CN114960775A - Anti-seepage lock catch structure for ground wall joint position in ultra-deep foundation pit and construction method - Google Patents
Anti-seepage lock catch structure for ground wall joint position in ultra-deep foundation pit and construction method Download PDFInfo
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- CN114960775A CN114960775A CN202210673356.6A CN202210673356A CN114960775A CN 114960775 A CN114960775 A CN 114960775A CN 202210673356 A CN202210673356 A CN 202210673356A CN 114960775 A CN114960775 A CN 114960775A
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- 238000010276 construction Methods 0.000 title claims abstract description 20
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 105
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 33
- 239000010959 steel Substances 0.000 claims abstract description 33
- 230000002787 reinforcement Effects 0.000 claims abstract description 9
- 238000009412 basement excavation Methods 0.000 claims abstract description 6
- 244000025254 Cannabis sativa Species 0.000 claims description 9
- 235000012766 Cannabis sativa ssp. sativa var. sativa Nutrition 0.000 claims description 9
- 235000012765 Cannabis sativa ssp. sativa var. spontanea Nutrition 0.000 claims description 9
- 235000009120 camo Nutrition 0.000 claims description 9
- 235000005607 chanvre indien Nutrition 0.000 claims description 9
- 239000011487 hemp Substances 0.000 claims description 9
- 238000000034 method Methods 0.000 claims description 8
- 238000011161 development Methods 0.000 abstract description 6
- 208000010543 22q11.2 deletion syndrome Diseases 0.000 description 11
- 230000018109 developmental process Effects 0.000 description 4
- 230000035699 permeability Effects 0.000 description 3
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 230000002093 peripheral effect Effects 0.000 description 2
- 239000002689 soil Substances 0.000 description 2
- 238000006467 substitution reaction Methods 0.000 description 2
- 230000001133 acceleration Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
- 238000003780 insertion Methods 0.000 description 1
- 230000037431 insertion Effects 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 229920006395 saturated elastomer Polymers 0.000 description 1
- 230000011218 segmentation Effects 0.000 description 1
- 238000012546 transfer Methods 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
- 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
- E02D31/02—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 ground humidity or ground water
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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
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/04—Making large underground spaces, e.g. for underground plants, e.g. stations of underground railways; Construction or layout thereof
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/16—Arrangement or construction of joints in foundation structures
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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
- E02D5/18—Bulkheads or similar walls made solely of concrete in situ
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Abstract
The invention belongs to an anti-seepage lock catch structure and a construction method of a ground wall joint position in an ultra-deep foundation pit in the field of urban underground space development, and the technical scheme is as follows: the underground continuous walls comprise a first underground continuous wall constructed in the early period and a second underground continuous wall constructed in the later period, and an interface exists between the first underground continuous wall and the second underground continuous wall; the anti-seepage lock catch structure comprises a first water stopping lock catch, a second water stopping lock catch and a water stopping steel plate; the first water-stopping lock catch and the second water-stopping lock catch are respectively arranged on the reinforcement cages of the first underground continuous wall and the second underground continuous wall and are arranged in pairs at two sides of the inner side of the foundation pit, which are close to the interface; the notches of the first water stopping lock catch and the second water stopping lock catch are opposite, and the water stopping steel plate is embedded between the first water stopping lock catch and the second water stopping lock catch. The structure and the construction method are applied to the development of the ultra-deep underground space in the high underground water level center urban area, the risk of water leakage of the underground diaphragm wall can be effectively reduced, and further the influence of foundation pit excavation on the surrounding environment is reduced.
Description
Technical Field
The invention belongs to the field of urban underground space development, and particularly relates to a reinforced water stop structure and a construction method in the development of an ultra-deep underground space in an urban area of a high-groundwater-level center, which can ensure the effective protection of the surrounding environment and the safe and smooth implementation of foundation pit engineering.
Background
In recent years, China has been accelerated along with economic development, and city construction is changing day by day. With the acceleration of the urbanization process, many cities begin to seek opportunities for space expansion towards deep underground spaces under the condition that shallow underground space development tends to be saturated. New projects for deep underground spaces have emerged with increasing space requirements for cities, expanding city capacity in the vertical direction.
Due to the outstanding advantages of large rigidity, deep wall forming depth, reliable quality and the like, the underground continuous wall is the most widely applied enclosure structure form in ultra-deep foundation pit construction at present. The construction process of the underground continuous wall needs to be implemented successively in different groove sections, and the joint positions among the groove sections of the underground continuous wall often become weak nodes of water leakage. Particularly, for ultra-deep foundation pit engineering, the stratum conditions are more complicated, and the problem of water leakage at the position of a ground wall joint is more prominent in the stratum with stronger water permeability. Leakage water occurs in foundation pit engineering, on one hand, the water level outside the pit is reduced, and then soil outside the pit is solidified and settled; on the other hand, fine-grained silt can enter the pit along with the leakage water, so that soil outside the pit can be lost. Therefore, if water leakage occurs in the foundation pit engineering, the surrounding ground surface is inevitably settled, and the safety of surrounding structures, roads and underground pipelines is threatened. Meanwhile, the safe and smooth construction of foundation pit engineering is greatly influenced by water leakage of the underground diaphragm wall. In recent years, safety accidents such as inclination cracking of surrounding buildings and road collapse due to water leakage from foundation pits have been continued. At present, the most common solution is to separately set a waterproof curtain on the outer side of the ground wall, or to set a waterproof structure measure at the joint position on the outer side of the ground wall, but the existing technical measure cannot completely avoid the problem of water leakage of the ground wall, and the manufacturing cost of the foundation pit enclosure structure is greatly increased.
Disclosure of Invention
In order to solve the technical problems, the invention provides an anti-seepage lock catch structure and a construction method for a ground wall joint position in an ultra-deep foundation pit.
The technical scheme of the invention is as follows: the underground continuous walls comprise a first underground continuous wall constructed in the early period and a second underground continuous wall constructed in the later period, and an interface exists between the first underground continuous wall and the second underground continuous wall; the anti-seepage lock catch structure comprises a first water stopping lock catch, a second water stopping lock catch and a water stopping steel plate; the first water-stopping lock catch and the second water-stopping lock catch are respectively arranged on the reinforcement cages of the first underground continuous wall and the second underground continuous wall and are arranged in pairs at two sides of the inner side of the foundation pit, which are close to the interface; the notch of first stagnant water hasp and second stagnant water hasp is relative, between stagnant water steel sheet embedding first stagnant water hasp and the second stagnant water hasp.
Based on the technical characteristics: the full length of the first water-stopping lock catch and the full length of the second water-stopping lock catch are arranged along the height of the underground continuous wall, and the bottoms of the first water-stopping lock catch and the second water-stopping lock catch are arranged at the position of the foundation pit base; the water stop steel plate is arranged along the height of the first water stop lock catch and the height of the second water stop lock catch.
Based on the technical characteristics: and filling superfluid concrete in the gap between the underground diaphragm wall and the water stop steel plate.
A construction method of an anti-seepage lock catch structure at a ground wall joint position in an ultra-deep foundation pit comprises the following steps:
the method comprises the following steps: the first water-stopping lock catch, the second water-stopping lock catch and the reinforcement cage are integrally lowered into the groove section of the underground continuous wall; a hemp rope is pre-buried in the area between the first water stopping lock catch and the second water stopping lock catch;
step two: after the construction of the underground continuous wall is completed, excavating earthwork in the foundation pit, excavating concrete between the first water-stopping lock catch and the second water-stopping lock catch along with the excavation, and drawing out the hemp ropes in sections;
step three: the water stop steel plate is placed down from the ground, and two sides of the water stop steel plate are respectively embedded into the first water stop lock catch and the second water stop lock catch;
step four: and after the water stop steel plate is embedded into the base of the foundation pit, pouring superfluid concrete into the gap between the underground continuous wall and the water stop steel plate.
For the underground continuous wall in the form of the conventional fore shaft pipe joint, an interface is inevitably formed between the underground continuous wall constructed in the early stage and the underground continuous wall constructed in the later stage. In the construction process of the ultra-deep foundation pit in the high underground water level area, particularly when the foundation pit is excavated to a stratum with stronger water permeability, the interface of the two underground continuous walls often becomes a weak link for water leakage. When the stratum outside the foundation pit is mainly the stratum with stronger water permeability, set up first stagnant water hasp, second stagnant water hasp and stagnant water steel sheet on the steel reinforcement cage near the inboard near interface that is close to of foundation pit, when the percolating water appears in the underground continuous wall to realize quick shutoff percolating water.
In the later stage in the excavation of foundation ditch, the concrete protection layer between the secret diaphragm wall interface near position stagnant water hasp is along with digging along with the chisel to transfer the stagnant water steel sheet from ground, in stagnant water steel sheet both sides were embedded into the stagnant water hasp that connects the position both sides respectively. After the bottom of the water stop steel plate is lowered to the base position of the foundation pit, superfluid concrete can be poured into a gap between the underground diaphragm wall and the water stop steel plate, and the water stop reliability of the joint position is further improved. For the chisel that reduces concrete in the hasp structure removes the work load and the chisel removes the degree of difficulty, measures such as pre-buried rope made of hemp can take out the rope made of hemp along with the foundation ditch excavation segmentation in stagnant water hasp structure.
The invention has the beneficial effects that: firstly, the settlement of peripheral stratums caused by water leakage of underground continuous walls can be avoided in the construction process of foundation pit engineering, and the safety of peripheral building structures, roads and underground pipelines can be further ensured; secondly, the technical measures can ensure that when the underground continuous wall has the problem of water leakage, effective plugging treatment can be carried out in time, and the normal construction of the foundation pit is ensured; in addition, the waterproof curtain measures on the outer side of the conventional underground continuous wall can be further optimized by adopting the technical measures, so that the construction cost is saved.
Drawings
Fig. 1 is a schematic plan view of an impermeable locking structure at a ground wall joint position in an ultra-deep foundation pit.
Fig. 2 is a schematic vertical layout view of the impermeable locking structure at the position of the ground wall joint in the ultra-deep foundation pit.
The reference numbers in the figures denote: a first underground diaphragm wall 1; a second underground continuous wall 2; an interface 3; a reinforcement cage 4; a first water stop lock 21; a second water stop lock 22; a foundation pit base position 6; a water stop steel plate 8; and superfluid concrete 13.
Detailed Description
The following describes embodiments of the present invention in further detail with reference to the accompanying drawings. These embodiments are merely illustrative of the present invention and are not intended to limit the present invention.
In the description of the present invention, it should be noted that the terms "center", "longitudinal", "lateral", "up", "down", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc., indicate orientations or positional relationships based on those shown in the drawings, and are only for convenience of description and simplicity of description, but do not indicate or imply that the referred device or element must have a specific orientation, be constructed and operated in a specific orientation, and thus, should not be construed as limiting the present invention.
In the description of the present invention, it should be noted that, unless otherwise explicitly specified or limited, the terms "mounted," "connected," and "connected" are to be construed broadly, e.g., as meaning either a fixed connection, a removable connection, or an integral connection; may be a mechanical connection; the two components can be directly connected or indirectly connected through an intermediate medium, and the two components can be communicated with each other. The specific meanings of the above terms in the present invention can be understood by those skilled in the art according to specific situations.
In addition, in the description of the present invention, "a plurality" means two or more unless otherwise specified.
As shown in fig. 1 and 2, the underground diaphragm walls include a first underground diaphragm wall 1 constructed in advance and a second underground diaphragm wall 2 constructed in later, and an interface 3 exists between the first underground diaphragm wall 1 and the second underground diaphragm wall 2; the anti-seepage lock catch structure comprises a first water stopping lock catch 12, a second water stopping lock catch 22 and a water stopping steel plate 8; the first water-stopping lock catch 12 and the second water-stopping lock catch 22 are respectively arranged on the reinforcement cages 4 of the first underground continuous wall 1 and the second underground continuous wall 2 and are arranged in pairs at two sides of the inner side of the foundation pit, which are close to the interface 3; the notches of the first water-stopping lock catch 12 and the second water-stopping lock catch 22 are opposite, and the water-stopping steel plate 8 is embedded between the first water-stopping lock catch 12 and the second water-stopping lock catch 22.
The first water-stopping lock catch 12 and the second water-stopping lock catch 22 are arranged along the height of the underground continuous wall, and the bottoms of the first water-stopping lock catch 12 and the second water-stopping lock catch 22 reach the foundation pit base position 6; the water stop steel plate 8 is arranged along the height of the first water stop lock catch 12 and the second water stop lock catch 22.
The construction method comprises the following steps:
the method comprises the following steps: the first water-stopping lock catch 12, the second water-stopping lock catch 22 and the reinforcement cage 4 are integrally lowered into the groove section of the underground continuous wall; hemp ropes are embedded in the area between the first water-stopping lock catch 12 and the second water-stopping lock catch 22. The function of pre-burying hemp ropes is as follows: in order to reduce the workload and difficulty of chiseling concrete in the first water-stop lock 12 and the second water-stop lock 22 in the second step.
Step two: after the construction of the underground diaphragm wall is completed, earthwork in the foundation pit is excavated, concrete between the first water stop lock catch 12 and the second water stop lock catch 22 is excavated, and the hemp ropes are drawn out in sections. As shown in fig. 1, the first and second water- stop lock catches 12 and 22 are located in a concrete protection layer area of the underground continuous wall, and concrete is poured into the area in the construction of the underground continuous wall. In order to realize the downward insertion and the positioning of the water stop steel plate 8 in the third step, the concrete of the part needs to be dug and chiseled along with the excavation of the foundation pit.
Step three: the water stop steel plate 8 is placed from the ground, and two sides of the water stop steel plate 8 are respectively embedded into the first water stop lock catch 12 and the second water stop lock catch 22.
Step four: after the water stop steel plate 8 is embedded into the foundation pit base position 6, the superfluid concrete 13 is poured into the gap between the underground continuous wall and the water stop steel plate 8, and the water stop reliability of the interface 3 position is further improved.
The above is only a preferred embodiment of the present invention, and it should be noted that, for those skilled in the art, several modifications and substitutions can be made without departing from the technical principle of the present invention, and these modifications and substitutions should also be regarded as the protection scope of the present invention.
Claims (4)
1. An anti-seepage lock catch structure at a ground wall joint position in an ultra-deep foundation pit is characterized in that an underground continuous wall comprises a first underground continuous wall (1) constructed in the early stage and a second underground continuous wall (2) constructed in the later stage, and an interface (3) is formed between the first underground continuous wall (1) and the second underground continuous wall (2); the method is characterized in that: the anti-seepage lock catch structure comprises a first water stopping lock catch (12), a second water stopping lock catch (22) and a water stopping steel plate (8); the first water-stopping lock catch (12) and the second water-stopping lock catch (22) are respectively arranged on the reinforcement cages (4) of the first underground continuous wall (1) and the second underground continuous wall (2), and are arranged in pairs at two sides of the inner side of the foundation pit close to the interface (3); the first water stopping lock catch (12) is opposite to the notch of the second water stopping lock catch (22), and the water stopping steel plate (8) is embedded between the first water stopping lock catch (12) and the second water stopping lock catch (22).
2. The anti-seepage lock catch structure for the ground wall joint position in the ultra-deep foundation pit as claimed in claim 1, wherein: the first water stopping lock catch (12) and the second water stopping lock catch (22) are arranged along the height of the underground continuous wall in the length direction, and the bottoms of the first water stopping lock catch (12) and the second water stopping lock catch (22) reach a foundation pit base position (6); the water stop steel plate (8) is arranged along the height direction of the first water stop lock catch (12) and the second water stop lock catch (22).
3. The anti-seepage lock catch structure at the ground wall joint position in the ultra-deep foundation pit as claimed in claim 1 or 2, wherein: and the gap between the underground continuous wall and the water stop steel plate (8) is filled with superfluid concrete (13).
4. The construction method of the anti-seepage lock catch structure at the ground wall joint position in the ultra-deep foundation pit as claimed in claim 2, characterized in that:
the method comprises the following steps: the first water-stopping lock catch (12), the second water-stopping lock catch (22) and the reinforcement cage (4) are integrally lowered into the groove section of the underground continuous wall; hemp ropes are embedded in the area between the first water stopping lock catch (12) and the second water stopping lock catch (22);
step two: after the underground continuous wall is constructed, excavating earthwork in a foundation pit, excavating concrete between the first water stopping lock catch (12) and the second water stopping lock catch (22) along with excavation, and drawing out the hemp ropes in sections;
step three: the water stop steel plate (8) is placed down from the ground, and two sides of the water stop steel plate (8) are respectively embedded into the first water stop lock catch (12) and the second water stop lock catch (22);
step four: and after the water stop steel plate (8) is embedded into the foundation pit base position (6), pouring superfluid concrete (13) into a gap between the underground continuous wall and the water stop steel plate (8).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210673356.6A CN114960775A (en) | 2022-06-15 | 2022-06-15 | Anti-seepage lock catch structure for ground wall joint position in ultra-deep foundation pit and construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210673356.6A CN114960775A (en) | 2022-06-15 | 2022-06-15 | Anti-seepage lock catch structure for ground wall joint position in ultra-deep foundation pit and construction method |
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| Publication Number | Publication Date |
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| CN114960775A true CN114960775A (en) | 2022-08-30 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN202210673356.6A Pending CN114960775A (en) | 2022-06-15 | 2022-06-15 | Anti-seepage lock catch structure for ground wall joint position in ultra-deep foundation pit and construction method |
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| Country | Link |
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| CN (1) | CN114960775A (en) |
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- 2022-06-15 CN CN202210673356.6A patent/CN114960775A/en active Pending
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