CN108277813B - Hollow anti-slide pile with drainage structure and construction method thereof - Google Patents
Hollow anti-slide pile with drainage structure and construction method thereof Download PDFInfo
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- CN108277813B CN108277813B CN201810077425.0A CN201810077425A CN108277813B CN 108277813 B CN108277813 B CN 108277813B CN 201810077425 A CN201810077425 A CN 201810077425A CN 108277813 B CN108277813 B CN 108277813B
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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
- E02D17/20—Securing of slopes or inclines
- E02D17/207—Securing of slopes or inclines with means incorporating sheet piles or piles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/20—Restraining of underground water by damming or interrupting the passage of underground water by displacing the water, e.g. by compressed air
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Abstract
The invention discloses a hollow anti-slide pile with a drainage structure, which comprises a pile hole extending downwards to the position below a potential slip surface, wherein a pile body is arranged in the pile hole, a permeable layer is arranged between the pile body and the bottom surface of the pile hole, seepage wells communicated with the permeable layer and used for guiding underground water around the pile body to the permeable layer are arranged between the periphery of the pile body and the inner wall of the pile hole or outside the periphery of the pile body, a central cavity communicated with the permeable layer is arranged in the pile body, and a water pumping system used for discharging the underground water permeated into the central cavity through the permeable layer is arranged in the central cavity. The invention also discloses a construction method of the hollow slide-resistant pile with the drainage structure. The underground water can be timely discharged by utilizing the drainage structure of the anti-slide pile, the underground water level around the anti-slide pile is reduced, and therefore the technical purpose of preventing or controlling the steep increase of the landslide thrust acting on the anti-slide pile is achieved, and the anti-slide pile has the advantages of convenience in construction and good economical efficiency.
Description
Technical Field
The invention belongs to the technical field of slope and landslide reinforcement, and particularly relates to a hollow slide-resistant pile with a drainage structure and a construction method of the slide-resistant pile.
Background
The slide-resistant pile is one of the main measures for carrying out slide-resistant treatment on the side slope and the landslide. The function of the slide-resistant pile on the slide body is to balance the thrust of the slide body by using the resistance (anchoring force) of the slide-resistant pile inserted into a stable stratum below the sliding surface to the pile so as to increase the stability of the slide body. When the sliding body slides downwards, the sliding body is resisted by the anti-sliding pile, so that the sliding body in front of the pile reaches a stable state. When designing the anti-slide pile, the landslide thrust is a key factor for determining the factors such as the geometric dimension of the anti-slide pile, the pile arrangement interval, the steel bar arrangement and the like. The magnitude of the landslide thrust acting on the anti-slide pile is related to many factors, such as the position of the anti-slide pile, the geometrical and geotechnical parameters of the landslide body and the sliding surface, the hydrogeological conditions of the landslide body, and the like. Effective measures are taken to reduce the landslide thrust, and the method has important significance for improving the stability of a landslide body, reducing the geometric dimension of the anti-slide pile, reducing the landslide control cost and the like.
When the landslide body is subjected to the actions of underground water level lifting, underground water seepage to the outside of the slope and the like due to surface water infiltration or underground water infiltration and the like, landslide thrust acting on the anti-slide pile is likely to increase steeply, and disasters such as anti-slide pile failure, landslide body instability and the like are likely to be caused in serious cases. Therefore, it is important to take effective measures to inhibit or reduce the effects of the rising of the groundwater level in the landslide body, the seepage of groundwater to the outside of the slope and the like to ensure the safety and stability of the anti-slide pile and the landslide body.
Generally speaking, the ground surface water interception and drainage facility can be adopted to reduce the infiltration of surface water and timely drain the water body in the landslide body through underground drainage measures, thereby achieving the purpose of inhibiting or reducing the rise of the underground water level in the landslide body. When the underground water level in the landslide body is high and hydraulic gradient exists outside the landslide, seepage action of underground water to the outside of the landslide is possible, and the flow direction of the underground water can be changed by adopting a method for artificially reducing the local underground water level of the landslide body, so that the purpose of inhibiting or reducing the seepage of the underground water to the outside of the landslide is achieved. However, when the range of the landslide body is large, the method has limited effects of inhibiting or reducing the rising of the underground water level in the landslide body, the seepage of underground water to the outside of the slope and the like, namely the method for preventing or controlling the landslide thrust of the anti-slide pile is not necessarily reliable, and is not necessarily economical.
Disclosure of Invention
In view of the above, the present invention is directed to a hollow anti-slide pile with a drainage structure and a construction method thereof, which may drain groundwater in time by using the drainage structure of the anti-slide pile, and reduce the groundwater level around the anti-slide pile, so as to achieve the technical purpose of preventing or controlling the steep increase of landslide thrust acting on the anti-slide pile, and have the advantages of convenient construction and good economical efficiency.
In order to achieve the purpose, the invention provides the following technical scheme:
the invention firstly provides a hollow anti-slide pile with a drainage structure, which comprises a pile hole extending downwards to the position below a potential slip surface, wherein a pile body is arranged in the pile hole, a permeable layer is arranged between the pile body and the bottom surface of the pile hole, seepage wells communicated with the permeable layer and used for guiding underground water around the pile body to the permeable layer are arranged between the periphery of the pile body and the inner wall of the pile hole or outside the periphery of the pile body, a central cavity communicated with the permeable layer is arranged in the pile body, and a water pumping system used for discharging the underground water permeated into the central cavity through the permeable layer is arranged in the central cavity.
Further, the seepage well is arranged outside the periphery of the pile body.
Further, the cross-sectional area of the cementation well is circular, and the inner diameter of the cementation well is more than or equal to 10 cm.
Further, the outer contour shape of the cross section of the water permeable layer is geometrically similar to the outer contour shape of the cross section of the pile body, and the geometric dimension of the outer contour shape of the cross section of the water permeable layer is larger than that of the outer contour shape of the cross section of the pile body; along the axial view direction of the pile body, all the seepage wells are positioned in the cross section of the water permeable layer or all the seepage wells are partially overlapped with the cross section of the water permeable layer.
Further, the seepage well is arranged between the periphery of the pile body and the inner wall of the pile hole; the seepage well is an inner groove arranged around the pile body, the outer contour shape of the cross section of the water permeable layer is geometrically similar to the outer contour shape of the cross section of the pile body, and the geometric dimension of the outer contour shape of the cross section of the water permeable layer is larger than or equal to that of the outer contour shape of the cross section of the pile body; or the seepage well is an outer groove arranged on the inner wall of the pile hole, the outer contour shape of the cross section of the water permeable layer is geometrically similar to the outer contour shape of the cross section of the pile body, and the geometric dimension of the outer contour shape of the cross section of the water permeable layer is larger than that of the outer contour shape of the cross section of the pile body.
Furthermore, the cross section of the pile body is rectangular or circular in outer contour shape, and the cross section of the central cavity is circular.
Furthermore, the permeable layer is made by paving a crushed stone layer with equal particle size, and the infiltration well is filled with permeable materials.
Further, the thickness of the permeable layer in the vertical direction is greater than or equal to 50 cm.
Further, the water pumping system comprises a water pumping device arranged at the bottom of the central cavity and a drain pipe used for connecting the water pumping device with a ground drainage system; the top surface of the pile body is fixedly provided with a top cover used for sealing the central cavity, and the top cover is provided with a small hole used for the drain pipe to penetrate through.
The invention also provides a construction method of the hollow slide-resistant pile with the drainage structure, which comprises the following steps:
the method comprises the following steps: construction of anti-slide pile
11) Pile hole forming: excavating pile holes according to the requirements of the designed pile positions, the sizes of the pile holes and the like, and constructing pile hole protecting walls according to geological conditions;
12) construction of a permeable layer: laying a permeable layer at the bottom of the pile hole, wherein the thickness of the permeable layer is slightly larger than the designed thickness;
13) construction of a central cavity template: installing a central cavity template in the pile hole along the axis of the pile hole;
14) paving a geomembrane: paving a geomembrane on the top surface of the permeable layer positioned in the pile hole and outside the central cavity template;
15) installing a reinforcement cage: installing a reinforcement cage in the areas inside the pile hole and outside the central cavity template;
16) concrete pouring: pouring concrete from bottom to top in the areas inside the pile hole and outside the central cavity template until the designed pile top position to form the pile body;
step two: seepage well construction
21) And (3) seepage well construction: constructing seepage wells between the periphery of the constructed pile body and the inner wall of the pile hole or outside the periphery of the pile body according to the design requirements of the seepage wells, wherein the bottoms of the seepage wells are communicated with a water permeable layer;
22) filling the permeable well hole: filling a permeable material in the constructed seepage well from bottom to top until the permeable material reaches the ground;
step three: construction of pumping system
31) And (3) installation and construction of pumping equipment: installing a water pumping device in the central cavity of the pile body: if the pumping equipment needs to be driven by electric power, the pumping equipment needs to be connected with a power supply; if the underground water in the central cavity is discharged by adopting a siphon method, installing a siphon and accessory equipment;
32) and (3) installing and constructing a drain pipe: a drainage pipe is arranged in the central cavity of the pile body, the lower end of the drainage pipe is communicated with a water outlet of pumping equipment, and the upper end of the drainage pipe is connected into a ground surface drainage system;
33) and (3) installing and constructing a top cover: and a top cover is arranged at the top end of the central cavity to seal the central cavity.
The invention has the beneficial effects that:
the hollow slide-resistant pile with the drainage structure has the following technical effects:
1) the seepage wells positioned around the pile body can guide the underground water around the anti-slide pile into the permeable layer positioned at the bottom of the anti-slide pile, then the underground water permeates into the central cavity of the pile body through the permeable layer and is discharged by utilizing the water pumping system positioned in the central cavity; by utilizing the pumping system, the underground water infiltrated into the central cavity of the pile body can be discharged in time, the underground water level in a certain range around the slide-resistant pile is effectively reduced, and the flow direction of the underground water is changed, so that the purpose of preventing or controlling the landslide thrust acting on the slide-resistant pile from increasing steeply is achieved;
2) compared with the traditional slide-resistant pile, the hollow slide-resistant pile with the drainage structure has the advantages that the construction process is complicated because the permeable layer is additionally arranged at the bottom of the pile, the seepage well is additionally arranged at the periphery of the pile, and the central cavity and the water pumping system are additionally arranged on the pile body, but the pile body structure is still simpler, the construction method is mature, and the construction quality is easy to control;
3) from the aspect of bearing characteristics, the slide-resistant pile is a bent and sheared structure and mainly bears bending moment and shearing force; therefore, the center of the cross section of the slide-resistant pile bears little external load, and the requirement on the bearing capacity of the pile bottom foundation is low. Compared with the traditional slide-resistant pile, the arrangement of the central cavity in the pile body does not affect the bearing characteristic of the slide-resistant pile, and obviously reduces the concrete consumption of the pile body; in addition, due to the addition of the drainage structure, the landslide thrust acting on the anti-slide pile is reduced to a certain extent, so that the geometric dimension of the anti-slide pile can be properly reduced; therefore, the hollow slide-resistant pile with the drainage structure has good economical efficiency.
Drawings
In order to make the object, technical scheme and beneficial effect of the invention more clear, the invention provides the following drawings for explanation:
FIG. 1 is a schematic structural view of a hollow slide-resistant pile with a drainage structure according to an embodiment 1 of the present invention;
FIG. 2 is a schematic view of an installation structure of the hollow slide-resistant pile with a drainage structure according to the embodiment;
fig. 3 is a schematic structural diagram of a first positional relationship between the seepage well and the pile body in the embodiment;
FIG. 4 is a schematic structural diagram of a second positional relationship between the seepage well and the pile body in the present embodiment;
fig. 5 is a schematic structural diagram of a third positional relationship between the seepage well and the pile body in the present embodiment;
FIG. 6 is a schematic structural diagram of a seepage well positioned in a cross section of a permeable layer along the axial direction of a pile body;
FIG. 7 is a schematic structural diagram of a seepage well and a cross section part of a permeable layer overlapped along the axial direction of a pile body;
FIG. 8 is a flow chart of a construction method of the hollow slide-resistant pile with the drainage structure according to the embodiment;
FIG. 9 is a schematic structural view of a hollow slide-resistant pile with a drainage structure according to embodiment 2 of the present invention;
FIG. 10 is a schematic view of the installation structure of the hollow slide-resistant pile with a drainage structure according to the embodiment;
fig. 11 is a schematic structural diagram of a first positional relationship between the seepage well and the pile body in the embodiment;
fig. 12 is a schematic structural diagram of a second positional relationship between the seepage well and the pile body in the embodiment;
fig. 13 is a schematic structural view of a third positional relationship between the seepage well and the pile body in the present embodiment;
fig. 14 is a schematic structural view of a seepage well in a cross section of a permeable layer along the axial direction of a pile body;
fig. 15 is a schematic structural view of a seepage well and a cross section part of a permeable layer partially overlapped along the axial direction of a pile body.
Detailed Description
The present invention is further described with reference to the following drawings and specific examples so that those skilled in the art can better understand the present invention and can practice the present invention, but the examples are not intended to limit the present invention.
Example 1
Fig. 1 is a schematic structural view of a hollow slide-resistant pile with a drainage structure according to an embodiment 1 of the present invention. The area drainage structures cavity friction pile of this embodiment, including downwardly extending to stake hole 6 of potential slip surface below, be equipped with pile body 1 in the stake hole 6, be equipped with permeable bed 2 between the bottom surface in stake body 1 and stake hole, stake body 1 all around with between the stake downthehole wall or stake body 1 be equipped with all around outside be linked together with permeable bed 2 and be used for with 1 groundwater water conservancy diversion all around of stake body to permeable bed 2's infiltration well 3, 3 intussuseption of infiltration well of this embodiment are filled with permeable material, be equipped with the central cavity 4 that is linked together with permeable bed 2 in the stake body 1, the installation is equipped with the water pumping system that is used for discharging the groundwater of permeating into central cavity 4 through permeable bed 2 in the central cavity 4.
Further, the seepage well 3 of the present embodiment is arranged outside the periphery of the pile body 1, as shown in fig. 3. Specifically, the cross-sectional area of the seepage well 3 is circular, and the inner diameter of the seepage well 3 is more than or equal to 10 cm. At the moment, the outer contour shape of the cross section of the water permeable layer 2 is geometrically similar to the outer contour shape of the cross section of the pile body 1, and the geometric dimension of the outer contour shape of the cross section of the water permeable layer 2 is larger than that of the outer contour shape of the cross section of the pile body 1; along the axial view direction of the pile body 1, all the seepage wells 3 are positioned in the cross section of the water permeable layer 2, as shown in fig. 6, or all the seepage wells 3 are partially overlapped with the cross section of the water permeable layer 2, as shown in fig. 7, so as to achieve the technical purpose that the seepage wells 3 are communicated with the water permeable layer 2, and all the seepage wells 3 of the embodiment are partially overlapped with the cross section of the water permeable layer 2.
Certainly, according to actual conditions, the seepage well can be arranged between the periphery of the pile body and the inner wall of the pile hole; when the seepage well 3 is an inner groove arranged around the pile body 1, the outer contour shape of the cross section of the water permeable layer 2 is geometrically similar to the outer contour shape of the cross section of the pile body 1, and the geometric dimension of the outer contour shape of the cross section of the water permeable layer 2 is larger than or equal to the geometric dimension of the outer contour shape of the cross section of the pile body 1, so that the technical purpose that the seepage well 3 is communicated with the water permeable layer 2 can be realized, as shown in fig. 4. When the seepage well 3 is an outer groove arranged on the inner wall of the pile hole, the outer contour shape of the cross section of the water permeable layer 2 is geometrically similar to the outer contour shape of the cross section of the pile body 1, and the geometric dimension of the outer contour shape of the cross section of the water permeable layer 2 is larger than that of the outer contour shape of the cross section of the pile body 1, so that the technical purpose of communicating the seepage well 3 with the water permeable layer 2 can be realized, as shown in fig. 5.
Further, the cross-sectional outer contour shape of pile body 1 is rectangular or circular, and the cross-sectional outer contour shape of pile body 1 of the present embodiment is rectangular. The cross section of the central cavity 4 is circular, and the cross section of the central cavity 4 has a geometric dimension which can meet the installation and maintenance requirements of the pumping system.
Further, the permeable bed 2 of this embodiment adopts the particle size metalling to lay and makes, and permeable bed 2 thickness more than or equal to 50cm in vertical side, through permeable bed 2 intercommunication infiltration well 3 and central cavity 4, can form the intercommunication tubular construction between infiltration well 3 and central cavity 4, plays the technical purpose with groundwater water conservancy diversion to central cavity 4 in.
Further, the water pumping system of the embodiment comprises a water pumping device arranged at the bottom of the central cavity and a drain pipe used for connecting the water pumping device with the ground drainage system; the top surface of the pile body 1 is also fixedly provided with a top cover 4 for sealing the central cavity, and the top cover 4 is provided with a small hole for the drain pipe to pass through.
The embodiment also provides a construction method of the hollow slide-resistant pile with the drainage structure, which comprises the following steps:
the method comprises the following steps: construction of anti-slide pile
11) Pile hole forming: excavating pile holes with rectangular cross sections according to the requirements of the designed pile positions, the size of the pile holes and the like, and constructing pile hole protecting walls according to geological conditions; the size of the pile hole at the position corresponding to the permeable layer 2 is slightly larger than that of the pile hole at the position corresponding to the pile body 1 at the upper part;
12) construction of a permeable layer: paving a permeable layer 2 at the bottom of the pile hole, wherein the thickness of the permeable layer 2 is slightly larger than the design thickness, and the permeable layer 2 of the embodiment is paved by equal-particle-size crushed stones;
13) construction of a central cavity template: installing a central cavity template in the pile hole along the axis of the pile hole; the central cavity template can be prefabricated and then hoisted, and can also be manufactured on site;
14) paving a geomembrane: paving a geomembrane on the top surface of the permeable layer positioned in the pile hole and outside the central cavity template; the geomembrane is used for separating the permeable layer 2 from the pile body 1 and preventing the water permeability of the permeable layer 2 from being reduced due to the fact that cement paste permeates into the permeable layer 2 in the concrete pouring process of the pile body 1;
15) installing a reinforcement cage: installing a reinforcement cage in the areas inside the pile hole and outside the central cavity template; the reinforcement cage can be prefabricated and then hoisted, and can also be manufactured on site;
16) concrete pouring: pouring concrete from bottom to top in the areas inside the pile hole and outside the central cavity template until the designed pile top position to form a pile body;
step two: seepage well construction
21) And (3) seepage well construction: constructing seepage wells between the periphery of the constructed pile body 1 and the inner wall of the pile hole or outside the periphery of the pile body 1 according to the design requirements of the seepage well 3, wherein the bottoms of the seepage wells are communicated with the permeable layer 2; the seepage well 3 of the embodiment is arranged outside the periphery of the pile body 1, a seepage well hole is constructed around the constructed slide-resistant pile by a clear water drilling method according to the requirements of the position, the diameter, the depth and the like of the designed seepage well 3, and the constructed slide-resistant pile cannot be damaged when the seepage well 3 is formed; and when seepage well 3 sets up around pile body 1 and between the stake hole inner wall, directly this moment in the friction pile construction process of step one, set up the inner groovy that extends along its generating line direction on pile body 1 periphery wall or set up the outer recess that extends along its generating line direction on the inside perisporium of stake hole, inner groovy or outer recess at this moment are the seepage wellhole promptly.
22) Filling the permeable well hole: filling a permeable material in the constructed seepage well 3 from bottom to top to the ground;
step three: construction of pumping system
31) And (3) installation and construction of pumping equipment: a water pumping device is arranged in the central cavity 4 of the pile body 1: if the pumping equipment needs to be driven by electric power, the pumping equipment needs to be connected with a power supply; if the underground water in the central cavity is discharged by adopting a siphon method, installing a siphon and accessory equipment;
32) and (3) installing and constructing a drain pipe: a drain pipe is arranged in the central cavity 4 of the pile body, the lower end of the drain pipe is communicated with a water outlet of pumping equipment, and the upper end of the drain pipe is connected into a ground surface drainage system;
33) and (3) installing and constructing a top cover: a top cover 5 is arranged at the top end of the central cavity 4 to close the central cavity 4.
The hollow anti-slide pile with the drainage structure has the following technical effects:
1) the seepage wells positioned around the pile body can guide the underground water around the anti-slide pile into the permeable layer positioned at the bottom of the anti-slide pile, then the underground water permeates into the central cavity of the pile body through the permeable layer and is discharged by utilizing the water pumping system positioned in the central cavity; by utilizing the pumping system, the underground water infiltrated into the central cavity of the pile body can be discharged in time, the underground water level in a certain range around the slide-resistant pile is effectively reduced, and the flow direction of the underground water is changed, so that the purpose of preventing or controlling the landslide thrust acting on the slide-resistant pile from increasing steeply is achieved;
2) compared with the traditional slide-resistant pile, the hollow slide-resistant pile with the drainage structure has the advantages that the construction process is complicated because the permeable layer is additionally arranged at the bottom of the pile, the seepage well is additionally arranged at the periphery of the pile, and the central cavity and the water pumping system are additionally arranged on the pile body, but the pile body structure is still simpler, the construction method is mature, and the construction quality is easy to control;
3) from the aspect of bearing characteristics, the slide-resistant pile is a bent and sheared structure and mainly bears bending moment and shearing force; therefore, the center of the cross section of the slide-resistant pile bears little external load, and the requirement on the bearing capacity of the pile bottom foundation is low. Compared with the traditional slide-resistant pile, the arrangement of the central cavity in the pile body does not affect the bearing characteristic of the slide-resistant pile, and obviously reduces the concrete consumption of the pile body; in addition, due to the addition of the drainage structure, the landslide thrust acting on the anti-slide pile is reduced to a certain extent, so that the geometric dimension of the anti-slide pile can be properly reduced; therefore, the hollow slide-resistant pile with the drainage structure has good economical efficiency.
Example 2
Fig. 9 is a schematic structural view of a hollow slide-resistant pile with a drainage structure according to embodiment 1 of the present invention. The anti-slide pile of drainage structures cavity of taking of this embodiment, including downwardly extending to stake hole 6 of potential slip surface below, be equipped with pile body 1 in the stake hole 6, be equipped with permeable bed 2 between the bottom surface in stake body 1 and stake hole, stake body 1 all around with between the stake downthehole wall or stake body 1 be equipped with all around outside be linked together with permeable bed 2 and be used for the infiltration well 3 with stake body 1 groundwater water conservancy diversion all around to permeable bed 2, 3 intussuseptions of infiltration well of this embodiment are filled with permeable material, be equipped with the central cavity 4 that is linked together with permeable bed 2 in the stake body 1, the installation is equipped with the water pumping system that is used for discharging the groundwater in permeating to central cavity 4 through permeable bed 2 in the central cavity 4. The cross-sectional outer contour shape of pile body 1 is rectangular or circular, and the cross-sectional outer contour shape of pile body 1 of this embodiment is circular. The cross section of central cavity 4 is circular, and the cross section geometric dimension of central cavity 4 should be able to satisfy pumping system's installation and maintenance requirement, and central cavity 4 sets up with pile body 1 is coaxial, and the axis of cementation of wells 3 is parallel with the axis of pile body 1, and the annular equipartition of cementation of wells 3 of this embodiment sets up around pile body 1.
Further, the seepage well 3 of the present embodiment is arranged outside the periphery of the pile body 1, as shown in fig. 11. Specifically, the cross-sectional area of the seepage well 3 is circular, and the inner diameter of the seepage well 3 is more than or equal to 10 cm. At the moment, the outer contour shape of the cross section of the water permeable layer 2 is geometrically similar to the outer contour shape of the cross section of the pile body 1, and the geometric dimension of the outer contour shape of the cross section of the water permeable layer 2 is larger than that of the outer contour shape of the cross section of the pile body 1; along the axial view direction of the pile body 1, all the seepage wells 3 are positioned in the cross section of the water permeable layer 2, as shown in fig. 14, or all the seepage wells 3 are partially overlapped with the cross section of the water permeable layer 2, as shown in fig. 15, so as to achieve the technical purpose that the seepage wells 3 are communicated with the water permeable layer 2, and all the seepage wells 3 of the embodiment are partially overlapped with the cross section of the water permeable layer 2.
Certainly, according to actual conditions, the seepage well can be arranged between the periphery of the pile body and the inner wall of the pile hole; when the seepage well 3 is an inner groove arranged around the pile body 1, the outer contour shape of the cross section of the water permeable layer 2 is geometrically similar to the outer contour shape of the cross section of the pile body 1, and the geometric dimension of the outer contour shape of the cross section of the water permeable layer 2 is larger than or equal to the geometric dimension of the outer contour shape of the cross section of the pile body 1, so that the technical purpose that the seepage well 3 is communicated with the water permeable layer 2 can be realized, as shown in fig. 12. When the seepage well 3 is an outer groove arranged on the inner wall of the pile hole, the outer contour shape of the cross section of the water permeable layer 2 is geometrically similar to the outer contour shape of the cross section of the pile body 1, and the geometric dimension of the outer contour shape of the cross section of the water permeable layer 2 is larger than that of the outer contour shape of the cross section of the pile body 1, so that the technical purpose of communicating the seepage well 3 with the water permeable layer 2 can be realized, as shown in fig. 13.
Further, the permeable bed 2 of this embodiment adopts the particle size metalling to lay and makes, and permeable bed 2 thickness more than or equal to 50cm in vertical side, through permeable bed 2 intercommunication infiltration well 3 and central cavity 4, can form the intercommunication tubular construction between infiltration well 3 and central cavity 4, plays the technical purpose with groundwater water conservancy diversion to central cavity 4 in.
Further, the water pumping system of the embodiment comprises a water pumping device arranged at the bottom of the central cavity and a drain pipe used for connecting the water pumping device with the ground drainage system; the top surface of the pile body 1 is also fixedly provided with a top cover 4 for sealing the central cavity, and the top cover 4 is provided with a small hole for the drain pipe to pass through.
The embodiment also provides a construction method of the hollow slide-resistant pile with the drainage structure, which comprises the following steps:
the method comprises the following steps: construction of anti-slide pile
11) Pile hole forming: excavating a pile hole with a circular cross section according to the requirements of the designed pile position, the size of the pile hole and the like, and constructing a pile hole protecting wall according to geological conditions; the size of the pile hole at the position corresponding to the permeable layer 2 is slightly larger than that of the pile hole at the position corresponding to the pile body 1 at the upper part;
12) construction of a permeable layer: paving a permeable layer 2 at the bottom of the pile hole, wherein the thickness of the permeable layer 2 is slightly larger than the design thickness, and the permeable layer 2 of the embodiment is paved by equal-particle-size crushed stones;
13) construction of a central cavity template: installing a central cavity template in the pile hole along the axis of the pile hole; the central cavity template can be prefabricated and then hoisted, and can also be manufactured on site;
14) paving a geomembrane: paving a geomembrane on the top surface of the permeable layer positioned in the pile hole and outside the central cavity template; the geomembrane is used for separating the permeable layer 2 from the pile body 1 and preventing the water permeability of the permeable layer 2 from being reduced due to the fact that cement paste permeates into the permeable layer 2 in the concrete pouring process of the pile body 1;
15) installing a reinforcement cage: installing a reinforcement cage in the areas inside the pile hole and outside the central cavity template; the reinforcement cage can be prefabricated and then hoisted, and can also be manufactured on site;
16) concrete pouring: pouring concrete from bottom to top in the areas inside the pile hole and outside the central cavity template until the designed pile top position to form a pile body;
step two: seepage well construction
21) And (3) seepage well construction: constructing seepage wells between the periphery of the constructed pile body 1 and the inner wall of the pile hole or outside the periphery of the pile body 1 according to the design requirements of the seepage well 3, wherein the bottoms of the seepage wells are communicated with the permeable layer 2; the seepage well 3 of the embodiment is arranged outside the periphery of the pile body 1, a seepage well hole is constructed around the constructed slide-resistant pile by a clear water drilling method according to the requirements of the position, the diameter, the depth and the like of the designed seepage well 3, and the constructed slide-resistant pile cannot be damaged when the seepage well 3 is formed; and when seepage well 3 sets up around pile body 1 and between the stake hole inner wall, directly this moment in the friction pile construction process of step one, set up the inner groovy that extends along its generating line direction on pile body 1 periphery wall or set up the outer recess that extends along its generating line direction on the inside perisporium of stake hole, inner groovy or outer recess at this moment are the seepage wellhole promptly.
22) Filling the permeable well hole: filling a permeable material in the constructed seepage well 3 from bottom to top to the ground;
step three: construction of pumping system
31) And (3) installation and construction of pumping equipment: a water pumping device is arranged in the central cavity 4 of the pile body 1: if the pumping equipment needs to be driven by electric power, the pumping equipment needs to be connected with a power supply; if the underground water in the central cavity is discharged by adopting a siphon method, installing a siphon and accessory equipment;
32) and (3) installing and constructing a drain pipe: a drain pipe is arranged in the central cavity 4 of the pile body, the lower end of the drain pipe is communicated with a water outlet of pumping equipment, and the upper end of the drain pipe is connected into a ground surface drainage system;
33) and (3) installing and constructing a top cover: a top cover 5 is arranged at the top end of the central cavity 4 to close the central cavity 4.
The above-mentioned embodiments are merely preferred embodiments for fully illustrating the present invention, and the scope of the present invention is not limited thereto. The equivalent substitution or change made by the technical personnel in the technical field on the basis of the invention is all within the protection scope of the invention. The protection scope of the invention is subject to the claims.
Claims (8)
1. The utility model provides a take drainage structures cavity friction pile, includes the stake hole of downwardly extending to latent slip surface below, the downthehole pile body that is equipped with of stake, its characterized in that: a permeable layer is arranged between the pile body and the bottom surface of the pile hole, a seepage well communicated with the permeable layer is arranged between the periphery of the pile body and the inner wall of the pile hole or outside the periphery of the pile body and used for guiding groundwater around the pile body to the permeable layer, a central cavity communicated with the permeable layer is arranged in the pile body, and a water pumping system used for discharging the groundwater seeped into the central cavity through the permeable layer is arranged in the central cavity;
the outer contour shape of the cross section of the water permeable layer is geometrically similar to the outer contour shape of the cross section of the pile body, and the geometric dimension of the outer contour shape of the cross section of the water permeable layer is larger than that of the outer contour shape of the cross section of the pile body; along the axial view direction of the pile body, all the seepage wells are positioned in the cross section of the water permeable layer or all the seepage wells are partially overlapped with the cross section of the water permeable layer.
2. The hollow slide-resistant pile with a drainage structure of claim 1, wherein: the cross-sectional area of the seepage well is circular, and the inner diameter of the seepage well is more than or equal to 10 cm.
3. The hollow slide-resistant pile with a drainage structure of claim 1, wherein: the seepage well is arranged between the periphery of the pile body and the inner wall of the pile hole; the seepage well is an inner groove arranged around the pile body, the outer contour shape of the cross section of the water permeable layer is geometrically similar to the outer contour shape of the cross section of the pile body, and the geometric dimension of the outer contour shape of the cross section of the water permeable layer is larger than or equal to that of the outer contour shape of the cross section of the pile body; or the seepage well is an outer groove arranged on the inner wall of the pile hole, the outer contour shape of the cross section of the water permeable layer is geometrically similar to the outer contour shape of the cross section of the pile body, and the geometric dimension of the outer contour shape of the cross section of the water permeable layer is larger than that of the outer contour shape of the cross section of the pile body.
4. The drainage structured hollow slide-resistant pile according to any one of claims 1 to 3, wherein: the cross section of the pile body is rectangular or circular in outer contour shape, and the cross section of the central cavity is circular.
5. The drainage structured hollow slide-resistant pile according to any one of claims 1 to 3, wherein: the permeable layer is made by paving a crushed stone layer with equal particle size; and the seepage well is filled with a permeable material.
6. The hollow slide-resistant pile with a drainage structure of claim 5, wherein: the thickness of the permeable layer in the vertical direction is more than or equal to 50 cm.
7. The drainage structured hollow slide-resistant pile according to any one of claims 1 to 3, wherein: the water pumping system comprises a water pumping device arranged at the bottom of the central cavity and a drain pipe used for connecting the water pumping device with a ground drainage system; the top surface of the pile body is fixedly provided with a top cover used for sealing the central cavity, and the top cover is provided with a small hole used for the drain pipe to penetrate through.
8. A construction method of a hollow slide-resistant pile with a drainage structure according to any one of claims 1 to 7, characterized in that: the method comprises the following steps:
the method comprises the following steps: construction of anti-slide pile
11) Pile hole forming: excavating pile holes according to the designed pile positions and the size requirements of the pile holes, and constructing pile hole protecting walls according to geological conditions;
12) construction of a permeable layer: laying a permeable layer at the bottom of the pile hole, wherein the thickness of the permeable layer is slightly larger than the designed thickness;
13) construction of a central cavity template: installing a central cavity template in the pile hole along the axis of the pile hole;
14) paving a geomembrane: paving a geomembrane on the top surface of the permeable layer positioned in the pile hole and outside the central cavity template;
15) installing a reinforcement cage: installing a reinforcement cage in the areas inside the pile hole and outside the central cavity template;
16) concrete pouring: pouring concrete from bottom to top in the areas inside the pile hole and outside the central cavity template until the designed pile top position to form the pile body;
step two: seepage well construction
21) And (3) seepage well construction: constructing seepage wells between the periphery of the constructed pile body and the inner wall of the pile hole or outside the periphery of the pile body according to the design requirements of the seepage wells, wherein the bottoms of the seepage wells are communicated with a water permeable layer;
22) filling the permeable well hole: filling a permeable material in the constructed seepage well from bottom to top until the permeable material reaches the ground;
step three: construction of pumping system
31) And (3) installation and construction of pumping equipment: installing a water pumping device in the central cavity of the pile body: if the pumping equipment needs to be driven by electric power, the pumping equipment needs to be connected with a power supply; if the underground water in the central cavity is discharged by adopting a siphon method, installing a siphon and accessory equipment;
32) and (3) installing and constructing a drain pipe: a drainage pipe is arranged in the central cavity of the pile body, the lower end of the drainage pipe is communicated with a water outlet of pumping equipment, and the upper end of the drainage pipe is connected into a ground surface drainage system;
33) and (3) installing and constructing a top cover: and a top cover is arranged at the top end of the central cavity to seal the central cavity.
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| CN201810077425.0A CN108277813B (en) | 2018-01-26 | 2018-01-26 | Hollow anti-slide pile with drainage structure and construction method thereof |
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| CN201810077425.0A CN108277813B (en) | 2018-01-26 | 2018-01-26 | Hollow anti-slide pile with drainage structure and construction method thereof |
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| CN108277813A CN108277813A (en) | 2018-07-13 |
| CN108277813B true CN108277813B (en) | 2020-10-30 |
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| CN110468853A (en) * | 2019-05-09 | 2019-11-19 | 中铁二院工程集团有限责任公司 | Large-scale friction pile present tube band drainage system and construction method |
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|---|---|---|---|---|
| JPH02225710A (en) * | 1988-11-11 | 1990-09-07 | Sumitomo Metal Ind Ltd | Liquefaction suppressing pile |
| CN2878507Y (en) * | 2005-08-29 | 2007-03-14 | 曹沂风 | High friction big bearing force #-shaped pre-casting hollow steel concrete pile |
| CN103266594A (en) * | 2013-05-21 | 2013-08-28 | 中南大学 | Slide-resistant pile |
| CN106759390A (en) * | 2016-11-14 | 2017-05-31 | 重庆大学 | A kind of rubble non-uniform pile composite construction and its construction method with draining and AsA -GSH cycle |
-
2018
- 2018-01-26 CN CN201810077425.0A patent/CN108277813B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH02225710A (en) * | 1988-11-11 | 1990-09-07 | Sumitomo Metal Ind Ltd | Liquefaction suppressing pile |
| CN2878507Y (en) * | 2005-08-29 | 2007-03-14 | 曹沂风 | High friction big bearing force #-shaped pre-casting hollow steel concrete pile |
| CN103266594A (en) * | 2013-05-21 | 2013-08-28 | 中南大学 | Slide-resistant pile |
| CN106759390A (en) * | 2016-11-14 | 2017-05-31 | 重庆大学 | A kind of rubble non-uniform pile composite construction and its construction method with draining and AsA -GSH cycle |
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