CN113137242A - Assembled combined supporting structure for deep underground space tunnel - Google Patents
Assembled combined supporting structure for deep underground space tunnel Download PDFInfo
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- CN113137242A CN113137242A CN202110278787.8A CN202110278787A CN113137242A CN 113137242 A CN113137242 A CN 113137242A CN 202110278787 A CN202110278787 A CN 202110278787A CN 113137242 A CN113137242 A CN 113137242A
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- 229910000831 Steel Inorganic materials 0.000 claims abstract description 99
- 239000010959 steel Substances 0.000 claims abstract description 99
- 238000010276 construction Methods 0.000 claims abstract description 54
- 239000011435 rock Substances 0.000 claims abstract description 27
- 238000000034 method Methods 0.000 claims abstract description 16
- 239000011150 reinforced concrete Substances 0.000 claims abstract description 14
- 230000003139 buffering effect Effects 0.000 claims abstract description 13
- 239000004744 fabric Substances 0.000 claims abstract description 12
- 239000004746 geotextile Substances 0.000 claims description 18
- 229920000642 polymer Polymers 0.000 claims description 16
- 239000000945 filler Substances 0.000 claims description 12
- 239000000463 material Substances 0.000 claims description 7
- 230000008901 benefit Effects 0.000 abstract description 5
- 238000009412 basement excavation Methods 0.000 description 7
- 238000013461 design Methods 0.000 description 5
- 230000008569 process Effects 0.000 description 5
- 238000010586 diagram Methods 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 3
- 239000002861 polymer material Substances 0.000 description 3
- 238000010521 absorption reaction Methods 0.000 description 2
- 239000004568 cement Substances 0.000 description 2
- 239000004567 concrete Substances 0.000 description 2
- 238000011161 development Methods 0.000 description 2
- 201000010099 disease Diseases 0.000 description 2
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 238000005187 foaming Methods 0.000 description 2
- 238000009434 installation Methods 0.000 description 2
- 230000002787 reinforcement Effects 0.000 description 2
- 239000002002 slurry Substances 0.000 description 2
- 239000007921 spray Substances 0.000 description 2
- 238000004873 anchoring Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 230000003247 decreasing effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000009545 invasion Effects 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012544 monitoring process Methods 0.000 description 1
- 238000012856 packing Methods 0.000 description 1
- 230000008439 repair process Effects 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 239000011378 shotcrete Substances 0.000 description 1
- 238000004088 simulation Methods 0.000 description 1
- 238000005507 spraying Methods 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 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
- E21D11/003—Linings or provisions thereon, specially adapted for traffic tunnels, e.g. with built-in cleaning devices
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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
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
- E21D11/20—Special cross- sections, e.g. corrugated
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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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- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention provides an assembled combined supporting structure of a deep underground space tunnel, which comprises an inner grid supporting structure, a corrugated plate supporting structure and an outer grid supporting structure; the corrugated plate supporting structure is arranged on a reinforced concrete inverted arch of the tunnel face, an outer grid supporting structure is arranged on the outer wall surface of the corrugated plate supporting structure, and the outer grid supporting structure is a grid-shaped buffering energy-absorbing cloth bag beam; an inner grid supporting structure is arranged on the inner wall surface of the corrugated plate supporting structure and consists of a plurality of longitudinal square tubular beams and a plurality of annular steel waist beams. The invention has stronger toughness yielding ability, can reduce the deformation of the supporting structure when weak surrounding rocks have large deformation, is not only suitable for deep underground space tunnels, but also suitable for tunnels with surrounding rocks easy to have large deformation of the soft rocks, has simple construction procedures and short construction period, can greatly improve the construction environment in the tunnels, and has high comprehensive economic benefit.
Description
Technical Field
The invention relates to a tunnel supporting technology, in particular to a supporting technology of a deep underground space tunnel, and specifically relates to an assembled combined supporting structure of the deep underground space tunnel.
Background
In the development and utilization of deep underground space, the deep high ground stress environment and the excavation and support of deep underground engineering not only greatly improve the construction cost, but also have potential serious potential safety hazard in the development and construction. In particular, severe geological disasters such as collapse, roof fall, water inrush and large deformation frequently occur when the tunnel is subjected to unfavorable geological conditions such as faults, shear fracture zones and weak strata, and the serious geological disasters cause great threats to the stability of the surrounding rock of the deeply buried tunnel. The large deformation of the weak surrounding rock tunnel is related to factors such as a construction method, speed and an excavation procedure of tunnel excavation, and the deformation generated in the actual excavation process of the tunnel is influenced by the space effect of an excavation construction step sequence.
At present, a common method for deep tunnel construction is a new Olympic method, follows the principle of 'less disturbance, early spraying and anchoring, duty measurement and tight sealing', and has wide applicability to surrounding rocks with better geological conditions. However, for a tunnel under complex geological conditions, such as soft rock and large deformation surrounding rock conditions, the limit invasion problem (namely the deformation of a supporting structure invades the design thickness of a secondary lining) caused by excessive deformation often occurs by adopting the traditional supporting technology, so that the secondary lining cannot be constructed in time, and excavation and repair are required again. In addition, the traditional tunnel primary support mostly adopts a sprayed concrete and steel grating (or profile steel) support mode, and the construction method has the defects of complex construction process, great construction pollution, long construction period, poor working environment, low mechanization degree and the like, and greatly hinders the construction progress.
Therefore, a new supporting method and a new construction method are needed to ensure the construction quality and safety.
Disclosure of Invention
Aiming at the problems in the background art, the invention aims to provide an assembled combined supporting structure for a deep underground space tunnel, which is built by adopting assembled prefabricated components, has stronger toughness yielding ability when being applied to primary supporting of the tunnel, can reduce the deformation of the supporting structure when weak surrounding rocks have large deformation, is not only suitable for the deep underground space tunnel, but also suitable for the tunnel in which the surrounding rocks are easy to have large deformation, and has simple construction procedures, short construction period, greatly improved construction environment in the tunnel and high comprehensive economic benefit.
In order to achieve the purpose, the invention adopts the following technical scheme:
an assembled combined supporting structure of a deep underground space tunnel comprises an inner grid supporting structure, a corrugated plate supporting structure and an outer grid supporting structure; the corrugated plate supporting structure is arranged on a reinforced concrete inverted arch of a tunnel face and integrally comprises a section of arc-shaped plate wall formed by splicing a plurality of arc-shaped corrugated steel plates, the arc-shaped plate wall is matched with the tunnel face above the reinforced concrete inverted arch, and a plurality of grouting holes are formed in the wall surface of the arc-shaped plate wall; an outer grid supporting structure is arranged on the outer wall surface of the corrugated plate supporting structure and is a latticed buffering energy-absorbing cloth bag beam; grid bearing structure in being equipped with at buckled plate supporting construction's internal face, interior grid bearing structure comprises a plurality of vertical square tubular beams and a plurality of hoop steel waist roof beam, and a plurality of vertical square tubular beams all are on a parallel with buckled plate supporting construction's axis and the interval sets up the internal face at buckled plate supporting construction, and a plurality of hoop steel waist roof beams also interval sets up the internal face at buckled plate supporting construction, and every hoop steel waist roof beam equal perpendicular to vertical square tubular beam links firmly with buckled plate supporting construction's internal face.
Buffering energy-absorbing sack roof beam include horizontal geotechnological sack, vertical geotechnological sack and filler, a plurality of vertical geotechnological sacks all are on a parallel with buckled plate supporting construction's axis and the interval sets up the outer wall at buckled plate supporting construction, the interval is provided with parallel horizontal geotechnological sack between a plurality of vertical geotechnological sacks, horizontal geotechnological sack intersects perpendicularly and communicates each other with vertical geotechnological sack, all fill the filler that the material is the high polymer expanded material in horizontal geotechnological sack and the vertical geotechnological sack.
The transverse geotextile bags are provided with grouting openings A which are uniformly distributed in the length direction, the longitudinal geotextile bags are provided with grouting openings B which are uniformly distributed in the length direction, and the grouting openings A and the grouting openings B are respectively connected with grouting guide rods; the grouting guide rod is in threaded connection with the grouting opening A.
The corrugated steel plate is integrally an arc-shaped plate, the orthographic projection of the corrugated steel plate on a horizontal plane is rectangular, two sides of the corrugated steel plate in the width direction are straight sides, two sides of the corrugated steel plate in the length direction are arc sides, and the cross section of the corrugated steel plate in the length direction is corrugated; the end part of the corrugated steel plate in the length direction is fixedly connected with the adjacent corrugated steel plate through a connecting piece, and the end part of the corrugated steel plate in the width direction is fixedly connected with the adjacent corrugated steel plate through a high-strength bolt.
The connecting piece is of an integral rectangular plate-shaped structure, open grooves are formed in two sides of the connecting piece in the length direction respectively, side wall surfaces of the open grooves are matched with side wall surfaces of the corrugated steel plate, and coaxial through holes A and B are formed in two side walls of the open grooves respectively and used for being connected with the corrugated steel plate.
The inner wall surface of the corrugated plate supporting structure is provided with an annular connecting beam plate corresponding to the annular steel waist beam, and the annular connecting beam plate is fixedly connected with the annular steel waist beam of the inner grid supporting structure through a high-strength bolt; its inner wall of buckled plate supporting construction correspond vertical square tubular beams and still be provided with vertical roof beam board that links, vertical roof beam board that links firmly through high strength bolt and interior grid bearing structure's vertical square tubular beams.
Buckled plate supporting construction pass through polymer expansibility stock and lock foot stock anchor on the tunnel rock mass, polymer expansibility stock anchor is on buckled plate supporting construction's upper portion, lock foot stock anchor is in buckled plate supporting construction's lower part.
The annular steel waist beam is annular H-shaped steel, and the lower end of the annular steel waist beam is fixedly connected with the reinforced concrete inverted arch through a high-strength bolt.
The inner grid supporting structure is characterized in that the grids are filled with fillers.
The principle of the invention is as follows:
the main stressed components of the support structure are an inner grid support structure, a high-molecular expansive anchor rod and a foot locking anchor rod; the corrugated plate supporting structure has the main functions of surrounding and retaining surrounding rocks and safe storage; the outer grid supporting structure is a polymer grouting cloth bag pile and serves as a buffering energy absorption layer and a force transmission component, so that the surrounding rock can release a certain amount of deformation, and the pressure of the surrounding rock can be transmitted to the corrugated steel and the inner grid supporting structure;
the supporting structure realizes reasonable supporting of the large-deformation surrounding rock mainly through multi-stage yielding; the internal grid supporting structure is used as rigid resistance, and the structural yielding is realized by the structural nodes through bolt connection; the corrugated steel plate is directly connected by a flange through a high-strength bolt to realize flexible yielding, and the outer grid structure behind the corrugated plate wall realizes flexible protection through energy absorption and buffering of a high-polymer cloth bag beam; the polymer grouting material has a waterproof effect and can also play an anticorrosive role on the surface of a steel structure.
The invention has the beneficial effects that:
the invention realizes reasonable support of large deformation surrounding rocks through 'multi-stage yielding resistance', and can realize reinforcement support of different surrounding rock deformations by changing the design parameters of the distance between H-shaped steel waist beams and the waveform and thickness of corrugated steel; the method can adopt different design parameters to reinforce the condition that the built deep tunnel has different diseases, thereby ensuring that the deformation of the built tunnel is not increased continuously and ensuring the safety of the tunnel; the assembled supporting structure member is prefabricated in the early stage of engineering, the construction process is simple, the construction period is short, and the construction environment in the tunnel can be improved; compared with a primary support structure of a spray anchor, the support structure has high comprehensive economic benefit.
Drawings
Fig. 1 is a schematic overall structure diagram of an embodiment of the present invention.
Fig. 2 is a schematic view of the installation structure of the present invention in a deep underground tunnel.
Fig. 3 is a schematic diagram of the position relationship between the inner grid supporting structure and the corrugated plate supporting structure.
Fig. 4 is a schematic view of the connection relationship between the external grid support structure and the corrugated plate support structure.
Fig. 5 is an expanded schematic view of the outer grid support structure.
Fig. 6 is a schematic view of an outer grid support structure and packing.
Fig. 7 is a partial schematic view of an outer mesh support structure and a corrugated plate support structure.
Fig. 8 is a partial plan view of the corrugated plate supporting structure.
Fig. 9 is a perspective view of the connector.
Fig. 10 is a simulation diagram of the construction of the present invention in a deep underground tunnel.
FIG. 11 is a flow chart of the construction process of the present invention.
In the figure, 1, an outer grid support structure; 2. a corrugated plate supporting structure; 3. an inner grid support structure; 4. a reinforced concrete inverted arch; 5. a high molecular expandable anchor rod; 6. locking the anchor rod; 7. tunnel surrounding rock mass; 8. concrete secondary lining; 9. a filler; 11. a transverse geotextile bag; 12. a longitudinal geotextile bag; 13. a filler; 14. a grouting opening A; 15. a grouting opening B; 16. grouting a guide rod; 17. a connecting member; 18. an open slot; 19. a through hole A; 20. a through hole B; 21. longitudinal beam connecting plates; 22. circumferential beam connecting plates; 23. a corrugated steel plate; 31. a longitudinal square tubular beam; 32. and (4) annular steel waist beams.
Detailed Description
The technical solutions of the present invention will be described clearly and completely with reference to the drawings in the specification, and it should be noted that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
As shown in fig. 1 and 2, the assembled combined supporting structure for the tunnel in the deep underground space comprises an inner grid supporting structure 3, a corrugated plate supporting structure 2 and an outer grid supporting structure 1; the corrugated plate supporting structure 2 is arranged on a reinforced concrete inverted arch 4 on the tunnel face, the whole corrugated plate supporting structure is a section of arc-shaped plate wall formed by splicing a plurality of arc-shaped corrugated steel plates 23, the arc-shaped plate wall is matched with the tunnel face above the reinforced concrete inverted arch 4, and the wall surface of the corrugated plate supporting structure is provided with a plurality of grouting holes; as shown in fig. 4 and 5, an outer grid supporting structure 1 is arranged on the outer wall surface of a corrugated plate supporting structure 2, and the outer grid supporting structure 1 is a latticed buffering energy-absorbing cloth bag beam; as shown in fig. 1 and 3, be equipped with interior grid bearing structure 3 at corrugated plate supporting structure 2's internal face, interior grid bearing structure 3 comprises a plurality of vertical square tubular beams 31 and a plurality of hoop steel wale 32, and a plurality of vertical square tubular beams 31 all are on a parallel with corrugated plate supporting structure 2's axis and the interval sets up the internal face at corrugated plate supporting structure 2, and a plurality of hoop steel wale 32 also the interval sets up the internal face at corrugated plate supporting structure 2, and every hoop steel wale 32 equal perpendicular to vertical square tubular beam 31 links firmly with corrugated plate supporting structure 2's internal face.
As shown in fig. 5, 6 and 7, the energy-absorbing buffer cloth bag beam comprises a transverse geotextile bag 11, a longitudinal geotextile bag 12 and fillers 13, wherein the plurality of longitudinal geotextile bags 12 are all parallel to the axis of the corrugated plate supporting structure 2 and are arranged on the outer wall surface of the corrugated plate supporting structure 2 at intervals, the parallel transverse geotextile bags 11 are arranged among the plurality of longitudinal geotextile bags 12 at intervals, the transverse geotextile bags 11 are vertically intersected with the longitudinal geotextile bags 12 and are communicated with each other, and the fillers 13 made of high polymer foaming materials are filled in the transverse geotextile bags 11 and the longitudinal geotextile bags 12.
The transverse geotextile bags 11 are provided with grouting openings A14 which are uniformly distributed in the length direction, the longitudinal geotextile bags 12 are provided with grouting openings B15 which are uniformly distributed in the length direction, and the grouting openings A14 and B15 are respectively connected with grouting guide rods 16; the grouting guide rod 16 is in threaded connection with a grouting opening A14.
The corrugated steel plate 23 is an arc-shaped plate as a whole, the orthographic projection of the corrugated steel plate 23 on the horizontal plane is rectangular, two sides of the corrugated steel plate 23 in the width direction are straight sides, two sides of the corrugated steel plate 23 in the length direction are arc sides, and the cross section of the corrugated steel plate 23 in the length direction is corrugated; as shown in fig. 8, the end of each corrugated steel plate 23 in the length direction is fixedly connected to the adjacent corrugated steel plate 23 through a connecting plate 17, and the end of each corrugated steel plate 23 in the width direction is fixedly connected to the adjacent corrugated steel plate 23 through a high-strength bolt.
As shown in fig. 9, the connecting member 17 has an overall rectangular plate-like structure, and two sides of the length direction thereof are respectively provided with an open slot 18, side wall surfaces of the open slot 18 are matched with side wall surfaces of the corrugated steel plate 23, and two side walls of the open slot 18 are respectively provided with a coaxial through hole a19 and a coaxial through hole B20 for connecting the corrugated steel plate 23.
As shown in fig. 8, the corrugated plate supporting structure 2 is provided with a circumferential beam connecting plate 22 on the inner wall surface thereof corresponding to the circumferential steel wale 32, and the circumferential beam connecting plate 22 is fixedly connected with the circumferential steel wale 32 of the inner grid supporting structure 3 through a high-strength bolt; its inner wall of buckled plate supporting construction 2 correspond vertical square tubular beams 31 and still be provided with vertical roof beam board 21 that links, vertical roof beam board 21 that links firmly through high strength bolt and the vertical square tubular beams 31 of interior grid bearing structure 3.
As shown in fig. 1 and 2, the corrugated plate supporting structure 2 is anchored on a tunnel surrounding rock mass 7 through a high polymer expandable anchor rod 5 and a foot locking anchor rod 6, the high polymer expandable anchor rod 5 is anchored on the upper portion of the corrugated plate supporting structure 2, and the foot locking anchor rod 6 is anchored on the lower portion of the corrugated plate supporting structure 2.
The annular steel wale 32 is annular H-shaped steel, and the lower end of the annular steel wale is fixedly connected with the reinforced concrete inverted arch 4 through a high-strength bolt.
As shown in fig. 6, the inner grid support structure 3 is further filled with a filler 9 in the grid, and the filler 9 is cement slurry or a high molecular polymer material.
The practical construction method of the invention is as follows:
as shown in fig. 10 and 11, when the tunnel is excavated by the bench method, after the upper bench rock mass is excavated, the corrugated steel plates 23 are timely installed on the surface of the exposed tunnel surrounding rock mass 7, the corrugated steel plates 23 are assembled in blocks, and are connected at the circumferential joint position by the connecting piece 17, specifically, installation holes corresponding to the through holes a and B on the connecting piece 17 can be reserved on the corrugated steel plates 23, and high-strength bolts are used for connection; connecting longitudinal joint positions between the corrugated steel plates 23 through high-strength bolts; meanwhile, an outer grid supporting structure 1 is laid and fixed on the back of the corrugated steel plate 23, and a foot locking anchor rod 6 is arranged at the bottom of the upper step; continuously excavating the upper step, repeating the steps, erecting an H-shaped annular steel waist beam 32 at a fixed position, and fixing the annular steel waist beam 32 on the annular beam connecting plate 22 of the corrugated steel plate 23 by using a high-strength bolt; a ring is reserved on the corrugated steel plate 23 at intervals of 500mm on the annular beam connecting plate 22, and in addition, the distance between the ring and the annular steel waist beam 32 can be matched according to monitoring data, so that the annular steel waist beam 32 can be increased or decreased at any time;
after the tunnel lower step is excavated, the corrugated steel plates 23 are continuously assembled towards the lower step, the outer grid supporting structure 1 is continuously paved, the bottom of the side wall of the tunnel is provided with a foot locking anchor rod 6, the annular steel waist beam 32 is continuously erected downwards, and the longitudinal square tubular beam 31 is connected to the longitudinal beam connecting plate 21 of the corrugated steel plates 23 by using high-strength bolts; the longitudinal square tubular beams 31 are connected with the steel wale 32 through high-strength bolts, the circumferential distance between the longitudinal square tubular beams 31 is 2.5m, and the circumferential distance between the longitudinal square tubular beams 31 can be adjusted through bolt holes reserved on the corrugated steel plate 23 and the circumferential steel wale 32. The corrugated steel plate 23 is designed into a model with wave height of 140mm, wave distance of 380mm and thickness of 5mm, and connection is realized through lap joint; the longitudinal connecting square pipe 2 is selected from a model of 100 × 10 mm;
along with the construction of the reinforced concrete inverted arch 7 behind the tunnel face, the corrugated steel plate 23 is fixed on the reinforced concrete inverted arch 7 in time through the high-strength bolt, and the annular steel waist beam 32 is also fixed on the reinforced concrete inverted arch 7 through the high-strength bolt, so that the inner grid supporting structure 3 and the corrugated plate supporting structure 2 form a closed annular structure;
when the rigid part of the supporting structure is built, high polymer foaming materials are injected into a buffering energy-absorbing cloth bag beam reserved on the outer wall of the corrugated steel plate 23, the polymers are rapidly foamed and expanded to fill the buffering energy-absorbing cloth bag beam made of geotextile, so that a gap between the outer wall of the corrugated steel plate 23 and a tunnel is filled, the buffering energy-absorbing cloth bag beam is of a criss-cross grid structure, after filling, the height and the width of a single transverse beam body and a single longitudinal beam body are 110mm and 150mm, and the high polymer materials filled in the beams have the strength equivalent to that of C20 concrete; the circumferential spacing and the longitudinal spacing of the grid of the buffering and energy-absorbing cloth bag beam are 1.5m and 2.5m, and the grid of the buffering and energy-absorbing cloth bag beam can be filled with cement slurry or high polymer materials according to the requirement;
in addition, when the corrugated steel plate 23 is installed, holes for installing anchor rods are reserved on the corrugated steel plate 23, the rock body is punched through the reserved holes, and the high-polymer expansive anchor rods 5 are distributed, so that the corrugated plate supporting structure 2 and the tunnel surrounding rock body 7 resist surrounding rock pressure together;
the high polymer expandable anchor rods 5 are arranged at the positions of reserved holes of the corrugated steel plates 23 between the inner grid supporting structures 3, can be arranged in a quincunx manner and are staggered, so that the assembled supporting structure and the surrounding rock are integrated to play a supporting role together;
when the excavation of tunnel step method, assemble corrugated plate supporting construction 2 after, need in time to beat in corrugated steel plate 23's bottom and establish lock foot stock 6 to this forms interim fixed to corrugated plate supporting construction 2, assembles with interior grid bearing structure 3, the corrugated steel plate 23 of upper ledge after next step construction.
In summary, the invention has the following advantages:
1. the invention can realize the reinforcement support of different surrounding rock deformations by changing the design parameters of the distance between H-shaped steel waist beams and the waveform and thickness of corrugated steel.
2. The method can reinforce the built deep tunnel by adopting different design parameters under the condition of different diseases, thereby ensuring that the deformation of the built tunnel is not continuously increased and ensuring the safety of the tunnel.
3. The supporting structure member of the invention adopts prefabricated assembly type members, has low cost, simple construction process and short construction period, and can greatly improve the construction environment in the tunnel.
4. Compared with a primary support structure of the spray anchor, the support structure has higher comprehensive economic benefit.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents, improvements and the like that are within the spirit and principle of the present invention are intended to be included therein.
The present invention is not described in detail in the prior art.
Claims (9)
1. An assembled combined supporting structure of a deep underground space tunnel comprises an inner grid supporting structure (3), a corrugated plate supporting structure (2) and an outer grid supporting structure (1); the method is characterized in that: the corrugated plate supporting structure (2) is arranged on a reinforced concrete inverted arch (4) on the tunnel face surface, the whole corrugated plate supporting structure is a section of arc-shaped plate wall formed by splicing a plurality of arc-shaped corrugated steel plates (23), the arc-shaped plate wall is matched with the tunnel face above the reinforced concrete inverted arch (4), and the wall surface of the corrugated plate supporting structure is provided with a plurality of grouting holes; an outer grid supporting structure (1) is arranged on the outer wall surface of the corrugated plate supporting structure (2), and the outer grid supporting structure (1) is a latticed buffering energy-absorbing cloth bag beam; interior net bearing structure (3) are equipped with at the internal face of buckled plate supporting construction (2), interior net bearing structure (3) comprise a plurality of vertical square tubular beams (31) and a plurality of hoop steel waist rail (32), and a plurality of vertical square tubular beams (31) all are on a parallel with the axis of buckled plate supporting construction (2) and the internal face that the interval set up at buckled plate supporting construction (2), and a plurality of hoop steel waist rail (32) also the interval set up the internal face at buckled plate supporting construction (2), and every hoop steel waist rail (32) all perpendicular to vertical square tubular beam (31) and link firmly with the internal face of buckled plate supporting construction (2).
2. The assembled combined supporting structure of the deep underground space tunnel as claimed in claim 1, wherein: buffering energy-absorbing sack roof beam include horizontal geotechnological sack (11), vertical geotechnological sack (12) and filler (13), a plurality of vertical geotechnological sacks (12) all are on a parallel with the axis of buckled plate supporting construction (2) and the outer wall of interval setting at buckled plate supporting construction (2), the interval is provided with parallel horizontal geotechnological sack (11) between a plurality of vertical geotechnological sacks (12), horizontal geotechnological sack (11) and vertical geotechnological sack (12) intersect perpendicularly and communicate each other, all fill filler (13) that the material is the high polymer expanded material in horizontal geotechnological sack (11) and vertical geotechnological sack (12).
3. The assembled combined supporting structure of the deep underground space tunnel as claimed in claim 2, wherein: the transverse geotextile bag (11) is provided with grouting openings A (14) which are uniformly distributed in the length direction, the longitudinal geotextile bag (12) is provided with grouting openings B (15) which are uniformly distributed in the length direction, and the grouting openings A (14) and the grouting openings B (15) are respectively connected with grouting guide rods (16); the grouting guide rod (16) is in threaded connection with the grouting opening A (14).
4. The assembled combined supporting structure of the deep underground space tunnel as claimed in claim 1, wherein: the corrugated steel plate (23) is an arc-shaped plate as a whole, the orthographic projection of the corrugated steel plate on a horizontal plane is rectangular, two sides of the corrugated steel plate (23) in the width direction are straight sides, two sides of the corrugated steel plate in the length direction are arc sides, and the cross section of the corrugated steel plate (23) in the length direction is corrugated; the end part of each corrugated steel plate (23) in the length direction is fixedly connected with the adjacent corrugated steel plate (23) through a connecting plate (17), and the end part of each corrugated steel plate (23) in the width direction is fixedly connected with the adjacent corrugated steel plate (23) through a high-strength bolt.
5. The assembled combined supporting structure of the deep underground space tunnel as claimed in claim 4, wherein: the connecting piece (17) is of an integral rectangular plate-shaped structure, open grooves (18) are formed in two sides of the connecting piece in the length direction respectively, the side wall surfaces of the open grooves (18) are matched with the side wall surfaces of the corrugated steel plates (23), and coaxial through holes A (19) and through holes B (20) are formed in two side walls of the open grooves (18) respectively and are used for being connected with the corrugated steel plates (23).
6. The assembled combined supporting structure of the deep underground space tunnel as claimed in claim 1, wherein: the inner wall surface of the corrugated plate supporting structure (2) is provided with annular beam connecting plates (22) corresponding to the annular steel wales (32), and the annular beam connecting plates (22) are fixedly connected with the annular steel wales (32) of the inner grid supporting structure (3) through high-strength bolts; corrugated plate supporting construction (2) its inner wall face correspond vertical square tubular beam (31) and still be provided with vertical roof beam board (21) that links, vertical roof beam board (21) that links link firmly through vertical square tubular beam (31) of high strength bolt with interior grid bearing structure (3).
7. The assembled combined supporting structure of the deep underground space tunnel as claimed in claim 1, wherein: buckled plate supporting construction (2) through polymer expansibility stock (5) and lock foot stock (6) anchor on tunnel country rock mass (7), polymer expansibility stock (5) anchor is on the upper portion of buckled plate supporting construction (2), lock foot stock (6) anchor is in the lower part of buckled plate supporting construction (2).
8. The assembled combined supporting structure of the deep underground space tunnel as claimed in claim 1, wherein: the annular steel waist beam (32) is annular H-shaped steel, and the lower end of the annular steel waist beam is fixedly connected with the reinforced concrete inverted arch (4) through a high-strength bolt.
9. The assembled combined supporting structure of the deep underground space tunnel as claimed in claim 1, wherein: the inner grid supporting structure (3) is also filled with filler (9) in the grids.
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