CN112942371A - Support method for controlling deformation of subway tunnel - Google Patents
Support method for controlling deformation of subway tunnel Download PDFInfo
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- CN112942371A CN112942371A CN202110160161.7A CN202110160161A CN112942371A CN 112942371 A CN112942371 A CN 112942371A CN 202110160161 A CN202110160161 A CN 202110160161A CN 112942371 A CN112942371 A CN 112942371A
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- foundation pit
- fender
- fender post
- pile
- horizontal support
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/74—Means for anchoring structural elements or bulkheads
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- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention belongs to the technical field of foundation pit support, discloses a support method for controlling deformation of a subway tunnel, and aims to solve the problem that large-size foundation pits constructed beside subways and high-rise buildings have risk of stratum deformation. The support method for controlling deformation of the subway tunnel can effectively prevent the problem of stratum deformation when a large-size foundation pit is excavated beside a subway, a high-rise building and the like, ensure the stability of the stratum in the excavation process of the large-size foundation pit, and ensure the safety of original structures (original buildings such as the subway, the high-rise building and the like) around the large-size foundation pit and the safety in the excavation process of the foundation pit. Meanwhile, compared with the prior art that a secondary supporting mode is adopted for a large foundation pit close to a building, the construction period of supporting can be saved and the supporting cost can be reduced.
Description
Technical Field
The invention belongs to the technical field of foundation pit support, and particularly relates to a support method for controlling subway tunnel deformation.
Background
With further deepening of urbanization in China, urban population is increasing continuously, and it becomes important to expand available space of cities. Inevitably, high-rise buildings are built around the operation subway line, and the disturbance of the soil body around the foundation pit can be caused by the construction of the foundation pit of the buildings, so that a certain effect is generated on the adjacent subway interval tunnel.
A foundation pit is a space excavated from the ground downward for constructing the underground portion of a building. Usually, the surrounding environment of the foundation pit is complex, and if the surrounding environment is close to municipal roads, subways, high-rise buildings and the like, protection is needed, so that the deformation and stability in the excavation process of the foundation pit are strictly controlled.
However, for the subway foundation pit with a large plane size, such as a length greater than 500m and a width greater than 300, the stress effect is poor due to the long distance. Therefore, the prior art adopts a secondary supporting mode when supporting, the supporting cost is high, and meanwhile, the large-size foundation pit has great potential safety hazard due to the fact that the large-size foundation pit is close to a municipal road, a subway, a high-rise building and the like and is easy to deform.
Disclosure of Invention
The invention aims to solve the problem that the construction of a large-size foundation pit beside a subway or a high-rise building has the risk of stratum deformation, and provides a supporting method for controlling the deformation of a subway tunnel, which can effectively prevent the problem of stratum deformation when the large-size foundation pit is excavated beside the subway, the high-rise building and the like, ensure the stability of the stratum in the excavation process of the large-size foundation pit, and ensure the safety of original structures (such as the subway, the high-rise building and the like) around the large-size foundation pit and the safety of the excavation process of the foundation pit.
In order to solve the technical problem, the technical scheme adopted by the invention is as follows:
a supporting method for controlling deformation of a subway tunnel is characterized by comprising the following steps:
(1) firstly constructing a row of first fender piles at the periphery of the subway tunnel;
(2) constructing a second fender post within a range of the foundation pit at a certain distance from the first fender post, and tensioning and embedding a prestressed anchor cable in a reserved soil body between the first fender post and the second fender post on the second fender post;
(3) after the foundation pit is excavated to a set elevation, constructing a main structure in the foundation pit;
(4) constructing a reserved soil body between the first fender post and the second fender post when the main body structure is constructed to the ground;
(5) firstly constructing a vertical column pile on a reserved soil body between a first fender post and a second fender post, wherein the lower end of the vertical column pile is lower than the bottom surface of a foundation pit;
(6) excavating a reserved soil body between the first fender post and the second fender post, constructing a first temporary horizontal support on the first fender post and the upright post, connecting one end of the first temporary horizontal support with the first fender post, and abutting the other end of the first temporary horizontal support against a first layer of reserved corbels on a main structure in the foundation pit;
(7) continuously excavating a reserved soil body between the first fender post and the second fender post downwards, destroying the second fender post and the prestressed anchor cable simultaneously in the excavating process, constructing a second temporary horizontal support on the first fender post and the upright post when the second layer of the main structure excavated to the foundation pit is reserved with bracket elevation, and enabling the second temporary horizontal support to be abutted against the second layer of the reserved bracket on the main structure in the foundation pit;
(8) continuously opening the reserved soil body between the first fender post and the second fender post downwards according to the mode of the step (7), and constructing an N-th temporary horizontal support on the first fender post and the upright post until each layer of reserved brackets on the main body structure in the foundation pit are abutted against the temporary horizontal support; and finally, excavating the reserved soil body between the first fender post and the second fender post to the designed elevation of the foundation pit.
In some embodiments, the stud pile includes an upper stud pile and a lower stud pile located below the bottom surface of the foundation pit, the lower stud pile is a cast-in-place pile, and the bottom surface of the upper stud pile is at the same elevation as the design elevation of the foundation pit and is a steel stud.
In some embodiments, the reinforcement cages of the upper and lower upright piles are welded together and then placed into a pile hole formed in the reserved soil body between the first and second fender piles, and then the reinforcement cages are poured to form the lower upright pile.
In some embodiments, the first fender post is provided with a wale for connecting with the first temporary horizontal support, the second temporary horizontal support and the Nth temporary horizontal support.
In some embodiments, a plurality of force transfer straps are provided on the first fender pile prior to removing the first temporary horizontal support, the second temporary horizontal support, and the nth temporary horizontal support after step (8).
Compared with the prior art, the invention has the following beneficial effects:
the support method for controlling deformation of the subway tunnel can effectively prevent the problem of stratum deformation when a large-size foundation pit is excavated beside a subway, a high-rise building and the like, ensure the stability of the stratum in the excavation process of the large-size foundation pit, and ensure the safety of original structures (original buildings such as the subway, the high-rise building and the like) around the large-size foundation pit and the safety in the excavation process of the foundation pit. Meanwhile, compared with the prior art that a secondary supporting mode is adopted for a large foundation pit close to a building, the construction period of supporting can be saved and the supporting cost can be reduced.
Drawings
FIG. 1 is a schematic structural diagram of a first fender pile, a second fender pile and a prestressed anchor cable in the construction process of the invention;
FIG. 2 is a schematic structural view of the present invention during construction of a vertical pile and a first horizontal temporary support;
FIG. 3 is a schematic structural view illustrating the construction of a second horizontal temporary support and the removal of a portion of the prestressed anchor cables and a portion of the second fender pile according to the present invention
FIG. 4 is a schematic structural view of the force transmission belt constructed after the Nth horizontal temporary support is constructed according to the present invention;
the labels in the figure are: 1. subway tunnel, 2, first fender pile, 3, second fender pile, 4, prestressed anchorage cable, 5, escape canal, 6, upright post pile, 61, upper segment upright post pile, 62, lower extreme upright post pile, 7, waist rail, 8, first temporary horizontal brace, 9, second temporary horizontal brace, 10, Nth temporary horizontal brace, 11, pass power area, 01, foundation ditch, 02, basement outer wall.
Detailed Description
The present invention will be further described with reference to the following examples, which are intended to illustrate only some, but not all, of the embodiments of the present invention. Based on the embodiments of the present invention, other embodiments used by those skilled in the art without any creative effort belong to the protection scope of the present invention.
In the description of the present application, it should be noted that the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, and are only for convenience of description and simplicity of description, but do not indicate or imply that the referred device or element must have a specific orientation, be constructed and operated in a specific orientation, and thus, should not be construed as limiting the present application; the terms "first," "second," and "third" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance; furthermore, unless expressly stated or limited otherwise, the terms "mounted," "connected," and "connected" are to be construed broadly, as they may be fixedly connected, detachably connected, or integrally connected, for example; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meaning of the above terms in the present application can be understood in a specific case by those of ordinary skill in the art.
With the attached drawings, the support method for controlling the deformation of the subway tunnel comprises the following steps:
(1) firstly constructing a row of first fender piles 2 on the periphery of a subway tunnel 1, wherein the pile diameter of the first fender piles 2 is 1.2m, the pile spacing is set to be 2-2.5m, and the first fender piles 2 extend into the position below the designed elevation of a foundation pit.
(2) Constructing a second fender post 3 at a certain distance from the first fender post 2 within the range of a foundation pit 01, and tensioning and embedding a prestressed anchor rope 4 in the reserved soil body between the first fender post 2 and the second fender post 3 on the second fender post 3; the pile diameter of the second fender post 2 is 1.2m, the pile spacing is set to be 2-2.5m, and the second fender post 2 extends into the position below the designed elevation of the foundation pit.
The tensioning of the prestressed anchorage cables 4 is well within the skill of the art and will be understood and appreciated by those skilled in the art. When the prestressed anchor cables 4 are tensioned, a plurality of prestressed anchor cables should be tensioned on the second fender pile 3. In the invention, each prestressed anchor cable 4 is tensioned by adopting 4 steel strands with the diameter of 15.2mm, the design value of the tension of each prestressed anchor cable 4 is 458KN, and the locking value is 520 KN.
The construction process of the prestressed anchor cable 4 mainly comprises the following steps: anchor cable construction anchor hole positioning serial number → drilling machine in place → pore creating → hole cleaning → exploratory hole → anchor dropping → grouting → tensioning locking. Will be apparent and understood by those skilled in the art and will not be described in detail herein.
Wherein, be provided with escape canal 5 on the reservation soil body between first fender pile 2 and second fender pile 3 and being close to second fender pile 3, prevent that surface ponding from entering into the foundation ditch through setting up escape canal 5.
(3) After the foundation pit 01 is excavated to a set elevation, constructing a main body structure in the foundation pit 01; namely, the main structure is constructed in the foundation pit.
(4) When the main structure is constructed to the ground, constructing the reserved soil body between the first fender pile 2 and the second fender pile 3, namely when the main structure in the foundation pit is constructed to the ground, constructing between the first fender pile 2 and the second fender pile 3;
(5) constructing upright piles 6 on a reserved soil body between the first fender pile 2 and the second fender pile 3, wherein the lower ends of the upright piles 6 are lower than the bottom surface of a foundation pit, and the upright piles 6 are designed into two rows;
(6) excavation is carried out on the reserved soil body between the first fender pile 2 and the second fender pile 3, a first temporary horizontal support 8 is constructed on the first fender pile 2 and the upright post pile 6, one end of the first temporary horizontal support 8 is connected with the first fender pile 2, and the other end of the first temporary horizontal support 8 is abutted to a first layer reserved bracket on a main body structure in a foundation pit.
In step (3), it is to be noted that: the major structure in the foundation ditch 01 is provided with the multilayer according to major structure's basement height and reserves the bracket, that is to say that every layer of basement all corresponds and is provided with the reservation bracket. Because the foundation pit 01 excavated firstly is only a part of a complete foundation pit, the main structure in the foundation pit 01 is not a finished basement structure at the moment, and therefore, the corbels need to be reserved for being integrated with the basement structure constructed later. That is, the complete foundation pit includes the foundation pit 01 constructed with the main structure in the step (3) and the space between the reserved soil bodies between the first fender post 2 and the second fender post 3 (see fig. 4, in fig. 4, the vertical dotted line 02 near the first fender post 2 indicates the external wall of the basement, which indicates that the range of the foundation pit should reach the position of the external wall 02 of the basement). Therefore, the upright post pile 6 can be used as a part of a foundation pit structure and is integrated with the structure in the foundation pit, so that the upright post pile used for foundation pit support can be used as a part of the foundation pit structure, the construction cost of the whole project is reduced by fully utilizing the upright post pile when the foundation pit support is used, and resources are saved.
(7) And continuously downwards excavating a reserved soil body between the first fender pile 2 and the second fender pile 3, destroying the second fender pile 3 and the prestressed anchor cable 4 simultaneously in the excavating process, constructing a second temporary horizontal support 9 on the first fender pile 2 and the upright post pile 6 when the bracket elevation is reserved on the second layer of the main structure excavated into the foundation pit, and enabling the second temporary horizontal support 9 to be abutted against the reserved bracket on the second layer of the main structure in the foundation pit. Namely, the reserved soil body between the first fender post and the second fender post is excavated, and the second fender post 3 exposed from a smooth damage point from top to bottom and the prestressed anchor cable 4 exposed from the second fender post are arranged along the edge.
(8) Continuously opening the reserved soil body between the first fender post 2 and the second fender post 3 downwards according to the mode of the step (7), and constructing an N-th temporary horizontal support 10 on the first fender post 2 and the upright post 6 until each layer of reserved brackets on the main body structure in the foundation pit 01 are propped against the temporary horizontal support; and finally, excavating the reserved soil body between the first fender post and the second fender post to the designed elevation of the foundation pit. That is to say, the main structure in the foundation pit taught in the step (3) is provided with the reserved corbels on each floor according to the number of floors of the basement, and then the temporary horizontal supports with the same number of floors as the reserved corbels are arranged between the first fender post 2 and the second fender post 3. Therefore, the main structure constructed in the step (3) can be fully utilized through the temporary horizontal support to serve as a part of the foundation pit support, the stability of the foundation pit support can be guaranteed, and meanwhile, the construction period and the cost of the foundation pit support can be reduced.
In some embodiments, the stud pile 6 includes an upper stud pile 61 and a lower stud pile 62 located below the bottom surface of the foundation pit 01, the lower stud pile 62 is a cast-in-place pile, and the bottom surface of the upper stud pile 60 is at the same elevation as the design elevation of the foundation pit and is a steel stud.
In some embodiments, the reinforcement cages of the upper and lower upright piles 61 and 62 are welded together and then placed into the pile hole opened in the reserved soil body between the first and second fender piles 2 and 3, and then the reinforcement cages are poured to form the lower upright pile.
The upper-section upright post pile 61 is a steel-structure upright post and is formed by welding and splicing 4 pieces of L140 multiplied by 16 angle steel and 550 multiplied by 250 steel plates with the thickness of 10mm, and the size of the cross section of the upright post is 640mm multiplied by 640 mm.
In some embodiments, the first fender post 2 is provided with a wale 7 for connecting with a first temporary horizontal support 8, a second temporary horizontal support 9 and an nth temporary horizontal support 10.
In some embodiments, before the first temporary horizontal support, the second temporary horizontal support and the nth temporary horizontal support are removed after step (8), a plurality of force transfer belts 11 are arranged on the first fender pile 2, and the lateral pressure of the foundation pit is transferred to a constructed main structure in the foundation pit by using the force transfer belts 11, so that the safety during removal of the temporary horizontal supports (such as the first temporary horizontal support, the second temporary horizontal support and the nth temporary horizontal support) is ensured.
Claims (5)
1. A supporting method for controlling deformation of a subway tunnel is characterized by comprising the following steps:
(1) firstly constructing a row of first fender piles at the periphery of the subway tunnel;
(2) constructing a second fender post within a range of the foundation pit at a certain distance from the first fender post, and tensioning and embedding a prestressed anchor cable in a reserved soil body between the first fender post and the second fender post on the second fender post;
(3) after the foundation pit is excavated to a set elevation, constructing a main structure in the foundation pit;
(4) constructing a reserved soil body between the first fender post and the second fender post when the main body structure is constructed to the ground;
(5) firstly constructing a vertical column pile on a reserved soil body between a first fender post and a second fender post, wherein the lower end of the vertical column pile is lower than the bottom surface of a foundation pit;
(6) excavating a reserved soil body between the first fender post and the second fender post, constructing a first temporary horizontal support on the first fender post and the upright post, connecting one end of the first temporary horizontal support with the first fender post, and abutting the other end of the first temporary horizontal support against a first layer of reserved corbels on a main structure in the foundation pit;
(7) continuously excavating a reserved soil body between the first fender post and the second fender post downwards, destroying the second fender post and the prestressed anchor cable simultaneously in the excavating process, constructing a second temporary horizontal support on the first fender post and the upright post when the second layer of the main structure excavated to the foundation pit is reserved with bracket elevation, and enabling the second temporary horizontal support to be abutted against the second layer of the reserved bracket on the main structure in the foundation pit;
(8) continuously opening the reserved soil body between the first fender post and the second fender post downwards according to the mode of the step (7), and constructing an N-th temporary horizontal support on the first fender post and the upright post until each layer of reserved brackets on the main body structure in the foundation pit are abutted against the temporary horizontal support; and finally, excavating the reserved soil body between the first fender post and the second fender post to the designed elevation of the foundation pit.
2. A support method for controlling deformation of a subway tunnel according to claim 1, wherein said stud piles include an upper stud pile and a lower stud pile located below the bottom surface of the foundation pit, said lower stud pile is a cast-in-place pile, and the bottom surface of said upper stud pile is at the same elevation as the designed elevation of the foundation pit and is a steel stud.
3. A support method for controlling deformation of a subway tunnel as claimed in claim 2, wherein said reinforcement cages of said upper and lower vertical piles are welded and then put together into a pile hole opened in a reserved soil body between said first and second fender piles, and then said reinforcement cage is poured to form said lower vertical pile.
4. A method for controlling deformation of a subway tunnel according to claim 1, wherein said first fender pile is provided with a wale for connecting with a first temporary horizontal support, a second temporary horizontal support and an nth temporary horizontal support.
5. A method for controlling deformation support of a subway tunnel according to claim 1, wherein before the first temporary horizontal support, the second temporary horizontal support and the nth temporary horizontal support are removed after step (8), a plurality of force transmission belts are arranged on the first fender pile.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110160161.7A CN112942371B (en) | 2021-02-05 | 2021-02-05 | Support method for controlling deformation of subway tunnel |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110160161.7A CN112942371B (en) | 2021-02-05 | 2021-02-05 | Support method for controlling deformation of subway tunnel |
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| CN112942371A true CN112942371A (en) | 2021-06-11 |
| CN112942371B CN112942371B (en) | 2022-09-06 |
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| CN107130608A (en) * | 2015-11-24 | 2017-09-05 | 叶长青 | Without basement construction method for supporting of the concrete to support |
| CN210684718U (en) * | 2019-08-22 | 2020-06-05 | 深圳市大升高科技工程有限公司 | Combined foundation pit supporting structure |
| CN111636437A (en) * | 2020-06-09 | 2020-09-08 | 中国建筑第八工程局有限公司 | Permanent-temporary combined supporting system and method for extra-large foundation pit near subway |
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2021
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Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
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| DE102007003085A1 (en) * | 2006-12-22 | 2008-07-03 | Franki Grundbau Gmbh & Co.Kg | Sealing wall manufacturing method for trench shoulder, involves carrying forces of base affecting at sealing wall by load transmission unit that extends in direction of base and that sticks out surfaces |
| CN105178327A (en) * | 2015-07-17 | 2015-12-23 | 上海建工七建集团有限公司 | Composite retaining structure of foundation pit project and construction method thereof |
| CN107130608A (en) * | 2015-11-24 | 2017-09-05 | 叶长青 | Without basement construction method for supporting of the concrete to support |
| CN106894424A (en) * | 2017-03-03 | 2017-06-27 | 周同和 | A kind of short branch supporting system of basin excavation and its construction technology |
| CN210684718U (en) * | 2019-08-22 | 2020-06-05 | 深圳市大升高科技工程有限公司 | Combined foundation pit supporting structure |
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