CN115419419A - Method for processing position conflict between shield tunneling and existing pipe jacking tunnel - Google Patents
Method for processing position conflict between shield tunneling and existing pipe jacking tunnel Download PDFInfo
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- CN115419419A CN115419419A CN202211139900.5A CN202211139900A CN115419419A CN 115419419 A CN115419419 A CN 115419419A CN 202211139900 A CN202211139900 A CN 202211139900A CN 115419419 A CN115419419 A CN 115419419A
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- 238000000034 method Methods 0.000 title claims abstract description 41
- 230000005641 tunneling Effects 0.000 title claims abstract description 38
- 238000012545 processing Methods 0.000 title claims abstract description 17
- 238000005553 drilling Methods 0.000 claims abstract description 31
- 239000002689 soil Substances 0.000 claims abstract description 14
- 239000011083 cement mortar Substances 0.000 claims abstract description 11
- 230000005012 migration Effects 0.000 claims abstract description 10
- 238000013508 migration Methods 0.000 claims abstract description 10
- 230000004048 modification Effects 0.000 claims abstract description 9
- 238000012986 modification Methods 0.000 claims abstract description 9
- 238000010276 construction Methods 0.000 claims abstract description 8
- 239000002002 slurry Substances 0.000 claims abstract description 7
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 6
- 230000002787 reinforcement Effects 0.000 claims description 28
- 239000004568 cement Substances 0.000 claims description 17
- 229910000831 Steel Inorganic materials 0.000 claims description 13
- 239000010959 steel Substances 0.000 claims description 13
- 238000003801 milling Methods 0.000 claims description 10
- 239000004567 concrete Substances 0.000 claims description 5
- 238000004140 cleaning Methods 0.000 claims description 4
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 4
- 238000010009 beating Methods 0.000 claims description 3
- 239000011440 grout Substances 0.000 claims description 3
- 235000019353 potassium silicate Nutrition 0.000 claims description 3
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 3
- 239000000126 substance Substances 0.000 claims description 3
- 238000013519 translation Methods 0.000 claims description 3
- 238000003466 welding Methods 0.000 claims description 3
- 230000008569 process Effects 0.000 abstract description 6
- 239000004927 clay Substances 0.000 abstract description 2
- 238000009412 basement excavation Methods 0.000 description 6
- 239000011150 reinforced concrete Substances 0.000 description 5
- 230000004888 barrier function Effects 0.000 description 3
- 238000013461 design Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000007569 slipcasting Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000000740 bleeding effect Effects 0.000 description 1
- 238000009933 burial Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 239000011268 mixed slurry Substances 0.000 description 1
- 238000003672 processing method Methods 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
- 239000002699 waste material Substances 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
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
-
- 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
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Soil Sciences (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention relates to a method for processing position conflict between shield tunneling and an existing pipe-jacking tunnel, which is characterized in that a newly-built pipe-jacking working well is respectively built at two ends of the existing pipe-jacking tunnel at a conflict section between the existing pipe-jacking tunnel and a newly-built shield tunnel to carry out local migration and modification of a conflict range; clearing the conflict section of the existing pipe-jacking tunnel in the shield tunneling range; reinforcing the existing pipe-jacking tunnel in the range of the strong influence area of the shield construction; two newly-built pipe-jacking working wells are newly built at two ends of a conflict section of the existing pipe-jacking tunnel, so that the migration and modification range is greatly shortened, the investment cost is reduced, and the construction period is shortened; the excavated deeper foundation pit is shallower, and the periphery of the foundation pit is not greatly influenced, so that the method has high practicability; the existing pipe-jacking tunnels of the conflict sections are filled in advance, so that accidents caused by instability and collapse of the existing pipe-jacking tunnels are avoided; and the obstacle clearing hole generated by drilling is tamped by adopting the combination of clay soil backfilling and cement mortar backfilling, so that the requirement of preventing slurry pressure from overflowing in the shield tunneling process is met.
Description
Technical Field
The invention relates to a method for processing position conflict between shield tunneling and an existing pipe-jacking tunnel, and belongs to the technical field of shield tunneling barrier processing methods.
Background
In recent years, a large amount of infrastructure exists in shallow underground space, and a plurality of engineering cases of encountering a pipe-jacking tunnel in the shield construction process appear in succession. The pipe-jacking tunnel migration and modification usually needs to be implemented through a pipe-jacking working well, and because the pipe-jacking tunnel is generally large in burial depth and a supporting pile right below the pipe-jacking tunnel is difficult to construct, a newly-built pipe-jacking working well in a pipe-jacking tunnel interval becomes a local migration and modification technical difficulty of the pipe-jacking tunnel. The current treatment mode is as follows: in order to ensure that the service of the pipe-jacking tunnel is not interrupted for a long time, after the whole section of the pipe-jacking tunnel is moved and modified by using working wells at two ends of the existing pipe-jacking tunnel, a reinforced concrete structure of the pipe-jacking tunnel is excavated by adopting an open excavation method. However, the disadvantages of the above solutions are:
1) The existing pipe-jacking tunnels of the whole section are moved and modified by utilizing the working wells at the two ends of the pipe-jacking tunnels, so that the moving and modifying range is far larger than the conflict range, the investment cost is increased, and meanwhile, the construction period is long.
2) The pipe jacking tunnel is generally buried deeply, a deep foundation pit needs to be excavated to clear away a part of a reinforced concrete structure of a conflict by open excavation, the cost of excavating the deep foundation pit is high, the construction period is long, and the influence on the surrounding society of the foundation pit is large, so that the practicability is not high.
In the prior art, a full-rotation obstacle removing machine is used for removing underground residual pile foundations of old buildings at fixed points, and then underground continuous walls maintained by foundation pits of new buildings are constructed. However, the method has the following defects in the engineering for processing the conflict between the shield tunneling and the existing pipe jacking tunnel: firstly, the method is only suitable for removing the waste residual pile foundations, and the pipe-jacking tunnel guide modification scheme in the obstacle removing area is not considered; secondly, cleaning a section of pipe-jacking tunnel without filling in advance, wherein the damaged pipe-jacking tunnel is instable and collapses instantly to cause accidents by directly adopting strong down force of a full-slewing drilling machine; in addition, the obstacle clearing holes of the full-slewing drilling machine are backfilled and tamped by soil, so that the requirement of preventing muddy water pressure slurry bleeding in the shield tunneling process cannot be met.
Disclosure of Invention
The invention aims to provide a method for processing position conflict between shield tunneling and an existing pipe-jacking tunnel so as to solve the problems in the background technology.
The technical scheme of the invention is as follows:
a method for processing position conflict between shield tunneling and existing pipe-jacking tunnels comprises the following steps:
respectively building a newly-built pipe-jacking working well at two ends of an existing pipe-jacking tunnel at a conflict section of the existing pipe-jacking tunnel and the newly-built shield tunnel to carry out local migration and modification of a conflict range;
clearing the conflict section of the existing pipe-jacking tunnel in the shield tunneling range;
and reinforcing the existing pipe-jacking tunnel in the range of the strong influence area of the shield construction.
Preferably, the local migration of the conflict scope comprises the following steps:
the excavation of the foundation trench of the underground continuous wall on the two sides and right below the existing pipe-jacking tunnel is ensured under the condition of normal operation of the existing pipe-jacking tunnel;
the underground continuous wall reinforcement cages are distributed by taking the center line of the existing pipe-jacking tunnel as a symmetry axis, and circular holes matched with the outer diameter of the existing pipe-jacking tunnel are reserved at the positions, corresponding to the existing pipe-jacking tunnel, of the underground continuous wall reinforcement cages;
after the reinforcement cages of the underground continuous wall are lowered to a preset depth, the left reinforcement cage and the right reinforcement cage are horizontally moved and folded, concrete is poured, and the pouring of the underground continuous wall is finished under the condition that the existing pipe jacking tunnel normally operates;
four sides of the underground continuous wall form a closed structure as the side wall of the existing pipe jacking tunnel working well of the conflict section, and the side wall is excavated to a design elevation for pouring a bottom plate;
adopting mixed grout of cement slurry and water glass to compact and grout a gap between the surface of the existing pipe-jacking tunnel and the contact surface of the underground continuous wall to stop water;
and moving and modifying the inner pipeline of the existing pipe-jacking tunnel of the conflict section to the newly-built tunnel by utilizing the newly-built pipe-jacking working well.
Preferably, a trenching machine is matched with a hydraulic grab bucket to grab and remove soil on two sides of the existing pipe-jacking tunnel to form a deep groove;
a vertical guide rail for installing a hydraulic groove milling machine is vertically arranged in the deep groove, and the hydraulic groove milling machine is horizontally arranged on the vertical guide rail and moves under the guide of the vertical guide rail;
and the horizontally arranged hydraulic slot milling machine mills the soil body right below the existing pipe jacking tunnel from bottom to top.
Preferably, the conflict segment clearing comprises the following steps:
drilling holes at intervals at the top of the existing pipe-jacking tunnel to be removed in the shield tunneling range, and filling the existing pipe-jacking tunnel to be removed with cement mortar;
the drilling holes are arranged in an occlusion manner, the drilling length is from the earth surface to the bottom of the existing pipe-jacking tunnel needing to be cleaned, and the existing pipe-jacking tunnel reinforced concrete structure is cleaned by matching with a grab bucket;
and (3) drilling holes to form barrier clearing holes, backfilling by using cohesive soil in a shield tunneling range, and backfilling by using cement mortar from the part above a top plate of the shield tunneling machine to the ground surface.
Preferably, the centers of the drilling holes which are arranged in an occlusion way are arranged in an equilateral triangle, the distance between the centers of the drilling holes is 0.7 to 0.9 times of the diameter of the drilling holes, and the cleaning and backfilling of all the drilling holes are completed by adopting an interval jump beating method.
Preferably, the step of reinforcing the existing pipe-jacking tunnel comprises the following steps:
the inner side of the existing pipe jacking tunnel is reinforced by adopting at least three longitudinal tensioning section steels along the circumferential direction, so that the deformation resistance is improved;
and cement grouting is adopted outside the existing pipe-jacking tunnel to form a cement grouting reinforcement body, so that the lateral deformation of the adjacent existing pipe-jacking tunnel caused by shield tunneling is reduced.
Preferably, at least three longitudinal tensioning section steels are uniformly distributed on the inner side of the existing pipe-jacking tunnel along the circumferential direction, and the longitudinal tensioning section steels are axially fixed at intervals along the existing pipe-jacking tunnel and are arranged in a full-length mode.
Preferably, the longitudinal tension section steel is fixed by adopting a chemical anchor bolt or an embedded part for welding.
Preferably, a plurality of grouting holes are circumferentially arranged at equal intervals at the lower part of the existing pipe-jacking tunnel;
and injecting cement slurry from the inside of the existing pipe-jacking tunnel to the outside by using the grouting holes to form a cement grouting reinforcement body.
Preferably, the cement grouting reinforcement body is a 180-degree circular ring formed below a horizontal plane where the circle center of the existing pipe jacking tunnel is located.
The invention has the following beneficial effects:
two newly-built pipe-jacking working wells are newly built at two ends of the conflict section of the existing pipe-jacking tunnel, so that the migration and modification range is greatly shortened, the investment cost is reduced, and the construction period is shortened;
excavating underground continuous wall foundation grooves at two sides and right below the conflict section of the existing pipe jacking tunnel, placing a reinforcement cage in the underground continuous wall foundation grooves and pouring concrete, wherein the scheme has the advantages that deeper excavated foundation pit is shallower, the periphery of the foundation pit is not greatly influenced, and the practicability is very high;
before the existing pipe-jacking tunnels of the conflict sections are removed, the existing pipe-jacking tunnels of the conflict sections are drilled at intervals and filled with cement mortar, so that the existing pipe-jacking tunnels of the conflict sections are pre-filled, and then accidents caused by instability and collapse of the existing pipe-jacking tunnels can be avoided by adopting strong down force of a full-circle slewing drilling machine;
and the obstacle clearing hole generated by drilling is tamped by adopting the combination of clay soil backfilling and cement mortar backfilling, so that the requirement of preventing slurry pressure from overflowing in the shield tunneling process is met.
Drawings
FIG. 1 is a plan view of a method for handling position conflicts between shield tunneling and existing pipe-jacking tunnels;
FIG. 2 is excavation of a conventional trenching machine of an underground diaphragm wall in cooperation with a hydraulic grab bucket foundation trench;
FIG. 3 is foundation groove excavation of a transverse hydraulic groove milling machine for the underground diaphragm wall;
FIG. 4 is a diagram of a newly built pipe-jacking work well pipeline local migration and modification;
FIG. 5 is a cross-sectional view of an occluded borehole of a full rotary drill;
fig. 6 is a strengthening diagram of the existing top pipe tunnel in the range of the strong influence area of the shield tunneling.
The reference numbers in the figures denote:
1. the existing pipe jacking working well; 2. existing pipe-jacking tunnels; 3. clearing barrier holes; 4. newly building a pipe jacking working well; 5. newly building a shield tunnel; 6. newly building a tunnel; 7. an underground diaphragm wall; 8. a grooving machine; 9. a vertical guide rail; 10. a hydraulic slot milling machine; 11. grouting the contact surface of the jacking pipe and the underground continuous wall; 12. backfilling the cohesive soil; 13. backfilling cement mortar; 14. filling cement mortar in the jacking pipe; 15. longitudinally tensioning the profile steel; 16. grouting holes; 17. and (5) cement grouting reinforcement.
Detailed Description
The invention is described in detail below with reference to the figures and the specific embodiments.
As shown in fig. 1, a newly built shield tunnel 5 to be built is partially overlapped with an existing top pipe tunnel 2 to cause conflict;
if the existing pipe-jacking working well 1 is far away from the conflict section between the newly-built shield tunnel 5 and the existing pipe-jacking tunnel 2, the newly-built pipe-jacking working well 4 is close to the conflict section between the newly-built shield tunnel 5 and the existing pipe-jacking tunnel 2 at the minimum distance; if the existing pipe-jacking working well 1 is very close to the conflict section between the newly-built shield tunnel 5 and the existing pipe-jacking tunnel 2, the existing pipe-jacking working well can be directly used (equivalent to the newly-built pipe-jacking working well 4);
and a newly-built tunnel 6 is newly added between the two groups of newly-built pipe-jacking working wells 4 to replace the removed existing pipe-jacking tunnel 2 part, so that local moving and improvement are realized.
As shown in fig. 2-3, it is ensured that under the normal operation condition of the existing pipe-jacking tunnel 2, underground continuous wall foundation grooves are dug at two sides and right below the existing pipe-jacking tunnel; the excavation process of the underground continuous wall foundation trench is as follows: as shown in fig. 2, a trenching machine 8 is adopted to be matched with a hydraulic grab bucket to grab and remove soil on two sides of the existing pipe-jacking tunnel 2 to form a deep groove; as shown in fig. 3, a vertical guide rail 9 is vertically arranged on the side wall of the deep groove, and a hydraulic groove milling machine 10 is horizontally arranged on the vertical guide rail 9 and can vertically move on the vertical guide rail 9; the hydraulic slot milling machine 10 mills the soil body under the existing pipe jacking tunnel 2 from bottom to top;
two groups of underground continuous wall reinforcement cages are placed in an underground continuous wall foundation trench, the two groups of underground continuous wall reinforcement cages are symmetrically distributed by taking the central line of the existing pipe-jacking tunnel 2 as a center line, after the underground continuous wall reinforcement cages are placed to a preset depth, the two groups of symmetrical underground continuous wall reinforcement cages are horizontally moved and folded, concrete is poured, and the underground continuous wall 7 is poured under the condition that the existing pipe-jacking tunnel 2 normally operates;
the two symmetrical groups of underground continuous wall reinforcement cages are folded in a translation mode to form a closed-loop structure, and a circular hole with matched outer diameter of the existing pipe-jacking tunnel 2 is reserved in the side wall of the two groups of underground continuous wall reinforcement cages after the two groups of underground continuous wall reinforcement cages are folded in the translation mode, so that the existing pipe-jacking tunnel 2 relatively penetrates through the two symmetrical groups of underground continuous wall reinforcement cages from the circular hole;
four sides of the underground continuous wall 7 form a closed structure to serve as the side wall of the working well of the existing pipe-jacking tunnel 2, the closed structure is excavated to a design elevation to place bottom plate steel bars and concrete is poured to form a reinforced concrete bottom plate (shown in figure 4) positioned below the existing pipe-jacking tunnel 2 of the conflict section;
adopting cement slurry and water glass mixed slurry to compact, slip-casting and stop water in a gap between the contact surface of the existing pipe-jacking tunnel 2 and the underground continuous wall 7, and performing slip-casting on the contact surface of the pipe jacking and the underground continuous wall 11 shown in the attached figure 4;
as shown in fig. 4, two groups of newly-built pipe-jacking working wells 4 are used for moving and modifying the pipelines in the existing pipe-jacking tunnel 2 of the conflict section to the newly-built tunnel 6.
As shown in fig. 5, the tops of the existing pipe-jacking tunnels 2 of the conflict sections are drilled at certain intervals by a geological drilling rig, and the interiors of the existing pipe-jacking tunnels 2 of the conflict sections are filled with cement mortar through the drilled holes;
the full-circle slewing drilling machine adopts occlusion arrangement, the drilling centers are arranged in an equilateral triangle, the distance between the drilling centers is 0.8 times of the drilling diameter, the cleaning and the backfilling of all the full-circle slewing drilling machine drilling holes are completed by adopting an interval beating method, the drilling length is from the ground surface to the bottom of the existing pipe-jacking tunnel 2 of the conflict section, and the existing pipe-jacking tunnel 2 reinforced concrete structure of the conflict section is cleaned by matching with a hydraulic grab bucket;
and (3) backfilling 12 by adopting cohesive soil in the shield tunneling range of the obstacle clearing hole 3 formed by drilling the hole by the full-rotary drilling machine, and backfilling 13 by adopting cement mortar from the top plate of the shield tunneling machine to the ground surface.
As shown in fig. 6, the inner side of the existing pipe-jacking tunnel 2 near the shield tunneling is reinforced by four longitudinal tension section steels 15 uniformly distributed along the circumferential direction of the existing pipe-jacking tunnel 2, and the longitudinal tension section steels 15 are arranged in the full length and reliably fixed along the axial direction of the existing pipe-jacking tunnel 2 at intervals, so that the deformation resistance is improved; the longitudinal tension section steel 15 is fixed by adopting a chemical anchor bolt or an embedded part for welding;
as shown in fig. 6, a plurality of grouting holes 16 are circumferentially and axially arranged at equal intervals on the lower part of the existing pipe-jacking tunnel 2, and cement is injected from the inside of the existing pipe-jacking tunnel 2 to the outside through the grouting holes 16 to form a cement grouting reinforcement body 17 for soil body reinforcement on the outside of the pipe-jacking; the cement grouting reinforcement body 17 is of a 180-degree semicircular ring structure and is located on the lower portion of the existing pipe-jacking tunnel 2, and lateral deformation of the adjacent existing pipe-jacking tunnel 2 caused by shield tunneling is reduced.
The above description is only an embodiment of the present invention, and is not intended to limit the scope of the present invention, and all equivalent structures or equivalent processes performed by the present invention or directly or indirectly applied to other related technical fields are included in the scope of the present invention.
Claims (10)
1. A method for processing position conflict between shield tunneling and existing pipe-jacking tunnels is characterized by comprising the following steps: the method comprises the following steps:
building a newly-built pipe-jacking working well (4) at each of two ends of the existing pipe-jacking tunnel (2) at the conflict section of the existing pipe-jacking tunnel (2) and the newly-built shield tunnel (5) for local migration and modification in the conflict range;
clearing the conflict section of the existing pipe-jacking tunnel (2) in the shield tunneling range;
and reinforcing the existing pipe-jacking tunnel (2) within the range of the strong influence area of the shield construction.
2. The method for processing the conflict between the shield tunneling and the position of the existing pipe-jacking tunnel according to claim 1, wherein the method comprises the following steps: the local migration and change of the conflict scope comprises the following steps:
1) Ensuring that the two sides of the existing pipe-jacking tunnel (2) and the foundation trench of the underground continuous wall (7) under the existing pipe-jacking tunnel are excavated under the normal operation condition;
2) The underground continuous wall reinforcement cages are distributed by taking the center line of the existing pipe-jacking tunnel (2) as a symmetry axis, and a circular hole matched with the outer diameter of the existing pipe-jacking tunnel (2) is reserved at the position of the underground continuous wall reinforcement cage corresponding to the existing pipe-jacking tunnel (2);
3) After the reinforcement cages of the underground continuous wall (7) are lowered to a preset depth, the left reinforcement cage and the right reinforcement cage are folded in a translation mode and concrete is poured, and the pouring of the underground continuous wall (7) is finished under the condition that the existing pipe-jacking tunnel (2) is in normal operation;
4) Four sides of the underground continuous wall (7) form a closed structure as the side wall of the working well of the existing pipe jacking tunnel (2) of the conflict section, and the side wall is excavated to the designed elevation for bottom plate pouring;
5) The gap between the surface of the existing pipe jacking tunnel (2) and the contact surface of the underground continuous wall (7) is compacted and grouted by adopting mixed grout of cement paste and water glass to stop water;
6) And moving and modifying the inner pipeline of the existing pipe-jacking tunnel (2) at the conflict section to the newly-built tunnel (6) by utilizing the newly-built pipe-jacking working well (4).
3. The method for processing the conflict between the shield tunneling and the position of the existing pipe-jacking tunnel according to claim 2, wherein the method comprises the following steps: adopting a trenching machine (8) to be matched with a hydraulic grab bucket to grab soil on two sides of the existing pipe-jacking tunnel (2) to form a deep groove;
a vertical guide rail (9) for installing a hydraulic groove milling machine (10) is vertically arranged in the deep groove, and the hydraulic groove milling machine (10) is horizontally arranged on the vertical guide rail (9) and moves under the guidance of the vertical guide rail (9);
the horizontally arranged hydraulic slot milling machine (10) mills the soil body under the existing pipe jacking tunnel (2) from bottom to top.
4. The method for processing the conflict between the shield tunneling and the position of the existing pipe-jacking tunnel according to claim 1, wherein the method comprises the following steps: the conflict segment clearing comprises the following steps:
1) Drilling holes at intervals at the top of the existing pipe-jacking tunnel (2) to be cleared in the shield tunneling range, and filling the existing pipe-jacking tunnel (2) to be cleared with cement mortar;
2) The drilling holes are arranged in an occlusion manner, the drilling length is from the ground surface to the bottom of the existing pipe-jacking tunnel (2) to be cleaned, and the existing pipe-jacking tunnel (2) is cleaned by matching with a grab bucket;
3) And (3) backfilling the obstacle clearing hole formed by drilling with cohesive soil (12) in the shield tunneling range, and backfilling cement mortar (13) from the top plate of the shield tunneling machine to the ground surface.
5. The method for processing the conflict between the shield tunneling and the position of the existing pipe-jacking tunnel according to claim 4, wherein the method comprises the following steps: the centers of the drilling holes which are arranged in an occlusion way are arranged in an equilateral triangle, the distance between the centers of the drilling holes is 0.7-0.9 times of the drilling diameter, and the cleaning and the backfilling of all the drilling holes are completed by adopting an interval beating method.
6. The method for processing the conflict between the shield tunneling and the position of the existing pipe-jacking tunnel according to claim 1, wherein the method comprises the following steps: the method for reinforcing the existing pipe-jacking tunnel (2) comprises the following steps:
1) At least three longitudinal tensioning section steels (15) are adopted to reinforce the inner side of the existing pipe-jacking tunnel (2) along the circumferential direction, so that the deformation resistance is improved;
2) And cement grouting is adopted at the outer side of the existing pipe-jacking tunnel (2) to form a cement grouting reinforcing body (17), so that the lateral deformation of the adjacent existing pipe-jacking tunnel (2) caused by shield tunneling is reduced.
7. The method for processing the conflict between the shield tunneling and the position of the existing pipe-jacking tunnel according to claim 6, wherein the method comprises the following steps: at least three longitudinal tensioning section steels (15) are uniformly distributed on the inner side of the existing pipe-jacking tunnel (2) along the circumferential direction, and the longitudinal tensioning section steels (15) are axially fixed at intervals along the existing pipe-jacking tunnel (2) and are arranged in a full-length mode.
8. The method for processing the conflict between the shield tunneling and the existing pipe-jacking tunnel position according to claim 7, wherein the method comprises the following steps: the longitudinal tension section steel (15) is fixed by adopting a chemical anchor bolt or an embedded part for welding.
9. The method for processing the conflict between the shield tunneling and the existing pipe-jacking tunnel position according to claim 6, wherein the method comprises the following steps: a plurality of grouting holes (16) are circumferentially arranged at equal intervals at the lower part of the existing pipe-jacking tunnel (2);
and injecting cement slurry from the interior of the existing pipe-jacking tunnel (2) to the outside by using the grouting holes (16) to form a cement grouting reinforcement body (17).
10. The method for processing the conflict between the shield tunneling and the position of the existing pipe-jacking tunnel according to claim 9, wherein the method comprises the following steps: the cement grouting reinforcement body (17) forms a 180-degree circular ring below the horizontal plane where the circle center of the existing pipe-jacking tunnel (2) is located.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211139900.5A CN115419419A (en) | 2022-09-19 | 2022-09-19 | Method for processing position conflict between shield tunneling and existing pipe jacking tunnel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211139900.5A CN115419419A (en) | 2022-09-19 | 2022-09-19 | Method for processing position conflict between shield tunneling and existing pipe jacking tunnel |
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| Publication Number | Publication Date |
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| CN115419419A true CN115419419A (en) | 2022-12-02 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202211139900.5A Pending CN115419419A (en) | 2022-09-19 | 2022-09-19 | Method for processing position conflict between shield tunneling and existing pipe jacking tunnel |
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| CN (1) | CN115419419A (en) |
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- 2022-09-19 CN CN202211139900.5A patent/CN115419419A/en active Pending
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