CN110805045A

CN110805045A - Active defense construction method for deep foundation pit leakage

Info

Publication number: CN110805045A
Application number: CN201910933401.5A
Authority: CN
Inventors: 郭媛; 罗清芸; 程由奎; 王鹏; 毛文杰
Original assignee: Zhejiang 20 Smelter Construction Co Ltd; China MCC20 Group Corp Ltd
Current assignee: Zhejiang 20 Smelter Construction Co Ltd; China MCC20 Group Corp Ltd
Priority date: 2019-09-29
Filing date: 2019-09-29
Publication date: 2020-02-18
Anticipated expiration: 2039-09-29
Also published as: CN110805045B

Abstract

The invention belongs to the field of building construction, and provides an active defense construction method for deep foundation pit leakage, which comprises the following steps: s1: and (3) removing loose soil between two adjacent pile bodies in the row piles, so that the distance from the surface of the residual soil to the center line of the pile body is 40 mm-60 mm S2: grouting pipes are inserted into the residual soil body at intervals; s3: coating quick-drying cement on the surface of the residual soil body, and forming a quick-drying cement layer after the quick-drying cement is solidified; s4: hanging a wire netting on the row piles; s5: spraying concrete on the wire netting, and forming a concrete layer after the concrete is solidified; s6: and injecting the oil polyurethane between the concrete layer and the quick-drying cement layer through a grouting pipe. Compared with the prior art, the active defense construction method for deep foundation pit leakage has the advantages that a layer of tensile surface can be formed between the piles, the problems of water seepage and the like in the foundation pit in the construction process are solved, the strength of the foundation pit is improved, and safety accidents are avoided.

Description

Active defense construction method for deep foundation pit leakage

Technical Field

The invention belongs to the field of building construction, and particularly relates to an active defense construction method for deep foundation pit leakage.

Background

In the gap of the row piles of the foundation pit, the water leakage phenomenon is the most common, the pile body has lower compressive strength due to the influence of unfavorable geology, obstacle clearance and the like on the waterproof curtain of the mixing pile when the excavation depth of the foundation pit is deep, meanwhile, the waterproof curtain is formed by adopting the processes of deep stirring piles, high-pressure jet grouting piles and the like in the foundation pit supporting engineering, but the foundation pit has complex environment, one side is close to the river, the soil body in the excavation range is poor soil quality, the waterproof curtain of the stirring pile has low compressive strength, the pile forming quality and the waterproof effect are poor, and leakage is easy to occur, some accidents inevitably occur in the construction process, for example, the waterproof curtain is discontinuous due to the reason of construction quality, so that the bottom or the side wall of the foundation pit leaks water, and the difficulty coefficient of prevention and treatment construction engineering is high.

The prior art literature search shows that no good solution to the problems is provided at present.

Disclosure of Invention

The invention aims to solve the technical problem of providing an active defense construction method for deep foundation pit leakage aiming at the current situation of the prior art.

The technical scheme adopted by the invention for solving the technical problems is as follows: the active defense construction method for the leakage of the deep foundation pit comprises the following steps: s1: removing loose soil between two adjacent pile bodies in the row pile, so that the distance between the surface of the residual soil and the center line of the pile bodies is between 40mm and 60 mm;

s2: grouting pipes are inserted into the residual soil body at intervals;

s3: coating quick-drying cement on the surface of the residual soil body, and forming a quick-drying cement layer after the quick-drying cement is solidified;

s4: hanging a wire netting on the row piles;

s5: spraying concrete on the wire netting, and forming a concrete layer after the concrete is solidified;

s6: and injecting the oil polyurethane between the concrete layer and the quick-drying cement layer through a grouting pipe.

In the active defense construction method for deep foundation pit leakage, the type of the quick-setting cement in the S3 comprises P.O42.5.

In the active defense construction method for deep foundation pit leakage, the central line of the pile body is parallel to the pile arrangement direction and is coincided with the diameter of the pile body.

In the active defense construction method for deep foundation pit leakage, the thickness of the quick-drying cement layer in the step S3 is the same as the distance from the surface of the residual soil body to the center line of the pile body.

In the active defense construction method for deep foundation pit leakage, the vertical distance between every two adjacent grouting pipes in the S2 is 0.8-1 m.

In the active defense construction method against deep foundation pit leakage, the concrete in the S5 comprises quick-setting fine aggregate concrete with the strength grade of C20.

In the active defense construction method against deep foundation pit leakage, the thickness of the concrete layer in the step S5 is not less than 100 mm.

Compared with the prior art, the active defense construction method for deep foundation pit leakage has the advantages that a layer of tensile surface can be formed between the piles, the problems of water seepage and the like in the foundation pit in the construction process are solved, the strength of the foundation pit is improved, and safety accidents are avoided.

Drawings

FIG. 1 is a flow chart of the construction method for active defense against deep foundation pit leakage;

FIG. 2 is a structural view of the present foundation pit leak stop defense in a constructed condition;

in the figure, a pile body 1, a pile body central line 2, a residual soil body 3, a grouting pipe 4, a wire netting 5, a concrete layer 6, a quick-drying cement layer 7 and a residual soil body surface 8.

Detailed Description

The following are specific embodiments of the present invention and are further described with reference to the drawings, but the present invention is not limited to these embodiments.

As shown in fig. 1 and 2, the active defense construction method for deep foundation pit leakage comprises the following steps: s1: removing loose soil between two adjacent pile bodies 1 in the row pile, so that the distance between the surface 8 of the residual soil and the central line 2 of the pile bodies is 40mm to 60 mm; s2: grouting pipes 4 are inserted at intervals on the residual soil body 3; s3: coating quick-drying cement on the surface 8 of the residual soil body, and forming a quick-drying cement layer 7 after the quick-drying cement is solidified; s4: hanging a wire netting 5 on the row piles; s5: concrete is sprayed on the wire netting 5, and a concrete layer 6 is formed after the concrete is solidified; s6: and oil polyurethane is injected between the concrete layer 6 and the quick-drying cement layer 7 through the grouting pipe 4.

The foundation ditch is supported by the campshed, the inside of foundation ditch is the artificial mining shaping, the outside of foundation ditch is mostly for flowing water, the campshed is formed by the adjacent pile body 1 of a plurality of, be the soil body in the foundation ditch between pile body and the pile body, the outermost soil body of foundation ditch forms loose soil layer owing to holding power and adhesive force are less, the texture is comparatively fluffy, loose soil layer progressively peels off easily, peel off to certain degree after, the tensile variation of soil body, thereby lead to outside flowing water infiltration foundation ditch easily.

Removing a loose soil layer between two adjacent pile bodies 1, wherein the remained residual soil body 3 is a compact soil layer, the distance between the surface 8 of the removed residual soil body and the central line 2 of the pile body is 40mm to 60mm, the central line is parallel to the pile arranging direction and is coincided with the diameter of the pile body 1, then a plurality of grouting pipes 4 are uniformly inserted into the residual soil body 3 at intervals, then quick-drying cement is smeared on the surface 8 of the residual soil body, the initial setting time of the quick-drying cement is 1 to 3 minutes, the final setting time of the quick-drying cement is 3 to 6 minutes, after the final setting of the quick-drying cement is waited, the next step is continued, the quick-drying cement is formed after the setting of the quick-drying cement, the thickness of the dry cement layer is the same as the distance between the surface 8 of the residual soil body and the central line 2 of the pile body, namely, the quick-drying cement layer 7 is, play the purpose of consolidating remaining soil body 3, secondly prepare for step S6, guarantee that oily polyurethane can not permeate to remaining soil body 3 in, then hang wire netting 5 and spray the concrete on wire netting 5 on the campshed, after the concrete sets, concrete layer 6 can form a filling space with quick-drying cement layer 7, and then grouting pipe 4 can pour into oily polyurethane in filling space, oily polyurethane is a material that will froth meeting the air, and then can form the filler in filling space, make quick-drying cement layer and concrete layer 6 form an overall structure, improve tensile effect, also can avoid the running water seepage in the remaining soil body 3 outside simultaneously to go into in the foundation ditch.

The type adopted by the quick-drying cement in the S3 comprises P.O42.5, but is not limited to P.O42.5, and quick-drying cements with types such as P.O32.5, P.O52.5 and the like can also be adopted.

In S2, the vertical distance between every two adjacent grouting pipes 4 is 0.8-1 m, preferably 1m, so that the filling rate can be increased, the oil-based polyurethane can be ensured to be fully contacted with air, and a better foaming effect can be obtained.

The concrete in the S5 comprises the quick-setting fine aggregate concrete with the strength grade of C20, and the concrete layer is located far away from flowing water and is small in impact force, so that the strength grade of the concrete layer does not need to be high, the quick-setting fine aggregate concrete can be quickly set, and the construction time is shortened.

According to the requirements of different construction scenes, C15 grade quick-setting fine-grained concrete or C25 grade quick-setting fine-grained concrete and the like can also be adopted.

The thickness of the concrete layer 6 in the S5 is not less than 100 mm.

The construction time length of S1 is T1; the construction time length of S2 is T2; the construction time length of S3 is T3; the construction time length of S4 is T4; the construction time length of S5 is T5; t1+ T2+ T3+ T4+ T5 is less than 12 hours.

The specific embodiments described herein are merely illustrative of the spirit of the invention. Various modifications, additions and substitutions for the described embodiments may be made by those skilled in the art without departing from the scope and spirit of the invention as defined by the accompanying claims.

Claims

1. A deep foundation pit leakage active defense construction method is characterized by comprising the following steps: the method comprises the following steps: s1: removing loose soil between two adjacent pile bodies in the row pile, so that the distance between the surface of the residual soil and the center line of the pile bodies is between 40mm and 60 mm;

s2: grouting pipes are inserted into the residual soil body at intervals;

s4: hanging a wire netting on the row piles;

2. The active defense construction method for deep foundation pit leakage is characterized in that the center line of the pile body is parallel to the pile arranging direction and coincides with the diameter of the pile body.

3. The active defense construction method for deep foundation pit leakage is characterized in that the type of the quick-setting cement in the S3 comprises P.O42.5.

4. The active defense construction method for deep foundation pit seepage is characterized in that the thickness of the quick-drying cement layer in the S3 is the same as the distance from the surface of the residual soil body to the center line of the pile body.

5. The active defense construction method for deep foundation pit leakage is characterized in that the vertical distance between every two adjacent grouting pipes in the S2 is 0.8-1 m.

6. The active defense construction method for deep foundation pit leakage is characterized in that the concrete in the S5 comprises quick-setting fine aggregate concrete with the strength grade of C20.

7. The active defense construction method against deep foundation pit leakage is characterized in that the thickness of the concrete layer in the S5 is not less than 100 mm.