CN112228082A - Tunnel collapse treatment method by combined grouting of pipe shed and advanced small guide pipe - Google Patents
Tunnel collapse treatment method by combined grouting of pipe shed and advanced small guide pipe Download PDFInfo
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- 238000000034 method Methods 0.000 title claims abstract description 77
- 238000010276 construction Methods 0.000 claims abstract description 61
- 238000009412 basement excavation Methods 0.000 claims abstract description 47
- 239000004567 concrete Substances 0.000 claims abstract description 23
- 238000005507 spraying Methods 0.000 claims abstract description 12
- 238000007789 sealing Methods 0.000 claims abstract description 7
- 238000009966 trimming Methods 0.000 claims abstract description 7
- 229910000831 Steel Inorganic materials 0.000 claims description 49
- 239000010959 steel Substances 0.000 claims description 49
- 238000009434 installation Methods 0.000 claims description 15
- 239000004568 cement Substances 0.000 claims description 12
- 238000003780 insertion Methods 0.000 claims description 10
- 230000037431 insertion Effects 0.000 claims description 10
- 230000002787 reinforcement Effects 0.000 claims description 10
- 239000002002 slurry Substances 0.000 claims description 8
- 238000010079 rubber tapping Methods 0.000 claims description 6
- 239000002893 slag Substances 0.000 claims description 6
- 230000005641 tunneling Effects 0.000 claims description 5
- 238000004873 anchoring Methods 0.000 claims description 2
- 238000007569 slipcasting Methods 0.000 claims description 2
- 238000003466 welding Methods 0.000 claims description 2
- 238000005553 drilling Methods 0.000 description 9
- 239000011435 rock Substances 0.000 description 7
- 230000003014 reinforcing effect Effects 0.000 description 5
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 238000009825 accumulation Methods 0.000 description 2
- 238000007596 consolidation process Methods 0.000 description 2
- 239000011440 grout Substances 0.000 description 2
- 230000002093 peripheral effect Effects 0.000 description 2
- 235000019353 potassium silicate Nutrition 0.000 description 2
- 238000007363 ring formation reaction Methods 0.000 description 2
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 description 2
- 239000002689 soil Substances 0.000 description 2
- 230000000087 stabilizing effect Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000009792 diffusion process Methods 0.000 description 1
- 238000013213 extrapolation Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 238000005086 pumping Methods 0.000 description 1
- 239000011378 shotcrete Substances 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
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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
- E21D11/14—Lining predominantly with metal
-
- 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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- Architecture (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
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Abstract
The invention discloses a tunnel collapse treatment method by combined grouting of a pipe shed and a small advanced duct, which comprises the following steps: firstly, trimming a collapsed body; secondly, sealing the palm surface; thirdly, solidifying the collapsed body; grouting the long pipe shed; fifthly, double-layer advanced small guide pipe grouting; sixthly, excavation treatment of the collapse body. According to the invention, the long pipe shed and the double-layer advanced small guide pipe are combined, and effective circulation of concrete spraying, longitudinal grouting of the small guide pipe and grouting of the double-layer advanced small guide pipe can be reasonably carried out according to the excavation length, so that the tunnel construction safety can be further improved, the collapse section is integrally reinforced, the section in operation can be reinforced again in a short distance, the disturbance caused by short-distance construction is prevented, and the construction safety and the construction efficiency can be effectively improved while the cost is saved.
Description
Technical Field
The invention belongs to the technical field of tunnel engineering construction, and particularly relates to a tunnel collapse treatment method by combined grouting of a pipe shed and a small advanced duct.
Background
Landslide is a common disaster which is extremely harmful in the tunnel excavation process, and is very easy to occur in areas with broken surrounding rocks and active underground water. The safety of workers and the construction progress are seriously influenced.
The method for treating tunnel collapse firstly aims to stabilize a collapsed body and avoid secondary disturbance and secondary disasters caused in the treatment process. In the existing tunnel collapse treatment method, the stability of the whole collapsed body is only emphasized, the disturbance of excavation treatment on the supporting structure is ignored, and the supporting structure is easy to deform too much or even collapse secondarily; some reinforcing bodies only temporarily reinforce the excavation section, neglect the stability of the whole collapsed body and easily cause the unstable sliding of the collapsed body.
Based on the situation, the invention provides a method for treating combined grouting of a pipe shed and a double-layer advanced small guide pipe, which is used for integrally reinforcing a collapsed section and simultaneously reinforcing a working section at a short distance again to prevent the short-distance construction from causing disturbance again and effectively solving the problems.
Disclosure of Invention
The technical problem to be solved by the invention is to provide a tunnel collapse treatment method by combining a long pipe shed and a double-layer advanced small guide pipe for grouting, which can reasonably carry out effective circulation of concrete spraying, longitudinal grouting of the small guide pipe and double-layer advanced small guide pipe grouting according to the excavation length by combining the long pipe shed and the double-layer advanced small guide pipe, can further improve the tunnel construction safety, reinforce the collapse section integrally, and reinforce the operation section in a short distance again at the same time, prevent the close-distance construction from causing disturbance again, save the cost and effectively improve the construction safety and the construction efficiency.
In order to solve the technical problems, the invention adopts the technical scheme that: a tunnel collapse treatment method by combined grouting of a pipe shed and a small advanced duct is characterized by comprising the following steps:
step one, trimming a collapsed body: trimming collapsed bodies in the tunnel to form a construction operation platform;
step two, sealing the tunnel face: concrete is sprayed on the tunnel face of the collapsed body in the tunnel to seal the tunnel face;
step three, consolidating the collapsed body: a plurality of small guide pipes are arranged in the collapse body from the palm surface along the extending direction of the tunnel, and the collapse body is longitudinally grouted and consolidated by the small guide pipes;
grouting the long pipe shed: the vault of primary support in the tunnel is drilled and a plurality of long pipe sheds are installed by a pipe shed drilling machine, and the collapsed body is reinforced by grouting from the vault of the tunnel to two sides of the tunnel through the long pipe sheds, wherein the process comprises the following steps:
step 401, installation of a guide arch frame: erecting two guide arch frames at an arch part of the tunnel face of the collapse body, wherein the two guide arch frames are welded into a whole through reinforcing steel bars, and the guide arch frames are anchored on the primary support surface through a plurality of locking anchor rods;
step 402, installation of a guide pipe: a plurality of guide pipes for positioning the long pipe shed are arranged between the two guide arches, and the guide pipes are distributed at equal intervals along the circumferential direction of the guide arches;
step 403, installing the long pipe shed: and a long pipe shed is arranged in each guide pipe. Each long pipe shed extends into the collapsing body;
step 404, grouting reinforcement: cement paste is injected into the long pipe shed, so that the collapsed body is reinforced by the cement paste passing through the long pipe shed;
step five, double-layer advanced small guide pipe grouting: forming a double-layer advanced small guide pipe after obliquely arranging an outer-layer advanced small guide pipe and an inner-layer advanced small guide pipe on a vault of a primary support of the tunnel, wherein the outer-layer advanced small guide pipe comprises a plurality of outer-side advanced small guide pipes which are arranged along the annular direction of the arch part of the primary support at equal intervals, the inner-layer advanced small guide pipe comprises a plurality of inner-side advanced small guide pipes which are arranged along the annular direction of the arch part of the primary support at equal intervals, and secondary grouting is carried out from the vault of the tunnel to a collapse body through the double-layer advanced small guide pipes;
the number of the outer advanced small catheters is equal to that of the inner advanced small catheters, and the outer advanced small catheters and the inner advanced small catheters are in one-to-one correspondence; the length of the outer advanced small catheter is equal to that of the inner advanced small catheter; the external insertion angle of the outer advanced small guide pipe is larger than that of the inner advanced small guide pipe, and the external insertion angle of the inner advanced small guide pipe is larger than that of the long pipe shed;
sixthly, excavation treatment of the collapse body, namely performing circulating excavation on the tunnel by adopting a three-step temporary inverted arch method by dividing K unit sections, wherein K is a positive integer and is more than 1, and the concrete process is as follows:
step 601, excavating a first unit section: adopting a three-step temporary inverted arch method to excavate a unit section from the tunnel face forwards along the longitudinal direction of the tunnel, and after the excavation is finished, spraying concrete to the arch crown range and the tunnel face of the collapsed body to form an initial lining face; then, erecting a steel arch frame on the excavated initial lining surface for supporting, and spraying concrete to the erected steel arch frame; temporary inverted arches are arranged on the middle step and the lower step formed by the first unit section, and temporary vertical supports are erected between the temporary inverted arches on the middle step and the steel arch;
step 602, repeating the step 601 for K-1 times until the excavation of the upper steps in the K unit sections is completed, wherein an unearthed middle step and an unearthed lower step are arranged in front of the K unit section in the collapsed body;
in the process of repeatedly excavating K unit sections at intervals
The unit sections are used for carrying out double-layer advanced small conduit grouting on the collapse body according to the method in the step five; wherein A is the longitudinal length of the outer leading small guide pipe, a is the minimum longitudinal lap joint length of two adjacent outer leading small guide pipes along the longitudinal direction of the tunnel, l is the excavation length of a unit section [ ·]Representing a rounding operation;
in the process of repeatedly excavating K unit sections at intervals
The unit sections are solidified by grouting small guide pipes according to the method in the third step; wherein, B is the longitudinal length of the small conduit, B is the minimum longitudinal lap length of two adjacent small conduits along the longitudinal direction of the tunnel;
in the process of repeatedly excavating K unit sections at intervals
The unit sections are used for grouting the collapse body with a long pipe shed according to the method in the fourth step; wherein C is the longitudinal length of the long pipe shed, and C is two adjacent pipes along the longitudinal direction of the tunnelThe minimum longitudinal lap length of the long pipe shed;
and 603, manually excavating the un-excavated middle step and lower step in front of the Kth unit section until the excavation of the whole collapsed body is completed.
The tunnel collapse treatment method by combined grouting of the pipe shed and the advanced small guide pipe is characterized by comprising the following steps of: and in the first step, the construction operation platform formed after the collapsed body is repaired is arranged in a three-section step shape, the length of each step surface of the construction operation platform along the longitudinal direction of the tunnel is 4-6 m, and the width of each step surface of the construction operation platform along the transverse direction of the tunnel is consistent with the tunnel body.
The tunnel collapse treatment method by combined grouting of the pipe shed and the advanced small guide pipe is characterized by comprising the following steps of: and step five, intersecting the end part of the outer advanced small catheter close to the tunnel face with the end part of the inner advanced small catheter close to the tunnel face.
The tunnel collapse treatment method by combined grouting of the pipe shed and the advanced small guide pipe is characterized by comprising the following steps of: in the tunneling process of the tunnel, removing the temporary inverted arch, and constructing the inverted arch at the bottom of the tunnel; wherein, the inverted arch is sealed with the installed steel arch into a ring by connecting the steel arch.
The tunnel collapse treatment method by combined grouting of the pipe shed and the advanced small guide pipe is characterized by comprising the following steps of: in step 601, the steel arch frames are anchored on the primary support surface through a plurality of foot-locking anchor rods, and two adjacent steel arch frames are connected through reinforcing steel bars.
The tunnel collapse treatment method by combined grouting of the pipe shed and the advanced small guide pipe is characterized by comprising the following steps of: and sixthly, when the tunnel is excavated by adopting a three-step temporary inverted arch method, large arch feet are arranged on the middle step and the lower step on the collapse body and on two sides close to the primary support.
The tunnel collapse treatment method by combined grouting of the pipe shed and the advanced small guide pipe is characterized by comprising the following steps of: and step six, carrying out slag tapping treatment on the steps in sequence from top to bottom in the tunnel excavation process, and installing the steel arch centering of each step after slag tapping is finished.
Compared with the prior art, the invention has the following advantages:
1. according to the construction method, the collapse body is trimmed in advance to form the construction operation platform, the tunnel face of the construction operation platform on the collapse body is sprayed with concrete to be sealed, the arrangement of construction equipment for tunnel excavation is facilitated, the collapse body and the tunnel face accumulation body are subjected to longitudinal grouting consolidation through the small guide pipe, and the operation platform can be effectively prevented from slipping.
2. According to the invention, the long pipe shed and the double-layer advanced small guide pipes are used in a matching manner, so that the part in operation in the tunnel can be subjected to short-distance secondary reinforcement treatment under the condition of stabilizing the whole collapsed body, the secondary disturbance of construction on the collapsed body can be reduced to a certain extent, the stability of the structure is improved, meanwhile, the cost is saved due to the short-distance construction of the double-layer advanced small guide pipes, and the construction safety and the construction efficiency are effectively improved.
3. According to the invention, the plurality of guide pipes are arranged on the guide arch frame along the annular direction of the guide arch frame, so that the installation position and the insertion angle of the long pipe shed can be positioned through the guide pipes, the installation efficiency and the installation precision of the long pipe shed can be effectively improved, and the grouting effect of the long pipe shed is further ensured.
4. The tunnel excavation and tunneling method adopts a three-step temporary inverted arch method to excavate and tunnel, can divide a large section of a collapsed body into a plurality of small units from top to bottom for construction, can effectively reduce the construction section, reduce disturbance to a peripheral cofferdam, can realize parallel operation of multiple operation surfaces, can further effectively improve the construction efficiency, and is beneficial to the stability of an excavation working surface.
5. According to the invention, the tunnel is excavated by adopting the three-step temporary inverted arch, the tunnel is excavated forwards, the temporary inverted arch and the temporary vertical support are erected simultaneously, and the temporary vertical support is supported between the temporary inverted arch and the steel arch frame on the upper step, so that the vault of the tunnel can be further supported by the temporary vertical support, and the tunnel is prevented from collapsing again.
In conclusion, the long pipe shed and the double-layer advanced small guide pipe are combined, the effective circulation of the concrete spraying, the longitudinal grouting of the small guide pipe and the grouting of the double-layer advanced small guide pipe can be reasonably carried out according to the excavation length, the tunnel construction safety can be further improved, the collapse section is integrally reinforced, the operation section is reinforced again in a short distance, the disturbance caused by the short-distance construction is prevented, the cost is saved, and the construction safety and the construction efficiency are effectively improved.
The technical solution of the present invention is further described in detail by the accompanying drawings and embodiments.
Drawings
FIG. 1 is a block flow diagram of the present invention.
Fig. 2 is a longitudinal sectional view of the trimmed collapsed body of the present invention.
Fig. 3 is an enlarged view of fig. 2 at a.
Fig. 4 is a cross-sectional view of the installation of the long pipe shed in the tunnel.
Fig. 5 is a schematic structural view of the temporary inverted arch and the temporary vertical support of the present invention.
Description of reference numerals:
1-collapse body; 1-upper step; 1-2-middle step;
1-3-lower step; 2-small catheter; 3, a long pipe shed;
4, a guide arch frame; 5, locking a foot anchor rod; 6, a guide pipe;
7-outer advanced small catheter; 8-inside advanced small catheter; 9-temporary inverted arch;
10-temporary vertical support; 11-large arch foot.
Detailed Description
The tunnel collapse treatment method of combined grouting of the pipe shed and the small advanced pipes as shown in fig. 1 to 5 comprises the following steps:
step one, trimming a collapsed body: trimming a collapsed body 1 in the tunnel to form a construction operation platform;
in actual use, in order to facilitate the arrangement of the construction equipment for tunnel excavation, the collapsed body 1 needs to be trimmed, and as shown in fig. 2, the trimmed collapsed body is in a three-section step shape, that is, the face of the collapsed body 1 is raised from the side far away from the collapsed body 1 to the side close to the collapsed body 1.
Step two, sealing the tunnel face: concrete is sprayed on the tunnel face of the collapsed body 1 in the tunnel to seal the tunnel face;
in actual use, when the concrete is used for sealing the surface of the construction work platform on the collapsed body 1 by spraying, the C25 sprayed concrete with the thickness of about 10cm is used for sealing the surface of the construction work platform.
Step three, consolidating the collapsed body: a plurality of small guide pipes 2 are distributed in the collapsed body 1 from the palm surface along the extending direction of the tunnel, and the collapsed body 1 is longitudinally grouted and consolidated by the small guide pipes 2;
in practical use, a phi 42 small conduit is adopted to carry out longitudinal grouting consolidation on the collapsed body 1 and the pile body on the face of the tunnel, the face of the tunnel can be effectively prevented from slipping, the small conduit 2 is approximately horizontally arranged, when the small conduit 2 is adopted to carry out grouting, cement paste with the water-cement ratio of 1:1 is adopted, and the diffusion radius of the cement paste is required to be generally 0.5 m-1 m.
In specific implementation, when the small guide pipe 2 is adopted for grouting, the grouting pressure is 0.5 MPa-1 MPa, and grouting is stopped when the grouting amount reaches the designed grouting amount.
Grouting the long pipe shed: the vault of primary support in the tunnel is drilled and a plurality of long pipe sheds 3 are installed by a pipe shed drilling machine, and the collapsed body 1 is reinforced by grouting from the vault of the tunnel to the two sides of the tunnel through the long pipe sheds 3, wherein the process is as follows:
step 401, installation of a guide arch frame: erecting two guide arch frames 4 at an arch part of the tunnel face of the collapse body 1, welding the two guide arch frames 4 into a whole through steel bars, and anchoring the guide arch frames 4 on the primary support surface through a plurality of foot-locking anchor rods;
in practical use, the guide arch frame 4 is made of I25I-shaped steel, the distance between the two guide arch frames 4 is preferably 0.4m, and the guide arch frame 4 not only can effectively support a vault, but also can play a role in guiding the installation of a plurality of long pipe sheds 3.
Step 402, installation of a guide pipe: a plurality of guide pipes 6 for positioning the long pipe shed 3 are arranged between the two guide arches 4, and the guide pipes 6 are arranged at equal intervals along the circumferential direction of the guide arches 4;
during the in-service use, before adopting the piping shed rig to carry out the installation of long piping shed 3, at first need install a segment stand pipe 6 on direction bow member 4, fix a position long piping shed 3's mounted position and insertion angle homoenergetic, can effectively improve long piping shed 3's installation effectiveness and installation accuracy, and then guarantee long piping shed's slip casting effect.
During the concrete implementation, stand pipe 6 and direction bow member 4 welded fastening, stand pipe 6 is the pipe, and the internal diameter of stand pipe 6 slightly is greater than the external diameter of long shed 3.
Step 403, installing the long pipe shed: in each guide tube 6, a long canopy 3 is installed. Each long pipe shed 3 extends into the collapse body 1, wherein the length of the long pipe shed 3 extending into the tunnel wall is 20-30 m;
when the pipe shed drilling machine is actually used, long pipe shed mounting holes are drilled in the vault of the collapsed body 1 at the position of each guide pipe 6 by the pipe shed drilling machine, the long pipe sheds 3 are synchronously inserted into the long pipe shed mounting holes, and a drill rod of the pipe shed drilling machine is guided and positioned through the guide pipes 6;
in this embodiment, in step 403, when the long pipe sheds are installed at the vault of the collapsing body 1 by using a pipe shed drilling machine, a method of constructing the plurality of long pipe sheds 3 at intervals is adopted.
During the in-service use, when carrying out the installation of long pipe shed 3, because long pipe shed 3 length is great, consequently adopt the drilling depth of pipe shed rig great, adopt the method of separating the hole construction, not only can improve the efficiency of construction, can reduce the disturbance of pipe shed rig to the body 1 that collapses simultaneously, guarantee construction safety.
It should be noted that the diameter of the long pipe shed mounting hole is preferably 127mm, the depth of the long pipe shed mounting hole is preferably 20 m-30 m, and the overlapping length of the long pipe shed 3 is not less than 5m in principle; the circumferential distance of the long pipe sheds 3 is preferably 0.4m, and the extrapolation angle of the long pipe sheds 3 is preferably 5 °.
Step 404, grouting reinforcement: injecting cement slurry into the long pipe shed 3 to enable the cement slurry passing through the long pipe shed 3 to carry out grouting reinforcement on the collapsed body 1, wherein the grouting pressure is 0.5 MPa-1.0 MPa;
as shown in fig. 3, in actual use, the number of the long pipe sheds 3 is preferably 43, the long pipe sheds 3 are arranged at equal intervals along the circumferential direction of the tunnel vault, and the long pipe sheds 3 are installed in the range of 120 ° to 180 ° of the primary support vault (120 ° to 180 ° refers to the central angle α corresponding to the arch of the primary support), that is, the long pipe sheds 3 are installed in the entire arch of the primary support vault.
The slurry used for grouting the long pipe shed is cement-water glass double slurry, the water-cement ratio of the cement slurry is 1:1, the water glass mixing amount is 5%, and the volume ratio of the cement slurry to the water glass is 1: 0.25; the grouting speed is preferably 30L/min-50L/min, and the grouting is stopped when the calculated grouting amount is reached.
Step five, double-layer advanced small guide pipe grouting: forming a double-layer advanced small guide pipe after obliquely arranging an outer-layer advanced small guide pipe and an inner-layer advanced small guide pipe on a vault of a primary support of the tunnel, wherein the outer-layer advanced small guide pipe comprises a plurality of outer-side advanced small guide pipes 7 which are arranged along the annular direction of the arch part of the primary support at equal intervals, the inner-layer advanced small guide pipe comprises a plurality of inner-side advanced small guide pipes 8 which are arranged along the annular direction of the arch part of the primary support at equal intervals, and secondary grouting is carried out from the vault of the tunnel to the collapse body 1 through the double-layer advanced small guide pipes;
the number of the outer advanced small catheters 7 is equal to that of the inner advanced small catheters 8, and the outer advanced small catheters and the inner advanced small catheters correspond to each other one by one; the length of the outer advanced small catheter 7 is equal to that of the inner advanced small catheter 8; the external insertion angle of the outer advanced small guide pipe 7 is larger than that of the inner advanced small guide pipe 8, and the external insertion angle of the inner advanced small guide pipe 8 is larger than that of the long pipe shed 3; the outer advanced small guide pipes 7 and the long pipe shed 3 and the inner advanced small guide pipes 8 and the long pipe shed 3 are distributed in a staggered mode;
in practical use, when double-layer advanced small guide pipes are adopted for secondary grouting, cement-water glass double-grout is adopted as grout, the grouting pressure is 0.5 MPa-1.0 MPa, and grouting is stopped when the grouting amount reaches the calculated grouting amount or the grouting pressure reaches 1.5 MPa.
It should be noted that the cooperation of long pipe shed 3 and double-deck leading little pipe can be under the condition of stabilizing whole collapse body 1, and the part of working in the tunnel carries out short distance secondary reinforcement and handles, can reduce the secondary disturbance that the construction caused to collapse body 1 to a certain extent, improves the stability of structure, and the cost has been practiced thrift in the short distance construction of double-deck leading little pipe simultaneously, the effectual construction safety and the efficiency of construction that have improved.
In specific implementation, the double-layer advanced small guide pipes are only arranged at the arch part of the whole tunnel, and the annular distance between the outer advanced small guide pipes 7 is equal to that between the inner advanced small guide pipes 8.
Sixthly, excavation treatment of the collapse body, namely performing circulating excavation on the tunnel by adopting a three-step temporary inverted arch method by dividing K unit sections, wherein K is a positive integer and is more than 1, and the concrete process is as follows:
step 601, excavating a first unit section: adopting a three-step temporary inverted arch method to excavate a unit section from the tunnel face forwards along the longitudinal direction of the tunnel, and after the excavation is finished, spraying concrete to the arch crown range and the tunnel face of the collapsed body 1 to form an initial lining face; then, erecting a steel arch frame on the excavated initial lining surface for supporting, and spraying concrete to the erected steel arch frame; temporary inverted arches 9 are arranged on the middle step 1-2 and the lower step 1-3 formed by the first unit section, and temporary vertical supports 10 are supported between the temporary inverted arches 9 on the middle step 1-2 and the steel arch;
step 602, repeating the step 601 for K-1 times until the excavation of the upper step 1-1 in the K unit sections is completed, wherein an un-excavated middle step 1-2 and a lower step 1-3 are arranged in front of the Kth unit section in the collapsed body 1;
in the process of repeatedly excavating K unit sections at intervals
Performing double-layer advanced small duct grouting on the collapse body 1 according to the method in the fifth step by each unit section; wherein A is the longitudinal length of the outer leading small guide pipe 7, a is the minimum longitudinal overlapping length of two adjacent outer leading small guide pipes 7 along the longitudinal direction of the tunnel, l is the excavation length of a unit section [ ·]Representing a rounding operation;
in the process of repeatedly excavating K unit sections at intervals
The unit sections are solidified by grouting small guide pipes according to the method in the third step; wherein, B is the longitudinal length of the small guide pipe 2, and B is the minimum longitudinal overlapping length of two adjacent small guide pipes 2 along the longitudinal direction of the tunnel;
in the process of repeatedly excavating K unit sections at intervals
C, grouting the long pipe shed of the collapse body 1 according to the method in the fourth step; wherein, C is the longitudinal length of the long pipe sheds 3, and C is the minimum longitudinal overlapping length of two adjacent long pipe sheds 3 along the longitudinal direction of the tunnel;
and 603, manually excavating the middle step 1-2 and the lower step 1-3 which are not excavated in front of the Kth unit section until the excavation of the whole collapsed body 1 is completed.
In practical use, the length l of one unit section is preferably 0.5m, namely, the tunnel face is sprayed with concrete and sealed every time a 0.5 circulating footage is excavated forwards; each time the trench is excavated by 5m, i.e.
The small guide pipe 2 is used for carrying out longitudinal grouting on the collapsed body 1 to consolidate the collapsed body 1; each time the trench is excavated 3m, i.e.
Grouting the double-layer advanced small guide pipe; the length of the long pipe shed 3 is 20 m-30 m, and the minimum lap length of the long pipe shed 3 is not less than 5 m; the length of the outer advanced small guide pipe 7 and the length of the inner advanced small guide pipe 8 are preferably 5m, the double-layer advanced small guide pipes are distributed in a 3 m-to-3 m cycle, the overlapping length of the double-layer advanced small guide pipes in two adjacent cycles can be guaranteed to be not less than 1.5m, and the specification requirement is met.
In specific implementation, the length of each step in the tunnel excavation process is controlled to be about 4-6 m, the longitudinal length of the outer advanced small guide pipe 7 refers to the projection length of the outer advanced small guide pipe 7 in the longitudinal direction of the tunnel, and the minimum longitudinal overlapping length of the outer advanced small guide pipe 7 refers to the projection length of the overlapping section of the two adjacent outer advanced small guide pipes 7 in the longitudinal direction of the tunnel after the two adjacent outer advanced small guide pipes 7 meet the minimum overlapping length for overlapping; the same applies to the longitudinal length and the minimum longitudinal overlap length of the small ducts 2 and of the long sheds 3.
In practical use, when the longitudinal length of the collapsed body 1 is greater than that of the long pipe shed 3, and the length of the forward excavation satisfies the overlapping length of the long pipe shed 3 which is not less than 5m, the third step needs to be repeated again, and the collapsed body 1 is grouted and reinforced from the vault of the tunnel to the two sides of the tunnel through the long pipe shed 3.
It should be noted that, the tunnel excavation adopts a method of excavation and reinforcement, so that the stability of the collapsed body 1 can be effectively ensured, the collapse of the collapsed body 1 after disturbance in the excavation process is avoided, and the construction efficiency and the construction safety can be effectively improved.
During specific implementation, the effective circulation of the concrete spraying, the longitudinal grouting of the small guide pipe 2 and the double-layer advanced small guide pipe grouting is reasonably carried out according to the excavation length, and the tunnel construction safety can be further improved.
During specific implementation, after the concrete spraying, the longitudinal grouting of the small guide pipe 2 and the construction of the double-layer advanced small guide pipe are completed, forward excavation is continuously carried out.
When the tunnel excavation device is actually used, a three-step temporary inverted arch method is adopted for tunnel excavation, namely, a large section is divided into three small units from top to bottom for excavation, the construction section can be effectively reduced, disturbance to a peripheral cofferdam is reduced, multiple operation surfaces can be operated in parallel, and partial soft rock or soil sections can be directly excavated by adopting an excavator, so that the work efficiency is high; when the geological conditions change, the construction procedures are convenient to flexibly and timely change, and the construction method is adjusted; the method is suitable for primary support working procedures with different spans and various section forms, and is convenient and fast to operate; on the basis of the step method excavation, core soil is reserved, left and right staggered excavation is carried out, and the stability of an excavation working surface is facilitated; when the deformation of the surrounding rock is large or sudden change, the closing time can be adjusted as soon as possible on the premise of ensuring safety and meeting the clearance requirement; the excavation and the support of each part are from top to bottom, the ring formation is performed step by step, the sealing is performed in time, the ring formation time of each part is short, and the temporary inverted arch can effectively prevent the convergence of the support structure and reduce the deformation of the tunnel surrounding rock.
In actual use, three-step temporary inverted arches are adopted to synchronously excavate forwards, the temporary inverted arch 9 is preferably made of I-shaped steel, the temporary inverted arch 9 is arranged below a steel arch frame on the primary support surface at a corresponding position, two ends of the temporary inverted arch 9 are respectively and fixedly connected with the corresponding steel arch frame, and the temporary inverted arches are arranged on the upper portions of the middle steps 1-2 and the lower steps 1-3 of the collapse body 1, so that the structural stability of the constructed collapse body 1 can be guaranteed.
It should be noted that the temporary inverted arch 9 is to effectively transmit the pressure of the stratum above the tunnel to the ground through the side wall structure of the tunnel and also to effectively resist the counter force transmitted from the stratum below the tunnel.
During concrete implementation, the tunnel is excavated forward, and the temporary inverted arch 9 and the temporary vertical support 10 are erected, and the temporary vertical support 10 is supported between the temporary inverted arch 9 and the steel arch on the uppermost step, so that the tunnel vault can be further supported through the temporary vertical support 10, and the tunnel is prevented from collapsing again.
In this embodiment, the construction work platform formed after the collapsed body 1 is trimmed in the first step is arranged in a three-section step shape, the length of each step surface of the construction work platform along the longitudinal direction of the tunnel is 4m to 6m, and the width of each step surface of the construction work platform along the transverse direction of the tunnel is consistent with the tunnel body.
During actual use, in the actual construction process, the number of steps of the construction operation platform can be flexibly adjusted according to the cross section size of the excavated tunnel, and the construction operation platform is generally arranged in a three-section step shape.
It should be noted that, the construction operation platform formed after finishing the collapsed body 1 is arranged in a three-section step shape, which is convenient for construction and can effectively improve the stability of the tunnel face of the collapsed body 1.
In this embodiment, in step five, the end of the outer advanced small catheter 7 close to the tunnel face intersects with the end of the inner advanced small catheter 8 close to the tunnel face.
In actual use, the external insertion angle of the outer leading small catheter 7 is preferably about 40 degrees, and the external insertion angle of the inner leading small catheter 8 is preferably about 25 degrees; the outer leading small guide pipes 7 are arranged at equal intervals along the annular direction of the tunnel, and the annular interval between every two adjacent outer leading small guide pipes 7 is preferably 0.5 m.
In specific implementation, the outer inserting angle of the outer advanced small pipe 7 and the outer inserting angle of the inner advanced small pipe 8 are both larger than the outer inserting angle of the long pipe shed 3, the outer inserting angle of the outer advanced small pipe 7 is about 40 degrees preferably, and the outer inserting angle of the inner advanced small pipe 8 is about 25 degrees preferably, so that when the double-layer advanced small pipe is used for grouting reinforcement of the collapsed square body 1, the double-layer advanced small pipe not only can play a role of longitudinally reinforcing the collapsed square body, but also can play a role of radially reinforcing the collapsed square body, further the stability of loose and weak surrounding rocks can be enhanced, the stability of the surrounding rocks within the initial supporting time after excavation and during the initial supporting can be favorably realized, and the surrounding rocks cannot be damaged by instability until collapse.
In the sixth step, in the tunneling process of the tunnel, the temporary inverted arch 9 is removed, and an inverted arch is constructed at the bottom of the tunnel; wherein, the inverted arch is sealed with the installed steel arch into a ring by connecting the steel arch.
When the steel arch support is actually used, the collapse body 1 is circularly supported every time of tunneling, when a unit section is excavated forwards, the excavated middle step 1-2 and the temporary inverted arch on the lower step 1-3 in the unit section are also dismantled, the steel arch support is continuously connected at the position of the excavated lower step 1-3 and then is closed to form a ring with the inverted arch, and the bottom of the steel arch support is continuously connected at the position of the excavated middle step 1-2 to form a new steel arch support.
In this embodiment, in step 601, the steel arch frames are anchored on the primary support surface by a plurality of foot-locking anchor rods 5, and two adjacent steel arch frames are connected by using reinforcing steel bars.
In actual use, the steel arch is formed by splicing a plurality of steel arch sections, so that 4 foot-locking anchor rods 5 with the diameter of 42mm and the length of 4m are drilled at each node of the steel arch, and the foot-locking anchor rods 5 and the steel arch are firmly welded by adopting U-shaped ribs with the diameter of 22 mm.
During specific implementation, adjacent steel arches are welded and fixed by steel bars with the diameter of 22mm, and integrity among the steel arches is guaranteed.
In practical use, the bottom of the steel arch on the middle step 1-2 of the collapsed body 1 is supported on the top of the middle step 1-2, and the bottom of the steel arch on the lower step 1-3 of the collapsed body 1 is supported on the top of the lower step 1-3, so that when a tunnel is excavated forwards, the middle step 1-2 and the lower step 1-3 of the collapsed body 1 are continuously pushed forwards, and the steel arch needs to be lengthened to the bottom of the tunnel.
In the sixth embodiment, in the step six, when the three-step temporary inverted arch method is adopted to excavate the tunnel, the large arch springing 11 is arranged on the middle step 1-2 and the lower step 1-3 of the collapsed body 1, and on two sides close to the primary support.
In actual use, when a tunnel is excavated, the large arch springing 11 is arranged on the two sides of the middle step 1-2 and the lower step 1-3 of the collapse body 1 close to the primary support, namely, a part of the large arch springing is excavated inwards on the two sides close to the primary support, so that the bearing area of the base of the middle step 1-2 and the base of the lower step 1-3 can be increased, the bearing capacity is improved, the arch springing of the steel arch is expanded, and the support effect of the steel arch is improved.
In this embodiment, in the sixth step, slag tapping processing is performed on the multiple steps in sequence from top to bottom in the tunnel excavation process, and the steel arch of each step is installed after slag tapping is completed.
During specific implementation, when a construction site meets mechanical operation conditions, a pipe shed drilling machine is used for drilling collapsed cavities, the thickness of a vault accumulation body is determined, 2 pumping pipes with the diameter of 150mm are radially arranged, and C20 concrete is synchronously pumped and injected into the collapsed cavities to backfill while the collapsed bodies are processed.
The above description is only a preferred embodiment of the present invention, and is not intended to limit the present invention, and all simple modifications, changes and equivalent structural changes made to the above embodiment according to the technical spirit of the present invention still fall within the protection scope of the technical solution of the present invention.
Claims (7)
1. A tunnel collapse treatment method by combined grouting of a pipe shed and a small advanced duct is characterized by comprising the following steps:
step one, trimming a collapsed body: trimming a collapsed body (1) in the tunnel to form a construction operation platform;
step two, sealing the tunnel face: concrete is sprayed on the tunnel face of the collapsed body (1) in the tunnel to seal;
step three, consolidating the collapsed body: a plurality of small guide pipes (2) are distributed in the collapsed body (1) from the palm surface along the extending direction of the tunnel, and the collapsed body (1) is longitudinally grouted and consolidated by the small guide pipes (2);
grouting the long pipe shed: utilize the pipe-shed rig to drill and install a plurality of long pipe sheds (3) at the vault of preliminary bracing in tunnel, carry out the slip casting reinforcement to the both sides in tunnel from the vault in tunnel through long pipe shed (3) to the body (1) that collapses, the process is as follows:
step 401, installation of a guide arch frame: erecting two guide arch frames (4) at an arch part of the tunnel face of the collapsed body (1), welding the two guide arch frames (4) into a whole through steel bars, and anchoring the guide arch frames (4) on the primary support surface through a plurality of locking anchor rods;
step 402, installation of a guide pipe: a plurality of guide pipes (6) used for positioning the long pipe shed (3) are arranged between the two guide arch frames (4), and the guide pipes (6) are arranged at equal intervals along the annular direction of the guide arch frames (4);
step 403, installing the long pipe shed: a long pipe shed (3) is arranged in each guide pipe (6). Each long pipe shed (3) extends into the collapsed body (1);
step 404, grouting reinforcement: injecting cement slurry into the long pipe shed (3) so as to enable the cement slurry passing through the long pipe shed (3) to carry out grouting reinforcement on the collapsed body (1);
step five, double-layer advanced small guide pipe grouting: forming a double-layer advanced small guide pipe after obliquely arranging an outer-layer advanced small guide pipe and an inner-layer advanced small guide pipe on a vault of a tunnel primary support, wherein the outer-layer advanced small guide pipe comprises a plurality of outer-side advanced small guide pipes (7) which are arranged along the annular direction of an arch part of the primary support at equal intervals, the inner-layer advanced small guide pipe comprises a plurality of inner-side advanced small guide pipes (8) which are arranged along the annular direction of the arch part of the primary support at equal intervals, and secondary grouting is performed from the vault of the tunnel to a collapsed body (1) through the double-layer advanced small guide pipes;
the number of the outer advanced small catheters (7) is equal to that of the inner advanced small catheters (8) and the outer advanced small catheters correspond to the inner advanced small catheters one by one; the length of the outer advanced small catheter (7) is equal to that of the inner advanced small catheter (8); the external insertion angle of the outer advanced small guide pipe (7) is larger than that of the inner advanced small guide pipe (8), and the external insertion angle of the inner advanced small guide pipe (8) is larger than that of the long pipe shed (3);
sixthly, excavation treatment of the collapse body, namely performing circulating excavation on the tunnel by adopting a three-step temporary inverted arch method by dividing K unit sections, wherein K is a positive integer and is more than 1, and the concrete process is as follows:
step 601, excavating a first unit section: adopting a three-step temporary inverted arch method to excavate a unit section from the tunnel face forwards along the longitudinal direction of the tunnel, and after the excavation is finished, spraying concrete to the arch crown range and the tunnel face of the collapsed body (1) to form an initial lining face; then, erecting a steel arch frame on the excavated initial lining surface for supporting, and spraying concrete to the erected steel arch frame; temporary inverted arches (9) are arranged on the middle step (1-2) and the lower step (1-3) formed by the first unit section, and temporary vertical supports (10) are arranged between the temporary inverted arches (9) on the middle step (1-2) and the steel arch;
step 602, repeating the step 601 for K-1 times until the excavation of the upper step (1-1) in the K unit sections is completed, wherein an un-excavated middle step (1-2) and a lower step (1-3) are arranged in front of the Kth unit section in the collapsed body (1);
in the process of repeatedly excavating K unit sections at intervals
The unit sections are used for performing double-layer advanced small conduit grouting on the collapsed body (1) according to the method in the step five; wherein A is the longitudinal length of the outer advanced small guide pipe (7), a is the minimum longitudinal overlapping length of two adjacent outer advanced small guide pipes (7) along the longitudinal direction of the tunnel, and l is the excavation length of one unit section，[·]Representing a rounding operation;
in the process of repeatedly excavating K unit sections at intervals
The unit sections are solidified by grouting small guide pipes according to the method in the third step; wherein B is the longitudinal length of the small guide pipes (2), and B is the minimum longitudinal overlapping length of two adjacent small guide pipes (2) along the longitudinal direction of the tunnel;
in the process of repeatedly excavating K unit sections at intervals
Grouting the long pipe shed of the collapsed body (1) according to the method in the fourth step; wherein C is the longitudinal length of the long pipe sheds (3), and C is the minimum longitudinal overlapping length of two adjacent long pipe sheds (3) along the longitudinal direction of the tunnel;
and 603, manually excavating the middle step (1-2) and the lower step (1-3) which are not excavated in front of the Kth unit section until the excavation of the whole collapsed body (1) is completed.
2. The tunnel collapse treatment method by combined grouting of the pipe shed and the advanced small guide pipes according to claim 1, characterized in that: in the first step, the construction operation platform formed after the collapsed body (1) is repaired is arranged in a three-section step shape, the length of each step surface of the construction operation platform along the longitudinal direction of the tunnel is 4-6 m, and the width of each step surface of the construction operation platform along the transverse direction of the tunnel is consistent with the tunnel body.
3. The tunnel collapse treatment method by combined grouting of the pipe shed and the advanced small guide pipes according to claim 1, characterized in that: and step five, the end part of the outer advanced small catheter (7) close to the tunnel face is intersected with the end part of the inner advanced small catheter (8) close to the tunnel face.
4. The tunnel collapse treatment method by combined grouting of the pipe shed and the advanced small guide pipes according to claim 1, characterized in that: in the sixth step, in the tunneling process of the tunnel, the temporary inverted arch (9) is dismantled, and an inverted arch is constructed at the bottom of the tunnel; wherein, the inverted arch is sealed with the installed steel arch into a ring by connecting the steel arch.
5. The tunnel collapse treatment method by combined grouting of the pipe shed and the advanced small guide pipes according to claim 1, characterized in that: in the step 601, the steel arch frames are anchored on the primary support surface through a plurality of foot-locking anchor rods (5), and two adjacent steel arch frames are connected through steel bars.
6. The tunnel collapse treatment method by combined grouting of the pipe shed and the advanced small guide pipes according to claim 1, characterized in that: and sixthly, when the tunnel is excavated by adopting a three-step temporary inverted arch method, large arch feet (11) are arranged on the middle step (1-2) and the lower step (1-3) of the collapsed body (1) and on two sides close to the primary support.
7. The tunnel collapse treatment method by combined grouting of the pipe shed and the advanced small guide pipes according to claim 1, characterized in that: and step six, carrying out slag tapping treatment on the steps in sequence from top to bottom in the tunnel excavation process, and installing the steel arch centering of each step after slag tapping is finished.
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