CN113266363B - Excavation method for temporary intermediate wall reinforcing structure of large-section tunnel - Google Patents
Excavation method for temporary intermediate wall reinforcing structure of large-section tunnel Download PDFInfo
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- CN113266363B CN113266363B CN202110581510.2A CN202110581510A CN113266363B CN 113266363 B CN113266363 B CN 113266363B CN 202110581510 A CN202110581510 A CN 202110581510A CN 113266363 B CN113266363 B CN 113266363B
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- 238000000034 method Methods 0.000 title claims abstract description 53
- 230000003014 reinforcing effect Effects 0.000 title claims abstract description 23
- 238000009412 basement excavation Methods 0.000 title claims description 38
- 229910000831 Steel Inorganic materials 0.000 claims description 86
- 239000010959 steel Substances 0.000 claims description 86
- 239000004567 concrete Substances 0.000 claims description 33
- 230000002787 reinforcement Effects 0.000 claims description 15
- 238000005553 drilling Methods 0.000 claims description 13
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 3
- 238000010276 construction Methods 0.000 abstract description 24
- 230000008901 benefit Effects 0.000 description 16
- 239000004570 mortar (masonry) Substances 0.000 description 15
- 239000011435 rock Substances 0.000 description 7
- 238000009434 installation Methods 0.000 description 6
- 230000008569 process Effects 0.000 description 6
- 230000009471 action Effects 0.000 description 4
- 238000007689 inspection Methods 0.000 description 4
- 230000000903 blocking effect Effects 0.000 description 3
- 230000005641 tunneling Effects 0.000 description 3
- 239000004568 cement Substances 0.000 description 2
- 239000011083 cement mortar Substances 0.000 description 2
- 238000004140 cleaning Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 238000005192 partition Methods 0.000 description 2
- 239000011148 porous material Substances 0.000 description 2
- 239000011378 shotcrete Substances 0.000 description 2
- 230000008859 change Effects 0.000 description 1
- 230000003111 delayed effect Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 238000001125 extrusion Methods 0.000 description 1
- 238000012423 maintenance 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
- 230000035772 mutation Effects 0.000 description 1
- 239000003973 paint Substances 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 238000005507 spraying Methods 0.000 description 1
- 238000003466 welding Methods 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
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
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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
- E21D11/12—Temporary supports for use during building; Accessories
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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
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
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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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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The disclosure relates to the technical field of tunnel construction, in particular to a method for excavating a temporary intermediate wall reinforcing structure of a large-section tunnel. The excavating operation of the excavating method of the temporary intermediate wall reinforcing structure of the large-section tunnel comprises the following steps: s1, excavating an upper left pilot tunnel; s2, excavating an upper right pilot tunnel; s3, excavating a left middle pilot tunnel; s4, excavating a right middle pilot tunnel; s5, excavating a left lower pilot tunnel; s6, excavating a right lower pilot tunnel; step S7, excavating a temporary intermediate wall. The side wall pilot tunnel preliminary bracing becomes the arch, and preliminary bracing, interim vertical bracing, first interim stull and the interim stull of second are closed into the ring, and preliminary bracing, interim vertical bracing, bottom bed course and the interim stull of second are closed into the ring, have improved the stability of secretly dig the station.
Description
Technical Field
The disclosure relates to the technical field of tunnel construction, in particular to a method for excavating a temporary intermediate wall reinforcing structure of a large-section tunnel.
Background
In view of the function of the subway, the subway station is mostly built in urban areas with dense ground buildings, complex underground pipelines and dense population, and the subway station can not be started on schedule due to special geographic positions and complex environmental conditions. The construction of the underground excavation station is characterized in that the excavation section is large, the working procedures are more, the construction period is long, the tunneling construction speed of the section shield is relatively high, and the contradiction of 'engineering' between the section shield and the construction of the station main body is necessarily generated. How to ensure the safety and stability of the initial support of the side wall pilot tunnel and the long-time exposure of the high and large temporary intermediate wall during the shield tunneling of the shield machine in the section after stepping to go to the station is a problem to be solved urgently.
Disclosure of Invention
To solve the above technical problems or at least partially solve the above technical problems, the present disclosure provides a method for excavating a temporary intermediate wall reinforcing structure of a large-section tunnel.
The invention provides a large-section tunnel temporary intermediate wall reinforcing structure excavation method, which is characterized in that tunnel end faces are divided into left guide holes, temporary intermediate walls and right guide holes, wherein the left guide holes are divided into three guide holes which are sequentially arranged from top to bottom, namely an upper left guide hole, a middle left guide hole and a lower left guide hole, and the right guide holes are divided into three guide holes which are sequentially arranged from top to bottom, namely an upper right guide hole, a middle right guide hole and a lower right guide hole;
wherein the digging operation comprises the steps of:
step S1, excavating an upper left pilot tunnel, and performing corresponding primary support, temporary vertical support and first temporary transverse support to enable the corresponding primary support, temporary vertical support and first temporary transverse support to be closed into a ring;
s2, excavating an upper right pilot tunnel, and performing corresponding primary support, temporary vertical support and first temporary transverse support to enable the corresponding primary support, temporary vertical support and temporary transverse support to be closed into a ring;
s3, excavating a left middle pilot tunnel, and performing corresponding primary support, temporary vertical support and second temporary transverse support to enable the corresponding primary support, temporary vertical support, first temporary transverse support and second temporary transverse support to be closed into a ring;
s4, excavating a right middle pilot tunnel, and performing corresponding primary support, temporary vertical support and second temporary transverse support to enable the corresponding primary support, temporary vertical support, first temporary transverse support and second temporary transverse support to be closed into a ring;
s5, excavating a left lower pilot tunnel, and performing corresponding primary support, temporary vertical support and bottom cushion layer to enable the corresponding primary support, temporary vertical support, bottom cushion layer and second temporary transverse support to be closed into a ring;
s6, excavating a right lower pilot tunnel, and performing corresponding primary support, temporary vertical support and bottom cushion layer to enable the corresponding primary support, temporary vertical support, bottom cushion layer and second temporary transverse support to be closed into a ring;
and S7, excavating a temporary intermediate wall, and performing corresponding primary supports to enable the primary supports respectively positioned in the left pilot tunnel and the right pilot tunnel to be connected into an arch shape.
As a preferred technical solution of the method according to the invention, the primary support comprises a first reinforcing mesh, a first steel frame and concrete;
the first steel reinforcement net and the first steel frame are poured into a whole through the concrete.
As a preferable technical scheme of the method, the primary support comprises a side wall anchor rod, one end of the side wall anchor rod is fixed on the steel frame, and the side wall anchor rod penetrates through the first reinforcing mesh to fix the first steel frame and the first reinforcing mesh on the left side wall of the left pilot tunnel and the right side wall of the right pilot tunnel.
As a preferred embodiment of the method according to the invention, the first steel frame is welded with the first channel steel before the concrete is sprayed.
As a preferable technical scheme of the method, the temporary vertical support comprises a second reinforcing mesh, a second steel frame and concrete;
and pouring the second reinforcing steel bar net and the second steel frame into a whole by the concrete.
As a preferred embodiment of the method according to the invention, a second channel steel is welded to the second steel frame before the concrete is sprayed.
As a preferable technical scheme of the method, before concrete is sprayed, angle steel brackets are welded on the first steel frame and the second steel frame, and the first channel steel and the second channel steel are arranged above the angle steel brackets.
As a preferable technical scheme of the method, two ends of the first temporary transverse strut are respectively connected with the first channel steel and the second channel steel through bolts;
two ends of the second temporary transverse brace are respectively connected with the first channel steel and the second channel steel through bolts.
As a preferable technical scheme of the method, the method comprises the following steps of S2, S4 and S6: s8, arranging a counter-pulling anchor rod on the temporary middle wall;
step S8 comprises drilling holes in the temporary middle partition wall, installing the pull anchor rod after drilling holes are completed, and tensioning the pull anchor rod after installing the pull anchor rod.
As a preferred embodiment of the method according to the invention,
in step S7, the temporary intermediate wall is divided into an upper part, a middle part and a lower part for excavation,
the upper part of the excavation comprises the steps of removing temporary vertical supports positioned on the upper left and the upper right, excavating an upper region, and performing primary support on the top of the pilot tunnel;
the middle part of the excavation comprises the steps of removing a first temporary transverse strut, removing temporary vertical struts positioned in the left middle and the right middle, and excavating a middle area;
the middle and lower part of the excavation comprises the steps of removing the second temporary transverse support, removing the temporary vertical supports positioned at the left lower part and the right lower part, excavating the middle and lower area, and making a bottom cushion layer.
Compared with the prior art, the technical scheme provided by the embodiment of the disclosure has the following advantages:
the method for excavating the temporary intermediate wall reinforcing structure of the large-section tunnel comprises the steps of supporting the side wall pilot tunnel in an initial stage to form an arch; the primary support, the temporary vertical support, the first temporary transverse support and the second temporary transverse support are closed to form a ring; the primary support, the temporary vertical support, the first temporary transverse support and the second temporary transverse support are closed to form a ring; the primary support, the temporary vertical support, the bottom cushion layer and the second temporary transverse support are closed to form a ring; the stability of the underground excavation station is improved, the construction cost is reduced, and the economic benefit and the social benefit are remarkable.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this specification, illustrate embodiments consistent with the disclosure and together with the description, serve to explain the principles of the disclosure.
In order to more clearly illustrate the embodiments of the present disclosure or the solutions in the prior art, the drawings that are required for the description of the embodiments or the prior art will be briefly described below, and it will be obvious to those skilled in the art that other drawings can be obtained from these drawings without inventive effort.
FIG. 1 is a flow chart of a method for excavating a temporary intermediate wall reinforcement structure of a large-section tunnel according to an embodiment of the present disclosure;
fig. 2 is a schematic structural diagram of tunnel excavation according to an embodiment of the present disclosure;
fig. 3 is a schematic structural diagram of a second channel steel and an angle steel bracket in the tunnel excavation structure according to the embodiment of the disclosure.
Reference numerals: 11-upper left; 12-left middle; 13-lower left; 21-upper right; 22-right middle; 23-lower right; 31-primary support; 32-temporary vertical bracing; 33-a first temporary cross brace; 34-a second temporary cross brace; 35-side wall anchor rods; 36-opposite-pulling anchor rods; 37-first channel steel; 38-a second channel; 39-angle steel brackets; 40-bottom pad layer; 41-temporary intermediate wall.
Detailed Description
In order that the above objects, features and advantages of the present disclosure may be more clearly understood, a further description of aspects of the present disclosure will be provided below. It should be noted that, without conflict, the embodiments of the present disclosure and features in the embodiments may be combined with each other.
In the following description, numerous specific details are set forth in order to provide a thorough understanding of the present disclosure, but the present disclosure may be practiced otherwise than as described herein; it will be apparent that the embodiments in the specification are only some, but not all, embodiments of the disclosure.
Referring to fig. 1, 2 and 3, in the method for excavating a temporary intermediate wall reinforcement structure of a large-section tunnel according to the embodiment of the present disclosure, an end face of the tunnel is divided into a left pilot hole, a temporary intermediate wall 41 and a right pilot hole, the left pilot hole is divided into three pilot holes of an upper left 11, a middle left 12 and a lower left 13 which are sequentially arranged from top to bottom, and the right pilot hole is divided into three pilot holes of an upper right 21, a middle right 22 and a lower right 23 which are sequentially arranged from top to bottom;
wherein the digging operation comprises the steps of:
step S1, excavating an upper left 11 pilot tunnel, and performing corresponding primary supports 31, temporary vertical supports 32 and first temporary transverse supports 33 to enable the corresponding primary supports 31, temporary vertical supports 32 and first temporary transverse supports 33 to be closed into a ring.
And S2, excavating a pilot tunnel 21 on the right, and performing corresponding primary supports 31, temporary vertical supports 32 and first temporary transverse supports 33 to enable the corresponding primary supports 31, temporary vertical supports 32 and temporary transverse supports to be closed into a ring.
The first temporary cross brace 33 is applied, so that the primary support forms a closed loop objectively, and the integrity of the support is improved; the first temporary cross braces 33 are used for reducing the span of the side wall primary support 31 and the high temporary intermediate wall 41, and optimizing the support stress.
Step S3, excavating a left middle 12 pilot tunnel, and performing corresponding primary support 31, temporary vertical support 32 and second temporary transverse support 34, so that the corresponding primary support 31, temporary vertical support 32, first temporary transverse support 33 and second temporary transverse support 34 are closed into a ring, the stability of the underground excavation station is improved, the construction cost is reduced, and the economic benefit and the social benefit are remarkable.
Step S4, excavating a right middle 22 pilot tunnel, and performing corresponding primary support 31, temporary vertical support 32 and second temporary transverse support 34, so that the corresponding primary support 31, temporary vertical support 32, first temporary transverse support 33 and second temporary transverse support 34 are closed into a ring, the stability of the underground excavation station is improved, the construction cost is reduced, and the economic benefit and the social benefit are remarkable.
The application of the second temporary cross braces 34 forms a closed loop for the primary support 31, increasing the integrity of the support; the second temporary cross braces 34 serve as temporary supports for the side wall primary supports 31 and the tall temporary intermediate wall 41 to optimize support forces.
Step S5, excavating a left lower guide hole 13, and performing corresponding primary support 31, temporary vertical support 32 and bottom cushion layer 40, so that the corresponding primary support 31, temporary vertical support 32, bottom cushion layer 40 and second temporary transverse support 34 are closed into a ring, the stability of the underground excavation station is improved, the construction cost is reduced, and the economic benefit and the social benefit are remarkable.
Step S6, excavating a right lower guide hole 23, and performing corresponding primary support 31, temporary vertical support 32 and bottom cushion layer 40, so that the corresponding primary support 31, temporary vertical support 32, bottom cushion layer 40 and second temporary transverse support 34 are closed into a ring, the stability of the underground excavation station is improved, the construction cost is reduced, and the economic benefit and the social benefit are remarkable. The bottom cushion layer 40 is formed by concrete pouring, and because of the requirement of the TBM shield machine passing station, the inverted arch primary support 31 cannot be timely applied to seal the primary support 31 into a ring, and the temporary inverted arch of 30cm thick C40 concrete is applied to the bottom to be used as the TBM passing station cushion layer.
In order to effectively control deformation and convergence of surrounding rock of a lower step, the temporary inverted arch is excavated along with the face of the lower step in time, when the surrounding rock is good, the distance from the temporary inverted arch to the face of the lower step is controlled to be 12-15 m, and when the surrounding rock is poor, the distance from the temporary inverted arch to the face of the lower step is controlled to be within 10 m.
Before pouring the temporary inverted arch, cleaning the bottom weak layer and the virtual slag; c40 early-strength concrete is adopted, and after the concrete strength reaches 10MPa, a 2cm thick steel plate is paved on the concrete, so that the construction machine can be moved, and the temporary inverted arch concrete is prevented from being crushed. And (5) strictly controlling the elevation and the flatness of the top surface of the temporary inverted arch concrete, and curing the concrete.
Step S7, excavating the temporary intermediate wall 41 and making corresponding primary supports 31 to connect the primary supports 31 respectively located in the left pilot hole and the right pilot hole into an arch shape.
During the TBM station crossing period, the deformation and stability of the tunnel are controlled by the primary support 31 structures of the left pilot tunnel and the right pilot tunnel, so that the stress performance of the support structure is enhanced; before the shield passes the station, a concrete station passing cushion layer is poured in time, so that arch springing convergence of the pilot tunnel can be better restrained; meanwhile, the monitoring is enhanced, and if the stress and deformation mutation are found, measures such as grouting of the long anchor rods of the side walls and the steel flower pipes are adopted in time to strengthen the surrounding rock.
The side wall pilot tunnel primary support 31 is arched in the excavation method of the temporary intermediate wall reinforcing structure of the large-section tunnel provided by the embodiment; the primary support 31, the temporary vertical support 32, the first temporary transverse support 33 and the second temporary transverse support 34 are closed into a ring; the primary support 31, the temporary vertical support 32, the first temporary transverse support 33 and the second temporary transverse support 34 are closed into a ring; primary struts 31, temporary vertical struts 32, bottom mat 40 and second temporary cross struts 34 are closed in a loop; the stability of the underground excavation station is improved, the construction cost is reduced, and the economic benefit and the social benefit are remarkable. The construction process is simple and mature, the investment of personnel and mechanical equipment is less, the operation is easy, and the site implementation is convenient. The multi-operation parallel line operation has high temporary reinforcement speed. The construction technology is easy to master, has strong practicability and is convenient to popularize and apply.
As a preferred solution of the method according to the invention, the primary support 31 comprises a first reinforcing mesh, a first steel frame and concrete; the first steel bar net and the first steel frame are cast into a whole by concrete.
As a preferred technical scheme of the method of the present invention, the primary support 31 includes a side wall anchor rod 35, one end of the side wall anchor rod 35 is fixed on the steel frame, and the side wall anchor rod 35 passes through the first steel reinforcement mesh to fix the first steel frame and the first steel reinforcement mesh on the left side wall of the left pilot tunnel and the right side wall of the right pilot tunnel.
As the side wall pilot tunnel primary support 31 is exposed for a long time, in order to ensure the safety and stability of the station tunnel during the TBM passing and tunneling, specifically, the side wall of the weak surrounding rock section is grouting reinforced by adopting a phi 42 L=3.5m steel flowtube; or adopting phi 25 lengthened mortar anchor rods to carry out reinforcement, wherein the anchor rod length L=6.0m; the longitudinal spacing of the anchor rods is 1 truss steel frame, and the vertical spacing is 1.2 m.
Drilling holes by using YT28 air guns in grouting reinforcement construction of the steel flowtube, cleaning the holes by using high-pressure air after hole forming, jacking the steel flowtube into the holes by using the air guns after inspection is qualified, adopting cement slurry for grouting, controlling the water-cement ratio to be 1:0.7-1:0.8, and controlling the grouting pressure to be 0.5-0.7 MPa; the lengthening mortar anchor rod adopts an anchor rod drilling machine to drill holes, adopts hole bottom retreating grouting, and uses the drilling machine to jack the anchor rod in after the holes are filled with mortar, and starts to install a special backing plate for the anchor rod after the mortar strength reaches 10MPa, and screws up nuts. The local side wall discovers the abrupt change of stress and deformation, and adopts measures such as side wall long anchor rod, steel flower pipe grouting and the like to strengthen surrounding rock in time.
As a preferred embodiment of the method of the present invention, the first channel steel 37 is welded to the first steel frame prior to the concrete being sprayed.
As a preferred embodiment of the method of the present invention, the temporary vertical support 32 includes a second reinforcing mesh, a second steel frame, and concrete; and pouring the second reinforcing steel bar net and the second steel frame into a whole by the concrete.
As a preferred embodiment of the method of the present invention, a second channel 38 is welded to the second steel frame prior to the spraying of the concrete.
As a preferred technical solution of the method of the present invention, before the concrete is sprayed, angle brackets 39 are welded to the first steel frame and the second steel frame, and the first channel steel 37 and the second channel steel 38 are disposed above the angle brackets 39.
As a preferred technical solution of the method of the present invention, two ends of the first temporary cross brace 33 are respectively connected with the first channel steel 37 and the second channel steel 38 through bolts;
two ends of the second temporary cross brace 34 are respectively connected with the first channel steel 37 and the second channel steel 38 through bolts.
Specifically, the temporary cross braces, the primary support steel frames and the temporary intermediate wall temporary steel frames need to be constructed synchronously, and construction interference is large. In order to solve the process contradiction between the excavation of the face and the installation of the temporary cross braces, the connection mode and the installation sequence of the temporary cross braces and the steel frame are optimized, namely, the temporary cross braces are installed in a delayed mode, namely, the face of the middle and lower steps is 8-10 m, the cross braces are not directly connected with the primary support and the temporary intermediate wall steel frame, and the temporary cross braces are fixed by using the surrounding purlin [30 channel steel ] on the primary support sprayed concrete.
During the construction of the primary support and temporary middle partition steel frames, every 5 steel frames are welded on the primary support and the side wall steel frames at the transverse support positions, the heights of the supports are strictly controlled, and the follow-up installation and maintenance of the surrounding purlins on the same horizontal plane are ensured.
Before the surrounding purlin [30 channel steel is installed, the back of the surrounding purlin is firstly chiseled to be flat with the primary support concrete, the part, which is not closely attached to the primary support, of the back of the surrounding purlin is filled with dry hard mortar, and the surrounding purlin is supported on a support and is firmly welded with the support.
And immediately supporting the temporary transverse brace phi 108 seamless steel pipe on the enclosing purlin with t=8mm after the enclosing purlin is installed and inspected to be qualified. During installation, accurate blanking is carried out on the transverse strut steel pipes according to the length of each transverse strut, and wedge-shaped steel plates are used for wedging and welding between the transverse strut steel pipes and the enclosing purlins firmly.
As a preferable technical scheme of the method, the method comprises the following steps of S2, S4 and S6: step S8 provides the temporary intermediate wall 41 with the tie bolts 36 to connect different strata to each other, and the temporary intermediate wall is outwardly deformed by extrusion to exert the tensile effect of the tie bolts 36 as the rod members.
Wherein, step S8 includes drilling holes in the temporary intermediate wall 41, and installing the tie rods after the drilling holes are completed, the length of the single tie rod should be longer than the thickness of the temporary intermediate wall 41, and the installation anchor pads and the tension length are reserved. Tensioning is carried out after the installation of the pull anchor rod, and a torque wrench can be adopted for tensioning. And grouting the anchor rod after tensioning is finished.
The opposite-pull anchor rod 36 can be a mortar anchor rod, the mortar anchor rod adopts a mode of firstly pouring mortar and then inserting the anchor rod, before grouting, a round log wedge with the diameter slightly larger than that of an anchor rod hole is used for wedging the other end of the drill hole in a blocking mode, after the drill hole is filled with cement mortar through hole bottom retreating type grouting, the opposite-pull anchor rod 36 is pushed out by an air gun to push the opposite-side blocking log wedge into the hole until the opposite-side blocking log wedge is pushed out, the length of an anchor backing plate is reserved at the other side of the anchor rod, an orifice is leveled by adopting M25 dry hard mortar, and after inspection, the anchor backing plate and a screw cap are installed and screwed up, so that the construction of the opposite-pull anchor rod 36 is completed.
Specifically, the temporary intermediate wall opposite-pull anchor rods 36 are mortar anchor rods with phi 25cm, and the longitudinal spacing is the same as the temporary steel frame spacing of the temporary intermediate wall, and the vertical spacing is 120cm. The construction of the section of the opposite-pulling anchor rod 36 is immediately carried out when the excavation supporting of each layer of the side wall pilot tunnel is completed and the left pilot tunnel and the right pilot tunnel simultaneously have construction conditions.
The opposite-pull anchor rod 36 is subjected to pore-forming by adopting an anchor rod drilling machine, the pore diameter is 50mm, and high-pressure air is timely adopted to clear pores after pore-forming and pore-forming inspection is carried out; when the rock on the hole wall is found to be severely broken in the drilling process, the drill hole is fixedly grouted according to the site situation, so that the opposite-pull anchor rod 36 is smoothly installed.
The mortar opposite-pull anchor rod 36 adopts a mode of firstly pouring mortar and then inserting the opposite-pull anchor rod 36, before grouting, the other end of the drill hole is blocked and wedged by a log wedge with the diameter slightly larger than that of a hole of the opposite-pull anchor rod 36, after grouting by adopting the backing type grouting at the bottom of the hole to fill the drill hole with cement mortar, the opposite-pull anchor rod 36 is jacked by an air gun until the opposite-side blocked log wedge is jacked out, the length of an anchor backing plate is reserved at the other side of the jacking of the opposite-pull anchor rod 36, an orifice is leveled by adopting M25 hard mortar, and after inspection, the anchor backing plate and a screw cap are installed and screwed up, so that the construction of the opposite-pull anchor rod 36 is completed.
Before each construction of the split anchor rods 36, the positions of the split anchor rods 36 are marked by paint, drilling of each batch of split anchor rods 36 is completed once, grouting of the drilling holes and parallel flow operation of the split anchor rods 36 is carried out. The nuts at the two ends of the pull anchor 36 are installed and tightened as synchronously as possible. A tie bolt 36 is provided to the temporary intermediate wall 41 to interconnect different strata, and the temporary intermediate wall exerts a tensile effect of the bolt as a rod member when it is outwardly extruded and deformed.
As the preferable technical scheme of the method, the anchor backing plate is closely attached to the sprayed concrete of the temporary intermediate wall, the unsmooth position is leveled by adopting dry and hard mortar, and when the strength of the mortar reaches M10, the bolts of the anchor backing plate are screwed.
According to the excavation method for the temporary intermediate wall reinforcement structure of the large-section tunnel, provided by the embodiment, through the side wall primary support 31 and the high and large temporary intermediate wall 41, the temporary intermediate wall 41 is reinforced by pulling an anchor rod, the first temporary transverse support 33 of a pilot tunnel, the second temporary transverse support 34 of the pilot tunnel, the temporary inverted arch and TBM transit cushion concrete and the side wall anchor rod 35, the stability of a hidden excavation station is improved, the construction cost is reduced, the economic benefit and the social benefit are remarkable, and the longitudinal integral stress of the side wall primary support 31 and the temporary intermediate wall 41 is enhanced through the combined action of the through steel surrounding purlin and the temporary transverse support.
As a preferred embodiment of the method of the present invention, in step S7, the temporary intermediate wall 41 is divided into three parts of upper, middle and lower, and excavated,
wherein, the upper part of the excavation comprises removing temporary vertical supports 32 positioned on the upper left and the upper right, excavating an upper region, and performing primary support 31 on the top of the pilot tunnel;
the middle part of the excavation comprises the steps of removing a first temporary transverse strut 33, removing temporary vertical struts 32 positioned in the left middle and the right middle, and excavating a middle area;
the excavation of the lower-middle portion includes removing the second temporary cross braces 34, removing the temporary vertical braces 32 located at the lower left and lower right, and excavating the lower-middle area as a bottom pad layer 40.
It should be noted that in this document, relational terms such as "first" and "second" and the like are used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Moreover, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising one … …" does not exclude the presence of other like elements in a process, method, article, or apparatus that comprises the element.
The foregoing is merely a specific embodiment of the disclosure to enable one skilled in the art to understand or practice the disclosure. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the generic principles defined herein may be applied to other embodiments without departing from the spirit or scope of the disclosure. Thus, the present disclosure is not intended to be limited to the embodiments shown and described herein but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.
Claims (10)
1. The method is characterized in that the tunnel end face is divided into a left pilot hole, a temporary intermediate wall (41) and a right pilot hole, the left pilot hole is divided into three pilot holes of an upper left pilot hole (11), a middle left pilot hole (12) and a lower left pilot hole (13) which are sequentially arranged from top to bottom, and the right pilot hole is divided into three pilot holes of an upper right pilot hole (21), a middle right pilot hole (22) and a lower right pilot hole which are sequentially arranged from top to bottom;
wherein the digging operation comprises the steps of:
step S1, excavating a pilot tunnel at the upper left (11), and performing corresponding primary supports (31), temporary vertical supports (32) and first temporary transverse supports (33), so that the corresponding primary supports (31), the temporary vertical supports (32) and the first temporary transverse supports (33) are closed into a ring;
s2, excavating a pilot tunnel on the upper right (21), and performing corresponding primary supports (31), temporary vertical supports (32) and first temporary transverse supports (33), so that the corresponding primary supports (31), the temporary vertical supports (32) and the temporary transverse supports are closed into a ring;
s3, excavating a left middle (12) pilot tunnel, and performing corresponding primary supports (31), temporary vertical supports (32) and second temporary transverse supports (34), so that the corresponding primary supports (31), the temporary vertical supports (32), the first temporary transverse supports (33) and the second temporary transverse supports (34) are closed into a ring;
s4, excavating a pilot tunnel in the right middle (22), and performing corresponding primary supports (31), temporary vertical supports (32) and second temporary transverse supports (34), so that the corresponding primary supports (31), the temporary vertical supports (32), the first temporary transverse supports (33) and the second temporary transverse supports (34) are closed into a ring;
s5, excavating a pilot tunnel at the left lower part (13), and performing corresponding primary support (31), temporary vertical support (32) and bottom cushion (40), so that the corresponding primary support (31), temporary vertical support (32), bottom cushion (40) and second temporary transverse support (34) are closed into a ring;
s6, excavating a pilot tunnel at the lower right (23), and performing corresponding primary support (31), temporary vertical support (32) and bottom cushion (40), so that the corresponding primary support (31), temporary vertical support (32), bottom cushion (40) and second temporary transverse support (34) are closed into a ring;
c40 concrete temporary inverted arches with the thickness of 30cm are applied to the bottom and are also used as TBM (Tunnel boring machine) station passing cushion layers, and the distance from the temporary inverted arches to the face of the lower step is controlled within 12-15 m or 10 m;
step S7, excavating a temporary intermediate wall (41) and performing corresponding primary supports (31) to enable the primary supports (31) respectively positioned in the left pilot tunnel and the right pilot tunnel to be connected into an arch shape.
2. The excavation method of a temporary intermediate wall reinforcing structure of a large-section tunnel according to claim 1, wherein the primary support (31) comprises a first reinforcing mesh, a first steel frame and concrete;
the first steel reinforcement net and the first steel frame are poured into a whole through the concrete.
3. The excavation method of the temporary intermediate wall reinforcement structure of the large-section tunnel according to claim 2, wherein the primary support (31) comprises a side wall anchor rod (35), one end of the side wall anchor rod (35) is fixed on the first steel frame, and the side wall anchor rod (35) penetrates through the first reinforcing mesh to fix the first steel frame and the first reinforcing mesh on the left side wall of the left pilot tunnel and the right side wall of the right pilot tunnel.
4. The excavation method of the temporary intermediate wall reinforcing structure of the large-section tunnel according to claim 2, wherein the first channel steel (37) is welded to the first steel frame before the concrete is sprayed.
5. The excavation method of a temporary intermediate wall reinforcing structure of a large-section tunnel according to claim 4, wherein the temporary vertical support (32) comprises a second reinforcing mesh, a second steel frame and concrete;
and pouring the second reinforcing steel bar net and the second steel frame into a whole by the concrete.
6. The excavation method of the temporary intermediate wall reinforcement structure of the large-section tunnel according to claim 5, wherein the second steel frame is welded with the second channel steel (38) before the concrete is sprayed.
7. The excavation method of the temporary intermediate wall reinforcement structure of the large-section tunnel according to claim 6, wherein the angle brackets (39) are welded to both the first steel frame and the second steel frame before the concrete is sprayed, and the first channel steel (37) and the second channel steel (38) are disposed above the angle brackets (39).
8. The excavation method of a temporary intermediate wall reinforcing structure of a large-section tunnel according to claim 6, wherein both ends of the first temporary cross brace (33) are respectively connected with the first channel steel (37) and the second channel steel (38) through bolts;
two ends of the second temporary cross brace (34) are respectively connected with the first channel steel (37) and the second channel steel (38) through bolts.
9. The excavation method of a temporary intermediate wall reinforcement structure for a large-section tunnel according to claim 1, wherein after each of the steps S2, S4 and S6, it comprises: s8, arranging a pull-to-pull anchor rod (36) on the temporary intermediate wall (41);
step S8 comprises the steps of drilling holes in the temporary intermediate wall (41), installing the pull anchor rod after drilling holes, and tensioning the pull anchor rod after installing the pull anchor rod.
10. The excavation method of a temporary intermediate wall reinforcement structure for a large-section tunnel according to claim 1, wherein in step S7, the temporary intermediate wall (41) is divided into three parts of an upper middle, a middle and a lower middle for excavation,
the upper part of the excavation comprises the steps of removing temporary vertical supports (32) positioned on the upper left and the upper right, excavating an upper region, and performing primary support (31) on the top of the pilot tunnel;
the middle part of the excavation comprises the steps of removing a first temporary transverse brace (33), removing temporary vertical braces (32) positioned in the left middle and the right middle, and excavating a middle area;
the excavation of the middle lower part comprises the steps of removing a second temporary transverse brace (34), removing temporary vertical braces (32) positioned at the left lower part and the right lower part, excavating a middle lower area and making a bottom cushion layer (40).
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