CN114622549B - Bored concrete pile hole-forming construction method for complex stratum - Google Patents
Bored concrete pile hole-forming construction method for complex stratum Download PDFInfo
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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
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- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
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- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
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Abstract
The invention relates to the technical field of bored concrete pile hole forming, and discloses a bored concrete pile hole forming construction method for a complex stratum, which comprises the following construction steps: 1) Driving a large roller hob drill bit to form an upper section hole in the rock filling layer by adopting a pump suction reverse circulation drilling machine; 2) Placing an outer protective cylinder into the upper section hole; 3) Driving a small roller cutter bit to drill by a pump suction reverse circulation drilling machine to form a middle section hole; 4) An inner protecting cylinder is placed in the middle section hole, and a protecting cylinder gap is formed between the upper part of the inner protecting cylinder and the outer protecting cylinder; 5) Driving a double-bottom bailing bucket tooth cutting drill bit to drill through the soil layer by adopting a rotary drilling rig to form a lower section hole; 6) Driving the rock-socketed cone drill cylinder to drill a hard rock layer by adopting a rotary drilling rig to form a bottom section hole; the bored pile hole-forming construction method for the complex stratum solves the problem of pulling up the steel casing, avoids hole collapse and necking of the silt layer, avoids hole collapse in later construction, has higher drilling speed on the rock filling layer and the silt layer, accelerates the construction period, has high construction speed and shortens the construction period.
Description
Technical Field
The invention relates to the technical field of bored concrete pile hole forming, in particular to a bored concrete pile hole forming construction method for a complex stratum.
Background
In the existing pile foundation engineering, when the bored concrete pile is formed into a hole, the difficulty of bored concrete pile hole forming construction is the largest when the bored concrete pile meets a complex stratum comprising a stone filling layer, a sludge layer, a soil layer and a hard rock layer from top to bottom. Because it is necessary to overcome both loose and hard rock blocks in the rock-fill layer, and to prevent the flow-plastic sludge layer from collapsing, and to overcome the lower hard rock layer.
When the conventional slurry dado cast-in-situ pile is adopted to form holes in the complex stratum, the holes can hardly be formed for the following reasons:
1) The gaps among the stones in the stone filling layer are large, the hardness of the stones is large, the stones are very loose in distribution, once slightly disturbed, the stones are very easy to collapse, a conventional drill bit is difficult to drill, the problem of drilling of the hard stones is solved, and the problem of hole collapse caused by disturbance of the loose stone filling layer is solved;
2) The sludge layer is almost in a flow plastic or flowing state, is slightly disturbed and is easy to flow plastically, and then is necked and collapsed;
3) Loose block stones in the stone filling layer are located on the flowing plastic sludge, even if holes are smoothly formed in the stone filling layer, once the loose block stones enter the sludge layer, the block stones at the upper part of the sludge layer are easy to slide and collapse along the sludge at the lower part due to the fact that the holes are drilled to form a face, and large-scale hole collapse is generated;
4) Even after the rock passes through the loose filling stone layer and the silt layer, the hard rock layer is difficult to form holes, if proper technology cannot be selected, holes can be drilled in the hard rock, and the efficiency is extremely low.
In the prior art, holes are formed in a complex stratum by adopting a process of forming the holes by adopting a punching hammer configured with a punching pile machine, and a slurry retaining wall is adopted in a drilled hole and is constructed according to the following procedures:
1) Adopting a punching pile to punch holes in the stone filling layer, and adopting slurry to protect the wall;
2) The method comprises the following steps of lifting a punching hammer through a winch configured on a punching pile machine, repeatedly impacting downwards to break stone blocks in a stone filling layer, impacting part of chippings to be embedded into a hole wall soil layer, and enabling part of chippings to upwards return to the outside of a hole through slurry;
3) When the sludge layer is about to reach, the downward impact is continued, part of the block stones are squeezed into the sludge at the lower part in the impact process, the sludge layer and the block stones flushed from the upper part are mixed together to form a block stone and sludge mixture, and the formed block stone and sludge mixture has certain self-stabilizing capacity;
4) And continuously impacting downwards by the impact hammer, penetrating through the sludge block stone mixture to reach a hard rock layer, continuously adopting the impact hammer to impact the rock for hole forming, and finally completing the hole forming.
The traditional punching and hole forming and slurry wall protecting process has the following defects:
1) The collapse of the rock filling layer is serious, the construction efficiency is low, and when the impact hammer impacts the footage on the rock filling layer, although slurry retaining walls are arranged in pile holes, rock blocks still collapse at times;
2) The hole collapse at the interface position of the stone filling layer and the silt layer is serious, and the hole forming efficiency is influenced;
3) In the case of hole collapse of the rock filling layer or the sludge layer, the conventional method is to backfill rock blocks into the pile hole manually to fill the collapse area, and then continue to impact the footage downwards by using the impact hammer, so that the footage is impacted, the hole collapse is continued, the rock blocks are continuously and repeatedly backfilled for impact until the rock blocks penetrate, and the hole forming efficiency of the rock filling layer is low;
4) And the impact efficiency of the hard rock stratum is low, the hard rock stratum adopts a punching hammer to impact the footage, and the efficiency is lower.
Disclosure of Invention
The invention aims to provide a bored concrete pile hole-forming construction method for a complex stratum, and aims to solve the problems of low construction efficiency and easy collapse in bored concrete pile hole-forming construction for the complex stratum in the prior art.
The invention is realized in this way, the bored concrete pile hole-forming construction method used for complex stratum, from the direction that ground is downward, the complex stratum includes the stone-filled layer, the silt layer, the soil horizon and the hard rock stratum in order, the bored concrete pile hole-forming construction method used for complex stratum includes the following construction steps:
1) Driving a large roller hob drill bit to drill and form an upper section hole in the stone filling layer by adopting a pump suction reverse circulation drilling machine, and in the drilling process, adopting slurry to protect the wall, wherein the bottom of the upper section hole is positioned above the sludge layer;
2) Placing an outer protective cylinder into the upper section hole by using a crane, wherein the outer protective cylinder abuts against the side wall of the upper section hole;
3) Driving a small roller cutter hob drill bit to continuously drill at the bottom of the upper section hole by adopting a pump suction reverse circulation drilling machine to form a middle section hole, wherein the top of the middle section hole is placed in the stone filling layer and is connected with the bottom of the upper section hole, and the bottom of the middle section hole is positioned at the bottom of the sludge layer;
4) Placing an inner protective cylinder into the middle section hole by adopting a crane, wherein the lower part of the inner protective cylinder is abutted against the inner side wall of the middle section hole, the upper part of the inner protective cylinder is penetrated in the upper section hole, and a protective cylinder gap is formed between the upper part of the inner protective cylinder and the outer protective cylinder;
5) Driving a double-bottom bailing bucket tooth cutting drill bit to drill through a soil layer by adopting a rotary drilling rig to form a lower section hole, and adopting slurry to protect a wall in the drilling process;
6) Driving a cone rock-socketed drilling barrel to drill a hard rock layer to form a bottom section hole by adopting a rotary drilling rig, and adopting slurry to protect a wall in the drilling process; and the upper section hole, the middle section hole, the lower section hole and the bottom section hole form a cast-in-place pile hole.
Further, after the construction step 6), after a steel reinforcement cage is placed in the cast-in-place pile hole, concrete is poured into the cast-in-place pile, and after the cast-in concrete is completed, a tube drawing machine is adopted to firstly draw out the outer casing and then draw out the inner casing.
Furthermore, the top of the outer protective cylinder extends out of the upper part of the upper section hole to form a first extension section; the top of the inner protective cylinder extends out of the upper part of the upper section hole to form a second extension section.
Further, the diameter of the upper section hole is larger than that of the middle section hole, the bottom of the upper section hole is provided with a bottom ring surface, and the bottom ring surface is arranged around the periphery of the top of the middle section hole; the bottom of the outer protective cylinder extends inwards to form a bottom annular wall, and the bottom annular wall is arranged around the circumference of the outer protective cylinder; in the construction step 2), after the outer casing is placed in the upper section hole, the bottom annular wall abuts against the bottom annular surface; in the construction step 4), after the inner casing is placed in the middle section hole, a spacing distance is reserved between the bottom annular wall and the inner casing; the outer side wall of the upper part of the inner protecting cylinder is convexly provided with an inner bulge, the length of the inner bulge is greater than the spacing distance, and a notch for the inner bulge to pass through is formed in the bottom annular wall; the bottom annular wall is provided with inclined guide surfaces which are arranged upwards and formed at two sides of the notch, and the inclined guide surfaces are arranged upwards in an inclined mode along the outward extending direction of the notch; the inner bulge is positioned above the notch, is arranged in a staggered manner with the notch and is arranged opposite to the inclined guide surface; in the process of pulling out the outer protective cylinder, when the inner protrusion abuts against the inclined guide surface of the bottom annular wall, the outer protective cylinder rotates until the inner protrusion is aligned with the notch, the inner protrusion penetrates through the notch, and the outer protective cylinder is pulled out.
The connecting rod body comprises a plurality of rod pieces which are arranged from top to bottom, and the rod pieces are sequentially hinged end to end from top to bottom; in the construction step 4), after the inner protective cylinder is inserted into the lower section hole, the connecting rod body is placed in the protective cylinder gap from top to bottom, the bottom of the connecting rod body is abutted against the bottom of the upper section hole and is pressed downwards until two ends of a rod piece of the connecting rod body are abutted against the outer protective cylinder and the inner protective cylinder respectively, and the top of the connecting rod body is fixed with the top of the outer protective cylinder.
Further, the inner side wall of the outer pile casing and the outer side wall of the upper part of the inner pile casing are respectively provided with a guide rail groove, the guide rail grooves extend along the axial direction of the cast-in-place pile, and the two guide rail grooves are oppositely arranged; two ends of the rod piece of the connecting rod body are respectively arranged in the two guide rail grooves.
Furthermore, the top of the connecting rod body is connected with a fixed block, the periphery of the fixed block is provided with a peripheral side wall, and the peripheral side wall of the fixed block is arranged in an inward inclined manner along the direction from top to bottom; in the construction step 4), after the two ends of the rod of the connecting rod body are respectively abutted against the outer casing and the inner casing, the fixing block is embedded between the top of the outer casing and the top of the inner casing, and the outer side wall of the fixing block is respectively abutted against the outer casing and the inner casing.
Further, a butting block is arranged at the bottom of the connecting rod body, the butting block is provided with a downward butting surface, a fixing groove which is sunken upwards is formed in the middle of the butting surface, and an elastic body covers the fixing groove; in the construction step 4), the abutment surface of the abutment block abuts against the bottom of the upper-stage hole.
Further, in the construction step 4), after the connecting rod body is placed in the casing gap, a plurality of elastic blocks are filled in the casing gap, and the elastic blocks are respectively abutted against the outer casing and the inner casing.
Further, the elastic blocks are bent into a strip shape and arranged around the inner casing in the circumferential direction; the resilient block is in a compressed state in the casing gap.
Compared with the prior art, the bored concrete pile hole forming construction method for the complex stratum solves the problem of forming bored concrete pile holes in the complex stratum at present, and has the following advantages:
1) The mode of the outer protective cylinder and the inner protective cylinder is adopted, and a protective cylinder gap is formed between the upper part of the inner protective cylinder and the outer protective cylinder, so that the problem of steel pulling protective cylinder pulling of the drawbench is solved; the problem that the pipe is difficult to pull out due to overlarge length of the pile casing and overlarge stratum friction force is solved;
2) And the risk of hole collapse of the rock filling layer and the interface position between the rock filling layer and the silt layer is solved by adopting a pump suction reverse circulation drilling machine to configure a roller cone hob bit. The pump suction reverse circulation drilling machine is provided with a roller cutter bit, which belongs to a grinding process, namely, the roller cutter bit is slowly ground in a rock filling layer and almost does not disturb the rock filling layer, so that hole collapse of the rock filling layer is avoided, sludge is also not disturbed during drilling in the sludge layer, and hole collapse and necking of the sludge layer are avoided;
3) The risk of hole collapse in the later period is avoided, the mud retaining wall is adopted to successfully avoid the hole collapse in the hole forming process, the time for forming the cast-in-place pile in the later period is longer, and the retaining walls of the outer retaining cylinder and the inner retaining cylinder are utilized to completely avoid the hole collapse after the reinforcement cage is installed in the later period;
4) The footage of the stone filling layer is fast, the construction efficiency is improved, and the construction period is shortened; because the stone-filled layer and the silt layer are drilled by a pumping reverse circulation drilling machine and a roller cutter bit, the problem of efficiency reduction caused by the fact that the hole collapse is processed by repeatedly backfilling the rock block like a punching process is solved, the drilling speed of the stone-filled layer and the silt layer is higher, and the construction period is shortened;
5) The footage of the hard rock stratum is fast, and the construction period is shortened; the rotary drilling rig is adopted to drill in the hard rock layer, the efficiency is extremely high, the drilling efficiency of the rotary drilling rig configured with the rock-socketed cone drilling barrel in the hard rock layer is far higher than that of a punching pile machine and a pump suction reverse circulation drilling rig, so that the construction speed is high, and the construction period is shortened.
Drawings
FIG. 1 is a schematic flow chart of a bored concrete pile hole-forming construction method for a complex stratum according to the present invention;
FIG. 2 is a cut-away schematic view of a shaped upper hole in a complex formation as provided by the present invention;
FIG. 3 is a cut-away schematic view of a formed middle section hole in a complex formation provided by the present invention;
FIG. 4 is a cut-away schematic view of the present invention providing for the formation of a lower leg hole and a bottom leg hole in a complex formation;
FIG. 5 is a schematic cross-sectional view of a bored pile hole formed in a complex formation according to the present invention;
FIG. 6 is a schematic front view of a connecting rod body provided by the present invention;
FIG. 7 is a cut-away schematic view of the outer and inner sheaths provided by the present invention in engagement;
fig. 8 is a front view of a notch according to the present invention.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
The following describes the implementation of the present invention in detail with reference to specific embodiments.
The same or similar reference numerals in the drawings of the present embodiment correspond to the same or similar components; in the description of the present invention, it should be understood that if there is an orientation or positional relationship indicated by the terms "upper", "lower", "left", "right", etc. based on the orientation or positional relationship shown in the drawings, it is only for convenience of describing the present invention and simplifying the description, but it is not intended to indicate or imply that the referred device or element must have a specific orientation, be constructed in a specific orientation, and be operated, and therefore, the terms describing the positional relationship in the drawings are only used for illustrative purposes and are not to be construed as limiting the present patent, and the specific meaning of the terms may be understood by those skilled in the art according to specific circumstances.
Referring to fig. 1-8, preferred embodiments of the present invention are shown.
The bored concrete pile hole-forming construction method for the complex stratum comprises the following construction steps of, from the direction of the ground downwards, sequentially forming a stone filling layer 100, a silt layer 101, a soil layer 102 and a hard rock layer 103 in the complex stratum:
1) A pumping reverse circulation drilling machine 301 is adopted to drive a large roller cutter hob drill bit 302 to drill and form an upper section hole 201 in the stone filling layer 100, in the drilling process, slurry is adopted to protect the wall, the bottom of the upper section hole 201 is located above the silt layer 101, namely, the upper section hole 201 does not penetrate through the stone filling layer 100, and the diameter of the large roller cutter hob drill bit 302 is larger than that of a designed cast-in-place pile hole;
2) Placing an outer protective cylinder 400 into the upper section hole 201 by using a crane, wherein the outer protective cylinder 400 abuts against the side wall of the upper section hole 201;
3) Driving a small roller hob bit 303 to continuously drill at the bottom of the upper section hole 201 by using a pumping reverse circulation drilling machine 301 to form a middle section hole 202, placing the top of the middle section hole 202 in the rock filling layer 100, and connecting the bottom of the upper section hole 201, wherein the bottom of the middle section hole 202 is positioned at the bottom of the silt layer 101;
4) Placing an inner protective cylinder 401 into the middle section hole 202 by using a crane, wherein the lower part of the inner protective cylinder 401 is abutted against the inner side wall of the middle section hole 202, the upper part of the inner protective cylinder 401 is arranged in the upper section hole 201 in a penetrating manner, and a protective cylinder gap 402 is formed between the inner protective cylinder 401 and the outer protective cylinder 400;
5) Driving a double-bottom bailing bucket tooth cutting drill bit 501 to drill through the soil layer 102 by using a rotary drilling rig 500 to form a lower section hole 203, and using slurry to protect the wall in the drilling process;
6) Driving the roller cone rock-socketed drill barrel to drill the hard rock layer 103 to form a bottom section hole 204 by using the rotary drilling rig 500, and using slurry to protect the wall in the drilling process; upper section hole 201, middle section hole 202, lower section hole 203, and bottom section hole 204 form a bored concrete pile hole.
The hole forming construction method of the cast-in-place pile for the complex stratum solves the problem of forming the cast-in-place pile hole in the complex stratum at present, and has the following advantages:
1) An outer protective cylinder 400 and an inner protective cylinder 401 are adopted, and a protective cylinder gap 402 is formed between the upper part of the inner protective cylinder 401 and the outer protective cylinder 400, so that the problem of steel pulling protective cylinder pulling of a drawbench is solved; the problem that the pipe is difficult to pull out due to overlarge length of the pile casing and overlarge stratum friction force is solved;
2) The pumping reverse circulation drilling machine 301 is adopted to be provided with the roller cone rotary cutter drill bit, so that the risk of hole collapse of the rock filling layer 100 and the risk of hole collapse at the interface position between the rock filling layer 100 and the silt layer 101 are solved. The pumping reverse circulation drilling machine 301 is provided with a roller cutter bit, which belongs to a grinding process, namely the roller cutter bit is slowly ground in the rock filling layer 100 and hardly disturbs the rock filling layer 100, so that hole collapse of the rock filling layer 100 is avoided, silt is also undisturbed during drilling in the silt layer 101, and hole collapse and necking of the silt layer 101 are avoided;
3) The risk of hole collapse in the later period is avoided, the mud retaining wall is adopted to successfully avoid the hole collapse in the hole forming process, the time for forming the cast-in-place pile in the later period is longer, and the hole collapse after the reinforcement cage is installed in the later period is completely avoided by utilizing the retaining walls of the outer retaining cylinder 400 and the inner retaining cylinder 401;
4) The stone-filling layer 100 is fast in footage, so that the construction efficiency is improved, and the construction period is shortened; because the rock-filling layer 100 and the silt layer 101 are drilled by the pumping reverse circulation drilling machine 301 and the roller cutter hob bit, the efficiency reduction problem caused by the fact that the hole collapse is processed by repeatedly backfilling rock blocks like a punching process is avoided, the drilling speed on the rock-filling layer 100 and the silt layer 101 is higher, and the construction period is shortened;
5) The hard rock stratum 103 is fast in footage, and the construction period is shortened; the rotary drilling rig 500 is adopted to drill in the hard rock layer 103, the efficiency is extremely high, the drilling efficiency of the rotary drilling rig 500 with the cone rock-socketed drilling barrel on the hard rock layer 103 is far higher than that of a punching pile machine and a pump suction reverse circulation drilling rig 301, the construction speed is high, and the construction period is shortened.
After the construction step 6), after a steel reinforcement cage is placed in a bored concrete pile hole, concrete is poured into the bored concrete pile, after the concrete pouring is completed, a tube drawing machine is adopted to draw the outer protective tube 400 first and then draw the inner protective tube 401, and as a protective tube gap 402 is formed between the upper part of the outer protective tube 400 and the upper part of the inner protective tube 401, the drawing friction force of the outer protective tube 400 is reduced, and the outer protective tube 400 and the inner protective tube 401 are prevented from being drawn.
The top of the outer casing 400 extends out of the upper part of the upper section hole 201 to form a first extension section; the top of the inner casing 401 extends out of the upper part of the upper section hole 201 to form a second outer extension section.
The diameter of the upper section hole 201 is larger than that of the middle section hole 202, the bottom of the upper section hole 201 is provided with a bottom ring surface, and the bottom ring surface is arranged around the periphery of the top of the middle section hole 202; the bottom of the outer casing 400 extends inward with a bottom annular wall 4001, and the bottom annular wall 4001 is arranged around the circumference of the outer casing 400.
In the construction step 2), after the outer protective sleeve 400 is placed in the upper section hole 201, the bottom ring wall 4001 abuts against the bottom ring surface; in the construction step 4), after the inner sleeve 401 is placed in the middle section hole 202, the bottom ring wall 4001 and the inner sleeve 401 have a spacing distance, that is, there is no contact between the bottom ring wall 4001 and the inner sleeve 401.
An inner protrusion 4011 is convexly arranged on the outer side wall of the upper part of the inner casing 401, the length of the inner protrusion 4011 is larger than the spacing distance, and a notch 4002 for the inner protrusion 4011 to penetrate is formed in the bottom ring wall 4001; the bottom ring wall 4001 is provided with inclined guide surfaces 4003 which are arranged upwards and formed at two sides of the gap 4002, and the inclined guide surfaces 4003 are arranged upwards in an inclined mode along the outward extending direction of the gap 4002; the inner protrusion 4011 is positioned above the notch 4002, is arranged in a staggered manner with the notch 4002, and is arranged opposite to the inclined guide surface 4003; during the process of pulling out the outer sheath 400, when the inner protrusion 4011 abuts against the inclined guide surface 4003 of the bottom ring wall 4001, the outer sheath 400 rotates until the inner protrusion 4011 is aligned with the notch 4002, the inner protrusion 4011 passes through the notch 4002, and the outer sheath 400 is pulled out.
In this way, during the process of pulling out the outer protection cylinder 400, since the inner protrusion 4011 firstly abuts against the inclined guide surface 4003 of the bottom ring wall 4001, the outer protection cylinder 400 applies upward pulling force to the inner protection cylinder 401, so that the inner protection cylinder 401 can be loosened in advance, and the inner protection cylinder 401 can be pulled out later; meanwhile, as the inclined guide surface 4003 of the bottom annular wall 4001 is obliquely arranged towards the notch 4002, the outer protective cylinder 400 is driven to rotate, so that the outer drawbench can drive to rotate, and meanwhile, the guide force of the inner protrusion 4011 and the inclined guide surface 4003 is also driven synchronously, so that the inner protective cylinder 401 is further loosened.
The hole forming construction method for the cast-in-place pile for the complex stratum comprises a connecting rod body, wherein the connecting rod body comprises a plurality of rod pieces 701 arranged from top to bottom, and the rod pieces 701 are sequentially hinged end to end from top to bottom, so that the whole connecting rod body can be stretched up and down, the inclination angle of the rod pieces 701 is changed along with the stretching process, and the horizontal length of the rod pieces 701 is changed along with the horizontal direction.
In the construction step 4), after the inner sheath 401 is inserted into the lower hole 203, the connecting rod body is placed in the sheath gap 402 from top to bottom, the bottom of the connecting rod body abuts against the bottom of the upper hole 201, and presses the connecting rod body downwards, the horizontal length of the rod 701 is increased until the two ends of the rod 701 of the connecting rod body abut against the outer sheath 400 and the inner sheath 401 respectively, and the top of the connecting rod body and the top of the outer sheath 400 are fixed.
Utilize the both ends of member 701 respectively the butt outer casing 400 and the inner casing 401 of protecting, with the outer casing 400 with the inner casing 401 between relatively fixed, prevent to rock each other between inner casing 401 and the outer casing 400, influence the construction, and with outer casing 400 and inner casing 401 relatively fixed as an organic whole, can play better dado effect.
Guide rail grooves are respectively formed in the inner side wall of the outer pile casing 400 and the outer side wall of the upper portion of the inner pile casing 401, the guide rail grooves extend along the axial direction of the cast-in-place pile, and the two guide rail grooves are oppositely arranged; two ends of the rod 701 of the connecting rod body are respectively arranged in the two guide rail grooves, so that the connecting rod body can be conveniently stretched and guided.
The top of the connecting rod body is connected with a fixed block 700, the periphery of the fixed block 700 is provided with a peripheral side wall 703, and the peripheral side wall 703 of the fixed block 700 is arranged in an inward inclined manner along the direction from top to bottom; in the construction step 4), after the two ends of the rod 701 of the connecting rod body abut against the outer casing 400 and the inner casing 401, respectively, the fixing block 700 is embedded between the top of the outer casing 400 and the top of the inner casing 401, and the outer peripheral side wall 703 abuts against the outer casing 400 and the inner casing 401, respectively.
Thus, the position of the connecting rod body is fixed through the fixing block 700, and the state of the connecting rod body is kept, so that the connecting rod body can be better supported in the casing gap 402 between the inner casing 401 and the outer casing 400; and meanwhile, the fixing block 700 may relatively fix the inner casing 401 and the top of the outer casing 400 as a whole.
The bottom of the connecting rod body is provided with an abutting block 702, the abutting block 702 is provided with a downward abutting surface, the middle part of the abutting surface is provided with a fixing groove which is sunken upwards, and an elastic layer is covered in the fixing groove; in the construction step 4), the abutment surface of the abutment block 702 abuts on the bottom of the upper-stage hole 201.
Since the bottom of the upper section hole 201 is formed in the rock-fill layer 100, the rock-fill layer 100 has a block stone therein, so that the bottom of the abutting block 702 can be fixed to the rock-fill layer 100 better by providing the fixing groove and the elastic layer.
In the construction step 4), after the connecting rod body is inserted into the casing gap 402, a plurality of elastic blocks are inserted into the casing gap 402, and the elastic blocks are respectively abutted against the outer casing 400 and the inner casing 401. Through the elastic abutting action of the elastic block, relative shaking between the outer casing 400 and the inner casing 401 can be avoided.
The elastic blocks are bent into a strip shape and arranged around the inner casing 401 in the circumferential direction; the elastomeric block is in the casing gap 402 in a compressed state. In this way, the elastic blocks may be arranged around the circumferential direction of the inner casing 401 and the outer casing 400, and may perform an elastic abutting function in the circumferential direction, so that the outer casing 400 and the inner casing 401 are relatively fixed in a single body in the circumferential direction.
The above description is intended to be illustrative of the preferred embodiment of the present invention and should not be taken as limiting the invention, but rather, the intention is to cover all modifications, equivalents, and alternatives falling within the spirit and scope of the invention.
Claims (7)
1. The bored pile hole-forming construction method for the complex stratum is characterized in that the complex stratum sequentially comprises a stone filling layer, a silt layer, a soil layer and a hard rock layer from the direction that the ground faces downwards, and the bored pile hole-forming construction method for the complex stratum comprises the following construction steps:
1) Driving a large roller hob drill bit to drill and form an upper section hole in the stone filling layer by adopting a pump suction reverse circulation drilling machine, and in the drilling process, adopting slurry to protect the wall, wherein the bottom of the upper section hole is positioned above the sludge layer;
2) Placing an outer protective cylinder into the upper section hole by using a crane, wherein the outer protective cylinder abuts against the side wall of the upper section hole;
3) Driving a small roller cutter hob drill bit to continuously drill at the bottom of the upper section hole by adopting a pump suction reverse circulation drilling machine to form a middle section hole, wherein the top of the middle section hole is placed in the stone filling layer and is connected with the bottom of the upper section hole, and the bottom of the middle section hole is positioned at the bottom of the sludge layer;
4) Placing an inner protective cylinder into the middle section hole by adopting a crane, wherein the lower part of the inner protective cylinder is abutted against the inner side wall of the middle section hole, the upper part of the inner protective cylinder is penetrated in the upper section hole, and a protective cylinder gap is formed between the upper part of the inner protective cylinder and the outer protective cylinder;
5) Driving a double-bottom bailing bucket tooth cutting drill bit to drill through a soil layer by adopting a rotary drilling rig to form a lower section hole, and adopting slurry to protect a wall in the drilling process;
6) Driving a cone rock-socketed drilling barrel to drill a hard rock layer to form a bottom section hole by adopting a rotary drilling rig, and adopting slurry to protect a wall in the drilling process; the upper section hole, the middle section hole, the lower section hole and the bottom section hole form a cast-in-place pile hole;
after the construction step 6), placing a steel reinforcement cage in the cast-in-place pile hole, pouring concrete into the cast-in-place pile, and after the pouring of the concrete is finished, pulling out the outer pile casing by using a pipe puller, and then pulling out the inner pile casing;
the top of the outer protective cylinder extends out of the upper part of the upper section hole to form a first extension section; the top of the inner protective cylinder extends out of the upper part of the upper section hole to form a second extension section;
the diameter of the upper section hole is larger than that of the middle section hole, the bottom of the upper section hole is provided with a bottom ring surface, and the bottom ring surface is arranged around the periphery of the top of the middle section hole; the bottom of the outer protective cylinder extends inwards to form a bottom annular wall, and the bottom annular wall is arranged around the circumference of the outer protective cylinder; in the construction step 2), after the outer casing is placed in the upper section hole, the bottom annular wall abuts against the bottom annular surface; in the construction step 4), after the inner casing is placed in the middle section hole, a spacing distance is reserved between the bottom annular wall and the inner casing; an inner bulge is convexly arranged on the outer side wall of the upper part of the inner protecting cylinder, the length of the inner bulge is greater than the spacing distance, and a notch for the inner bulge to penetrate through is formed in the bottom annular wall; the bottom annular wall is provided with inclined guide surfaces which are arranged upwards and formed at two sides of the notch, and the inclined guide surfaces are arranged upwards in an inclined mode along the outward extending direction of the notch; the inner bulge is positioned above the notch, is arranged in a staggered manner with the notch and is arranged opposite to the inclined guide surface; in the process of pulling out the outer protective cylinder, when the inner protrusion abuts against the inclined guide surface of the bottom annular wall, the outer protective cylinder rotates until the inner protrusion is aligned with the notch, the inner protrusion penetrates through the notch, and the outer protective cylinder is pulled out.
2. The bored concrete pile hole-forming construction method for complex strata according to claim 1, comprising a connecting rod body, wherein the connecting rod body comprises a plurality of rod pieces arranged from top to bottom, and the rod pieces are sequentially hinged end to end from top to bottom; in the construction step 4), after the inner protecting cylinder is inserted into the lower section hole, the connecting rod body is placed in the protecting cylinder gap from top to bottom, the bottom of the connecting rod body is abutted against the bottom of the upper section hole and is pressed downwards until two ends of the rod piece of the connecting rod body are respectively abutted against the outer protecting cylinder and the inner protecting cylinder, and the top of the connecting rod body and the top of the outer protecting cylinder are fixed.
3. A bored concrete pile hole-forming construction method for a complex formation according to claim 2, wherein the inner side wall of the outer casing and the outer side wall of the upper portion of the inner casing are respectively provided with guide rail grooves which extend in the axial direction of the bored concrete pile, the two guide rail grooves being disposed oppositely; two ends of the rod piece of the connecting rod body are respectively arranged in the two guide rail grooves.
4. The bored concrete pile hole-forming construction method for a complex formation according to claim 3, wherein a fixed block is connected to the top of the connecting rod body, the outer periphery of the fixed block has an outer peripheral sidewall, and the outer peripheral sidewall of the fixed block is inclined inward in the top-down direction; in the construction step 4), after the two ends of the rod of the connecting rod body are respectively abutted against the outer casing and the inner casing, the fixing block is embedded between the top of the outer casing and the top of the inner casing, and the outer side wall of the fixing block is respectively abutted against the outer casing and the inner casing.
5. The bored concrete pile hole-forming construction method for a complex ground according to claim 4, wherein the bottom of the connecting rod body is provided with an abutting block having a downward abutting surface, the middle of the abutting surface has a fixing groove recessed upward, and an elastic body is covered in the fixing groove; in the construction step 4), the abutment surface of the abutment block abuts against the bottom of the upper-stage hole.
6. A bored concrete pile hole-forming construction method for a complex ground according to claim 2, wherein in said construction step 4), after a connecting rod body is put into said pile casing gap, a plurality of elastic blocks are filled into said pile casing gap, and said elastic blocks abut against an outer pile casing and an inner pile casing, respectively.
7. A cast-in-place pile hole-forming construction method for a complex stratum as claimed in claim 6, wherein the elastic blocks are bent to be strip-shaped and circumferentially arranged along the circumference of the inner casing; the elastic block is in a compressed state in the casing gap.
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Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102677658A (en) * | 2012-04-25 | 2012-09-19 | 北京市三一重机有限公司 | Pile construction method and pile casings |
| JP2014105535A (en) * | 2012-11-29 | 2014-06-09 | Travers Corp | Construction method for cast-in-place concrete pile |
| CN111962506A (en) * | 2020-08-14 | 2020-11-20 | 北京建工集团有限责任公司 | Collimating pile structure and construction method |
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Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102677658A (en) * | 2012-04-25 | 2012-09-19 | 北京市三一重机有限公司 | Pile construction method and pile casings |
| JP2014105535A (en) * | 2012-11-29 | 2014-06-09 | Travers Corp | Construction method for cast-in-place concrete pile |
| CN111962506A (en) * | 2020-08-14 | 2020-11-20 | 北京建工集团有限责任公司 | Collimating pile structure and construction method |
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