CN110630283A - Three-layer supporting structure suitable for double-arch tunnel and construction method - Google Patents
Three-layer supporting structure suitable for double-arch tunnel and construction method Download PDFInfo
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- CN110630283A CN110630283A CN201910865984.2A CN201910865984A CN110630283A CN 110630283 A CN110630283 A CN 110630283A CN 201910865984 A CN201910865984 A CN 201910865984A CN 110630283 A CN110630283 A CN 110630283A
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- 238000010276 construction Methods 0.000 title claims abstract description 53
- 238000005192 partition Methods 0.000 claims abstract description 33
- 238000000034 method Methods 0.000 claims abstract description 29
- 238000009412 basement excavation Methods 0.000 claims abstract description 14
- 229910000831 Steel Inorganic materials 0.000 claims description 280
- 239000010959 steel Substances 0.000 claims description 280
- 239000011435 rock Substances 0.000 claims description 56
- 230000003014 reinforcing effect Effects 0.000 claims description 42
- 239000004567 concrete Substances 0.000 claims description 19
- 239000011378 shotcrete Substances 0.000 claims description 14
- 238000005507 spraying Methods 0.000 claims description 14
- 239000002131 composite material Substances 0.000 claims description 10
- 239000011150 reinforced concrete Substances 0.000 claims description 8
- 238000003466 welding Methods 0.000 claims description 8
- 239000002689 soil Substances 0.000 claims description 4
- 238000012423 maintenance Methods 0.000 claims description 3
- 239000000463 material Substances 0.000 claims description 2
- 238000005336 cracking Methods 0.000 description 3
- 230000007547 defect Effects 0.000 description 3
- 230000004048 modification Effects 0.000 description 3
- 238000012986 modification Methods 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 2
- 238000009933 burial Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 230000009545 invasion Effects 0.000 description 1
Classifications
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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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- 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
- 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
- E21D11/107—Reinforcing elements therefor; Holders for the reinforcing elements
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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
- E21D11/15—Plate linings; Laggings, i.e. linings designed for holding back formation material or for transmitting the load to main supporting members
- E21D11/152—Laggings made of grids or nettings
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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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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D15/00—Props; Chocks, e.g. made of flexible containers filled with backfilling material
- E21D15/02—Non-telescopic props
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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
-
- 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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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Mechanical Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a three-layer supporting structure suitable for a double-arch tunnel and a construction method, wherein the three-layer supporting structure comprises a forepoling, a primary supporting, a secondary supporting, a tertiary supporting, an -shaped temporary supporting and a mid-partition pilot tunnel supporting system positioned between two tunnels, which are sequentially arranged from the outer layer of an arched section of the two tunnels to the inner layer of the arched section of the tunnel; the invention divides the section of the double-arch tunnel into a plurality of pilot tunnels for independent excavation and support, changes a large span into a small span, improves the stability and the safety of the construction process of the double-arch tunnel, improves the working space of construction machinery by adopting a temporary support form of the vertical side wall of the pilot tunnel, and improves the construction efficiency of the double-arch tunnel.
Description
Technical Field
The invention relates to the technical field of double-arch tunnel construction, in particular to a three-layer supporting structure suitable for a double-arch tunnel and a construction method.
Background
With the rapid development of domestic economic construction, due to the problems in various aspects such as increase of urban capital construction projects, restriction of terrain obstacles, environmental protection and the like, the double-arch tunnel has the advantages of land resource saving, smooth line shape, attractive appearance, capability of overcoming terrain obstacles and the like, and becomes one of tunnel forms which are commonly adopted in urban tunnel engineering in recent years.
The inventor finds that the twin arch tunnel engineering often has the characteristics of large excavation span, shallow tunnel burial depth, long section supporting closing time and the like caused by complex engineering geological conditions and large section subsection excavation, so that the problems of large surrounding rock deformation, high deformation rate, long deformation duration, overlarge ground surface settlement, insufficient supporting structure bearing capacity, primary support invasion limit and the like easily occur if the conventional double-layer composite lining supporting structure is adopted in the twin arch tunnel construction, secondly, the problems of secondary lining cracking and the like easily occur under the condition that the surrounding rock stress cannot be effectively released in the conventional double-layer composite lining, the construction risk is high, and the construction and operation safety of the twin arch tunnel is threatened. And thirdly, compared with the common single-arch tunnel, the section of the double-arch tunnel has the particularity of special form, large section span and complicated excavation step sequence.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provides a three-layer supporting structure suitable for a double-arch tunnel and a construction method.
In order to achieve the purpose, the invention adopts the following technical scheme:
a three-layer supporting structure suitable for a double-arch tunnel comprises a forepoling, a primary supporting, a secondary supporting, a tertiary supporting, an -shaped temporary supporting and a mid-partition wall pilot tunnel supporting system, wherein the forepoling, the primary supporting, the secondary supporting, the tertiary supporting and the mid-partition wall pilot tunnel supporting are sequentially arranged from the outer layer of an arched section of two tunnels to the inner layer of the arched section of the tunnel;
the primary support comprises a first steel arch frame, a first reinforcing mesh and first sprayed concrete which are sequentially arranged from the outer layer of the arched section of the tunnel to the inner layer of the tunnel, and a steel floral tube and a first lock pin steel floral tube are arranged in the radial direction of the first steel arch frame;
the secondary support comprises a second steel arch frame, a second steel mesh and second sprayed concrete which are sequentially arranged from the outer layer of the arched section of the tunnel to the inner layer of the tunnel;
the material of the third support is reinforced concrete, and a composite waterproof layer is arranged between the third support and the second support;
the -shaped temporary support is arranged in the tunnel and consists of a vertical pit side wall temporary support, a temporary transverse support and a second locking steel floral tube, wherein one end of the temporary transverse support close to the intermediate wall is lapped with the intermediate wall, and the other end of the temporary transverse support far away from the intermediate wall is connected with the side wall of the tunnel; the temporary support on the side wall of the pilot tunnel is in a vertical form, the temporary support on the side wall of the pilot tunnel is vertical to the temporary transverse support, and two ends of the temporary support are connected to a secondary support; the second lock pin steel perforated pipe is obliquely connected to the I-shaped steel temporarily supported by the side wall of the guide pit.
Furthermore, the middle partition pilot tunnel supporting system consists of grouting steel perforated pipes, steel arch frames, reinforcing mesh and sprayed concrete; the steel arch frame, the reinforcing mesh and the sprayed concrete are sequentially arranged along the arch-shaped section of the pilot tunnel from outside to inside, and the grouting steel perforated pipe is arranged along the radial direction of the steel arch frame; the top end of the steel perforated pipe is embedded into the bottom of the intermediate wall, the bottom end of the steel perforated pipe is embedded into foundation soil, and the steel perforated pipe on the left and right outermost sides and the vertical plane of the intermediate wall are arranged at an angle.
Furthermore, the first steel arch frame and the second steel arch frame of the primary support and the secondary support are made of grid arch frames or profile steel frames with different rigidity according to the grade of the surrounding rock and the deformation control requirement of the surrounding rock, when the grade of the surrounding rock is poor, the first steel arch frame of the primary support adopts the profile steel frame to limit the excessive deformation of the surrounding rock, so as to prevent the tunnel from collapsing, and the second steel arch frame of the secondary support adopts the grid arch frame to further limit the deformation of the surrounding rock; when the grade of the surrounding rock is good, the first steel arch frame of the primary support adopts a grid arch frame to enable the self-bearing capacity of the surrounding rock to be fully exerted, and the second steel arch frame of the secondary support adopts a section steel frame to limit the excessive deformation of the surrounding rock; the first steel arch frame for primary supporting and the second steel arch frame for secondary supporting are arranged in a staggered mode to better exert the supporting capacity of the steel arch frames;
furthermore, the first reinforcing mesh of the primary support is divided into two layers, the first layer of reinforcing mesh is arranged on the rock surface after the pilot tunnel excavation is finished, and the second layer of reinforcing mesh is arranged after the first steel arch frame is erected so as to further improve the support stability;
the invention also provides a construction method of the three-layer supporting structure suitable for the double-arch tunnel based on the three-layer supporting structure suitable for the double-arch tunnel, which comprises the following steps:
step 1: dividing the left and right sections of the double arch tunnel into twelve pilot holes A to L and partition wall pilot holes; constructing a hole top advance support of the hole A, excavating the pilot hole A by using a step method, constructing a steel perforated pipe of a system, grouting, laying a first layer of steel bar mesh close to a rock surface, then installing a first steel arch frame, laying a second layer of steel bar mesh after the first steel arch frame is erected, and completing the construction of a primary support after concrete spraying operation is performed; constructing a temporary support and a temporary transverse support on the side wall of the pilot tunnel, and closing the primary support into a ring; performing secondary support in due time after the primary support construction is completed, wherein the second steel arch frame of the secondary support and the first steel arch frame of the primary support are arranged in a staggered manner;
step 2: constructing a B-tunnel top advanced support, excavating a B pilot tunnel by using a step method, constructing a system steel perforated pipe, grouting, laying a first layer of steel bar mesh close to a rock surface, then installing a first steel arch frame, laying a second layer of steel bar mesh after the first steel arch frame is erected, and spraying concrete to finish the construction of a primary support. And (4) applying temporary support and temporary transverse support on the side wall of the pilot tunnel to close the primary support into a ring. Performing secondary support in due time after the primary support construction is completed, wherein the second steel arch frame of the secondary support and the first steel arch frame of the primary support are arranged in a staggered manner;
and step 3: constructing an advance support of the top of a middle partition wall pilot tunnel, excavating the middle partition wall pilot tunnel by using a step method, then closely following a middle partition wall pilot tunnel support system, and pouring a middle partition wall after installing a middle partition wall template;
and 4, step 4: after the maintenance of the intermediate wall is finished, a supporting structure of the intermediate wall pilot tunnel in the C pilot tunnel is broken, a C tunnel top advanced support is constructed, the C pilot tunnel is excavated by a step method, a system steel perforated pipe is constructed and grouted, a first steel arch frame is installed after a first layer of steel mesh is laid close to a rock surface, the left end of the first steel arch frame is connected with the first steel arch frame of the vault of the B pilot tunnel by bolts, stiffening ribs are welded at the joint, the right end of the first steel arch frame is in lap joint with the intermediate wall, a second layer of steel mesh is laid after the first steel arch frame is erected, concrete is sprayed, a temporary transverse support is constructed, the right end of the temporary transverse support is embedded and fixed in the intermediate wall, and the primary support is closed into a ring. Performing secondary support in due time after the primary support construction is completed, wherein the second steel arch frame of the secondary support and the first steel arch frame of the primary support are arranged in a staggered manner;
and 5: the method comprises the steps of breaking a supporting structure of a middle partition wall pilot tunnel located in a D pilot tunnel, constructing D tunnel top advanced support, excavating the D pilot tunnel by using a step method, constructing a system steel perforated pipe and grouting, arranging a first layer of steel bar mesh close to a rock surface, then installing a first steel arch frame, overlapping the left end of the first steel arch frame with the middle partition wall, arranging a second layer of steel bar mesh after the first steel arch frame is erected, spraying concrete, constructing temporary support and temporary transverse support for the side wall of the pilot tunnel, and embedding and fixing the left end of the temporary transverse support in the middle partition wall to enable primary support to be closed into a ring. Performing secondary support in due time after the primary support construction is completed, wherein the second steel arch frame of the secondary support and the first steel arch frame of the primary support are arranged in a staggered manner;
step 6: constructing E-tunnel and F-tunnel top advanced supports in sequence, excavating E-tunnel and F-tunnel by using a step method at staggered intervals, constructing system steel perforated pipes and grouting, arranging a first layer of reinforcing mesh close to a rock surface, then installing a first steel arch frame, connecting the first steel arch frame with a first steel arch frame of an adjacent tunnel arch top and I-steel temporarily supported by a side wall of a guide pit by using bolts, welding stiffening ribs at the joints, arranging a second layer of reinforcing mesh after the first steel arch frame is erected, and spraying concrete. And (4) applying temporary support and temporary transverse support on the side wall of the pilot tunnel to close the primary support into a ring. Performing secondary support in due time after the primary support construction is completed, wherein the second steel arch frame of the secondary support and the first steel arch frame of the primary support are arranged in a staggered manner;
and 7: the method comprises the steps of excavating a G pilot tunnel, an I pilot tunnel and an H pilot tunnel in sequence, constructing primary support, arranging a first layer of reinforcing mesh close to a rock surface, then installing a first steel arch frame, connecting the steel arch frame with the first steel arch frame of the adjacent pilot tunnel and I-steel temporarily supported by the side wall of a pilot tunnel by bolts, welding stiffening ribs at the joints, arranging a second layer of reinforcing mesh after the first steel arch frame is erected, and spraying concrete. Constructing a temporary support and a temporary transverse support on the side wall of the pilot tunnel, and closing the primary support into a ring;
and 8: removing the -shaped temporary support in the A, B, C, G, H, I pilot tunnel section by section, and building reinforced concrete after laying the composite waterproof layer, thereby finishing construction of the third lining;
and step 9: the method comprises the steps of excavating a J pilot tunnel, an L pilot tunnel and a K pilot tunnel in sequence, constructing primary support, arranging a first steel arch frame after a first layer of reinforcing mesh is arranged to be close to a rock surface, connecting the steel arch frame with a first steel arch frame of an adjacent pilot tunnel and I-steel temporarily supported by the side wall of a pilot tunnel by bolts, welding stiffening ribs at the joints, arranging a second layer of reinforcing mesh after the first steel arch frame is erected, and spraying concrete. Constructing a temporary support and a temporary transverse support on the side wall of the pilot tunnel, and closing the primary support into a ring;
step 10: and (3) removing the -shaped temporary supports in the D, E, F, J, K, L pilot tunnel section by section, laying a composite waterproof layer, and then building reinforced concrete to finish the construction of three-time lining, thereby finishing the construction of the three-layer supporting structure of the whole double-arch tunnel.
Compared with the prior art, the invention has the beneficial effects that:
1. the construction method divides the section of the double-arch tunnel into a plurality of pilot tunnels for independent excavation and support, changes a large span into a small span, improves the stability and the safety of the construction process of the double-arch tunnel, improves the working space of construction machinery by adopting a temporary support form of the side wall of the vertical pilot tunnel, and improves the construction efficiency of the double-arch tunnel;
2. according to the invention, by adopting the form of supporting for three times and adopting the -shaped temporary supporting, the defect of long closing time of the double-arch section supporting caused by subsection excavation is improved, the bearing capacity of the structure is ensured while the stress of the surrounding rock is effectively released, the stress condition of the supporting is improved, the later-stage lining quality is controlled, the problem of lining cracking caused by over-thick lining is effectively avoided, and the control of the deformation of the large-section double-arch tunnel surrounding rock is facilitated;
3. according to the invention, the steel arch frames of the front two layers of supports are arranged in a staggered manner, and a rigid-flexible two-layer steel arch frame support mode is adopted, so that the support capability of the steel arch frames and the self-supporting capability of surrounding rocks can be better exerted, the excessive deformation of the surrounding rocks is limited, and the problems of tunnel collapse, support failure, surface subsidence and the like caused by double-arch tunnel excavation are effectively avoided.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this application, illustrate embodiments of the application and, together with the description, serve to explain the application and are not intended to limit the application.
FIG. 1 is a schematic view of the present invention;
FIG. 2 is a structural diagram of the primary support and the secondary support of the present invention;
the system comprises an advance support 1, a primary support 2, a secondary support 3, a tertiary support 4, an -shaped temporary support 5, an intermediate wall pilot tunnel support system 6, a pipe shed 7, a small advance grouting guide pipe 8, a radial system steel flower pipe 9, a first leg locking steel flower pipe 10, a first steel arch frame 11, a first reinforcing mesh 12, first sprayed concrete 13, a second steel arch frame 14, a second reinforcing mesh 15, second sprayed concrete 16, a second leg locking steel flower pipe 17 and a grouting steel flower pipe 18.
The specific implementation mode is as follows:
the invention is further described with reference to the following figures and examples.
It should be noted that the following detailed description is exemplary and is intended to provide further explanation of the disclosure. Unless defined otherwise, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this application belongs.
It is noted that the terminology used herein is for the purpose of describing particular embodiments only and is not intended to be limiting of example embodiments according to the present application. As used herein, the singular forms "a", "an" and "the" are intended to include the plural forms as well, and it should be understood that when the terms "comprises" and/or "comprising" are used in this specification, they specify the presence of stated features, steps, operations, devices, components, and/or combinations thereof, unless the context clearly indicates otherwise.
In the present invention, terms such as "upper", "lower", "left", "right", "front", "rear", "vertical", "horizontal", "side", "bottom", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, and are only terms of relationships determined for convenience of describing structural relationships of the parts or elements of the present invention, and are not intended to refer to any parts or elements of the present invention, and are not to be construed as limiting the present invention.
In the present invention, terms such as "fixedly connected", "connected", and the like are to be understood in a broad sense, and mean either a fixed connection or an integrally connected or detachable connection; may be directly connected or indirectly connected through an intermediate. The specific meanings of the above terms in the present invention can be determined according to specific situations by persons skilled in the relevant scientific or technical field, and are not to be construed as limiting the present invention.
As shown in fig. 1-2, the three-story supporting structure for a double-arch tunnel disclosed in this embodiment includes a forepoling 1, a primary supporting 2, a secondary supporting 3, a tertiary supporting 4, a temporary supporting 5 in the shape of "", and a pilot tunnel supporting system 6 of an intermediate wall;
the advanced support 1 comprises a pipe shed 7 and an advanced grouting small pipe 8;
the primary support comprises a radial system steel perforated pipe 9, a first leg locking steel perforated pipe 10, a first steel arch frame 11, a first reinforcing mesh 12 and first sprayed concrete 13;
the secondary support comprises a second steel arch frame 14, a second steel mesh 15 and second sprayed concrete 16; the three-time support is made of reinforced concrete, a composite waterproof layer is arranged between the three-time support and the secondary support, the -shaped temporary support comprises I-shaped steel, a reinforcing mesh, a second leg locking steel perforated pipe 17 and sprayed concrete, and the middle partition wall pilot tunnel support system comprises a grouting steel perforated pipe 18, a steel arch frame, a reinforcing mesh and sprayed concrete.
Specifically, the first steel arch and the second steel arch of the primary support and the secondary support are made of grating arches or profile steel frames with different rigidity according to the grade of the surrounding rock and the deformation control requirement of the surrounding rock, when the grade of the surrounding rock is poor, the first steel arch of the primary support is made of the profile steel frame to limit excessive deformation of the surrounding rock, so that the tunnel collapse is prevented, and the second steel arch of the secondary support is made of the grating arches to further limit deformation of the surrounding rock; when the grade of the surrounding rock is good, the first steel arch frame of the primary support adopts a grid arch frame to enable the self-bearing capacity of the surrounding rock to be fully exerted, and the second steel arch frame of the secondary support adopts a section steel frame to limit the excessive deformation of the surrounding rock; the first steel arch frame for primary supporting and the second steel arch frame for secondary supporting are arranged in a staggered mode to better exert the supporting capacity of the steel arch frames;
specifically, the first reinforcing mesh of the primary support is divided into two layers, the first layer of reinforcing mesh is arranged on the rock surface after the pilot tunnel excavation is finished, and the second layer of reinforcing mesh is arranged after the first steel arch frame is erected so as to further improve the support stability;
specifically, the -shaped temporary support consists of a vertical pit side wall temporary support and a temporary transverse support, in order to meet the requirement of a working space of a construction machine, the pit side wall temporary support adopts a vertical form, one end of the temporary transverse support close to the intermediate wall is in lap joint with the intermediate wall, a second lock leg steel flower pipe of the -shaped temporary support is connected to an I-shaped steel of the pit side wall temporary support, the -shaped temporary support is dismantled section by section after the excavation of the section is completed, and the longitudinal one-time dismantling support length of the temporary support is controlled within 10 meters; furthermore, the second lock leg steel floral tube 17 is welded on the inner side of the temporary support of the two side walls of the guide pit in an inclined manner, so that the stability of the temporary support of the side walls of the guide pit is improved.
Specifically, the top end of a steel perforated pipe of the middle partition wall pilot tunnel supporting system is embedded into the bottom of the middle partition wall, the bottom end of the steel perforated pipe is embedded into foundation soil, and the steel perforated pipe on the left and right outermost sides and the vertical plane of the middle partition wall are arranged at an angle so as to prevent the middle partition wall from deviating and settling.
The working principle of the invention is as follows:
the invention divides the section of the double-arch tunnel into a plurality of pilot tunnels for independent excavation and support, changes a large span into a small span, improves the stability and the safety of the construction process of the double-arch tunnel, improves the working space of construction machinery by adopting a temporary support form of the vertical side wall of the pilot tunnel, and improves the construction efficiency of the double-arch tunnel. The invention adopts the form of supporting for three times and adopting the temporary supporting in the shape of '', improves the defect of long closing time of the double-arch section supporting caused by subsection excavation, effectively releases the stress of the surrounding rock, ensures the bearing capacity of the structure, improves the stress condition of the supporting, controls the later-stage lining quality, effectively avoids the problem of lining cracking caused by over-thick lining, and is beneficial to the control of the deformation of the large-section double-arch tunnel surrounding rock. According to the invention, the steel arch frames of the front two layers of supports are arranged in a staggered manner, and a rigid-flexible two-layer steel arch frame support mode is adopted, so that the support capability of the steel arch frames and the self-supporting capability of surrounding rocks can be better exerted, the excessive deformation of the surrounding rocks is limited, and the problems of tunnel collapse, support failure, surface subsidence and the like caused by double-arch tunnel excavation are effectively avoided.
As shown in fig. 1-2, a construction method of a three-layer supporting structure suitable for a double-arch tunnel includes the following steps:
step 1: as shown in FIG. 1, the left and right sections of the double arch tunnel are divided into twelve pilot holes A to L and partition wall pilot holes. Constructing a hole top super front support 1 of the A hole; the left tunnel is divided into a pilot tunnel A, a pilot tunnel B, a pilot tunnel C, a pilot tunnel G, a pilot tunnel H and a pilot tunnel I; the right tunnel is divided into a D pilot tunnel, an E pilot tunnel, an F pilot tunnel, a J pilot tunnel, a K pilot tunnel and an L pilot tunnel; the intermediate wall pilot tunnel is positioned between the left side tunnel and the right side tunnel.
A pilot hole A is excavated by using a step method, a radial system steel perforated pipe 9 is constructed and grouted, the radial system steel perforated pipe 9 is constructed on an arch-shaped section corresponding to the pilot hole A, then a first layer of steel bar mesh is laid along the surface of the tightly adhered rock, then a first steel arch 11 is installed, a second layer of steel bar mesh is laid after the first steel arch 11 is erected, and the construction of a primary support 2 is completed after concrete spraying operation is performed. And (3) constructing temporary support and temporary transverse support on the side wall of the pilot tunnel corresponding to the part A of the pilot tunnel, and closing the primary support 2 of the part A of the pilot tunnel into a ring. After the primary support 2 is constructed, the secondary support 3 is constructed timely, and a second steel arch 14 of the secondary support 3 and a first steel arch 11 of the primary support 2 are arranged in a staggered mode;
step 2: constructing a tunnel top advanced support 1 of the tunnel B, excavating the pilot tunnel B by using a step method, constructing a radial system steel perforated pipe 9 and performing grouting, wherein the radial system steel perforated pipe 9 is constructed on an arch-shaped section corresponding to the pilot tunnel B; after a first layer of reinforcing mesh is laid close to the rock surface, a first steel arch frame 11 is installed, the first steel arch frame 11 is connected with a first steel arch frame of an adjacent A pilot tunnel vault and I-steel of a pilot tunnel side wall temporary support (namely the upper left pilot tunnel side wall temporary support of a left tunnel in the figure 1) through bolts, and stiffening ribs are welded at the connection position; the second layer of reinforcing mesh is laid after the first steel arch frame 11 is erected, and the construction of the primary support 2 is completed after concrete is sprayed; constructing temporary support and temporary transverse support on the side wall of the pilot tunnel corresponding to the part of the pilot tunnel B, and closing the primary support 2 of the part of the pilot tunnel B into a ring; after the primary support 2 is constructed, the secondary support 3 is constructed timely, and a second steel arch 14 of the secondary support 3 and a first steel arch 11 of the primary support 2 are arranged in a staggered mode;
and step 3: constructing an advance support 1 at the top of a middle partition wall pilot tunnel, excavating the middle partition wall pilot tunnel by using a step method, then constructing a middle partition wall pilot tunnel support system 6, and pouring a middle partition wall after installing a middle partition wall template; the top end of a steel perforated pipe of the middle partition wall pilot tunnel supporting system is embedded into the bottom of the middle partition wall, the bottom end of the steel perforated pipe is embedded into foundation soil, and the steel perforated pipes on the left and right outermost sides and the vertical plane of the middle partition wall are arranged at an angle so as to prevent the middle partition wall from deviating and settling; the specific construction method is the same as the existing method.
And 4, step 4: after the maintenance of the intermediate wall is finished, breaking a supporting structure of the pilot tunnel of the intermediate wall in the pilot tunnel C, constructing a C tunnel top advanced support 1, excavating the C pilot tunnel by using a step method, constructing a radial system steel perforated pipe 9 and performing grouting, constructing the radial system steel perforated pipe 9 on an arch-shaped section corresponding to the C pilot tunnel, arranging a first layer of reinforcing mesh close to a rock surface, then installing a first steel arch 11, temporarily supporting the left end of the first steel arch 11 and the side wall of the pilot tunnel of the first steel arch 11 at the vault of the B pilot tunnel (namely temporarily supporting the side wall of the pilot tunnel on the upper right side of the tunnel on the left side in the drawing 1) by using bolts, and welding stiffening ribs at the joint; and the right end of the first steel arch 11 is lapped with the intermediate wall, the second layer of steel mesh is laid after the first steel arch 11 is erected, concrete is sprayed to construct a temporary transverse support of the C pilot tunnel part, and the right end of the temporary transverse support is embedded and fixed in the intermediate wall, so that the primary support 2 of the C pilot tunnel part is closed into a ring. After the primary support 2 is constructed, the secondary support 3 is constructed timely, and a second steel arch 14 of the secondary support 3 and a first steel arch 11 of the primary support 2 are arranged in a staggered mode;
and 5: the method comprises the steps of breaking a supporting structure of a middle wall pilot tunnel located in a D pilot tunnel, constructing a D tunnel top advance support 1, excavating the D pilot tunnel by using a step method, constructing a radial system steel perforated pipe 9 and grouting, constructing the radial system steel perforated pipe 9 on an arch-shaped section corresponding to the D pilot tunnel, arranging a first layer of reinforcing mesh close to a rock surface, then installing a first steel arch 11, overlapping the left end of the first steel arch 11 with the middle wall, arranging a second layer of reinforcing mesh after the first steel arch 11 is erected, spraying concrete, constructing a pilot tunnel side wall temporary support and a temporary transverse support of a D pilot tunnel part, and embedding the left end of the temporary transverse support in the middle wall to enable a primary support 2 of the D pilot tunnel part to be closed into a ring. After the primary support 2 is constructed, the secondary support 3 is constructed timely, and a second steel arch 14 of the secondary support 3 and a first steel arch 11 of the primary support 2 are arranged in a staggered mode;
step 6: constructing E-tunnel and F-tunnel top advanced supports 1 in sequence, excavating E-tunnels and F-tunnels at staggered intervals by using a step method, constructing radial system steel perforated pipes 9 and performing grouting, constructing the radial system steel perforated pipes 9 on arch sections corresponding to the E-tunnels and the F-tunnels, arranging a first layer of reinforcing mesh close to a rock surface, then installing a first steel arch center 11, connecting the first steel arch center 11 with a first steel arch center of an adjacent pilot tunnel vault and I-steel temporarily supported by the side wall of the pilot tunnel by using bolts, and welding stiffening ribs at the connection positions; laying a second layer of reinforcing mesh after the first steel arch frame 11 is erected, and spraying concrete;
temporary support and temporary transverse support are applied to the side wall of the pilot tunnel of the E pilot tunnel, and temporary transverse support of the F pilot tunnel closes the primary support 2 of the corresponding part of the E pilot tunnel into a ring; the primary support 2 of the corresponding part of the pilot tunnel F is closed into a ring; after the primary support 2 is constructed, the secondary support 3 is constructed timely, and a second steel arch 14 of the secondary support 3 and a first steel arch 11 of the primary support 2 are arranged in a staggered mode;
specifically, the structure that is finally formed is: the left end of the first steel arch of the pilot tunnel E is connected with the first steel arch of the pilot tunnel D and the temporary support of the lateral wall of the pilot tunnel (namely the temporary support of the lateral wall of the upper left pilot tunnel of the right tunnel in the figure 1), and the right end of the first steel arch of the pilot tunnel E is connected with the first steel arch of the pilot tunnel F and the temporary support of the lateral wall of the pilot tunnel corresponding to the first steel arch of the pilot tunnel F (namely the temporary support of the lateral wall of the upper right pilot tunnel of the right tunnel in the figure 1); the left end of the first steel arch of the F pilot tunnel is connected with the first steel arch of the E pilot tunnel and a temporary support of the side wall of the pilot tunnel (namely the temporary support of the side wall of the upper right pilot tunnel of the right tunnel in the figure 1); the right end of the steel frame is connected with the I-steel of the temporary transverse support in later construction;
and 7: sequentially excavating a G pilot tunnel, an I pilot tunnel and an H pilot tunnel by using a step method, constructing a primary support 2, laying a first layer of reinforcing mesh close to a rock surface, installing a first steel arch frame 11, connecting the first steel arch frame with a first steel arch frame I of an adjacent pilot tunnel and I-steel temporarily supported by the side wall of a pilot tunnel by using bolts, and welding stiffening ribs at the connecting part;
laying a second layer of steel bar mesh after the first steel arch frame 11 is erected, and spraying concrete; and (3) constructing temporary supports and temporary transverse supports on the side walls of the pilot pits corresponding to the G pilot tunnel, the I pilot tunnel and the H pilot tunnel, and closing the primary supports 2 on the left side into a ring.
The structure formed specifically is: one end of the first steel arch centering of the G pilot tunnel is connected with the first steel arch centering and the temporary transverse support of the A pilot tunnel; the other end of the steel arch is connected with a first steel arch center of an H pilot tunnel constructed in the later period, and is simultaneously connected with a corresponding pilot tunnel side wall temporary support (namely, a lower left pilot tunnel side wall temporary support of a left tunnel in the figure 1);
one end of a first steel arch of the H pilot tunnel is connected with a first steel arch of the G pilot tunnel and a pilot tunnel side wall temporary support (namely, a lower left pilot tunnel side wall temporary support of the left tunnel in the figure 1), and the other end of the first steel arch of the H pilot tunnel is connected with a first steel arch of the I pilot tunnel and a pilot tunnel side wall temporary support corresponding to the first steel arch of the I pilot tunnel (namely, a lower right pilot tunnel side wall temporary support of the left tunnel in the figure 1);
one end of a first steel arch of the I pilot tunnel is connected with a first steel arch of the H pilot tunnel and a temporary support of the lateral wall of the pilot tunnel (namely a temporary support of the lateral wall of the lower right pilot tunnel of the left tunnel in the figure 1), and the other end of the first steel arch of the I pilot tunnel is connected with a first steel arch and a temporary transverse support of the C pilot tunnel;
and 8: dismantling the -shaped temporary support 5 in the A, B, C, G, H, I pilot tunnel section by section, and building reinforced concrete after laying a composite waterproof layer so as to finish the construction of the three-time support 4;
and step 9: sequentially excavating a J pilot tunnel, an L pilot tunnel and a K pilot tunnel by using a step method, constructing a primary support 2,
and arranging a first layer of reinforcing mesh close to the rock surface, then installing a first steel arch frame, connecting the first steel arch frame with the first steel arch frame I of the adjacent pilot tunnel and the I-steel temporarily supported by the side wall of the pilot tunnel by adopting bolts, welding stiffening ribs at the joint, arranging a second layer of reinforcing mesh after the first steel arch frame is erected, and spraying concrete. Constructing a temporary support and a temporary transverse support on the side wall of the pilot tunnel, and closing the primary support into a ring;
the structure formed specifically is: one end of the first steel arch frame of the J pilot tunnel is connected with the first steel arch frame and the temporary transverse support of the D pilot tunnel; the other end of the steel arch is connected with a first steel arch frame of a K pilot tunnel constructed in the later period; and is connected with the temporary support of the side wall of the pit (namely the temporary support of the side wall of the pit at the lower part and the left side of the tunnel at the right side in the figure 1) corresponding to the temporary support;
one end of a first steel arch of the K pilot tunnel is connected with a first steel arch of the J pilot tunnel and a pilot tunnel side wall temporary support (namely, a lower left pilot tunnel side wall temporary support of a right tunnel in figure 1), and the other end of the first steel arch of the K pilot tunnel is connected with a first steel arch of the L pilot tunnel and is simultaneously connected with a pilot tunnel side wall temporary support corresponding to the first steel arch (namely, a lower right pilot tunnel side wall temporary support of the right tunnel in figure 1);
one end of a first steel arch of the L pilot tunnel is connected with a first steel arch of the K pilot tunnel and a temporary support of the lateral wall of the pilot tunnel (namely the temporary support of the lateral wall of the lower right pilot tunnel of the right tunnel in figure 1), and the other end of the first steel arch of the L pilot tunnel is connected with a first steel arch and a temporary transverse support of the F pilot tunnel;
step 10: and (3) dismantling the -shaped temporary supports 5 in the D, E, F, J, K, L pilot tunnel section by section, laying a composite waterproof layer, and then building reinforced concrete to finish the construction of the three-time supports 4, thereby finishing the construction of the three-layer support structure of the whole double-arch tunnel.
The above description is only a preferred embodiment of the present application and is not intended to limit the present application, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, improvement and the like made within the spirit and principle of the present application shall be included in the protection scope of the present application.
Although the embodiments of the present invention have been described with reference to the accompanying drawings, it is not intended to limit the scope of the present invention, and it should be understood by those skilled in the art that various modifications and variations can be made without inventive efforts by those skilled in the art based on the technical solution of the present invention.
Claims (10)
1. A three-layer supporting structure suitable for a double-arch tunnel is characterized by comprising a forepoling, a primary supporting, a secondary supporting, a tertiary supporting, an -shaped temporary supporting and a partition wall pilot tunnel supporting system which are sequentially arranged from the outer layer of an arched section of two tunnels to the inner layer of the arched section of the tunnel;
the primary support comprises a first steel arch frame, a first reinforcing mesh and first sprayed concrete which are sequentially arranged from the outer layer of the arched section of the tunnel to the inner layer of the tunnel, and a steel floral tube and a first lock pin steel floral tube are arranged in the radial direction of the first steel arch frame;
the secondary support comprises a second steel arch frame, a second steel mesh and second sprayed concrete which are sequentially arranged from the outer layer of the arched section of the tunnel to the inner layer of the tunnel;
the material of the third support is reinforced concrete, and a composite waterproof layer is arranged between the third support and the second support;
the -shaped temporary support is arranged in the tunnel and consists of a vertical pit side wall temporary support, a temporary transverse support and a second locking steel floral tube, wherein one end of the temporary transverse support close to the intermediate wall is lapped with the intermediate wall, and the other end of the temporary transverse support far away from the intermediate wall is connected with the side wall of the tunnel; the temporary support on the side wall of the pilot tunnel is in a vertical form, the temporary support on the side wall of the pilot tunnel is vertical to the temporary transverse support, and two ends of the temporary support are connected to a secondary support; the second lock pin steel perforated pipe is obliquely connected to the I-shaped steel temporarily supported by the side wall of the guide pit.
2. A three-story supporting structure for double multi-arch tunnels as claimed in claim 1, wherein the pilot tunnel supporting system of the intermediate wall is composed of grouting steel perforated pipes, steel arch frames, reinforcing mesh, and shotcrete; the steel arch frame, the reinforcing mesh and the sprayed concrete are sequentially arranged along the arch-shaped section of the pilot tunnel from outside to inside, and the grouting steel perforated pipe is arranged along the radial direction of the steel arch frame; the top end of the steel perforated pipe is embedded into the bottom of the intermediate wall, the bottom end of the steel perforated pipe is embedded into foundation soil, and the steel perforated pipe on the left and right outermost sides and the vertical plane of the intermediate wall are arranged at an angle.
3. The three-layer supporting structure suitable for the double-arch tunnel according to claim 1, wherein the first steel arch and the second steel arch are grid arches or steel frames with different rigidity according to the grade of surrounding rock and the deformation control requirement of the surrounding rock;
furthermore, when the grade of the surrounding rock is poor, the first steel arch frame adopts a profile steel frame to limit excessive deformation of the surrounding rock and prevent the tunnel from collapsing, and the second steel arch frame adopts a grid arch frame to further limit deformation of the surrounding rock; when the grade of the surrounding rock is good, the first steel arch frame adopts the grating arch frame to enable the self-supporting capacity of the surrounding rock to be fully exerted, and the second steel arch frame adopts the section steel frame to limit the excessive deformation of the surrounding rock.
4. A three-story supporting structure for double-arch tunnels as claimed in claim 1, wherein the first reinforcing mat is arranged in two layers and divided, the first reinforcing mat is arranged on the rock surface after the pilot tunnel excavation is completed, and the second reinforcing mat is arranged after the first steel arch frame is erected to further improve the supporting stability.
5. The method of constructing a three-story supporting structure for a double-arch tunnel according to any one of claims 1 to 4, comprising:
step 1, dividing a left section and a right section of a double arch tunnel into twelve pilot holes from A to L and partition wall pilot holes;
step 2, constructing a pilot support at the top of the pilot tunnel A;
step 3, constructing a leading support of the top of the guide tunnel B;
step 4, constructing a top advance support of the intermediate wall pilot tunnel, excavating the intermediate wall pilot tunnel by using a step method, then following the intermediate wall pilot tunnel support system, and pouring the intermediate wall after installing an intermediate wall template;
step 5, after the maintenance of the partition wall is finished, breaking a supporting structure of the intermediate partition wall pilot tunnel in the pilot tunnel C, and constructing advanced support of the top of the pilot tunnel C; excavating a pilot tunnel C by using a step method, wherein the left end of a first steel arch frame of the pilot tunnel C is connected with a first steel arch frame of a vault of the pilot tunnel B, and the right end of the first steel arch frame is lapped with the intermediate wall;
6, breaking a supporting structure of the mid-partition pilot tunnel positioned in the pilot tunnel D, and constructing advanced supports at the top of the pilot tunnel D; d, overlapping the left end of the first steel arch frame of the pilot tunnel with the intermediate wall;
step 7, constructing E-tunnel and F-tunnel top advanced supports in sequence;
step 8, excavating a G pilot tunnel, an I pilot tunnel and an H pilot tunnel in sequence by using a step method;
9, removing the -shaped temporary support in the A, B, C, G, H, I pilot tunnel section by section, and building reinforced concrete after laying a composite waterproof layer, thereby finishing construction of the third lining;
step 10, excavating a J pilot tunnel, an L pilot tunnel and a K pilot tunnel in sequence by using a step method;
step 11 removes D, E, F, J, K, L the temporary support of "" shape in the pilot tunnel segment by segment.
6. The construction method according to claim 5, wherein the hole top advance supporting method of the pilot tunnel A and the pilot tunnel B in the step 2 and the step 3 is the same as follows:
excavating a pilot tunnel A or a pilot tunnel B by using a step method, constructing a steel perforated pipe of a system, grouting, laying a first layer of reinforcing mesh close to a rock surface, then installing a first steel arch frame, laying a second layer of reinforcing mesh after the first steel arch frame is erected, and performing concrete spraying operation to complete the construction of primary support; constructing a temporary support and a temporary transverse support on the side wall of the pilot tunnel, and closing the primary support into a ring; and (4) timely constructing secondary support after the primary support construction is finished, and arranging the second steel arch of the secondary support and the first steel arch of the primary support at a staggered distance.
7. The construction method according to claim 5, wherein step 5 is used for excavating a C pilot tunnel, constructing a steel perforated pipe of the system and grouting, arranging a first layer of reinforcing mesh close to the rock surface, then installing a first steel arch frame, connecting the left end of the first steel arch frame with a first steel arch frame of the vault of the B pilot tunnel by bolts, welding stiffening ribs at the connection part, overlapping the right end of the first steel arch frame with the intermediate wall, arranging a second layer of reinforcing mesh after the first steel arch frame is erected, spraying concrete, constructing a temporary transverse support, and embedding the right end of the temporary transverse support in the intermediate wall so as to close the primary support into a ring; and (4) timely constructing secondary support after the primary support construction is finished, and arranging the second steel arch of the secondary support and the first steel arch of the primary support at a staggered distance.
8. The construction method according to claim 5, wherein step 6 is used for excavating a D pilot hole, constructing a steel perforated pipe of the system and grouting the steel perforated pipe, arranging a first steel arch frame after arranging a first layer of steel bar mesh close to the rock surface, overlapping the left end of the first steel arch frame with the intermediate wall, arranging a second layer of steel bar mesh after the first steel arch frame is arranged, spraying concrete, constructing a temporary support and a temporary transverse support of the side wall of the pilot hole, and embedding the left end of the temporary transverse support in the intermediate wall to close the primary support into a ring; and (4) timely constructing secondary support after the primary support construction is finished, and arranging the second steel arch of the secondary support and the first steel arch of the primary support at a staggered distance.
9. The construction method according to claim 8, wherein in step 7, E-tunnel and F-tunnel top advance supports are sequentially constructed, E-tunnel and F-tunnel are excavated by using a step-by-step offset, system steel perforated pipes are constructed and grouted, a first steel arch frame is installed after a first layer of steel bar mesh is arranged to be close to the rock surface, the first steel arch frame is connected with a first steel arch frame of an adjacent tunnel arch top and I-steel temporarily supported by the side wall of the tunnel by bolts, stiffening ribs are welded at the connection parts, a second layer of steel bar mesh is arranged after the first steel arch frame is erected, and concrete is sprayed. Constructing a temporary support and a temporary transverse support on the side wall of the pilot tunnel, and closing the primary support into a ring; and (4) timely constructing secondary support after the primary support construction is finished, and arranging the second steel arch of the secondary support and the first steel arch of the primary support at a staggered distance.
10. The construction method according to claim 8, wherein the construction method of the G pilot tunnel, the I pilot tunnel, the H pilot tunnel, the J pilot tunnel, the L pilot tunnel and the K pilot tunnel is the same, specifically, a primary support is performed, a first layer of reinforcing mesh is arranged to be close to the rock surface, then a first steel arch is installed, the steel arch is connected with a first steel arch of an adjacent pilot tunnel and I-steel temporarily supported by the side wall of the pilot tunnel by bolts, stiffening ribs are welded at the connection position, a second layer of reinforcing mesh is arranged after the first steel arch is erected, and concrete is sprayed; and (4) applying temporary support and temporary transverse support on the side wall of the pilot tunnel to close the primary support into a ring.
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Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111456767A (en) * | 2019-10-29 | 2020-07-28 | 中国建筑股份有限公司 | Subsection-integrated cast tunnel steel arch structure and supporting method thereof |
| CN111911166A (en) * | 2020-08-05 | 2020-11-10 | 同济大学 | Full-section excavation design construction method for branch tunnel |
| CN112012761A (en) * | 2020-07-23 | 2020-12-01 | 湖南省交通规划勘察设计院有限公司 | Construction method of anti-disturbance double-arch tunnel structure |
| CN112012763A (en) * | 2020-07-23 | 2020-12-01 | 湖南省交通规划勘察设计院有限公司 | Construction method of double-layer primary support multi-arch tunnel structure |
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Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102606168A (en) * | 2012-03-16 | 2012-07-25 | 西安理工大学 | Construction method for preventing settlement and deformation of shallow-buried-excavation tunnel in excavation |
| CN103244130A (en) * | 2013-05-31 | 2013-08-14 | 中南大学 | Quick excavation and expanding construction method of herringbone tunnel section |
| CN203239357U (en) * | 2013-05-14 | 2013-10-16 | 中交第一公路勘察设计研究院有限公司 | Adjacent tunnel supporting structure suitable for collapsible loess |
| CN104061000A (en) * | 2014-06-24 | 2014-09-24 | 中铁第四勘察设计院集团有限公司 | Touch wall sunken channel type tunnel mid-board and construction method thereof |
| CN204738817U (en) * | 2015-05-16 | 2015-11-04 | 山西省交通科学研究院 | Flexible supporting construction pattern in tunnel |
| CN206092004U (en) * | 2016-07-25 | 2017-04-12 | 陕西铁路工程职业技术学院 | Loess tunnel initial stage supporting device that is under construction |
| CN109026064A (en) * | 2018-07-16 | 2018-12-18 | 中铁第四勘察设计院集团有限公司 | A kind of construction method that large span multiple-arch tunnel is hazy |
-
2019
- 2019-09-12 CN CN201910865984.2A patent/CN110630283B/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102606168A (en) * | 2012-03-16 | 2012-07-25 | 西安理工大学 | Construction method for preventing settlement and deformation of shallow-buried-excavation tunnel in excavation |
| CN203239357U (en) * | 2013-05-14 | 2013-10-16 | 中交第一公路勘察设计研究院有限公司 | Adjacent tunnel supporting structure suitable for collapsible loess |
| CN103244130A (en) * | 2013-05-31 | 2013-08-14 | 中南大学 | Quick excavation and expanding construction method of herringbone tunnel section |
| CN104061000A (en) * | 2014-06-24 | 2014-09-24 | 中铁第四勘察设计院集团有限公司 | Touch wall sunken channel type tunnel mid-board and construction method thereof |
| CN204738817U (en) * | 2015-05-16 | 2015-11-04 | 山西省交通科学研究院 | Flexible supporting construction pattern in tunnel |
| CN206092004U (en) * | 2016-07-25 | 2017-04-12 | 陕西铁路工程职业技术学院 | Loess tunnel initial stage supporting device that is under construction |
| CN109026064A (en) * | 2018-07-16 | 2018-12-18 | 中铁第四勘察设计院集团有限公司 | A kind of construction method that large span multiple-arch tunnel is hazy |
Cited By (15)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111456767A (en) * | 2019-10-29 | 2020-07-28 | 中国建筑股份有限公司 | Subsection-integrated cast tunnel steel arch structure and supporting method thereof |
| CN112012761A (en) * | 2020-07-23 | 2020-12-01 | 湖南省交通规划勘察设计院有限公司 | Construction method of anti-disturbance double-arch tunnel structure |
| CN112012763A (en) * | 2020-07-23 | 2020-12-01 | 湖南省交通规划勘察设计院有限公司 | Construction method of double-layer primary support multi-arch tunnel structure |
| CN111911166A (en) * | 2020-08-05 | 2020-11-10 | 同济大学 | Full-section excavation design construction method for branch tunnel |
| CN112177616A (en) * | 2020-11-13 | 2021-01-05 | 贵州大学 | Method for laying steel frame of multi-arch tunnel without middle pilot tunnel |
| CN112523759B (en) * | 2020-11-30 | 2022-11-08 | 中铁十八局集团有限公司 | Construction method for converting double-arch tunnel and small-clear-distance tunnel in underground transverse channel |
| CN112523759A (en) * | 2020-11-30 | 2021-03-19 | 中铁十八局集团有限公司 | Construction method for converting double-arch tunnel and small-clear-distance tunnel in underground transverse channel |
| CN113153308A (en) * | 2021-03-09 | 2021-07-23 | 中铁八局集团有限公司 | Construction method for double arch tunnel collapse section |
| CN113153308B (en) * | 2021-03-09 | 2023-12-08 | 中铁八局集团有限公司 | Construction method for collapse section of double-arch tunnel |
| CN113266363A (en) * | 2021-05-27 | 2021-08-17 | 中铁十九局集团第三工程有限公司 | Excavation method for temporary intermediate wall reinforcing structure of large-section tunnel |
| CN113266363B (en) * | 2021-05-27 | 2024-04-05 | 中铁十九局集团第三工程有限公司 | Excavation method for temporary intermediate wall reinforcing structure of large-section tunnel |
| CN113622941A (en) * | 2021-09-10 | 2021-11-09 | 中铁一局集团第五工程有限公司 | Large-span double-arch tunnel excavation method under urban complex environment |
| CN115045669A (en) * | 2022-08-11 | 2022-09-13 | 湖南省交通规划勘察设计院有限公司 | Construction method of super-large section double-arch tunnel in weak stratum |
| CN115110966A (en) * | 2022-08-30 | 2022-09-27 | 中铁十六局集团地铁工程有限公司 | Tunnel supporting structure and construction method |
| CN115110966B (en) * | 2022-08-30 | 2022-11-08 | 中铁十六局集团地铁工程有限公司 | Tunnel supporting structure and construction method |
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