CN113774887A - Composite foundation treatment method for open caisson engineering - Google Patents
Composite foundation treatment method for open caisson engineering Download PDFInfo
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- CN113774887A CN113774887A CN202110974469.5A CN202110974469A CN113774887A CN 113774887 A CN113774887 A CN 113774887A CN 202110974469 A CN202110974469 A CN 202110974469A CN 113774887 A CN113774887 A CN 113774887A
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- open caisson
- pile
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- treatment method
- composite foundation
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- 238000000034 method Methods 0.000 title claims abstract description 40
- 239000002131 composite material Substances 0.000 title claims abstract description 19
- 239000004576 sand Substances 0.000 claims abstract description 49
- 238000010276 construction Methods 0.000 claims abstract description 26
- 239000000843 powder Substances 0.000 claims abstract description 20
- 238000005507 spraying Methods 0.000 claims abstract description 17
- 239000004575 stone Substances 0.000 claims abstract description 11
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 10
- 239000002689 soil Substances 0.000 claims abstract description 4
- 230000002787 reinforcement Effects 0.000 claims description 12
- 239000010802 sludge Substances 0.000 claims description 7
- 238000005422 blasting Methods 0.000 claims description 2
- 238000002347 injection Methods 0.000 claims description 2
- 239000007924 injection Substances 0.000 claims description 2
- 239000002245 particle Substances 0.000 claims description 2
- 238000007596 consolidation process Methods 0.000 abstract description 3
- 230000009471 action Effects 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 230000008569 process Effects 0.000 description 3
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 230000002093 peripheral effect Effects 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
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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
- E02D17/06—Foundation trenches ditches or narrow shafts
- E02D17/08—Bordering or stiffening the sides of ditches trenches or narrow shafts for foundations
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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
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
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- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- Mining & Mineral Resources (AREA)
- General Engineering & Computer Science (AREA)
- Civil Engineering (AREA)
- Paleontology (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- Hydrology & Water Resources (AREA)
- Agronomy & Crop Science (AREA)
- Soil Sciences (AREA)
- Revetment (AREA)
Abstract
The application provides a composite foundation treatment method for open caisson engineering, which comprises the following steps: firstly, digging a riprap filling layer in a construction area, removing stones, and backfilling and replacing the stones with plain soil; secondly, reinforcing the inner side and the outer side of the well wall of the open caisson by adopting first sand piles respectively; thirdly, arranging a high-pressure jet grouting pile waterproof curtain at a preset distance on the periphery of the open caisson; step four, arranging a second sand pile on the inner side of the first sand pile in the open caisson, arranging a powder spraying pile between the first sand pile and the powder spraying pile, and step five, arranging a sand cushion layer on the second sand pile and the powder spraying pile in the construction area. The method is suitable for geological conditions with a silt layer and a riprap filling layer, and the foundation is reinforced through construction, so that the open caisson method can be used for construction. The cost of open caisson method and foundation consolidation is lower than that of other schemes. And the sinking stability of the open caisson under the soft geological condition is effectively improved, and the risks of sudden sinking and the like are reduced.
Description
Technical Field
The invention belongs to the technical field of engineering construction, and particularly relates to a composite foundation treatment method for open caisson engineering.
Background
The open caisson method has a wide application range in the field of building engineering, but under certain geological conditions, the open caisson method can cause the risk of difficult sinking or easy sudden sinking, and the application of the open caisson method can be limited to a certain extent. Therefore, the ultra-deep underground structure under the complex geological condition is generally suitable for an underground continuous wall or row pile supporting scheme, construction methods such as a reverse method and the like are adopted for construction, and an open caisson method does not have advantages in scheme selection. The method except the open caisson method has higher cost, more time consumption and more resources, and leads to the increase of the construction period. But after the specific foundation treatment, the construction risk of the open caisson scheme is greatly reduced.
Disclosure of Invention
In view of the above, the present invention provides a method for processing a composite foundation for open caisson engineering, so as to solve or overcome at least one technical problem in the prior art.
The application provides a composite foundation treatment method for open caisson engineering, is applied to the specific geology that the shallow layer is a riprap filling layer and the deep layer is a silt layer, and comprises the following steps:
firstly, digging a riprap filling layer in a construction area, removing stones, and backfilling and replacing the stones with plain soil;
step two, the inner side and the outer side of the well wall of the open caisson are respectively reinforced by adopting first sand piles,
thirdly, arranging a high-pressure jet grouting pile waterproof curtain at a preset distance on the periphery of the open caisson;
fourthly, arranging a second sand pile on the inner side of the first sand pile in the open caisson, arranging a powder spraying pile between the first sand pile and the powder spraying pile, wherein the depth of the second sand pile and the powder spraying pile is at least one half of that of the first sand pile for reinforcing the well wall, and the top elevation of the second sand pile and the powder spraying pile is positioned at the preset depth below the roadbed in the construction area;
and fifthly, arranging the sand cushion layers on the second sand pile and the powder-blasting pile in the construction area.
Further, in the step one, the removed stone blocks meet the requirement that the grain size is more than or equal to 100 mm.
Further, in the second step, the range of the first sand pile for reinforcing the wall of the open caisson comprises: a planar reinforcement range and a depth reinforcement range;
the plane reinforcement range is a preset extension distance of each extension of the inner side and the outer side of the well wall, and the depth reinforcement range is from the ground to the bottom of a sludge layer.
Further, the specification of the first sand pile is phi 550@ 600.
Further, the preset extension distance is at least 1 meter.
Further, in the third step, the preset distance at the periphery of the open caisson is at least 5 meters.
Further, in the third step, the high-pressure jet grouting pile waterproof curtain with double rows of phi 800 is adopted.
Further, the top elevation of the second sand pile and the top elevation of the powder spraying pile are the same and both are positioned above the sludge layer.
The application has the following beneficial effects:
the application provides a composite foundation treatment method for open caisson engineering, is applicable to the geological conditions that have silt layers and riprap filling layers, and the foundation is reinforced through construction, so that the open caisson method can be used for construction. The cost of open caisson method and foundation consolidation is lower than that of other schemes. And the sinking stability of the open caisson under the soft geological condition is effectively improved, and the risks of sudden sinking and the like are reduced.
Drawings
The above and other objects, features and advantages of the present invention will become more apparent from the following description of the embodiments of the present invention with reference to the accompanying drawings.
Fig. 1 is a schematic flow chart of a composite foundation treatment method for open caisson engineering according to an embodiment of the invention;
FIG. 2 is a schematic vertical cross-sectional view of a construction effect provided according to an embodiment of the present invention;
fig. 3 is a schematic transverse cross-sectional view of the construction effect provided according to an embodiment of the present invention.
Wherein, the method comprises the steps of 1-riprap filling layer, 2-sludge layer, 3-well wall, 4-high-pressure jet grouting pile waterproof curtain, 5-powder jet grouting pile, 6-first sand pile, 7-second sand pile and 8-sand cushion layer.
Detailed Description
Various embodiments of the present invention will be described in more detail below with reference to the accompanying drawings. Like elements in the various figures are denoted by the same or similar reference numerals. For purposes of clarity, the various features in the drawings are not necessarily drawn to scale.
Referring to fig. 1 to 3, the present application provides a composite foundation treatment method for open caisson engineering, which is applied to a specific geology with a shallow riprap fill layer 1 and a deep silt layer 2, in this embodiment, the open caisson has a circular cross section.
The composite foundation treatment method for the open caisson engineering comprises the following steps:
firstly, digging a riprap filling layer 1 in a construction area, removing stones, and backfilling and replacing the stones with plain soil. Specifically, the removed stones meet the requirement that the particle size is larger than or equal to 100mm, and subsequent work is guaranteed.
And step two, reinforcing the inner side and the outer side of the well wall 3 of the open caisson by adopting the first sand piles 6 respectively, wherein the well wall 3 is arranged below the roadbed in the construction area, and the cross section of the well wall is of a circular ring structure, so that the first sand piles 6 are required to be reinforced on the inner side and the outer side of the well wall 3 respectively, and the first sand piles 6 on the inner side and the outer side of the well wall 3 respectively form a structure with the circular ring-shaped cross section. The range of the first sand piles 6 reinforcing the wall 3 of the open caisson includes: a planar reinforcement range and a depth reinforcement range; the plane reinforcement range is the extension preset distance of the inner side and the outer side of the well wall 3, and the depth reinforcement range is from the ground to the bottom of the sludge layer 2. Specifically, the specification of the adopted first sand pile 6 is phi 550@600, and the preset extending distance from the inward side and the outward side of the well wall 3 is at least 1 meter, so that the well wall 3 is more firmly reinforced.
Thirdly, arranging a high-pressure jet grouting pile waterproof curtain 4 at a preset distance on the periphery of the open caisson; specifically, the peripheral distance of presetting of open caisson is 5 meters at least, what adopt is double phi 800 high pressure jet grouting pile waterproof curtain 4, the high pressure jet grouting pile waterproof curtain 4 that sets up have fine water-proof effects to still have fine reinforcing effect, can prevent suddenly sinking of open caisson, perhaps cause the slope to the open caisson.
Fourthly, arranging a second sand pile 7 on the inner side of a first sand pile 6 in the open caisson, arranging a powder spraying pile 5 between the first sand pile 6 and the powder spraying pile 5, wherein the depth of the second sand pile 7 and the powder spraying pile 5 is at least one half of that of the first sand pile 6 for reinforcing the well wall 3, and the top elevation of the second sand pile 7 and the powder spraying pile 5 is positioned at the preset depth below the roadbed of the construction area; in the present embodiment, the second sand pile 7 and the powder injection pile 5 are provided with the same level of top elevation and are located above the sludge layer 2. The bearing capacity of the open caisson on the foundation can be improved through the arranged second sand piles 7 and the powder spraying piles 5, the stability of the open caisson in a construction area is guaranteed, and therefore the problems of sudden sinking, collapse and the like are further avoided.
And step five, arranging the sand cushion 8 on the second sand pile 7 and the powder-jet pile 5 in the construction area. The sand cushion 8 that sets up can be fine improvement ground surface and the regional ground bearing capacity of shallow layer, effectively avoids reasons such as sinking of ground to lead to ponding, and then the open caisson that causes sinks, sinks and can the damage of open caisson etc..
The application provides a composite foundation treatment method for open caisson engineering, is applicable to the geological conditions with silt layer 2 and riprap filling layer 1, and the foundation is reinforced through construction, so that the open caisson method can be used for construction. The cost of open caisson method and foundation consolidation is lower than that of other schemes. And the sinking stability of the open caisson under the soft geological condition is effectively improved, and the risks of sudden sinking and the like are reduced.
It is noted that, herein, relational terms such as first and second, and the like may be used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Also, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising an … …" does not exclude the presence of other identical elements in a process, method, article, or apparatus that comprises the element.
Finally, it should be noted that: it should be understood that the above examples are only for clearly illustrating the present invention and are not intended to limit the embodiments. Other variations and modifications will be apparent to persons skilled in the art in light of the above description. And are neither required nor exhaustive of all embodiments. And obvious variations or modifications of the invention may be made without departing from the scope of the invention.
Claims (8)
1. A composite foundation treatment method for open caisson engineering is applied to specific geology with a shallow layer as a riprap filling layer and a deep layer as a silt layer, and is characterized by comprising the following steps of:
firstly, digging a riprap filling layer in a construction area, removing stones, and backfilling and replacing the stones with plain soil;
secondly, reinforcing the inner side and the outer side of the well wall of the open caisson by adopting first sand piles respectively;
thirdly, arranging a high-pressure jet grouting pile waterproof curtain at a preset distance on the periphery of the open caisson;
fourthly, arranging a second sand pile on the inner side of the first sand pile in the open caisson, arranging a powder spraying pile between the first sand pile and the powder spraying pile, wherein the depth of the second sand pile and the powder spraying pile is at least one half of that of the first sand pile for reinforcing the well wall, and the top elevation of the second sand pile and the powder spraying pile is positioned at the preset depth below the roadbed in the construction area;
and fifthly, arranging the sand cushion layers on the second sand pile and the powder-blasting pile in the construction area.
2. The composite foundation treatment method for open caisson engineering according to claim 1, wherein in the first step, the removed stones satisfy a particle size of 100mm or more.
3. The composite foundation treatment method for open caisson engineering of claim 1, wherein in the second step, the range of the first sand piles for reinforcing the wall of the open caisson comprises: a planar reinforcement range and a depth reinforcement range;
the plane reinforcement range is a preset extension distance of each extension of the inner side and the outer side of the well wall, and the depth reinforcement range is from the ground to the bottom of a sludge layer.
4. The composite foundation treatment method for open caisson engineering according to claim 3, wherein the first sand pile specification is phi 550@ 600.
5. A composite foundation treatment method for open caisson engineering according to claim 3, wherein the preset extension distance is at least 1 m.
6. The composite foundation treatment method for open caisson engineering of claim 1, wherein the predetermined distance at the periphery of the open caisson is at least 5 m in step three.
7. The composite foundation treatment method for open caisson engineering of claim 1, wherein in step three, the high-pressure jet grouting pile waterproof curtain with double rows of phi 800 is adopted.
8. The composite foundation treatment method for open caisson engineering of claim 1, wherein the second sand pile and the powder injection pile have the same elevation and are both located above the sludge layer.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110974469.5A CN113774887A (en) | 2021-08-24 | 2021-08-24 | Composite foundation treatment method for open caisson engineering |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110974469.5A CN113774887A (en) | 2021-08-24 | 2021-08-24 | Composite foundation treatment method for open caisson engineering |
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| Publication Number | Publication Date |
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| CN113774887A true CN113774887A (en) | 2021-12-10 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN202110974469.5A Pending CN113774887A (en) | 2021-08-24 | 2021-08-24 | Composite foundation treatment method for open caisson engineering |
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Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5513338A (en) * | 1978-07-13 | 1980-01-30 | Kajima Corp | Caison sinking method |
| CN102409694A (en) * | 2011-09-06 | 2012-04-11 | 天津二十冶建设有限公司 | Well sinking construction method for deep and thick soft soil foundation |
| CN103967031A (en) * | 2013-01-24 | 2014-08-06 | 中交公路规划设计院有限公司 | Caisson and pile combined foundation of consolidated subsoil and construction method of caisson and pile combined foundation |
| CN208056081U (en) * | 2018-02-12 | 2018-11-06 | 广州市市政集团有限公司 | A kind of dual water sealing structure for region of FuShui |
-
2021
- 2021-08-24 CN CN202110974469.5A patent/CN113774887A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5513338A (en) * | 1978-07-13 | 1980-01-30 | Kajima Corp | Caison sinking method |
| CN102409694A (en) * | 2011-09-06 | 2012-04-11 | 天津二十冶建设有限公司 | Well sinking construction method for deep and thick soft soil foundation |
| CN103967031A (en) * | 2013-01-24 | 2014-08-06 | 中交公路规划设计院有限公司 | Caisson and pile combined foundation of consolidated subsoil and construction method of caisson and pile combined foundation |
| CN208056081U (en) * | 2018-02-12 | 2018-11-06 | 广州市市政集团有限公司 | A kind of dual water sealing structure for region of FuShui |
Non-Patent Citations (1)
| Title |
|---|
| 魏春来等: "沉井施工中砂砾换填结合砂桩加固淤泥软基处理措施", 《工程建设与设计》 * |
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Application publication date: 20211210 |