CN217758973U - Anti-seepage lock catch structure at ground wall joint position in ultra-deep foundation pit - Google Patents

Abstract

The utility model belongs to the anti-seepage hasp structure of ground wall joint position in the ultra-deep foundation ditch in city underground space development field, technical scheme is: 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 on 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 is applied to the development of ultra-deep underground space in high underground water level center urban areas, the risk of underground diaphragm wall water leakage can be effectively reduced, and the influence of foundation pit excavation on the surrounding environment is further reduced.

Description

Anti-seepage lock catch structure at ground wall joint position in ultra-deep foundation pit

Technical Field

The utility model belongs to city underground space development field especially relates to an strengthen stagnant water structure in the super dark underground space development of high ground water level center urban area, ensures the effective protection of all ring edge borders and the safe smooth implementation of foundation ditch engineering.

Background

In recent years, china is 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 the 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.

SUMMERY OF THE UTILITY MODEL

In order to solve the technical problem, the utility model provides a ground wall connects prevention of seepage hasp structure of position in the ultra-deep foundation ditch, this structure is used in the ultra-deep underground space development of high ground water level center urban area, can effectively reduce the risk of secret diaphragm wall percolating water, and then reduces the influence of foundation ditch excavation to all ring edge borders.

The technical scheme of the utility model is that: 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.

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 foundation ditch excavation process, the concrete protection layer between the near position stagnant water hasp of underground continuous wall interface is along with digging 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. In order to reduce the chiseling workload and the chiseling difficulty of concrete in the lock catch structure, measures such as pre-burying hemp ropes in the water stop lock catch structure can be taken out along with the excavation of the foundation pit in a segmented mode.

The utility model has the advantages 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 the plan layout schematic diagram of the anti-seepage lock catch structure at the ground wall joint position in the ultra-deep foundation pit.

Fig. 2 is the vertical layout schematic diagram of the anti-seepage lock catch structure of the ground wall joint position 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 the present invention in further detail with reference to the accompanying drawings. These embodiments are provided only for illustrating 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", and the like indicate the orientation or positional relationship based on the orientation or positional relationship shown in the drawings, and are only for convenience of description and simplification of the description, but do not indicate or imply that the device or element referred to 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 is to be noted that, unless otherwise explicitly specified or limited, the terms "mounted," "connected," and "connected" are to be construed broadly, and may be, for example, fixedly connected, detachably connected, or integrally connected; 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 meaning of the above terms in the present invention can be understood according to specific situations by those skilled in the art.

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 catches 12 and the second water stopping lock catches 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 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, a plurality of 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 (3)

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 arranged 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 at the position of the ground wall joint 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).

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