CN113323026A - Soft soil layer existing building side-excavation deep foundation pit front reinforcing structure and reinforcing method thereof - Google Patents
Soft soil layer existing building side-excavation deep foundation pit front reinforcing structure and reinforcing method thereof Download PDFInfo
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- CN113323026A CN113323026A CN202110640625.4A CN202110640625A CN113323026A CN 113323026 A CN113323026 A CN 113323026A CN 202110640625 A CN202110640625 A CN 202110640625A CN 113323026 A CN113323026 A CN 113323026A
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- foundation pit
- foundation
- bearing platform
- diaphragm wall
- groove
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
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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
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/14—Pile framings, i.e. piles assembled to form the substructure
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/48—Foundations inserted underneath existing buildings or constructions
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/08—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against transmission of vibrations or movements in the foundation soil
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D37/00—Repair of damaged foundations or foundation structures
Abstract
The invention discloses a soft soil layer existing building side-excavated deep foundation pit front reinforcing structure and a reinforcing method thereof, wherein the structure comprises the following steps: the support changing structure comprises a bearing platform and a rock-socketed pile supported on the bearing platform, wherein a bearing groove is formed in the upper part of the bearing platform, and the in-situ foundation of the existing building is embedded in a bearing bracket; a foundation pit diaphragm wall arranged opposite to the bearing platform; the isolation structure is arranged between the foundation pit diaphragm wall and the in-situ foundation and is arranged along the length direction of the foundation pit diaphragm wall; the occlusive pile is used for reinforcing the soil body between the isolation structure and the foundation pit diaphragm wall and is connected between the lower part of the foundation pit diaphragm wall and the lower part of the isolation structure; and the ground beam is connected between the isolation structure and the upper part of the foundation pit diaphragm wall. The invention solves the problem that the existing building is settled and collapsed by adopting the traditional protection construction when the soft soil stratum deep foundation pit excavation construction is carried out beside the existing building.
Description
Technical Field
The invention relates to the technical field of building construction, in particular to a front reinforcing structure of a deep foundation pit excavated beside an existing building in a soft soil layer and a reinforcing method thereof.
Background
With the vigorous development of urban construction, more and more urban underground structures carry out deep foundation pit excavation construction beside the existing building structure. The protection of the pile foundation of the existing building is the major importance in the construction process of the deep foundation pit, and particularly, the existing building is disturbed by the foundation pit at a higher risk in a soft muddy soil layer along the coast and the river. In the traditional protection construction of the existing building, an isolation structure is mainly arranged, but in a soft soil stratum, the stratum is sensitive to construction disturbance, and the isolation structure may be displaced due to the stratum disturbance, so that the risk of settlement and collapse of the existing building is caused.
Disclosure of Invention
In order to overcome the defects in the prior art, the front reinforcing structure of the deep foundation pit excavated beside the existing building in the soft soil layer and the reinforcing method thereof are provided, so that the problem that the existing building is settled and collapsed due to the adoption of the traditional protection construction when the deep foundation pit excavation construction in the soft soil layer is carried out beside the existing building is solved.
In order to realize the aim, the method for reinforcing the soft soil layer of the existing building beside the deep foundation pit by excavation comprises the following steps:
pouring an isolation structure in a soil body between an in-situ foundation of an existing building and a deep foundation pit to be excavated, so that the isolation structure is arranged along the outer edge of the deep foundation pit;
pouring a bearing platform and an embedded rock pile below the in-situ foundation, wherein a bearing groove is formed at the upper part of the bearing platform, so that the in-situ foundation is embedded in the bearing groove, and the embedded rock pile is supported on the bearing platform to form a support changing structure;
pouring a secant pile in soil on one side of the isolation structure facing the deep foundation pit to reinforce the soil between the isolation structure and the deep foundation pit, wherein the secant pile is provided with a first side and a second side which are opposite, and the first side of the secant pile is connected to the lower part of the isolation structure;
constructing a foundation pit diaphragm wall on the outer edge of the deep foundation pit, wherein the lower part of the foundation pit diaphragm wall is connected to the second side of the occlusive pile, and a circle of the foundation pit diaphragm wall is arranged along the outer edge of the deep foundation pit;
and pouring a ground beam above the occlusive piles, so that the ground beam is connected between the upper part of the isolation structure and the upper part of the foundation pit diaphragm wall.
Further, the step of pouring a bearing platform and a rock-socketed pile under the in-situ foundation comprises:
constructing the rock-socketed piles in soil bodies on two opposite sides of the in-situ foundation, so that the elevation of the pile tops of the rock-socketed piles is smaller than the elevation of the bottom of the in-situ foundation;
and pouring the bearing platform below the in-situ foundation, supporting pile tops of the rock-socketed piles on two opposite sides of the in-situ foundation on the bearing platform, and embedding the in-situ foundation in a bearing groove of the bearing platform.
Further, before the step of pouring the bearing platform below the in-situ foundation is carried out, a groove is formed by digging the side surface of the in-situ foundation, the groove is arranged along the horizontal direction, an anchoring rib is implanted into the groove, one end of the anchoring rib extends to the outside of the groove, and when the bearing platform is poured, one end of the anchoring rib is buried in the bearing platform.
Furthermore, the number of the tongue-and-groove grooves is multiple, and the tongue-and-groove grooves are arranged at intervals along the vertical direction.
Further, the step of pouring a ground beam above the occlusive pile comprises:
constructing a first crown beam on the upper part of the isolation structure;
constructing a second crown beam on the upper part of the foundation pit diaphragm wall;
and constructing a ground beam between the first crown beam and the second crown beam, and respectively anchoring the reinforcing steel bars of the ground beam into the first crown beam and the second crown beam.
The invention provides a soft soil layer existing building side-excavation deep foundation pit front reinforcing structure, which comprises:
the support changing structure comprises a bearing platform and a rock-socketed pile supported on the bearing platform, wherein a bearing groove is formed in the upper part of the bearing platform, and the in-situ foundation of the existing building is embedded in the bearing groove;
the foundation pit diaphragm wall is arranged opposite to the bearing platform, and a circle of foundation pit diaphragm wall is arranged along the outer edge of the deep foundation pit;
the isolation structure is arranged between the foundation pit diaphragm wall and the in-situ foundation and is arranged along the length direction of the foundation pit diaphragm wall;
the occlusive pile is used for reinforcing the soil body between the isolation structure and the foundation pit diaphragm wall and is connected between the lower part of the foundation pit diaphragm wall and the lower part of the isolation structure; and
and the ground beam is connected between the upper part of the isolation structure and the upper part of the foundation pit diaphragm wall.
Furthermore, a groove is formed on the side surface of the in-situ foundation, the groove is arranged along the horizontal direction, and an insertion key is formed on the inner wall of a supporting groove of the bearing platform and embedded in the groove.
Furthermore, the bearing platform further comprises an anchoring rib, one end of the anchoring rib is anchored in the insertion key, and the other end of the anchoring rib is implanted into the groove bottom wall of the tongue-and-groove.
Furthermore, a first crown beam is formed on the upper portion of the isolation structure in a pouring mode, a second crown beam is formed on the upper portion of the foundation pit diaphragm wall in a pouring mode, and the ground beam is connected between the first crown beam and the second crown beam.
The invention has the advantages that the foundation pit diaphragm wall, the secant pile, the ground beam and the isolation structure are adopted to form a layer of ultra-thick isolation wall body, the foundation stratum of the existing building is isolated from the foundation pit excavation stratum, the influence of deep foundation pit construction on the foundation of the existing building is reduced, meanwhile, the support changing structure is adopted to carry out pile foundation underpinning construction on the existing building, the rock-socketed pile is added, and the pile foundation stability of the existing building is enhanced.
Drawings
Other features, objects and advantages of the present application will become more apparent upon reading of the following detailed description of non-limiting embodiments thereof, made with reference to the accompanying drawings in which:
fig. 1 is a schematic structural view of a front reinforcing structure of a deep foundation pit dug beside an existing soft soil layer building according to an embodiment of the invention.
Fig. 2 is a cross-sectional view taken at a-a in fig. 1.
FIG. 3 is a cross-sectional view of a platform according to an embodiment of the present invention.
FIG. 4 is a schematic side view of an in-situ foundation according to an embodiment of the present invention.
Detailed Description
The present application will be described in further detail with reference to the following drawings and examples. It is to be understood that the specific embodiments described herein are merely illustrative of the relevant invention and not restrictive of the invention. It should be noted that, for convenience of description, only the portions related to the present invention are shown in the drawings.
It should be noted that the embodiments and features of the embodiments in the present application may be combined with each other without conflict. The present application will be described in detail below with reference to the embodiments with reference to the attached drawings.
Referring to fig. 1 to 4, the present invention provides a front reinforcement structure of a deep foundation pit excavated beside an existing building in a soft soil layer, including: trade and hold in palm structure 2, foundation ditch ground even wall 3, isolation structure 4, secant pile 5 and grade beam 6.
In particular, the underpinning structure 2 comprises a bearing platform 21 and a socketed pile 22. Wherein, a supporting groove is formed on the upper part of the supporting platform 21. The original site lower foundation 1 of the existing building is embedded in the supporting groove. Socketed pile 22 is supported on bearing platform 21. The rock-socketed depth of the pile bottom of the rock-socketed pile is 4 m-5 m.
The foundation pit diaphragm wall 3 is arranged opposite to the bearing platform 21. The foundation pit diaphragm wall 3 is provided with a circle along the outer edge of the deep foundation pit.
The isolation structure 4 is arranged between the foundation pit diaphragm wall 3 and the in-situ foundation 1. The isolation structure 4 is arranged along the length direction of the foundation pit diaphragm wall 3.
The occlusive pile 5 is used for reinforcing the soil body between the isolation structure 4 and the foundation pit diaphragm wall 3. The occlusive piles 5 are connected between the lower part of the foundation pit diaphragm wall 3 and the lower part of the isolation structure 4.
The ground beam 6 is connected between the upper part of the isolation structure 4 and the upper part of the foundation pit diaphragm wall 3.
In a preferred embodiment, the lower foundation 1 is formed with a groove 10 cut into the side surface. The groove 10 is arranged in a horizontal direction. The inner wall of the supporting groove of the supporting platform 21 is formed with a plug-in key 212, and the plug-in key 212 is embedded in the tongue-and-groove 10 of the foundation 1 in situ.
In the present embodiment, the number of the tongue-and-groove 10 on the side surface of the foundation in place is plural, and the plural tongue-and-groove 10 are provided at intervals in the vertical direction.
In a preferred embodiment, the platform 21 further comprises anchoring ribs 211. One end of the anchoring rib 211 is anchored in the insertion key 212, and the other end of the anchoring rib 211 is implanted in the groove bottom wall of the tongue-and-groove 10.
In this embodiment, the isolation structure is a plurality of isolation piles, and the plurality of isolation piles are arranged in rows. The upper part of the insulation structure 4 is cast with a first crown beam 41. The first crown beam is connected to the tops of the plurality of isolation piles. And a second crown beam 31 is formed on the upper part of the foundation pit diaphragm wall 3 in a pouring way. The ground beam 6 is connected between the first crown beam 41 and the second crown beam 31.
The invention provides a method for reinforcing a soft soil layer existing building beside a deep foundation pit by excavation, which comprises the following steps:
s1: and pouring the isolation structure 4 in the soil body between the in-situ foundation 1 of the existing building and the deep foundation pit to be excavated, so that the isolation structure 4 is arranged along the outer edge of the deep foundation pit.
Firstly, leveling a field, constructing a row of isolation piles according to design coordinates to form an isolation structure 4, and reserving anchoring ribs of a first crown beam.
S2: and pouring a bearing platform 21 and an embedded rock pile 22 below the in-situ foundation 1, wherein a bearing groove is formed at the upper part of the bearing platform 21, so that the in-situ foundation 1 is embedded in the bearing groove, and the embedded rock pile 22 is supported on the bearing platform 21 to form the support changing structure 2.
Specifically, step S2 includes:
s21, constructing the rock-socketed piles 22 in soil bodies on two opposite sides of the in-situ foundation 1, so that the elevation of the pile tops of the rock-socketed piles 22 is smaller than the elevation of the bottom of the in-situ foundation 1;
s22, pouring the bearing platform 21 below the in-situ foundation 1, supporting pile tops of the rock-socketed piles 22 on two opposite sides of the in-situ foundation 1 on the bearing platform 21, and embedding the in-situ foundation 1 in a supporting groove of the bearing platform 21.
Wherein, step S22 includes: before step S2, a groove 10 is cut on the side of the original foundation 1, the groove 10 is set horizontally, an anchoring rib 211 is embedded in the groove 10, one end of the anchoring rib 211 extends to the outside of the groove 10, and when the bearing platform 21 is poured, one end of the anchoring rib 211 is embedded in the bearing platform 21.
When the rock-socketed pile (the rock-socketed depth is 5m) is constructed, reinforcing steel bars anchored into a bearing platform are reserved at the pile top of the rock-socketed pile, then the peripheral soil body of the in-situ foundation is excavated to the bottom of the in-situ foundation, the groove is chiseled and the tongue-and-groove is cut on the side surface of the in-situ foundation, and the anchoring steel bars are implanted.
And excavating the soil body below the in-situ foundation again to the designed depth of the bottom of the bearing platform, binding the reinforcing steel bars of the bearing platform, anchoring the reserved reinforcing steel bars at the pile top of the rock-socketed pile into the reinforcing steel bars of the bearing platform, and pouring micro-expansion concrete to form a support replacing structure, so that the bearing platform drags the in-situ foundation and is connected with the rock-socketed pile.
S3: and pouring a secant pile 5 in the soil body on one side, facing the deep foundation pit, of the isolation structure 4 to reinforce the soil body between the isolation structure 4 and the deep foundation pit, wherein the secant pile 5 is provided with a first side and a second side which are opposite, and the first side of the secant pile 5 is connected to the lower part of the isolation structure 4.
Specifically, the occlusive piles are constructed between the outer edge of the deep foundation pit and the isolation piles at equal intervals by adopting an MJS construction method. The secant pile is vertically connected with the isolation pile and the foundation pit diaphragm wall. The secant pile firstly plays a role in supporting the isolation pile, secondly plays a role in reinforcing the construction position of the foundation pit diaphragm wall and improving the construction quality of the foundation pit diaphragm wall.
The secant pile is reinforced by adopting an MJS construction method: the depth is 26.7m, the cement mixing amount of the semicircle phi 2800 is 35%, the air stirring is 5%, the lifting speed is 15-20 min/m, the slurry pressure is 35MPa, the air pressure is 05-0.7 MPa, and the underground pressure is 3-1.6 MPa. The MJS power method pile (omnibearing high-pressure injection method) adopts a pile jumping method for construction, the pile jumping interval time is not less than 7 days, and the pile jumping interval is not less than 10 m. The MJS pile type needs to be provided with an underground back pressure control device. The 28-day unconfined compressive strength of the cement soil reinforced body is not lower than 1.2 MPa.
S4: the foundation pit underground continuous wall 3 is constructed on the outer edge of the deep foundation pit, the lower portion of the foundation pit underground continuous wall 3 is connected to the second side of the occlusive pile 5, and the foundation pit underground continuous wall 3 is provided with a circle along the outer edge of the deep foundation pit.
And constructing a row of foundation pit diaphragm walls on the boundary line of the deep foundation pit, and serving as an enclosure structure of the deep foundation pit, and reserving reinforcing steel bars anchored into the second crown beam at the top of the foundation pit diaphragm walls.
S5: and pouring a ground beam 6 above the occlusive piles 5, so that the ground beam 6 is connected between the upper part of the isolation structure 4 and the upper part of the foundation pit diaphragm wall 3.
Specifically, step S5 includes:
and S51, constructing a first crown beam 41 on the upper part of the isolation structure.
And S52, constructing a second crown beam 31 on the upper part of the foundation pit diaphragm wall 3.
S53, constructing a ground beam 6 between the first crown beam 41 and the second crown beam 31, and anchoring the reinforcing bars of the ground beam 6 into the first crown beam 41 and the second crown beam 31, respectively.
And constructing a first top beam of the isolation pile and a second top beam of the foundation pit diaphragm wall, anchoring the steel bars reserved at the tops of the isolation pile and the diaphragm wall into the top beams, constructing the ground beam, and anchoring the steel bars of the ground beam into the isolation pile and the top beam steel bars of the foundation pit diaphragm wall, so that the foundation pit diaphragm wall, the secant pile, the ground beam and the isolation pile form an ultra-thick isolation wall body, and isolating the foundation stratum of the existing building from the foundation pit excavation stratum.
The invention relates to a soft soil layer existing building side excavation deep foundation pit front reinforcing structure and a reinforcing method, which adopt a foundation pit diaphragm wall, an occlusive pile, a ground beam and an isolation structure to form a layer of super-thick isolation wall body, isolate the foundation stratum of the existing building from the foundation pit excavation stratum, reduce the influence of deep foundation pit construction on the foundation of the existing building, simultaneously adopt a support replacing structure to carry out pile foundation underpinning construction on the existing building, increase a rock-socketed pile and strengthen the pile foundation stability of the existing building.
The above description is only a preferred embodiment of the application and is illustrative of the principles of the technology employed. It will be appreciated by a person skilled in the art that the scope of the invention as referred to in the present application is not limited to the embodiments with a specific combination of the above-mentioned features, but also covers other embodiments with any combination of the above-mentioned features or their equivalents without departing from the inventive concept. For example, the above features may be replaced with (but not limited to) features having similar functions disclosed in the present application.
Claims (9)
1. A method for reinforcing a soft soil layer in front of a deep foundation pit excavated beside an existing building is characterized by comprising the following steps:
pouring an isolation structure in a soil body between an in-situ foundation of an existing building and a deep foundation pit to be excavated, so that the isolation structure is arranged along the outer edge of the deep foundation pit;
pouring a bearing platform and an embedded rock pile below the in-situ foundation, wherein a bearing groove is formed at the upper part of the bearing platform, so that the in-situ foundation is embedded in the bearing groove, and the embedded rock pile is supported on the bearing platform to form a support changing structure;
pouring a secant pile in soil on one side of the isolation structure facing the deep foundation pit to reinforce the soil between the isolation structure and the deep foundation pit, wherein the secant pile is provided with a first side and a second side which are opposite, and the first side of the secant pile is connected to the lower part of the isolation structure;
constructing a foundation pit diaphragm wall on the outer edge of the deep foundation pit, wherein the lower part of the foundation pit diaphragm wall is connected to the second side of the occlusive pile, and a circle of the foundation pit diaphragm wall is arranged along the outer edge of the deep foundation pit;
and pouring a ground beam above the occlusive piles, so that the ground beam is connected between the upper part of the isolation structure and the upper part of the foundation pit diaphragm wall.
2. The method for pre-excavation reinforcement of a deep foundation pit beside an existing soft soil layer building according to claim 1, wherein the step of pouring a bearing platform and a rock-socketed pile below the in-situ foundation comprises:
constructing the rock-socketed piles in soil bodies on two opposite sides of the in-situ foundation, so that the elevation of the pile tops of the rock-socketed piles is smaller than the elevation of the bottom of the in-situ foundation;
and pouring the bearing platform below the in-situ foundation, supporting pile tops of the rock-socketed piles on two opposite sides of the in-situ foundation on the bearing platform, and embedding the in-situ foundation in a bearing groove of the bearing platform.
3. The method for pre-excavation reinforcement of deep foundation pits beside existing soft soil layer buildings according to claim 2, wherein before the step of pouring the bearing platform below the in-situ foundation is carried out, a groove is formed by excavating the side surface of the in-situ foundation, the groove is arranged along the horizontal direction, an anchoring rib is embedded in the groove, one end of the anchoring rib extends to the outside of the groove, and one end of the anchoring rib is embedded in the bearing platform when the bearing platform is poured.
4. The method for pre-reinforcing the deep foundation pit excavated beside the existing soft soil layer building according to claim 3, wherein the number of the tongue-and-groove grooves is multiple, and the tongue-and-groove grooves are arranged at intervals in the vertical direction.
5. The method for pre-reinforcing a side excavation deep foundation pit of an existing soft soil layer building according to claim 1, wherein the step of pouring a ground beam above the occlusive pile comprises the following steps of:
constructing a first crown beam on the upper part of the isolation structure;
constructing a second crown beam on the upper part of the foundation pit diaphragm wall;
and constructing a ground beam between the first crown beam and the second crown beam, and respectively anchoring the reinforcing steel bars of the ground beam into the first crown beam and the second crown beam.
6. The utility model provides a reinforced structure before dark foundation ditch of existing building side cut excavation of soft soil layer, its characterized in that includes:
the support changing structure comprises a bearing platform and a rock-socketed pile supported on the bearing platform, wherein a bearing groove is formed in the upper part of the bearing platform, and the in-situ foundation of the existing building is embedded in the bearing groove;
the foundation pit diaphragm wall is arranged opposite to the bearing platform, and a circle of foundation pit diaphragm wall is arranged along the outer edge of the deep foundation pit;
the isolation structure is arranged between the foundation pit diaphragm wall and the in-situ foundation and is arranged along the length direction of the foundation pit diaphragm wall;
the occlusive pile is used for reinforcing the soil body between the isolation structure and the foundation pit diaphragm wall and is connected between the lower part of the foundation pit diaphragm wall and the lower part of the isolation structure; and
and the ground beam is connected between the upper part of the isolation structure and the upper part of the foundation pit diaphragm wall.
7. The structure for reinforcing the front part of a deep foundation pit beside an existing soft soil layer building according to claim 6, wherein a groove is formed by digging the side surface of the original underground foundation, the groove is arranged along the horizontal direction, an inserting key is formed on the inner wall of a supporting groove of the bearing platform, and the inserting key is embedded in the groove.
8. The reinforcement structure for the front part of the deep foundation pit dug beside the existing soft soil layer building as claimed in claim 7, wherein the bearing platform further comprises an anchoring rib, one end of the anchoring rib is anchored in the insertion key, and the other end of the anchoring rib is implanted into the bottom wall of the rabbet groove.
9. The soft soil layer existing building side excavation deep foundation pit front reinforcing structure of claim 6, wherein a first crown beam is cast and formed at the upper part of the isolation structure, a second crown beam is cast and formed at the upper part of the foundation pit underground diaphragm wall, and the ground beam is connected between the first crown beam and the second crown beam.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110640625.4A CN113323026A (en) | 2021-06-09 | 2021-06-09 | Soft soil layer existing building side-excavation deep foundation pit front reinforcing structure and reinforcing method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110640625.4A CN113323026A (en) | 2021-06-09 | 2021-06-09 | Soft soil layer existing building side-excavation deep foundation pit front reinforcing structure and reinforcing method thereof |
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| CN113323026A true CN113323026A (en) | 2021-08-31 |
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| CN202110640625.4A Pending CN113323026A (en) | 2021-06-09 | 2021-06-09 | Soft soil layer existing building side-excavation deep foundation pit front reinforcing structure and reinforcing method thereof |
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Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0953237A (en) * | 1995-08-11 | 1997-02-25 | Mitsui Home Co Ltd | Pit and constructing method of basement utilizing the pit |
| CN104164881A (en) * | 2014-07-28 | 2014-11-26 | 中国建筑第四工程局有限公司 | Piling wall overlapping cantilever foundation pit support construction method and structure |
| CN105672348A (en) * | 2016-01-27 | 2016-06-15 | 重庆大学 | Construction method for cropping bridge pile foundation at sandy gravel stratum of abyssal region |
| CN106400814A (en) * | 2016-11-11 | 2017-02-15 | 天脊煤化工集团股份有限公司 | Foundation pit supporting method |
-
2021
- 2021-06-09 CN CN202110640625.4A patent/CN113323026A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0953237A (en) * | 1995-08-11 | 1997-02-25 | Mitsui Home Co Ltd | Pit and constructing method of basement utilizing the pit |
| CN104164881A (en) * | 2014-07-28 | 2014-11-26 | 中国建筑第四工程局有限公司 | Piling wall overlapping cantilever foundation pit support construction method and structure |
| CN105672348A (en) * | 2016-01-27 | 2016-06-15 | 重庆大学 | Construction method for cropping bridge pile foundation at sandy gravel stratum of abyssal region |
| CN106400814A (en) * | 2016-11-11 | 2017-02-15 | 天脊煤化工集团股份有限公司 | Foundation pit supporting method |
Non-Patent Citations (1)
| Title |
|---|
| 魏纲等: "大型深基坑开挖对旁边地铁盾构隧道影响的实测分析", 《铁道科学与工程学报》 * |
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Application publication date: 20210831 |