CN111335347B

CN111335347B - Cast-in-situ bored pile and construction method thereof

Info

Publication number: CN111335347B
Application number: CN202010170338.7A
Authority: CN
Inventors: 肖晓玲
Original assignee: Guangdong Jinheng Construction Engineering Co ltd
Current assignee: Guangdong Jinheng Construction Engineering Co ltd
Priority date: 2020-03-12
Filing date: 2020-03-12
Publication date: 2021-07-20
Anticipated expiration: 2040-03-12
Also published as: CN111335347A

Abstract

The invention relates to a cast-in-situ bored pile which comprises a pile body and a reinforcement cage arranged in the pile body, wherein the reinforcement cage is connected with a cross beam, the length direction of the cross beam is vertical to the length direction of the pile body, and the cross beam extends out of the pile body. The invention has the effects that two adjacent cast-in-situ bored piles are mutually connected through the cross beam, after the pile body of one cast-in-situ bored pile is subjected to excessive load, the transverse load, the pressure load or other accidental loads can be transmitted and shared through the cross beam, and the bearing capacity of a single pile foundation is larger.

Description

Cast-in-situ bored pile and construction method thereof

Technical Field

The invention relates to the technical field of building components and construction methods thereof, in particular to a cast-in-situ bored pile and a construction method thereof.

Background

At present, a bored pile foundation is used as a common foundation form, and is widely applied to various fields such as various bridge engineering, building engineering, hydraulic engineering and the like because the construction process is simple and mature and is suitable for various geological conditions.

The pile foundation of the existing cast-in-situ bored pile mainly bears vertical pressure load, horizontal load is assisted, and bridge engineering horizontal load brake braking force, wind load and other accidental loads are realized; the horizontal loads of the building engineering and the water conservancy engineering mainly comprise wind loads, fluid horizontal pressure loads and the like.

In order to increase the bearing capacity of the bored pile, a design unit generally increases the diameter of a pile foundation or the length of the pile foundation according to the mechanical parameters of each soil layer in a geological survey report and the calculation rule of a design specification. But the increase of single pile foundation pile footpath and the increase of pile length also can lead to the increase of this pile foundation weight itself simultaneously, increase the dead weight load in the intangible and reduce partial bearing capacity, consequently how to increase this problem of bearing capacity of bored concrete pile under the prerequisite that does not excessively increase single pile foundation weight and have a urgent need to be solved.

Disclosure of Invention

Aiming at the defects in the prior art, the invention aims to provide a cast-in-situ bored pile with a single pile foundation with higher bearing capacity.

The above object of the present invention is achieved by the following technical solutions:

the utility model provides a bored concrete pile, includes the pile body and sets up the steel reinforcement cage in the pile body, the steel reinforcement cage is connected with a crossbeam, the length direction of crossbeam is perpendicular with the length direction of pile body, the crossbeam stretches out in the pile body.

Through adopting above-mentioned technical scheme, make between two adjacent drilling bored concrete piles through crossbeam interconnect, after the pile body of a certain drilling bored concrete pile received excessive load, can transmit through horizontal load, pressure load or other accidental loads that the crossbeam will receive and share, the bearing capacity of single pile foundation is great.

The present invention in a preferred example may be further configured to: be equipped with the joint subassembly between crossbeam and the steel reinforcement cage, the joint subassembly is including locating first bayonet socket on the crossbeam and being located the first block tongue on the steel reinforcement cage, first block tongue joint is in first bayonet socket.

Through adopting above-mentioned technical scheme, make between steel reinforcement cage and the crossbeam through joint subassembly interconnect, after the pile foundation received the load, the steel reinforcement cage transmitted away through the crossbeam rather than being connected the load that receives, and the crossbeam is connected comparatively closely with the pile body, and fracture behind the difficult atress prolongs its life.

The present invention in a preferred example may be further configured to: the cross beam is provided with a hollow component towards one end of the reinforcement cage, and the sectional area of the hollow component from top to bottom is gradually reduced.

Through adopting above-mentioned technical scheme, make hollow subassembly use reduce the pouring volume of concrete in the pile body, reduce the dead weight of pile body, prevent that the pile body from because its dead weight load from reducing partial bearing capacity, the sectional area that top-down reduces gradually makes hollow subassembly carry out the buoyancy that the in-process produced of pouring at the bored concrete pile and increase gradually, difficult sudden increase and lead to hollow subassembly to take place the skew.

The present invention in a preferred example may be further configured to: the hollow component is movably connected with the cross beam, one end of the cross beam, facing the hollow component, is provided with a vertical groove the same as the length direction of the pile body, the hollow component is provided with a clamping block matched with the vertical groove, and the clamping block is inserted into the vertical groove.

Through adopting above-mentioned technical scheme, make hollow subassembly hang through the stake hole of drilling bored concrete pile and put, make hollow subassembly's joint piece can direct block in the vertical inslot of crossbeam, convenient operation.

The present invention in a preferred example may be further configured to: the steel reinforcement cage is provided with at least one communicating hole, the first clamping tongue is arranged on the communicating hole and fixedly connected with the steel reinforcement cage, and the first clamping tongue is vertical to the length direction of the steel reinforcement cage.

Through adopting above-mentioned technical scheme, make the crossbeam be convenient for pass the steel reinforcement cage and be connected with hollow subassembly, the staff of being convenient for carries out construction operation.

The present invention in a preferred example may be further configured to: and a limiting mechanism is arranged between the hollow component and the cross beam and comprises a second clamping tongue arranged on the hollow component and a second clamping opening arranged on the cross beam.

Through adopting above-mentioned technical scheme, make joint piece block back in vertical inslot, the stop gear cooperation between hollow subassembly and the crossbeam, hollow subassembly is difficult for producing great skew and influencing its structural strength at the in-process that the bored concrete pile poured into a mould.

The present invention in a preferred example may be further configured to: the clamping device comprises a cross beam, a clamping head, a clamping groove, a clamping rod, a first clamping tongue, a second clamping tongue, a positioning groove and a guide inclined plane, wherein a clamping main body is arranged at one end of the cross beam facing the hollow component, the first clamping groove and the second clamping groove are both arranged on the clamping main body, the first clamping tongue and the second clamping tongue are both a round rod-shaped clamping rod, the end of the clamping main body facing the clamping rod is provided with the positioning groove, the clamping rod is placed in the positioning groove, the positioning groove is provided with a limiting groove perpendicular to the length direction of the positioning groove, a reciprocating limiting rod is arranged in the limiting groove, one end of the limiting rod, which deviates from the bottom of the limiting groove, is provided with the guide inclined plane, and a gap for placing the clamping rod is reserved between the limiting rod and the bottom of the positioning groove; the limiting rod is connected with the limiting groove towards the bottom surface of the hollow component through a plurality of compression springs, and the first bayonet and the second bayonet respectively comprise a placing groove, a limiting rod and a plurality of compression springs.

Through adopting above-mentioned technical scheme, when making the joint pole be located standing groove department, joint pole and guiding surface contact, the inclined plane atress of direction contracts towards the spacing inslot, and the joint pole is located the clearance department between gag lever post and the standing groove bottom, and compression spring resets and releases the gag lever post, and the joint pole is fixed in the spacing inslot, and hollow subassembly is difficult for producing great skew and influencing its structural strength at the in-process that bored concrete pile poured into a mould and go on pouring

A construction method using any one of the cast-in-situ bored piles, comprising:

A. measuring and setting out, preparing an operation area, limiting the position of a pile hole, and determining an underground operation foundation pit according to the position of the pile hole, wherein the depth of the underground operation foundation pit is the same as the horizontal height of the cross beam;

B. the method comprises the steps that a beam is drilled, the operation position of an underground operation foundation pit is determined according to the position of pile foundations, the intersection of straight lines where the center lines of rows of pile foundations are located or the extension of the straight lines where the center lines of at least two pile foundations are located is selected to be dug, a drilling machine drills beam holes in the horizontal direction, and the beam holes are communicated between two adjacent pile foundations;

C. pile foundation drilling operation, namely embedding a pile casing, placing a drilling machine in place, and adopting small-stroke drilling to ensure that displacement and shaking are not generated in the drilling process;

D. cleaning the holes, namely inspecting the cast-in-situ bored pile after the drilled holes reach the required depth, cleaning the holes after all indexes meet the requirements, firstly cleaning the beam holes, then cleaning the holes of the cast-in-situ bored pile, and temporarily plugging the beam holes of the cast-in-situ bored pile in the hole cleaning process;

E. placing a steel reinforcement framework and a guide pipe, firstly, putting down the steel reinforcement cages of two adjacent cast-in-situ bored piles by a worker, suspending the steel reinforcement cages, simultaneously, penetrating a beam hole by a beam to enable a clamping assembly between the steel reinforcement cages and the beam to be matched, and then loosening the steel reinforcement cages; finally, placing the guide pipe in the bored pile and the beam hole of the drilling machine, and plugging the beam hole;

F. arranging the hollow component, wherein a worker hangs the hollow component in the cast-in-situ bored pile, inserts the clamping block of the hollow component into the vertical groove of the cross beam, and simultaneously, enables the hollow component to be matched with the limiting mechanism between the cross beams;

G. pouring concrete, wherein workers adopt a steel guide pipe back-jacking method for construction, and simultaneously pour two adjacent hole-digging cast-in-place piles;

H. and backfilling the foundation pit, backfilling the underground operation foundation pit after the beam hole is plugged, and backfilling and compacting by adopting the underground operation pit and in-situ soil generated in the drilling process.

Through adopting above-mentioned technical scheme, improve the efficiency of construction and the construction quality of bored concrete pile, improve the bearing capacity of single pile foundation, make the pile body of bored concrete pile receive excessive load after, can transmit through the horizontal load that the crossbeam will receive, pressure load or other accidental loads and share.

The present invention in a preferred example may be further configured to: in the concrete pouring process, when the concrete is poured to a height more than half of the height of the beam hole, the guide pipe is poured into the beam hole at the same time, the guide pipe is always positioned below the concrete, and the guide pipe positioned in the beam hole is positioned below 1/2 of the beam hole.

By adopting the technical scheme, in the process of pouring concrete, high-pressure air bags and pressure leakage guide pipes are not easy to generate in the cast-in-situ bored piles and beam holes, and the pouring process is safer.

The present invention in a preferred example may be further configured to: the distance between two adjacent cast-in-situ bored piles is 2 to 4 times of the diameter of the cast-in-situ bored pile.

Through adopting above-mentioned technical scheme, make the crossbeam shorter, and then make underground operation foundation ditch diameter less, the construction operation is comparatively simple.

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

1. two adjacent cast-in-situ bored piles are connected with each other through the cross beam, after the pile body of one cast-in-situ bored pile is subjected to excessive load, the transverse load, the pressure load or other accidental loads can be transmitted and shared through the cross beam, and the bearing capacity of a single pile foundation is large;

2. the use of the hollow component reduces the pouring amount of concrete in the pile body, reduces the self weight of the pile body, prevents the pile body from reducing the bearing capacity of the part due to the self weight load, and gradually reduces the sectional area from top to bottom so that the buoyancy generated in the process of pouring the bored pile by the hollow component is gradually increased and the hollow component is not easy to be suddenly increased to cause the deviation of the hollow component;

3. the construction efficiency and the construction quality of the cast-in-situ bored pile are improved, the bearing capacity of a single pile foundation is improved, and after the pile body of the cast-in-situ bored pile is subjected to excessive load, the transverse load, the pressure load or other accidental loads can be transmitted and shared through the cross beam.

Drawings

Fig. 1 is a schematic view of the overall structure of the present embodiment.

Fig. 2 is a partially enlarged schematic view of a portion a in fig. 1.

Figure 3 is a cross-sectional structural schematic of a bayonet body.

In the figure, 1, a pile body; 2. a reinforcement cage; 3. a cross beam; 4. a clamping assembly; 41. a first bayonet; 42. a first latch; 5. a hollow component; 31. a bayonet body; 311. a vertical slot; 51. a clamping block; 21. a communicating hole; 52. a limiting mechanism; 521. a second latch; 522. a second bayonet; 32. a placement groove; 33. a limiting groove; 34. a limiting rod; 341. a guide slope; 35. compressing the spring.

Detailed Description

The present invention will be described in further detail with reference to the accompanying drawings.

Referring to fig. 1, the cast-in-situ bored pile disclosed by the invention comprises a pile body 1 and a reinforcement cage 2 arranged in the pile body 1, wherein two adjacent pile bodies 1 are connected with each other through a cross beam 3. The cross beam 3 is vertical to the length direction of the pile body 1, for the convenience of observation, the pile body 1 is not solid in the drawing, and a plurality of flow guide holes are formed in the cross beam 3, so that the concrete is conveniently poured; all placed a hollow subassembly 5 in two adjacent pile body 1, the both ends of crossbeam 3 all are connected with hollow subassembly 5, and hollow subassembly 5 is inside to be cellular hollow structure, and hollow subassembly 5 adopts aluminium material to constitute, and hollow subassembly 5 top-down's sectional area reduces gradually.

As shown in fig. 2, a clamping assembly 4 is arranged between the cross beam 3 and the reinforcement cage 2, the clamping assembly 4 comprises a first clamping tongue 42 and a first clamping opening 41, one end of the cross beam 3 facing the hollow assembly 5 is provided with a clamping opening main body 31, a position where the reinforcement cage 2 is matched with the cross beam 3 is provided with a communication hole 21 surrounded by a reinforcement, and a gap for the up-and-down movement of the cross beam 3 is reserved in the communication hole 21; the first latch 42 is a round bar-shaped latch rod, and the first latch 42 is horizontally connected to the communication hole 21 and welded to the steel bar at the communication hole 21.

As can be seen from fig. 2 and 3, a vertically disposed vertical groove 311 is formed in one end of the bayonet body 31 facing the hollow component 5, the vertical groove 311 is parallel to the length direction of the pile body 1, a clamping block 51 extends out of the hollow component 5, and the clamping block 51 is inserted into the vertical groove 311.

A limiting mechanism 52 is further arranged between the hollow component 5 and the bayonet body 31, the limiting mechanism 52 comprises a second clamping tongue 521 fixedly connected with the hollow component 5, the second clamping tongue 521 is the same as the first clamping tongue 42 and is a round rod-shaped clamping rod, and the second clamping tongue 521 is parallel to the first clamping tongue 42 and is located on the same plane.

One side of the bayonet body 31 facing the first latch tongue 42 and the second latch tongue 521 is respectively provided with a placing groove 32 corresponding to the first latch tongue 42 and the second latch tongue 521, the placing groove 32 is internally provided with a limiting groove 33 which is vertical to the length direction of the placing groove 32 along the length direction of the cross beam 3, the limiting groove 33 is internally provided with a limiting rod 34, the bottom surface of the limiting groove 33 facing the hollow component 5 is provided with a plurality of compression springs 35 connected with the limiting rod 34, one end of the limiting rod 34 extending out of the limiting groove 33 is provided with a guide inclined plane 341, the limiting rod 34 reciprocates in the limiting groove 33, a gap for placing the first latch tongue 42 or the second latch tongue 521 is reserved between the limiting rod 34 and the bottom of the placing groove 32, the horizontal height of one side of the guide inclined plane 341 close to the compression spring 35 is higher than the height of one side of the guide inclined plane 341 far away from the compression spring 35, the first latch tongue 42 or the second latch tongue 521 is in contact with the guide surface, and the guide inclined surface 341 is forced to retract toward the inside of the limit groove 33.

The implementation principle of the embodiment is as follows:

a construction method using the cast-in-situ bored pile comprises the following steps:

A. measuring and setting out, preparing an operation area, limiting the position of a pile hole, and determining an underground operation foundation pit according to the position of the pile hole, wherein the depth of the underground operation foundation pit is the same as the horizontal height of the cross beam 3; the distance between two adjacent cast-in-situ bored piles is 2 to 4 times of the diameter of the cast-in-situ bored pile;

B. the method comprises the steps that a beam is drilled, the operation position of an underground operation foundation pit is determined according to the position of pile foundations, the intersection of straight lines where the center lines of rows of pile foundations are located or the extension of the straight lines where the center lines of at least two pile foundations are located is selected to be dug, a drilling machine drills beam holes in the horizontal direction, and the beam holes are communicated between two adjacent pile foundations; when the number of the rows of pile foundations is large, workers can dig underground operation foundation pits at two ends of a connecting line of the center lines of the rows of pile foundations to drill holes;

E. placing a steel reinforcement framework and a guide pipe, firstly, putting down the steel reinforcement cages 2 of two adjacent cast-in-situ bored piles by a worker, suspending the steel reinforcement cages 2, meanwhile, penetrating the cross beam 3 through the beam hole to enable the steel reinforcement cages 2 to be matched with the clamping assembly 4 between the cross beam 3, and then loosening the steel reinforcement cages 2; finally, placing the guide pipe in the bored pile and the beam hole of the drilling machine, and plugging the beam hole;

F. arranging the hollow components, wherein a worker lifts the hollow components 5 into the cast-in-situ bored pile, inserts the clamping blocks 51 of the hollow components 5 into the vertical grooves 311 of the cross beams 3, and simultaneously, matches the limiting mechanisms 52 between the hollow components 5 and the cross beams 3;

G. pouring concrete, wherein workers adopt a steel guide pipe back-jacking method for construction, and simultaneously pour two adjacent hole-digging cast-in-place piles; in the concrete pouring process, when the concrete pouring exceeds half of the height of the beam hole, the guide pipe is poured into the beam hole at the same time, the guide pipe is always positioned below the concrete, and the guide pipe positioned in the beam hole is positioned below 1/2 of the beam hole;

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

Claims

1. A construction method of a cast-in-situ bored pile includes:

A. measuring and setting out, preparing an operation area, limiting the position of a pile hole, and determining an underground operation foundation pit according to the position of the pile hole, wherein the depth of the underground operation foundation pit is the same as the horizontal height of the cross beam (3);

B. the beam (3) is drilled, the operation position of the underground operation foundation pit is determined according to the position of the pile foundations, the joint of the straight lines where the center lines of the rows of pile foundations are located or the extension of the straight lines where the center lines of at least two pile foundations are located is selected to be dug, a beam hole is drilled by the drilling machine along the horizontal direction, and the beam hole is communicated between two adjacent pile foundations;

E. placing a steel reinforcement framework and a guide pipe, firstly, putting down the steel reinforcement cages (2) of two adjacent cast-in-situ bored piles by a worker, suspending the steel reinforcement cages (2), meanwhile, penetrating a cross beam (3) through a beam hole to enable the steel reinforcement cages (2) to be matched with a clamping assembly (4) between the cross beam (3), and then loosening the steel reinforcement cages (2); finally, placing the guide pipe in the bored pile and the beam hole of the drilling machine, and plugging the beam hole;

F. arranging the hollow component (5), lifting the hollow component (5) in the cast-in-situ bored pile by a worker, inserting a clamping block (51) of the hollow component (5) into a vertical groove (311) of the cross beam (3), and matching the hollow component (5) with a limiting mechanism (52) between the cross beam (3);

2. The cast-in-situ bored pile construction method according to claim 1, wherein: bored concrete pile, including pile body (1) and set up steel reinforcement cage (2) in pile body (1), steel reinforcement cage (2) are connected with a crossbeam (3), the length direction of crossbeam (3) is perpendicular with the length direction of pile body (1), crossbeam (3) stretch out in pile body (1).

3. The cast-in-situ bored pile construction method according to claim 2, wherein: be equipped with joint subassembly (4) between crossbeam (3) and steel reinforcement cage (2), joint subassembly (4) are including locating first bayonet socket (41) on crossbeam (3) and being located first block tongue (42) on steel reinforcement cage (2), first block tongue (42) joint is in first bayonet socket (41).

4. The cast-in-situ bored pile construction method according to claim 3, wherein: the cross beam (3) is provided with a hollow component (5) towards one end of the reinforcement cage (2), and the sectional area of the hollow component (5) is gradually reduced from top to bottom.

5. The cast-in-situ bored pile construction method according to claim 4, wherein: swing joint between hollow subassembly (5) and crossbeam (3), crossbeam (3) are equipped with vertical groove (311) the same with pile body (1) length direction towards the one end of hollow subassembly (5), be equipped with on hollow subassembly (5) with vertical groove (311) complex joint piece (51), joint piece (51) are inserted and are located in vertical groove (311).

6. The cast-in-situ bored pile construction method according to claim 5, wherein: the steel reinforcement cage is characterized in that at least one communicating hole (21) is formed in the steel reinforcement cage (2), the first clamping tongue (42) is arranged on the communicating hole (21) and is fixedly connected with the steel reinforcement cage (2), and the first clamping tongue (42) is perpendicular to the length direction of the steel reinforcement cage (2).

7. The cast-in-situ bored pile construction method according to claim 6, wherein: be equipped with stop gear (52) between hollow subassembly (5) and crossbeam (3), stop gear (52) are including setting up second bayonet socket (521) on hollow subassembly (5) and setting up second bayonet socket (522) on crossbeam (3).

8. The cast-in-situ bored pile construction method according to claim 7, wherein: the clamping device is characterized in that a bayonet body (31) is arranged at one end, facing the hollow component (5), of the cross beam (3), a first bayonet (41) and a second bayonet (522) are arranged on the bayonet body (31), the first clamping tongue (42) and the second clamping tongue (521) are both clamping rods in a round rod shape, a placing groove (32) is formed in one end, facing the clamping rod, of the bayonet body (31), the clamping rod is placed in the placing groove (32), a limiting groove (33) perpendicular to the length direction of the placing groove (32) is formed in the placing groove (32), a reciprocating limiting rod (34) is arranged in the limiting groove (33), a guide inclined surface (341) is arranged at one end, facing away from the bottom of the limiting groove (33), of the limiting rod (34), and a gap for placing the clamping rod is reserved between the limiting rod (34) and the bottom of the placing groove (32); the limiting rod (34) is connected with the limiting groove (33) towards the bottom surface of the hollow component (5) through a plurality of compression springs (35), and the first bayonet (41) and the second bayonet (522) respectively comprise a placing groove (32), the limiting groove (33), the limiting rod (34) and the compression springs (35).

9. The cast-in-situ bored pile construction method according to claim 1, wherein: in the concrete pouring process, when the concrete is poured to a height more than half of the height of the beam hole, the guide pipe is poured into the beam hole at the same time, the guide pipe is always positioned below the concrete, and the guide pipe positioned in the beam hole is positioned below 1/2 of the beam hole.

10. The cast-in-situ bored pile construction method according to claim 9, wherein: the distance between two adjacent cast-in-situ bored piles is 2 to 4 times of the diameter of the cast-in-situ bored pile.