CN112459785A - Reinforcing method for ultra-shallow buried underground excavation tunnel to penetrate existing pipeline through municipal well - Google Patents
Reinforcing method for ultra-shallow buried underground excavation tunnel to penetrate existing pipeline through municipal well Download PDFInfo
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- 238000009412 basement excavation Methods 0.000 title claims abstract description 43
- 230000003014 reinforcing effect Effects 0.000 title claims abstract description 33
- 238000000034 method Methods 0.000 title claims abstract description 22
- 230000002787 reinforcement Effects 0.000 claims abstract description 39
- 238000005553 drilling Methods 0.000 claims abstract description 23
- 238000010276 construction Methods 0.000 claims abstract description 14
- 238000012544 monitoring process Methods 0.000 claims abstract description 10
- 239000002689 soil Substances 0.000 claims abstract description 9
- 230000008439 repair process Effects 0.000 claims abstract description 5
- 230000002093 peripheral effect Effects 0.000 claims abstract description 3
- 229910000831 Steel Inorganic materials 0.000 claims description 39
- 239000010959 steel Substances 0.000 claims description 39
- 239000002002 slurry Substances 0.000 claims description 8
- 238000012360 testing method Methods 0.000 claims description 6
- 238000013213 extrapolation Methods 0.000 claims description 3
- 238000003780 insertion Methods 0.000 claims description 3
- 230000037431 insertion Effects 0.000 claims description 3
- 230000000149 penetrating effect Effects 0.000 claims description 2
- 238000004062 sedimentation Methods 0.000 abstract description 4
- 239000004568 cement Substances 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 239000011435 rock Substances 0.000 description 3
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 238000012937 correction Methods 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000007689 inspection Methods 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 230000008569 process Effects 0.000 description 1
- 239000000047 product Substances 0.000 description 1
- 230000001737 promoting effect Effects 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 239000013589 supplement 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
- E21D9/03—Driving non-circular tunnels
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
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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
- E21D11/006—Lining anchored in the rock
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/12—Temporary supports for use during building; Accessories
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- 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
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/003—Arrangement of measuring or indicating devices for use during driving of tunnels, e.g. for guiding machines
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- Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
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- Geochemistry & Mineralogy (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- Agronomy & Crop Science (AREA)
- Paleontology (AREA)
- General Engineering & Computer Science (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
- Lining And Supports For Tunnels (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention relates to a method for reinforcing an ultra-shallow buried and underground excavated tunnel by using a municipal well to penetrate an existing pipeline, which belongs to the technical field of tunnel construction and comprises the following steps: determining the range of a grouting reinforcement area; determining a grouting reinforcement scheme; arranging a plurality of settlement observation points for real-time monitoring; when the underground pipeline is excavated to a first preset position where the existing pipeline is penetrated, stopping the advance support of the pipe shed and the small guide pipe in the vault area; drilling, grouting and reinforcing the peripheral rock-soil body according to the pre-divided grouting and reinforcing area by utilizing a municipal road well communicated with the existing pipeline; after grouting, excavating construction of passing the existing pipeline under the tunnel is carried out; applying temporary vertical braces to strengthen support; when the excavation of the underground tunnel passes through a second preset position on the other side of the existing pipeline, the advance support of the pipe shed and the small guide pipe is continuously carried out; repair the municipal road well. The method can guarantee the normal use of the existing pipeline and the construction safety of the newly-built tunnel, and realize the aim of controlling the sedimentation deformation of the existing pipeline and the ground.
Description
Technical Field
The invention belongs to the technical field of tunnel construction, and relates to a reinforcing method for enabling an ultra-shallow buried underground excavation tunnel to penetrate through an existing pipeline by using a municipal well.
Background
With the continuous expansion of urban scale, underground roads and rail traffic become key construction targets for urban space development. The tunnel excavation often passes through the densely-distributed sections of the underground pipe network, and municipal road wells such as drainage wells, various inspection wells and the like exist. When the existing pipeline is penetrated under the ultra-shallow buried underground excavation tunnel, the unloading effect generated by the proximity construction causes the stress redistribution of rock and soil bodies around the tunnel, and the stratum settlement deformation is induced, so that the normal use of the existing pipeline is influenced, and even a series of problems such as cracking, leakage and the like are solved. When the ultra-shallow buried underground excavation tunnel is constructed, not only the construction safety is ensured, but also the normal use of the existing pipeline is ensured.
At present, three common reinforcing methods for an existing pipeline to be penetrated downwards are provided, namely a tunnel pipe shed and an advanced small pipe support, ground drilling grouting reinforcement and a temporary tunnel vertical support. However, certain applicable conditions exist in the three reinforcement modes, for example, enough distance needs to exist between the ultra-shallow buried underground excavation tunnel and the existing pipeline for supporting the pipe shed and the advanced small guide pipe, the ground road above the tunnel is interrupted by traffic or the construction environment with the drilled holes is used for grouting reinforcement, most of the upper rock-soil body of the ultra-shallow buried underground excavation tunnel is filled with soil, and the safety and the normal use of the existing pipeline cannot be ensured by only depending on the temporary vertical support of the tunnel.
Disclosure of Invention
In view of the above, the present invention provides a method for reinforcing an ultra-shallow underground tunnel by using a municipal well to pass through an existing pipeline, so as to ensure normal use of the existing pipeline and construction safety of a newly-built tunnel, and achieve the purpose of controlling settlement deformation of the existing pipeline and the ground.
In order to achieve the purpose, the invention provides the following technical scheme: a reinforcing method for enabling an ultra-shallow buried and underground excavated tunnel to penetrate through an existing pipeline by using a municipal well comprises the following steps: determining the range of a grouting reinforcement area according to the position relation among the tunnel, the existing pipeline and the municipal road well; determining a grouting reinforcement scheme; arranging a plurality of settlement observation points at the bottoms of the ground, the tunnel, the existing pipeline and the municipal road well foundation for real-time monitoring; when the underground excavation tunnel is excavated to a first preset position where an existing pipeline is penetrated, stopping advanced support of a pipe shed and a small guide pipe in the vault area; drilling, grouting and reinforcing the peripheral rock-soil body according to the pre-divided grouting and reinforcing area by utilizing the municipal road well communicated with the existing pipeline; after grouting is finished, excavating construction of penetrating the existing pipeline under the tunnel is carried out, and temporary vertical braces are applied to strengthen support; determining whether to reinforce the grouting reinforcement area according to the monitoring result of the settlement observation point; when the excavation of the underground tunnel passes through a second preset position on the other side of the existing pipeline, the advance support of the pipe shed and the small guide pipe is continuously carried out; repair the municipal road well.
Preferably, the position relation among the tunnel to be excavated, the existing pipeline and the municipal road well is that the tunnel to be excavated and the existing pipeline intersect on a plane; the municipal road well is communicated with the existing pipeline, and the horizontal distance at the intersection of the tunnel and the plane of the existing pipeline is within Lcos theta; the vertical distance from the structural outer edge line of the existing pipeline at the intersection of the municipal road well and the plane to the tunnel to be excavated is greater than Lsin theta +3.0m and less than L0sin theta +1.0 m.
Preferably, the municipal road well is a three-way well with the diameter not less than 1.8m, a four-way well with the diameter not less than 1.8m, a straight well with the diameter not less than 2.0m and a corner well with the diameter not less than 2.0 m.
Preferably, the range of the grouting reinforcement area is a reinforcement range for radial drilling and grouting by taking the foundation bottom of the municipal road well as the center, the reinforcement range is represented as a circular area with the radius Lcos theta + R on the plane, L is the depth of a grouting hole, theta is the radial extrapolation angle of the drilling hole, and R is the radius of the municipal road well;
and adjusting the drilling depth according to the position relation of the cross-underground excavation tunnel on the existing pipeline to plan the range of the grouting reinforcement area, and performing drilling and grouting combined reinforcement on the two sides of the road under the condition that the traffic can not be interrupted.
Preferably, the depth L of the drilling holes of the grouting reinforcement area is 3.0-5.0 m, the radial hole spacing is 0.4-2.0 m, and the axial hole spacing of the well wall is 0.6-1.5 m; the radial extrapolation angle theta of the grouting hole is within the range of 5-15 degrees; and a grouting pipe is arranged in the drill hole, the grouting pipe is a steel pipe, and the pipe diameter is 42-50 mm.
Preferably, the first predetermined position is Lcos theta + L away from the outer side line of the municipal road well structure0cosθ0～Lcosθ+L0cosθ0Position of horizontal distance of +3.0m, L0Length of bore hole for tunnel forepoling, theta0The outer inserting angle of the advance support of the tunnel is adopted.
Preferably, the vault area is within the municipal road well reinforcing area, the cross section of the tunnel takes the intersection point of the bottom plate and the center line of the tunnel as the center of the circle, the center line of the tunnel is a bisector, the included angle is (Lcos theta + R) multiplied by 180 DEG/B vault area, and B is the tunnel excavation width; and/or the vertical distance between the bottom of the municipal road well foundation and the bottom of the existing pipeline structure is less than L0sinθ0A +0 to 3.0m area.
Preferably, the reinforcing scheme of drilling grouting is determined through an indoor slurry proportioning test and a field grouting test, the structural stability of an original road is not influenced, and the structural safety and normal application of an existing pipeline are not influenced; high-strength slurry is adopted in a drilling area of 0.2L-0.6L from the bottom end of the drill hole to the orifice, and low-strength slurry is adopted in a drilling area of 0.4L-0.8L from the orifice of the drill hole to the bottom end of the drill hole.
Preferably, the settlement observation points are arranged in a reinforcing area in an encrypted manner, and settlement monitoring points are arranged in the reinforcing area and the range of 10-30 m outside the reinforcing area.
Preferably, the temporary vertical braces are temporary profile steel vertical braces which are used for supporting arch parts of tunnel face surfaces after the advance supports are used; applying temporary profile steel vertical braces every 0.5-3.0 m in a municipal road well grouting reinforcement area and in a range 3.0-12.0 m outside the horizontal direction; the temporary profile steel vertical support is H-shaped steel, and a gap between the temporary profile steel vertical support and the bedrock is compacted by a steel plate plug; the excavation of the underground excavation tunnel adopts step-by-step excavation, when the step-by-step excavation is carried out, the steel vertical braces are connected by bolts and flange plates, and gaps between the steel vertical braces and bedrocks are compacted by steel plate plugs; when the steel arch centering of the preliminary bracing of the tunnel is applied, the top end of the temporary profile steel vertical bracing is connected with the vault of the steel arch centering
Preferably, the second preset position is a position which is horizontally distant from the outer side line of the municipal road well structure by Lcos theta to Lcos theta +3.0 m.
Preferably, the repair municipal road well is used for plugging and repairing grouting holes and structural damage positions of the road well structure, and the normal use of the original functions of the repair municipal road well is guaranteed.
The invention has the beneficial effects that: (1) the municipal road well facilities are effectively utilized to carry out grouting reinforcement on the spatial three-dimensional area of the existing pipeline and the underpass tunnel and are combined with temporary vertical support of the tunnel, so that the settlement deformation of the existing pipeline and the road ground is controlled, and the safety of tunnel construction and the normal operation of the existing pipeline are ensured. (2) The method overcomes the defect that when the height difference between the existing pipeline and the underpass tunnel is small, the advanced support of the pipe shed and the small guide pipe is not enough, and simultaneously, the grouting reinforcement is carried out under the condition that the ground traffic can not be interrupted, so that the construction risk is reduced. (3) The grouting reinforcement effect can be timely detected by adopting a mode of monitoring the deformation of the ground, the tunnel, the existing pipeline and the municipal road well in real time. If the sedimentation deformation is still large, the rectification and slurry supplement can be carried out in time.
Additional advantages, objects, and features of the invention will be set forth in part in the description which follows and in part will become apparent to those having ordinary skill in the art upon examination of the following or may be learned from practice of the invention. The objectives and other advantages of the invention may be realized and attained by the means of the instrumentalities and combinations particularly pointed out hereinafter.
Drawings
For the purposes of promoting a better understanding of the objects, aspects and advantages of the invention, reference will now be made to the following detailed description taken in conjunction with the accompanying drawings in which:
FIG. 1 is a plan view of an existing pipeline, a underpass undercut tunnel, and a municipal roadway well;
FIG. 2 is a longitudinal cross-sectional view of a tunnel passing down an existing pipeline;
fig. 3 is a longitudinal sectional view of an existing pipeline.
Reference numerals: the system comprises a tunnel 1, a ground road 2, an existing pipeline 3, a grouting hole 4, a municipal road well 5, a grouting reinforcement area 6, a road ground 7, a small advanced conduit 8 and a temporary vertical support 9.
Detailed Description
The embodiments of the present invention are described below with reference to specific embodiments, and other advantages and effects of the present invention will be easily understood by those skilled in the art from the disclosure of the present specification. The invention is capable of other and different embodiments and of being practiced or of being carried out in various ways, and its several details are capable of modification in various respects, all without departing from the spirit and scope of the present invention. It should be noted that the drawings provided in the following embodiments are only for illustrating the basic idea of the present invention in a schematic way, and the features in the following embodiments and examples may be combined with each other without conflict.
Wherein the showings are for the purpose of illustrating the invention only and not for the purpose of limiting the same, and in which there is shown by way of illustration only and not in the drawings in which there is no intention to limit the invention thereto; to better illustrate the embodiments of the present invention, some parts of the drawings may be omitted, enlarged or reduced, and do not represent the size of an actual product; it will be understood by those skilled in the art that certain well-known structures in the drawings and descriptions thereof may be omitted.
The same or similar reference numerals in the drawings of the embodiments of the present invention correspond to the same or similar components; in the description of the present invention, it should be understood that if there is an orientation or positional relationship indicated by terms such as "upper", "lower", "left", "right", "front", "rear", etc., based on the orientation or positional relationship shown in the drawings, it is only for convenience of description and simplification of description, but it is not an indication or suggestion that the referred device or element must have a specific orientation, be constructed in a specific orientation, and be operated, and therefore, the terms describing the positional relationship in the drawings are only used for illustrative purposes, and are not to be construed as limiting the present invention, and the specific meaning of the terms may be understood by those skilled in the art according to specific situations.
Referring to fig. 1 to 3, a schematic view of reinforcing an existing pipeline passing through a tunnel by using a municipal road well,
in the embodiment, the existing pipeline 3 penetrates through the underground road tunnel 1 to be built, the excavation size of the newly built tunnel 1 is 13.57m multiplied by 9.21m (width multiplied by height), and a straight wall arch section type and a composite lining structure are adopted. The ground road 2 can not interrupt traffic, and the construction adopts a subsurface excavation method to carry out mechanical excavation, and the thickness of the covering soil is about 8.00 m. The newly-built tunnel 1 is orthogonal to the plane of the existing pipeline 3, and the minimum vertical distance between the newly-built tunnel 1 and the existing pipeline 3 is 0.70 m. The pipe diameter of the existing pipeline 1 is 1m, and the well diameter of the municipal road well 5 is 2 m. The newly-built tunnel 1 is supported by the small advanced guide pipe 8, and hot-rolled seamless steel perforated pipes with the outer diameter of 50mm, the wall thickness of 3.5mm, the circumferential distance of 40cm, the length of 5m and the external insertion angle of about 10 degrees are adopted.
When in specific implementation, the method comprises the following steps:
step 1: according to the actual situation of the site, the site survey is carried out on the ground, underground structures, facilities and the like around the site, the site position relation between the newly-built tunnel 1 and the existing pipelines 3 is verified, the underground pipelines and facilities around the ground road 2 are found, and the specific position relation is based on the site survey result.
Step 2: according to the position relation among the tunnel 1, the existing pipeline 3 and the municipal road well 5, the hole depth of a grouting hole 4 for carrying out stratum reinforcement by using the municipal road well 5 is determined to be 3m, the hole diameter is 42mm, the radial distance is 1m, the axial distance of a well wall is 1m, and the external insertion angle is 5 degrees. The grouting reinforcement 6 appears as a circular area of radius 3.99m in plan.
And step 3: when the horizontal distance between the tunnel 1 and the municipal road well reinforcing area 6 is 10m, applying a temporary steel vertical support 9 every 2m of excavation footage; and arranging a plurality of settlement observation points at the ground in the reinforcement area 6 and the range of 10m outside the reinforcement area, the newly-built tunnel 1, the existing pipeline 3 and the bottom of the municipal road well 5 foundation for real-time monitoring.
And 4, step 4: when the newly-built tunnel 1 is excavated to a first preset position 7.91m away from the existing pipeline 3, stopping the advanced support of the small guide pipe 8 in the area of 52.9 degrees of the vault; determining a grouting reinforcement scheme through an indoor slurry proportioning test and a field grouting test; and (3) utilizing the municipal road well 5 communicated with the existing pipeline 3 to carry out drilling and grouting reinforcement on the rock soil body below the pipeline 3 according to the grouting reinforcement area 6 divided in advance.
And 5: when grouting reaches the designed strength, excavating the tunnel 1 below the municipal road well grouting reinforcement area 6; during excavation, a small advanced guide pipe 8 support in an arch crown area of 52.9-98 degrees is applied; and applying a temporary steel vertical support 9 every 1m of the excavation footage.
Step 6: and judging whether the sedimentation deformation is too large or too fast according to the monitoring result of the sedimentation observation point, and determining whether to reinforce the grouting reinforcement area 6.
And 7: the newly built tunnel 1 is excavated to the other side of the existing pipeline 3 which is penetrated downwards, and when the distance between the newly built tunnel 1 and the existing pipeline 3 which is penetrated downwards is 2.99m, the advanced small guide pipe 8 in the area of 98 degrees of the vault is continuously supported; and applying a temporary steel vertical support 9 every 2m of excavation footage until the horizontal distance from the municipal road well reinforcing area 6 is 10 m.
And 8: according to the original structural style and the use function requirement of the municipal road well 5, the grouting hole and the structural damage part of the municipal road well 5 structure are plugged and repaired, and the normal use of the original function is ensured.
The temporary section steel vertical support 9 in the steps 3, 5 and 6 is H-shaped steel with the size of 200mm multiplied by 200 mm; when the step-by-step excavation is carried out, the steel vertical braces 9 are connected by bolts and flange plates, and gaps between the steel vertical braces 9 and bedrocks are compacted by steel plate plugs; when the primary support steel arch of the tunnel 1 is applied, the top end of the temporary steel section vertical support 9 is connected with the arch crown of the steel arch.
When the rock soil body below the pipeline 3 is drilled and grouted for reinforcement in the step 4, the drilling direction is measured by a measuring instrument; the deviation degree of the steel pipe is measured by an inclinometer in the drilling process, the deviation is found to possibly exceed the limit, and the correction is carried out in time so as to avoid influencing excavation and supporting; the grouting adopts single cement liquid grouting, the water cement ratio of the cement paste is 0.5: 1-1: 1.2, the initial pressure of the grouting pressure is 0.5-1.0 MPa, and the final pressure is properly increased.
Finally, the above embodiments are only intended to illustrate the technical solutions of the present invention and not to limit the present invention, and although the present invention has been described in detail with reference to the preferred embodiments, it will be understood by those skilled in the art that modifications or equivalent substitutions may be made on the technical solutions of the present invention without departing from the spirit and scope of the technical solutions, and all of them should be covered by the claims of the present invention.
Claims (10)
1. A reinforcing method for enabling an ultra-shallow buried and underground excavated tunnel to penetrate through an existing pipeline by using a municipal well is characterized by comprising the following steps of:
determining the range of a grouting reinforcement area according to the position relation among the tunnel, the existing pipeline and the municipal road well;
determining a grouting reinforcement scheme;
arranging a plurality of settlement observation points at the bottoms of the ground, the tunnel, the existing pipeline and the municipal road well foundation for real-time monitoring;
when the underground excavation tunnel is excavated to a first preset position where an existing pipeline is penetrated, stopping advanced support of a pipe shed and a small guide pipe in the vault area;
drilling, grouting and reinforcing the peripheral rock-soil body according to the pre-divided grouting and reinforcing area by utilizing the municipal road well communicated with the existing pipeline;
after grouting is finished, excavating construction of penetrating the existing pipeline under the tunnel is carried out, and temporary vertical braces are applied to strengthen support; determining whether to reinforce the grouting reinforcement area according to the monitoring result of the settlement observation point;
when the excavation of the underground tunnel passes through a second preset position on the other side of the existing pipeline, the advance support of the pipe shed and the small guide pipe is continuously carried out;
repair the municipal road well.
2. The method for reinforcing the ultra-shallow underground excavation tunnel through the existing pipeline by using the municipal well according to claim 1, is characterized in that: the municipal road well is a three-way well with the diameter not less than 1.8m, a four-way well with the diameter not less than 1.8m, a straight-line well with the diameter not less than 2.0m and a corner well with the diameter not less than 2.0 m.
3. The method for reinforcing the ultra-shallow underground excavation tunnel through the existing pipeline by using the municipal well according to claim 1, is characterized in that: the range of the grouting reinforcement area is a reinforcement range for radial drilling and grouting by taking the foundation bottom of the municipal road well as the center, the reinforcement range is represented as a circular area with the radius Lcos theta + R on the plane, L is the depth of a grouting hole, theta is the radial external insertion angle of the drilling hole, and R is the radius of the municipal road well;
and adjusting the drilling depth according to the position relation of the cross-underground excavation tunnel on the existing pipeline to plan the range of the grouting reinforcement area, and performing drilling and grouting combined reinforcement on the two sides of the road under the condition that the traffic can not be interrupted.
4. The method for reinforcing the ultra-shallow underground excavation tunnel through the existing pipeline by using the municipal well according to claim 1, is characterized in that: the depth L of the drilling holes of the grouting reinforcement area is 3.0-5.0 m, the radial hole spacing is 0.4-2.0 m, and the axial hole spacing of the well wall is 0.6-1.5 m; the radial extrapolation angle theta of the grouting hole is within the range of 5-15 degrees; and a grouting pipe is arranged in the drill hole, the grouting pipe is a steel pipe, and the pipe diameter is 42-50 mm.
5. The method for reinforcing the ultra-shallow underground excavation tunnel through the existing pipeline by using the municipal well according to claim 3, is characterized in that: the first preset position is Lcos theta + L from the outer edge line of the municipal road well structure0cosθ0～Lcosθ+L0cosθ0Position of horizontal distance of +3.0m, L0Length of bore hole for tunnel forepoling, theta0The outer inserting angle of the advance support of the tunnel is adopted.
6. The ultra-shallow underground excavation tunnel by using the municipal well as claimed in claim 5The reinforcing method for the existing underpass pipeline is characterized by comprising the following steps: the vault area is in the range of a municipal road well reinforcing area, the cross section of the tunnel takes the intersection point of a bottom plate and the center line of the tunnel as the circle center, the center line of the tunnel is a bisector, the included angle is (Lcos theta + R) multiplied by 180 DEG/B, and B is the tunnel excavation width; and/or the vertical distance between the bottom of the municipal road well foundation and the bottom of the existing pipeline structure is less than L0sinθ0A +0 to 3.0m area.
7. The method for reinforcing the ultra-shallow underground excavation tunnel through the existing pipeline by using the municipal well according to claim 3, is characterized in that: the reinforcing scheme of the drilling grouting is determined through an indoor slurry proportioning test and a field grouting test, the structural stability of an original road is not influenced, and the structural safety and normal application of an existing pipeline are not influenced; high-strength slurry is adopted in a drilling area of 0.2L-0.6L from the bottom end of the drill hole to the orifice, and low-strength slurry is adopted in a drilling area of 0.4L-0.8L from the orifice of the drill hole to the bottom end of the drill hole.
8. The method for reinforcing the ultra-shallow underground excavation tunnel through the existing pipeline by using the municipal well according to claim 1, is characterized in that: the settlement observation points are arranged in the range of the reinforced area in an encrypted manner, and the settlement monitoring points are arranged in the range of the reinforced area and 10-30 m outside the reinforced area.
9. The method for reinforcing the ultra-shallow underground excavation tunnel through the existing pipeline by using the municipal well according to claim 1, is characterized in that: the temporary vertical braces are temporary profile steel vertical braces which are used for supporting arch parts of tunnel face surfaces after the advance supports are used; applying temporary profile steel vertical braces every 0.5-3.0 m in a municipal road well grouting reinforcement area and in a range 3.0-12.0 m outside the horizontal direction; the temporary profile steel vertical support is H-shaped steel, and a gap between the temporary profile steel vertical support and the bedrock is compacted by a steel plate plug; the excavation of the underground excavation tunnel adopts step-by-step excavation, when the step-by-step excavation is carried out, the steel vertical braces are connected by bolts and flange plates, and gaps between the steel vertical braces and bedrocks are compacted by steel plate plugs; when the primary support steel arch of the tunnel is applied, the top end of the temporary profile steel vertical support is connected with the arch crown of the steel arch.
10. The method for reinforcing the ultra-shallow underground excavation tunnel through the existing pipeline by using the municipal well according to claim 3, is characterized in that: the second preset position is a position which is away from the outer side line of the municipal road well structure by a horizontal distance Lcos theta-Lcos theta +3.0 m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
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| CN112459785B (en) | 2024-07-09 |
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