CN113699998A - Method for controlling foundation pit settlement deviation - Google Patents
Method for controlling foundation pit settlement deviation Download PDFInfo
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- CN113699998A CN113699998A CN202110493816.2A CN202110493816A CN113699998A CN 113699998 A CN113699998 A CN 113699998A CN 202110493816 A CN202110493816 A CN 202110493816A CN 113699998 A CN113699998 A CN 113699998A
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- grouting
- foundation pit
- pile group
- supporting
- transverse
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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
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
-
- 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
- E02D2250/00—Production methods
- E02D2250/003—Injection of material
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- Engineering & Computer Science (AREA)
- 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)
- Structural Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Hydrology & Water Resources (AREA)
- Piles And Underground Anchors (AREA)
Abstract
A method for controlling foundation pit settlement deviation relates to the field of pile foundation construction, and comprises the following steps: arranging a supporting pile group outside the pre-dug foundation pit, wherein the depth of the supporting pile group is greater than the excavation depth of the pre-dug foundation pit, arranging a transverse grouting hole on the supporting pile, grouting the inside of the supporting pile to a position below the transverse grouting hole, and making the bottom of the supporting pile light after grouting; and B: arranging a guide limit which surrounds and is attached to the supporting pile group or a guide limit which is attached to each supporting pile outside the supporting pile group; and C: excavating the pre-excavated foundation pit; step D: punching a hole outside the support pile group through a transverse grouting hole to obtain a transverse grouting channel, wherein the depth of the transverse grouting channel is at least 3 m; step E: and inserting a slurry guide pipe into the transverse grouting hole, and then grouting the transverse grouting channel through the slurry guide pipe by a pressure grouting method to form a support body. The invention has the beneficial effects that: and after the stress of the supporting pile group is changed, force balance is carried out on the supporting pile group again, so that the stability of the supporting pile group in the process of sedimentation is ensured.
Description
Technical Field
The invention relates to the field of pile foundation construction, in particular to a fence supporting technology for a soft soil settlement soil foundation pit.
Background
During foundation pit excavation in the early stage, foundation pit support is firstly additionally installed, and then stabilization is carried out through a grouting method. The grouting method is a method of injecting certain curable grout into cracks or pores of a ground foundation to improve its physical and mechanical properties. The purpose of grouting is to prevent seepage, stop leakage, reinforce and correct building deflection. The grouting mechanism comprises: filling grouting, permeating grouting, compacting grouting and splitting grouting. The grouting material comprises granular pulp and chemical pulp, and the granular pulp is mainly cement paste. The application of the grouting method in foundation pit support mainly comprises the steps of directly grouting to form a waterproof tent or indirectly grouting to seal a support pile group for waterproofing. However, the soft soil settlement around the foundation pit can cause deformation of the foundation pit support, if the foundation pit support is uniformly settled and deviates in the vertical direction, the foundation pit support can be stabilized again through maintenance or reinforcement or supplementary grouting, if the foundation pit support is uniformly settled, the horizontal direction and the vertical direction of the foundation pit support can deviate together, at the moment, tearing of grouting materials and irreparable deformation between the support and the support are easily generated, seepage prevention is further influenced, and the foundation pit support is failed or the use effect is poor. The long triangular area is a heavy disaster area with ground settlement, particularly a water network dense area, and water seepage and support deformation frequently occur after foundation pits are dug and built.
Disclosure of Invention
Aiming at the defects in the prior art, the invention provides a method for controlling the settlement deviation of the foundation pit, which improves the whole stress area and range of the supporting pile group, reduces the deformation of the supporting pile group in the foundation pit construction, effectively prevents piping caused by the deformation of the supporting pile group and improves the whole construction efficiency.
In order to solve the technical problem, the invention solves the technical problem by the following technical scheme, and the method for controlling the foundation pit settlement deviation comprises the following steps: arranging a supporting pile group outside the pre-dug foundation pit, wherein the depth of the supporting pile group is greater than the excavation depth of the pre-dug foundation pit, connecting supporting piles in the supporting pile group in a sliding manner, arranging transverse grouting holes on the supporting piles, positioning the transverse grouting holes above the bottom surface of the pre-dug foundation pit, grouting the supporting piles to the position below the transverse grouting holes, and making the bottom heavy heads of the supporting piles light after grouting; and B: arranging a guide limit which surrounds and is attached to the supporting pile group or a guide limit which is attached to each supporting pile outside the supporting pile group; and C: excavating the pre-excavated foundation pit, draining water at any time during excavation, and keeping the foundation pit free of obvious water stain after the excavation is finished; step D: punching a hole outside the support pile group through a transverse grouting hole to obtain a transverse grouting channel, wherein the depth of the transverse grouting channel is at least 3 m; step E: inserting a slurry guide pipe into the transverse grouting hole, and then grouting the transverse grouting channel through the slurry guide pipe by a pressure grouting method to form a support body; step F: and performing waterproof treatment on the support pile group on the inner side of the support pile group.
In the above technical scheme, preferably, after excavation of the foundation pit is finished, a dredging well is arranged in the foundation pit, and a relief well is arranged outside the foundation pit.
In the above technical solution, preferably, in step D, the depth of the lateral grouting channel is preferably 5m to 7 m.
In the above technical solution, preferably, in step D, the diameter of the transverse grouting channel is preferably 15cm to 35 cm.
In the above technical solution, preferably, in step D, the horizontal inclination angle of the lateral grouting channel is 0 ° to-45 °
In the above technical solution, preferably, grouting is performed in the support pile between step E and step F until the support pile is filled.
In the above technical scheme, preferably, a plurality of sensors are arranged on the support pile group to monitor the deformation condition of the support pile group.
In the above technical solution, preferably, in step E, the supporting bodies are uniformly distributed radially in the circumferential direction with the center of the foundation pit as a center.
In the above technical scheme, preferably, before the step E, grouting is performed to the joints in the supporting pile group to fix the supporting piles, and then grouting is performed at intervals transversely through the transverse grouting holes in the supporting piles.
In the above technical solution, preferably, in the step E, the height of the horizontal grouting channel in each horizontal grouting hole is the same.
The existing elevated road pier stud needs to be driven to a land bedrock of about 2m, water nets in the south of the Yangtze river of China are dense, the water content of the land is high, water is easy to overflow in the excavation process of a foundation pit, piping at the bottom and the side part is a common phenomenon in the construction of the foundation pit, meanwhile, the soil structure and the stress are changed during excavation, a support pile group is easy to deform, and especially, the deformation is severe when the water content of the soil is more. The repair of the support pile assembly is very troublesome once the support pile assembly is deformed, and the grouting part can be torn to cause side piping. The method of the invention is that the stress of the supporting pile group is changed after the foundation pit is excavated, the supporting body outside the supporting pile group is added according to the changed stress condition of the supporting pile group, the contact area and the stress range outside the supporting pile group are improved, thereby improving the integral supporting force, balancing the internal and external side pressures of the supporting pile group, ensuring that the horizontal deformation of the supporting pile group is reduced after the foundation pit is shaped, ensuring that the supporting pile group only has vertical downward settlement after the horizontal stress of the supporting pile group is balanced, and avoiding the lateral water leakage caused by the tearing of the supporting pile group. The application is that the force balance is carried out after the foundation pit is excavated, and the diameter and the length of the supporting body can be accurately calculated to ensure the stability of the supporting pile group.
Compared with the prior art, the invention has the beneficial effects that: force balance is carried out on the supporting pile group again after the stress of the supporting pile group is changed, stability of the supporting pile group during settlement is guaranteed, and the problem of piping caused by deviation and dislocation during settlement of the supporting pile group in the prior art is solved.
Detailed Description
The present invention will be described in further detail with reference to specific embodiments.
Example 1: a method for controlling foundation pit settlement deviation comprises the following steps. Step A: and arranging a supporting pile group outside the pre-excavated foundation pit, and arranging a plurality of sensors on the supporting pile group to monitor the deformation condition of the supporting pile group. The depth of the supporting pile group is larger than the excavation depth of the pre-excavated foundation pit, the supporting piles in the supporting pile group are in sliding connection, the supporting piles are provided with transverse grouting holes, the transverse grouting holes are located above the bottom surface of the pre-excavated foundation pit, grouting is conducted in the supporting piles to the position below the transverse grouting holes, and the bottom of the supporting piles is light after grouting. And B: arranging a guide limit which surrounds and is attached to the supporting pile group or a guide limit which is attached to each supporting pile outside the supporting pile group; and C: excavating the pre-excavated foundation pit, draining water at any time during excavation, and keeping the foundation pit free of obvious water stain after the excavation is finished; and after the foundation pit is excavated, arranging a dredging well in the foundation pit, and arranging a relief well outside the foundation pit. At this stage, it is observed whether the support piles have significant settlement, which should be acceptable for vertical settlement due to the sliding connection between the support piles in the support pile group and the guiding and limiting function. Step D: and (3) punching holes outside the support pile group through the transverse grouting holes to obtain a transverse grouting channel, wherein the depth of the transverse grouting channel is 5m, the diameter of the transverse grouting channel is 15cm, and the horizontal inclination angle of the transverse grouting channel is 0 degree. Step E: inserting a slurry guide pipe into the transverse grouting hole, and then grouting the transverse grouting channel through the slurry guide pipe by a pressure grouting method to form a support body; the support diameter is between 15cm and 30cm, depending on the pressure. The supporting bodies are uniformly distributed in a radial mode along the circumferential direction by taking the center of the foundation pit as the circle center. Meanwhile, the height of the transverse grouting channel in each transverse grouting hole is the same. And then grouting into the support pile group. Step F: and performing waterproof treatment on the support pile group on the inner side of the support pile group.
Example 2: a method for controlling foundation pit settlement deviation comprises the following steps. Step A: and arranging a supporting pile group outside the pre-excavated foundation pit, and arranging a plurality of sensors on the supporting pile group to monitor the deformation condition of the supporting pile group. The depth of the supporting pile group is larger than the excavation depth of the pre-excavated foundation pit, the supporting piles in the supporting pile group are in sliding connection, the supporting piles are provided with transverse grouting holes, the transverse grouting holes are located above the bottom surface of the pre-excavated foundation pit, grouting is conducted in the supporting piles to the position below the transverse grouting holes, and the bottom of the supporting piles is light after grouting. And B: arranging a guide limit which surrounds and is attached to the supporting pile group or a guide limit which is attached to each supporting pile outside the supporting pile group; and C: excavating the pre-excavated foundation pit, draining water at any time during excavation, and keeping the foundation pit free of obvious water stain after the excavation is finished; and after the foundation pit is excavated, arranging a dredging well in the foundation pit, and arranging a relief well outside the foundation pit. At this stage, it is observed whether the support piles have significant settlement, which should be acceptable for vertical settlement due to the sliding connection between the support piles in the support pile group and the guiding and limiting function. Step D: and (3) punching holes outside the support piles through the transverse grouting holes to obtain a transverse grouting channel, wherein the depth of the transverse grouting channel is 7m, the diameter of the transverse grouting channel is 35cm, and the horizontal inclination angle of the transverse grouting channel is-45 degrees. Step E: inserting a slurry guide pipe into the transverse grouting hole, and then grouting the transverse grouting channel through the slurry guide pipe by a pressure grouting method to form a support body; the diameter of the support body is 35cm to 45cm, and the support body is uniformly distributed in a radial manner along the circumferential direction by taking the center of the foundation pit as the center of a circle. The height of the transverse grouting channel in each transverse grouting hole is the same. And then grouting into the support pile group. Step F: and performing waterproof treatment on the support pile group on the inner side of the support pile group.
Example 3: a method for controlling foundation pit settlement deviation comprises the following steps. Step A: and arranging a supporting pile group outside the pre-excavated foundation pit, and arranging a plurality of sensors on the supporting pile group to monitor the deformation condition of the supporting pile group. The depth of the supporting pile group is larger than the excavation depth of the pre-excavated foundation pit, the supporting piles in the supporting pile group are in sliding connection, the supporting piles are provided with transverse grouting holes, the transverse grouting holes are located above the bottom surface of the pre-excavated foundation pit, grouting is conducted in the supporting piles to the position below the transverse grouting holes, and the bottom of the supporting piles is light after grouting. And B: arranging a guide limit which surrounds and is attached to the supporting pile group or a guide limit which is attached to each supporting pile outside the supporting pile group; and C: excavating the pre-excavated foundation pit, draining water at any time during excavation, and keeping the foundation pit free of obvious water stain after the excavation is finished; and after the foundation pit is excavated, arranging a dredging well in the foundation pit, and arranging a relief well outside the foundation pit. At this stage, it is observed whether the support piles have significant settlement, which should be acceptable for vertical settlement due to the sliding connection between the support piles in the support pile group and the guiding and limiting function. Step D: and (3) punching holes outside the support piles through the transverse grouting holes to obtain a transverse grouting channel, wherein the depth of the transverse grouting channel is 5m, the diameter of the transverse grouting channel is 20cm, and the horizontal inclination angle of the transverse grouting channel is-30 degrees. Step E: grouting the connection position in the supporting pile group, inserting a slurry guide pipe into the transverse grouting hole, and grouting the transverse grouting channel through the slurry guide pipe by a pressure grouting method to form a support body; the diameter of the support body is 20cm to 30cm, and the support body is uniformly distributed in a radial manner along the circumferential direction by taking the center of the foundation pit as the center of a circle. The height of the transverse grouting channel in each transverse grouting hole is the same. And then grouting into the support pile group. Step F: and performing waterproof treatment on the support pile group on the inner side of the support pile group.
Example 4: a method for controlling foundation pit settlement deviation comprises the following steps. Step A: and arranging a supporting pile group outside the pre-excavated foundation pit, and arranging a plurality of sensors on the supporting pile group to monitor the deformation condition of the supporting pile group. The depth of the supporting pile group is larger than the excavation depth of the pre-excavated foundation pit, the supporting piles in the supporting pile group are in sliding connection, the supporting piles are provided with transverse grouting holes, the transverse grouting holes are located above the bottom surface of the pre-excavated foundation pit, grouting is conducted in the supporting piles to the position below the transverse grouting holes, and the bottom of the supporting piles is light after grouting. And B: arranging a guide limit which surrounds and is attached to the supporting pile group or a guide limit which is attached to each supporting pile outside the supporting pile group; and C: excavating the pre-excavated foundation pit, draining water at any time during excavation, and keeping the foundation pit free of obvious water stain after the excavation is finished; and after the foundation pit is excavated, arranging a dredging well in the foundation pit, and arranging a relief well outside the foundation pit. At this stage, it is observed whether the support piles have significant settlement, which should be acceptable for vertical settlement due to the sliding connection between the support piles in the support pile group and the guiding and limiting function. Step D: and punching holes at intervals in the transverse grouting holes outside the support piles to obtain a transverse grouting channel, wherein the depth of the transverse grouting channel is 5m, the diameter of the transverse grouting channel is 20cm, and the horizontal inclination angle of the transverse grouting channel is-30 degrees. Step E: grouting the joints in the supporting pile group to fix the supporting piles, then transversely grouting through transverse grouting holes in the supporting piles at intervals, and then grouting to a transverse grouting channel through a slurry guide pipe by a pressure grouting method to form a support body; the diameter of the support body is 20cm to 30cm, and the support body is uniformly distributed in a radial manner along the circumferential direction by taking the center of the foundation pit as the center of a circle. The height of the transverse grouting channel in each transverse grouting hole is the same. And then grouting into the support pile group. Step F: and performing waterproof treatment on the support pile group on the inner side of the support pile group.
Claims (10)
1. A method for controlling the settlement deviation of a foundation pit is characterized by comprising the following steps,
step A: arranging a supporting pile group outside the pre-dug foundation pit, wherein the depth of the supporting pile group is greater than the excavation depth of the pre-dug foundation pit, connecting supporting piles in the supporting pile group in a sliding manner, arranging transverse grouting holes on the supporting piles, positioning the transverse grouting holes above the bottom surface of the pre-dug foundation pit, grouting the supporting piles to the position below the transverse grouting holes, and making the bottom heavy heads of the supporting piles light after grouting;
and B: arranging a guide limit which surrounds and is attached to the supporting pile group or a guide limit which is attached to each supporting pile outside the supporting pile group;
and C: excavating the pre-excavated foundation pit, draining water at any time during excavation, and keeping the foundation pit free of obvious water stain after the excavation is finished;
step D: punching a hole outside the support pile group through a transverse grouting hole to obtain a transverse grouting channel, wherein the depth of the transverse grouting channel is at least 3 m;
step E: inserting a slurry guide pipe into the transverse grouting hole, and then grouting the transverse grouting channel through the slurry guide pipe by a pressure grouting method to form a support body;
step F: and performing waterproof treatment on the support pile group on the inner side of the support pile group.
2. The method for controlling the foundation pit settlement deviation according to claim 1, wherein a drainage well is arranged in the foundation pit after the excavation of the foundation pit is finished, and a relief well is arranged outside the foundation pit.
3. The method for controlling foundation pit subsidence deviation according to claim 1, wherein in step D, the depth of the lateral grouting channel is preferably 5m-7 m.
4. The method for controlling foundation pit subsidence deviation according to claim 1, wherein in step D, the diameter of the transverse grouting channel is preferably 15cm-35 cm.
5. The method for controlling foundation pit subsidence deviation according to claim 1, wherein in step D, the horizontal inclination angle of the lateral grouting channel is 0 ° to-45 °.
6. The method for controlling foundation pit subsidence deviation according to claim 1, wherein grouting is performed on the support piles until the support piles are full between the step E and the step F.
7. The method for controlling foundation pit settlement deviation according to claim 1, wherein a plurality of sensors are arranged on the support pile group to monitor the deformation of the support pile group.
8. The method for controlling foundation pit subsidence deviation according to claim 1, wherein in step E, the supporting bodies are uniformly distributed radially in the circumferential direction around the center of the foundation pit.
9. The method for controlling foundation pit settlement deviation according to claim 9, wherein before step E, grouting is performed to the joints in the supporting pile group to fix the supporting piles, and then grouting is performed at intervals and transversely through the transverse grouting holes in the supporting piles.
10. The method for controlling foundation pit subsidence deviation according to claim 1, wherein in step E, the height of the lateral grouting passage in each lateral grouting hole is the same.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202110493816.2A CN113699998A (en) | 2021-05-07 | 2021-05-07 | Method for controlling foundation pit settlement deviation |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202110493816.2A CN113699998A (en) | 2021-05-07 | 2021-05-07 | Method for controlling foundation pit settlement deviation |
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Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2009084919A (en) * | 2007-10-01 | 2009-04-23 | Kajima Corp | Ground excavating method |
| CN104074195A (en) * | 2014-07-21 | 2014-10-01 | 浙江华展工程研究设计院有限公司 | Method for controlling sedimentation of ground outside foundation pit through horizontal grouting |
| WO2020021294A1 (en) * | 2018-07-26 | 2020-01-30 | Sepac Zvonimir | Retaining engineering structure and design method for stabilizing deep excavations or earth slope instability near existing civil objects |
| CN111851523A (en) * | 2020-08-05 | 2020-10-30 | 谢珏庭 | Settlement deviation prevention method for foundation pit construction |
| CN111851522A (en) * | 2020-08-05 | 2020-10-30 | 谢珏庭 | Stable sedimentation method for foundation pit construction |
| CN212641473U (en) * | 2020-07-01 | 2021-03-02 | 中建一局集团第三建筑有限公司 | Foundation pit supporting structure adjacent to existing building |
-
2021
- 2021-05-07 CN CN202110493816.2A patent/CN113699998A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2009084919A (en) * | 2007-10-01 | 2009-04-23 | Kajima Corp | Ground excavating method |
| CN104074195A (en) * | 2014-07-21 | 2014-10-01 | 浙江华展工程研究设计院有限公司 | Method for controlling sedimentation of ground outside foundation pit through horizontal grouting |
| WO2020021294A1 (en) * | 2018-07-26 | 2020-01-30 | Sepac Zvonimir | Retaining engineering structure and design method for stabilizing deep excavations or earth slope instability near existing civil objects |
| CN212641473U (en) * | 2020-07-01 | 2021-03-02 | 中建一局集团第三建筑有限公司 | Foundation pit supporting structure adjacent to existing building |
| CN111851523A (en) * | 2020-08-05 | 2020-10-30 | 谢珏庭 | Settlement deviation prevention method for foundation pit construction |
| CN111851522A (en) * | 2020-08-05 | 2020-10-30 | 谢珏庭 | Stable sedimentation method for foundation pit construction |
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