CN111022060A - Single-hole excavation construction method of double-arch tunnel - Google Patents
Single-hole excavation construction method of double-arch tunnel Download PDFInfo
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- CN111022060A CN111022060A CN201911364549.8A CN201911364549A CN111022060A CN 111022060 A CN111022060 A CN 111022060A CN 201911364549 A CN201911364549 A CN 201911364549A CN 111022060 A CN111022060 A CN 111022060A
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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
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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
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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
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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
Abstract
The embodiment of the invention discloses a single-hole excavation construction method of a double-arch tunnel, which comprises the following steps of carrying out construction measurement on a construction site according to a design drawing, measuring a construction area of the double-arch tunnel, and dividing the construction area into a preceding single hole and a succeeding single hole, wherein the preceding single hole comprises a tunnel inlet and a double-arch position, the succeeding single hole comprises a tunnel outlet, preceding single hole excavation and primary support, and a partition wall is poured at the double-arch position; firstly, single-hole molding an inverted arch, backfilling the inverted arch, and molding a second lining; carrying out backward single-hole excavation and primary support; constructing an inverted arch by a backward single-hole mold, backfilling the inverted arch, and constructing a second lining by the mold; according to the embodiment of the invention, through single-hole excavation, the construction procedures are reduced, the disturbance to surrounding rocks is reduced, and the construction time of a full-section structure is shortened; a single-hole water prevention and drainage system is adopted, so that the water prevention and drainage construction quality is ensured; the excavation and support of the pilot tunnel are reduced, and the construction cost is reduced; the project progress is fast, and the construction period is short.
Description
Technical Field
The embodiment of the invention relates to the technical field of tunnel construction, in particular to a single-hole excavation construction method of a double-arch tunnel.
Background
With the development of highway construction, more and more roads gradually follow mountainous areas. The construction of the highway tunnel plays a positive role in reducing the incidence of traffic accidents, shortening the operation mileage, improving the driving speed and comfort, effectively preventing various geological disasters caused by high filling and deep digging of the roadbed, protecting the ecological environment, saving the land and promoting the economic development. As compared with separated tunnel, the double-arch tunnel has the advantages of smooth line shape, small occupied area, relatively low cost and short construction period, the double-arch tunnel is more and more selected in the construction of medium and short tunnels.
The traditional double arch type tunnel is generally constructed by a three-pilot-hole subsection excavation method, namely, firstly excavating a middle pilot hole at the double arch position of the double arch, then constructing a double arch tunnel intermediate wall in the middle pilot hole, excavating a left hole, a left partition and a middle partition of the double arch tunnel according to design requirements after the intermediate wall is constructed,
A right hole; the whole construction process is complicated, the number of times of disturbance of surrounding rocks is large, process interference exists between the surrounding rocks, temporary support is large, the disassembly construction amount is large, the tunnel waterproof effect is poor, the construction period is long, and the like.
Disclosure of Invention
Therefore, the embodiment of the invention provides a single-hole excavation construction method of a double-arch tunnel, which aims to solve the problems that in the prior art, the three-pilot-hole excavation method has multiple working procedures, so that the number of times of disturbance of surrounding rocks is large, mutual working procedure interference exists, the number of temporary supports is large, the disassembly construction amount is large, the waterproof effect of the tunnel is poor, and the construction period is long.
In order to achieve the above object, the embodiments of the present invention provide the following technical solutions:
a single-hole excavation construction method of a double arch tunnel comprises the following steps:
s100, carrying out construction measurement on a construction site according to a design drawing, measuring a construction area of a double-arch tunnel, and dividing the construction area into a first single hole and a second single hole, wherein the first single hole comprises a tunnel inlet and a double-arch position, and the second single hole comprises a tunnel outlet.
S200, firstly, single-hole excavation and primary support are carried out, and a middle partition wall is poured at a multi-arch position;
s300, firstly, single-hole molding an inverted arch, backfilling the inverted arch, and molding a second lining;
s400, performing backward single-hole excavation and primary support;
s500, constructing an inverted arch by a backward single-hole mold, backfilling the inverted arch, and constructing a second lining by the mold.
An embodiment of the present invention is also characterized in that,
s200 specifically comprises the following steps:
s201, sequentially dividing the advanced single hole into an advanced single hole upper step, an advanced single hole middle step and an advanced single hole lower step from top to bottom;
s202, annularly excavating along the advanced single-hole upper step, reserving core soil, and performing primary support to form an advanced single-hole upper step annular groove;
s203, excavating along the core soil of the previous single-hole upper step to form a core groove of the previous single-hole upper step;
s204, excavating along the step in the preceding single tunnel and carrying out primary support;
s205, excavating along the step under the preceding single tunnel and carrying out primary support;
s206, building a reinforced concrete mid-board at the position of the front single-hole and rear single-hole double arch;
s207, pouring concrete at the upper end of the intermediate wall to form a ox leg part;
s400 specifically comprises the following steps:
s401, sequentially dividing the backward single hole into a backward single hole upper step, a backward single hole middle step and a backward single hole lower step from top to bottom;
s402, annularly excavating along the upper step of the backward single hole, reserving core soil, and performing primary support to form an annular groove of the upper step of the backward single hole;
s403, excavating along the core soil of the backward single-hole upper step to form a backward single-hole upper step core groove;
s404, excavating along the step in the backward single-hole, dismantling the support of the backward single-hole and primary support;
s405, excavating along the backward single-hole lower step, dismantling the forward single-hole support and the primary support.
An embodiment of the present invention is also characterized in that,
s200 specifically comprises the following steps:
s201, sequentially dividing one side of the preceding single hole, which is far away from the backward single hole, into a first upper pit guiding step, a first middle pit guiding step and a first lower pit guiding step from top to bottom, and sequentially dividing one side of the preceding single hole, which is close to the backward single hole, into a second upper pit guiding step, a second middle pit guiding step and a second lower pit guiding step from top to bottom;
s202, excavating along the upper step of the first pilot tunnel, primary supporting and temporary supporting;
s203, excavating along steps in the first pilot tunnel, primary supporting and temporary supporting;
s204, excavating along a lower step of the first guide pit, primary supporting and temporary supporting;
s205, building a reinforced concrete mid-board at the position where the preceding single hole and the following single hole are connected in an arch mode;
s206, pouring concrete at the upper end of the intermediate wall to form a ox leg part;
s207, excavating and reserving core soil along the second pilot tunnel upper step in an annular mode, and performing primary supporting to form a second pilot tunnel upper step annular groove;
s208, excavating along the core soil of the upper step of the second pilot tunnel to form a core groove of the upper step of the second pilot tunnel;
s209, excavating along steps in the second pilot tunnel and performing primary support;
s210, excavating along the second guide pit lower step to leave core soil and primary support;
s211, removing the temporary support;
s400 specifically comprises the following steps:
s401, sequentially dividing the backward single hole into a backward single hole upper step, a backward single hole middle step and a backward single hole lower step from top to bottom;
s402, annularly excavating along the upper step of the backward single hole, reserving core soil, and performing primary support to form an annular groove of the upper step of the backward single hole;
s403, excavating along the core soil of the backward single-hole upper step to form a backward single-hole upper step core groove;
s403, dividing one side, far away from the preceding single hole, of the step in the backward single hole into a first part of the step in the backward single hole, and dividing one side, close to the preceding single hole, of the step in the backward single hole into a second part of the step in the backward single hole;
s404, excavating, primary supporting and dismantling the advanced single-hole support along the first part of the backward single-hole middle step and the second part of the backward single-hole middle step in sequence;
s405, dividing one side, far away from the preceding single hole, of the backward single-hole lower step into a first backward single-hole lower step part, and dividing one side, close to the preceding single hole, of the backward single-hole lower step into a second backward single-hole lower step part; excavating and primary supporting the lower step of the single-tunnel in a backward way;
s406, excavating, primary supporting and dismantling the advanced single-hole support along the first part of the backward single-hole lower step and the second part of the backward single-hole lower step in sequence.
The embodiment of the present invention is further characterized in that, in step 200, the specific structure of the intermediate wall is as follows:
the intermediate wall is including the drilling bored concrete pile of steel form and pre-buried in the ground that is used for primary cast-in-place concrete, the steel form is located directly over the drilling bored concrete pile, the surface of steel form is provided with and is used for buffering blasting impact force and adjustment the guiding mechanism of intermediate wall position, the fixed vertical registration arm that is provided with in inside of steel form, the below of registration arm stretches into the drilling bored concrete pile is used for secondary cast-in-place concrete.
The embodiment of the invention is further characterized in that the adjusting mechanism comprises a buffer plate and a limiting column, the buffer plate is arranged on the outer surface of the steel molding plate and is connected with the steel molding plate through a plurality of springs, the limiting column is connected to two sides of the bottom of the steel molding plate, and the highest point of the limiting column is higher than the lowest point of the buffer plate.
The embodiment of the invention is further characterized in that the lowest sliding section of the buffer plate is vertical to the limiting column.
The embodiment of the invention is also characterized in that the diameter of the lower end pipe orifice of the positioning pipe is smaller than the aperture of the cast-in-situ bored pile, the lower end of the positioning pipe extends into the cast-in-situ bored pile, and an umbrella-shaped cover for preventing once-cast concrete from entering the cast-in-situ bored pile is annularly arranged on a section of the positioning pipe positioned outside the cast-in-situ bored pile.
The embodiment of the invention is further characterized in that the aperture of the positioning tube is gradually reduced from top to bottom.
The embodiment of the invention has the following advantages:
according to the embodiment of the invention, the traditional three-pilot-tunnel subsection excavation method is optimized to single-tunnel excavation, so that the construction procedures are reduced, the disturbance to surrounding rocks is reduced, and the construction time of a full-section structure is shortened; a single-hole water prevention and drainage system is adopted, so that the water prevention and drainage construction quality is ensured; the excavation and support of the pilot tunnel are reduced, and the construction cost is reduced; the project progress is fast, and the construction period is short. As the construction technology of a single tunnel is mature, a full-section method, a step method and other step construction methods can be adopted according to the surrounding rock conditions, and the application range is wide.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below. It should be apparent that the drawings in the following description are merely exemplary, and that other embodiments can be derived from the drawings provided by those of ordinary skill in the art without inventive effort.
The structures, ratios, sizes, and the like shown in the present specification are only used for matching with the contents disclosed in the specification, so as to be understood and read by those skilled in the art, and are not used to limit the conditions that the present invention can be implemented, so that the present invention has no technical significance, and any structural modifications, changes in the ratio relationship, or adjustments of the sizes, without affecting the effects and the achievable by the present invention, should still fall within the range that the technical contents disclosed in the present invention can cover.
FIG. 1 is a construction flow chart of an embodiment of the present invention;
FIG. 2 is a diagram of the construction steps of a preferred embodiment of the present invention;
FIG. 3 is a diagram illustrating the construction steps of another preferred embodiment of the present invention;
fig. 4 is a schematic structural view of an intermediate wall in the embodiment of the present invention.
In the figure:
10-first single hole; 20-single hole of back row; 30-an intermediate wall; 40-bovine leg;
11 a-first single hole upper step; 12 a-a step in the previous single hole; 13a, firstly, descending steps with a single hole;
11 b-first pit art; 12b — first guide pit middle step; 13 b-first pit lower step
14 b-second pit-up step; 15 b-second guide pit middle step; 16 b-a second pit art;
21-back single hole upper step; 22-backward single-hole middle step; 23-backward single-hole downstep;
31-a steel form; 32-drilling a cast-in-place pile; 33-an adjustment mechanism; 34-umbrella-shaped cover; 35-a positioning tube;
111 a-prior single hole upper step annular groove; 112 a-a preceding single-hole upper step core groove;
141 b-a second pit upper step annular groove; 142 b-second pilot upper step core trench;
211-a rear single-hole upper step annular groove; 212-a backward single-hole upper step core groove;
221-step first part in single hole of back row; 222-a second portion of the step in the single hole of the back row;
231-first part of step under single hole of back row; 232-backward single-hole lower step second part
331-a buffer plate; 332-a limiting column; 333-spring;
Detailed Description
The present invention is described in terms of particular embodiments, other advantages and features of the invention will become apparent to those skilled in the art from the following disclosure, and it is to be understood that the described embodiments are merely exemplary of the invention and that it is not intended to limit the invention to the particular embodiments disclosed. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
As shown in fig. 1, the invention provides a single-hole excavation construction method of a double-arch tunnel, which comprises the following steps:
s100, carrying out construction measurement on a construction site according to a design drawing, measuring a construction area of the double-arch tunnel, and dividing the construction area into a first single hole 10 and a second single hole 20, wherein the first single hole comprises a tunnel inlet and a double-arch position, and the second single hole comprises a tunnel outlet.
S200, excavating single holes 10 in advance, performing primary support and pouring a middle partition wall 30 at a multi-arch position;
s300, firstly molding an inverted arch by using the single hole 10, backfilling the inverted arch, and molding a second lining;
s400, excavating and primary supporting of the single backward hole 20;
s500, forming an inverted arch by the aid of the 20 mold of the backward single hole, backfilling the inverted arch, and forming a second lining by the mold.
Different from the traditional three-pilot-tunnel subsection excavation method, the excavation construction method of the double-arch tunnel is optimized to be single-tunnel excavation, and as the construction technology of a single tunnel is mature, a full-section method, a step method and other step construction methods can be adopted according to the surrounding rock conditions, so that the application range is wide.
The double-arch tunnel single-hole excavation construction method can be used for construction under the conditions of IV-level surrounding rocks and V-level surrounding rocks, so that the embodiment of the invention provides the method for the two different surrounding rock conditions of the IV-level surrounding rocks and the V-level surrounding rocks; two specific construction steps are as follows:
example 1
As shown in figure 2, the general construction step diagram of the IV-level surrounding rock,
s200 specifically comprises the following steps:
s201, sequentially dividing the prior single hole 10 into a prior single hole upper step 11a, a prior single hole middle step 12a and a prior single hole lower step 13a from top to bottom;
s202, annularly excavating along the advanced single-hole upper step 11a, reserving core soil, and performing primary support to form an advanced single-hole upper step annular groove 111 a;
s203, excavating core soil along the prior single-hole upper step 11a to form a prior single-hole upper step core groove 112 a;
s204, excavating along the step 12a in the preceding single hole and carrying out primary support;
s205, excavating along the prior single-hole lower step 13a and carrying out primary support;
s206, building the reinforced concrete mid-board 30 at the position where the first single hole 10 and the second single hole 20 are arched;
s207, pouring concrete at the upper end of the intermediate wall 30 to form the ox leg part 40;
s400 specifically comprises the following steps:
s401, sequentially dividing the backward single hole 20 into a backward single hole upper step 21, a backward single hole middle step 22 and a backward single hole lower step 23 from top to bottom;
s402, annularly excavating along the backward single-hole upper step 21, reserving core soil, and performing primary support to form a backward single-hole upper step annular groove 211;
s403, excavating core soil along the backward single-hole upper step 21 to form a backward single-hole upper step core groove 212;
s404, excavating along the backward single-hole middle step 22, dismantling the forward single-hole support and the primary support;
s405, excavating along the backward single-hole lower step 23, dismantling the forward single-hole support and the primary support.
Example 2
As shown in figure 3, the general construction step diagram of the V-level surrounding rock,
s200 specifically comprises the following steps:
s201, dividing one side of the preceding single hole 10, which is far away from the backward single hole 20, into a first pit guiding upper step 11b, a first pit guiding middle step 12b and a first pit guiding lower step 13b from top to bottom in sequence, and dividing one side of the preceding single hole 10, which is close to the backward single hole 20, into a second pit guiding upper step 14b, a second pit guiding middle step 15b and a second pit guiding lower step 16b from top to bottom in sequence;
s202, excavating along the first guide pit upper step 11b, carrying out primary support and temporary support;
s203, excavating along the first pilot tunnel middle step 12b, carrying out primary support and temporary support;
s204, excavating along the first guide pit lower step 13b, carrying out primary support and temporary support;
s205, building a reinforced concrete mid-board 30 at the position where the first single hole 10 and the second single hole 20 are arched;
s206, pouring concrete at the upper end of the intermediate wall 30 to form the ox leg part 40;
s207, annularly excavating along the second guide pit upper step 14b to leave core soil, and performing primary support to form a second guide pit upper step annular groove 141 b;
s208, excavating core soil along the second pilot tunnel upper step 14b to form a second pilot tunnel upper step core groove 142 b;
s209, excavating along the step 15b in the second pilot tunnel and carrying out primary support;
s210, excavating along the second guide pit lower step 16b to leave core soil and primary support;
s211, removing the temporary support;
s400 specifically comprises the following steps:
s401, sequentially dividing the backward single hole 20 into a backward single hole upper step 21, a backward single hole middle step 22 and a backward single hole lower step 23 from top to bottom;
s402, annularly excavating along the backward single-hole upper step 21, reserving core soil, and performing primary support to form a backward single-hole upper step annular groove 211;
s403, excavating core soil along the backward single-hole upper step 21 to form a backward single-hole upper step core groove 212;
s403, dividing one side, far away from the preceding single hole 10, of the step 22 in the backward single hole into a first part 221 of the step in the backward single hole, and dividing one side, near the preceding single hole 10, of the step 22 in the backward single hole into a second part 222 of the step in the backward single hole;
s404, excavating, primarily supporting and dismantling the support of the previous single hole 10 along the first part 221 of the step in the backward single hole and the second part 222 of the step in the backward single hole in sequence;
s405, dividing one side, far away from the preceding single hole 10, of the backward single hole lower step 23 into a backward single hole lower step first part 231, and dividing one side, near the preceding single hole 10, of the backward single hole lower step 23 into a backward single hole lower step second part 232; excavating and primary supporting the lower step of the single-tunnel in a backward way;
s406, excavating, primary supporting and dismantling the support of the front single-hole 10 along the first part 231 of the rear single-hole lower step and the second part 232 of the rear single-hole lower step in sequence.
In addition, in the embodiment of the present invention, the structure of the intermediate wall 30 in step 200 is also optimized, and the specific structure of the intermediate wall 30 is as follows:
as shown in fig. 4, the intermediate wall 30 includes a steel form 31 for pouring concrete once and a cast-in-situ bored pile 32 in the foundation, the steel form 31 is located directly above the cast-in-situ bored pile 32, an adjusting mechanism 33 for buffering the blasting impact and adjusting the position of the intermediate wall 30 is disposed on the outer surface of the steel form 31, a vertical positioning tube 35 is fixedly disposed inside the steel form 31, and the cast-in-situ bored pile 32 is extended below the positioning tube 35 for pouring concrete twice.
In the excavation process of the double arch tunnel, the construction of the back single hole is started after the intermediate wall is poured, and the stability of the intermediate wall in the later period is poor due to the vibration of the back single hole in the blasting process and the impact force of flying stones on the intermediate wall, so that the pouring of the intermediate wall is divided into two steps, wherein the step is performed before the construction of the back single hole and the step is performed after the construction of the back single hole.
The adjusting mechanism 33 comprises a buffer plate 331 and a limiting column 332, the buffer plate 331 is arranged on the outer surface of the steel molding plate 31 and connected with the steel molding plate 332 through a plurality of springs 333, the limiting column 332 is connected to two sides of the bottom of the steel molding plate 332, and the highest point of the limiting column 332 is higher than the lowest point of the buffer plate 331.
The outer surface of the steel form 31 and the buffer plate 331 are both in a downward sliding curved shape with the same shape, and the lowest downward sliding section of the buffer plate 331 is perpendicular to the limiting column 332.
The construction process of the intermediate wall comprises the following steps: firstly, installing a steel template to a specified position, then pouring concrete into the steel template for the first time and keeping no concrete in a positioning pipe in the steel template, starting the construction of a back single hole after the concrete is solidified, impacting a buffer plate by flyrock impact force in the blasting process of the back single hole to enable a spring to generate compression deformation, rebounding the buffer plate outwards and impacting a limiting plate at the bottom of the intermediate wall under the counterforce of the spring for restoring the deformation, slightly moving the position of the intermediate wall after a plurality of times of impacts are finished, moving the positioning pipe in the cast-in-situ bored pile 32, pouring concrete into the positioning pipe after the construction of the back single hole until the concrete flows downwards into the cast-in-situ bored pile 32, completing the secondary positioning of the intermediate wall after the concrete is fully poured, and strengthening the connection between the intermediate wall and the foundation, the structure of the middle partition wall is more stable.
In the process, the first-time pouring concrete does not enter the positioning pipe and the cast-in-situ bored pile on the premise that: the diameter of the lower end pipe orifice of the positioning pipe 35 is smaller than the aperture of the cast-in-situ bored pile 32, the lower end of the positioning pipe 35 extends into the cast-in-situ bored pile 32, and an umbrella-shaped cover 34 which prevents once-cast concrete from entering the cast-in-situ bored pile 32 is annularly arranged on one section of the positioning pipe 35, which is positioned outside the cast-in-situ bored pile 32. Through the design of the umbrella-shaped cover, the concrete is isolated from entering the cast-in-situ bored pile from the cavity of the steel template.
Meanwhile, in order to make the concrete pouring of the positioning pipe and the cast-in-situ bored pile 32 more compact, the aperture of the positioning pipe 35 is gradually decreased from top to bottom, so that the gravity of the concrete at the upper part is greater than that at the lower part, and the concrete is compacted under the action of gravity.
Although the invention has been described in detail above with reference to a general description and specific examples, it will be apparent to one skilled in the art that modifications or improvements may be made thereto based on the invention. Accordingly, such modifications and improvements are intended to be within the scope of the invention as claimed.
Claims (8)
1. A single-hole excavation construction method of a double arch tunnel is characterized by comprising the following steps:
s100, carrying out construction measurement on a construction site according to a design drawing, measuring a construction area of a double-arch tunnel, and dividing the construction area into a first single hole (10) and a second single hole (20), wherein the first single hole comprises a tunnel inlet and a double-arch position, and the second single hole comprises a tunnel outlet.
S200, excavating a single hole (10) in advance, performing primary support and pouring a middle partition wall (30) at a multi-arch position;
s300, constructing an inverted arch by molding in advance through the single hole (10), backfilling the inverted arch, and constructing a second lining by molding;
s400, excavating a backward single hole (20) and performing primary support;
s500, constructing an inverted arch by a mold of the back single hole (20), backfilling the inverted arch, and constructing a secondary lining by the mold.
2. The single hole excavation construction method of a double arch tunnel according to claim 1,
s200 specifically comprises the following steps:
s201, sequentially dividing the prior single hole (10) into a prior single hole upper step (11a), a prior single hole middle step (12a) and a prior single hole lower step (13a) from top to bottom;
s202, annularly excavating along the advanced single-hole upper step (11a), reserving core soil, and performing primary support to form an advanced single-hole upper step annular groove (111 a);
s203, excavating core soil along the prior single-hole upper step (11a) to form a prior single-hole upper step core groove (112 a);
s204, excavating along the step (12a) in the preceding single hole and carrying out primary support;
s205, excavating along the preceding single-hole lower step (13a) and carrying out primary support;
s206, building a reinforced concrete mid-board (30) at the position where the preceding single hole (10) and the following single hole (20) are connected in an arch mode;
s207, pouring concrete at the upper end of the intermediate wall (30) to form a corbel portion (40);
s400 specifically comprises the following steps:
s401, sequentially dividing the backward single hole (20) into a backward single hole upper step (21), a backward single hole middle step (22) and a backward single hole lower step (23) from top to bottom;
s402, annularly excavating along the backward single-hole upper step (21), reserving core soil, and performing primary support to form a backward single-hole upper step annular groove (211);
s403, excavating core soil along the backward single-hole upper step (21) to form a backward single-hole upper step core groove (212);
s404, excavating along the backward single-hole middle step (22), and dismantling a forward single-hole support and a primary support;
s405, excavating along the backward single-hole lower step (23), dismantling the forward single-hole support and the primary support.
3. The single hole excavation construction method of a double arch tunnel according to claim 1,
s200 specifically comprises the following steps:
s201, dividing one side of the preceding single hole (10), which is far away from the backward single hole (20), into a first pit guiding upper step (11b), a first pit guiding middle step (12b) and a first pit guiding lower step (13b) from top to bottom in sequence, and dividing one side of the preceding single hole (10), which is near to the backward single hole (20), into a second pit guiding upper step (14b), a second pit guiding middle step (15b) and a second pit guiding lower step (16b) from top to bottom in sequence;
s202, excavating along the first guide pit upper step (11b), primary supporting and temporary supporting;
s203, excavating along the first pilot tunnel middle step (12b), primary supporting and temporary supporting;
s204, excavating along the first guide pit lower step (13b), primary supporting and temporary supporting;
s205, building a reinforced concrete mid-board (30) at the position where the preceding single hole (10) and the following single hole (20) are connected in an arch mode;
s206, pouring concrete at the upper end of the intermediate wall (30) to form a corbel portion (40);
s207, annularly excavating and reserving core soil along the second pit guiding upper step (14b), and performing primary support to form a second pit guiding upper step annular groove (141 b);
s208, excavating core soil along the second pilot tunnel upper step (14b) to form a second pilot tunnel upper step core groove (142 b);
s209, excavating along the second pilot tunnel middle step (15b) and carrying out primary support;
s210, excavating along the second guide pit lower step (16b) to leave core soil and perform primary support;
s211, removing the temporary support;
s400 specifically comprises the following steps:
s401, sequentially dividing the backward single hole (20) into a backward single hole upper step (21), a backward single hole middle step (22) and a backward single hole lower step (23) from top to bottom;
s402, annularly excavating along the backward single-hole upper step (21), reserving core soil, and performing primary support to form a backward single-hole upper step annular groove (211);
s403, excavating core soil along the backward single-hole upper step (21) to form a backward single-hole upper step core groove (212);
s403, dividing one side, far away from the preceding single hole (10), of the backward single hole middle step (22) into a backward single hole middle step first part (221), and dividing one side, near the preceding single hole (10), of the backward single hole middle step (22) into a backward single hole middle step second part (222);
s404, excavating, primarily supporting and dismantling the support of the preceding single hole (10) along the first part (221) of the step in the following single hole and the second part (222) of the step in the following single hole in sequence;
s405, dividing one side, far away from the preceding single hole (10), of the backward single-hole lower step (23) into a backward single-hole lower step first part (231), and dividing one side, near the preceding single hole (10), of the backward single-hole lower step (23) into a backward single-hole lower step second part (232); excavating and primary supporting the lower step of the single-tunnel in a backward way;
s406, excavating and initially supporting along the first part (231) of the backward single-hole lower step and the second part (232) of the backward single-hole lower step in sequence, and dismantling the support of the forward single hole (10).
4. The single hole excavation construction method of a double arch tunnel according to claim 1, wherein in step 200, the concrete structure of the intermediate wall (30) is as follows:
mid-board (30) are including steel form (31) and the pre-buried drilling bored concrete pile (32) in the ground that are used for primary cast-in-place concrete, steel form (31) are located directly over drilling bored concrete pile (32), the surface of steel form (31) is provided with and is used for buffering the blasting impact force and adjusts adjustment mechanism (33) of mid-board (30) position, the inside of steel form (31) is fixed and is provided with vertical registration arm (35), the below of registration arm (35) stretches into drilling bored concrete pile (32) are used for secondary cast-in-place concrete.
5. The single-hole excavation construction method of the double-arch tunnel according to claim 4, wherein the adjusting mechanism (33) comprises a buffer plate (331) and a limiting column (332), the buffer plate (331) is disposed on the outer surface of the steel form (31) and is connected with the steel form (332) through a plurality of springs (333), the limiting column (332) is connected to both sides of the bottom of the steel form (332), and the highest point of the limiting column (332) is higher than the lowest point of the buffer plate (331).
6. The single-hole excavation construction method of the double arch tunnel according to claim 5, wherein the outer surface of the steel form (31) and the buffer plate (331) are both in a downward-sliding curved shape with a consistent shape, and the lowest downward-sliding section of the buffer plate (331) is perpendicular to the limiting column (332).
7. The single-hole excavation construction method of the double-arch tunnel according to claim 4, characterized in that the diameter of a lower end pipe orifice of the positioning pipe (35) is smaller than the aperture of the cast-in-situ bored pile (32), the lower end of the positioning pipe (35) extends into the cast-in-situ bored pile (32), and a section of the positioning pipe (35) located outside the cast-in-situ bored pile (32) is annularly provided with an umbrella-shaped cover (34) for preventing once-cast concrete from entering the interior of the cast-in-situ bored pile (32).
8. The single-hole excavation construction method of the double-arch tunnel according to claim 4, wherein the hole diameter of the positioning pipe (35) is gradually decreased from top to bottom.
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