CN110409420B - Underground continuous wall with pit facing surface and precipitation function - Google Patents
Underground continuous wall with pit facing surface and precipitation function Download PDFInfo
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- CN110409420B CN110409420B CN201910727023.5A CN201910727023A CN110409420B CN 110409420 B CN110409420 B CN 110409420B CN 201910727023 A CN201910727023 A CN 201910727023A CN 110409420 B CN110409420 B CN 110409420B
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- reinforcement cage
- water
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- 238000001556 precipitation Methods 0.000 title claims description 21
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 134
- 238000003860 storage Methods 0.000 claims abstract description 87
- 230000002787 reinforcement Effects 0.000 claims abstract description 39
- 238000010276 construction Methods 0.000 claims abstract description 37
- 239000004567 concrete Substances 0.000 claims abstract description 16
- 238000011065 in-situ storage Methods 0.000 claims abstract description 9
- 239000011150 reinforced concrete Substances 0.000 claims abstract description 8
- 238000004891 communication Methods 0.000 claims abstract description 4
- 229910000831 Steel Inorganic materials 0.000 claims description 19
- 239000010959 steel Substances 0.000 claims description 19
- 239000002689 soil Substances 0.000 claims description 11
- 230000009471 action Effects 0.000 claims description 4
- 238000005266 casting Methods 0.000 claims description 4
- 239000004033 plastic Substances 0.000 claims description 4
- 239000011148 porous material Substances 0.000 claims description 3
- 239000003673 groundwater Substances 0.000 description 16
- 238000005086 pumping Methods 0.000 description 5
- 238000009412 basement excavation Methods 0.000 description 4
- 238000011161 development Methods 0.000 description 4
- 238000013461 design Methods 0.000 description 3
- 238000000034 method Methods 0.000 description 3
- 239000012466 permeate Substances 0.000 description 3
- 230000008569 process Effects 0.000 description 3
- 238000010586 diagram Methods 0.000 description 2
- 230000000149 penetrating effect Effects 0.000 description 2
- 230000002265 prevention Effects 0.000 description 2
- 230000000903 blocking effect Effects 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000012938 design process Methods 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 230000008595 infiltration Effects 0.000 description 1
- 238000001764 infiltration Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 239000000047 product Substances 0.000 description 1
- 238000009736 wetting Methods 0.000 description 1
Classifications
-
- 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
-
- 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
- E02D19/10—Restraining of underground water by lowering level of ground water
-
- 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
- E02D5/18—Bulkheads or similar walls made solely of concrete in situ
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0001—Rubbers
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0004—Synthetics
- E02D2300/0006—Plastics
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0026—Metals
- E02D2300/0029—Steel; Iron
Landscapes
- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- Mining & Mineral Resources (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Hydrology & Water Resources (AREA)
- Environmental & Geological Engineering (AREA)
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
The invention discloses an underground continuous wall with a pit facing surface and a dewatering function, which comprises a reinforcement cage, round pipes and a water storage tank, wherein the round pipes are vertically arranged and buried in the reinforcement cage, the tops of the round pipes extend out from the tops of the reinforcement cage, the water storage tank is fixed at the lower part of the pit facing surface of the reinforcement cage, the water storage tank is connected with the bottoms of the round pipes, the water storage tank and the round pipes form a closed communication system, the earth facing surface of the water storage tank is respectively provided with a plurality of water inlets, and the reinforcement cage is placed in a groove and is formed into a cast-in-situ reinforced concrete wall body in a concrete pouring mode. The water storage tank is prefabricated in advance and buried at the lower part of the pit facing surface of the underground diaphragm wall, and the water storage tank (dewatering well) can be put into use after construction is finished, so that the traditional dewatering well is not required to be arranged at the inner side of the foundation pit engineering, and the construction period and the construction cost of the dewatering well are greatly saved.
Description
Technical Field
The invention relates to the field of underground continuous walls for constructional engineering, in particular to an underground continuous wall with a pit facing surface and a dewatering function.
Background
With the rapid development of urban underground space development in China, large-scale subway systems, high-rise building basements, underground stations, sponge urban construction and the like face deep foundation pit engineering, underground continuous walls become common structures for urban deep underground space development, and the underground continuous walls mainly represent temporary supporting structures and permanent structures, and have been proved in the process of urban underground space development. The underground diaphragm wall has the functions of water interception, seepage prevention, bearing, water blocking and the like, has good integrity, high construction speed, small construction vibration and high wall rigidity, is suitable for construction in dense building groups and the like, and is paid attention to and widely applied.
The traditional underground diaphragm wall has good water interception, prevention of seepage function, and when the waterproof layer is embedded to traditional underground diaphragm wall bottom, foundation ditch engineering all around groundwater can't permeate into inside the foundation ditch, only need set up traditional precipitation well (tube well point precipitation) in the foundation ditch inboard this moment, falls the inboard groundwater level of foundation ditch below the bottom plate, as shown in fig. 1.
During construction of the well point, the well pipe is required to be drilled, cleaned, hung, filled with filter materials, washed, installed with a water pump and the like through a drilling machine, and the well pipe is required to be pulled out and sealed after the well point is used. A larger-scale foundation pit engineering often needs to be provided with a large number of dewatering wells, the overall cost is high, and the construction site is occupied.
The invention focuses on the following problems: in the foundation pit engineering adopting the underground diaphragm wall for supporting, the bottom of the underground diaphragm wall is embedded into a water-resisting layer, the outside groundwater of the foundation pit cannot permeate into the foundation pit, and a novel dewatering well is developed to carry out well point dewatering on the groundwater in the water-bearing layer at the inner side of the foundation pit, so that the novel dewatering well can meet the related requirements of dewatering, and has the characteristics of simplicity and convenience in construction and low cost.
Disclosure of Invention
The invention aims to make up the defects of the prior art and provides an underground diaphragm wall with a pit facing surface and a dewatering function, wherein a water storage tank (dewatering well) is prefabricated and buried at the lower part of the pit facing surface of a reinforcement cage, and the water storage tank (dewatering well) can be put into use after construction is finished without independently arranging a traditional dewatering well, so that the underground diaphragm wall has the characteristics of simple construction and low cost.
In order to achieve the above purpose, the technical scheme adopted by the invention is as follows:
an underground diaphragm wall with a pit facing surface and a precipitation function, which is characterized in that: the concrete casting type underground continuous wall comprises a steel reinforcement cage, a circular pipe and a water storage tank, wherein the circular pipe is vertically arranged and buried in the steel reinforcement cage, the top of the circular pipe extends out from the top of the steel reinforcement cage, the water storage tank is fixed at the lower part of the pit facing surface of the steel reinforcement cage, the water storage tank is connected with the bottom of the circular pipe, the water storage tank and the circular pipe form a closed communication system, the earth facing surface of the water storage tank is respectively provided with a plurality of water inlets, and the steel reinforcement cage is placed in a groove and is formed with a cast-in-situ reinforced concrete wall body in a concrete casting mode to form the underground continuous wall; groundwater enters through the plurality of water inlets and is stored in the water storage tank, and then is pumped out of the ground surface by a submersible pump arranged in the bottom of the round pipe.
The underground diaphragm wall with the pit facing surface having the precipitation function is characterized in that: the thickness of the water storage tank is not more than half of the thickness of the steel reinforcement cage, and the bottom surface of the water storage tank is in an arc shape.
The underground diaphragm wall with the pit facing surface having the precipitation function is characterized in that: the aperture ratio of the water inlet holes is not less than 50%; the outer sides of the water inlet holes are bound with multi-layer filter screens with different pore sizes.
The underground diaphragm wall with the pit facing surface having the precipitation function is characterized in that: the soil facing surface of the water storage tank is fixed with a circle of rubber enclosing shield around the water inlets, and the height of the rubber enclosing shield from the soil facing surface of the water storage tank is slightly larger than the gap between the reinforcement cage and the groove.
The underground diaphragm wall with the pit facing surface having the precipitation function is characterized in that: the water storage tank is made of steel or plastic, and has enough strength and rigidity, and does not crack or fail under the action of construction load and soil pressure.
Compared with the prior art, the invention has the following advantages:
1. the water storage tank is prefabricated in advance and buried at the lower part of the pit facing surface of the reinforcement cage, namely, the water storage tank (dewatering well) can be put into use after construction is finished, so that the traditional dewatering well is not required to be arranged at the inner side of the foundation pit engineering, the construction period and the construction cost of the dewatering well are greatly saved, and the practicability is high.
2. When the traditional dewatering well is used for reducing the underground water level in the foundation pit, the dewatering well is positioned at the inner side of the foundation pit, occupies construction space, has interference and influence on the construction of other work types, and is required to be plugged after the use is finished; the water storage tank (dewatering well) adopted by the invention is arranged in the underground diaphragm wall, does not occupy construction space, and can not be plugged after the use is finished if no special requirements exist.
3. The invention is a drainage well composed of a water storage tank and a circular tube, which can be used for pumping water and reducing pressure, and can also be used as an underground water level observation hole.
Drawings
Fig. 1 is a schematic view of precipitation at well points inside a conventional foundation pit.
Fig. 2 is a schematic three-dimensional structure of the reinforcement cage according to the present invention.
Fig. 3 is a schematic three-dimensional structure of a water storage tank according to the present invention.
Fig. 4 is a schematic diagram of a three-dimensional structure of a water storage tank according to the present invention.
Fig. 5 is a schematic three-dimensional structure of the water storage tank after hiding the rubber enclosure.
Fig. 6 is a schematic three-dimensional structure of the present invention.
Fig. 7 is a schematic structural diagram of a trench in the present invention.
Fig. 8 is a schematic view of a suspended reinforcement cage according to the present invention.
Fig. 9 is a schematic view of a cast concrete according to the present invention.
Fig. 10 is a schematic representation of precipitation according to the present invention.
Reference numerals illustrate: 1. traditional underground continuous wall; 2. a traditional dewatering well; 3. wetting the line after precipitation; 4. a reinforcement cage; 5. a water storage tank; 6. a plurality of water inlet holes; 7. a round tube; 8. a rubber enclosure; 9. cast-in-situ reinforced concrete wall; 10. a groove; A. an aquifer; B. a water-resistant layer; the arrows in the figure indicate the direction of the water pumping flow.
Detailed Description
Referring to the drawings:
the traditional underground diaphragm wall 1 is embedded into the waterproof layer B, the traditional underground diaphragm wall 1 blocks the outside groundwater of the foundation pit from penetrating into the foundation pit, only the inside of the foundation pit is required to be pumped to reduce the water level, and the outside groundwater of the foundation pit has no influence on the excavation of the foundation pit. It is common practice to arrange a conventional dewatering well 2 inside the foundation pit to lower the groundwater level in the pit, as shown in fig. 1.
The underground diaphragm wall with the pit facing surface and the dewatering function comprises a reinforcement cage 4, a circular tube 7 and a water storage tank 5, wherein the circular tube 7 is vertically arranged and buried in the reinforcement cage 4, the top of the circular tube 7 extends out of the top of the reinforcement cage 4, the water storage tank 5 is fixed at the lower part of the pit facing surface of the reinforcement cage 4, the water storage tank 5 is connected with the bottom of the circular tube 7, the water storage tank 5 and the circular tube 7 form a closed communication system, the earth facing surface of the water storage tank 5 is respectively provided with a plurality of water inlets 6, and the reinforcement cage 4 is placed in a groove 10 and is formed with a cast-in-situ reinforced concrete wall 9 in a concrete pouring mode to form the underground diaphragm wall; groundwater enters through a plurality of water inlets 6 and is stored in the water storage tank 5, and then is pumped out of the ground surface by a submersible pump arranged in the bottom of the round pipe 7 for discharge.
The above mentioned "pit facing" is one side of the earth excavation of the foundation pit. The above-mentioned azimuth words such as "lower", "inner", "vertical", "bottom", "upper" and the like are determined based on the posture of the underground diaphragm wall at the time of construction. The reinforcement cage 4 is suspended above the trench 10 during construction and is in a plumb state as shown in fig. 8 to 10. Under the gesture, the specific pointing direction of each azimuth word is determined, and azimuth words which are proposed elsewhere in the specification are also estimated according to the gesture. The above orientation or positional relationship is based on that shown in the drawings for descriptive convenience only and is not indicative or implying that the apparatus or components in question must have a particular orientation, configuration and operation, and therefore should not be construed as limiting the invention.
The thickness of the water storage tank 5 is not more than half of the thickness of the steel reinforcement cage 4, as shown in fig. 2, on one hand, concrete can effectively penetrate into the steel reinforcement cage 4 at the lower part of the water storage tank 5 during cast-in-situ construction and can realize effective vibration, and on the other hand, the whole underground diaphragm wall has enough strength, and an obvious strength weak layer cannot be formed at the water storage tank 5.
The bottom surface of the water storage tank 5 is in an arc shape, as shown in fig. 3 to 5, the arc shape is convenient for the concrete at the lower part to flow upwards, and the impact force on the water storage tank 5 is small.
The height of the water storage tank 5 is greater than that of the submersible pump, so that when the submersible pump enters the water storage tank 5 based on the round pipe 7, the water inlet of the submersible pump is positioned in the water storage tank 5.
The aperture ratio of the plurality of water inlet holes 6 is not less than 50%; the outer sides of the water inlet holes 6 are bound with multi-layer filter screens with different pore sizes, so that large-particle-size soil can be prevented from entering the water storage tank 5 through the water inlet holes 6; the submerged pump arranged in the bottom of the circular tube 7 can extract the groundwater stored in the water storage tank 5 to the ground surface for discharge; the "aperture ratio" refers to the ratio of the area of the plurality of water inlet holes 6 on the earth facing surface of the water storage tank 5 to the surface area of the earth facing surface thereof.
The soil facing surface of the water storage tank 5 is fixed with a circle of rubber enclosing block 8 around the plurality of water inlets 6, the height of the rubber enclosing block 8 from the soil facing surface of the water storage tank 5 is slightly larger than the gap between the reinforcement cage 4 and the groove 10, the rubber enclosing block 8 can prevent concrete from being diffused into the water storage tank 5 when concrete is poured, and the rubber enclosing block 8 is elastically deformed under the action of load.
The water storage tank 5 is made of steel or plastic, and the water storage tank 5 has enough strength and rigidity, and does not crack or fail under the action of construction load and soil pressure.
The water storage tank 5 and the round pipe 7 form a drainage system which is communicated with each other. Because the water storage tank 5 is prefabricated, various known auxiliary measures can be adopted to ensure the effectiveness of a drainage system and ensure that the drainage capacity meets the drainage design requirement. The water storage tank 5 and the circular tube 7 are prefabricated on the ground, and the construction quality is controllable, so that the drainage performance of the water storage tank meets the requirements.
The water storage tank 5 is prefabricated at the lower part of the pit facing surface of the reinforcement cage 4, as shown in fig. 2. The underground diaphragm wall after construction is finished is shown in fig. 6, and comprises a water storage tank 5 positioned at the lower part of the pit facing surface and a cast-in-situ ordinary reinforced concrete wall 9 positioned at the rest.
In the design process, the position of the water storage tank 5 should be accurately determined so that the water storage tank 5 is located above the water-resisting layer B and located in the water-bearing layer A at the bottom of the foundation pit, namely, the water storage tank 5 is located in the water-bearing layer A at the bottom of the inner side of the foundation pit after the construction is finished, as shown in fig. 10. Groundwater in the water-bearing layer A permeates into the water storage tank 5 and is then pumped and discharged by the submersible pump.
The round pipe 7 corresponds to the well pipe of a conventional dewatering well, and can be made of plastic pipe or steel pipe. The tube 7 should have a sufficient inner diameter to allow the submersible pump to sink into the reservoir 5 based on the bore of the tube 7. The water hose is connected to the submersible pump, and the groundwater permeated into the water storage tank 5 can be extracted to the ground surface for discharge by starting the submersible pump. After the precipitation is finished, the submersible pump can be lifted away from the circular tube 7 and removed without pulling out the circular tube 7.
The construction method of the invention is briefly introduced as follows:
(1) Leveling the field, measuring and paying off, casting guide walls, and digging grooves 10, as shown in fig. 7.
(2) Manufacturing a reinforcement cage 4 in advance, fixing a water storage tank 5 at the lower part of the pit facing surface of the reinforcement cage 4, and forming an intercommunicating drainage system by the water storage tank 5 and a circular pipe 7, as shown in figures 2-5; the reinforcement cage 4 is lifted into the trench 10 with the side with the water storage tank 5 inside the foundation pit as shown in fig. 8.
The water storage tank 5 and the round pipe 7 which are additionally arranged in the steel reinforcement cage 4 have smaller overall weight, and the lifting construction of the steel reinforcement cage 4 cannot be influenced.
When the design is carried out, the water storage tank 5 is ensured to be positioned above the water-resisting layer B and in the water-bearing layer A at the bottom of the foundation pit.
(3) And pouring concrete to form an underground continuous wall, wherein the rest parts except the water storage tank 5 are cast-in-situ reinforced concrete walls 9, as shown in fig. 9.
In the process of pouring concrete, partial concrete is not excluded from entering the water inlet holes 6 of the water storage tank 5 through the rubber fence 8, and the water inlet holes 6 can be blocked. Therefore, before the initial setting of the concrete, the water storage tank 5 can be intermittently and periodically inflated based on the round pipe 7, and the unset concrete at the water inlet holes 6 can be dredged and removed by gas, so that the water inlet holes 6 can not be blocked, and the water inlet holes 6 can be prevented from losing the water permeable function.
(4) Foundation pit excavation construction, can be based on the immersible pump that sets up in 7 bottoms of pipe in the excavation process and draw groundwater gradually. When the foundation pit is excavated to the designed elevation, the groundwater is reduced to the designed water level based on the dewatering well in the underground diaphragm wall, and finally the formed post-dewatering infiltration line 3 meets the construction requirement, as shown in fig. 10.
Because the underground diaphragm wall is embedded in the water-resisting layer B, the underground diaphragm wall blocks the outside groundwater of the foundation pit from penetrating into the foundation pit, so that the water level is reduced by pumping water to the inner side of the foundation pit, and the pumping system arranged in the water storage tank 5 at the bottom of the inner side of the foundation pit can pump and drain the groundwater in the foundation pit.
Generally, a certain number of dewatering wells are evenly distributed around the foundation pit according to the design. The underground diaphragm wall with the water storage tank 5 is adopted at the position where the dewatering well is designed and arranged, so that the dewatering well is arranged inside the underground diaphragm wall. And at the position where no dewatering well is arranged, the traditional cast-in-situ reinforced concrete underground diaphragm wall is still adopted. Therefore, no dewatering well is required to be arranged on the underground diaphragm wall of all the unit groove sections, and the dewatering well is only required to be reasonably arranged.
The water storage tank 5 is prefabricated in advance and buried in the lower part of the inner side of the underground diaphragm wall, and the water storage tank 5 (precipitation well) buried in the bottom of the inner side of the underground diaphragm wall can be put into use when the construction of the underground diaphragm wall is finished, so that the inner side of a foundation pit engineering does not need to be provided with a traditional precipitation well, the construction period and the construction cost of the precipitation well are greatly saved, and the practicability is strong; when the traditional dewatering well is used for reducing the underground water level in the foundation pit, the dewatering well is positioned at the inner side of the foundation pit, occupies construction space, has interference and influence on the construction of other work types, and is required to be plugged after the use is finished; the water storage tank 5 (dewatering well) is arranged in the underground diaphragm wall, so that the construction space is not occupied, and the water storage tank can not be plugged after the use is finished if no special requirement exists; the drainage well consisting of the water storage tank 5 and the circular tube 7 can be used for pumping water and reducing pressure and can also be used as an underground water level observation hole.
The drawings only show the partial shape and the partial connection mode of the underground diaphragm wall with the pit facing and the precipitation function, and the shapes of the components (the water storage tank and the round pipe) and the connection mode of the parts can be changed according to the proposed thought to form other relevant types of underground diaphragm walls with the pit facing and the precipitation function, which belong to equivalent modification and change of the invention and are not repeated here.
The drawings are for illustrative purposes only and are not to be construed as limiting the invention; for the purpose of better illustrating the embodiments, certain elements of the drawings may be omitted, enlarged or reduced and do not represent the actual product dimensions; it will be appreciated by those skilled in the art that certain well-known structures in the drawings and descriptions thereof may be omitted; the same or similar reference numerals correspond to the same or similar components; the terms describing the positional relationship in the drawings are merely illustrative and are not to be construed as limiting the invention.
The present invention is not limited to the above-described embodiments, and according to the above-described matters, the present invention may be modified, replaced or altered in various equivalent ways without departing from the basic technical spirit of the present invention, all of which fall within the scope of the present invention, according to the general technical knowledge and conventional means in the art.
Claims (3)
1. An underground diaphragm wall with a pit facing surface and a precipitation function, which is characterized in that: the concrete casting machine comprises a steel reinforcement cage, a circular pipe and a water storage tank, wherein the circular pipe is vertically arranged and buried in the steel reinforcement cage, the top of the circular pipe extends out from the top of the steel reinforcement cage, the water storage tank is fixed on the lower part of the pit facing surface of the steel reinforcement cage, the water storage tank is connected with the bottom of the circular pipe, the water storage tank and the circular pipe form a closed communication system, the soil facing surface of the water storage tank is respectively provided with a plurality of water inlets, and the steel reinforcement cage is placed in a groove and is formed into a cast-in-situ reinforced concrete wall body in a concrete pouring mode;
the thickness of the water storage tank is not more than half of the thickness of the reinforcement cage, and the bottom surface of the water storage tank is in an arc shape; the aperture ratio of the water inlet holes is not less than 50%; the outer sides of the water inlet holes are bound with multi-layer filter screens with different pore sizes.
2. The underground diaphragm wall with the pit facing surface having the precipitation function according to claim 1, wherein: the soil facing surface of the water storage tank is fixed with a circle of rubber enclosing shield around the water inlets, and the height of the rubber enclosing shield from the soil facing surface of the water storage tank is slightly larger than the gap between the reinforcement cage and the groove.
3. The underground diaphragm wall with the pit facing surface having the precipitation function according to claim 1, wherein: the water storage tank is made of steel or plastic, and has enough strength and rigidity, and does not crack or fail under the action of construction load and soil pressure.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910727023.5A CN110409420B (en) | 2019-08-07 | 2019-08-07 | Underground continuous wall with pit facing surface and precipitation function |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910727023.5A CN110409420B (en) | 2019-08-07 | 2019-08-07 | Underground continuous wall with pit facing surface and precipitation function |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN110409420A CN110409420A (en) | 2019-11-05 |
| CN110409420B true CN110409420B (en) | 2024-04-16 |
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| CN201910727023.5A Active CN110409420B (en) | 2019-08-07 | 2019-08-07 | Underground continuous wall with pit facing surface and precipitation function |
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Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111305180B (en) * | 2020-02-24 | 2024-05-17 | 宁波市轨道交通集团有限公司 | Early warning equipment system and monitoring method for foundation pit confined water |
| CN111441722B (en) * | 2020-03-24 | 2021-12-07 | 中国二十冶集团有限公司 | Drilling construction method for pressure-bearing-resistant underwater dewatering well in ultra-deep foundation pit surrounded by ground wall |
| CN114382073B (en) * | 2021-12-30 | 2023-07-18 | 中铁十四局集团有限公司 | Underground continuous wall system for protecting spring vein or underground water and construction method thereof |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2004360259A (en) * | 2003-06-03 | 2004-12-24 | Taisei Corp | Foundation structure of structure |
| CN108193666A (en) * | 2018-01-09 | 2018-06-22 | 中铁十六局集团北京轨道交通工程建设有限公司 | Underground continuous wall groove segment and diaphram wall |
| CN211036962U (en) * | 2019-08-07 | 2020-07-17 | 中煤第三建设（集团）有限责任公司 | Underground continuous wall with pit-facing surface and dewatering function |
-
2019
- 2019-08-07 CN CN201910727023.5A patent/CN110409420B/en active Active
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2004360259A (en) * | 2003-06-03 | 2004-12-24 | Taisei Corp | Foundation structure of structure |
| CN108193666A (en) * | 2018-01-09 | 2018-06-22 | 中铁十六局集团北京轨道交通工程建设有限公司 | Underground continuous wall groove segment and diaphram wall |
| CN211036962U (en) * | 2019-08-07 | 2020-07-17 | 中煤第三建设（集团）有限责任公司 | Underground continuous wall with pit-facing surface and dewatering function |
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| CN110409420A (en) | 2019-11-05 |
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