CN214272175U

CN214272175U - Grouting reinforcement structure suitable for underground cavity of building

Info

Publication number: CN214272175U
Application number: CN202120038129.7U
Authority: CN
Inventors: 崔学栋; 崔腾跃; 吴继光
Original assignee: Beijing Hengxiang Hongye Foundation Reinforcement Technology Co Ltd
Current assignee: Beijing Hengxiang Hongye Foundation Reinforcement Technology Co Ltd
Priority date: 2021-01-07
Filing date: 2021-01-07
Publication date: 2021-09-24
Anticipated expiration: 2031-01-07

Abstract

The application relates to the field of underground engineering construction, in particular to a grouting reinforcement structure suitable for an underground cavity of a building, which comprises a filling reinforcement body formed by injecting slurry into the underground cavity, a curtain wall and a support plate, wherein the curtain wall is vertically arranged, and the bottom end of the curtain wall extends into the lower part of a slip section; the supporting plate is arranged at the slip section and is formed by injecting soil into cement paste to be solidified and is arranged on one side of the curtain wall close to the underground cavity, the supporting plate is connected with the curtain wall, and the supporting plate is perpendicular to the curtain wall. This application has the effect that protects building on every side not influenced when underground cavity slip casting.

Description

Grouting reinforcement structure suitable for underground cavity of building

Technical Field

The application relates to the field of underground engineering construction, in particular to a grouting reinforcement structure suitable for an underground cavity of a building.

Background

At present, with the improvement of economy and urbanization level, in order to keep the space required by urban functions and traffic, underground space is greatly developed, however, after the main structure of an underground engineering is finished, large-area water seepage, structural deformation and other phenomena can occur, so that underground cavities are formed under the structure, the structure foundation is not firm, and the phenomenon of sinking occurs.

As shown in fig. 1, a conventional grouting reinforcement method for an underground cavity 2 is to drill a hole in a cavity region, provide a grouting pipe 21 in the hole, and perform grouting to the cavity region through the grouting pipe 21, thereby completing filling and reinforcement of the underground cavity 2. However, when the hole is drilled for the first time into the cavity area, the water and air in the underground cavity 2 may flow out from the drilling channel to the ground surface, thereby causing the cavity area to collapse, and when the building 1 exists on the ground surface above the underground cavity 2, especially when the building 1 is located within the influence range of the collapse and slide section 3 of the cavity, the surrounding building 1 is influenced, thereby causing the settlement.

In view of the above-mentioned related art, the inventors consider that there is a defect that the surrounding buildings are affected when the underground cavity is grouted.

SUMMERY OF THE UTILITY MODEL

In order to improve the technical problem that can influence surrounding building when underground cavity slip casting, this application provides a slip casting reinforced structure suitable for building underground cavity.

The application provides a slip casting reinforced structure suitable for building underground cavity adopts following technical scheme:

an injection reinforced structure suitable for an underground cavity of a building, comprising a filling reinforced body formed by injecting grout into the underground cavity, characterized in that: comprises a curtain wall and a supporting plate arranged on one side of the curtain wall close to an underground cavity; the curtain wall is vertically arranged, and the bottom end of the curtain wall extends into the lower part of the slip section; the supporting plate is arranged at the slip section and is formed by injecting cement slurry into a soil body and solidifying, the supporting plate is connected with the curtain wall, and the supporting plate is perpendicular to the curtain wall.

By adopting the technical scheme, the curtain wall is arranged and extends into the position below the sliding cut surface, so that when grouting is performed in the underground cavity, the soil body on the back of the curtain wall can be prevented from sliding under the action of disturbance, and further the building is prevented from settling; and grouting into the underground cavity to fill the underground cavity. The supporting plate is arranged to support the curtain wall, so that the curtain wall is prevented from being damaged due to shearing force generated by sliding of soil behind the curtain wall.

Optionally, one side of the supporting plate, which is far away from the curtain wall, extends horizontally to the upper part of the underground cavity.

By adopting the technical scheme, the supporting plate is lengthened, so that the supporting plate can provide larger supporting force for the curtain wall; in addition, the supporting plate forms a stable grouting body above the reinforcing area, so that the underground cavity is prevented from collapsing and sinking when grouting and reinforcing, and the stability and the safety of the ground are ensured.

Optionally, the curtain wall comprises a plurality of cement-soil piles, and the adjacent cement-soil piles are mutually meshed.

By adopting the technical scheme, the adjacent cement-soil piles are mutually occluded to form a complete wall body, so that the slippage and the collapse of the soil body behind the curtain wall can be better prevented.

Optionally, a steel pipe is arranged in the cement-soil pile.

Through adopting above-mentioned technical scheme, set up the steel pipe in the soil cement pile, can strengthen the shear resistance of curtain wall, improve the intensity of curtain wall.

Optionally, the bottom end of the steel pipe extends into the lower part of the slip section.

Through adopting above-mentioned technical scheme, strengthen the intensity of curtain wall, prevent that curtain wall from being destroyed under the shear action of side direction soil pressure.

Optionally, a swelling agent is added to the slurry injected into the subterranean cavity.

Through adopting above-mentioned technical scheme, pour into the expanding agent into in the thick liquid of injection underground cavity for the thick liquid can the diffusion distribute to on the hollow lateral wall, make the thick liquid soak the lateral wall soil layer, strengthen solidification lateral wall soil layer, prevent that ordinary thick liquid from solidifying the back volume and reducing, make the disturbance to the cavity soil matrix big, cause the cavity to fill incompletely, thereby cause the secondary to subside.

Optionally, the top end of the steel pipe is exposed out of the ground and is provided with a static level gauge.

By adopting the technical scheme, the settlement change of the curtain wall can be monitored.

Optionally, a static level gauge is arranged on one side of the curtain wall close to the building.

By adopting the technical scheme, the settlement monitoring system device is arranged, so that the settlement and the uplift of the building can be observed in real time.

In summary, the present application includes at least one of the following beneficial technical effects:

1. the curtain wall is arranged and extends into the lower part of the sliding surface, so that when grouting is carried out in the underground cavity, soil on the back of the curtain wall can be prevented from sliding under the action of disturbance, and further the settlement of a building is caused; and grouting into the underground cavity to fill the underground cavity. The supporting plate has a supporting function on the curtain wall, and the curtain wall is prevented from being damaged due to shearing force generated by slippage of soil behind the curtain wall;

2. the supporting plate is lengthened, so that the supporting plate can provide larger supporting force for the curtain wall; in addition, the supporting plate forms a stable grouting body above the reinforcing area, so that the collapse and subsidence of the ground are prevented when the underground cavity is reinforced by grouting, and the stability and the safety of the ground are ensured;

3. the static level gauge is arranged, so that the settlement and the uplift of the building can be monitored in real time.

Drawings

Fig. 1 is a schematic structural diagram of an embodiment of the present application.

Fig. 2 is a schematic view of a reinforcing structure in an embodiment of the present application.

FIG. 3 is a schematic cross-sectional view of the curtain wall of FIG. 2.

Fig. 4 is a schematic view of an extension of the support plate of fig. 2.

Description of reference numerals: 1. a building; 2. an underground cavity; 21. a grouting guide pipe; 3. cutting noodles; 4. curtain walls; 41. a cement soil pile; 42. a steel pipe; 5. a support plate; 6. filling a reinforcing body; 7. a hydrostatic level.

Detailed Description

The present application is described in further detail below with reference to figures 1-4.

Referring to fig. 1, in a conventional construction, a building 1 is present on the ground, and a plurality of underground cavities 2 are present below the building 1. The pressure of the base at the building 1 is spread downward at 45 deg. and under the influence of the underground cavity 2, a slip surface 3 is formed below the building 1.

The embodiment of the application discloses a slip casting reinforced structure suitable for building underground cavity. Referring to fig. 2 and 3, the grouting reinforcement structure includes a curtain wall 4 disposed between a building 1 and an underground cavity 2, a support plate 5 disposed at a side of the curtain wall 4 adjacent to the underground cavity 2, and a filling reinforcement 6 formed by grouting into the underground cavity 2; the curtain wall 4 is vertically arranged, and the bottom end of the curtain wall 4 extends into the lower part of the sliding cutting surface 3, and the exceeding depth is 1-3 m. The supporting plate 5 is positioned at the section 3, the supporting plate 5 is connected with the curtain wall 4 and is vertical to the curtain wall 4, and the supporting plate 5 is a rectangular plate formed by grouting. A grouting guide pipe 21 extending from the ground surface is arranged in the underground cavity 2, grouting is carried out in the underground cavity 2 through the grouting guide pipe 21, and an expanding agent is added into grout, so that the grout is diffused and distributed on the side wall of the underground cavity 2, and a solidified side wall soil layer is reinforced.

Referring to fig. 2 and 3, the curtain wall 4 includes a plurality of soil cement piles 41, and adjacent soil cement piles 41 are engaged with each other to form a linear enclosure. A steel pipe 42 is arranged in the cement soil pile 41, one end of the steel pipe 42 is exposed out of the ground, and one end of the steel pipe 42, which is far away from the ground, extends into the lower part of the slip surface 3 and is used for reinforcing the shearing resistance of the curtain wall 4; steel pipe 42 department sets up settlement monitoring device, and settlement monitoring device can be hydrostatic level 7, and hydrostatic level 7 can carry out vertical displacement monitoring, and hydrostatic level 7 is used for monitoring settlement, the uplift etc. of curtain wall 4. The static level 7 is also arranged at the building 1, so that the settlement and the uplift of the building 1 can be observed in real time.

Referring to fig. 4, one end of the supporting plate 5, which is far away from the curtain wall 4, extends to the upper side of the underground cavity 2 for supporting the soil mass above the supporting plate 5, so that the structure above the supporting plate 5 is more stable.

The implementation principle of the application is as follows: a plurality of cement soil piles 41 are arranged between the underground cavity 2 and the building 1, adjacent cement soil piles 41 are mutually meshed and arranged to form a linear enclosure structure, namely a curtain wall 4, the bottom end of the curtain wall 4 extends into the lower part of the slip section 3, steel pipes 42 are arranged in the cement soil piles 41, and the depth of each steel pipe 42 also extends out of the lower part of the slip section 3 and is used for enhancing the strength of the curtain wall 4. One side of the curtain wall 4 close to the underground cavity 2 is provided with a supporting plate 5 for supporting the curtain wall 4. One end of the supporting plate 5, which is far away from the curtain wall 4, can also extend to the upper part of the underground cavity 2, and can support the soil body above the underground cavity 2.

A grouting guide pipe 21 is further arranged on the ground, one end, far away from the ground, of the grouting guide pipe 21 extends into the underground cavity 2, and grouting filling is carried out on the underground cavity 2 to form a filling reinforcement body 6; the static water level 7 is arranged at the building 1 and the steel pipe 42, so that the settlement and the uplift of the building 1 and the surrounding ground can be observed in real time.

The above embodiments are preferred embodiments of the present application, and the protection scope of the present application is not limited by the above embodiments, so: all equivalent changes made according to the structure, shape and principle of the present application shall be covered by the protection scope of the present application.

Claims

1. An injection reinforcement structure suitable for an underground cavity of a building, comprising a filling reinforcement (6) formed by injecting grout into the underground cavity (21), characterized in that: comprises a curtain wall (4) and a supporting plate (5) arranged on one side of the curtain wall (4) close to an underground cavity (21); the curtain wall (4) is vertically arranged, and the bottom end of the curtain wall (4) extends into the lower part of the slip section (3); backup pad (5) set up slip face (3) department, backup pad (5) are solidified by the grout injection soil body and are formed, backup pad (5) with curtain wall (4) meet, just backup pad (5) perpendicular to curtain wall (4).

2. The grouting reinforcement structure for the underground cavity of the building as claimed in claim 1, wherein: one side, far away from the curtain wall (4), of the supporting plate (5) horizontally extends to the position above the underground cavity (21).

3. The grouting reinforcement structure for the underground cavity of the building as claimed in claim 2, wherein: the curtain wall (4) comprises a plurality of cement-soil piles (41), and the adjacent cement-soil piles (41) are mutually meshed.

4. A grouting reinforcement structure for an underground cavity of a building as claimed in claim 3, characterized in that: and a steel pipe (42) is arranged in the cement soil pile (41).

5. The grouting reinforcement structure for the underground cavity of the building as claimed in claim 4, wherein: the bottom end of the steel pipe (42) extends into the lower part of the slip section (3).

6. The grouting reinforcement structure for the underground cavity of the building as claimed in claim 1, wherein: and a swelling agent is added into the slurry injected into the underground cavity (21).

7. The grouting reinforcement structure for the underground cavity of the building as claimed in claim 5, wherein: the top end of the steel pipe (42) is exposed out of the ground and is provided with a static level gauge (7).

8. The grouting reinforcement structure for the underground cavity of the building as claimed in claim 1, wherein: and a static force level gauge (7) is arranged on one side of the curtain wall (4) close to the building (1).