CN111305852B - Construction method for excavating guide pits in double-track tunnel in advance and in back - Google Patents
Construction method for excavating guide pits in double-track tunnel in advance and in back Download PDFInfo
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- CN111305852B CN111305852B CN202010122035.8A CN202010122035A CN111305852B CN 111305852 B CN111305852 B CN 111305852B CN 202010122035 A CN202010122035 A CN 202010122035A CN 111305852 B CN111305852 B CN 111305852B
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
- E21D9/01—Methods or apparatus for enlarging or restoring the cross-section of tunnels, e.g. by restoring the floor to its original level
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/003—Linings or provisions thereon, specially adapted for traffic tunnels, e.g. with built-in cleaning devices
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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 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 DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
- E21D9/006—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries by making use of blasting methods
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/14—Layout of tunnels or galleries; Constructional features of tunnels or galleries, not otherwise provided for, e.g. portals, day-light attenuation at tunnel openings
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F16/00—Drainage
- E21F16/02—Drainage of tunnels
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F7/00—Methods or devices for drawing- off gases with or without subsequent use of the gas for any purpose
Abstract
The invention belongs to the technical field of double-line tunnel construction, and particularly discloses a construction method for pilot tunnel first-and-last excavation in a double-line tunnel, which comprises the steps of excavating a pilot tunnel in advance in a designed section of the tunnel, and carrying out expanding excavation, supporting and other operations according to the designed section of the tunnel after the pilot tunnel is penetrated or excavated in advance by 300-500M. The invention has the beneficial effects that: the method is suitable for double-line tunnel construction under adverse geological conditions, the tunneling speed can be effectively improved, the construction period is saved, and the construction cost is reduced.
Description
Technical Field
The invention relates to the technical field of tunnel pilot tunnel excavation, in particular to a pilot tunnel front-to-back excavation construction method in a double-track tunnel.
Background
In recent years, with the rapid development of highway and subway construction in China, the construction of tunnels enters a rapid development period. In order to solve the increasing traffic pressure, some super-long tunnels and super-large flat-spanning tunnels are successively built in China. In order to cater for the construction of the tunnels, a plurality of tunnel construction methods are created, such as a TBM construction method, an intermediate partition method, a crossing intermediate partition method and a shield method; however, when the geological conditions are poor, the surrounding rocks are poor and the section is large in the double-line tunnel construction; none of the above methods is effective for construction.
Disclosure of Invention
The invention aims to provide a construction method for excavating a pilot tunnel in a double-line tunnel in advance and afterwards, which is suitable for double-line tunnel construction under unfavorable geological conditions, can effectively improve the tunneling speed and save the construction period, thereby reducing the construction cost.
The invention is realized by the following technical scheme:
a pilot tunnel pre-excavation and post-excavation construction method in a double-track tunnel comprises the steps of excavating a pilot tunnel in advance in a tunnel design section, and after the pilot tunnel is penetrated or excavated in advance for 300-500M, carrying out expanding excavation, supporting and other operations according to the tunnel design section.
Further, in order to better implement the invention, the method specifically comprises the following steps:
step S1: advanced support of a middle pilot tunnel;
step S2: excavating a middle pilot tunnel, expanding and excavating the middle pilot tunnel and carrying out primary support;
step S3: excavating and supporting an inverted arch;
step S4: inverted arch concrete construction, backfilling and concrete base layer construction.
Further, in order to better implement the present invention, step S1 specifically refers to: constructing a tunnel advance support by using the locking H-shaped steel portal as a steel frame of the first circulating frame; the diameter of the advanced small conduit steel pipe is 50mm, the length of the advanced small conduit steel pipe is 5m, the distance between the advanced small conduit steel pipe and the advanced small conduit steel pipe is 30-40 mm, and the external insertion angle is 10-20 degrees.
Further, in order to better implement the present invention, the step S2 specifically includes the following steps:
step S21: carrying out middle pilot tunnel excavation construction by adopting full-section excavation and smooth blasting, wherein anchor rods are annularly arranged in the middle pilot tunnel, and reinforcing mesh is hung on the arch wall; spraying concrete on the arch wall;
step S22: expanding and digging the upper part of the middle pilot tunnel and performing primary support;
step S23: and expanding and digging the left side and the right side of the middle pilot tunnel and performing primary support.
Further, in order to better implement the present invention, step S22 specifically refers to:
step S221: expanding and digging the upper part of the arch top of the middle pilot pit;
step S222; after the expanding excavation is finished, primarily spraying C25 steel fiber concrete with the thickness of 4cm to seal the excavated surface;
step S223: erecting a profile steel arch frame; two adjacent I-beams are longitudinally connected in a staggered mode at the inner edge and the outer edge of the I-beam by adopting reinforcing steel bars with the diameter of 22mm, and the annular distance is 80 cm.
Step S224: manufacturing and laying a reinforcing mesh; laying the reinforcing mesh along with the surface fluctuation of the primary sprayed concrete;
step S225: and (5) concrete construction.
Further, in order to better implement the present invention, step S23 specifically refers to: under the condition that support of the upper portion of the middle guide pit in the initial expanding excavation stage is stable, expanding excavation parts on the left side and the right side are excavated in a staggered mode, and the left side and the right side are staggered by a distance of 1-2 m during expanding excavation; the profile steel frame and the arch steel frame of the side wall are vertically aligned and are firmly connected through bolts; and after the steel frame is erected, constructing a reinforcing mesh, an anchor rod and sprayed concrete.
Further, in order to better implement the present invention, step S3 specifically refers to:
step S31: adopting full construction, laying an inverted arch trestle on the inverted arch trestle, and controlling the excavation length to 3 pairs of arch frames each time;
step S32: immediately and primarily spraying 4-6 cm of sprayed concrete to seal the surrounding rock after the inverted arch is excavated;
step S32: installing an inverted arch frame and spraying concrete to reach the designed thickness, so that the primary support forms a ring;
step S33: and after the expanding and excavating construction is finished, installing inverted arch reinforcing steel bars on the primary inverted arch support, and constructing an inverted arch, an inverted arch heat insulation layer and inverted arch backfilling.
Further, in order to better implement the present invention, when performing the operations of step S2 and step S3, monitoring and measuring should be performed, specifically: arranging measuring points after the excavation construction of the expanded excavation surface; the method specifically comprises the following steps: after the primary support construction is finished, carrying out full-section measuring point arrangement, arranging 3 horizontal convergence baselines, arranging 1 horizontal convergence baseline on the arch-raising line 1m below the arch-raising line, and arranging 1 horizontal convergence baseline on the road surface 1m above the road surface; the arrangement of vault sink stations was arranged with 3 points in each section.
Further, in order to better implement the invention, the monitoring and measuring items comprise monitoring of tunnel geology and supporting conditions, monitoring of clearance deflection, monitoring of vault subsidence and monitoring of ground subsidence.
Compared with the prior art, the invention has the following advantages and beneficial effects:
(1) the method is suitable for double-line tunnel construction under adverse geological conditions, the tunneling speed of the tunnel can be effectively improved, the construction period is saved, and the construction cost is reduced;
(2) the invention can realize the continuous discharge of water burst and gas, and can reinforce rock mass in advance before tunnel excavation;
(3) the pilot hole can provide a required free surface for blasting operation of expanding and digging the tunnel, so that a cutting hole does not need to be arranged.
Detailed Description
The present invention will be described in further detail with reference to examples, but the embodiments of the present invention are not limited thereto.
Example 1:
the construction method is realized by the following technical scheme that a pilot tunnel in the double-track tunnel is excavated in advance, a pilot tunnel is excavated in advance in a designed section of the tunnel, and after the pilot tunnel is penetrated or excavated by 300-500M in advance, expanding excavation, supporting and other operations are carried out according to the designed section of the tunnel; the method specifically comprises the following steps:
step S1: the middle pilot tunnel is supported in advance and is provided with a ventilation mode;
step S2: excavating a middle pilot tunnel, expanding and excavating the middle pilot tunnel and carrying out primary support;
step S3: excavating and supporting an inverted arch;
step S4: inverted arch concrete construction, backfilling and concrete base layer construction.
It should be noted that, through the improvement, the advanced pilot tunnel re-enlarging excavation construction method can carry out uninterrupted geological survey on the geology in the tunnel range, can realize the continuous discharge of water burst and gas, and can reinforce the rock mass in advance before the tunnel enlarging excavation; the advanced pilot tunnel re-expanding excavation method enables high ground stress in a rock mass to be released in advance; the pilot hole can provide a required free surface for blasting operation of tunnel expanding excavation, so that a cutting hole does not need to be arranged; the flexibility is good, and the conditions can be properly selected in the aspects of selecting the shape and the size of the section.
The middle pilot pit is ventilated by high-pressure air, and the high-pressure air adopts a centralized air supply mode of a compressed air station formed by an electric air compressor.
The diameter of the high-pressure air pipe adopts a seamless steel pipe with the diameter of 150mm, the main pipeline divides the gate valve and the tee joint at intervals of 300m for serving as a drain pipe when water gushes, the front section of the pipeline is 30m away from the excavation surface, the main air pipe is connected with an air distributor, and the high-pressure hose is connected with each pneumatic tool. 4 tunnels are equipped with 20m at each tunneling opening3Electric air pressure of/min, 2 stand-by 12m3A/min internal combustion air compressor. And the air compressor room is provided with a specially-assigned person for supervision and maintenance. The expanding and digging section adopts natural ventilation after the inlet is communicated with the No. 1.
Example 2:
the embodiment is further optimized on the basis of the above embodiment, and further, in order to better implement the present invention, the step S1 specifically refers to: constructing a tunnel advance support by using the locking H-shaped steel portal as a steel frame of the first circulating frame; the diameter of the advanced small conduit steel pipe is 50mm, the length of the advanced small conduit steel pipe is 5m, the distance between the advanced small conduit steel pipe and the advanced small conduit steel pipe is 30-40 mm, and the external insertion angle is 10-20 degrees.
It should be noted that, through the above improvement, the length of the leading small conduit steel pipe in end-to-end connection is not less than 1.0 m.
Adopting cement-water glass double-liquid grouting, wherein the volume ratio of cement to water glass is 1: 0.8, adopting 325 ordinary portland cement, the water cement ratio is 1: 1, the concentration of the water glass is 25-30 baume degrees, and the grouting pressure is 0.5-5 MPa.
Other parts of this embodiment are the same as those of the above embodiment, and thus are not described again.
Example 3:
the embodiment is further optimized on the basis of the above embodiment, and further, in order to better implement the present invention, the step S2 specifically includes the following steps:
step S21: carrying out medium pilot tunnel excavation construction by adopting full-section excavation and smooth blasting, wherein anchor rods with the diameter of 22mm are annularly arranged in the medium pilot tunnel, the length of each anchor rod is 2.5m, and the distance is 1m by 1 m; the arch wall is hung with a reinforcing mesh with the diameter of 6mm, and the grid interval is 25cm by 25 cm; spraying concrete with the thickness of 15cm and the strength of C25 on the arch wall; and a grid steel frame is added to the local relatively-broken section to ensure the construction safety. And processing the grid steel frame according to the detailed size of the main-hole grid steel frame.
Step S22: expanding and digging the upper part of the middle pilot tunnel and performing primary support;
step S23: and expanding and digging the left side and the right side of the middle pilot tunnel and performing primary support.
Other parts of this embodiment are the same as those of the above embodiment, and thus are not described again.
Example 4:
the embodiment is further optimized on the basis of the above embodiment, and further, in order to better implement the present invention, the step S22 specifically refers to: and after the middle pilot pit is excavated and the inlet is communicated, expanding and excavating the middle pilot pit.
Step S221: expanding and digging the upper part of the arch top of the middle pilot pit;
firstly expanding and excavating an expanding and excavating part on the arch top of a pilot tunnel;
and then, erecting a profile steel arch, and longitudinally connecting p22 connecting steel bars between two adjacent I-beams at the inner and outer edges of the I-beams in a staggered manner at an annular distance of 80 cm.
Step S222; after the expanding excavation is finished, primarily spraying C25 steel fiber concrete with the thickness of 4cm to seal the excavated surface; after the expanding excavation is finished, C25 steel fiber concrete with the thickness of 4cm is sprayed initially to seal the excavated surface so as to prevent pore water from seeping out of the section and destabilizing the soil body.
Step S223: erecting a profile steel arch frame; two adjacent I-beams are longitudinally connected in a staggered mode at the inner edge and the outer edge of the I-beam by adopting reinforcing steel bars with the diameter of 22mm, and the annular distance is 80 cm.
Step S224: manufacturing and laying a reinforcing mesh; laying the reinforcing mesh along with the surface fluctuation of the primary sprayed concrete;
laying reinforcing mesh along with the surface fluctuation of the primary sprayed concrete, wherein the diameter of the reinforcing mesh is 8mm, the grid interval is 20cm multiplied by 20cm, the reinforcing mesh must be shaped and processed outside the hole strictly according to the design requirement, and the processing area of each mesh is not less than 1m2And then installed in the hole, and the mutual overlapping length is not less than 30d, wherein d is the diameter of the steel bar. Constructing a lock pin anchor pipe in time; the lock leg anchor pipe and the profile steel arch frame adopt
The deformed screw steel is welded in double rows to enhance the common supporting function. All gaps between the arch centering and the excavated profile are densely filled by C25 concrete injection, the gap between the arch centering and the profile is firstly injected, then the arch centering is injected, and then the gap between the arch centering is injected until the specified thickness is reached.
Step S225: and (5) concrete construction.
Other parts of this embodiment are the same as those of the above embodiment, and thus are not described again.
Example 5:
the embodiment is further optimized on the basis of the above embodiment, and further, in order to better implement the present invention, the step S23 specifically refers to: under the condition that support of the upper portion of the middle guide pit in the initial expanding excavation stage is stable, expanding excavation parts on the left side and the right side are excavated in a staggered mode, and the left side and the right side are staggered by a distance of 1-2 m during expanding excavation; the profile steel frame and the arch steel frame of the side wall are vertically aligned and are firmly connected through bolts; and after the steel frame is erected, constructing a reinforcing mesh, an anchor rod and sprayed concrete.
It should be noted that, through the above improvement, under the condition that the upper expanding excavation initial support is stable, the left and right expanding excavation parts are excavated in a staggered manner; the left side and the right side are staggered by a distance of 1-2 m during expanding excavation. The left and right side expanding excavation parts are staggered left and right in excavation, and the excavation length is based on the number of I-shaped steel which can be erected. The profile steel frame of the side wall is vertically aligned with the arch steel frame and is firmly connected by bolts. And after the steel frame is erected, constructing a reinforcing mesh, an anchor rod and sprayed concrete.
Other parts of this embodiment are the same as those of the above embodiment, and thus are not described again.
Example 6:
the embodiment is further optimized on the basis of the above embodiment, and further, in order to better implement the present invention, the step S3 specifically refers to:
step S31: adopting full construction, laying an inverted arch trestle on the inverted arch trestle, and controlling the excavation length to 3 pairs of arch frames each time;
step S32: immediately and primarily spraying 4-6 cm of sprayed concrete to seal the surrounding rock after the inverted arch is excavated;
step S32: installing an inverted arch frame and spraying concrete to reach the designed thickness, so that the primary support forms a ring;
step S33: and after the expanding and excavating construction is finished, installing inverted arch reinforcing steel bars on the primary inverted arch support, and constructing an inverted arch, an inverted arch heat insulation layer and inverted arch backfilling.
The method is characterized in that through the improvement, full construction is adopted for inverted arch excavation, an inverted arch trestle is laid on the inverted arch trestle, the excavation length is controlled to be 3-luck arch frames each time, and after the inverted arch excavation, 4-6 cm of sprayed concrete is immediately and primarily sprayed to seal the surrounding rock; if the water seepage of the substrate is serious, the thickness of sprayed concrete is increased; then installing an inverted arch frame and spraying concrete to reach the designed thickness, so that the primary support forms a ring.
Other parts of this embodiment are the same as those of the above embodiment, and thus are not described again.
Example 7:
the embodiment is further optimized on the basis of the above embodiment, and further, in order to better implement the present invention, the method further includes performing monitoring measurement when performing the operations of step S2 and step S3, specifically: arranging measuring points after the excavation construction of the expanded excavation surface; the method specifically comprises the following steps: after the primary support construction is finished, carrying out full-section measuring point arrangement, arranging 3 horizontal convergence baselines, arranging 1 horizontal convergence baseline on the arch-raising line 1m below the arch-raising line, and arranging 1 horizontal convergence baseline on the road surface 1m above the road surface; the arrangement of vault sink stations was arranged with 3 points in each section.
Further, in order to better implement the invention, the monitoring and measuring items comprise monitoring of tunnel geology and supporting conditions, monitoring of clearance deflection, monitoring of vault subsidence and monitoring of ground subsidence.
It should be noted that, through the above improvement, the monitoring and measuring is performed by observing the deformation, stress and relationship between the surrounding rock and the supporting structure by using special instruments and tools during the tunnel construction process, and evaluating the stability and safety of the surrounding rock and the supporting structure, thereby performing informatization work for adjusting the construction method and the supporting parameters of the structure.
1. Making a monitoring and measuring implementation scheme according to the tunnel geological condition, the construction method and the section condition, making a monitoring and measuring control reference value, establishing a monitoring and measuring working group, and timely grasping and using advanced instruments and equipment;
2. and during excavation, the geological change of a working surface and the stable condition of surrounding rocks are observed in time, the working states of the sprayed concrete, the anchor pipe, the steel frame and the like are observed, and corresponding treatment measures are taken immediately when abnormality is found.
3. The measuring points are arranged in time after the construction of the excavation surface, initial readings are obtained as soon as possible, the measuring points are firm and reliable in arrangement, easy to identify and protected, and the vault crown subsidence measuring base points and the in-tunnel and out-tunnel water level base points are measured in a combined mode; the measurement point arrangement is as follows: and after the primary support construction is finished, carrying out full-section measuring point arrangement, arranging 3 horizontal convergence baselines, arranging 1 horizontal convergence baseline 1m above the arch-forming line, arranging 1 horizontal convergence baseline 1m below the arch-forming line, and arranging 1 horizontal convergence baseline 1m above the road surface. The arrangement of vault sink stations was arranged with 3 points in each section.
4. Measuring points with the periphery convergent and vault subsidence are intensively arranged on a cross section so as to be convenient for the coordinated analysis and the comprehensive application of the measuring results, the distance between the sections of the measuring points is 5 meters, and soil layers and structural change parts are appropriately encrypted;
5. the used measuring instrument meets the measuring precision requirement and is checked and corrected in time according to the operating regulation so as to ensure the accuracy of the measured data. When the convergence instrument is used for measurement, the steel ruler is firstly pulled out (the pull-out length is slightly longer than a measurement base line) and is parked for 20min, so that the temperature of the steel ruler is basically consistent with the ambient temperature;
6. during the excavation supporting construction process, when the lower section excavation is close to the upper section measuring point, the measuring frequency is properly increased.
7. Monitoring measurement management is strengthened, information is fed back in time, and strain capacity is improved.
Other parts of this embodiment are the same as those of the above embodiment, and thus are not described again.
The above description is only a preferred embodiment of the present invention, and is not intended to limit the present invention in any way, and all simple modifications and equivalent variations of the above embodiments according to the technical spirit of the present invention are included in the scope of the present invention.
Claims (5)
1. The construction method for excavating the pilot tunnel in the double-track tunnel in advance and in the later process is characterized by comprising the following steps of: excavating a pilot tunnel in advance in the designed section of the tunnel, and after the pilot tunnel is penetrated or the pilot tunnel is excavated by 300-500M in advance, carrying out expanding excavation, supporting and other operations according to the designed section of the tunnel;
the method specifically comprises the following steps:
step S1: advanced support of a middle pilot tunnel;
step S2: excavating a middle pilot tunnel, expanding and excavating the middle pilot tunnel and carrying out primary support;
step S3: excavating and supporting an inverted arch;
step S4: constructing inverted arch concrete, backfilling and constructing a concrete foundation;
the step S2 specifically includes the following steps:
step S21: carrying out middle pilot tunnel excavation construction by adopting full-section excavation and smooth blasting, wherein anchor rods are annularly arranged in the middle pilot tunnel, and reinforcing mesh is hung on the arch wall; spraying concrete on the arch wall;
step S22: expanding and digging the upper part of the middle pilot tunnel and performing primary support;
step S23: expanding and digging the left side and the right side of the middle pilot tunnel and performing primary support;
the step S21 specifically includes:
step S221: expanding and digging the upper part of the arch top of the middle pilot pit;
step S22; after the expanding excavation is finished, primarily spraying C25 steel fiber concrete with the thickness of 4cm to seal the excavated surface;
step S223: erecting a profile steel arch frame; two adjacent I-beams are longitudinally connected in a staggered mode at the inner edge and the outer edge of the I-beam by adopting reinforcing steel bars with the diameter of 22mm, and the circumferential distance is 80 cm;
step S24: manufacturing and laying a reinforcing mesh; laying the reinforcing mesh along with the surface fluctuation of the primary sprayed concrete;
step S25: constructing concrete;
the step S22 specifically includes: under the condition that support of the upper portion of the middle guide pit in the initial expanding excavation stage is stable, expanding excavation parts on the left side and the right side are excavated in a staggered mode, and the left side and the right side are staggered by a distance of 1-2 m during expanding excavation; the profile steel frame and the arch steel frame of the side wall are vertically aligned and are firmly connected through bolts; and after the steel frame is erected, constructing a reinforcing mesh, an anchor rod and sprayed concrete.
2. The method for excavating and excavating a pilot tunnel in a double-track tunnel according to claim 1, wherein: the step S1 specifically includes: constructing a tunnel advance support by using the locking H-shaped steel portal as a steel frame of the first circulating frame; the diameter of the advanced small conduit steel pipe is 50mm, the length of the advanced small conduit steel pipe is 5m, the distance between the advanced small conduit steel pipe and the advanced small conduit steel pipe is 30-40 mm, and the external insertion angle is 10-20 degrees.
3. The method for excavating and excavating a pilot tunnel in a double-track tunnel according to claim 1, wherein: the step S3 specifically includes:
step S31: adopting full construction, laying an inverted arch trestle on the inverted arch trestle, and controlling the excavation length to 3 pairs of arch frames each time;
step S32: immediately and primarily spraying 4-6 cm of sprayed concrete to seal the surrounding rock after the inverted arch is excavated;
step S32: installing an inverted arch frame and spraying concrete to reach the designed thickness, so that the primary support forms a ring;
step S33: and after the expanding and excavating construction is finished, installing inverted arch reinforcing steel bars on the primary inverted arch support, and constructing an inverted arch, an inverted arch heat insulation layer and inverted arch backfilling.
4. The method for excavating and excavating a pilot tunnel in a double-track tunnel according to claim 3, wherein: when the step S2 and the step S3 are performed, monitoring measurement should be performed, specifically: arranging measuring points after the excavation construction of the expanded excavation surface; the method specifically comprises the following steps: after the primary support construction is finished, carrying out full-section measuring point arrangement, arranging 3 horizontal convergence baselines, arranging 1 horizontal convergence baseline on the arch-raising line 1m below the arch-raising line, and arranging 1 horizontal convergence baseline on the road surface 1m above the road surface; the arrangement of vault sink stations was arranged with 3 points in each section.
5. The method for excavating and excavating a pilot tunnel in a double-track tunnel according to claim 4, wherein the method comprises the following steps: the monitoring and measuring items comprise monitoring of tunnel geology and supporting conditions, monitoring of clearance deflection, monitoring of vault subsidence and monitoring of ground subsidence.
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