CN111608688A - Method for reinforcing ground of shield underpass building - Google Patents
Method for reinforcing ground of shield underpass building Download PDFInfo
- Publication number
- CN111608688A CN111608688A CN202010462617.0A CN202010462617A CN111608688A CN 111608688 A CN111608688 A CN 111608688A CN 202010462617 A CN202010462617 A CN 202010462617A CN 111608688 A CN111608688 A CN 111608688A
- Authority
- CN
- China
- Prior art keywords
- grouting
- foundation
- tunnel
- shield
- building
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
Abstract
The invention discloses a method for reinforcing the ground of a shield underpass building, which comprises the steps of pre-grouting and reinforcing soil between a foundation and a tunnel through an obliquely arranged pipeline, namely reinforcing shallow soil below the foundation to improve the physical and mechanical properties of the soil, then reinforcing the soil between the foundation and the tunnel through an obliquely arranged pipe shed to increase the surrounding rock strength and improve the bearing capacity of the foundation, blocking or weakening the transmission of stratum deformation during underpass of the shield, reducing the influence of shield construction on the building, avoiding the foundation by the pipeline and the pipe shed, effectively reducing the disturbance of the construction on the soil, avoiding damaging the building foundation, improving the safety of the underpass operation of the shield, particularly improving the overall stability and disturbance resistance of the old and old building foundation, the stability of old crisis and tunnel when doing the operation is worn under the shield to do benefit to.
Description
Technical Field
The invention relates to the field of construction engineering construction, in particular to a method for reinforcing the ground of a shield underpass building.
Background
At present, when a tunnel is built in a main urban area of a city, a shield machine passes through a building inevitably, a building foundation is extremely sensitive to disturbance of a stratum soil body, the construction of the shield tunnel can cause disturbance of a surrounding soil body, two adverse factors act simultaneously to greatly threaten the safety construction of a project, and the control of the safety and the influence of tunneling on ground settlement and buildings above the shield tunnel is of great importance. However, in the underground construction process, the change of the stratum stress state directly causes the displacement and deformation of the surrounding soil body, and when the displacement and the influence exceed a certain range, the tunnel structure and the upper surrounding environment are inevitably seriously damaged, and the safe use of the earth surface and the adjacent buildings is influenced. Particularly, when a subway is built in a busy central area of a city, peripheral high-rise or old buildings are inevitably disturbed, so that the buildings crack, settle unevenly and incline slightly, and collapse seriously, thus threatening the life and property safety of people.
Disclosure of Invention
The invention aims to overcome the defects that the building cracks, subsides, inclines and even collapses because the subway is built in a busy central area of a city, which can generate inevitable disturbance to surrounding buildings in the prior art, and provides a method for reinforcing the ground of a shield underpass building.
In order to achieve the purpose, the invention provides the following technical scheme:
the utility model provides a shield constructs reinforced structure who wears building down, contains in advance slip casting reinforcement area and pipe canopy reinforcement area, in advance slip casting reinforcement area and pipe canopy reinforcement area all locate the foundation of waiting to wear building down and the ground between the tunnel, the slip casting reinforcement area is through a pipeline slip casting in the slip casting hole in advance, the slip casting hole site in advance the basis outside, pipe canopy reinforcement area is through pipe canopy slip casting, the top of pipe canopy is located the basis outside.
By adopting the reinforcement structure of the shield underpass building, before the tunnel underpass building is penetrated, the pre-grouting reinforcement area is used for reinforcing a shallow soil body below the foundation, the pipe shed reinforcement area is used for reinforcing a surrounding rock area below the shallow soil body, the size of the pre-grouting reinforcement area and the size of the pipe shed reinforcement area are determined according to design requirements, the hole site arrangement and drilling construction of the pre-grouting holes, the arrangement of the first pipeline and the arrangement of the pipe shed are all required to avoid the foundation and peripheral underground pipelines, the pre-grouting holes and the top ends of the pipe sheds are all positioned outside the foundation, namely the first pipeline and the pipe sheds are obliquely arranged to perform grouting on the soil body between the foundation and the tunnel, and combined reinforcement is formed by matching the first pipeline and the pipe sheds, so that the physical and mechanical properties of the soil body are effectively improved, and the foundation is reinforced, the foundation and the surrounding rock area are reinforced, The anti-seepage and water-plugging device has the advantages that the seepage and water plugging are realized, the ground surface subsidence is reduced, the foundation bearing capacity is improved, meanwhile, the transmission of stratum deformation is effectively blocked, and the double protection is carried out on buildings and tunnels, so that the safety of the shield underpass operation is effectively ensured, especially for old and dangerous rooms with extremely sensitive sedimentation, the overall stability and the disturbance resistance of the old and dangerous room foundation can be effectively improved, and the stability of the old and dangerous rooms during the underpass operation of the shield is ensured.
Preferably, still contain pipe shed guide beam, pipe shed guide beam locates in wearing the influence area under the tunnel, pipe shed guide beam follows the basis sets up, the pipe shed follows pipe shed guide beam sets up, the interval of pipe shed guide beam and basis is 2-2.5 m.
And when the pipe shed guide beam is arranged, underground pipelines around the building to be penetrated are protected.
Preferably, the pipe shed comprises a plurality of seamless hot-rolled steel pipes.
Further preferably, the horizontal distance between two adjacent steel pipes in the pipe shed is 0.5-0.8 m.
Preferably, the thickness of the pipe shed reinforcing area is less than or equal to 1.5 m.
Preferably, the included angle between the pipe shed and the horizontal plane is 30-40 degrees.
Preferably, the distance between the top surface of the pre-grouting reinforcement area and the bottom surface of the foundation is less than or equal to 5m, and the thickness of the pre-grouting reinforcement area is 3-5 m.
Preferably, the pre-grouting holes are arranged in a downward-penetrating influence area of the tunnel, the pre-grouting holes are divided into two rows, the two rows of pre-grouting holes are respectively arranged on two opposite sides of the downward-penetrating influence area along the direction of the tunnel, and the distance between two adjacent pre-grouting holes on the same side is 1.8-2 m.
Further preferably, the distance between the pre-grouting holes and the foundation is 1.5-2m, and two ends of one row of the pre-grouting holes are respectively located at least 6m outside the contour lines on two sides of the tunnel.
Further preferably, the system further comprises a tracking and grouting reinforcement area, wherein the tracking and grouting reinforcement area is arranged in the foundation between the pre-grouting reinforcement area and the tunnel, the tracking and grouting reinforcement area performs grouting through a second pipeline in the tracking and grouting hole, and the tracking and grouting hole is arranged between two adjacent pre-grouting holes on the same side.
Further preferably, the tracking and supplementary grouting reinforcement area is located 2-2.5m above the arch of the tunnel, and the thickness of the tracking and supplementary grouting reinforcement area is less than or equal to 1 m.
By adopting the arrangement mode, the soil body on the upper part of the arch crown of the tunnel is treated when the tunnel shield is penetrated downwards, the soil body disturbance at the arch crown caused by shield tunneling is supplemented and grouted, the physical and mechanical properties of the soil body at the corresponding position are improved, the soil is timely grouted near the soil body disturbance generating position to reduce the loss, the soil layer disturbance generated by stratum loss is further reduced, and the method is particularly suitable for the shield penetrating operation of old and old depreciated houses in urban areas.
Preferably, the first pipeline and the second pipeline are sleeve valve pipes.
A method for reinforcing the ground of a shield underpass building comprises the following steps:
a. according to a design drawing, arranging a pre-grouting hole position at the outer side of the foundation of the building to be penetrated, and grouting through a pipeline I in the pre-grouting hole position to form a pre-grouting reinforcement area in the foundation between the foundation of the building to be penetrated and the tunnel;
b. according to a design drawing, a pipe shed guide beam is arranged on the outer side of a foundation of a building to be downwards penetrated, a pipe shed is arranged along the pipe shed guide beam, a pipe shed reinforcing area is formed in a foundation between the foundation and a tunnel through pipe shed grouting, and after reinforcing is completed, the tunnel side can be downwards penetrated by a shield.
The method for reinforcing the ground of the shield underpass building comprises the steps of pre-grouting and reinforcing soil between the foundation and the tunnel through the obliquely arranged pipeline, namely reinforcing shallow soil below the foundation, improving the physical and mechanical properties of the soil, strengthening the foundation, preventing seepage, blocking water, reducing surface subsidence and improving the bearing capacity of the foundation, reinforcing the soil between the foundation and the tunnel through the obliquely arranged pipe shed, consolidating the pipe shed and surrounding rock masses into a whole, increasing the strength of surrounding rocks, improving the bearing capacity of the foundation, blocking or weakening the transmission of stratum deformation during underpass of the shield, reducing the influence of shield construction on the building, avoiding the foundation by the pipeline and the pipe shed, effectively reducing the disturbance of the construction on the soil mass and avoiding damaging the foundation of the building, the disturbance transmission from the soil body at the arch top of the tunnel to the soil body of the foundation and the disturbance received by the foundation are respectively processed, the safety of the shield underpass operation is improved, particularly for old and dangerous rooms with extremely sensitive sedimentation, the overall stability and the disturbance resistance of the old and dangerous room foundation can be effectively improved, and the stability of the old and dangerous rooms and the tunnel during the shield underpass operation is facilitated.
Preferably, according to a design drawing, tracking and supplementary grouting holes are arranged on the periphery of the building to be penetrated, and in the process of penetrating the tunnel shield, a tracking and supplementary grouting reinforcement area is formed in the foundation between the pre-grouting reinforcement area and the tunnel through secondary grouting of a pipeline in the tracking and supplementary grouting holes.
The method adopts tracking compensation grouting to perform compensation treatment on soil disturbance at the arch top of the tunnel caused by shield tunneling, and realizes all-round treatment of ' timely grouting at a soil disturbance generating part-soil disturbance transmission-soil disturbance receiving part ' to reduce loss at the timely grouting at the generating part, blocking or weakening the transmission of stratum deformation at the transmitting part, and reinforcing and improving the overall stability of the foundation at the receiving part ', so that the influence of shield construction on the building is remarkably reduced, and the method is particularly suitable for downward-penetrating shield construction operation of old and dangerous houses in downtown areas.
Further preferably, the tracking and supplementary grouting reinforcement area is located 2-2.5m above the arch of the tunnel, and the thickness of the tracking and supplementary grouting reinforcement area is less than or equal to 1 m.
Preferably, the pre-grouting holes are arranged in the underpass influence area and divided into two rows, the two rows of pre-grouting holes are respectively arranged on two opposite sides of the underpass influence area along the direction of the tunnel, and the distance between two adjacent pre-grouting holes on the same side is 1.8-2 m.
Further preferably, the distance between the pre-grouting holes and the foundation is 1.5-2m, and two ends of one row of the pre-grouting holes are respectively located at least 6m outside the contour lines on two sides of the tunnel.
Further preferably, the tracking and grouting holes are formed between two adjacent pre-grouting holes on the same side.
Preferably, the distance between the top surface of the pre-grouting reinforcement area and the bottom surface of the foundation is less than or equal to 5m, and the thickness of the pre-grouting reinforcement area is 3-5 m.
Preferably, the pipe shed guide beam is arranged in the underpass influence area of the tunnel, the pipe shed guide beam is arranged along the foundation, and the horizontal distance between two adjacent steel pipes in the pipe shed is 0.5-0.8 m.
Preferably, the included angle between the pipe shed and the horizontal plane is 30-40 degrees.
Preferably, the thickness of the pipe shed reinforcing area is less than or equal to 1.5 m.
In summary, compared with the prior art, the invention has the beneficial effects that:
1. by adopting the reinforcing structure of the shield underpass building, the pre-grouting reinforcing area is adopted to reinforce the shallow soil body below the foundation before the tunnel underpass building is penetrated, the pipe shed reinforcing area is adopted to reinforce the surrounding rock area below the shallow soil body, the two are matched to form combined reinforcement, effectively improve the physical and mechanical properties of soil, play roles in reinforcing foundation, preventing seepage, blocking water, reducing ground surface subsidence and improving foundation bearing capacity, simultaneously effectively block the transmission of stratum deformation, the dual protection is carried out on the building and the tunnel, so that the safety of the shield underpass operation is effectively ensured, particularly for the old dangerous house with extremely sensitive sedimentation, the overall stability and the disturbance resistance of the old dangerous house foundation can be effectively improved, and the stability of the old dangerous house during the shield underpass operation is ensured.
2. The method for reinforcing the ground of the shield underpass building comprises the steps of pre-grouting and reinforcing the soil body between the foundation and the tunnel through the obliquely arranged pipeline, reinforcing the foundation, preventing seepage and blocking water, reducing ground surface subsidence and improving the bearing capacity of the foundation, then reinforcing the soil body between the foundation and the tunnel through the obliquely arranged pipe shed, consolidating the pipe shed and the surrounding rock-soil body into a whole, increasing the strength of surrounding rocks, blocking or weakening the transmission of stratum deformation when the shield underpass, reducing the influence of shield construction on the building, reducing the disturbance of the construction on the soil body, avoiding damaging the foundation of the building, respectively processing the disturbance transmission from the soil body at the vault of the tunnel to the soil body of the foundation under the foundation and the disturbance received by the foundation, improving the safety of the underpass operation of the shield, particularly for old buildings with extremely sensitive sedimentation, the overall stability and the disturbance resistance of the old and old dangerous house foundation can be effectively improved, and the stability of the old and old dangerous house and the tunnel during the shield downward-penetrating operation is facilitated.
Description of the drawings:
fig. 1 is a schematic structural view of a reinforcing structure of a shield underpass building in example 1;
FIG. 2 is a schematic diagram of a first step of the method for reinforcing the ground of the shield-driven underpass building in embodiment 1;
FIG. 3 is a schematic diagram of a second step of the method for reinforcing the ground of the shield-driven underpass building in embodiment 1;
fig. 4 is a schematic view of a third step of the method for reinforcing the ground of the shield-driven underpass building in embodiment 1;
fig. 5 is a schematic layout of pre-grout holes and tracking make-up grout holes of the pipe joint in example 1.
The labels in the figure are: the method comprises the following steps of 1-pre-grouting reinforcement area, 2-pipe shed reinforcement area, 3-foundation, 4-pre-grouting hole, 41-first pipeline, 5-tunnel, 6-pipe shed, 7-pipe shed guide beam, 8-tracking and supplementing grouting reinforcement area, 9-tracking and supplementing grouting hole and 91-second pipeline.
Detailed Description
The invention is described in further detail below with reference to the figures and the embodiments. It should be understood that the scope of the above-described subject matter is not limited to the following examples, and any techniques implemented based on the disclosure of the present invention are within the scope of the present invention.
Example 1
The invention relates to a reinforcing structure of a shield underpass building, which comprises a pre-grouting reinforcing area 1 and a pipe shed reinforcing area 2, wherein the pre-grouting reinforcing area 1 and the pipe shed reinforcing area 2 are arranged in a foundation between a foundation 3 of the building to be underpass and a tunnel 5, the pre-grouting reinforcing area 1 is used for reinforcing a shallow soil body below the foundation 3, the pipe shed reinforcing area 2 is used for reinforcing a surrounding rock area below the shallow soil body, the size of the pre-grouting reinforcing area 1 and the size of the pipe shed reinforcing area 2 are determined according to design requirements, the hole site arrangement and drilling construction of pre-grouting holes 4, the arrangement of a first pipeline 41 and the arrangement of a pipe shed 6 are all required to avoid the foundation 3 and surrounding underground pipelines, the pre-grouting reinforcing area 1 is grouted through the first pipeline 41 in the pre-grouting holes 4, and the pre-grouting holes 4 are positioned outside the foundation 3, the pipe roof reinforcing area 2 is grouted through a pipe roof 6, the top end of the pipe roof 6 is located on the outer side of the foundation 3, namely, the first pipeline 41 and the pipe roof 6 are arranged obliquely and used for grouting. Still contain and trail the benefit slip casting and consolidate district 8, trail the benefit slip casting and consolidate district 8 and locate in the ground between pre-grouting consolidation district 1 and the tunnel 5, be used for right the soil body of 5 vault tops in tunnel is consolidated, trail the benefit slip casting and consolidate district 8 through two 91 slip casting of pipeline in tracing the benefit slip casting hole 9, it locates two adjacent with the same side to trail benefit slip casting hole 9 between the pre-grouting hole 4. The tracking and grouting-supplementing reinforced area 8 is located 2-2.5m above the arch crown of the tunnel 5, and the thickness of the tracking and grouting-supplementing reinforced area 8 is smaller than or equal to 1 m. When the tunnel 5 shield is penetrated downwards, the soil on the upper part of the vault of the tunnel is treated, the soil disturbance at the vault caused by shield tunneling is subjected to grouting supplementation, the physical and mechanical properties of the soil at the corresponding position are improved, the soil is timely grouted near the soil disturbance generating position to reduce loss, the soil layer disturbance generated by stratum loss is further reduced, and the method is particularly suitable for the shield penetrating operation of old and dangerous houses in urban areas.
Specifically, as in this embodiment, the building to be penetrated is, for example, a D-type dangerous building, the building age of which is long, the aging problem of the beam column is existed, clay layers are generally used in the range of 2m underground, the foundation 3 is generally buried in a shallow depth within 1.1m to 1.6m, the foundation 3 is in the form of a stepped brick strip foundation, and the foundation is corroded and aged to different degrees, and the foundation condition is poor.
The distance between the top surface of the pre-grouting reinforcement area 1 and the bottom surface of the foundation 3 is less than or equal to 5m, and the thickness of the pre-grouting reinforcement area 1 is 3-5 m. In the present example, the pre-grouting reinforcement area 1 is designed to have a depth of 1.6m, i.e., adjacent to the bottom surface of the foundation 3.
The pre-grouting holes 4 are formed in a downward-penetrating influence area of the tunnel 5 to save occupied land and the length of the first pipeline 41, the first pipeline 41 is a sleeve valve pipe, the sleeve valve pipe is made of a plastic pipe with the inner diameter phi of 65mm, the length of each section is 0.33m, grouting small holes are formed in every 30cm, a rubber sleeve is wrapped outside the sleeve valve pipe, and the pipe ends are connected through pipes without the grouting holes to seal the pipe ends. The pre-grouting holes 4 are divided into two rows, the two rows of pre-grouting holes 4 are respectively arranged on two opposite sides of the underpass influence area along the direction of the tunnel 5, the distance between two adjacent pre-grouting holes 4 on the same side is 1.8-2m, the distance between the pre-grouting holes 4 and the foundation 3 is 1.5-2m, and two ends of one row of pre-grouting holes 4 are respectively positioned at least 6m outside the outline lines on two sides of the tunnel 5. Hole sites of the tracking and supplementing grouting holes 9 are reserved when the pre-grouting holes 4 are drilled, the row number and the row spacing of the tracking and supplementing grouting holes 9 are the same as those of the pre-grouting holes 4, and the tracking and supplementing grouting holes 9 and the pre-grouting holes 4 are uniformly arranged at intervals, as shown in fig. 5. The second tube 91 may also be a sleeve valve tube similar to the first tube 41.
Pipe shed 6 contains a plurality of steel pipe, if all adopt phi 146mm, the seamless hot rolling steel pipe of wall thickness 6mm, the horizontal interval of two adjacent steel pipes is 0.5-0.8m in the pipe shed 6, the contained angle of pipe shed 6 and horizontal plane is theta, and the value of theta is 30-40, all the steel pipe sets up along pipe shed guide beam 7, pipe shed guide beam 6 is located in the influence zone is worn down in tunnel 5, pipe shed guide beam 7 is followed basis 3 sets up, sets up reply during pipe shed guide beam 7 treat to wear the peripheral underground pipeline of building down and protect. The distance between the pipe shed guide beam 7 and the foundation 3 is 2-2.5m, if C35 plain concrete is adopted, the width is 1m, the height is 1.5m, and the length of the pipe shed guide beam 7 is 6m which is respectively prolonged outside the outline lines on the two sides of the tunnel 5. The thickness of the thin-shell-shaped reinforcing body formed by grouting the pipe shed 6 arranged obliquely in the pipe shed reinforcing area 2 is less than or equal to 1.5 m.
The reinforcing method for the reinforcing structure of the shield underpass building comprises the following steps:
step one, according to a design drawing, arranging pre-grouting hole positions 4 on the outer side of a foundation 3 of a building to be penetrated through by a down-the-hole drill, reserving hole positions of tracking and supplementing grouting holes 9 between every two adjacent pre-grouting hole positions 4, then penetrating a pipeline I41 into the pre-grouting hole positions 4, filling casing materials of 4 sections of the pre-grouting holes with fine sand and 1:1 cement grout mixed with sand slurry, after the casing materials have certain strength, placing grouting core pipes with double plugs into the pipeline I41, and pouring cement grout in a segmented mode, wherein the cement grout water cement ratio is 1:1, when grouting of each section is performed, firstly increasing the pressure to enable the grout to open rubber pipes, crushing the casing materials, filling target soil bodies with the grout, setting the grouting pressure to be 0.3-0.4 MPa, when the design final pressure is reached and grouting is continued for more than 10min, ending the grouting, and forming a pre-grouting reinforcement area 1 in the foundation between the foundation 3 and a tunnel 5, the unconfined uniaxial compressive strength of the foundation soil body after grouting reinforcement is not less than 1Mpa, as shown in figure 2;
step two, according to a design drawing, arranging a pipe shed guide beam 7 on the outer side of a foundation 3 of the building to be penetrated, wherein the arrangement and construction of the pipe shed guide beam 7 are influenced by an illegal shed, trees, an electromechanical equipment room and a fire pool, then arranging a pipe shed 6 along the pipe shed guide beam 7, wherein the inclined angle of the pipe shed 6 is 30 degrees, grouting is carried out through the pipe shed 6 to form a pipe shed reinforcing area 2 in a foundation between the foundation 3 and a tunnel 5, and after the reinforcement is completed, a shield can be penetrated in the tunnel 5 as shown in fig. 3;
and step three, in the process of downwards penetrating the tunnel 5 shield, drilling the tracking and supplementing grouting holes 9 at the hole positions of the reserved tracking and supplementing grouting holes 9 through a down-the-hole drill, grouting through a pipeline II 91 in the tracking and supplementing grouting holes 9 to form a tracking and supplementing grouting reinforcement area 8 in the foundation between the pre-grouting reinforcement area 1 and the tunnel 5, wherein grouting operation can be the same as grouting link in the step one, and is shown in fig. 4.
Before the tunnel 5 is penetrated through the building to be penetrated, the pre-grouting reinforcement is adopted for reinforcing the shallow soil below the foundation 3, the pipe shed reinforcement is adopted for reinforcing the surrounding rock area below the shallow soil, the tracking compensation grouting is adopted for performing the compensation treatment on the soil disturbance at the tunnel arch top caused by shield tunneling when the tunnel is penetrated, the comprehensive treatment of 'timely grouting at the generation position to reduce the loss, blocking the transmission position or weakening the formation deformation, reinforcing and improving the overall stability of the foundation by the pre-grouting at the reception position' is realized, the physical and mechanical properties of the soil are effectively improved through combined reinforcement, the effects of reinforcing the foundation, preventing seepage, blocking water, reducing the surface of the sunken ground and improving the bearing capacity of the foundation are realized, and simultaneously, the transmission of the formation deformation is effectively blocked, the dual protection is carried out on the building and the tunnel, so that the safety of the shield downward-penetrating operation is effectively guaranteed, the influence of the shield construction on the building is obviously reduced, the method is particularly suitable for downward-penetrating shield operation of old and dangerous rooms in downtown areas, the overall stability and the disturbance resistance of old and dangerous room foundations can be effectively improved, and the stability of the old and dangerous rooms during the downward-penetrating operation of the shield is guaranteed.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.
Claims (10)
1. A method for reinforcing the ground of a shield underpass building is characterized by comprising the following steps:
a. according to a design drawing, arranging a pre-grouting hole site (4) at the outer side of a foundation (3) of a building to be penetrated, and grouting through a first pipeline (41) in the pre-grouting hole site (4) to form a pre-grouting reinforcement area (1) in a foundation between the foundation (3) of the building to be penetrated and a tunnel (5);
b. according to a design drawing, a pipe shed guide beam (7) is arranged on the outer side of a foundation (3) of a building to be downwards penetrated, a pipe shed (6) is arranged along the pipe shed guide beam (7), a pipe shed reinforcing area (2) is formed in a foundation between the foundation (3) and a tunnel (5) through grouting of the pipe shed (6), and after reinforcing is completed, the tunnel (5) can be downwards penetrated through a shield.
2. Reinforcement method according to claim 1, characterized in that, according to the design drawing, tracing and supplementary grouting holes (9) are arranged at the periphery of the building to be penetrated, and during the shield penetration of the tunnel (5), a tracing and supplementary grouting reinforcement area (8) is formed in the foundation between the pre-grouting reinforcement area (1) and the tunnel (5) by grouting a second pipeline (91) in the tracing and supplementary grouting holes (9).
3. Reinforcement method according to claim 2, characterized in that the tracer and post-grouting reinforcement zone (8) is located 2-2.5m above the vault of the tunnel (5), the thickness of the tracer and post-grouting reinforcement zone (8) being less than or equal to 1 m.
4. The reinforcement method according to claim 2, wherein the pre-grouting holes (4) are arranged in a underpass influence zone, the pre-grouting holes (4) are divided into two rows, the two rows of pre-grouting holes (4) are respectively arranged on two opposite sides of the underpass influence zone along the direction of the tunnel (5), and the distance between two adjacent pre-grouting holes (4) on the same side is 1.8-2 m.
5. The reinforcement method according to claim 4, characterised in that the pre-grouting holes (4) are spaced from the foundation (3) by 1.5-2m, and the ends of a row of pre-grouting holes (4) are located at least 6m outside the profile line of the tunnel (5) on both sides.
6. The reinforcement method according to claim 4, characterized in that the follow-up grouting holes (9) are provided between two adjacent pre-grouting holes (4) on the same side.
7. The reinforcement method according to any one of claims 1 to 6, characterized in that the distance between the top surface of the pre-grouting reinforcement area (1) and the bottom surface of the foundation (3) is less than or equal to 5m, and the thickness of the pre-grouting reinforcement area (1) is 3 to 5 m.
8. The reinforcement method according to any one of claims 1 to 6, characterized in that the pipe shed guide beams (6) are arranged in the underpass influence area of the tunnel (5), the pipe shed guide beams (7) are arranged along the foundation (3), and the horizontal distance between two adjacent steel pipes in the pipe shed (6) is 0.5-0.8 m.
9. Reinforcement method according to any one of claims 1-6, characterized in that the angle between the shed (6) and the horizontal plane is 30-40 °.
10. The reinforcement method according to any one of claims 1 to 6, characterised in that the thickness of the shed reinforcement area (2) is less than or equal to 1.5 m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010462617.0A CN111608688B (en) | 2020-05-27 | 2020-05-27 | Method for reinforcing ground of shield underpass building |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010462617.0A CN111608688B (en) | 2020-05-27 | 2020-05-27 | Method for reinforcing ground of shield underpass building |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN111608688A true CN111608688A (en) | 2020-09-01 |
| CN111608688B CN111608688B (en) | 2022-05-17 |
Family
ID=72197938
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202010462617.0A Active CN111608688B (en) | 2020-05-27 | 2020-05-27 | Method for reinforcing ground of shield underpass building |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN111608688B (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112228081A (en) * | 2020-10-24 | 2021-01-15 | 中铁一局集团有限公司 | Method for reinforcing pile foundation of shield tunnel side-through high-speed rail viaduct |
| CN112726563A (en) * | 2020-12-14 | 2021-04-30 | 宁波市轨道交通集团有限公司 | Multiple door type foundation grouting structure for vibration reduction of track upper cover property and construction method thereof |
| CN113338948A (en) * | 2021-05-27 | 2021-09-03 | 中建一局集团建设发展有限公司 | Overlapping shield tunnel foundation treatment structure next to old house and construction method |
| CN114060043A (en) * | 2021-12-01 | 2022-02-18 | 中国铁建大桥工程局集团有限公司 | Construction method for soil pressure balance shield to penetrate through composite stratum |
Citations (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102996136A (en) * | 2012-11-21 | 2013-03-27 | 宏润建设集团股份有限公司 | Deformation control method for close-range downward penetration of shield through composite-foundation building |
| CN103899323A (en) * | 2014-05-06 | 2014-07-02 | 中铁二十五局集团轨道交通工程有限公司 | Construction method of shield passing through railway yard |
| CN104102525A (en) * | 2014-06-06 | 2014-10-15 | 北京交通大学 | Method of risk ranking control of crossing engineering of urban rail transit |
| CN106968689A (en) * | 2017-03-21 | 2017-07-21 | 北京市政建设集团有限责任公司 | A kind of subregion for being adapted to the construction of tunnel proximate building strong grouting strengthening method such as not |
| CN107060786A (en) * | 2017-06-19 | 2017-08-18 | 湖南大学 | A kind of Shield Construction Method Used method that groups of building are worn under karst region |
| CN107401161A (en) * | 2017-07-11 | 2017-11-28 | 中铁第勘察设计院集团有限公司 | High ferro shield tunnel construction method is worn under pipe-roof method and MJS method joint reinforcements |
| CN108590683A (en) * | 2018-04-04 | 2018-09-28 | 中铁二十五局集团第五工程有限公司 | A kind of rich water stream modeling stratum shield tunnel undercrossing tunnel frame bridge construction method |
| CN108842840A (en) * | 2018-07-04 | 2018-11-20 | 湖南大学 | Perforating causes the weak intercalated layer slip-casting lifting method of building settlement under a kind of compensation subway tunnel |
| CN109611103A (en) * | 2019-01-30 | 2019-04-12 | 中铁十局集团城市轨道工程有限公司 | A method of for boulder group consolidation process outstanding on shield section |
| CN209444350U (en) * | 2019-01-07 | 2019-09-27 | 中铁十一局集团城市轨道工程有限公司 | Shield launching wears existing shield tunnel barrel vault advanced support structure under being |
-
2020
- 2020-05-27 CN CN202010462617.0A patent/CN111608688B/en active Active
Patent Citations (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102996136A (en) * | 2012-11-21 | 2013-03-27 | 宏润建设集团股份有限公司 | Deformation control method for close-range downward penetration of shield through composite-foundation building |
| CN103899323A (en) * | 2014-05-06 | 2014-07-02 | 中铁二十五局集团轨道交通工程有限公司 | Construction method of shield passing through railway yard |
| CN104102525A (en) * | 2014-06-06 | 2014-10-15 | 北京交通大学 | Method of risk ranking control of crossing engineering of urban rail transit |
| CN106968689A (en) * | 2017-03-21 | 2017-07-21 | 北京市政建设集团有限责任公司 | A kind of subregion for being adapted to the construction of tunnel proximate building strong grouting strengthening method such as not |
| CN107060786A (en) * | 2017-06-19 | 2017-08-18 | 湖南大学 | A kind of Shield Construction Method Used method that groups of building are worn under karst region |
| CN107401161A (en) * | 2017-07-11 | 2017-11-28 | 中铁第勘察设计院集团有限公司 | High ferro shield tunnel construction method is worn under pipe-roof method and MJS method joint reinforcements |
| CN108590683A (en) * | 2018-04-04 | 2018-09-28 | 中铁二十五局集团第五工程有限公司 | A kind of rich water stream modeling stratum shield tunnel undercrossing tunnel frame bridge construction method |
| CN108842840A (en) * | 2018-07-04 | 2018-11-20 | 湖南大学 | Perforating causes the weak intercalated layer slip-casting lifting method of building settlement under a kind of compensation subway tunnel |
| CN209444350U (en) * | 2019-01-07 | 2019-09-27 | 中铁十一局集团城市轨道工程有限公司 | Shield launching wears existing shield tunnel barrel vault advanced support structure under being |
| CN109611103A (en) * | 2019-01-30 | 2019-04-12 | 中铁十局集团城市轨道工程有限公司 | A method of for boulder group consolidation process outstanding on shield section |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112228081A (en) * | 2020-10-24 | 2021-01-15 | 中铁一局集团有限公司 | Method for reinforcing pile foundation of shield tunnel side-through high-speed rail viaduct |
| CN112726563A (en) * | 2020-12-14 | 2021-04-30 | 宁波市轨道交通集团有限公司 | Multiple door type foundation grouting structure for vibration reduction of track upper cover property and construction method thereof |
| CN113338948A (en) * | 2021-05-27 | 2021-09-03 | 中建一局集团建设发展有限公司 | Overlapping shield tunnel foundation treatment structure next to old house and construction method |
| CN114060043A (en) * | 2021-12-01 | 2022-02-18 | 中国铁建大桥工程局集团有限公司 | Construction method for soil pressure balance shield to penetrate through composite stratum |
Also Published As
| Publication number | Publication date |
|---|---|
| CN111608688B (en) | 2022-05-17 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN111608688B (en) | Method for reinforcing ground of shield underpass building | |
| CN108915736B (en) | Method for preventing and controlling water damage of roadway tunneling under strong water-rich and weak-cementation aquifer | |
| CN110118090B (en) | Protective structure for preventing earth surface bulge caused by tunnel grouting reinforcement | |
| CN109736827B (en) | Method for excavating urban subway hard rock stratum communication channel by high-pressure gas expansion fracturing | |
| CN110617067B (en) | Low-risk construction method for full-section boundary advanced pipe shed of extremely-soft surrounding rock tunnel | |
| CN108547639B (en) | Tunnel closes on the advanced same more conduit delamination pour slurry construction methods in hole of existing buildings | |
| CN114233385B (en) | Treatment method for mud-bursting water of inclined shaft | |
| CN104612696B (en) | Overpass column hole method construction method is passed through in big cross section tunneling subway station in fine sand layer | |
| CN110566223B (en) | Deep-buried PBA subway station section design method | |
| CN113073983B (en) | Enclosure type grouting construction method for submarine tunnel to penetrate through water-rich fault fracture zone | |
| CN111997624A (en) | Shallow-buried large-section underground excavation rectangular tunnel construction method | |
| CN106869969A (en) | A kind of excavation supporting construction method of soft rock large section tunnel | |
| CN111075478A (en) | Pre-grouting reinforcement process for ground construction of broken belt of excavation working face structure | |
| CN111101540A (en) | Construction method for passing existing electric power tunnel on open cut tunnel | |
| CN112576265A (en) | Sedimentation control method for old villages penetrated by shield | |
| CN111365005A (en) | Reinforcing structure and method for shield tunnel lower-penetrating elevated bridge foundation | |
| CN106014443A (en) | Method for preventing roadway floor heaving and wall sliding of gob-side entry retaining | |
| CN212296407U (en) | Reinforced structure of shield underpass building | |
| CN113235638A (en) | Construction method of composite pile foundation with long pile and short pile integrated | |
| CN104963693A (en) | Construction method for rectangular parallel top pipe connection channel | |
| CN111677521A (en) | High-pressure gas pipe settlement control method for subway interval tunnel construction | |
| CN213088018U (en) | Shield constructs down and wears building to prevent supporting construction of settlement control | |
| CN111764932B (en) | Low-risk construction method for muddy water-rich broken shallow tunnel | |
| CN103542174A (en) | Pipe laying method for subsidence area of coal mine | |
| CN109958456B (en) | Advanced reinforcement construction method for building tunnel in stratum without self-stability capability |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |