CN113863280A - Reinforced pipe shed structure suitable for karst or fault open caisson foundation grouting - Google Patents
Reinforced pipe shed structure suitable for karst or fault open caisson foundation grouting Download PDFInfo
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- CN113863280A CN113863280A CN202111238135.8A CN202111238135A CN113863280A CN 113863280 A CN113863280 A CN 113863280A CN 202111238135 A CN202111238135 A CN 202111238135A CN 113863280 A CN113863280 A CN 113863280A
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- 230000003014 reinforcing effect Effects 0.000 claims abstract description 36
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 17
- 239000010959 steel Substances 0.000 claims abstract description 17
- 238000007569 slipcasting Methods 0.000 claims description 4
- 238000010276 construction Methods 0.000 abstract description 16
- 230000002787 reinforcement Effects 0.000 abstract description 14
- 239000002689 soil Substances 0.000 abstract description 7
- 230000005641 tunneling Effects 0.000 abstract description 5
- 230000000694 effects Effects 0.000 description 6
- 238000005553 drilling Methods 0.000 description 4
- 239000002002 slurry Substances 0.000 description 4
- 239000004568 cement Substances 0.000 description 3
- 238000000034 method Methods 0.000 description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 230000001681 protective effect Effects 0.000 description 2
- 238000007493 shaping process Methods 0.000 description 2
- 239000011398 Portland cement Substances 0.000 description 1
- 238000010521 absorption reaction Methods 0.000 description 1
- 238000013459 approach Methods 0.000 description 1
- 239000011083 cement mortar Substances 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 239000011440 grout Substances 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 230000000452 restraining effect Effects 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
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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
- 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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- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention relates to a reinforced pipe shed structure suitable for grouting of an open caisson foundation at a karst or fault, which comprises a plurality of grouting pipes, wherein the plurality of grouting pipes are divided into at least three rows, a reinforcing area is formed at the lower part of the plurality of rows of grouting pipes, at least one row is a sleeve valve pipe, the plurality of rows of grouting pipes are divided into a first grouting pipe row, a second grouting pipe row and a third grouting pipe row according to sequential close to the open caisson, each grouting pipe row is formed by at least one row of grouting pipes, the included angles formed by the three grouting pipe rows and the ground along with the close caisson are gradually reduced, and the vertical distance from the top of the reinforcing area to the bottom of the open caisson is greater than or equal to the vertical distance from the nearest point of the open caisson close to the third grouting pipe row to the grouting pipe at the top of the third grouting pipe row. On one hand, the grouting reinforcement body and the steel pipe form a whole body to bear the ground load and the soil layer weight on the upper part of the grouting reinforcement body, so that the deformation of the open caisson is reduced, and the safety of the open caisson during tunneling construction is effectively ensured; on the other hand, the sleeve valve pipe can be used for grouting the reinforced area for multiple times, so that the settlement of the foundation is restrained.
Description
Technical Field
The invention belongs to the technical field of tunnel engineering, and particularly relates to a reinforced pipe shed structure suitable for grouting of an open caisson foundation at a karst or fault.
Background
As is well known, a tunnel is a building which is built underground, underwater, or in a mountain, and which is laid with railways or constructed with highways for motor vehicles to pass through. The tunnel construction process is mainly for work such as tunnel planning, survey, design, link up control measurement and construction, therefore no matter be construction or use, tunnel forming process is loaded down with trivial details and complicated.
At present, with the continuous improvement of construction technology, construction level and construction requirements, more and more new technologies, new processes and new construction methods are applied to the construction of underground engineering, and the related bright spots, difficulties and special engineering are more and more. For example: the construction of deep and large foundation pits in a strongly permeable and water-rich stratum has certain risks, which are difficult problems in the engineering field all the time, once a shield penetrates through a sunk well, disturbance can be generated on soil below the sunk well, cracks and even collapse can be generated on the sunk well and a surface building due to uneven settlement of a foundation, and the like.
Disclosure of Invention
The invention aims to solve the technical problem of overcoming the defects of the prior art and provides a brand-new reinforced pipe shed structure suitable for grouting of an open caisson foundation at a karst or fault.
In order to solve the technical problems, the technical scheme adopted by the invention is as follows:
a reinforced pipe shed structure suitable for grouting of an open caisson foundation at a karst or fault position is obliquely inserted to the lower part of the open caisson from the ground at one side where the open caisson foundation is located and comprises a plurality of grouting pipes, wherein the plurality of grouting pipes are at least divided into three rows, each row of grouting pipes are distributed at intervals along the corresponding side edge of the open caisson, each row of grouting pipes are arranged in parallel, two adjacent rows of grouting pipes are arranged at intervals, a reinforcing area is formed at the lower part of the plurality of rows of grouting pipes, at least one row of grouting pipes is sleeve valve pipes, the plurality of rows of grouting pipes are sequentially close to the open caisson and divided into a first grouting pipe row, a second grouting pipe row and a third grouting pipe row, each grouting pipe row comprises at least one row of grouting pipes, included angles formed by the three grouting pipe rows and the ground are gradually reduced along with the approach of the open caisson, the vertical distance from the top of the reinforcing area to the bottom of the open caisson is D1, the vertical distance from the closest point of the open caisson to the third grouting pipe row is D2, d1 is more than or equal to D2.
Preferably, the first grouting pipe row, the second grouting pipe row and the third grouting pipe row respectively comprise a row of grouting pipes, wherein the grouting pipes forming the second grouting pipe row are sleeve valve pipes, and other grouting pipes are steel pipes. The middle row of sleeve valve pipes can be reserved for continuous grouting when the building is greatly settled to inhibit settlement, and after the steel pipes are grouted, the grouting reinforcement body and the steel pipes form a whole, so that the function of a bearing beam is exerted, the ground load and the soil layer weight on the upper part of the grouting reinforcement body are borne, and the deformation pressure of the open caisson is reduced.
Furthermore, the grouting lower end parts of the first grouting pipe row and the second grouting pipe row forming the reinforcing area are aligned, and the grouting lower end part of the third grouting pipe row is positioned above the grouting lower end part of the second grouting pipe row. This facilitates the shaping of the reinforcing section.
According to a specific embodiment and preferred aspect of the invention, the vertical distance from the grouting lower end of the first grouting pipe row and the grouting lower end of the third grouting pipe row to the second grouting pipe row is equal. By the arrangement, the sequential grouting of the steel pipe and the sleeve valve pipe can be favorably implemented, the corresponding reinforcing effect can be obtained, and the probability of grouting and slurry mixing is reduced.
According to still another embodiment and preferred aspect of the present invention, the two adjacent rows of the grouting pipes are staggered and spaced, and the vertical distance between the pipe cores of the grouting pipes in each adjacent row is equal. The drilling and the construction of the grouting pipe are convenient.
Preferably, the included angle formed by the three grouting pipe rows and the ground ranges from 60 degrees to 90 degrees. And selecting and setting according to actual grouting requirements.
According to a specific implementation and preferred aspect of the invention, the depth of the reinforced area is H, the vertical distance from the grouting inlet end part of the third grouting pipe row to the open caisson is L, and H is less than or equal to L. This effectively limits the position of the reinforcement area, thereby achieving an optimal reinforcement effect.
Preferably, the width W of the reinforcing area extends from the lower grouting end part of the third grouting pipe row to the first grouting pipe row, and W is more than or equal to 2D 1. This allows to define the width of the reinforcing zone formed, thus achieving an optimal reinforcing effect.
In addition, the lengths of the grouting pipes of the first grouting pipe row, the second grouting pipe row and the third grouting pipe row are L1, L2 and L3 respectively, wherein L3 < L1 < L2.
Preferably, the reinforced area is partially located right below the open caisson and partially located between the open caisson and the grouting inlet end of the third grouting pipe row.
Due to the implementation of the technical scheme, compared with the prior art, the invention has the following advantages:
on one hand, the inclined pipe shed is used for grouting, and the grouting reinforcement body and the steel pipe form a whole, so that the effect of the bearing beam is exerted, the ground load and the soil layer weight on the upper part of the grouting reinforcement body are borne, the deformation pressure of the open caisson is reduced, and the safety of the open caisson during tunneling construction is effectively ensured; on the other hand, the arrangement of the sleeve valve pipes in one row can carry out grouting on the reinforced area for multiple times, so that the settlement of the foundation is restrained.
Drawings
FIG. 1 is a schematic structural view of a reinforced pipe shed structure in example 1;
FIG. 2 is a schematic structural view of a reinforced pipe shed structure in example 2;
wherein: B. a pump house; J. sinking a well; q, a reinforcing area; x, a water absorption well; 1. a grouting pipe; z1, a first grouting pipe row; z2, a second grouting pipe row; z3, third slip casting tube row.
Detailed Description
In order to make the aforementioned objects, features and advantages of the present application more comprehensible, embodiments accompanying the present application are described in detail below with reference to the accompanying drawings. In the following description, numerous specific details are set forth in order to provide a thorough understanding of the present application. This application is capable of embodiments in many different forms than those described herein and that modifications may be made by one skilled in the art without departing from the spirit and scope of the application and it is therefore not intended to be limited to the specific embodiments disclosed below.
In the description of the present application, it is to be understood that the terms "center," "longitudinal," "lateral," "length," "width," "thickness," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," "clockwise," "counterclockwise," "axial," "radial," "circumferential," and the like are used in the orientations and positional relationships indicated in the drawings for convenience in describing the present application and for simplicity in description, and are not intended to indicate or imply that the referenced devices or elements must have a particular orientation, be constructed and operated in a particular orientation, and are therefore not to be considered limiting of the present application.
Furthermore, the terms "first", "second" and "first" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include at least one such feature. In the description of the present application, "plurality" means at least two, e.g., two, three, etc., unless specifically limited otherwise.
In this application, unless expressly stated or limited otherwise, the terms "mounted," "connected," "secured," and the like are to be construed broadly and can include, for example, fixed connections, removable connections, or integral parts; can be mechanically or electrically connected; they may be directly connected or indirectly connected through intervening media, or they may be connected internally or in any other suitable relationship, unless expressly stated otherwise. The specific meaning of the above terms in the present application can be understood by those of ordinary skill in the art as appropriate.
In this application, unless expressly stated or limited otherwise, the first feature "on" or "under" the second feature may be directly contacting the first and second features or indirectly contacting the first and second features through intervening media. Also, a first feature "on," "over," and "above" a second feature may be directly or diagonally above the second feature, or may simply indicate that the first feature is at a higher level than the second feature. A first feature being "under," "below," and "beneath" a second feature may be directly under or obliquely under the first feature, or may simply mean that the first feature is at a lesser elevation than the second feature.
It will be understood that when an element is referred to as being "secured to" or "disposed on" another element, it can be directly on the other element or intervening elements may also be present. When an element is referred to as being "connected" to another element, it can be directly connected to the other element or intervening elements may also be present. The terms "vertical," "horizontal," "upper," "lower," "left," "right," and the like as used herein are for illustrative purposes only and do not denote a unique embodiment.
Example 1
As shown in fig. 1, the reinforced pipe shed structure of the present embodiment is used for reinforcement treatment of a pump room B having a depth of about 10 m. The concrete reinforced pipe shed structure is obliquely inserted below the open caisson J from the ground or the circumferential side surface at one side where the open caisson foundation is located.
The reinforced pipe shed structure comprises a plurality of grouting pipes 1, wherein the grouting pipes 1 are divided into three rows, each row of grouting pipes 1 are distributed at intervals along the corresponding side edge of the open caisson J, each row of grouting pipes 1 are arranged in parallel between the grouting pipes 1, and two adjacent rows of grouting pipes 1 are arranged in a spaced mode.
In this example, two adjacent rows of grouting pipes 1 are staggered and spaced, and the vertical distances between the pipe cores of every two adjacent rows of grouting pipes 1 are equal. The drilling and the construction of the grouting pipe are convenient.
And the lower parts of the three rows of grouting pipes form a reinforcing area Q, and the three rows of grouting pipes are divided into a first grouting pipe row Z1, a second grouting pipe row Z2 and a third grouting pipe row Z3 according to the sequence close to the open caisson J.
Specifically, the angle formed by the first grouting pipe row Z1 and the ground is 66 degrees, the angle formed by the second grouting pipe row Z2 and the ground is 63 degrees, and the angle formed by the third grouting pipe row Z3 and the ground is 61 degrees, so that the included angle formed by the grouting pipes from bottom to top and the ground is gradually reduced.
The length of a grouting pipe of the first grouting pipe row Z1 is L1, the length of a grouting pipe of the second grouting pipe row Z2 is L2, the length of a grouting pipe of the third grouting pipe row Z3 is L3, wherein L3 is less than L1 is less than L2.
In this example, L1=22.0m, L2=22.5m, and L3=21.0 m.
The grouting inlet ends of the first grouting pipe row Z1, the second grouting pipe row Z2 and the third grouting pipe row Z3 are arranged in a flush mode, the grouting lower ends of the first grouting pipe row Z1 and the second grouting pipe row Z2 are aligned, and the grouting lower end of the third grouting pipe row Z3 is located above the grouting lower end of the second grouting pipe row Z2. This facilitates the shaping of the reinforcing section.
The vertical distances from the lower grouting end parts of the first grouting pipe row Z1 and the third grouting pipe row Z3 to the second grouting pipe row Z2 are equal. By the arrangement, the sequential grouting of the steel pipe and the sleeve valve pipe can be favorably implemented, the corresponding reinforcing effect can be obtained, and the probability of grouting and slurry mixing is reduced.
Specifically, the reinforcing area Q is partially located right below the open caisson J, and the remaining portion is located between the open caisson J and the grouting inlet end of the third grouting pipe row Z3.
In this example, the depth of the reinforcing region Q is H, the vertical distance from the grouting inlet end of the third grouting pipe row Z3 to the open caisson J is L, and H = L =8 m. This effectively limits the position of the reinforcement area, thereby achieving an optimal reinforcement effect.
The width W of the reinforcing section Q extends from the lower end of the grouting of the third grouting tube row Z3 to the first grouting tube row Z1, and W =2.5D 1. This allows to define the width of the reinforcing zone formed, thus achieving an optimal reinforcing effect.
Specifically, the width of the reinforcing region Q is 5 m. The length of the reinforcing area Q is matched with that of the pump house B, so that the grouting pipe shed is densely distributed along the bottom of the open caisson, the deformation of the grouting reinforcing body is reduced, the load transferred to the lower part of the grouting reinforcing body is greatly reduced, and the safety of the open caisson during tunneling construction is effectively guaranteed.
The vertical distance from the top of the reinforcing area Q to the open caisson J is D1, the vertical distance from the nearest point of the open caisson close to the third grouting pipe row to the grouting pipe at the uppermost row of the third grouting pipe row is D2, and D1= D2=2.0 m.
In addition, the grouting pipes adopted by the first grouting pipe row Z1 and the third grouting pipe row Z3 are common steel pipes, the grouting pipes adopted by the second grouting pipe row Z2 are common sleeve valve pipes, and the grout outlets of the steel pipes and the sleeve valve pipes are located in the formed reinforced area. Therefore, the sleeve valve pipes in the middle row can be reserved for continuous grouting when the building is greatly settled to inhibit settlement, and after the steel pipes are grouted, the grouting reinforcement body and the steel pipes form a whole, so that the function of a bearing beam is exerted, the ground load and the soil layer weight on the upper part of the grouting reinforcement body are borne, and the deformation pressure of the open caisson is reduced.
In the embodiment, inclined pipe grouting is adopted for a pump house foundation, 3 rows of grouting pipes are arranged, the first row is a steel pipe, the second row is a sleeve valve pipe, the third row is a steel pipe, the row spacing is 500mm, the longitudinal interval is 1000mm, the diameter of the steel pipe is 89mm, the diameter of the sleeve valve pipe is 50mm, the effective pile length is 9.3m, and the grouting pipes are arranged along the outer contour of a building.
The principle of strengthening similar pipe roof slip casting is consolidated in pipe chute slip casting, plays the great effect in the aspect of preventing the stratum collapse, controlling the surface subsidence, restraining the stratum displacement:
(1) through the inclined tube shed grouting, the grouting range forms a firm protective body, and the reinforcing body and the steel tube form a whole, so that the effect of a bearing beam is exerted, the ground load and the soil layer weight on the upper part of the reinforcing body are borne, and the deformation pressure of a building is reduced.
(2) When the grouting pipe shed is densely distributed along the bottom of the building, the deformation of the reinforcing body is reduced, the load transferred to the lower part of the reinforcing body is greatly reduced, and the safety of a pump room during tunneling construction is effectively guaranteed.
In addition, an appropriate operation position is selected from the periphery of the building, and the inclination angle of the pump room area ranges from 61 degrees to 66 degrees. Grouting parameters and materials: grouting pressure is 0.5-2 MPa, and grouting final pressure is 1-2 MPa; the grouting pressure is gradually increased to reach the final grouting pressure and the grouting is continued for more than 10 min; the cement is 42.5-grade ordinary portland cement; the grouting adopts cement paste with the water-to-cement ratio of 1 (1-1.5), and if the water inrush condition or serious slurry loss in a grouting area is found, cement-water-glass double-liquid slurry can be adopted: the modulus m = 2.4-3.4, and the concentration Be = 30-40. The grouting parameters can be properly adjusted according to the field test condition. And if the pile foundation is met in the drilled hole, stopping drilling, sealing the hole by using M20 cement mortar, and then adjusting the hole position to drill the hole again.
And (4) drilling the grouting hole to a final hole with the designed depth, installing a grouting pipe, and enabling the distance between the grouting stopper and the ground to be 1-2 m.
Meanwhile, grouting holes of the first grouting pipe row Z1 are constructed firstly, grouting holes of the first grouting pipe row Z3 are constructed secondly, and grouting holes of the second grouting pipe row Z2 are constructed finally.
Example 2
As shown in fig. 2, the reinforced pipe shed structure of the present embodiment is used for reinforcement treatment of a suction well X having a depth of 15 m.
Specifically, the adopted reinforced pipe shed structure is basically the same as the reinforced pipe shed structure of embodiment 1, except for the difference.
L1=26.2m，L2=26.5m，L3=25.6m。
The angle formed by the first grouting pipe row Z1 and the ground is 75 degrees, the angle formed by the second grouting pipe row Z2 and the ground is 72 degrees, and the angle formed by the third grouting pipe row Z3 and the ground is 70 degrees.
The depth of the reinforcing area Q is H, and the vertical distance from the grouting inlet end of the third grouting pipe row Z3 to the open caisson J is L, H =8m, and L =7.5 m.
In summary, in combination with the above embodiments, the advantages include:
(1) through the inclined tube shed grouting, the grouting range forms a firm protective body, and the reinforcing body and the steel tube form a whole, so that the effect of a bearing beam is exerted, the ground load and the soil layer weight on the upper part of the reinforcing body are borne, and the deformation pressure of a building is reduced.
(2) When the grouting pipe shed is densely distributed along the bottom of the building, the deformation of the reinforcing body is reduced, the load transferred to the lower part of the reinforcing body is greatly reduced, and the safety of a pump room during tunneling construction is effectively guaranteed.
(3) Once settlement occurs, the arrangement of the row of sleeve valve pipes can also be used for grouting the reinforced area for multiple times, so that the settlement of the foundation is inhibited.
The present invention has been described in detail in order to enable those skilled in the art to understand the invention and to practice it, and it is not intended to limit the scope of the invention, and all equivalent changes and modifications made according to the spirit of the present invention should be covered by the present invention.
Claims (10)
1. The utility model provides a consolidate pipe shed structure suitable for karst or fault department open caisson ground slip casting which characterized in that: the reinforced pipe shed structure is obliquely inserted to the lower part of the caisson from the ground on one side where the caisson foundation is located and comprises a plurality of grouting pipes, wherein the grouting pipes are at least divided into three rows, each row of grouting pipes are distributed along the corresponding side edge of the caisson at intervals and form each row of grouting pipes, the grouting pipes are arranged in parallel and are arranged in two adjacent rows, the grouting pipes are arranged in a spaced mode, a plurality of rows of grouting pipes form a reinforced area, at least one row of grouting pipes are sleeve valve pipes, the plurality of rows of grouting pipes are divided into a first grouting pipe row, a second grouting pipe row and a third grouting pipe row according to the sequence close to the caisson, each grouting pipe row at least has one row of grouting pipes, the included angles formed by the three grouting pipe rows along the caisson and the ground are gradually reduced, the vertical distance from the top of the reinforced area to the bottom of the caisson is D1, the vertical distance from the nearest point of the third grouting pipe row to the uppermost row of the third grouting pipe row is D2, d1 is more than or equal to D2.
2. The reinforced pipe shed structure suitable for caisson foundation grouting at karst or fault as claimed in claim 1, wherein: the first grouting pipe row, the second grouting pipe row and the third grouting pipe row respectively comprise a row of grouting pipes, the grouting pipes forming the second grouting pipe row are sleeve valve pipes, and the other grouting pipes are steel pipes.
3. The reinforced pipe shed structure suitable for caisson foundation grouting at karst or fault as claimed in claim 2, wherein: the grouting lower end parts of the first grouting pipe row and the second grouting pipe row which form the reinforcing area are aligned, and the grouting lower end part of the third grouting pipe row is located above the grouting lower end part of the second grouting pipe row.
4. The reinforced pipe shed structure suitable for caisson foundation grouting at karst or fault as claimed in claim 3, wherein: and the vertical distances from the grouting lower end part of the first grouting pipe row and the grouting lower end part of the third grouting pipe row to the second grouting pipe row are equal.
5. The reinforced pipe shed structure suitable for caisson foundation grouting at karst or fault as claimed in claim 1, wherein: and the two adjacent rows of grouting pipes are distributed at intervals in a staggered manner, and the vertical distances between the pipe cores of the grouting pipes in each adjacent row are equal.
6. The reinforced pipe shed structure suitable for caisson foundation grouting at karst or fault as claimed in claim 1, wherein: the included angle formed by the three grouting pipe rows and the ground ranges from 60 degrees to 90 degrees.
7. The reinforced pipe shed structure suitable for caisson foundation grouting at karst or fault as claimed in claim 1, wherein: the depth of the reinforcing area is H, the vertical distance from the end part of the grouting inlet of the third grouting pipe bank to the open caisson is L, and H is less than or equal to L.
8. The reinforced pipe shed structure suitable for caisson foundation grouting at karst or fault as claimed in claim 1 or 7, wherein: the width W of the reinforcing area extends from the grouting lower end part of the third grouting pipe row to the first grouting pipe row, and W is more than or equal to 2D 1.
9. The reinforced pipe shed structure suitable for caisson foundation grouting at karst or fault as claimed in claim 1, wherein: the lengths of the grouting pipes of the first grouting pipe row, the second grouting pipe row and the third grouting pipe row are L1, L2 and L3 respectively, wherein L3 is more than L1 and less than L2.
10. The reinforced pipe shed structure suitable for caisson foundation grouting at karst or fault as claimed in claim 1, wherein: and the reinforced area is partially positioned right below the open caisson and partially positioned between the open caisson and the grouting inlet end of the third grouting pipe bank.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202111238135.8A CN113863280B (en) | 2021-10-25 | 2021-10-25 | Reinforcing pipe shed structure suitable for karst or fault open caisson foundation grouting |
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| CN202111238135.8A CN113863280B (en) | 2021-10-25 | 2021-10-25 | Reinforcing pipe shed structure suitable for karst or fault open caisson foundation grouting |
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| CN113863280B CN113863280B (en) | 2023-04-21 |
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| CN107119669A (en) * | 2017-05-23 | 2017-09-01 | 中交第二航务工程局有限公司 | For shield, the pre-pouring grout consolidated subsoil method in house is worn in side in water-rich sand layer |
| WO2020224233A1 (en) * | 2019-05-05 | 2020-11-12 | 济南轨道交通集团有限公司 | Construction method for shield tunnels passing underneath viaduct in multi-interval, small-clear-distance and overlapping manner |
| CN110878696A (en) * | 2019-12-11 | 2020-03-13 | 中铁二十局集团第四工程有限公司 | Method for reinforcing surrounding rock of tunnel section at junction of upper soft and lower hard stratum shield method and mine method |
| CN212296407U (en) * | 2020-05-27 | 2021-01-05 | 中铁建大桥工程局集团第二工程有限公司 | Reinforced structure of shield underpass building |
| 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 |
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