CN112064629A - Advanced retaining wall device for cast-in-situ bored pile construction and construction method - Google Patents
Advanced retaining wall device for cast-in-situ bored pile construction and construction method Download PDFInfo
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- CN112064629A CN112064629A CN202011027016.3A CN202011027016A CN112064629A CN 112064629 A CN112064629 A CN 112064629A CN 202011027016 A CN202011027016 A CN 202011027016A CN 112064629 A CN112064629 A CN 112064629A
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- 238000010276 construction Methods 0.000 title claims abstract description 41
- 238000011065 in-situ storage Methods 0.000 title claims description 17
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 62
- 239000010959 steel Substances 0.000 claims abstract description 62
- 238000005553 drilling Methods 0.000 claims abstract description 23
- 238000000034 method Methods 0.000 claims abstract description 15
- 239000002002 slurry Substances 0.000 claims abstract description 14
- 239000002689 soil Substances 0.000 claims abstract description 11
- 239000002893 slag Substances 0.000 claims abstract description 8
- 235000017166 Bambusa arundinacea Nutrition 0.000 claims description 46
- 235000017491 Bambusa tulda Nutrition 0.000 claims description 46
- 241001330002 Bambuseae Species 0.000 claims description 46
- 235000015334 Phyllostachys viridis Nutrition 0.000 claims description 46
- 239000011425 bamboo Substances 0.000 claims description 46
- 230000001681 protective effect Effects 0.000 claims description 38
- 239000011435 rock Substances 0.000 claims description 16
- 230000003116 impacting effect Effects 0.000 claims description 3
- 230000008569 process Effects 0.000 claims description 3
- 238000004080 punching Methods 0.000 claims description 3
- 230000002787 reinforcement Effects 0.000 claims description 3
- 239000004576 sand Substances 0.000 abstract description 8
- 230000009286 beneficial effect Effects 0.000 abstract description 5
- 230000007613 environmental effect Effects 0.000 abstract description 2
- 238000005096 rolling process Methods 0.000 description 11
- 238000010586 diagram Methods 0.000 description 2
- 230000009471 action Effects 0.000 description 1
- 239000000956 alloy Substances 0.000 description 1
- 229910045601 alloy Inorganic materials 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 235000019994 cava Nutrition 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000009977 dual effect Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000002245 particle Substances 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 230000000087 stabilizing effect Effects 0.000 description 1
- 230000005641 tunneling Effects 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
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Classifications
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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
- E02D5/385—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds with removal of the outer mould-pipes
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D11/00—Methods or apparatus specially adapted for both placing and removing sheet pile bulkheads, piles, or mould-pipes
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
-
- 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
- E02D5/52—Piles composed of separable parts, e.g. telescopic tubes ; Piles composed of segments
- E02D5/523—Piles composed of separable parts, e.g. telescopic tubes ; Piles composed of segments composed of segments
- E02D5/526—Connection means between pile segments
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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
- E02D5/66—Mould-pipes or other moulds
- E02D5/665—Mould-pipes or other moulds for making piles
-
- 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
- E02D5/66—Mould-pipes or other moulds
- E02D5/68—Mould-pipes or other moulds for making bulkheads or elements thereof
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
- E02D7/02—Placing by driving
- E02D7/06—Power-driven drivers
- E02D7/10—Power-driven drivers with pressure-actuated hammer, i.e. the pressure fluid acting directly on the hammer structure
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21B—EARTH DRILLING, e.g. DEEP DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B12/00—Accessories for drilling tools
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21B—EARTH DRILLING, e.g. DEEP DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B3/00—Rotary drilling
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0007—Production methods using a mold
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
Abstract
The invention relates to the field of construction of building foundation engineering, in particular to an advanced retaining wall device for construction of a bored pile and a construction method, wherein a retaining tube bottom pipe is arranged in a pile hole, an outer sleeve is sleeved outside the retaining tube bottom pipe, a pipe twisting machine is arranged at the outer sleeve, a middle retaining tube, a second retaining tube, a first retaining tube and a hydraulic impact hammer are arranged on the retaining tube bottom pipe, and the steel retaining tube is driven into the pile through impact of the hydraulic impact hammer and rotation of the pipe twisting machine, so that the invention has the following beneficial effects: the speed and the efficiency of well drilling are improved, and the well forming speed is 2-3 times that of a common casing rotary drilling method; the construction equipment has low noise, and dry slag soil is taken out to facilitate slag removal, thereby being beneficial to environmental protection; the advantages and advantages of various machines are fully exerted; at present, the excavated sand and pebbles can be recycled after being screened, and if the sand and pebbles are slurry dregs, the sand and pebbles cannot be collected even if a slag yard is abandoned, and the sand and pebbles need to be treated separately; the set of drilling equipment has wide application range and is suitable for drilling and well-digging under various geological conditions.
Description
Technical Field
The invention relates to the field of construction of building foundation engineering, in particular to a leading wall protection device for cast-in-situ bored pile construction and a construction method.
Background
At present, aiming at the conditions of complex strata such as miscellaneous filling soil, a sand-gravel layer, a boulder layer, boulder-containing and the like, a common method is to adopt the traditional slurry to protect the wall, but the holes are easy to collapse and leak in the strata, so that the holes are difficult to form; and secondly, the steel protective cylinder is adopted and matched with the pipe rubbing machine, the rotary digging machine firstly digs and takes the dregs, and the pipe rubbing machine drives the steel protective cylinder to rotate and extrude downwards to follow at any time so as to prevent the collapse. There are problems that: if the pile length is too long (for example, more than 40 m), the side friction resistance is increased due to the continuous increase of the ground pressure, and the pipe twisting machine is not twisted when the pile reaches a certain depth, so that the pipe clamping and the steel protecting cylinder cannot be pulled out, the steel protecting cylinder cannot be pulled out of the hole, which is a dilemma! When boulders exist, the rock stratum is drilled through by the rotary drilling barrel drill, and the protective barrel can be lowered after the hole expanding drill is used for secondary hole expansion, so that time is wasted. In addition, the barrel drill is slow in grinding the boulder, and is labor-consuming and time-consuming.
Disclosure of Invention
The invention provides a leading retaining wall device for cast-in-situ bored pile construction and a construction method, aiming at overcoming the defects and shortcomings of the prior art.
In order to achieve the purpose, the technical scheme adopted by the invention is that the advanced retaining wall device for cast-in-situ bored pile construction comprises a steel retaining cylinder and an outer sleeve which can be sleeved on the steel retaining cylinder, wherein the steel retaining cylinder at least comprises a first retaining cylinder, a second retaining cylinder connected with the first retaining cylinder, a retaining cylinder bottom pipe and a plurality of middle retaining cylinders which are sequentially connected and arranged between the second retaining cylinder and the retaining cylinder bottom pipe, a pile cap is arranged at one end of the first retaining cylinder, a guide frame is arranged on the pile cap, and a slurry conveying pipe is arranged on the outer side of the steel retaining cylinder.
The other end mouth of pipe department, the second of protecting a section of thick bamboo and the middle one end mouth of pipe department that protects a section of thick bamboo of protecting of first protecting is provided with the tenon, the second protects another end mouth of pipe department and the one end mouth of pipe department that protects a section of thick bamboo bottom tube of protecting a section of thick bamboo and is provided with the recess that the tenon matches.
The pipe orifice at the other end of the casing bottom pipe is annularly provided with a plurality of T-shaped drill bits, each T-shaped drill bit comprises a wedge-shaped drill bit and a straight drill bit vertically arranged with the wedge-shaped drill bit, and the two drill bits are embedded and fixed on the bottom orifice of the casing bottom pipe.
The outer wall hoop and the length direction of a steel casing evenly are provided with the tenon strip, the inside wall of outer sleeve be provided with tenon strip matched with spacing groove, tenon strip card is gone into the spacing groove makes the outer sleeve with the steel casing cup joints.
A section of thick bamboo is protected to steel still including being used for connecting the first clamp that protects a section of thick bamboo and second and protect a section of thick bamboo, the first lateral wall that protects a section of thick bamboo and second protects a section of thick bamboo encircles respectively and is equipped with round steel sheet ear, the steel sheet ear with the clamp joint, the second protect a steel sheet ear with be provided with the ball chain between the clamp.
The second protects a section of thick bamboo, protects a section of thick bamboo bottom tube and middle one end of protecting a section of thick bamboo and is provided with first splint, second splint and runs through the locking bolt of first splint and second splint, the one end of first splint, second splint is encircleed respectively and is located and the welding on protect a section of thick bamboo bottom tube, the middle inside and outside wall of protecting a section of thick bamboo.
A method for constructing a cast-in-situ bored pile by adopting an advanced retaining wall device comprises the steps of installing a retaining tube bottom pipe in a pile hole, sleeving an outer sleeve on the outer side of the retaining tube bottom pipe, arranging a pipe twisting machine at the position of the outer sleeve, installing a middle retaining tube, a second retaining tube, a first retaining tube and a hydraulic impact hammer on the retaining tube bottom pipe, and driving a steel retaining tube into the pile through impact of the hydraulic impact hammer and rotation of the pipe twisting machine.
The method comprises the following steps:
1) measuring and opening a positioning pile hole;
2) putting an orifice protecting cylinder down to the pile hole;
3) installing the casing bottom pipe, placing one end of the casing bottom pipe, which is provided with a T-shaped drill bit, into the orifice casing, sleeving an outer sleeve on the outer side of the casing bottom pipe, matching a limiting groove in the inner wall of the outer sleeve with a tenon strip on the outer wall of the casing bottom pipe, enabling the tenon strip to slide along the vertical direction, and then installing a pipe twisting machine for driving the outer sleeve to rotate on the outer side of the outer sleeve;
4) the first protective barrel and the second protective barrel are mounted on the protective barrel bottom pipe, a tenon of the second protective barrel is clamped with a groove on the protective barrel bottom pipe, a first clamping plate and a second clamping plate on the second protective barrel are welded with the inner wall and the outer wall of the protective barrel bottom pipe, the locking bolt is inserted and screwed to tightly connect the second protective barrel with the protective barrel bottom pipe, a guide frame is arranged on the first protective barrel, a hydraulic impact hammer is mounted on the guide frame, the first protective barrel and the second protective barrel are connected through a special hoop, and a ball chain is mounted in the hoop and can enable the second protective barrel to freely rotate and keep the first protective barrel from rotating;
5) starting the hydraulic impact hammer and the pipe rolling machine, and simultaneously conveying slurry into the slurry conveying pipe;
6) after the pile casing bottom pipe is drilled, detaching the locking bolt, mounting a section of middle pile casing between the second pile casing and the pile casing bottom pipe, screwing the locking bolt, adding a section of middle pile casing between the second pile casing and the middle pile casing and screwing the locking bolt when the middle pile casing is drilled, and continuously drilling until the pile casing is drilled to a preset depth;
7) after drilling to a preset depth, stopping the hydraulic impact hammer and the pipe rolling machine, taking down the hydraulic impact hammer, detaching the first protective barrel and the second protective barrel, and grabbing slag soil in the barrels by using a punching and grabbing drill or a rotary drilling machine to form pile holes;
8) after the pile hole is checked and accepted, a reinforcement cage is put into the hole, and then concrete is poured into the hole;
9) and after the concrete is poured to the height of about 9m, pouring the concrete and pulling out the middle pile casing and the pile casing bottom pipe by using a pipe puller at the same time until all the steel pile casings are pulled out, pouring the concrete into the pile holes, and finishing the pile foundation.
And 6), if a rock stratum is met in the drilling process, replacing the hydraulic impact hammer with a hydraulic vibration hammer.
And 7) if a large rock core exists in the barrel, repeatedly impacting the rock core in the barrel by using a heavy impact hammer and then grabbing muck.
The invention has the beneficial effects that:
the invention provides an advanced retaining wall device for cast-in-situ bored pile construction and a construction method, and the advanced retaining wall device has the following beneficial effects: the speed and the efficiency of well drilling are improved, and the well forming speed is 2-3 times that of a common casing rotary drilling method; the construction equipment has low noise, and the dry residue soil is taken out to facilitate residue removal, so that the construction equipment has no pollution to the environment and is beneficial to environmental protection; the advantages and advantages of various machines are fully exerted; at present, the excavated sand and pebbles can be recycled after being screened, thus benefiting the nation and the people, and if the sand and pebbles are slurry muck, the sand and pebbles cannot be collected even if a slag yard is abandoned, and the sand and pebbles need to be treated separately; the set of drilling equipment has wide application range and is suitable for drilling and well-digging under various geological conditions.
Drawings
FIG. 1 is a schematic view of an advanced retaining wall device and a construction method for cast-in-situ bored pile construction according to the present invention;
FIG. 2 is a cross-sectional view AA of FIG. 1;
FIG. 3 is a connection diagram of a first clamping plate, a second clamping plate and a locking bolt of the advanced retaining wall device for cast-in-situ bored pile construction and the construction method of the present invention;
FIG. 4 is a schematic view of a locking bolt of the advanced retaining wall device and the construction method for cast-in-situ bored pile construction according to the present invention;
FIG. 5 is a schematic view of a T-shaped drill bit of the advanced retaining wall device and the construction method for cast-in-situ bored pile construction according to the present invention;
fig. 6 is a schematic diagram of a wedge drill of the advanced retaining wall device and the construction method for cast-in-situ bored pile construction according to the present invention.
Detailed Description
The invention will be described in further detail with reference to the accompanying drawings, which are simplified schematic drawings and only schematically illustrate the basic structure of the invention, and the direction of the embodiment is based on the direction of fig. 1.
As shown in fig. 1 and 2, an advanced retaining wall device for cast-in-situ bored pile construction comprises a steel retaining cylinder and an outer sleeve 5 which can be sleeved on the steel retaining cylinder, wherein the steel retaining cylinder at least comprises a first retaining cylinder 1, a second retaining cylinder 2 connected with the first retaining cylinder 1, a retaining cylinder bottom pipe 3 and a plurality of intermediate retaining cylinders 4 which are sequentially connected and arranged between the second retaining cylinder 2 and the retaining cylinder bottom pipe 3, a pile cap 11 is installed at one end of the first retaining cylinder 1, a guide frame 12 is arranged on the pile cap 11, and a slurry conveying pipe 6 is arranged on the outer side of the steel retaining cylinder.
The wall thickness of the steel casing is 30mm, each section is 9m-12m long, 2-3 joints are reduced compared with a standard section with the length of 3m, and the assembling and disassembling working hours are reduced.
The other end pipe orifice of the first pile casing 1, the second pile casing 2 and the one end pipe orifice of the middle pile casing 4 are provided with a tenon 21, and the other end pipe orifice of the second pile casing 2, the other end pipe orifice of the middle pile casing 4 and the one end pipe orifice of the pile casing bottom pipe 3 are provided with a groove 41 matched with the tenon 21.
As shown in fig. 5 and 6, a plurality of T-shaped drills 31 are annularly arranged at the pipe orifice at the other end of the casing bottom pipe 3, each T-shaped drill 31 comprises a wedge-shaped drill 32 and a straight drill 33 perpendicular to the wedge-shaped drill 32, and both the two drills are embedded and fixed on the bottom orifice of the casing bottom pipe 3.
The T-shaped drill 31 is made of high-strength alloy, tooth gaps are not reserved between the wedge-shaped drill 32 and the straight drill 33, stones are prevented from being clamped, the wedge-shaped drill 32 mainly plays a role in squeezing soil, and the straight drill 33 plays a role in drilling when encountering a boulder or entering a rock stratum, so that the T-shaped drill 31 has double functions. The width of the drill bit in the circle is about 120-150mm, namely the width of the annular groove drilled by the drill bit is 120-150 mm. A circle of steel plate lining and an outer plate are additionally arranged inside and outside the bottom cylinder to serve as a reinforcing structure, and the thickness of the steel plate lining and the outer plate is not less than 20 mm.
As shown in fig. 2, the outer wall of the steel casing is uniformly provided with tenon strips 22 in the circumferential direction and the length direction, the inner side wall of the outer sleeve 5 is provided with a limiting groove 42 matched with the tenon strips 22, and the tenon strips 22 are clamped in the limiting groove 42 to enable the outer sleeve 5 to be sleeved with the steel casing.
The outer wall of the steel casing is provided with tenon strips 22 which are arranged at equal intervals, each length is 150mm-200mm, the tenon strips are uniformly arranged along the circumferential direction of the casing, and the tenon strips are arranged at intervals of about 1m along the longitudinal direction. The short tenon strips 22 slide up and down in the limiting grooves 42 on the inner wall of the outer steel sleeve, vertical force is not influenced to be transmitted downwards to rock drilling, but torque can be transmitted to drive the steel sleeve to rotate.
The outer sleeve 5 is driven to rotate by the pipe twisting machine manipulator 13, and the outer sleeve 5 and the steel casing are connected through the tenon strip 22 to transmit torque so as to synchronously rotate the two. The outer sleeve 5 can transmit torque without transmitting vertical force, the two force transmission systems are closely matched to play respective advantages to work, if the outer sleeve 5 is not arranged, the impact force of the impact hammer can damage the machine when the pipe twisting machine tightly holds the steel protective cylinder to rotate, and accordingly the pipe twisting machine cannot help the impact hammer to fall and provide resistance for the impact hammer.
The steel protects a section of thick bamboo still protects a clamp 7 of a section of thick bamboo 2 including being used for connecting first protecting 1 and the second, and first protecting 1 and the second protects the lateral wall of a section of thick bamboo 2 and encircles respectively and be equipped with round steel sheet ear 71, and steel sheet ear 71 and clamp 7 joint are provided with ball chain 72 between the steel sheet ear 71 and the clamp 7 of a section of thick bamboo 2 is protected to the second.
The first protective barrel 1 and the second protective barrel 2 are connected by a hoop 7, the part below the second protective barrel 2 can rotate, a circle of ball chain 72 is additionally arranged for flexible rotation, and a circle of steel plate ear 71 is welded on the periphery of each of the upper and lower protective barrels so as not to be disconnected during pipe drawing. For transmitting torque, the tongue 21 cooperates with the groove 41. 2 steel protective cylinders are symmetrically arranged at the outer side of the steel protective cylinder
The steel pipe serves as a slurry delivery pipe 6, and crushed slag generated by drilling of the hole bottom drill bit is carried by high-pressure slurry to be discharged to a slurry tank and deposited. The pipe twisting machine has stronger driving force than a full-rotation machine, and the price of the same power is only one third of that of the full-rotation machine, namely the cost performance is higher. A crawler crane is required to be installed at the tail of the frame of the pipe rolling machine, the pipe rolling machine is prevented from swinging left and right during working, the effect of stabilizing the pipe rolling machine is achieved, meanwhile, the crane can be used for lifting a steel protective cylinder and hoisting a hydraulic impact hammer, and the machine is multipurpose.
As shown in fig. 3 and 4, one end of the second casing 2, the casing bottom tube 3, and the middle casing 4 is provided with a first clamping plate 81, a second clamping plate 82, and a locking bolt 83 penetrating the first clamping plate 81 and the second clamping plate 82, and one end of the first clamping plate 81 and one end of the second clamping plate 82 are respectively arranged around and welded to the inner and outer walls of the casing bottom tube 3 and the middle casing 4.
The first clamping plate 81 and the second clamping plate 82 are steel clamping plates with the thickness of 20mm, 8 bolts are evenly distributed along the periphery, the width of the first clamping plate 81 and the width of the second clamping plate 82 are equal to the width of the tenon strip 22, the thickness of the first clamping plate 81 and the thickness of the second clamping plate 82 are not larger than the thickness of the tenon strip 22, and the positions of the first clamping plate 81 and the second clamping plate are aligned with the tenon strip 22 so as to ensure that the outer sleeve 5 can be smoothly held by the pipe rolling machine manipulator 13. The locking bolt 83 is a hexagon socket flat head bolt and is matched with a nut washer which is never loosened.
A method for adopting leading dado device to carry on the bored concrete pile construction, mount and protect a bottom tube 3 in the pile hole, and cup joint the outer sleeve 5 outside protecting a bottom tube 3 of tube, set up the tube rubbing machine to hold it in the outer sleeve 5, mount middle protecting a tube 4, the second protects a tube 2, the first protecting a tube 1 and hydraulic impact hammer on protecting a bottom tube 3 of tube, through the impact of the hydraulic impact hammer and rotation of the tube rubbing machine, drive the steel protecting a tube into the pile.
The method comprises the following steps:
1) measuring and opening a positioning pile hole;
2) putting down the orifice protecting cylinder at the pile hole;
3) installing a casing bottom pipe 3, placing one end of the casing bottom pipe 3, which is provided with a T-shaped drill 31, downwards into an orifice casing, sleeving an outer sleeve 5 on the outer side of the casing bottom pipe 3, matching a limiting groove 42 on the inner wall of the outer sleeve 5 with a tenon strip 22 on the outer wall of the casing bottom pipe 3, enabling the tenon strip 22 to slide along the vertical direction, and then installing a pipe twisting machine for driving the outer sleeve 5 to rotate on the outer side of the outer sleeve 5;
4) a first protection barrel 1 and a second protection barrel 2 are installed on a protection barrel bottom pipe 3, a tenon 21 of the second protection barrel 2 is clamped with a groove 41 on the protection barrel bottom pipe 3, a first clamping plate 81 and a second clamping plate 82 on the second protection barrel 2 are welded with the inner wall and the outer wall of the protection barrel bottom pipe 3, a locking bolt 83 is inserted and screwed to tightly connect the second protection barrel 2 with the protection barrel bottom pipe 3, a guide frame 12 is arranged on the first protection barrel 1, a hydraulic impact hammer is installed on the guide frame 12, the first protection barrel 1 and the second protection barrel 2 are connected by a special hoop 7, and a ball chain 72 is installed in the hoop 7 to ensure that the second protection barrel 2 can freely rotate and keep the first protection barrel 1 not to rotate;
5) starting the hydraulic impact hammer and the pipe rolling machine, and simultaneously conveying slurry into the slurry conveying pipe 6;
6) after the pile casing bottom pipe 3 is drilled, the locking bolt 83 is detached, a section of middle pile casing 4 is arranged between the second pile casing 2 and the pile casing bottom pipe 3, the locking bolt 83 is screwed, when one section of middle pile casing 4 is drilled, a section of middle pile casing 4 is additionally arranged between the second pile casing 2 and the middle pile casing 4, the locking bolt 83 is screwed, and drilling is continued until the preset depth is reached;
7) after the drill reaches the preset depth, stopping the hydraulic impact hammer and the pipe rolling machine, taking down the hydraulic impact hammer, detaching the first protective barrel 1 and the second protective barrel 2, and grabbing the slag soil in the barrels by using a punching and grabbing drill or a rotary excavator to form pile holes;
8) after the pile hole is checked and accepted, a reinforcement cage is put into the hole, and then concrete is poured into the hole;
9) and after the concrete is poured to the height of about 9m, pouring the concrete and pulling out the middle pile casing 4 and the pile casing bottom pipe 3 by using a pipe pulling machine at the same time until all the steel pile casings are pulled out, pouring the concrete into the pile holes, and finishing the pile foundation.
And 6) if the rock stratum is met in the drilling process, replacing the hydraulic impact hammer with a hydraulic vibration hammer.
And 7) if a large rock core exists in the barrel, repeatedly impacting the rock core in the barrel by using a heavy impact hammer and then grabbing muck.
The device is characterized in that various devices and devices are installed in place, after the devices and the devices are checked to be qualified, a hydraulic impact hammer is started to transmit impact force to a bottom pipe drill bit through a steel casing to break rock and soil, meanwhile, a steel casing is driven by a pipe twisting machine to rotate a steel casing to synchronously rotate the steel casing and continuously extrude a bottom pipe 3 of the casing into soil, the rapid drilling is carried out under the action of dual force, when a cobble layer is encountered, the hydraulic impact hammer extrudes and compacts sandy soil to extrude the sandy soil, in addition, when small cobbles are encountered, the cobbles can be extruded away, larger boulders (the particle size is about 200mm) can be broken, but when boulders are encountered or enter a rock stratum, the hydraulic impact hammer needs to be changed into a hydraulic vibration hammer, and the annular duct is continuously drilled to enable. The speed of the pipe twisting machine manipulator 13 driving the casing to rotate back and forth can be adjusted, and the speed is adjusted to be fast when soft rock is drilled and slow when hard rock is drilled.
The pipe rolling machine can accurately position and adjust the verticality. The selection of the model parameters of the hydraulic impact hammer and the pipe rolling machine is determined according to geological conditions, the diameter, the depth and the like of a drilled well. After the steel casing is drilled to the designed depth, the pipe rolling machine, the hydraulic impact hammer and the other set of prepared steel casing are turned to the next pile for construction, and the cross construction operation is carried out to improve the working efficiency. The equipment can be used for drilling very complicated stratum, and the comprehensive drilling speed can reach more than 2 times of that of the conventional method. For example, the boulder is beaten by a pipe twisting machine and the footage can be 0.4-0.5 m per hour, the footage can be more than 2 m/hour by using the combined equipment, and the tunneling speed is about 4-5 times of that of a rotary excavator. And moreover, because the steel casing is used for advance support, no collapse exists, the quantity of the excavated muck project is reduced, the pouring quantity of concrete is reduced to the minimum, namely the filling coefficient is minimum, the material cost is saved, and the geological condition of karst caves is excluded.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents, improvements and the like made within the spirit and principle of the present invention should be included in the scope of the present invention.
Claims (10)
1. The utility model provides a leading dado device of bored concrete pile construction which characterized in that: including the steel protect a section of thick bamboo and can cup joint in outer sleeve (5) on the steel protect a section of thick bamboo, the steel protect a section of thick bamboo at least including first protect a section of thick bamboo (1), with the second that first protect a section of thick bamboo (1) to be connected protects a section of thick bamboo (2), protects a section of thick bamboo bottom tube (3) and a plurality of and connect gradually and set up in the second protects a section of thick bamboo (4) and protects in the middle of between section of thick bamboo (2) and the section of thick bamboo bottom tube (3), pile cap (11) are installed to the one end of first protecting a section of thick bamboo (1), be provided with leading truck (12) on pile cap (11), the steel protects a section of thick.
2. The advanced retaining wall device for bored pile construction according to claim 1, wherein: the other end mouth of pipe department of a first protecting section of thick bamboo (1), a second protecting section of thick bamboo (2) and the one end mouth of pipe department of a middle protecting section of thick bamboo (4) are provided with tenon (21), the second protects another end mouth of pipe department of a section of thick bamboo (2), middle protecting section of thick bamboo (4) and protects a section of thick bamboo end pipe (3) one end mouth of pipe department be provided with tenon (21) matched with recess (41).
3. The advanced retaining wall device for bored pile construction according to claim 2, wherein: the pipe orifice at the other end of the casing bottom pipe (3) is annularly provided with a plurality of T-shaped drill bits (31), each T-shaped drill bit (31) comprises a wedge-shaped drill bit (32) and a straight drill bit (33) vertically arranged with the wedge-shaped drill bit (32), and the two drill bits are embedded and fixed on the bottom orifice of the casing bottom pipe (3).
4. The advanced retaining wall device for bored pile construction according to claim 3, wherein: the outer wall hoop of a steel casing and length direction evenly are provided with tenon strip (22), the inside wall of outer sleeve (5) be provided with tenon strip (22) matched with spacing groove (42), tenon strip (22) card is gone into spacing groove (42) make outer sleeve (5) with a steel casing cup joints.
5. The advanced retaining wall device for bored pile construction according to claim 4, wherein: a section of thick bamboo is protected to steel still including being used for connecting first protect clamp (7) of a section of thick bamboo (1) and second protection section of thick bamboo (2), first protect the lateral wall that a section of thick bamboo (1) and second protected a section of thick bamboo (2) to encircle respectively and be equipped with round steel sheet ear (71), steel sheet ear (71) with clamp (7) joint, the second protect steel sheet ear (71) of a section of thick bamboo (2) with be provided with ball chain (72) between clamp (7).
6. The advanced retaining wall device for bored pile construction according to claim 5, wherein: the one end that a section of thick bamboo (2), a section of thick bamboo bottom tube (3) are protected to the second, middle section of thick bamboo (4) is provided with first splint (81), second splint (82) and runs through locking bolt (83) of first splint (81) and second splint (82), the one end of first splint (81), second splint (82) is encircleed respectively and is located and weld on the inside and outside wall of a section of thick bamboo bottom tube (3), middle section of thick bamboo (4) are protected to the second.
7. A method for constructing a cast-in-situ bored pile by using the advanced retaining wall device of any one of claims 1 to 6, wherein: the pile protection structure is characterized in that a pile casing bottom pipe (3) is installed in a pile hole, an outer sleeve (5) is sleeved on the outer side of the pile casing bottom pipe (3), a pipe twisting machine is arranged at the position of the outer sleeve (5), a middle pile casing (4), a second pile casing (2), a first pile casing (1) and a hydraulic impact hammer are installed on the pile casing bottom pipe (3), and a steel pile casing is driven into a pile through impact of the hydraulic impact hammer and rotation of the pipe twisting machine.
8. The method for cast-in-situ bored pile construction using advanced retaining wall device according to claim 7, wherein: the method comprises the following steps:
1) measuring and opening a positioning pile hole;
2) putting an orifice protecting cylinder down to the pile hole;
3) installing the casing bottom pipe (3), placing one end, provided with a T-shaped drill bit (31), of the casing bottom pipe (3) into the orifice casing downwards, sleeving an outer sleeve (5) on the outer side of the casing bottom pipe (3), matching a limiting groove (42) in the inner wall of the outer sleeve (5) with a convex tenon strip (22) on the outer wall of the casing bottom pipe (3), enabling the convex tenon strip (22) to slide along the vertical direction, and then installing a pipe twisting machine for driving the outer sleeve (5) to rotate on the outer side of the outer sleeve (5);
4) the first protective cylinder (1) and the second protective cylinder (2) are arranged on the protective cylinder bottom tube (3), the tenon (21) of the second pile casing (2) is clamped with the groove (41) on the pile casing bottom pipe (3), a first clamping plate (81) and a second clamping plate (82) on the second pile casing (2) are welded with the inner wall and the outer wall of the pile casing bottom pipe (3), the locking bolt (83) is inserted and screwed to tightly connect the second pile casing (2) with the pile casing bottom pipe (3), a guide frame (12) is arranged on the first pile casing (1), a hydraulic impact hammer is arranged on the guide frame (12), the first protective barrel (1) and the second protective barrel (2) are connected through a special hoop (7), and a ball chain (72) is arranged in the hoop (7) and can meet the requirement that the second protective barrel (2) rotates freely and keep the first protective barrel (1) not to rotate;
5) starting the hydraulic impact hammer and the pipe twisting machine, and simultaneously conveying slurry into the slurry conveying pipe (6);
6) after the pile casing bottom pipe (3) is drilled, detaching a locking bolt (83), installing a section of middle pile casing (4) between the second pile casing (2) and the pile casing bottom pipe (3) and screwing the locking bolt (83), installing a section of middle pile casing (4) between the second pile casing (2) and the middle pile casing (4) and screwing the locking bolt (83) when the middle pile casing (4) is drilled, and continuously drilling until the pile casing reaches a preset depth;
7) after the hydraulic impact hammer and the pipe twisting machine are drilled to a preset depth, the hydraulic impact hammer is stopped, the first protective barrel (1) and the second protective barrel (2) are disassembled, and the slag soil in the barrels is grabbed clean by a punching grab drill or a rotary excavator to form pile holes;
8) after the pile hole is checked and accepted, a reinforcement cage is put into the hole, and then concrete is poured into the hole;
9) and after the concrete is poured to the height of about 9m, pouring the concrete and pulling out the middle pile casing (4) and the pile casing bottom pipe (3) by using a pipe pulling machine at the same time until all the steel pile casings are pulled out, pouring the concrete into the pile holes, and finishing the pile foundation.
9. The method for cast-in-situ bored pile construction using advanced retaining wall device according to claim 8, wherein: and 6), if a rock stratum is met in the drilling process, replacing the hydraulic impact hammer with a hydraulic vibration hammer.
10. The method for cast-in-situ bored pile construction using advanced retaining wall device according to claim 8, wherein: and 7) if a large rock core exists in the barrel, repeatedly impacting the rock core in the barrel by using a heavy impact hammer and then grabbing muck.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011027016.3A CN112064629A (en) | 2020-09-25 | 2020-09-25 | Advanced retaining wall device for cast-in-situ bored pile construction and construction method |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202011027016.3A CN112064629A (en) | 2020-09-25 | 2020-09-25 | Advanced retaining wall device for cast-in-situ bored pile construction and construction method |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112878349A (en) * | 2021-01-15 | 2021-06-01 | 北京市市政四建设工程有限责任公司 | Underground water control method for PBA underground excavation subway station construction stage |
| CN114134822A (en) * | 2021-12-28 | 2022-03-04 | 江西省公路桥梁工程有限公司 | Bridge cast-in-situ bored pile retaining wall structure and construction method thereof |
| CN114164842A (en) * | 2021-12-22 | 2022-03-11 | 山东省路桥集团有限公司 | Wall protection device for cast-in-situ bored pile and working method |
-
2020
- 2020-09-25 CN CN202011027016.3A patent/CN112064629A/en active Pending
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112878349A (en) * | 2021-01-15 | 2021-06-01 | 北京市市政四建设工程有限责任公司 | Underground water control method for PBA underground excavation subway station construction stage |
| CN112878349B (en) * | 2021-01-15 | 2022-05-06 | 北京市市政四建设工程有限责任公司 | Underground water control method for PBA underground excavation subway station construction stage |
| CN114164842A (en) * | 2021-12-22 | 2022-03-11 | 山东省路桥集团有限公司 | Wall protection device for cast-in-situ bored pile and working method |
| CN114164842B (en) * | 2021-12-22 | 2023-08-15 | 山东省路桥集团有限公司 | Wall protection device for bored pile and working method |
| CN114134822A (en) * | 2021-12-28 | 2022-03-04 | 江西省公路桥梁工程有限公司 | Bridge cast-in-situ bored pile retaining wall structure and construction method thereof |
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