CN113981961B - Ship-type pile planting method for deepwater bare rock - Google Patents
Ship-type pile planting method for deepwater bare rock Download PDFInfo
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- CN113981961B CN113981961B CN202111173041.7A CN202111173041A CN113981961B CN 113981961 B CN113981961 B CN 113981961B CN 202111173041 A CN202111173041 A CN 202111173041A CN 113981961 B CN113981961 B CN 113981961B
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- 238000000034 method Methods 0.000 title claims abstract description 61
- 239000011435 rock Substances 0.000 title claims abstract description 40
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 115
- 239000010959 steel Substances 0.000 claims abstract description 115
- 238000005553 drilling Methods 0.000 claims abstract description 96
- 230000008569 process Effects 0.000 claims abstract description 14
- 230000002787 reinforcement Effects 0.000 claims abstract description 9
- 239000002893 slag Substances 0.000 claims description 57
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 20
- 239000002002 slurry Substances 0.000 claims description 11
- 239000002184 metal Substances 0.000 claims description 9
- 239000002689 soil Substances 0.000 claims description 9
- 238000004080 punching Methods 0.000 claims description 7
- 238000003466 welding Methods 0.000 claims description 7
- 239000013049 sediment Substances 0.000 claims description 3
- 238000010276 construction Methods 0.000 description 16
- 238000004140 cleaning Methods 0.000 description 7
- 230000000694 effects Effects 0.000 description 3
- 230000005484 gravity Effects 0.000 description 3
- 230000006978 adaptation Effects 0.000 description 2
- 238000009434 installation Methods 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 239000000725 suspension Substances 0.000 description 2
- 230000009471 action Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000005360 mashing Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000010079 rubber tapping Methods 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- 238000009864 tensile test Methods 0.000 description 1
- 238000011144 upstream manufacturing 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
- E02D5/34—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
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D13/00—Accessories for placing or removing piles or bulkheads, e.g. noise attenuating chambers
- E02D13/08—Removing obstacles
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- 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
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- General Engineering & Computer Science (AREA)
- Architecture (AREA)
- Placing Or Removing Of Piles Or Sheet Piles, Or Accessories Thereof (AREA)
- Foundations (AREA)
- Earth Drilling (AREA)
Abstract
The invention provides a barge type pile-planting method for deepwater bare rock, which has the technical scheme that the barge type pile-planting method for deepwater bare rock comprises the following steps: erecting a single barge type pile planting system; suspending the steel pipe pile by using a floating crane and lowering, inserting and driving the steel pipe pile to a specified depth along the guide frame; installing a drilling machine on the barge and centering the drilling machine with the pile position to be in position; drilling downwards along the steel pipe pile by using a drilling machine; and (5) lowering a reinforcement cage along the steel pipe pile and pouring concrete to complete the pile planting process. The single barge is adopted as a drilling platform, drilling is carried out after the steel pipe pile is placed down, and finally underwater pouring is carried out.
Description
Technical Field
The invention relates to the technical field of pier construction, in particular to a barge pile planting method for deepwater bare rock.
Background
At present, in the construction process of a main pier in a deepwater bare rock area, a trestle and a drilling platform are required to be erected to the pier position, and the trestle and the drilling platform are used as material transportation and personnel channels to provide a working surface for construction, so that a steel pipe pile cannot be directly inserted and driven. In the prior art, a construction method of making the steel pipe pile into a bench pile is adopted, but the steel pipe pile in the construction method has heavy hoisting weight and high required equipment requirement, and the bench pile is equivalent to being directly located on a river bed, so that the construction safety of bare rock under the action of water flow force is not ensured; in the prior art, the anchor rod rock embedding method is adopted, but the method has the defects of high difficulty in underwater construction of the anchor rod, high safety risk, high cost and low construction efficiency, and is not beneficial to the guarantee of the construction period.
Disclosure of Invention
The invention aims to provide a ship-connection type pile planting method for deep water bare rock, which can effectively solve the problem of stability of steel pipe piles, ensure that the stress of the structure meets the requirements, and achieve the purposes of improving the safety and the work efficiency.
In order to achieve the above object, the present invention provides the following technical solutions:
a barge type pile planting method for deepwater bare rock comprises the following steps:
erecting a single barge type pile planting system;
suspending the steel pipe pile by using a floating crane and lowering, inserting and driving the steel pipe pile to a specified depth along the guide frame;
installing a drilling machine on the barge and centering the drilling machine with the pile position to be in position;
drilling downwards along the steel pipe pile by using a drilling machine;
and (5) lowering a reinforcement cage along the steel pipe pile and pouring concrete to complete the pile planting process.
Further, when drilling down the steel pipe pile with the drill, the method comprises the following steps:
adding cohesive soil into the steel pipe pile to prepare slurry;
drilling downwards along the steel pipe pile by a designated distance by using a drilling machine;
the drilling slag is fished out by utilizing the slag scooping barrel to sink into the hole;
and circularly executing the steps until drilling to the preset depth.
Further, the barge-type pile planting method of the deepwater bare rock further comprises the step of carrying out secondary slag fishing on the pile hole, wherein the secondary slag fishing comprises the following steps of:
adding dry concrete into the pile hole, and standing;
and fishing out the drilling slag by using a slag fishing barrel.
Further, when the cohesive soil is added into the steel pipe pile to prepare slurry, the specific gravity of the slurry is 1.3 to 1.5.
Further, a bottom opening metal plate is arranged at the bottom of the slag scooping barrel, the bottom opening metal plate adopts a hinge type structure, and the bottom opening metal plate can be opened when the slag scooping barrel sinks and closed when the slag scooping barrel lifts.
Further, when drilling down the steel pipe pile with the drill, the method comprises the following steps:
the punching hammer is used for punching the rock face to form a primary hole until the hole depth of the primary hole is larger than the height of the drill bit;
and placing a drill bit of the drilling machine into the steel pipe pile and drilling downwards along the primary hole.
Further, when the single barge type pile planting system is erected, the method comprises the following steps:
erecting a drilling floating platform by using a single barge and positioning the drilling floating platform;
a supporting frame and a guide frame are arranged on one side of the barge, and the guide frame is fixed on the supporting frame.
Further, when the support frame and the guide frame are installed on one side of the barge, the method comprises the following steps:
welding and fixing the support frame and the deck of the barge;
placing the guide frame on the support frame by using the floating crane and inserting the guide frame into the water;
measuring the perpendicularity of the lower end of the guide frame and pre-biasing the guide frame by a certain angle according to the flow velocity of water flow;
welding the guide frame and the support frame into a whole.
Further, when the steel pipe pile is suspended by a floating crane and is lowered, inserted and driven to a specified depth along the guide frame, the method comprises the following steps:
the hoisting pile vibrating hammer and the clamp are fixedly connected with the top of the steel pipe pile;
suspending the steel pipe pile by using a floating crane to enable the steel pipe pile to sink to the water bottom freely;
and starting the pile vibrating hammer to enable the steel pipe pile to sink until the steel pipe pile sinks to the rock surface.
Further, in the process of starting the pile vibrating hammer to enable the steel pipe pile to sink until the steel pipe pile sinks to the rock face, the method further comprises the following steps of: and periodically measuring the deviation, the inclination and the top standard height of the steel pipe pile, and adjusting the steel pipe pile until the steel pipe pile meets the preset standard.
Compared with the prior art, the scheme of the invention has the following advantages:
1. in the barge type pile-planting method for the deepwater bare rock, the single barge is adopted as a floating drilling platform, the steel pipe pile is placed down, then drilling is carried out, and finally underwater pouring is carried out.
2. In the barge type pile planting method for the deepwater bare rock, the method of adding the cohesive soil into the hole is adopted, so that the drilling slag is suspended in the hole, and the drilling slag is fished out through the slag scooping barrel without the need of circulating slag by slurry, and the hole cleaning mode is more efficient and convenient.
3. According to the barge type pile planting method for the deepwater bare rock, after drilling into a final hole, concrete is added into the hole in a secondary slag dragging and hole cleaning mode, drilling slag is sunk into the bottom of the hole and suspended by the concrete, and the drilling slag is dragged out by using a slag dragging barrel.
Additional aspects and advantages of the invention will be set forth in part in the description which follows, and in part will be obvious from the description, or may be learned by practice of the invention.
Drawings
The foregoing and/or additional aspects and advantages of the invention will become apparent and readily appreciated from the following description of the embodiments, taken in conjunction with the accompanying drawings, in which:
FIG. 1 is a flow chart of a barge-type pile-planting method for deep water bare rock according to one embodiment of the present invention;
FIG. 2 is a schematic view of a barge with guide frames and steel pipe piles installed thereon according to an embodiment of the present invention;
FIG. 3 is a schematic plan view of a guide frame in an embodiment of the invention;
fig. 4 is an elevation schematic view of a guide frame in an embodiment of the present invention.
Detailed Description
Embodiments of the present invention are described in detail below, examples of which are illustrated in the accompanying drawings, wherein like or similar reference numerals refer to like or similar elements or elements having like or similar functions throughout. The embodiments described below by referring to the drawings are illustrative only and are not to be construed as limiting the invention.
As shown in fig. 1 to 4, the present invention provides a barge 1 type pile planting method for deep water bare rock, comprising the steps of:
erecting a single barge type pile planting system;
suspending the steel pipe pile 7 by using a floating crane and lowering, inserting and driving the steel pipe pile 7 to a specified depth along the guide frame 6;
installing the drilling machine 3 on the barge 1 and centering the drilling machine with the pile position;
drilling down along the steel pipe pile 7 by using the drilling machine 3;
and (3) lowering a reinforcement cage along the steel pipe pile 7 and pouring concrete to complete the pile planting process.
By adopting the pile planting method, the barge 1 is adopted as a floating drilling platform, the steel pipe pile 7 is lowered, then drilling is carried out, and finally underwater pouring is carried out, so that the pile planting method can ensure the plane position and verticality of the steel pipe pile 7, and the pile planting method of the single barge 1 reduces equipment investment, has good stability, saves resources and improves work efficiency.
Further, when the single barge type pile planting system is erected, the method comprises the following steps:
erecting a drilling floating platform by using a single barge 1 and positioning the drilling floating platform;
the support frame 2 and the guide frame 6 are installed on one side of the barge 1, and the guide frame 6 is fixed to the support frame 2.
Further, drilling equipment is arranged on one side of the long side of the barge 1, the top surface of the barge 1 is kept horizontal when a counterweight is added on the other side of the long side of the barge 1, a support frame 2 is arranged on one side, close to the drilling equipment, of the barge 1, the support frame 2 is made of I-shaped steel and welded and fixed with a deck of the barge 1, the support frames 2 are arranged on the barge 1 at intervals according to the interval of steel pipe piles 7, and the support frames 2 extend out of the ship body along a platform on the top surface of the barge 1.
Further, the guide frame 6 adopts truss structure, is equipped with four layers altogether, and total height 8m, every interval 2.4m, including spandrel girder 61, truss stand 62, parallel connection 63 and limit structure 64, spandrel girder 61 is connected with support frame 2, and spandrel girder 61 is provided with two, and mutual parallel arrangement, and truss stand 62 is equipped with four altogether, and truss stand 62 is equipped with four layers stop device along vertical direction, and every layer stop device all including limit structure 64 with parallel connection 63, every layer stop device is equipped with four parallel connection 63, limit structure 64 includes four spacing girders 641, the both ends of spacing girder 641 are connected respectively correspondingly on two adjacent parallel connection 63. Preferably, the end of the limiting beam 641 is connected to the middle of the parallel connection 63, and the limiting beam 641 forms an included angle of 45 ° with the parallel connection 63, and the four limiting beams 641 are connected end to end and jointly form a square frame, and a limiting channel 642 for installing the steel pipe pile 7 is formed in the center of the square frame. Preferably, the spandrel girder 61, the truss column 62, the parallel connection 63 and the limit girder 641 are formed integrally by welding, and are mounted on the support frame 2 and fixed with the support frame 2 after the welding is completed.
Preferably, an abutment 643 is further connected to an end of the limiting beam 641, the abutment 643 is perpendicular to the parallel connection 63, and the abutment 643 is used for abutting against an outer wall of the steel pipe pile 7 to provide positioning and fixing effects for the steel pipe pile 7.
Preferably, a diagonal brace 65 is arranged between two adjacent layers of limiting structures 64, and two ends of the diagonal brace 65 are respectively connected to the truss upright 62.
After the steel pipe pile 7 is installed in the guide frame 6, the gap between the steel pipe pile 7 and the guide frame 6 is controlled to be 3cm, and the verticality can be controlled to be 0.4%.
Further, when the support frame 2 and the guide frame 6 are installed at one side of the barge 1, the steps of:
welding and fixing the support frame 2 and the deck of the barge 1;
placing the guide frame 6 on the support frame 2 by using a floating crane and inserting the guide frame 6 under water;
measuring the perpendicularity of the lower end of the guide frame 6 and pre-biasing the guide frame 6 by a certain angle according to the flow velocity of water flow;
the guide frame 6 is welded with the support frame 2 into a whole.
By adjusting the pre-deflection angle of the guide frame 6, when the force of the hydraulic pressure acting on the steel pipe pile 7 is transmitted to the guide frame 6, the guide frame 6 can be kept vertical, so that the perpendicularity of the steel pipe pile 7 is ensured.
Preferably, during the pre-biasing of the guide frame 6 by a certain angle, the perpendicularity of the guide frame 6 is adjusted by means of a gasket in the upstream direction of the guide frame 6, until the perpendicularity of the guide frame 6 meets the requirements, and the guide frame 6 is welded with the support as a whole.
Further, when the steel pipe pile 7 is suspended by a floating crane and the steel pipe pile 7 is lowered along the guide frame 6 to a predetermined depth, the method comprises the steps of:
the hoisting pile vibrating hammer and the clamp are fixedly connected with the top of the steel pipe pile 7;
suspending the steel pipe pile 7 by using a floating crane to enable the steel pipe pile to freely sink to the water bottom;
and starting the pile vibrating hammer to enable the steel pipe pile 7 to sink until the steel pipe pile 7 sinks to the rock surface.
In this embodiment, the steel pipe pile 7 is inserted and driven by a suspension method, and the steel pipe pile 7 is driven by a 100T floating crane in combination with a DZ90 type pile vibrating hammer. After the perpendicularity between the pile position and the steel pipe pile 7 is determined to meet the requirement, starting the pile vibrating hammer to vibrate, continuously detecting the perpendicularity between the pile position and the steel pipe pile 7 in the vibration process, and correcting in time when the deviation is found.
Before the steel pipe pile 7 is inserted and driven, a hoisting pile vibrating hammer and a clamp are connected and fixed with the top of the steel pipe pile 7, the self weight of the steel pipe pile 7 is utilized to sink first, and then the pile vibrating hammer is started to enable the steel pipe pile 7 to sink until the pile vibrating hammer is sunk to a rock surface and cannot continue sinking. Because the thickness of the covering layer on the surface of the rock face is thinner, the inserting vibration is performed at a slow speed.
In the vibration process of the pile vibrating hammer, if the top of the steel pipe pile 7 is found to be locally deformed or damaged, the steel pipe pile 7 is repaired in time, and then is stiffened and reinforced and then continuously vibrated and sunk.
In the process of starting the pile vibrating hammer to enable the steel pipe pile 7 to vibrate and sink until the steel pipe pile 7 sinks to a rock surface, the deviation, the inclination and the top standard height of the steel pipe pile 7 are periodically measured, and the steel pipe pile 7 is adjusted until the steel pipe pile 7 meets a preset standard. If the steel pipe pile 7 is inclined in the sinking process, the steel pipe pile should be pulled and corrected in time. Preferably, the suspension is performed once every 1 to 2 minutes of vibration, and the steel pipe pile 7 is corrected once.
Further, after the steel pipe pile 7 is sunk to the rock face, the deviation, inclination and top mark height of the steel pipe pile 7 also need to be measured, and the steel pipe pile 7 is adjusted until the steel pipe pile 7 meets the preset standard.
Furthermore, the drilling machine 3 adopts a CK1500 type drilling machine, the drilling machine 3 is small in machine type and light in weight, a heavy hammer with the weight of 8t can be easily lifted, and the drilling machine is fast in hole forming speed and can be advanced by 1m within 10 hours by combining a reasonable hammer head and a hammer tooth form. By adopting the pile planting method of the single barge 1, the barge 1 can simultaneously meet the requirement of 5 drilling machines 3 for construction, thereby greatly improving the construction speed.
Further, when the drilling machine 3 is installed on the barge 1 and centered with the pile position to be in place, the impact hammer steel rope needs to be ensured to coincide with the designed pile position, so that the center of the pile position of the central bag body of the steel pipe pile 7 is not needed, and the impact hammer is prevented from smashing the bottom opening of the steel pipe pile 7 in the impact hole forming process.
Further, when drilling down the steel pipe pile 7 with the drill 3, the method comprises the steps of:
the punching hammer is used for punching the rock face to form a primary hole until the hole depth of the primary hole is larger than the height of the drill bit; the drill bit of the drilling machine 3 is put into the steel pipe pile 7 and is drilled downwards along the primary hole.
In the drilling stage of the drilling machine 3, a small-stroke drilling mode is adopted first, so that an initial hole formed by impact is solid and vertical, and a guiding effect can be provided for subsequent holes. The lifting height of the hammer is about 1m each time, and the hammer presses the brake of the winch 5 on the drilling machine 3 in time after the hammer impacts the rock surface, so that the hammer steel rope is prevented from being too loose. After the depth of the primary hole exceeds 1m, the lifting height of the punch hammer can be properly increased. And when the drilling depth of the primary hole exceeds the full height of the drill bit, normal drilling is carried out, the drill bit is lifted, the drill bit is slowly put into the steel pipe pile 7, and after the drilling machine 3 is checked and leveled, drilling construction is started until the drill bit reaches the designed elevation of the pile bottom.
And a standby drill bit is required to be configured in site construction, when the diameter of the drill bit is detected to be worn out by more than 15mm, the drill bit is replaced in time, before the new drill bit is replaced, a hole is detected to the bottom of the hole, and the new drill bit is put in when the normal hole diameter is confirmed.
Further, when drilling down the steel pipe pile 7 with the drill 3, the method comprises the steps of:
adding cohesive soil into the steel pipe pile 7 to prepare slurry;
drilling down the steel pipe pile 7 by a designated distance by using the drilling machine 3;
lifting the slag fishing barrel until drilling slag is fished out of the hole;
and circularly executing the steps until the drilling is performed to the preset depth, wherein the drilling is performed to the preset depth, namely the drilling is performed to the final hole.
In the embodiment, the viscous soil adopts loess, after the loess is pulped, the drilling machine 3 punches a hole for about 1m, so that drilling slag is suspended in the hole, a crane is utilized to lift the slag dragging bucket until the drilling slag is dragged out of the hole, and the process is efficient, quick, simple and practical.
Further, when the cohesive soil is added to the steel pipe pile 7 to prepare slurry, the specific gravity of the slurry is 1.3 to 1.5, preferably 1.4. When the specific gravity of the slurry is close to 1.4, the slag tapping effect is optimal.
In this embodiment, drag for the slag ladle and adopt the processing of the steel-pipe pile 7 of 50cm to become, the bottom is equipped with the end mouth metal sheet, end mouth metal sheet adopts hinge type structure, end mouth metal sheet can open when drag for the slag ladle to sink to when drag for the slag ladle to carry on the closure. When the slag scooping barrel is filled with drilling slag and the mud surface is lifted, mud in the barrel flows out, residual drilling slag is left in the barrel, the drilling slag is poured out of the specified position outside the hole, and then the slag scooping is repeatedly carried out, so that the drilling slag in the hole meets the specified requirement, and then the punching construction is continued.
Further, after drilling the final hole, the method further comprises the step of carrying out secondary slag dragging on the final hole, wherein the secondary slag dragging comprises the following steps of:
adding dry concrete into the final hole, mashing by a hammer head, and standing; when the drilling slag is completely sunk into the bottom of the hole and suspended, lifting the slag dragging barrel until the drilling slag is dragged out of the final hole; after the hole is cleared, the thickness of sediment in the hole is checked and is made to be smaller than 5cm.
Because the suspended drilling slag continuously falls into the bottom of the hole in the slag dragging and hole cleaning process, and the mud consistency in the hole is continuously diluted along with the overlong slag dragging time, the drilling slag is not easy to suspend, more sediment is easy to be added if loess is continuously added, and the situation that the hole cannot be cleaned for a long time is caused. Therefore, the problem of inconvenient hole cleaning is solved by adopting a secondary slag dragging process, and the construction method greatly reduces the hole cleaning time and improves the construction efficiency.
Further, when the reinforcement cage is lowered along the steel pipe pile 7 and concrete is poured, the method comprises the following steps:
lowering a reinforcement cage along the steel pipe pile 7; lowering the guide pipe along the steel pipe pile 7 and keeping the bottom of the guide pipe at a preset distance from the bottom of the hole; concrete is poured into the guide pipe. Preferably, the bottom of the catheter needs to be suspended for 30cm when the catheter is lowered.
The steel reinforcement cage adopts the flatbed to transport to scene, and the cargo ship is transported to barge 1, uses the floating crane to hang and lay, before the steel reinforcement cage installation, to the steel-pipe pile 7 off normal and top surface elevation survey again of will measuring for confirm final hole depth and steel reinforcement cage and descend the location of installation.
Further, before lowering the pipe along the steel pipe pile 7 and keeping the bottom of the pipe at a predetermined distance from the bottom of the hole, the method further comprises the steps of: and carrying out watertight bearing and tensile testing on the guide pipe, and ensuring that watertight bearing performance and tensile performance of the guide pipe accord with preset standards.
In summary, the scheme of the invention has the following advantages:
1. in the barge 1 type pile planting method for the deepwater bare rock, the barge 1 is adopted as a floating drilling platform, the guide frame 6 and the support frame 2 are arranged on the barge 1, the steel pipe pile 7 is placed down, then drilling is carried out, and finally underwater pouring is carried out.
2. In the barge 1 type pile planting method for the deepwater bare rock, disclosed by the invention, the method of adding cohesive soil into the hole is adopted, so that drilling slag is suspended in the hole, and then the drilling slag is fished out through the slag scooping barrel, so that slag is not required to be circularly discharged through slurry, and the hole cleaning mode is more efficient and convenient.
3. According to the barge 1 type pile planting method for the deepwater bare rock, after drilling to a final hole, concrete is added into the hole in a secondary slag dragging and hole cleaning mode, drilling slag is sunk into the bottom of the hole and suspended by the concrete, and the drilling slag is fished out by using a slag dragging bucket.
The foregoing is only a partial embodiment of the present invention, and it should be noted that it will be apparent to those skilled in the art that modifications and adaptations can be made without departing from the principles of the present invention, and such modifications and adaptations are intended to be comprehended within the scope of the present invention.
Claims (8)
1. The barge pile planting method for the deepwater bare rock is characterized by comprising the following steps of:
erecting a single barge type pile planting system;
suspending the steel pipe pile by using a floating crane and lowering, inserting and driving the steel pipe pile to a specified depth along the guide frame;
installing a drilling machine on the barge and centering the drilling machine with the pile position to be in position;
drilling down the steel pipe pile with a drilling machine, comprising: adding cohesive soil into the steel pipe pile to prepare slurry, drilling downwards along the steel pipe pile by a designated distance by using a drilling machine, taking out drilling slag by using a slag taking barrel to sink into the hole, and circularly executing the steps until drilling to a preset depth;
carry out the secondary to the stake hole and drag for sediment, include: adding dry concrete into the pile hole, standing, and fishing out drilling slag by using a slag fishing barrel;
and (5) lowering a reinforcement cage along the steel pipe pile and pouring concrete to complete the pile planting process.
2. The barge-type pile-planting method for bare rock in deep water according to claim 1, wherein the mud weight is 1.3 to 1.5 when the viscous soil is added into the steel pipe pile to make slurry.
3. The barge-type pile planting method for bare rock in deep water according to claim 1, wherein a bottom opening metal plate is arranged at the bottom of the slag dragging barrel, the bottom opening metal plate adopts a hinge type structure, and the bottom opening metal plate can be opened when the slag dragging barrel sinks and can be closed when the slag dragging barrel lifts.
4. The barge-type pile-planting method for bare rock in deep water according to claim 1, comprising the steps of, when drilling down a steel pipe pile with a drill, the steps of:
the punching hammer is used for punching the rock face to form a primary hole until the hole depth of the primary hole is larger than the height of the drill bit;
and placing a drill bit of the drilling machine into the steel pipe pile and drilling downwards along the primary hole.
5. The barge-type pile-planting method for bare rock in deep water according to claim 1, wherein when a single barge-type pile-planting system is erected, comprising the steps of:
erecting a drilling floating platform by using a single barge and positioning the drilling floating platform;
a supporting frame and a guide frame are arranged on one side of the barge, and the guide frame is fixed on the supporting frame.
6. The barge-type pile-planting method for bare rock in deep water according to claim 5, comprising the steps of, when installing a support frame and a guide frame on one side of a barge:
welding and fixing the support frame and the deck of the barge;
placing the guide frame on the support frame by using the floating crane and inserting the guide frame into the water;
measuring the perpendicularity of the lower end of the guide frame and pre-biasing the guide frame by a certain angle according to the flow velocity of water flow;
welding the guide frame and the support frame into a whole.
7. The barge-type pile-planting method for bare rock in deep water according to claim 1, wherein when the steel pipe pile is suspended by a floating crane and is lowered and driven to a specified depth along the guide frame, the method comprises the steps of:
the hoisting pile vibrating hammer and the clamp are fixedly connected with the top of the steel pipe pile;
suspending the steel pipe pile by using a floating crane to enable the steel pipe pile to sink to the water bottom freely;
and starting the pile vibrating hammer to enable the steel pipe pile to sink until the steel pipe pile sinks to the rock surface.
8. The barge-type pile-planting method for bare rock in deep water according to claim 7, further comprising the steps of, in starting the pile-vibrating hammer to sink the steel pipe pile until the steel pipe pile is sunk to the rock face: and periodically measuring the deviation, the inclination and the top standard height of the steel pipe pile, and adjusting the steel pipe pile until the steel pipe pile meets the preset standard.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111173041.7A CN113981961B (en) | 2021-10-08 | 2021-10-08 | Ship-type pile planting method for deepwater bare rock |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111173041.7A CN113981961B (en) | 2021-10-08 | 2021-10-08 | Ship-type pile planting method for deepwater bare rock |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN113981961A CN113981961A (en) | 2022-01-28 |
| CN113981961B true CN113981961B (en) | 2023-06-23 |
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| CN115467341A (en) * | 2022-09-30 | 2022-12-13 | 中交路桥建设有限公司 | Grooving construction system and method for high-strength bare rock in deep water |
| CN115652792B (en) * | 2022-10-28 | 2023-12-22 | 中铁四局集团有限公司 | Steel trestle bench method construction method |
| CN115710928A (en) * | 2022-12-06 | 2023-02-24 | 中交第一航务工程局有限公司 | Construction method of bare rock pile foundation in shield-free water area |
| CN116516935A (en) * | 2023-03-23 | 2023-08-01 | 中交第二航务工程局有限公司 | Steel pipe pile construction method under reservoir region deep water abrupt slope bare rock geological condition |
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