provides a tunnel structure passing through a movable fault fracture zone, which adopts the following technical scheme:
the tunnel structure penetrating through the movable fault breaking belt is positioned in a rock stratum and spans across the movable fault breaking belt, and comprises a tunnel body, a flexible buffer layer and a plurality of pipe joints, wherein the tunnel body and the flexible buffer layer are respectively arranged across the movable fault breaking belt, and the tunnel body comprises the plurality of pipe joints which are coaxially spliced end to end in sequence; a supporting layer for stabilizing the broken belt is further arranged between the buffer layer and the movable fault broken belt, the supporting layer stretches across the movable fault broken belt, the supporting layer surrounds the pipe joint, and a supporting abutment for supporting the pipe joint is further arranged on the supporting layer.
Through adopting above-mentioned technical scheme, span the broken area of activity fault's a sheath and be used for stabilizing the broken area of activity fault, can provide convenience and improve the security performance of construction for the construction of tunnel to provide stable space for the tunnel body. The support pier connected to the bottom of the inner wall of the support layer supports the pipe joint, so that a gap is reserved between the pipe joint and the support layer for filling the buffer layer, and the buffer layer is used for reducing the probability that acting force generated by deformation and displacement of the movable fault fracture zone is directly transmitted to the pipe joint, so that dislocation movement of the pipe joint is reduced. And slow down the tunnel body and take place the range of vibration when the tunnel body goes into use, improve the connection performance of tunnel body and support pier.
Optionally, the support pier is parallel to the axial setting of tunnel body, support pier includes with supporting layer fixed connection's concrete cap and connects the steel bracket between tube coupling and concrete cap, and the horizontal radial setting of tube coupling is followed to the length direction of concrete cap, and the concrete cap has a plurality of along tube coupling axial interval distribution, and every tube coupling corresponds twice concrete cap at least.
Through adopting above-mentioned technical scheme, the steel bracket is used for supporting the pipe joint, and the concrete cushion cap is used for supporting the steel bracket, and the concrete cushion cap that a plurality of intervals set up compares in a fashioned cushion cap structure of whole pouring has the displacement that adapts to the broken area of activity fault to reduce the probability that the concrete cushion cap was destroyed because the broken area displacement of activity fault leads to, ensure the supporting effect to the steel bracket.
Optionally, the top of steel support is the arc setting and laminating tube coupling bottom lateral wall.
Through adopting above-mentioned technical scheme, the pipe joint transversal personally submits annular setting, and steel support curved top can improve the area of contact between steel support and the pipe joint to improve the connection performance between steel support and the pipe joint.
Optionally, each concrete bearing platform is fixedly connected with a plurality of first buffer members for reducing radial movement of the steel arch along the pipe joint due to vibration of the pipe joint, and one end, away from the concrete bearing platform, of the first buffer members is fixedly connected with the steel arch.
Through adopting above-mentioned technical scheme, first bolster is the attenuator, and first bolster can improve the connectivity between steel support and the concrete cushion cap, slows down the radial vibration of pipe section vibration and messenger's steel support along the pipe section when the tunnel body put into use simultaneously, reduces the damage between steel support and pipe section and steel support and the concrete layer platform because the vibration leads to.
Optionally, a second buffer member for reducing radial vibration along the pipe section is further arranged between the pipe section and the supporting layer, one end of the second buffer member is fixedly connected with the outer side wall of the pipe section, and the opposite end of the second buffer member is fixedly connected with the supporting layer.
Through adopting above-mentioned technical scheme, the second bolster is the attenuator, and the second bolster is used for improving the linking property of tube coupling and supporting layer to can also slow down the vibration that the tunnel put into use produced, thereby improve the linking property between two adjacent tube couplings.
Optionally, the second buffer member is provided with a plurality of groups along the axial direction of the pipe section, and each group is at least two and symmetrically arranged.
Through adopting above-mentioned technical scheme, the second bolster that the symmetry set up can improve the stability that the tube coupling is located steel bow member for tube coupling atress is balanced, improves the stability of tube coupling.
Optionally, one end of the pipe joint is coaxially connected with a plug-in section, the other opposite section is coaxially provided with a receiving section, the outer side wall of the plug-in section is obliquely arranged, and the diameter of the outer side wall of the end, far away from the pipe joint, of the plug-in section is smaller than that of the outer side wall of the end, connected with the pipe joint; the bearing section is matched with the inserting section and is arranged on the inner wall of the bearing section, and a displacement space formed by a gap exists between the inserting section and the bearing section.
By adopting the technical scheme, the splicing section outer side wall that the slope set up and the adapting section that the cooperation splicing section digs the outer side wall slope are convenient for two adjacent tube coupling to connect. The adjacent two pipe sections extend into the bearing section through the inserting section, so that the bearing section is in inserting fit with the inserting section. When the tunnel body is subjected to the dislocation of the movable fault fracture zone, the displacement space between the inserting section and the receiving section is correspondingly changed, the dislocation displacement is shared to the multi-section pipe sections, the dislocation displacement of each pipe section is greatly reduced, the probability of occurrence of the dislocation of the rigid anti-movable fault fracture zone of the pipe section is reduced, the adaptability of the tunnel body to the dislocation of the movable fault fracture zone is improved, and therefore the service life of the tunnel body is prolonged.
Optionally, a water stop is arranged between the adjacent two pipe joint bearing sections and the inserting section, and the water stop is annularly arranged and cuts off the displacement space between the bearing sections and the inserting section.
By adopting the technical scheme, the water stop is flexible, and the water stop for cutting off the displacement space between the bearing section and the inserting section can improve the waterproof performance between two adjacent pipe sections.
In a second aspect, the present application further provides a construction method for a tunnel structure penetrating through a movable fault fracture zone, which adopts the following technical scheme:
a tunnel structure construction method of passing through the movable fault fracture zone comprises the following steps of taking the tunneling direction of a tunnel as a tunneling end, S1, constructing a supporting layer, S1-1, pre-supporting, pre-setting an advance anchor rod on the movable fault fracture zone, and pre-grouting liquid to stabilize the movable fault fracture zone; s1-2, performing primary support, then excavating a corresponding length, and arranging radial anchor rods on the excavated hole walls, installing a steel arch frame and spraying anchor for lining; s1-3 repeating the steps S-1 and S1-2 until a supporting layer crossing the movable fault fracture zone is formed;
s2, supporting pier construction;
s3, constructing a tunnel body, installing the pipe joints, wherein the pipe joints are connected in an inserting and matching mode by adopting a jack pushing mode, pushing a section of pipe joint farthest from a tunneling end and a section of pipe joint close to the tunneling end in two batches, wherein the first batch is a plurality of pipe joints close to the tunneling end, and the section of pipe joint farthest from the tunneling end is a second pipe; the second batch is a section of pipe joint furthest from the tunneling end; during the first pushing, the jack is arranged at one end of the second pipe far away from the tunneling end, and the end part of the pipe joint far away from one end of the jack is propped against the rock mass of the tunneling end. After the first pushing is finished, a space for a constructor to enter in and out between the pipe joint and the support layer is reserved at one end of the second pipe far away from the tunneling end; s3-2, mounting a second buffer piece; s3-3, pushing the first pipe to form a tunnel body and closing the access space.
S4, mixing quartz sand and polyurethane slurry, and then injecting the mixture into a space between the support layer and the outer side wall of the pipe joint to form a buffer layer.
By adopting the technical scheme, the tunnel structure penetrating through the movable fault fracture zone is formed by construction personnel conveniently.
Optionally, in step S1, the diameter of the excavation corresponding to the region of the supporting layer is greater than the diameter of the excavation corresponding to the region of the supporting layer.
By adopting the technical scheme, construction personnel can conveniently perform construction operation.
In summary, the present application includes at least one of the following beneficial technical effects:
the supporting layer crossing the movable fault breaking belt is used for stabilizing the movable fault breaking belt, can facilitate the construction of the tunnel and improve the safety performance of the construction, and provides a stable space for the tunnel body. The support pier connected to the bottom of the inner wall of the support layer is used for supporting the pipe joint, so that a gap is reserved between the pipe joint and the support layer for filling the buffer layer, and the buffer layer is used for reducing the acting force generated by deformation and displacement of the movable fault fracture zone to be directly transmitted to the pipe joint, so that dislocation movement of the pipe joint is reduced. The vibration amplitude of the tunnel body is slowed down when the tunnel body is put into use, and the connection performance of the tunnel body and the supporting abutment is improved;
the outer side wall of the obliquely arranged plug-in section and the bearing section matched with the plug-in section to dig the inclined outer side wall are convenient for connecting the adjacent two pipe sections. The adjacent two pipe sections extend into the bearing section through the inserting section, so that the bearing section is in inserting fit with the inserting section. When the tunnel body is subjected to the dislocation of the movable fault fracture zone, the displacement space between the inserting section and the receiving section is correspondingly changed, the dislocation displacement is shared to a plurality of sections of pipe joints, the dislocation displacement of each pipe joint is greatly reduced, the probability of the occurrence of the dislocation of the rigid of the pipe joint against the movable fault fracture zone is reduced, the adaptability of the tunnel body to the dislocation of the movable fault fracture zone is improved, and the service life of the tunnel body is prolonged;
the water stop is flexible, and the water stop for cutting off the displacement space between the bearing section and the inserting section can improve the waterproof performance between two adjacent pipe sections.
Drawings
FIG. 1 is a schematic diagram of the overall operating mode structure of the present application.
Fig. 2 is an enlarged schematic view of the structure at a in fig. 1.
FIG. 3 is a schematic view of the working condition structure of the plugging section and the receiving section of the present application.
FIG. 4 is a schematic cross-sectional view of A-A in FIG. 1.
FIG. 5 is a schematic view of the structure of the support abutment of the present application.
Reference numerals illustrate: 1. a rock formation; 2. a movable fault breaking belt; 3. a tunnel body; 4. a buffer layer; 5. a supporting layer; 6. a pipe section; 7. a plug section; 8. a receiving section; 9. a water stop; 10. supporting the abutment; 11. a concrete bearing platform; 12. checking the vent hole; 13. a steel bracket; 14. a first buffer member; 15. a second buffer member; 16. a tunneling end; 17. a first pipe; 18. a second pipe; 19. grouting holes.
Detailed Description
The present application is described in further detail below in conjunction with figures 1-5.
The embodiment of the application discloses a tunnel structure penetrating through a movable fault fracture zone. Referring to fig. 1 and 2, a movable fracture zone 2 positioned within a rock formation 1 and spanning the formation includes a tunnel body 3, a buffer layer 4, and a supporting sheath 5.
The tunnel body 3 comprises a plurality of pipe joints 6 which are sequentially and coaxially spliced. The pipe section 6 can be prefabricated, a grouting hole 19 penetrating through the pipe wall of the pipe section 6 is formed in the top end of part of the pipe section 6, and a ventilation check hole 20 penetrating through the pipe section 6 is formed in one side of the grouting hole 19.
Referring to fig. 1 and 3, the cross section of the pipe joint 6 is annular, one end of the pipe joint 6 is coaxially and fixedly connected with a plug-in section 7, and the other opposite end is coaxially and fixedly connected with a receiving section 8.
The inside wall parallel and level setting of grafting section 7 and the inside wall parallel and level setting of tube coupling 6, the lateral wall slope setting of grafting section 7, the diameter that the one end was kept away from to the grafting section 7 lateral wall is less than the one end lateral wall diameter of being connected with place tube coupling 6.
The outer side wall of the bearing section 8 is flush with the outer side wall of the pipe joint 6, the inner side wall of the bearing section 8 is provided with a connecting port in a bucket shape, the diameter of one end of the connecting port, which is close to the pipe joint 6, is larger than the diameter of the inner wall of the pipe joint 6, and the diameter of one end of the connecting port, which is far away from the pipe joint 6, is larger than the diameter of one end of the connecting port, which is close to the pipe joint 6.
When two adjacent pipe sections 6 are connected, the inserting section 7 of one pipe section 6 coaxially stretches into the connecting port of the receiving section 8 of the other pipe section 6, and a movable space formed by a gap exists between the outer side wall of the receiving section 8 and the inner side wall of the inserting section 7. When the tunnel body 3 is acted by the movable fault fracture zone 2, relative dislocation displacement occurs between two adjacent pipe sections 6, and the dislocation displacement is distributed on each pipe section 6, so that the dislocation displacement of the pipe sections 6 is reduced, the probability of occurrence of dislocation of the movable fault fracture zone 2 due to rigidity of the pipe sections 6 is reduced, the adaptability of the tunnel body 3 to dislocation of the movable fault fracture zone 2 is improved, and the service life of the tunnel body 3 is prolonged.
A plurality of water stops 9 are arranged in the movable space between the connection section 8 and the plug-in section 7, four water stops 9 can be arranged at the connection position of two adjacent pipe sections 6, one end of each water stop 9 is fixedly connected with the connection section 8 or the plug-in section 7, and the opposite end is correspondingly propped against the connection section 7 or the connection section 8. The water stop 9 is arranged in an annular shape and shields the gap between the bearing section 8 and the inserting section 7 of the adjacent two pipe sections 6, so that the sealing performance between the adjacent two pipe sections 6 is improved.
Referring to fig. 1 and 4, the diameter of the inner wall of the sheath 5 is larger than the diameter of the outer wall of the tube segment 6. A plurality of groups of second buffer pieces 15 are arranged between the support layer 5 and the pipe joint 6 at intervals along the axial direction of the pipe joint 6, two second buffer pieces 15 are oppositely arranged in each group, the second buffer pieces 15 can be dampers, and the second buffer pieces 15 are arranged in parallel with the radial direction of the pipe joint 6 and horizontally. The second bolster 15 one end and tube coupling 6 fixed connection, the opposite other end and supporting layer 5 fixed connection, the second bolster 15 can improve the connectivity between supporting layer 5 and the tube coupling 6 to can also slow down the horizontal vibration that tunnel body 3 put into use produced, thereby improve the connectivity between two adjacent tube couplings 6.
The side that is close to tunnel body 3 of the bottom of supporting layer 5 sets up the support pier 10. The support abutment 10 comprises a concrete bearing platform 11 fixedly connected to the bottom end of the inner wall of the support layer 5, a first buffer member 11 fixedly connected to the concrete bearing platform 11 and a steel bracket 13 connected to the first buffer member 11.
The concrete bearing platforms 11 are axially spaced along the pipe joints 6 and are distributed in parallel, the cross sections of the concrete bearing platforms 11 are rectangular, and the length directions of the concrete bearing platforms 11 are parallel to the horizontal radial directions of the pipe joints 6.
Referring to fig. 4 and 5, the steel brackets 13 are formed by splicing a plurality of section steel, and the steel brackets 13 are arranged in parallel at intervals corresponding to the concrete bearing platform 11. The top laminating tube coupling 6 of steel bracket 13's lateral wall bottom is concave arc setting to improve tube coupling 6 and lie in the stability of steel bracket 13. A plurality of first buffer pieces 14 which are parallel to the radial direction of the pipe joint 6 are arranged between the steel bracket 13 and the concrete bearing platform 11, the first buffer pieces 14 are arranged along the axial direction of the pipe joint 6 at intervals, and the first buffer pieces 14 can be dampers and are vertically arranged. One end of the first buffer member 14 is fixedly connected with the concrete bearing platform 11, and the opposite end is fixedly connected with the steel bracket 13. The first buffer 14 can improve the connection performance between the concrete cap 11 and the steel bracket 13. Meanwhile, vibration of the steel support 13 caused by vibration of the pipe joint 6 when the tunnel is put into use is slowed down, and damage caused by interaction between the steel support 13 and the concrete bearing platform 11 is reduced.
The implementation principle of the tunnel structure penetrating through the movable fault fracture zone is as follows: the supporting layer 5 crossing the movable fault fracture zone 2 is used for stabilizing the movable fault fracture zone 2, and can facilitate the construction of the tunnel and improve the safety performance of the construction.
The support abutment 10 connected to the bottom end of the inner wall of the support layer 5 will support the pipe joint 6 such that a gap exists between the pipe joint and the support layer 5 for filling the buffer layer 4.
The buffer layer 4 is used for reducing the acting force generated by deformation and displacement of the movable fracture zone 2 to be directly transmitted to the pipe joint 6, so that dislocation movement of the pipe joint 6 is reduced.
The first cushioning member 14 will reduce the influence of vibration generated when the tunnel body 3 is put into use on the connection performance between the steel bracket 13 and the concrete cap 11.
The second buffer 15 will reduce the influence of vibrations of the tunnel body 3 on the retaining wall layer when put into use. At the same time, the probability of the pipe section 6 being deviated due to vibration when the tunnel body 3 is in use is also reduced. The plug section 7 and the receiving section 8 will improve the connection performance between the adjacent two pipe sections 6, while the water stop 9 will improve the sealing and waterproof performance between the adjacent two pipe sections 6.
The grouting holes 19 are used for injecting slurry for forming the buffer layer 4, and the inspection vent holes 20 are used for exhausting air between the support layer 5 and the tunnel body 3 during grouting and inspecting the filling quality of the buffer layer 4 after forming the buffer layer 4.
The embodiment of the application also discloses a construction method of the tunnel structure penetrating through the movable fault fracture zone.
A method of constructing a tunnel structure through a movable fault breaker belt, the direction of excavation of which is the tunneling end 16, comprising the steps of: s1, constructing the support layer 5.
S1-1, pre-supporting, namely beginning to lay an advance anchor rod and a radial anchor rod within the range of 5-10m before digging to the movable fault fracture zone 2, and then injecting cement slurry into the rock mass or the movable fault fracture zone 2.
S1-2, carrying out primary support, coaxially excavating a corresponding length dimension, constructing a steel arch on the wall of the hole formed by excavation, and spraying anchor lining so as to provide construction activities for constructors.
S1-3, repeating the steps S1-1 and S1-2 until the supporting layer 5 crossing the movable fracture zone 2 is formed.
The advanced anchor rods and the radial anchor rods in the step S1-1 can be provided with a plurality of groups, each group can be provided with a plurality of groups around the excavated hole wall at intervals, and the groups of the advanced anchor rods and the radial anchor rods are distributed according to the thickness dimension design of the movable fault fracture zone 2.
And the diameter size of the excavation of the corresponding supporting layer 5 in the step S1-2 is larger than that of the excavation outside the supporting layer, so that the subsequent constructors can perform construction operation.
Advance anchor rods and radial anchor rods are arranged in advance in the pre-supporting construction, cement is pre-injected into the movable fault breaking belt 2, the movable fault breaking belt 2 can be stabilized, and the collapse probability of the subsequent excavation when the movable fault breaking belt 2 is penetrated is reduced. The steel arch frame and the spray anchor lining on the hole wall in the primary support can improve the strength of the pre-support, and further reduce the collapse probability.
S2, supporting the pier 10 for construction. After the construction of the supporting layer 5 is completed, reinforced concrete is poured at the bottom end of the inner wall of the supporting layer 5 to form a concrete bearing platform 11. And then the section steel is spliced on the concrete bearing platform 11 in sequence to form a steel bracket 13 with a concave top end and an inverted arch. One end of the first buffer member 14 is mounted on the concrete cap 11, the opposite end is mounted on the steel bracket 13, and the first buffer member 14 and the supporting layer 5 are coaxially arranged.
S3, constructing the tunnel body 3, installing the S3-1 and the pipe sections 6, sequentially coaxially abutting the pipe sections 6 on the top end of the steel bracket 13, and tightly connecting the plug section 7 and the receiving section 8 between two adjacent pipe sections 6 in a jack pushing mode. The section of pipe section 6 furthest from the tunneling end 16 is jacked in two batches with the section of pipe section 6 closer to the tunneling end 16. In the first pushing, the section of pipe section 6 furthest from the tunneling end 16 is the second pipe 18. The jack is provided with one end of the second pipe 18 far away from the tunneling end 16, and the end of the pipe joint 6 far away from one end of the jack is propped against the rock mass of the tunneling end 16 during pushing. After the first pushing is finished, the pipe joint 6 does not completely separate the gap between the pipe joint and the retaining wall layer.
S3-2, installing a second buffer piece 15, wherein a constructor enters a gap between the pipe joint 6 and the wall protection layer from one end of the second pipe 18, which is far away from the tunneling end 16, and fixedly connects one end of the second buffer piece 15 with the wall protection layer, and the opposite end of the second buffer piece is fixedly connected with the pipe joint 6, and the length direction of the second buffer piece 15 is parallel to the radial direction of the pipe joint 6.
S3-3, jacking in a second batch. The pipe joint 6 to be pushed in the second batch is a first pipe 17, the first pipe 17 is placed at the top end of the steel bracket 13, a jack is started, the first pipe 17 is connected with one end, far away from the tunneling end 16, of the second pipe 18 pushed in the first batch to form the tunnel body 3, and the first pipe 17 shields a gap between the pipe joint 6 and the retaining wall layer in the first batch of pushing.
S4, constructing the buffer layer 4, grouting S4-1, and filling cement mortar into gaps between the end parts of the pipe joints 6 and the rock mass. And (3) after the cement mortar is hardened, mixing quartz sand and polyurethane slurry, grouting by adopting pressure after the mixing is finished, and injecting the quartz sand and polyurethane mixed solution between the pipe joint 6 and the support layer 5 through grouting holes 19. When the air vent 20 is checked to overflow, a blocking material (not shown in the figure) is used for blocking, the grouting pressure is increased, the pressure is stabilized for 5-10min, and the grouting hole 19 is blocked by the blocking material for pressure relief.
S4-2, supplementing slurry, removing the plugs at the positions of the checking vent holes 20 after the buffer layer 4 is formed after solidification, and injecting mixed slurry of quartz sand and polyurethane with the same proportion into the checking vent holes 20.
The plugging material can be a sand bag filled with sand, the plugging material is supported by a scaffold (not shown in the figure) under the plugging material, the plugging material is removed after grouting and grouting ends, and cement mortar is used for filling and shielding grouting holes 19 and checking vent holes 20.
The quartz sand is used for improving the structural strength of the formed buffer layer 4, reducing the use of polyurethane and reducing the construction cost.
The implementation principle of the construction method of the tunnel structure penetrating through the movable fault fracture zone is as follows: the tunnel structure penetrating through the movable fault fracture zone is completed through the construction of the steps.
The foregoing are all preferred embodiments of the present application, and are not intended to limit the scope of the present application in any way, therefore: all equivalent changes in structure, shape and principle of this application should be covered in the protection scope of this application.
Claims (7)
1. A tunnel structure passing through a movable fault zone, located in a rock formation (1) and crossing the movable fault zone (2), characterized in that: the flexible buffer layer (4) is arranged between the tunnel body (3) and the movable fault fracture zone (2) and comprises a plurality of pipe joints (6) which are coaxially and sequentially spliced end to end; a supporting layer (5) for stabilizing the movable fault fracture zone (2) is further arranged between the buffer layer (4) and the movable fault fracture zone (2), the supporting layer (5) stretches across the movable fault fracture zone (2), the supporting layer (5) is arranged around the pipe joint (6), and a supporting abutment (10) for supporting the pipe joint (6) is further arranged on the supporting layer (5); one end of the pipe joint (6) is coaxially connected with a plug-in section (7), the other opposite section is coaxially provided with a bearing section (8), the outer side wall of the plug-in section (7) is obliquely arranged, and the diameter of the outer side wall of one end, far away from the pipe joint (6), of the plug-in section (7) is smaller than that of the outer side wall of one end connected with the pipe joint (6); the bearing section (8) is matched with the inserting section (7) and a displacement space formed by gaps exists among the inner wall of the bearing section (8), the inserting section (7) and the bearing section (8); the inner side wall of the receiving section (8) is provided with a bucket-shaped connecting port, the diameter of one end of the connecting port close to the pipe joint (6) is larger than the diameter of the inner wall of the pipe joint (6), and the diameter of one end of the connecting port far away from the pipe joint (6) is larger than the diameter of one end of the connecting port close to the pipe joint (6);
the support pier (10) is parallel to the axial arrangement of the tunnel body (3), the support pier (10) comprises a concrete bearing platform (11) fixedly connected with the support layer (5) and a steel bracket (13) connected between the pipe joint (6) and the concrete bearing platform (11), the length direction of the concrete bearing platform (11) is arranged along the horizontal radial direction of the pipe joint (6), the concrete bearing platforms (11) are axially distributed at intervals along the pipe joint (6), and each pipe joint (6) at least corresponds to two concrete bearing platforms (11);
and each concrete bearing platform (11) is fixedly connected with a plurality of first buffer pieces (14) for reducing radial vibration of the pipe joint (6), and one end, away from the concrete bearing platform (11), of each first buffer piece (14) is fixedly connected with a steel bracket (13).
2. A tunnel construction through a movable fault breaker belt according to claim 1, wherein: the top of the steel bracket (13) is arc-shaped and is attached to the outer side wall of the bottom end of the pipe joint (6).
3. A tunnel construction through a movable fault breaker belt according to claim 1, wherein: and a second buffer piece (15) for reducing radial vibration along the pipe joint (6) is further arranged between the pipe joint (6) and the supporting layer (5), one end of the second buffer piece (15) is fixedly connected with the outer side wall of the pipe joint (6), and the opposite end is fixedly connected with the supporting layer (5).
4. A tunnel construction through an active fault zone according to claim 3, wherein: the second buffer parts (15) are provided with a plurality of groups along the axial direction of the pipe joint (6), and each group is at least two and symmetrically arranged.
5. A tunnel construction through a movable fault breaker belt according to claim 1, wherein: a water stop belt (9) is arranged between the bearing section (8) and the inserting section (7) of each two adjacent pipe joints (6), and the water stop belt (9) is annularly arranged and cuts off the displacement space between the bearing section (8) and the inserting section (7).
6. A method of constructing a tunnel structure through a movable fault breaker strip according to any one of claims 3 to 4, wherein: the method comprises the following steps: s1, constructing a supporting layer (5), pre-supporting S1-1, pre-setting an advanced anchor rod on a movable fault fracture zone (2), and pre-grouting liquid to stabilize the movable fault fracture zone (2); s1-2, performing primary support, then excavating a corresponding length, and arranging radial anchor rods on the excavated hole walls, installing a steel arch frame and spraying anchor for lining; s1-3 repeating the steps S1-1 and S1-2 until a supporting layer (5) crossing the movable fault fracture zone (2) is formed;
s2, constructing a support pier (10);
s3, constructing a tunnel body (3), installing S3-1 and pipe joints (6), wherein the pipe joints (6) are connected in an inserting and matching mode by adopting a jack pushing mode, pushing a section of pipe joint (6) farthest from a tunneling end (16) and a section of pipe joint (6) close to the tunneling end (16) in two batches, wherein the first batch is a plurality of pipe joints (6) close to the tunneling end (16), and the section of pipe joint (6) farthest from the tunneling end (16) is a second pipe (18); the second batch is a section of pipe joint (6) furthest from the tunneling end (16); during first pushing, the jack is arranged at one end, far away from the tunneling end (16), of the second pipe (18), and the end, far away from one end of the jack, of the pipe joint (6) is propped against the rock mass of the tunneling end (16); after the first pushing is finished, a space for a constructor to enter in and out between the pipe joint (6) and the supporting layer (5) is reserved at one end, far away from the tunneling end (16), of the second pipe (18); s3-2, mounting a second buffer piece (15); s3-3 pushing the first pipe (17) to form a tunnel body (3) and closing the in-out space;
s4, mixing quartz sand and polyurethane slurry, and then injecting the mixture into a space between the support layer (5) and the outer side wall of the pipe joint (6) to form a buffer layer (4).
7. The method of constructing a tunnel structure through an active fault zone according to claim 6, wherein: in the step S1, the diameter of the excavation of the area corresponding to the supporting layer (5) is larger than the diameter of the excavation of the area outside the supporting layer (5).
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| JP2006233626A (en) * | 2005-02-25 | 2006-09-07 | National Institute Of Advanced Industrial & Technology | Tunnel structure |
| CN106837352A (en) * | 2017-01-22 | 2017-06-13 | 中南大学 | Fault belt surrounding rock tunnel construction method |
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| CN104018846B (en) * | 2014-05-26 | 2016-04-13 | 中国水电顾问集团贵阳勘测设计研究院有限公司 | A kind of hydraulic tunnel structure of crossing over large-scale activity fault zone |
| CN106089235B (en) * | 2016-07-21 | 2018-03-02 | 中国科学院武汉岩土力学研究所 | A kind of water-conveyance tunnel error resilience for passing through large-scale activity fracture belt is broken structure |
| CN206093275U (en) * | 2016-09-20 | 2017-04-12 | 天津市久盛通达科技有限公司 | Bury formula feedwater socket joint formula welding steel pipe |
| CN106522977B (en) * | 2016-10-26 | 2019-03-29 | 西南交通大学 | Pass through active fault tunnel multi-stage shock-absorbing structure |
| CN108252721B (en) * | 2018-01-11 | 2019-12-03 | 北京工业大学 | A kind of anti-disconnected hinged tunnel of type and its application for passing through Active Fault Area |
| CN109681231B (en) * | 2019-01-24 | 2024-01-19 | 中铁第四勘察设计院集团有限公司 | Mobile fault section mining method tunnel displacement self-adaptive structure and installation method |
| CN209925003U (en) * | 2019-05-08 | 2020-01-10 | 中国石油天然气集团有限公司 | Built on stilts antidetonation buttress that lays of pipe in shield tunnel |
| CN110374628B (en) * | 2019-08-02 | 2024-05-31 | 西南交通大学 | Double-layer anti-fault structure of tunnel penetrating through creeping fault and construction method |
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| JP2006233626A (en) * | 2005-02-25 | 2006-09-07 | National Institute Of Advanced Industrial & Technology | Tunnel structure |
| CN106837352A (en) * | 2017-01-22 | 2017-06-13 | 中南大学 | Fault belt surrounding rock tunnel construction method |
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