A geotextile tube for preventing soil leakage between soil displacement piles and a construction method thereof

Abstract

The application discloses a geotextile tube for preventing soil leakage between soil displacement piles and a construction method thereof, which comprises a geotextile tube body, a tube traction head and an upper pressing plate, and sand is arranged in the geotextile tube body; the geotextile tube body is opened upward, and a lower end of the geotextile tube body is sleeved in the inside of a guide sleeve; the method comprises the following steps: S1, a hollow steel pipe is arranged in the geotextile tube body; S2, pressure is applied to the hollow steel pipe until the geotextile tube body is lowered to a designed depth; and S3, sand is injected into the inside of the hollow steel pipe, then the hollow steel pipe is slowly vibrated and lifted until the sand fills the geotextile tube body. The application can be effectively connected with a prefabricated pile body (especially a prefabricated pipe pile), can adapt to the displacement of the pile body, can form a self-stable system with two adjacent prefabricated piles when a small gap exists between the piles, can play a role of retaining soil, can play a role of reverse filtration, can release water pressure behind a wall, and can reduce a water head difference before and behind the wall.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of geotechnical engineering, in particular to a geotextile tube for preventing soil leakage between piles of soil displacement piles and a construction method thereof. BACKGROUND

[0002] At present, soil displacement piles are widely used in the fields of foundation pit support, slope protection, river bank slope protection engineering, etc. Due to the soil displacement effect caused by the construction of precast piles and other soil displacement piles, the ground is uplifted and the soil is laterally displaced. Such piles mainly include precast square piles, pipe piles and sheet piles, etc. During hammering or vibration, the soil at the pile position is pushed away.

[0003] Due to the soil displacement during construction, it is inevitable that the piles are closely connected with each other, which causes soil leakage between the piles. For this kind of soil leakage between the piles, the traditional method is as follows:

[0004] 1. For precast pipe piles: after the construction of the precast pipe piles is completed, the soil behind the piles is excavated, geotextile is vertically laid, and then the soil is backfilled. This method has the following risks: (1) the soil behind the pile wall is generally not excavated according to the designed slope, which may lead to the risk of slope instability; (2) the backfilling of the excavated soil behind the pile wall destroys the original soil of the slope, although it is compacted, it still causes the river bank slope to sink, affecting the overall safety of the slope; (3) when the water level of the river is high, it cannot be implemented; (4) if the geological conditions of the slope have underground water and the geology is liquefied soil layer such as silt and silt, the geology is relatively complex and not easy to implement.

[0005] 2. For precast rectangular sheet piles and square piles: although the precast rectangular sheet piles and square piles are provided with male and female grooves and water-swelling rubber strips in the upper soil retaining section, due to geological conditions, construction control and other factors, the vertical deviation of the pile body may exceed the allowable range and cannot be easily corrected, which may lead to local joint leakage between the piles and cannot effectively retain soil. Although the pile body is provided with drainage holes, they are relatively few and easy to block, which cannot effectively drain water, causing the water level behind the wall to rise and affecting the safety of the slope. SUMMARY

[0006] In view of the above defects of the prior art, the technical problem to be solved by the present application is to provide a geotextile tube for preventing soil leakage between piles of soil displacement piles and a construction method thereof, which is used to solve the problem of soil leakage between piles.

[0007] The present application provides a geotextile tube for preventing soil leakage between piles of soil displacement piles, which comprises: a geotextile tube body, a tube pulling head and an upper pressing plate.

[0008] The bottom end of the geotextile tube body is closed, the upper end is open, the inside is hollow, and it is in the form of a tube. The geotextile tube body is internally filled with sand particles.

[0009] The barrel bag traction head comprises a guide sleeve and a cone tip body, the guide sleeve is hollow inside, open at the upper part, and the inner side is provided with elastic reverse teeth, the lower part of the guide sleeve is fixedly connected with the cone tip body, the cone tip body is wrapped with iron sheet, and the inside of the cone tip body is tightly filled with sand particles;

[0010] The upper pressing plate is cylindrical, open at the upper part, hollow inside, and provided with an upper pressing plate bottom plate at the bottom;

[0011] The geotextile barrel bag body is open upward, the lower end is sleeved in the inside of the guide sleeve, the upper pressing plate is sleeved in the inside of the geotextile barrel bag body, the upper pressing plate bottom plate fixes the lower end of the geotextile barrel bag body with the bottom of the guide sleeve, the elastic reverse teeth press the upper edge of the upper pressing plate, and the bottom of the guide sleeve and the elastic reverse teeth lock the movement of the upper pressing plate;

[0012] The barrel bag traction head and the upper pressing plate jointly form a force receiving whole.

[0013] Preferably, the elastic reverse teeth are arranged at equal intervals on the same horizontal line.

[0014] Preferably, the geotextile barrel bag body is integrally formed, and the lower side is packaged by using a magic tape;

[0015] The length of the magic tape is greater than 300 mm, the distance from the bottom end of the magic tape to the bottom end of the geotextile barrel bag body is greater than the height of the guide sleeve, and the distance from the outer wall of the upper pressing plate to the inner wall of the adjacent guide sleeve is greater than the wall thickness of the geotextile barrel bag body;

[0016] The inner diameter of the geotextile barrel bag body is greater than the outer diameter of the hollow steel pipe;

[0017] Preferably, the geotextile barrel bag body is woven into a cylindrical shape by using geotextile, and the lower side of the geotextile barrel bag body is sealed by using a magic tape.

[0018] The application also provides a construction method of the geotextile barrel bag for preventing soil leakage between piles, comprising the following steps:

[0019] S1, a hollow steel pipe is arranged in the geotextile barrel bag body, and the bottom of the hollow steel pipe abuts against the upper pressing plate bottom plate;

[0020] S2, pressure is applied to the hollow steel pipe until the geotextile barrel bag body is lowered to the designed depth;

[0021] S3, sand is injected into the inside of the hollow steel pipe, and then the hollow steel pipe is slowly vibrated and lifted;

[0022] S4, continue step S3 until the sand fills the geotextile tube body.

[0023] Preferably, the length of the hollow steel pipe bottom embedded in the sand during the lifting of the steel pipe is greater than or equal to 500 mm.

[0024] Preferably, water is injected into the hollow steel pipe during the injection of sand.

[0025] Preferably, the hollow steel pipe is one hollow steel pipe or a plurality of hollow steel pipes; the plurality of hollow steel pipes are connected in a whole in the form of an internal thread spiral.

[0026] Preferably, a sand pouring port is arranged at the top side of the hollow steel pipe.

[0027] The beneficial effects of the present application are:

[0028] 1. The sand filled in the geotextile tube body can be effectively connected with the precast pile body, and can adapt to the displacement of the pile body; the geotextile tube body has a certain tensile strength (≥15 kN / m), and when there is a small gap between the piles, it can form a self-stabilizing system with the adjacent two precast piles together with the bagged sand, play a role of retaining soil, and can play a role of reverse filtration, release the water pressure behind the wall, and reduce the water head difference between the front and back of the wall; when the precast pile is extruded, the soil around the pile is disturbed, and the geotextile tube body has a certain elongation rate (25% to 100%) and the sand grain compaction effect, so that the disturbed soil behind the pile wall is extruded and compacted.

[0029] 2. The tapered tip can easily enter the soil and extrude the soil, and the resistance is relatively small; the guide sleeve can protect the bottom end of the geotextile tube body, and can extrude the soil along the outer walls of the two connected pile bodies downward, and play a guiding role. BRIEF DESCRIPTION OF DRAWINGS

[0030] Figure 1 A structure diagram of a geotextile tube provided by the present application for preventing soil leakage between extruded piles.

[0031] Figure 2 A structure diagram of a tube bag traction head.

[0032] Figure 3 A structure diagram of an upper pressing plate.

[0033] Figure 4 A structure diagram of a geotextile tube body.

[0034] Figure 5 A use state diagram of the present application.

[0035] Figure 6 A Figure 5Cross-sectional view of the A-A section and the B-B section.

[0036] BRIEF DESCRIPTION OF DRAWINGS

[0037] 1-geotextile tube body, 2-tube traction head, 3-pressing plate, 4-magic tape, 5-hollow steel pipe, 51-sand filling port, 21-guide sleeve, 22-conical tip, 23-elastic inverted tooth, 31-pressing plate bottom plate. DETAILED DESCRIPTION

[0038] In order to better understand the present application, the present application is further illustrated by examples below, and the unit English abbreviation "mm" involved in the examples of the present application represents millimeter.

[0039] In the description of the present application, the "upper", "lower", "top", "bottom", "side" orientation or positional relationship is based on the normal use state of the geotextile tube for preventing soil leakage between piles, and it should be understood that these orientation terms are only for the convenience of describing the present application and simplifying the description, and are not indicative or suggestive of the device or element indicated having a specific orientation, being constructed and operated in a specific orientation, and therefore cannot be understood as a limitation on the present application.

[0040] Example 1,

[0041] Referring to Figure 1 , Figure 2 , Figure 3 and Figure 4 , the present embodiment discloses a geotextile tube for preventing soil leakage between piles, comprising: a geotextile tube body 1, a tube traction head 2 and a pressing plate 3; the bottom end of the geotextile tube body 1 is closed, the upper end is open, the inside is hollow, and it is in the form of a tube; the geotextile tube body 1 is filled with sand particles inside;

[0042] The tube traction head 2 comprises a guide sleeve 21 and a conical tip 22; the inside of the guide sleeve 21 is hollow, the upper part is open, and the inner side is provided with four elastic inverted teeth 23; the four elastic inverted teeth 23 are arranged on the same plane with the same spacing; the lower part of the guide sleeve 21 is fixedly connected with the conical tip 22; the conical tip 22 is wrapped with iron sheet; and the inside of the conical tip 22 is tightly filled with sand particles.

[0043] The pressing plate 3 is in the form of a tube, the upper part is open, the inside is hollow, and the bottom is provided with a pressing plate bottom plate 31; the geotextile tube body 1 is open upward, and the lower end is sleeved inside the guide sleeve 21; the pressing plate 3 is open upward and sleeved inside the geotextile tube body 1; the pressing plate bottom plate 31 fixes the lower end of the geotextile tube body 1 with the bottom of the guide sleeve 21; the elastic inverted teeth 23 press the upper edge of the pressing plate 3; the bottom of the guide sleeve 21 and the elastic inverted teeth 23 lock the movement of the pressing plate 3; the tube traction head 2 and the pressing plate 3 jointly form a force receiving whole.

[0044] Specifically, the geotextile tube body 1 can be made in two ways, the first is made in the factory, using an integrated process, the lower part is made by magic tape 4 packaging; The second is to weave geotextile into a cylindrical shape on the construction site, and the lower side of the geotextile tube body is sealed with magic tape 4, and the purpose of sealing with magic tape 4 is to facilitate the placement of the upper pressing plate 3; When the first scheme is adopted, the length of the magic tape 4 is greater than 300mm, the distance from the bottom end of the magic tape 4 to the bottom end of the geotextile tube body 1 is greater than the height of the guide sleeve 21; The distance from the outer wall of the upper pressing plate 3 to the inner wall of the adjacent guide sleeve 21 is greater than the wall thickness of the geotextile tube body 1, preferably, the distance from the outer wall of the upper pressing plate 3 to the inner wall of the adjacent guide sleeve 21 is slightly greater than the wall thickness of the geotextile tube body 1; The geotextile tube body 1 is greater than the outer diameter of the hollow steel pipe 5, preferably, the geotextile tube body 1 is slightly greater than the outer diameter of the hollow steel pipe 5.

[0045] Example 2,

[0046] The embodiment discloses a construction method of a geotextile tube for preventing soil leakage between piles, comprising the following steps:

[0047] S1, a hollow steel pipe 5 is arranged in the geotextile tube body 1, and the bottom of the hollow steel pipe 5 abuts against the upper pressing plate bottom plate 31;

[0048] S2, pressure is applied to the hollow steel pipe 5 until the geotextile tube body 1 is lowered to the designed depth;

[0049] S3, sand is injected into the hollow steel pipe 5, in order to achieve better results, water can be injected into the hollow steel pipe during the sand injection process, and then the hollow steel pipe 5 is slowly vibrated and lifted, and the length of the bottom of the hollow steel pipe 5 buried in the sand during the lifting process is always greater than or equal to 500mm.

[0050] S4, continue step S3 until the sand fills the geotextile tube body 1.

[0051] Specifically, the hollow steel pipe 5 can be one hollow steel pipe 5 or a plurality of hollow steel pipes 5 connected in combination; The connection mode adopts an internal thread spiral mode; The number of hollow steel pipes 5 required is determined according to the actual engineering situation. It needs to be further explained that the top side of the hollow steel pipe 5 is provided with a sand filling port 51, and sand can be injected through the sand filling port 51.

[0052] Working principle:

[0053] Reference Figure 5 and Figure 6The geotextile tube provided by the application can be used in the fields of foundation pit support, slope protection, river bank slope protection engineering and the like, Figure 5 The application is applied to the field of river bank slope protection engineering, and the geotextile tube provided by the application is buried in the soil body, specifically, the buried position is the soil side of the pile wall of the soil displacement pile, and the geotextile tube is arranged at the joint position of two adjacent soil displacement piles.

[0054] In the process of construction, a hollow steel pipe is arranged in the geotextile tube body, the bottom of the hollow steel pipe abuts against the upper pressing plate, the outer diameter of the hollow steel pipe is smaller than the inner diameter of the upper pressing plate, the upper pressing plate is fixed with the tube traction head to fix the lower end of the geotextile tube body, and the upper pressing plate provides a pressure receiving point for the hollow steel pipe together with the conical tip body; the upper part of the hollow steel pipe is pressed, the force is transmitted to the upper pressing plate by the hollow steel pipe, the upper pressing plate transmits the force to the conical tip body, and finally the geotextile tube body is pulled down to the designed depth, then sand is injected into the hollow steel pipe, a sand injection opening is arranged at the top side of the hollow steel pipe, sand is injected through the sand injection opening, then the steel pipe is slowly vibrated and lifted, the sand particles are compacted, and in the process of sand injection, water injection can be additionally adopted to vibrate the sand into water, and it should be noted that in the process of lifting the hollow steel pipe, the length of the bottom of the hollow steel pipe buried in the sand is always greater than 500 mm, and when the soil retaining height is high, the hollow steel pipe can be assembled and disassembled in sections, and the sections can be connected by internal thread screw connection. The hollow steel pipe can protect the wall, prevent hole collapse, and temporarily fix the geotextile tube body in the soil body.

[0055] Figure 5 As shown in the middle, in the field of river bank slope protection engineering, the geotextile tube provided by the application is buried in one side of the river bank, and one device is arranged at the joint of two adjacent piles in the pile wall, the bottom of the geotextile tube body of the device is deep into the river bottom by a distance, and the upper part of the geotextile tube body is flush with the upper part of the pile. The geotextile tube body in the device is made of flexible material, and the bag contains sand particles with a small particle size, which can be effectively connected with the pile body and adapt to the displacement of the pile body; the geotextile tube body has a certain tensile strength (≥15 kN / m), and when the gap between the piles is small, the geotextile tube body and the bagged sand can form a self-stable system with the two adjacent precast piles, play a role in retaining soil, and play a role in reverse filtration, release the water pressure behind the wall, and reduce the water head difference before and after the wall; when the soil displacement pile is in the process of soil displacement, the soil around the pile is disturbed, and the geotextile tube body can make the disturbed soil behind the wall compact by virtue of the elongation rate (25% to 100%) of the material and the compacting effect of the sand particles.

[0056] The parts not described in the application are known to those skilled in the art.

[0057] The preferred embodiments of the present application have been described above in detail. It should be understood that modifications and variations to the preferred embodiments could be made by those skilled in the art in light of the teachings above. It is therefore contemplated that the application can encompass other variations and modifications that fall within the scope of the claims.

Claims

1. A method for constructing a geotextile tube for preventing soil leakage between piles in a pile-pressing construction, characterized by, The utility model relates to a kind of soil fabric tube bag, including: Geotextile tube bag body, tube bag traction head and upper pressing plate; The bottom end of the geotextile tube bag body is closed, the upper end is open, the inside is hollow, and it is in the shape of a cylinder. The geotextile tube bag body contains sand inside. The tube bag traction head includes a guide sleeve and a conical tip. The inside of the guide sleeve is hollow, the upper end is open, and the inner side is provided with elastic reverse teeth. The lower part of the guide sleeve is fixedly connected to the conical tip, and the inside of the conical tip is tightly filled with sand. The upper pressing plate is in the shape of a cylinder, the upper end is open, the inside is hollow, and the bottom is provided with an upper pressing plate bottom plate. The upper end of the geotextile tube bag body is open, and the lower end is sleeved inside the guide sleeve. The upper end of the upper pressing plate is open, and it is sleeved inside the geotextile tube bag body. The upper pressing plate bottom plate fixes the lower end of the geotextile tube bag body with the bottom of the guide sleeve. The elastic reverse teeth press the upper edge of the upper pressing plate, and the bottom of the guide sleeve and the elastic reverse teeth lock the upper pressing plate. The tube bag traction head and the upper pressing plate form a force whole. The geotextile tube bag body is woven in the shape of a cylinder using geotextile, and the lower side of the geotextile tube bag body is sealed using magic tape. The construction method of the geotextile tube bag for preventing soil leakage between piles includes the following steps: S1. A hollow steel pipe is arranged in the geotextile tube bag body, and the bottom of the hollow steel pipe is against the upper pressing plate bottom plate. S2. Pressure is applied to the hollow steel pipe until the geotextile tube bag body reaches the designed depth. S3. Sand is injected into the hollow steel pipe, and then the hollow steel pipe is slowly vibrated and lifted. S4. Step S3 is continued until the sand fills the geotextile tube bag body. The geotextile tube bag is buried in the soil, specifically at the position of the soil side of the pile wall of the soil displacement pile or at the joint position of two adjacent soil displacement piles. The tube bag body has a certain tensile strength. When there is a small gap between piles, the tube bag body and the bagged sand together form a self-stable system with the two adjacent precast piles, play a role in retaining soil, and can also play a role in reverse filtration to release the water pressure behind the wall.

2. The construction method of a geotextile tube for preventing soil leakage between piles according to claim 1, wherein The elastic reverse teeth are arranged at equal intervals on the same horizontal plane, and the conical tip is wrapped with iron sheet.

3. The construction method of a geotextile tube for preventing soil leakage between piles according to claim 1, wherein The geotextile tube bag body is integrally formed, and the lower side is sealed using magic tape. The length of the magic tape is greater than 300 mm, the distance from the bottom end of the magic tape to the bottom end of the geotextile tube bag body is greater than the height of the guide sleeve, the distance from the outer wall of the upper pressing plate to the inner wall of the adjacent guide sleeve is greater than the wall thickness of the geotextile tube bag body, and the inner diameter of the geotextile tube bag body is greater than the outer diameter of the hollow steel pipe.

4. The construction method of a geotextile tube for preventing soil leakage between piles according to claim 1, wherein In step S3, during the lifting of the steel pipe, the length of the bottom of the hollow steel pipe buried in the sand is higher than or equal to 500 mm.

5. The construction method of a geotextile tube for preventing soil leakage between piles according to claim 1, wherein The hollow steel pipe is one hollow steel pipe or multiple hollow steel pipes. The multiple hollow steel pipes are connected into a whole in the form of internal thread spiral.

6. The construction method of a geotextile tube for preventing soil leakage between piles according to claim 1, wherein The top side of the hollow steel pipe is provided with a sand injection port.

Images