CN112982438A - Construction method of anti-floating system - Google Patents
Construction method of anti-floating system Download PDFInfo
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- CN112982438A CN112982438A CN202110271256.6A CN202110271256A CN112982438A CN 112982438 A CN112982438 A CN 112982438A CN 202110271256 A CN202110271256 A CN 202110271256A CN 112982438 A CN112982438 A CN 112982438A
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- constructing
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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
- 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
- E02D31/10—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 soil pressure or hydraulic pressure
- E02D31/12—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 soil pressure or hydraulic pressure against upward hydraulic pressure
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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
Abstract
The invention is suitable for the technical field of anti-floating processes of buildings, and provides a construction method of an anti-floating system, which comprises the following steps: s1, constructing an underground diaphragm wall, a guide wall, an uplift pile, a dewatering well and a high-pressure rotary jet column; s2, excavating a first foundation pit, and constructing a crown beam, a first concrete support and a retaining wall after the first foundation pit reaches a first preset height, wherein the underground continuous wall on the outer side of the first foundation pit is communicated with a first long main rib to serve as a main rib of the retaining wall, and the underground continuous wall on the inner side of the first foundation pit is communicated with a second long main rib to reserve a reinforcing bar connector at the top of the crown beam; s3, sequentially constructing a second steel support, a third steel support and a fourth steel support; s4, sequentially constructing a bottom layer structure, a middle layer structure and a top layer structure; and S5, constructing a ground structure. The invention improves the anti-floating effect, reduces the risk of water leakage, reduces the manufacturing cost and also improves the utilization rate.
Description
Technical Field
The invention relates to the technical field of building anti-floating processes, in particular to a construction method of an anti-floating system.
Background
With the continuous development of national economy and the continuous acceleration of urbanization process in China, the development and utilization of urban underground space and rail transit are paid attention by related departments.
Many cities are combined with city construction to build various underground projects. In a high water level area, the condition that soil covering of an underground structure is less or no soil covering occurs, and in the condition, the anti-floating problem of underground engineering is particularly prominent, so that the anti-floating design of the underground engineering is more important for the underground engineering.
At present, the anti-floating measures adopted by underground engineering include a counter weight increase covering method, uplift pile arrangement, anti-floating pressure top beam arrangement and the like. However, in the field construction process, the above measures have poor anti-floating effect or high manufacturing cost, and cannot meet the construction requirements.
Disclosure of Invention
The embodiment of the invention provides a construction method of an anti-floating system, and aims to solve the problems that the existing anti-floating measures are poor in anti-floating effect or high in manufacturing cost and cannot meet the construction requirements.
The embodiment of the invention is realized in such a way, and provides a construction method of an anti-floating system, which comprises the following steps:
s1, constructing an underground diaphragm wall, a guide wall, an uplift pile, a dewatering well and a high-pressure rotary jet column;
s2, excavating a first foundation pit, and constructing a crown beam, a first concrete support and a retaining wall after the first foundation pit reaches a first preset height, wherein the underground continuous wall on the outer side of the first foundation pit is communicated with a first long main rib to serve as a main rib of the retaining wall, and the underground continuous wall on the inner side of the first foundation pit is communicated with a second long main rib to reserve a reinforcing bar connector at the top of the crown beam;
s3, sequentially constructing a second steel support, a third steel support and a fourth steel support;
s4, sequentially constructing a bottom layer structure, a middle layer structure and a top layer structure;
and S5, constructing a ground structure.
Further, the specific steps of S3, sequentially performing the second steel support, the third steel support and the fourth steel support include:
the second steel support comprises the following specific steps: excavating a second foundation pit, erecting a first steel support when the second foundation pit is excavated to 0.4-0.6 m, applying a first pre-axial force and a first servo system, and then continuing excavating until the second foundation pit reaches a second preset height;
the third steel support comprises the following specific steps: excavating a third foundation pit, erecting a second steel support and applying a second pre-axial force and a second servo system when the third foundation pit is excavated to 0.4-0.6 m, and then continuing excavating until the third foundation pit reaches a third preset height;
the fourth steel support comprises the following specific steps: and excavating a fourth foundation pit, erecting a third steel support and applying a third pre-axial force and a third servo system when the excavation is carried out to 0.4-0.6 m, and then continuing excavating until the fourth foundation pit reaches a fourth preset height.
Further, the step S4 of constructing the bottom layer structure includes:
firstly, constructing a bottom plate cushion layer, a bottom plate waterproof layer, a fine stone concrete protective layer and a first part of side wall waterproof layer;
then pouring concrete of the bottom plate, the bottom beam and the first part of the side wall;
and finally, removing the third steel support and the fourth steel support, arranging a water drainage hole, and removing the well point pipe.
Further, the step S5 of constructing the ground structure further includes: and closing the water drainage hole and the dewatering well.
Further, the step S4 of constructing the middle layer structure includes:
firstly, constructing a middle plate waterproof layer, a middle column, a middle plate, a middle beam and second part of side wall concrete;
and then the second steel support, the first concrete support and the first concrete support are dismantled.
Furthermore, the concrete steps of S1, constructing the guide wall, the underground continuous wall, the uplift pile, the dewatering well and the high-pressure jet grouting column further include: applying a zero hour upright post;
the concrete steps of dismantling the second steel support, the first concrete support and the first concrete support further comprise: and dismantling the zero hour stand column.
Further, the step S4 of constructing the top layer structure includes:
firstly, applying a top plate waterproof layer, a top plate, a top beam and third part of side wall concrete;
and then removing the retaining wall, chiseling out the first long main rib, and constructing two ends of the top plate so that the two ends of the top plate extend outwards and are respectively connected with the crown beams on two sides.
Furthermore, the specific steps of S1, constructing the guide wall, the underground continuous wall, the uplift pile, the dewatering well and the high-pressure jet grouting column further include: and arranging the field to enable the field to be flat, and then arranging a fence.
Further, before the step S2 of excavating the first foundation pit, the method further includes: the water in the pit is precipitated 18 to 22 days in advance.
Further, the step of S2, constructing the top beam, the first concrete supporting and retaining wall, further comprises: and chiseling off the wall head of the underground continuous wall.
The invention achieves the following beneficial effects: the existing enclosing structure participates in anti-floating, so that the anti-floating effect is improved; the top plate of the structure is higher than the level of the field without covering soil, so that the risk of water leakage is reduced; the use of the uplift pile is reduced, so that the manufacturing cost is reduced; meanwhile, the underground diaphragm wall on the outer side of the first foundation pit is communicated with the first long main rib, and the underground diaphragm wall on the inner side of the first foundation pit is communicated with the second long main rib, so that the long main rib can participate in the first foundation pit for enclosure in the early stage and can participate in anti-floating as an anchor rib anchoring roof in the later stage, and the utilization rate is also improved.
Drawings
Fig. 1 is a schematic flow chart of a construction method of an anti-floating system according to an embodiment of the present invention.
Fig. 2 is a schematic structural diagram of early construction in the construction method of the anti-floating system provided by the embodiment of the invention.
Fig. 3 is a schematic construction structure diagram of a first concrete support in the construction method of the anti-floating system according to the embodiment of the invention.
Fig. 4 is an enlarged schematic view of a portion a of fig. 3.
Fig. 5 is a schematic construction structure diagram of a second steel support, a third steel support and a fourth steel support in the construction method of the anti-floating system according to the embodiment of the invention.
Fig. 6 is a schematic construction structure diagram of a substructure in a construction method of an anti-floating system according to an embodiment of the present invention.
Fig. 7 is a schematic construction structure diagram of a middle layer structure in a construction method of an anti-floating system according to an embodiment of the present invention.
Fig. 8 is a schematic structural diagram of a top layer structure before construction in a construction method of an anti-floating system according to an embodiment of the present invention.
Fig. 9 is a schematic construction structure diagram of a top layer structure in the construction method of the anti-floating system according to the embodiment of the present invention.
Fig. 10 is a schematic construction structure diagram of a ground structure in a construction method of an anti-floating system according to an embodiment of the present invention.
Fig. 11 is an enlarged schematic view of a part B of fig. 10.
Wherein, 1, underground continuous wall; 2. a guide wall; 3. uplift piles; 4. dewatering wells; 5. high-pressure rotary spraying columns; 6. a zero hour column; 7. a crown beam; 8. a first concrete support; 9. a retaining wall; 10. a first long main rib; 11. a second long main rib; 12. a second steel support; 13. a third steel support; 14. a fourth steel support; 15. a substructure; 16. a middle layer structure; 17. a top layer structure; 18. a ground structure.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
The embodiment of the invention provides a construction method of an anti-floating system, which comprises the following steps as shown in the attached figure 1:
s101, constructing an underground diaphragm wall 1, a guide wall 2, an uplift pile 3, a dewatering well 4 and a high-pressure rotary jet column 5, as shown in figure 2.
Specifically, before construction, the field is firstly arranged so as to be flat, and when the field is arranged, the field can be manually or mechanically arranged, and the arrangement mode comprises leveling or filling the field, clearing accumulated water and the like. And arranging a surrounding baffle after the field is arranged, wherein the range of the surrounding baffle is set according to actual requirements. And after the enclosure is finished, marking planning is carried out to determine the construction position.
Specifically, specifications of the bottom continuous wall, the guide wall 2, the uplift pile 3, the dewatering well 4 and the high-pressure jet grouting column 5 are constructed according to a pre-designed drawing. The construction mode is the existing construction mode and is not further described here.
Furthermore, the zero hour upright post 6 is also applied to increase the structural strength of the former stage and facilitate the subsequent application.
S102, excavating a first foundation pit, and constructing a top beam 7, a first concrete support 8 and a retaining wall 9 after the first foundation pit reaches a first preset height, wherein the underground continuous wall 1 on the outer side of the first foundation pit is communicated with a first long main rib 10 to serve as a main rib of the retaining wall 9, the underground continuous wall 1 on the inner side of the first foundation pit is communicated with a second long main rib 11, and a reinforcing steel bar connector is reserved at the top of the top beam 7, and the device is shown in the attached drawing 3 and the attached drawing 4.
Specifically, the first foundation pit may be excavated after the construction in the step S101 is completed and a preset strength is reached (the preset strength is based on a design drawing).
Specifically, before the first foundation pit is excavated, the water in the pit needs to be lowered in advance for 18 to 22 days so as to drain the water in the pit, so that the construction of the first foundation pit is facilitated.
Specifically, the first preset height is based on a design drawing, and the standards of the first preset height are different in different construction sites and construction ranges.
Specifically, before the crown beam 7, the first concrete support 8 and the retaining wall 9 are constructed, the wall head of the underground diaphragm wall 1 needs to be chiseled off to reserve a construction space for the crown beam 7.
Specifically, the specifications of the crown beam 7, the first concrete support 8 and the retaining wall 9 are implemented according to the design drawing. The construction mode is the existing construction mode and is not further described here.
And S103, sequentially constructing a second steel support 12, a third steel support 13 and a fourth steel support 14, as shown in the attached figure 5.
Specifically, in the step S102, the second steel support 12, the third steel support 13, and the fourth steel support 14 may be implemented only after the crown beam 7 and the first concrete reach a preset strength (the preset strength is based on a design drawing).
Specifically, the second steel support 12 includes the following steps: and excavating a second foundation pit, erecting a first steel support and applying a first pre-axial force and a first servo system when the second foundation pit is excavated to 0.4-0.6 m, and then continuing excavating until the second foundation pit reaches a second preset height. The second preset height is based on a design drawing, and the standards of the second preset height are different in different construction sites and construction ranges.
Specifically, the second steel support 12 is completely constructed and reaches a preset strength (the preset strength is based on the design drawing), and then the third steel support 13 is constructed. The third steel support 13 comprises the following specific steps: and excavating a third foundation pit, erecting a second steel support and applying a second pre-axial force and a second servo system when excavating to 0.4-0.6 m, and then continuing excavating until the third foundation pit reaches a third preset height. The third preset height is based on a design drawing, and the standards of the third preset height are different in different construction sites and construction ranges.
Specifically, after the third steel support 13 is finished and reaches a preset strength (the preset strength is based on the design drawing), the fourth steel support 14 is started to be worked. The fourth steel support 14 comprises the following specific steps: and excavating a fourth foundation pit, erecting a third steel support and applying a third pre-axial force and a third servo system when the excavation is carried out to 0.4-0.6 m, and then continuing excavating until the fourth foundation pit reaches a fourth preset height. The fourth preset height is based on a design drawing, and the standards of the fourth preset height are different in different construction sites and construction ranges.
Specifically, the specifications of the first steel support, the second steel support and the third steel support are based on design drawings, and may be the same or different. The first pre-applied axial force, the second pre-applied axial force and the third pre-applied axial force are the same or different in strength based on the design drawing. The first servo system, the second servo system and the third servo system are based on design drawings and can be the same or different.
Specifically, the specifications of the second steel support 12, the third steel support 13 and the fourth steel support 14 are implemented according to design drawings. The construction mode is the existing construction mode and is not further described here.
S104, sequentially forming a bottom layer structure 15, a middle layer structure 16 and a top layer structure 17, as shown in fig. 6, 7, 8 and 9.
Specifically, the bottom layer structure 15, the middle layer structure 16 and the top layer structure 17 can be applied only after the fourth steel support 14 is applied in the step S103 and reaches a predetermined strength (the predetermined strength is based on the design drawing).
Specifically, the specific steps of constructing the substructure 15 include:
firstly, a bottom plate cushion layer, a bottom plate waterproof layer, a fine stone concrete protective layer and a first part of side wall waterproof layer are constructed.
And then pouring concrete of the bottom plate, the bottom beam and the first part of the side wall.
And finally, when the bottom plate, the bottom beam and the first part of side wall concrete reach preset strength (the preset strength is based on a design drawing), removing the third steel support 13 and the fourth steel support 14, arranging a drain hole and removing a well point pipe.
Specifically, the specific steps for implementing the middle layer structure 16 include:
firstly, the middle plate waterproof layer, the middle column, the middle plate, the middle beam and the second part of the side wall concrete are manufactured.
And then, when the concrete of the middle column, the middle plate, the middle beam and the second part of the side wall reaches preset strength (the preset strength is based on a design drawing), the second steel support 12, the first concrete support and the first concrete support 8 are dismantled. When the zero column 6 is provided, the zero column 6 also needs to be removed.
Specifically, the specific steps of implementing the top layer structure 17 include:
firstly, applying a top plate waterproof layer, a top plate, a top beam and third part of side wall concrete;
and then, when the concrete of the propping, top plate, top beam and third part side wall reaches preset strength (the preset strength is based on design drawing), the retaining wall 9 is dismantled and the first long main reinforcement 10 is chiseled out, and two ends of the top plate are made to extend outwards so that the two ends of the top plate are respectively connected with the crown beams 7 at two sides.
When the first long main reinforcement 10 is chiseled out, only the part of the retaining wall 9 is chiseled out to press the part against the overhanging part at the two ends of the top plate, and the parts at other positions can be chiseled out according to the requirement.
Specifically, specifications of the bottom layer structure 15, the middle layer structure 16, and the top layer structure 17 are implemented according to design drawings. The construction mode is the existing construction mode and is not further described here.
And S105, constructing a ground structure 18, and combining the structure shown in the accompanying drawings 10 and 11.
Specifically, the ground structure 18 is implemented according to design drawings, and in the present embodiment, the ground structure 18 is a station structure and a hall structure.
Specifically, after the concrete of the ground structure 18 reaches a preset strength, the drainage hole and the dewatering well 4 are closed, thereby completing the overall construction.
Specifically, the specification of the floor structure 18 is implemented according to a design drawing. The construction mode is the existing construction mode and is not further described here.
In conclusion, the embodiment of the invention improves the anti-floating effect by the existing enclosing structure participating in anti-floating; the top plate of the structure is higher than the level of the field without covering soil, so that the risk of water leakage is reduced; by reducing the use of the uplift pile 3, the manufacturing cost is reduced; simultaneously, through the first foundation ditch outside underground continuous wall 1 leads to first long owner muscle 10 first foundation ditch is inboard underground continuous wall 1 leads to the long owner muscle of second 11 makes long owner muscle can participate in earlier stage first foundation ditch is enclosed, and the later stage can be regarded as the anchor muscle anchor to go into the roof participates in anti floating, has still improved the utilization ratio.
It should be noted that, in this document, the term "comprises/comprising" or any other variation thereof is intended to cover a non-exclusive inclusion, so that a process, article or apparatus that comprises a list of elements does not include only those elements but also other elements not expressly listed or inherent to such process, article or apparatus.
The present invention is not limited to the above preferred embodiments, and any modifications, equivalent substitutions and improvements made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (10)
1. The construction method of the anti-floating system is characterized by comprising the following steps:
s1, constructing an underground diaphragm wall, a guide wall, an uplift pile, a dewatering well and a high-pressure rotary jet column;
s2, excavating a first foundation pit, and constructing a crown beam, a first concrete support and a retaining wall after the first foundation pit reaches a first preset height, wherein the underground continuous wall on the outer side of the first foundation pit is communicated with a first long main rib to serve as a main rib of the retaining wall, and the underground continuous wall on the inner side of the first foundation pit is communicated with a second long main rib to reserve a reinforcing bar connector at the top of the crown beam;
s3, sequentially constructing a second steel support, a third steel support and a fourth steel support;
s4, sequentially constructing a bottom layer structure, a middle layer structure and a top layer structure;
and S5, constructing a ground structure.
2. The construction method of the anti-floating system according to claim 1, wherein the step of S3, the step of sequentially constructing the second steel support, the third steel support and the fourth steel support comprises the following steps:
the second steel support comprises the following specific steps: excavating a second foundation pit, erecting a first steel support when the second foundation pit is excavated to 0.4-0.6 m, applying a first pre-axial force and a first servo system, and then continuing excavating until the second foundation pit reaches a second preset height;
the third steel support comprises the following specific steps: excavating a third foundation pit, erecting a second steel support and applying a second pre-axial force and a second servo system when the third foundation pit is excavated to 0.4-0.6 m, and then continuing excavating until the third foundation pit reaches a third preset height;
the fourth steel support comprises the following specific steps: and excavating a fourth foundation pit, erecting a third steel support and applying a third pre-axial force and a third servo system when the excavation is carried out to 0.4-0.6 m, and then continuing excavating until the fourth foundation pit reaches a fourth preset height.
3. The method for constructing an anti-floating system according to claim 1, wherein the step of S4, constructing a substructure comprises:
firstly, constructing a bottom plate cushion layer, a bottom plate waterproof layer, a fine stone concrete protective layer and a first part of side wall waterproof layer;
then pouring concrete of the bottom plate, the bottom beam and the first part of the side wall;
and finally, removing the third steel support and the fourth steel support, arranging a water drainage hole, and removing the well point pipe.
4. The method for constructing an anti-floating system according to claim 3, wherein the step of S5 constructing the ground structure further comprises: and closing the water drainage hole and the dewatering well.
5. The construction method of the anti-floating system according to claim 1, wherein the step of S4 constructing the middle layer structure comprises:
firstly, constructing a middle plate waterproof layer, a middle column, a middle plate, a middle beam and second part of side wall concrete;
and then the second steel support, the first concrete support and the first concrete support are dismantled.
6. The method for constructing an anti-floating system according to claim 5, wherein the concrete steps of S1, constructing the guide wall, the underground continuous wall, the uplift pile, the dewatering well and the high-pressure jet grouting column further comprise: applying a zero hour upright post;
the concrete steps of dismantling the second steel support, the first concrete support and the first concrete support further comprise: and dismantling the zero hour stand column.
7. The construction method of the anti-floating system according to claim 1, wherein the step S4 of constructing the top layer structure comprises the following steps:
firstly, applying a top plate waterproof layer, a top plate, a top beam and third part of side wall concrete;
and then removing the retaining wall, chiseling out the first long main rib, and constructing two ends of the top plate so that the two ends of the top plate extend outwards and are respectively connected with the crown beams on two sides.
8. The method for constructing an anti-floating system according to claim 1, wherein the step of S1, constructing a guide wall, an underground continuous wall, an anti-floating pile, a dewatering well and a high-pressure jet grouting column further comprises: and arranging the field to enable the field to be flat, and then arranging a fence.
9. The method for constructing an anti-floating system according to claim 1, wherein the step of S2 excavating the first foundation pit further comprises: the water in the pit is precipitated 18 to 22 days in advance.
10. The method for constructing an anti-floating system according to claim 1, wherein the step of S2, constructing the crown beam, the first concrete supporting and retaining wall further comprises: and chiseling off the wall head of the underground continuous wall.
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| CN202110271256.6A CN112982438A (en) | 2021-03-12 | 2021-03-12 | Construction method of anti-floating system |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN115045288A (en) * | 2022-06-06 | 2022-09-13 | 中交(长沙)建设有限公司 | Construction method of open-cut latticed column supporting system |
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