CN114182724A - Construction method and construction equipment for immersed tube club-footed pile - Google Patents
Construction method and construction equipment for immersed tube club-footed pile Download PDFInfo
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- CN114182724A CN114182724A CN202111594593.5A CN202111594593A CN114182724A CN 114182724 A CN114182724 A CN 114182724A CN 202111594593 A CN202111594593 A CN 202111594593A CN 114182724 A CN114182724 A CN 114182724A
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- 238000010276 construction Methods 0.000 title claims abstract description 35
- 230000003068 static effect Effects 0.000 claims abstract description 55
- NJPPVKZQTLUDBO-UHFFFAOYSA-N novaluron Chemical compound C1=C(Cl)C(OC(F)(F)C(OC(F)(F)F)F)=CC=C1NC(=O)NC(=O)C1=C(F)C=CC=C1F NJPPVKZQTLUDBO-UHFFFAOYSA-N 0.000 claims abstract description 17
- 239000002689 soil Substances 0.000 claims description 60
- 238000000034 method Methods 0.000 claims description 56
- 239000000945 filler Substances 0.000 claims description 44
- 238000004080 punching Methods 0.000 claims description 25
- 238000010008 shearing Methods 0.000 claims description 24
- 239000000463 material Substances 0.000 claims description 23
- 239000011229 interlayer Substances 0.000 claims description 21
- 238000003825 pressing Methods 0.000 claims description 19
- 229910000831 Steel Inorganic materials 0.000 claims description 18
- 239000010959 steel Substances 0.000 claims description 18
- 239000002131 composite material Substances 0.000 claims description 11
- 238000011065 in-situ storage Methods 0.000 claims description 11
- 239000010410 layer Substances 0.000 claims description 7
- 239000011150 reinforced concrete Substances 0.000 claims description 7
- 238000005266 casting Methods 0.000 claims description 6
- 230000003116 impacting effect Effects 0.000 claims description 6
- 238000013329 compounding Methods 0.000 claims description 4
- 238000000465 moulding Methods 0.000 claims 1
- 238000005381 potential energy Methods 0.000 description 22
- 239000004567 concrete Substances 0.000 description 13
- 230000035515 penetration Effects 0.000 description 5
- 239000011449 brick Substances 0.000 description 4
- 239000004568 cement Substances 0.000 description 4
- 238000005056 compaction Methods 0.000 description 4
- 239000000969 carrier Substances 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 3
- 239000000203 mixture Substances 0.000 description 3
- 239000004575 stone Substances 0.000 description 3
- 230000005540 biological transmission Effects 0.000 description 2
- 230000005484 gravity Effects 0.000 description 2
- 239000010720 hydraulic oil Substances 0.000 description 2
- 230000001681 protective effect Effects 0.000 description 2
- 238000007789 sealing Methods 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 239000013590 bulk material Substances 0.000 description 1
- 230000002706 hydrostatic effect Effects 0.000 description 1
- 230000002452 interceptive effect Effects 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 238000003860 storage Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/50—Piles comprising both precast concrete portions and concrete portions cast in situ
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
- E02D5/44—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds with enlarged footing or enlargements at the bottom of the pile
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- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a construction method and construction equipment of a pipe-sinking pedestal pile, comprising the steps of positioning a pile machine, sinking a pipe, pedestal-expanding and forming; sinking the tube: the outer pipe of the inner and outer double sleeves is clasped and pressed by the full hydraulic pressure clasping device, and the inner and outer double sleeves are clasped and pressed together by the weight of the static pile press to sink the pipe to a certain depth. The invention has the advantages of convenient construction, high efficiency and good construction quality.
Description
Technical Field
The invention relates to a construction method and construction equipment of a pipe sinking pedestal pile.
Background
The existing piles mainly comprise the following piles:
punching and pouring the pile: the equipment device comprises a single-hammer double-sleeve, a steam hammer and an inner double-sleeve and an outer double-sleeve; a pipe sinking process: the inner and outer double sleeves with reinforced concrete prefabricated pile tip are driven into the soil by a pneumatic hammer to set depth; and (3) bottom expanding process: the inner pipe is hit by a pneumatic hammer or the like, and the hard concrete put into the outer pipe is hammered and then extruded from the lower part of the outer pipe to form an enlarged head.
Pile of Franke: the equipment device comprises a single hammer single pipe: the weight has a diameter of 230-275mm, a length of 5.5-6.5m and a mass of 1300kg-2500kg and is placed in the outer tube protective sleeve; a pipe sinking process: lifting a heavy hammer by a winch, hammering the top of a pile shoe formed by broken stones or dry and hard concrete at the bottom of the outer pipe pile casing by a free falling body, transmitting the impact force of the heavy hammer to the outer pipe pile casing, and sinking the pipe to a set depth; and (3) bottom expanding process: the outer pipe casing is fixed, the heavy hammer impacts the pile shoe to extrude the outer pipe to flow downwards, then the necessary amount of concrete is added, and the expanded head is formed after hammering.
Pile tamping and expanding: the equipment device comprises a single hammer double sleeve: a diesel hammer, an inner sleeve and an outer sleeve; a pipe sinking process: the diesel hammer hammers the inner and outer double sleeves up and down, the ramming disc on the inner pipe drives the outer pipe to sink, and the inner and outer double sleeves sink to a set depth; and (3) bottom expanding process: according to construction parameters, the inner pipe is lifted up and concrete is thrown into the outer pipe, a diesel hammer hammers an upper tamping disc of the inner pipe and transmits the ramming disc to a lower tamping disc, and the concrete in the outer pipe is extruded to form an expanded head.
Alpha stake: the equipment device comprises a single hammer double sleeve: the method comprises the steps of firstly, arranging a hammer on the top end of a hollow inner pipe of an outer pipe to form an upper tamping plate mandrel of the outer pipe, arranging a flat steel plate pile shoe at the bottom of the outer pipe, then, carrying out a pipe sinking process, wherein the hammer acts on the top end of a double-sleeve steel sleeve of the pile pipe, the hammer drives the outer pipe through the upper tamping plate of the mandrel, and the inner and outer double-sleeve steel sleeves are sunk to a set depth.
And (3) fully tamping the pile: the equipment device comprises a single-hammer double-sleeve electric hammer, an inner sleeve and an outer sleeve; a pipe sinking process: the electric hammer is used for hammering, the outer pipe is driven to sink by the ramming disc on the inner pipe, and the inner and outer double-sleeve pipes sink to a set depth; and (3) bottom expanding process: according to construction parameters, the inner pipe is lifted up and concrete is thrown into the outer pipe, the electric hammer hammers the upper tamping disc of the inner pipe to transfer to the lower tamping disc, and the concrete in the outer pipe is extruded to form an expanded head.
Carrying pile: the equipment device comprises a single hammer single pipe: 3500kg of a rammer is placed into the outer pipe protective cylinder; a pipe sinking process: lifting the rammer to impact the soil body at the bottom end of the outer pipe pile casing in a free falling mode, pressing the outer pipe pile casing downwards before the rammer is placed down, and hammering the pipe-following sinking pipe to a set depth; and (3) bottom expanding process: according to the construction parameters, a rammer is lifted up to put broken brick cement mixture in batches, dry and hard concrete filler is put into the outer pipe, and the rammer repeatedly rams the filler to tamp and compact the filler to form the composite carrier.
Internally tamping the pile: the equipment device comprises a double-hammer single tube, wherein a slender hammer is sleeved in an outer tube; the vibration hammer is annularly arranged on the outer pipe; a pipe sinking process: lifting a slender heavy hammer to impact the soil body below the outer pipe in a free falling mode; the vibration hammer is vibrated to sink by gravity, and the pipe is alternately sunk to a set depth by internal ramming; and (3) bottom expanding process: according to the construction parameters, lifting a slender heavy hammer, putting concrete filler into the outer pipe, and tamping concrete in the heavy hammer to form expanded heads with various sizes and shapes.
Pile jacking: sinking pipe pedestal pile, full hydraulic top pressure static pressure inner and outer double sleeve, referred to as top pressure pile; the equipment device comprises a jacking hydraulic press and an inner sleeve and an outer sleeve; a pipe sinking process: the full hydraulic oil cylinder presses the inner and outer double sleeves, a tamping disc on the inner pipe is pressed to drive the outer pipe to sink, and the pipe is sunk to a set depth; and (3) bottom expanding process: according to the construction parameters, the inner pipe is lifted up and filled with the filler into the outer pipe, and the filler below the inner pipe is pressed by the full hydraulic oil cylinder to form an expanded head.
Composite carrier pedestal pile: the equipment device comprises a single hammer, an inner sleeve and an outer sleeve: a diesel hammer, an inner sleeve and an outer sleeve; a pipe sinking process: the diesel hammer is hammered up and down, and the outer hammer is driven to sink by the ramming disc on the inner pipe, and the inner and outer double sleeves are hammered to a set depth; and (3) bottom expanding process: according to the construction parameters, the inner pipe is lifted up to be filled with the bulk material cementing body filler, and the filler below the inner pipe of the hammer head forms the composite carrier pedestal pile with various sizes, shapes and compaction.
And (3) compounding the club-footed pile: the equipment device comprises a hydraulic pressure holding device and an inner sleeve and an outer sleeve; a pipe sinking process: the hydraulic pressure holding and pressing device surrounds the inner and outer double sleeves which are sleeved together, the outer pipe is held and pressed to sink or the outer pipe of the inner and outer double sleeves with the pile shoe embedded is held and pressed to sink, and the static pressure holding and pressing sink pipe is arranged to a set depth; and (3) bottom expanding process: according to construction parameters, the inner pipe is lifted up, crushed bricks and concrete filler are put into the outer pipe, the inner pipe is pressed in a holding manner or is pressed against the inner pipe through a top pressure beam system, the filler below the inner pipe is extruded out of the outer pipe, and the expanded head with different material sizes and layers is formed. The prior art is summarized as follows:
equipment arrangement
(1) Equipment: dynamic and static potential energy equipment such as a self-drop hammer, a diesel hammer, a vibration hammer, a top pressure hydraulic press, a holding pressure hydraulic press and the like;
(2) the device comprises the following steps: a single-outer-tube pile casing single-tube device; the inner pipe is sleeved with an inner double-sleeve device and an outer double-sleeve device in the outer pipe. The length of the inner pipe is less than that of the outer pipe; when the device is in a working state, the inner pipe cannot be discharged from the lower opening of the outer pipe, and the device is commonly called as an unexpelled pipe. L isInner partThe length from the upper tamping plate to the bottom of the lower tamping plate of the inner pipe; l isOuter coverThe length from the top to the bottom of the outer pipe.
A pipe sinking process:
(1) the direct pipe sinking process comprises the following steps: the potential energy directly acts on the outer pipe; the potential energy directly acts on the tamping disc on the inner pipe to drive the outer pipe; directly sinking the inner and outer double sleeves to a set depth;
(2) an alternate immersed tube process: potential energy respectively acts on soil mass below the outer pipe protecting cylinder, the protecting cylinder is pressed down before the rammer is placed down, and the pipe-following interval immersed pipes are hammered to a set depth;
(3) an interactive immersed tube process: the potential energy respectively acts on the soil body below the outer pipe of the self-falling hammer and is rammed by the internal rammer potential energy, the vibration hammer vibrates the outer pipe to sink, and the internal rammer alternately sinks the pipe freely to a set depth;
bottom expanding technology:
(1) and (3) bottom expanding process: the impact potential energy of the self-falling hammer directly acts on the filler; the top pressure, the holding pressure, the back pressure and the hydrostatic static potential energy indirectly act on the filling material through the inner pipe through the dynamic potential energy of the inner pipe diesel hammer, the electric hammer and the like to form a bottom expanding head;
(2) filling material: discrete materials such as broken bricks and broken stones; cement mixture dry-wet concrete and other cementing materials;
(3) and (3) control standard: the design requirements are met through the construction parameters:
forming expanded heads with various sizes and shapes by controlling construction parameters mainly comprising the filling amount;
secondly, forming carriers with various compaction degrees by controlling construction parameters mainly including penetration;
thirdly, forming composite carriers with various sizes, shapes and compaction degrees by controlling the filling amount and injecting double-control construction parameters, and performing composite bottom expanding;
the potential energy is dynamic impact potential energy of a steam hammer, a diesel hammer, a vibration hammer, a self-falling hammer and the like, static pressure full hydraulic static potential energy of top pressure, holding pressure, back pressure and the like, and penetration pile pressing force potential energy control.
The existing full hydraulic static pressure composite pedestal pile has certain problems:
Disclosure of Invention
The invention aims to provide a construction method and construction equipment of a pipe sinking pedestal pile, which are convenient to construct, high in efficiency and good in construction quality.
The technical solution of the invention is as follows:
a construction method of a pipe-sinking pedestal pile comprises the steps of pile machine positioning, pipe sinking, pedestal expanding and forming, and is characterized in that:
the pile driver is in position: the full hydraulic static pile machine is positioned on a set pile position or beside a constructed pile position;
(II) sinking the tube: firstly, the outer pipe of the inner and outer double sleeves is embraced and pressed by a full hydraulic embracing press, and the inner and outer double sleeves are immersed to a certain depth together by utilizing the weight of a static pile press; secondly, when the counter weight of the hard soil interlayer is not enough, one of the following methods is adopted: the method A comprises (a) holding, pressing or back-pressing the inner pipe with static pressure to a certain depth from the outer pipe, and extruding the soil body under the outer pipe with static force; (b) carrying out holding pressure, top pressure or back pressure, and sinking the static pressure outer pipe; repeating (a) and (b) until the soil passes through the hard soil interlayer;
the method B comprises the following steps: (a) lifting the inner pipe to a certain height to freely fall, punching and shearing the outer pipe by the inner pipe to a certain depth, and punching and shearing the soil body below the outer pipe by power; (b) carrying out holding pressure, top pressure or back pressure, and sinking the static hydraulic outer pipe; repeating (a) and (b) until the soil passes through the hard soil interlayer;
the method C comprises the following steps: (a) lifting the long and thin sub-hammer in the inner pipe system to a certain height, enabling the long and thin sub-hammer to freely fall to impact the inner pipe main hammer, enabling the inner pipe system to be in power punching shearing to form an outer pipe with a certain depth, and enabling the power punching shearing to shear soil below the outer pipe; (b) carrying out holding pressure, top pressure or back pressure, and sinking the static pressure outer pipe; repeating (a) and (b) until the soil passes through the hard soil interlayer;
the method D comprises the following steps: (a) lifting the inner pipe system to a certain height to freely fall, punching and shearing the outer pipe to a certain depth by using an inner pipe primary hammer, impacting the inner pipe primary hammer by using an inner pipe long secondary hammer, and punching and shearing the outer pipe to a certain depth by using the inner pipe primary hammer; (b) carrying out holding pressure, top pressure or back pressure, and sinking the static hydraulic outer pipe; repeating (a) and (b) until the soil passes through the hard soil interlayer;
the method E comprises the following steps: (a) lifting the inner pipe or the inner pipe system to a certain height to freely fall, punching and shearing the outer pipe to a certain depth by the inner pipe or the inner pipe system, and punching and shearing the soil body below the outer pipe; (b) the sinking relative depth of the inner pipe exceeds the length difference of the inner pipe and the outer pipe, and an upper tamping disc matched at the upper part of the inner pipe drives the outer pipe to sink together; repeating (a) and (b) until the soil passes through the hard soil interlayer;
(III) bottom expanding: lifting the inner pipe, putting the filler into the outer pipe, wherein the filler in the hydraulic outer pipe of the inner pipe cannot be extruded out by static force, and the outer pipe sinks along with the inner pipe to form a pipe clamping inner plug, and one of the following methods is adopted: firstly, the outer pipe is held and pressed up for a certain distance hOn the upper partNot less than 0, and the filling material under the static pressure outer pipe of the inner pipe forms an expanded head(ii) a Secondly, the outer pipe is pressed to lift a certain distance, the inner pipe is lifted to a certain height to freely fall, and the filler under the outer pipe is impacted by the power of the inner pipe to form an expanded head; lifting the inner pipe to a certain height to form a self-falling body, wherein the filler in the pipe cavity of the inner pipe slides to the cavity between the inner pipe and the outer pipe along the discharge hole uniformly distributed on the lower side of the inner pipe, and falls to the lower part of the inner pipe, and the power of the inner pipe impacts the filler to form an expanded head; lifting the inner pipe system, enabling the long and thin sub-hammers in the inner pipe to freely fall at a certain height, enabling the long and thin sub-hammers to dynamically impact the inner pipe main hammers, and enabling the power to impact the fillers to form expanded heads; lifting the inner pipe system to a certain height to freely fall, and impacting the filler below the outer pipe by the inner pipe primary hammer with power; the slender sub-hammer impacts the inner pipe main hammer, and filler under the outer pipe is impacted by power to form an expanded head;
(IV) forming: pouring the reinforced concrete cast-in-situ pile body or implanting the prefabricated pile body, and forming the pile.
(1) And (3) casting a pile body in situ: and (4) casting a filling material, pulling out the outer pipe and forming the pile.
(2) Prefabricating a pile body: and (4) pulling out the outer pipe, and driving, pressing or implanting the precast pile to form a precast pile body.
(3) Mixing the pile body: the reinforced concrete is cast in the outer pipe in situ, and the outer pipe is not pulled out, so that the outer prefabricated and inner cast-in-situ mixed pile body is formed.
(4) Compounding a pile body: and (3) putting the filler into the outer pipe, pulling out the outer pipe, and then driving, pressing or implanting the precast pile to form the composite pile body with the cast-in-place outer layer and the precast inner layer.
An inner pipe and an outer pipe in the pipe sinking step are double sleeves, the inner pipe is a hollow thick steel pipe with set rigidity and strength, an upper tamping plate is arranged at the top, and a lower tamping plate is arranged at the bottom; a certain amount of filling materials and a certain weight of slender hammer are selected from the hollow thick steel pipe, and the total weight is more than 5000kg, so that an inner pipe system with adjustable weight is formed; the inner pipe is sleeved into the outer pipe to form the length L of the inner pipeInner partIs greater than the length L of the outer pipeOuter coverThe inner and outer double sleeves.
The two sides of the upper part of the inner pipe are symmetrically provided with holes, the two sides of the upper part of the outer pipe are symmetrically provided with vertical slotted holes, and the vertical slotted holes horizontally penetrate through the pipe holes of the inner and outer sleeves and the slotted holes through a cross shaft to be connected: when the inner and outer double-casing pipes are immersed, the soil body pushes the inner pipe upwards along the symmetrical vertical slotted holes at the two sides of the outer pipe until the horizontal shaft props against the upper limit slotted hole of the outer pipe, so that the inner pipe extending out of the outer pipe by a certain length before the immersed pipe is pushed back into the outer pipe, and the inner and outer double-casing pipes with adjustable lengths are formed.
A construction equipment of immersed tube club-footed pile is characterized in that: the device comprises an inner sleeve and an outer sleeve, wherein the inner sleeve is a hollow thick steel pipe with set rigidity and strength, an upper tamping plate is arranged at the top, and a lower tamping plate is arranged at the bottom; a certain amount of filling materials and a certain weight of slender hammer are arranged in the hollow thick steel pipe, and the total weight is more than 5000kg, so that an inner pipe system with adjustable weight is formed; the inner pipe is sleeved into the outer pipe to form the length L of the inner pipeInner partIs greater than the length L of the outer pipeOuter coverThe inner and outer double sleeves.
The invention has the advantages of convenient construction, high efficiency and good construction quality.
Drawings
The invention is further illustrated by the following figures and examples.
FIG. 1 is a schematic structural view of an inner and outer double pipe apparatus of the present invention.
Fig. 2 is a schematic structural view of the inner pipe system.
In fig. 1: the device comprises an outer pipe 1 and an inner pipe 2, wherein the inner pipe is a hollow thick steel pipe with set rigidity and strength, an upper tamping plate 3 is arranged on the inner pipe, and a lower tamping plate 4 is arranged at the bottom of the inner pipe;
in fig. 2, the inner tube 2 is provided with a filling tube or a weight of an elongated weight 5 and with a filling material 6.
Detailed Description
A construction method of a pipe-sinking pedestal pile comprises the steps of pile machine positioning, pipe sinking, pedestal expanding and forming, wherein the pile machine positioning: the full hydraulic static pile machine is positioned on a set pile position or beside a constructed pile position;
(II) sinking the tube: firstly, the outer pipe of the inner and outer double sleeves is embraced and pressed by a full hydraulic embracing press, and the inner and outer double sleeves are immersed to a certain depth together by utilizing the weight of a static pile press; secondly, when the counter weight of the hard soil interlayer is not enough, one of the following methods is adopted: the method A comprises (a) holding, pressing or back-pressing the inner pipe with static pressure to a certain depth from the outer pipe, and extruding the soil body under the outer pipe with static force; (b) carrying out holding pressure, top pressure or back pressure, and sinking the static pressure outer pipe; repeating (a) and (b) until the soil passes through the hard soil interlayer;
the method B comprises the following steps: (a) lifting the inner pipe to a certain height to freely fall, punching and shearing the outer pipe by the inner pipe to a certain depth, and punching and shearing the soil body below the outer pipe by power; (b) carrying out holding pressure, top pressure or back pressure, and sinking the static hydraulic outer pipe; repeating (a) and (b) until the soil passes through the hard soil interlayer;
the method C comprises the following steps: (a) lifting the long and thin sub-hammer in the inner pipe system to a certain height, enabling the long and thin sub-hammer to freely fall to impact the inner pipe main hammer, enabling the inner pipe system to be in power punching shearing to form an outer pipe with a certain depth, and enabling the power punching shearing to shear soil below the outer pipe; (b) carrying out holding pressure, top pressure or back pressure, and sinking the static hydraulic outer pipe; repeating (a) and (b) until the soil passes through the hard soil interlayer;
the method D comprises the following steps: (a) lifting the inner pipe system to a certain height to freely fall, punching and shearing the outer pipe to a certain depth by using an inner pipe primary hammer, impacting the inner pipe primary hammer by using an inner pipe long secondary hammer, and punching and shearing the outer pipe to a certain depth by using the inner pipe primary hammer; (b) carrying out holding pressure, top pressure or back pressure, and sinking the static hydraulic outer pipe; repeating (a) and (b) until the soil passes through the hard soil interlayer;
the method E comprises the following steps: (a) lifting the inner pipe or the inner pipe system to a certain height to freely fall, punching and shearing the outer pipe to a certain depth by the inner pipe or the inner pipe system, and punching and shearing the soil body below the outer pipe; (b) the sinking relative depth of the inner pipe exceeds the length difference of the inner pipe and the outer pipe, and an upper tamping disc matched at the upper part of the inner pipe drives the outer pipe to sink together; repeating (a) and (b) until the soil passes through the hard soil interlayer;
(III) bottom expanding: lifting the inner pipe, putting the filler into the outer pipe, wherein the filler in the inner pipe is hydraulically (in an enclasping, jacking or back pressure) pressed in the outer pipe cannot be squeezed out by static force, and the outer pipe sinks along with the inner pipe to form a pipe clamping inner plug, and one of the following methods is adopted: firstly, the outer pipe is held and pressed for a certain distance h to be more than or equal to 0 (the distance for the filler in the outer pipe to fall out of the outer pipe), then the outer pipe and the inner pipe are held and pressed for fixation (the outer pipe and the inner pipe are not allowed to sink together), and the filler under the outer pipe forms an expanded head by static pressure (holding, jacking and back pressure) of the inner pipe; secondly, the outer pipe is pressed to lift a certain distance, the inner pipe is lifted to a certain height to freely fall, and the filler under the outer pipe is impacted by the power of the inner pipe to form an expanded head; lifting the inner pipe to a certain height to form a self-falling body, wherein the filler in the pipe cavity of the inner pipe slides to the cavity between the inner pipe and the outer pipe along the discharge hole uniformly distributed on the lower side of the inner pipe, and falls to the lower part of the inner pipe, and the power of the inner pipe impacts the filler to form an expanded head; lifting the inner pipe system, enabling the long and thin sub-hammers in the inner pipe to freely fall at a certain height, enabling the long and thin sub-hammers to dynamically impact the inner pipe main hammers, and enabling the power to impact the fillers to form expanded heads; lifting the inner pipe system to a certain height to freely fall, and impacting the filler below the outer pipe by the inner pipe primary hammer with power; the slender sub-hammer impacts the inner pipe main hammer, and filler under the outer pipe is impacted by power to form an expanded head;
according to the construction parameters: mainly comprises the material charging amount (m)3) Penetration (cm), pile-pressing force (KN) stopping, and equal potential energy control values; broken brick and broken stone and other discrete materials, cement mixture, dry and wet concrete and other cementing materials are used as fillers, potential energy comprises gravity impact, vibration impact, rubbing full rotation, hammering impact and other power potential energy, and holding pressure, jacking pressure, back pressure, full hydraulic pressure, static pressure and static force potential energy to form composite carriers with various sizes, shapes and compaction degrees, and composite bottom expanding is carried out;
(IV) forming: and (3) casting the reinforced concrete cast-in-place pile body or implanting the prefabricated pile body in the cast-in-place pile body, and forming the pile.
(1) And (3) casting a pile body in situ: and (4) casting a filling material, pulling out the outer pipe and forming the pile.
(2) Prefabricating a pile body: and (4) pulling out the outer pipe, and driving, pressing or implanting the precast pile to form a precast pile body.
(3) Mixing the pile body: the reinforced concrete is cast in the outer pipe in situ, and the outer pipe is not pulled out, so that the outer prefabricated and inner cast-in-situ mixed pile body is formed.
(4) Compounding a pile body: and (3) putting the filler into the outer pipe, pulling out the outer pipe, and then driving, pressing or implanting the precast pile to form the composite pile body with the cast-in-place outer layer and the precast inner layer.
An inner pipe and an outer pipe in the pipe sinking step are double sleeves, the inner pipe is a hollow thick steel pipe with set rigidity and strength, an upper tamping plate is arranged at the top, and a lower tamping plate is arranged at the bottom; a certain amount of filling materials and a certain weight of slender hammer are arranged (selected) in the hollow thick steel pipe, and the total weight is more than 5000kg, so that an inner pipe system with adjustable weight is formed; the inner pipe is sleeved in the outer pipe to form an inner double-pipe and an outer double-pipe, wherein the length L of the inner pipe is larger than the length L of the outer pipe.
The two sides of the upper part of the inner pipe are symmetrically provided with holes, the two sides of the upper part of the outer pipe are symmetrically provided with vertical slotted holes, and the vertical slotted holes horizontally penetrate through the pipe holes of the inner and outer sleeves and the slotted holes through a cross shaft to be connected: when the inner and outer double-casing pipes are immersed, the soil body pushes the inner pipe upwards along the symmetrical vertical slotted holes at the two sides of the outer pipe until the inner pipe horizontally pushes the upper limit slotted hole of the outer pipe towards the cross shaft, so that the inner pipe extending out of the outer pipe by a certain length (the limit length difference of the inner and outer pipes) before the immersed pipe is pushed back into the outer pipe, and the inner and outer double-casing pipes with adjustable lengths are formed.
The construction equipment of the immersed tube club-footed pile comprises an inner sleeve and an outer sleeve, wherein the inner sleeve is a hollow thick steel pipe with set rigidity and strength, an upper tamping plate is arranged at the top, and a lower tamping plate is arranged at the bottom; a certain amount of filling materials and a certain weight of slender hammer are arranged (selected) in the hollow thick steel pipe, and the total weight is more than 5000kg, so that an inner pipe system with adjustable weight is formed; the inner pipe is sleeved into the outer pipe to form the length L of the inner pipeInner partIs greater than the length L of the outer pipeOuter coverThe inner and outer double sleeves.
The invention is characterized in that:
Aiming at the situation that the counter weight of a hard soil interlayer is not enough when the full-hydraulic static pressure sinking pipe is subjected to sinking, the technology for synchronously and integrally sinking the pipe directly by static pressure of the inner pipe and the outer pipe is improved to be a technology for sinking the pipe mutually by static pressure of the inner pipe after the outer pipe is respectively subjected to static pressure; the static pressure outer pipe, the inner long son hammer in the inner pipe falls the body freely and hits the mother hammer of the inner pipe, the inner rammer outer pipe soil body sinks (static pressure inner ramming) the alternate immersed tube craft; static pressure outer pipe, inner pipe mother hammer ramming the soil body under the outer pipe in free falling first, then the inner pipe long son hammer hits the inner pipe mother hammer ramming the soil body under the outer pipe in free falling and sinks (static pressure double-link inner ramming) the alternate immersed tube process; basically realizes the static pressure pipe sinking process without counterweight and with less counterweight, solves the problem of penetration of a hard soil interlayer
Thirdly, static pressure inner pipe static force expands the bottom and clamps the pipe aiming at water stop bottom sealing; the invention has the following advantages that the invention can influence the bottom expanding problem: firstly, the outer pipe is pressed and lifted, the falling space distance of the filler in the outer pipe is reserved, the outer pipe is pressed and fixed, the inner pipe does not sink when the filler is statically pressed, the outer pipe is pressed and the inner pipe is statically pressed, and an expansion head is formed; pressing the outer pipe, and internally tamping the inner pipe to form an expanded head; thirdly, forming an expanded head by internally ramming the inner pipe; fourthly, internally tamping the inner pipe system to form an expanded head; and fifthly, ramming the inner pipe system in a duplex manner to form an expanded head.
The potential energy of the invention comprises dynamic impact potential energy such as a pneumatic hammer, a diesel hammer, an electric hammer, a vibration hammer, a self-falling hammer, a full return stroke twisting and the like, static potential energy such as full-hydraulic top pressure, holding pressure, back pressure and the like, and full-hydraulic impact hammer and twisting full-rotation static power mixed potential energy, wherein the control standards in the construction parameters comprise potential energy control values such as filling amount, penetration degree, pile pressing stopping force and the like.
The invention can be matched and combined with cement soil reinforcement and precast piles to form combined assembled piles, underground diaphragm walls and foundation pit supports, and has great prospect.
Claims (6)
1. A construction method of a pipe-sinking pedestal pile comprises the steps of pile machine positioning, pipe sinking, pedestal expanding and forming, and is characterized in that:
the pile driver is in position: the full hydraulic static pile machine is positioned on a set pile position or beside a constructed pile position;
(II) sinking the tube: firstly, the outer pipe of the inner and outer double sleeves is embraced and pressed by a full hydraulic embracing press, and the inner and outer double sleeves are immersed to a certain depth together by utilizing the weight of a static pile press; secondly, when the counter weight of the hard soil interlayer is not enough, one of the following methods is adopted: the method A comprises (a) holding, pressing or back-pressing the inner pipe with static pressure to a certain depth from the outer pipe, and extruding the soil body under the outer pipe with static force; (b) carrying out holding pressure, top pressure or back pressure, and sinking the static pressure outer pipe; repeating (a) and (b) until the soil passes through the hard soil interlayer;
the method B comprises the following steps: (a) lifting the inner pipe to a certain height to freely fall, punching and shearing the outer pipe by the inner pipe to a certain depth, and punching and shearing the soil body below the outer pipe by power; (b) carrying out holding pressure, top pressure or back pressure, and sinking the static hydraulic outer pipe; repeating (a) and (b) until the soil passes through the hard soil interlayer;
the method C comprises the following steps: (a) lifting the long and thin sub-hammer in the inner pipe system to a certain height, enabling the long and thin sub-hammer to freely fall to impact the inner pipe main hammer, enabling the inner pipe system to be in power punching shearing to form an outer pipe with a certain depth, and enabling the power punching shearing to shear soil below the outer pipe; (b) carrying out holding pressure, top pressure or back pressure, and sinking the static hydraulic outer pipe; repeating (a) and (b) until the soil passes through the hard soil interlayer;
the method D comprises the following steps: (a) lifting the inner pipe system to a certain height to freely fall, punching and shearing the outer pipe to a certain depth by using an inner pipe primary hammer, impacting the inner pipe primary hammer by using an inner pipe long secondary hammer, and punching and shearing the outer pipe to a certain depth by using the inner pipe primary hammer; (b) carrying out holding pressure, top pressure or back pressure, and sinking the static hydraulic outer pipe; repeating (a) and (b) until the soil passes through the hard soil interlayer;
the method E comprises the following steps: (a) lifting the inner pipe or the inner pipe system to a certain height to freely fall, punching and shearing the outer pipe to a certain depth by the inner pipe or the inner pipe system, and punching and shearing the soil body below the outer pipe; (b) the sinking relative depth of the inner pipe exceeds the length difference of the inner pipe and the outer pipe, and an upper tamping disc matched at the upper part of the inner pipe drives the outer pipe to sink together; repeating (a) and (b) until the soil passes through the hard soil interlayer;
(III) expanding the bottom;
(IV) forming: pouring the reinforced concrete cast-in-situ pile body or implanting the prefabricated pile body, and forming the pile.
2. The method of constructing a pipe-sinking pedestal pile according to claim 1, wherein: an inner pipe and an outer pipe in the pipe sinking step are double sleeves, the inner pipe is a hollow thick steel pipe with set rigidity and strength, an upper tamping plate is arranged at the top, and a lower tamping plate is arranged at the bottom; a certain amount of filling materials and a certain weight of slender hammer are arranged in the hollow thick steel pipe, and the total weight is more than 5000kg, so that an inner pipe system with adjustable weight is formed; the inner pipe is sleeved into the outer pipe to form the length L of the inner pipeInner partIs greater than the length L of the outer pipeOuter coverThe inner and outer double sleeves.
3. The method of constructing a pipe-sinking pedestal pile according to claim 1, wherein: the two sides of the upper part of the inner pipe are symmetrically provided with holes, the two sides of the upper part of the outer pipe are symmetrically provided with vertical slotted holes, and the vertical slotted holes horizontally penetrate through the pipe holes of the inner and outer sleeves and the slotted holes through a cross shaft to be connected: when the inner and outer double-casing pipes are immersed, the soil body pushes the inner pipe upwards along the symmetrical vertical slotted holes at the two sides of the outer pipe until the horizontal shaft props against the upper limit slotted hole of the outer pipe, so that the inner pipe extending out of the outer pipe by a certain length before the immersed pipe is pushed back into the outer pipe, and the inner and outer double-casing pipes with adjustable lengths are formed.
4. The method of constructing a pipe-sinking pedestal pile according to claim 1, wherein: the bottom expanding method comprises the following steps: lifting the inner pipe, putting the filler into the outer pipe, wherein the filler in the hydraulic outer pipe of the inner pipe cannot be extruded out by static force, and the outer pipe sinks along with the inner pipe to form a pipe clamping inner plug, and one of the following methods is adopted: firstly, the outer pipe is held and pressed up for a certain distance hOn the upper partThe inner pipe is pressed and fixed again, and the filler under the static pressure outer pipe of the inner pipe forms an expanded head; secondly, the outer pipe is pressed to lift a certain distance, the inner pipe is lifted to a certain height to freely fall, and the filler under the outer pipe is impacted by the power of the inner pipe to form an expanded head; lifting the inner pipe to a certain height to form a self-falling body, wherein the filler in the pipe cavity of the inner pipe slides to the cavity between the inner pipe and the outer pipe along the discharge hole uniformly distributed on the lower side of the inner pipe, and falls to the lower part of the inner pipe, and the power of the inner pipe impacts the filler to form an expanded head; lifting the inner pipe system, enabling the long and thin sub-hammers in the inner pipe to freely fall at a certain height, enabling the long and thin sub-hammers to dynamically impact the inner pipe main hammers, and enabling the power to impact the fillers to form expanded heads; lifting the inner pipe system to a certain height to freely fall, and impacting the filler below the outer pipe by the inner pipe primary hammer with power; the long and thin sub-hammer impacts the inner pipe main hammer, and the filler under the outer pipe is impacted by power to form an expanded head.
5. The method of constructing a pipe-sinking pedestal pile according to claim 1, wherein: the specific method of molding comprises one of the following methods:
(1) and (3) casting a pile body in situ: adding filling material, drawing out the outer pipe and forming the pile;
(2) prefabricating a pile body: pulling out the outer pipe, and driving, pressing or implanting the precast pile to form a precast pile body;
(3) mixing the pile body: the reinforced concrete is cast in the outer pipe in situ, and the outer pipe is not pulled out to form an outer prefabricated and inner cast-in-situ mixed pile body;
(4) compounding a pile body: and (3) putting the filler into the outer pipe, pulling out the outer pipe, and then driving, pressing or implanting the precast pile to form the composite pile body with the cast-in-place outer layer and the precast inner layer.
6. A construction equipment of immersed tube club-footed pile is characterized in that: the device comprises an inner sleeve and an outer sleeve, wherein the inner sleeve is a hollow thick steel pipe with set rigidity and strength, an upper tamping plate is arranged at the top, and a lower tamping plate is arranged at the bottom; a certain amount of filling materials and a certain weight of slender hammer are arranged in the hollow thick steel pipe, and the total weight is more than 5000kg, so that an inner pipe system with adjustable weight is formed; the inner pipe is sleeved into the outer pipe to form the length L of the inner pipeInner partIs greater than the length L of the outer pipeOuter coverThe inner and outer double sleeves.
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| US4544515A (en) * | 1982-11-05 | 1985-10-01 | Compagnie Internationale Des Pieux Armes Frankignoul | Method for producing in-situ concreted piles with enlarged bases |
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Application publication date: 20220315 |