CN114892648A - Construction method for upright post pile and uplift pile - Google Patents
Construction method for upright post pile and uplift pile Download PDFInfo
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- CN114892648A CN114892648A CN202210571566.4A CN202210571566A CN114892648A CN 114892648 A CN114892648 A CN 114892648A CN 202210571566 A CN202210571566 A CN 202210571566A CN 114892648 A CN114892648 A CN 114892648A
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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
- 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
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/10—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure
- E02D31/12—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure against upward hydraulic pressure
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Abstract
The invention discloses a construction method of a vertical column pile and an uplift pile, which comprises the steps of integrally manufacturing an uplift pile reinforcement cage and the vertical column pile, then penetrating the vertical column pile, performing pore-forming construction by adopting a rotary drilling rig or a percussion drill, performing aperture, hole depth and sediment detection after pore-forming, performing slurry performance detection and secondary hole cleaning, installing the integrally-hoisted vertical column pile at a designed position, performing concrete pouring, integrally manufacturing the uplift pile reinforcement cage and the vertical column pile, realizing factory manufacturing, and ensuring the manufacturing quality of the reinforcement cage and the vertical column pile; in a deep rock stratum, the reinforcement cage is square, so that the condition that the reinforcement cage is clamped with the hole wall is avoided, the reinforcement cage falls off, and the construction quality is ensured; the uplift pile reinforcement cage and the upright post pile are integrally manufactured, so that the stability in the hoisting process is ensured; in the deep stratum, the steel reinforcement cage is squarely, avoids appearing the card cage condition, under satisfying the designing requirement, need not adjust the stake footpath to practice thrift construction cost, be worth using widely.
Description
Technical Field
The invention relates to the technical field of building construction, in particular to a construction method of a vertical column pile and an uplift pile.
Background
The uplift pile is widely applied to uplift of large basements, uplift of high-rise buildings, uplift of offshore wharf platforms, anchor pile foundations of suspension bridges and cable-stayed bridges, pile foundations of large ship dock floors, anchor pile foundations in static load test piles and the like. Refers to piles driven to offset the uplift force of water in soil to the structure when the underground structure of the building engineering has a part which is lower than the water level of the surrounding soil. The conventional uplift pile reinforcement cage is a round cage, and is usually manufactured separately from the upright pile, and the upright pile is inserted into the uplift pile reinforcement cage and integrally hoisted into the pile foundation hole.
The defects or problems of the prior art are as follows: 1. the upright post pile and the uplift pile are manufactured separately, the upright post pile is difficult to install after penetrating through the steel reinforcement cage, and the positioning of the upright post pile and the steel reinforcement cage is difficult, so that the positioning precision of the upright post pile cannot be ensured; 2. the upright post pile and the reinforcement cage are fixed by spot welding, deformation is easy to occur in the hoisting process, and the risk of falling off of the welding line exists; 3. in the deep stratum, the steel reinforcement cage is circular shape, and steel reinforcement cage and pore wall protective layer are on the small side, easily take place the card cage condition, cause and transfer the in-process, lead to steel reinforcement cage and stand stake to break away from, and the design position can't be installed to the steel reinforcement cage. Therefore, a construction method of a vertical column pile and an uplift pile is provided to solve the existing problems.
Disclosure of Invention
The invention aims to provide a construction method of a vertical column pile and an uplift pile, which has the advantages of integral manufacture, realization of factory production, avoidance of cage clamping in a deep rock stratum due to the fact that a reinforcement cage is square, falling of the uplift pile reinforcement cage, guarantee of construction quality and construction cost saving, and solves the problems that the vertical column pile and the uplift pile are manufactured separately, the vertical column pile penetrates through the reinforcement cage behind the reinforcement cage and is difficult to install, the vertical column pile and the reinforcement cage are difficult to position, the positioning accuracy of the vertical column pile cannot be guaranteed, the vertical column pile and the reinforcement cage are fixed through spot welding, deformation is easy to occur in the hoisting process, the hole wall of the steel reinforcement cage falls off due to the fact that the reinforcement cage and a protective layer are small and cage clamping is easy to occur in the deep rock stratum, and the problem that the reinforcement cage and the vertical column pile are separated in the lowering process, and the reinforcement cage cannot be installed in a designed position is caused.
In order to achieve the purpose, the invention provides the following technical scheme: a construction method of a vertical column pile and an uplift pile comprises the following steps:
step 1: and (3) measurement and paying-off: accurately measuring the pile position, driving the pile position into the ground by using a reinforcing steel bar with the phi 20 mm and the length of 35-40 cm as a central point of the pile, and scratching a lime mark around a reinforcing steel bar head;
step 2: embedding a pile casing: after the pile foundation is positioned, pulling cross-wire nails according to positioning points to put four control piles, embedding a steel pile casing according to four control pile position references, tamping the joint of the bottom and a soil layer by clay when embedding the steel pile casing, and pressing the steel pile casing into the soil by using a drilling machine bucket under static force;
and step 3: grouting and protecting the wall: after the mud meets the requirements and the drilling machine is accurately in place, mud is injected into the pile casing by a mud pump until the mud does not overflow during rotary drilling, and the mud is injected into the hole once every bucket is dug in the rotary drilling process, so that the clock in the hole keeps a certain water level and the mud quality is stable;
and 4, step 4: checking and accepting the hole: after the drilling is stopped when the required hole depth is reached, maintaining the slurry level elevation of slurry in the hole, ensuring the stability of the hole wall, shifting the drilling machine as soon as possible, performing final hole inspection and acceptance work, and performing hole inspection by using a hole inspection device, wherein the pile position deviation is less than or equal to 100 mm; the depth verticality of the pile is less than or equal to 1 percent;
and 5: hole cleaning: repeatedly fishing loose slag by using a bucket for primary hole cleaning of the rotary excavator until the thickness of the loose slag meets the standard requirement, adjusting the specific gravity of the slurry after installing a reinforcement cage and a lower guide pipe, injecting the slurry with small specific gravity into a hole, and replacing settled slag and slurry with large specific gravity in the hole;
step 6: forming a reinforcement cage: the main reinforcement and the reinforcing rib are processed by lap joint single-face welding, the welding length is not less than 10d (double-face welding can also be adopted, the lap joint length is not less than 5d), the reinforcing stirrup and the main reinforcement are subjected to spot welding for one time of 2m, the circumferential spacing of the spiral rib is 100 mm/200 mm, the spiral rib and the main reinforcement are subjected to spot welding, the welding spot is arranged in a quincunx shape, and the reinforcement cage is square;
and 7: and (3) uplift hoisting: hoisting the steel reinforcement cage into the hole by using a crane, immediately checking the position of the steel reinforcement cage after the steel reinforcement cage is sunk to a design elevation in a three-point hoisting mode, and after confirmation, penetrating hoisting rings at the top of the cage into 2 steel pipes of phi 100 mm for fixing;
and 8: placing a catheter: preparing a plurality of sections of guide pipes for adjustment, before the guide pipes are arranged, the guide pipes need to be checked, after the guide pipes meet the specifications, the guide pipes need to be located in the center of holes, and when the guide pipes are arranged, the guide pipes are prevented from being inserted into a reinforcement cage and the bottom of the holes, and the distance between the guide pipes and the bottom of the holes is 25-40 cm;
and step 9: pouring concrete: and (2) injecting concrete into the hole, properly lifting and disassembling the guide pipe along with the rising of the concrete, controlling the depth of the bottom end of the guide pipe embedded below the concrete surface to be 2-6m, measuring the embedded depth of the guide pipe, the height difference of the concrete surface inside and outside the pipe and the pouring volume of the concrete, and continuously pouring the concrete of each pile.
Preferably, in the step 2, the top end of the pile casing is higher than the ground by 20 cm, the pile casing is kept horizontal, the embedding depth is 3-5m, the deviation between the center of the pile casing and the pile position is not more than 50 mm, and the embedding of the pile casing is kept vertical.
Preferably, in the step 3, the rotary drilling rig is automatically positioned by using the walking system, after the drilling rig is positioned, the center of a mast of the drilling rig is aligned with the center of the pile, the drilling rig is leveled to enable the drilling mast to be vertical, and leveling of the rotary drilling rig can be completed by an automatic control system.
Preferably, in step 7, when the reinforcement cage is moved and lifted, twisting, deformation and bending are prevented, the reinforcement cage is supported by the reinforcement vertical bars to increase the rigidity of the reinforcement cage, and the spacing bars are welded outside the reinforcement cage before the reinforcement cage is lifted so as to ensure that the interval between the reinforcement cage and the hole wall meets the thickness of the protective layer of the reinforcement.
Preferably, in the step 8, the guide pipe is a seamless steel pipe with the diameter of 300, each section is 3m, the bottommost section is 5m, and 2 sections of short pipes with the diameter of 1m and 2 sections of short pipes with the diameter of 2m are matched.
Preferably, in step 8, the checking content includes whether the pipe wall, the sealing ring and the bayonet are intact, whether the inner wall is smooth and round, whether the joint is tight, and the conduit is subjected to watertight, pressure-bearing and joint tensile tests to check the sealing performance and the joint tensile capacity of the conduit.
Preferably, in the step 9, the filling amount of the concrete at the last time is controlled, the designed pile top elevation and the concrete quality are guaranteed, the concrete is filled to 80 cm above the pile top elevation, the concrete surface rising height is measured in time after each tank is filled with the concrete in the filling process, the pipe embedding depth is calculated to determine the pipe disassembling length, the initial filling speed is strictly controlled, and the reinforcement cage is prevented from floating upwards.
Preferably, in step 9, the pouring time is controlled according to the initial setting time of the initial disc concrete, and the height of the top of the poured pile should be 0.8m higher than that of the designed pile (chiseled later) to ensure the strength of the concrete at the top of the pile.
Compared with the prior art, the invention has the beneficial effects that: according to the invention, the uplift pile reinforcement cage and the upright pile are integrally manufactured, then the upright pile is penetrated, hole forming construction is carried out by adopting a rotary drilling drill or a percussion drill, the hole diameter, the hole depth and the sediment detection are carried out after hole forming, mud performance detection and secondary hole cleaning are carried out, the integral hoisting upright pile is installed at a designed position and then concrete pouring is carried out, the uplift pile reinforcement cage and the upright pile are integrally manufactured, the industrialized manufacturing can be realized, and the manufacturing quality of the reinforcement cage and the upright pile is ensured; in a deep rock stratum, the reinforcement cage is square, so that the condition that the reinforcement cage is clamped with the hole wall is avoided, the reinforcement cage falls off, and the construction quality is ensured; the uplift pile reinforcement cage and the upright post pile are integrally manufactured, so that the stability in the hoisting process is ensured; in the deep stratum, the steel reinforcement cage is square, avoids appearing the card cage condition, under satisfying the design requirement, need not adjust the stake footpath to practice thrift construction cost, be worth using widely.
Drawings
Fig. 1 is a schematic structural view of the novel reinforcement cage of the present invention.
Detailed Description
The invention will now be described in more detail by way of examples and figures of the specification, which are given by way of illustration only and are not intended to limit the scope of the invention in any way.
The first embodiment is as follows:
a construction method of a vertical column pile and an uplift pile comprises the following steps:
step 1: and (3) measurement and paying-off: accurately measuring the pile position, driving the pile position into the ground by using a reinforcing steel bar with the phi 20 mm and the length of 35-40 cm as a central point of the pile, and scratching a lime mark around a reinforcing steel bar head;
step 2: embedding a pile casing: after the pile foundation is positioned, pulling cross-wire nails according to positioning points to put four control piles, embedding a steel pile casing according to four control pile position references, tamping the joint of the bottom and a soil layer by clay when embedding the steel pile casing, and pressing the steel pile casing into the soil by using a drilling machine bucket under static force;
and step 3: grouting and protecting the wall: the mud meets the requirement, after the drilling machine is accurately positioned, the mud is injected into the protective cylinder by a mud pump until the mud is not overflowed during rotary digging, and the mud is injected into the hole once every bucket is dug in the rotary digging process, so that the clock in the hole keeps a certain water level and the quality of the mud is stable;
and 4, step 4: checking and accepting the hole: after the drilling is stopped when the required hole depth is reached, maintaining the slurry level elevation of slurry in the hole, ensuring the stability of the hole wall, shifting the drilling machine as soon as possible, performing final hole inspection and acceptance work, and performing hole inspection by using a hole inspection device, wherein the pile position deviation is less than or equal to 100 mm; the depth verticality of the pile is less than or equal to 1 percent;
and 5: hole cleaning: repeatedly fishing loose slag by using a bucket for primary hole cleaning of the rotary excavator until the thickness of the loose slag meets the standard requirement, adjusting the specific gravity of the slurry after installing a reinforcement cage and a lower guide pipe, injecting the slurry with small specific gravity into a hole, and replacing settled slag and slurry with large specific gravity in the hole;
step 6: forming a reinforcement cage: the main reinforcement and the reinforcing rib are processed by lap joint single-face welding, the welding length is not less than 10d (double-face welding can also be adopted, the lap joint length is not less than 5d), the reinforcing stirrup and the main reinforcement are subjected to spot welding for one time of 2m, the circumferential spacing of the spiral rib is 100 mm/200 mm, the spiral rib and the main reinforcement are subjected to spot welding, the welding spot is arranged in a quincunx shape, and the reinforcement cage is square;
and 7: and (3) uplift hoisting: hoisting the steel reinforcement cage into the hole by using a crane, immediately checking the position of the steel reinforcement cage after the steel reinforcement cage is sunk to a design elevation in a three-point hoisting mode, and after confirmation, penetrating hoisting rings at the top of the cage into 2 steel pipes of phi 100 mm for fixing;
and 8: placing a catheter: preparing a plurality of sections of guide pipes for adjustment, before the guide pipes are arranged, the guide pipes need to be checked, after the guide pipes meet the specifications, the guide pipes need to be located in the center of holes, and when the guide pipes are arranged, the guide pipes are prevented from being inserted into a reinforcement cage and the bottom of the holes, and the distance between the guide pipes and the bottom of the holes is 25-40 cm;
and step 9: pouring concrete: and (2) injecting concrete into the hole, properly lifting and disassembling the guide pipe along with the rising of the concrete, controlling the depth of the bottom end of the guide pipe embedded below the concrete surface to be 2-6m, measuring the embedded depth of the guide pipe, the height difference of the concrete surface inside and outside the pipe and the pouring volume of the concrete, and continuously pouring the concrete of each pile. .
Example two:
in the first embodiment, the following steps are added:
in the step 2, the top end of the pile casing is higher than the ground by 20 cm and is kept horizontal, the embedding depth is 3-5m, the deviation between the center of the pile casing and the pile position is not more than 50 mm, and the embedding of the pile casing is kept vertical; in step 3, the rotary drilling rig is automatically positioned by using the traveling system, the center of a mast of the drilling rig is aligned with the center of a pile after the drilling rig is positioned, the drilling rig is leveled to enable the drilling mast to be vertical, and leveling of the rotary drilling rig can be completed by an automatic control system.
A construction method of a vertical column pile and an uplift pile comprises the following steps:
step 1: and (3) measurement and paying-off: accurately measuring the pile position, driving the pile position into the ground by using a reinforcing steel bar with the phi 20 mm and the length of 35-40 cm as a central point of the pile, and scratching a lime mark around a reinforcing steel bar head;
step 2: embedding a pile casing: after the pile foundation is positioned, pulling cross-wire nails according to positioning points to put four control piles, embedding a steel pile casing according to four control pile position references, tamping the joint of the bottom and a soil layer by clay when embedding the steel pile casing, and pressing the steel pile casing into the soil by using a drilling machine bucket under static force;
and step 3: grouting and protecting the wall: the mud meets the requirement, after the drilling machine is accurately positioned, the mud is injected into the protective cylinder by a mud pump until the mud is not overflowed during rotary digging, and the mud is injected into the hole once every bucket is dug in the rotary digging process, so that the clock in the hole keeps a certain water level and the quality of the mud is stable;
and 4, step 4: checking and accepting the hole: after the drilling is stopped when the required hole depth is reached, maintaining the slurry level elevation of slurry in the hole, ensuring the stability of the hole wall, shifting the drilling machine as soon as possible, performing final hole inspection and acceptance work, and performing hole inspection by using a hole inspection device, wherein the pile position deviation is less than or equal to 100 mm; the depth verticality of the pile is less than or equal to 1 percent;
and 5: hole cleaning: repeatedly fishing loose slag by using a bucket for primary hole cleaning of the rotary excavator until the thickness of the loose slag meets the standard requirement, adjusting the specific gravity of the slurry after installing a reinforcement cage and a lower guide pipe, injecting the slurry with small specific gravity into a hole, and replacing settled slag and slurry with large specific gravity in the hole;
step 6: forming a reinforcement cage: the main reinforcement and the reinforcing rib are processed by lap joint single-face welding, the welding length is not less than 10d (double-face welding can also be adopted, the lap joint length is not less than 5d), the reinforcing stirrup and the main reinforcement are subjected to spot welding for one time of 2m, the circumferential spacing of the spiral rib is 100 mm/200 mm, the spiral rib and the main reinforcement are subjected to spot welding, the welding spot is arranged in a quincunx shape, and the reinforcement cage is square;
and 7: and (3) uplift hoisting: hoisting the steel reinforcement cage into the hole by using a crane, immediately checking the position of the steel reinforcement cage after the steel reinforcement cage is sunk to a design elevation in a three-point hoisting mode, and after confirmation, penetrating hoisting rings at the top of the cage into 2 steel pipes of phi 100 mm for fixing;
and 8: placing a catheter: preparing a plurality of sections of guide pipes for adjustment, before the guide pipes are arranged, the guide pipes need to be checked, after the guide pipes meet the specifications, the guide pipes need to be located in the center of holes, and when the guide pipes are arranged, the guide pipes are prevented from being inserted into a reinforcement cage and the bottom of the holes, and the distance between the guide pipes and the bottom of the holes is 25-40 cm;
and step 9: pouring concrete: and (2) injecting concrete into the hole, properly lifting and disassembling the guide pipe along with the rising of the concrete, controlling the depth of the bottom end of the guide pipe embedded below the concrete surface to be 2-6m, measuring the embedded depth of the guide pipe, the height difference of the concrete surface inside and outside the pipe and the pouring volume of the concrete, and continuously pouring the concrete of each pile.
Example three:
in the second embodiment, the following steps are added:
in step 7, the reinforcement cage is prevented from twisting, deforming and bending when being moved and lifted, the reinforcing vertical ribs are used for supporting to increase the rigidity of the reinforcement cage, and the limiting ribs are welded outside the reinforcement cage before the reinforcement cage is lifted so as to ensure that the interval between the reinforcement cage and the hole wall meets the thickness of a protective layer of the reinforcement.
A construction method of a vertical column pile and an uplift pile comprises the following steps:
step 1: and (3) measurement and paying-off: accurately measuring the pile position, driving the pile position into the ground by using a reinforcing steel bar with the phi 20 mm and the length of 35-40 cm as a central point of the pile, and scratching a lime mark around a reinforcing steel bar head;
step 2: embedding a pile casing: after the pile foundation is positioned, pulling cross-wire nails according to positioning points to put four control piles, embedding a steel pile casing according to four control pile position references, tamping the joint of the bottom and a soil layer by clay when embedding the steel pile casing, and pressing the steel pile casing into the soil by using a drilling machine bucket under static force;
and step 3: grouting and protecting the wall: the mud meets the requirement, after the drilling machine is accurately positioned, the mud is injected into the protective cylinder by a mud pump until the mud is not overflowed during rotary digging, and the mud is injected into the hole once every bucket is dug in the rotary digging process, so that the clock in the hole keeps a certain water level and the quality of the mud is stable;
and 4, step 4: checking and accepting the hole: after the drilling is stopped when the required hole depth is reached, maintaining the slurry level elevation of slurry in the hole, ensuring the stability of the hole wall, shifting the drilling machine as soon as possible, performing final hole inspection and acceptance work, and performing hole inspection by using a hole inspection device, wherein the pile position deviation is less than or equal to 100 mm; the depth verticality of the pile is less than or equal to 1 percent;
and 5: hole cleaning: repeatedly fishing loose slag by using a bucket for primary hole cleaning of the rotary excavator until the thickness of the loose slag meets the standard requirement, adjusting the specific gravity of the slurry after installing a reinforcement cage and a lower guide pipe, injecting the slurry with small specific gravity into a hole, and replacing settled slag and slurry with large specific gravity in the hole;
step 6: forming a reinforcement cage: the main reinforcement and the reinforcing rib are processed by lap joint single-face welding, the welding length is not less than 10d (double-face welding can also be adopted, the lap joint length is not less than 5d), the reinforcing stirrup and the main reinforcement are subjected to spot welding for one time of 2m, the circumferential spacing of the spiral rib is 100 mm/200 mm, the spiral rib and the main reinforcement are subjected to spot welding, the welding spot is arranged in a quincunx shape, and the reinforcement cage is square;
and 7: and (3) uplift hoisting: hoisting the steel reinforcement cage into the hole by using a crane, immediately checking the position of the steel reinforcement cage after the steel reinforcement cage is sunk to a design elevation in a three-point hoisting mode, and after confirmation, penetrating hoisting rings at the top of the cage into 2 steel pipes of phi 100 mm for fixing;
and 8: placing a catheter: preparing a plurality of sections of guide pipes for adjustment, before the guide pipes are arranged, the guide pipes need to be checked, after the guide pipes meet the specifications, the guide pipes need to be located in the center of holes, and when the guide pipes are arranged, the guide pipes are prevented from being inserted into a reinforcement cage and the bottom of the holes, and the distance between the guide pipes and the bottom of the holes is 25-40 cm;
and step 9: pouring concrete: and (2) injecting concrete into the hole, properly lifting and disassembling the guide pipe along with the rising of the concrete, controlling the depth of the bottom end of the guide pipe embedded below the concrete surface to be 2-6m, measuring the embedded depth of the guide pipe, the height difference of the concrete surface inside and outside the pipe and the pouring volume of the concrete, and continuously pouring the concrete of each pile.
Example four:
in the third embodiment, the following steps are added:
in step 8, the guide pipe is made of a seamless steel pipe with the diameter of 300, each section is 3m, the bottommost section is 5m, and 2 sections of short pipes with the diameter of 1m and 2 sections of short pipes with the diameter of 2m are matched; the inspection contents comprise whether the pipe wall, the sealing ring and the bayonet are intact, whether the inner wall is smooth and round, whether the joint is tight, and watertight, pressure-bearing and joint tensile tests are performed on the conduit so as to test the sealing performance and the joint tensile capacity of the conduit.
A construction method of a vertical column pile and an uplift pile comprises the following steps:
step 1: and (3) measurement and paying-off: accurately measuring the pile position, driving the pile position into the ground by using a reinforcing steel bar with the phi 20 mm and the length of 35-40 cm as a central point of the pile, and scratching a lime mark around a reinforcing steel bar head;
step 2: embedding a pile casing: after the pile foundation is positioned, pulling cross-wire nails according to positioning points to put four control piles, embedding a steel pile casing according to four control pile position references, tamping the joint of the bottom and a soil layer by clay when embedding the steel pile casing, and pressing the steel pile casing into the soil by using a drilling machine bucket under static force;
and step 3: grouting and protecting the wall: the mud meets the requirement, after the drilling machine is accurately positioned, the mud is injected into the protective cylinder by a mud pump until the mud is not overflowed during rotary digging, and the mud is injected into the hole once every bucket is dug in the rotary digging process, so that the clock in the hole keeps a certain water level and the quality of the mud is stable;
and 4, step 4: checking and accepting the hole: after the drilling is stopped when the required hole depth is reached, maintaining the slurry level elevation of slurry in the hole, ensuring the stability of the hole wall, shifting the drilling machine as soon as possible, performing final hole inspection and acceptance work, and performing hole inspection by using a hole inspection device, wherein the pile position deviation is less than or equal to 100 mm; the depth verticality of the pile is less than or equal to 1 percent;
and 5: hole cleaning: repeatedly fishing loose slag by using a bucket for primary hole cleaning of the rotary excavator until the thickness of the loose slag meets the standard requirement, adjusting the specific gravity of the slurry after installing a reinforcement cage and a lower guide pipe, injecting the slurry with small specific gravity into a hole, and replacing settled slag and slurry with large specific gravity in the hole;
step 6: forming a reinforcement cage: the main reinforcement and the reinforcing rib are processed by lap joint single-face welding, the welding length is not less than 10d (double-face welding can also be adopted, the lap joint length is not less than 5d), the reinforcing stirrup and the main reinforcement are subjected to spot welding for one time of 2m, the circumferential spacing of the spiral rib is 100 mm/200 mm, the spiral rib and the main reinforcement are subjected to spot welding, the welding spot is arranged in a quincunx shape, and the reinforcement cage is square;
and 7: and (3) uplift hoisting: hoisting the steel reinforcement cage into the hole by using a crane, immediately checking the position of the steel reinforcement cage after the steel reinforcement cage is sunk to a design elevation in a three-point hoisting mode, and after confirmation, penetrating hoisting rings at the top of the cage into 2 steel pipes of phi 100 mm for fixing;
and 8: placing a catheter: preparing a plurality of sections of guide pipes for adjustment, before the guide pipes are arranged, the guide pipes need to be checked, after the guide pipes meet the specifications, the guide pipes need to be located in the center of holes, and when the guide pipes are arranged, the guide pipes are prevented from being inserted into a reinforcement cage and the bottom of the holes, and the distance between the guide pipes and the bottom of the holes is 25-40 cm;
and step 9: pouring concrete: and (2) injecting concrete into the hole, properly lifting and disassembling the guide pipe along with the rising of the concrete, controlling the depth of the bottom end of the guide pipe embedded below the concrete surface to be 2-6m, measuring the embedded depth of the guide pipe, the height difference of the concrete surface inside and outside the pipe and the pouring volume of the concrete, and continuously pouring the concrete of each pile.
Example five:
in the fourth example, the following steps were added:
in the step 9, controlling the filling amount of concrete at the last time, ensuring the designed pile top elevation and the concrete quality, filling to 80 cm above the pile top elevation, measuring the concrete surface lifting height in time after each tank is filled with concrete in the filling process, calculating the pipe embedding depth to determine the pipe disassembling length, strictly controlling the initial filling speed, and preventing the reinforcement cage from floating; the pouring time is controlled according to the initial setting time of the initial disc concrete, and the elevation of the poured pile top is 0.8m higher than that of the designed pile (chiseled later) so as to ensure the strength of the pile top concrete.
A construction method of a vertical column pile and an uplift pile comprises the following steps:
step 1: and (3) measurement and paying-off: accurately measuring the pile position, driving the pile position into the ground by using a reinforcing steel bar with the phi 20 mm and the length of 35-40 cm as a central point of the pile, and scratching a lime mark around a reinforcing steel bar head;
step 2: embedding a pile casing: after the pile foundation is positioned, pulling cross-wire nails according to positioning points to put four control piles, embedding a steel casing according to four control pile position references, tamping the joint of the bottom and a soil layer by clay when embedding the casing, and pressing the soil layer into the soil by using a drilling machine bucket;
and step 3: grouting and protecting the wall: the mud meets the requirement, after the drilling machine is accurately positioned, the mud is injected into the protective cylinder by a mud pump until the mud is not overflowed during rotary digging, and the mud is injected into the hole once every bucket is dug in the rotary digging process, so that the clock in the hole keeps a certain water level and the quality of the mud is stable;
and 4, step 4: checking and accepting the hole: after the drilling is stopped when the required hole depth is reached, maintaining the slurry level elevation of slurry in the hole, ensuring the stability of the hole wall, shifting the drilling machine as soon as possible, performing final hole inspection and acceptance work, and performing hole inspection by using a hole inspection device, wherein the pile position deviation is less than or equal to 100 mm; the depth verticality of the pile is less than or equal to 1 percent;
and 5: hole cleaning: repeatedly fishing loose slag by using a bucket for primary hole cleaning of the rotary excavator until the thickness of the loose slag meets the standard requirement, adjusting the specific gravity of the slurry after installing a reinforcement cage and a lower guide pipe, injecting the slurry with small specific gravity into a hole, and replacing settled slag and slurry with large specific gravity in the hole;
step 6: forming a reinforcement cage: the main reinforcement and the reinforcing rib are processed by lap joint single-face welding, the welding length is not less than 10d (double-face welding can also be adopted, the lap joint length is not less than 5d), the reinforcing stirrup and the main reinforcement are subjected to spot welding for one time of 2m, the circumferential spacing of the spiral rib is 100 mm/200 mm, the spiral rib and the main reinforcement are subjected to spot welding, the welding spot is arranged in a quincunx shape, and the reinforcement cage is square;
and 7: and (3) uplift hoisting: hoisting the steel reinforcement cage into the hole by using a crane, immediately checking the position of the steel reinforcement cage after the steel reinforcement cage is sunk to a design elevation in a three-point hoisting mode, and after confirmation, penetrating hoisting rings at the top of the cage into 2 steel pipes of phi 100 mm for fixing;
and 8: placing a catheter: preparing a plurality of sections of guide pipes for adjustment, before the guide pipes are arranged, the guide pipes need to be checked, after the guide pipes meet the specifications, the guide pipes need to be located in the center of holes, and when the guide pipes are arranged, the guide pipes are prevented from being inserted into a reinforcement cage and the bottom of the holes, and the distance between the guide pipes and the bottom of the holes is 25-40 cm;
and step 9: pouring concrete: and (2) injecting concrete into the hole, properly lifting and disassembling the guide pipe along with the rising of the concrete, controlling the depth of the bottom end of the guide pipe embedded below the concrete surface to be 2-6m, measuring the embedded depth of the guide pipe, the height difference of the concrete surface inside and outside the pipe and the pouring volume of the concrete, and continuously pouring the concrete of each pile.
Although embodiments of the present invention have been shown and described, it will be appreciated by those skilled in the art that changes, modifications, substitutions and alterations can be made in these embodiments without departing from the principles and spirit of the invention, the scope of which is defined in the appended claims and their equivalents.
Claims (8)
1. A construction method of a vertical column pile and an uplift pile is characterized in that: the method comprises the following steps:
step 1: and (3) measurement and paying-off: accurately measuring the pile position, driving the pile position into the ground by using a reinforcing steel bar with the phi 20 mm and the length of 35-40 cm as a central point of the pile, and scratching a lime mark around a reinforcing steel bar head;
step 2: embedding a pile casing: after the pile foundation is positioned, pulling cross-wire nails according to positioning points to put four control piles, embedding a steel pile casing according to four control pile position references, tamping the joint of the bottom and a soil layer by clay when embedding the steel pile casing, and pressing the steel pile casing into the soil by using a drilling machine bucket under static force;
and step 3: grouting and protecting the wall: the mud meets the requirement, after the drilling machine is accurately positioned, the mud is injected into the protective cylinder by a mud pump until the mud is not overflowed during rotary digging, and the mud is injected into the hole once every bucket is dug in the rotary digging process, so that the clock in the hole keeps a certain water level and the quality of the mud is stable;
and 4, step 4: checking and accepting the hole: after the drilling is stopped when the required hole depth is reached, maintaining the slurry level elevation of slurry in the hole, ensuring the stability of the hole wall, shifting the drilling machine as soon as possible, performing final hole inspection and acceptance work, and performing hole inspection by using a hole inspection device, wherein the pile position deviation is less than or equal to 100 mm; the depth verticality of the pile is less than or equal to 1 percent;
and 5: hole cleaning: repeatedly fishing loose slag by using a bucket for primary hole cleaning of the rotary excavator until the thickness of the loose slag meets the standard requirement, adjusting the specific gravity of the slurry after installing a reinforcement cage and a lower guide pipe, injecting the slurry with small specific gravity into a hole, and replacing settled slag and slurry with large specific gravity in the hole;
step 6: forming a reinforcement cage: the main reinforcement and the reinforcing rib are processed by lap joint single-face welding, the welding length is not less than 10d (double-face welding can also be adopted, the lap joint length is not less than 5d), the reinforcing stirrup and the main reinforcement are subjected to spot welding for one time of 2m, the circumferential spacing of the spiral rib is 100 mm/200 mm, the spiral rib and the main reinforcement are subjected to spot welding, the welding spot is arranged in a quincunx shape, and the reinforcement cage is square;
and 7: and (3) uplift hoisting: hoisting the steel reinforcement cage into the hole by using a crane, immediately checking the position of the steel reinforcement cage after the steel reinforcement cage is sunk to a design elevation in a three-point hoisting mode, and after confirmation, penetrating hoisting rings at the top of the cage into 2 steel pipes of phi 100 mm for fixing;
and 8: placing a catheter: preparing a plurality of sections of guide pipes for adjustment, before the guide pipes are arranged, the guide pipes need to be checked, after the guide pipes meet the specifications, the guide pipes need to be located in the center of holes, and when the guide pipes are arranged, the guide pipes are prevented from being inserted into a reinforcement cage and the bottom of the holes, and the distance between the guide pipes and the bottom of the holes is 25-40 cm;
and step 9: pouring concrete: and (2) injecting concrete into the hole, properly lifting and disassembling the guide pipe along with the rising of the concrete, controlling the depth of the bottom end of the guide pipe embedded below the concrete surface to be 2-6m, measuring the embedded depth of the guide pipe, the height difference of the concrete surface inside and outside the pipe and the pouring volume of the concrete, and continuously pouring the concrete of each pile.
2. The method for constructing a vertical column pile and a uplift pile according to claim 1, wherein: in the step 2, the top end of the pile casing is higher than the ground by 20 cm and is kept horizontal, the embedding depth is 3-5m, the deviation between the center of the pile casing and the pile position is not more than 50 mm, and the embedding of the pile casing is kept vertical.
3. The method for constructing a vertical column pile and a uplift pile according to claim 1, wherein: in step 3, the rotary drilling rig is automatically positioned by using the traveling system, the center of a mast of the drilling rig is aligned with the center of a pile after the drilling rig is positioned, the drilling rig is leveled to enable the drilling mast to be vertical, and leveling of the rotary drilling rig can be completed by an automatic control system.
4. The method for constructing a vertical column pile and a uplift pile according to claim 1, wherein: in step 7, the reinforcement cage is prevented from twisting, deforming and bending when being moved and lifted, the reinforcing vertical ribs are used for supporting to increase the rigidity of the reinforcement cage, and the limiting ribs are welded outside the reinforcement cage before the reinforcement cage is lifted so as to ensure that the interval between the reinforcement cage and the hole wall meets the thickness of a protective layer of the reinforcement.
5. The method for constructing a vertical column pile and a uplift pile according to claim 1, wherein: in step 8, the guide pipe is made of a seamless steel pipe with the diameter of 300 mm, each section is 3m, the bottommost section is 5m, and 2 sections of short pipes with the diameter of 1m and 2 sections of short pipes with the diameter of 2m are matched.
6. The method for constructing a vertical column pile and a uplift pile according to claim 1, wherein: in step 8, checking whether the pipe wall, the sealing ring and the bayonet are intact, whether the inner wall is smooth and round, whether the joint is tight, and performing watertight, pressure-bearing and joint tensile tests on the conduit to check the sealing performance and the joint tensile capacity of the conduit.
7. The method for constructing a vertical column pile and a uplift pile according to claim 1, wherein: in the step 9, the filling amount of the concrete at the last time is controlled, the designed pile top elevation and the concrete quality are guaranteed, the concrete is filled to be 80 cm above the pile top elevation, the concrete lifting height of each tank in the filling process is measured in time after the concrete is filled, the pipe embedding depth is calculated to determine the pipe disassembling length, the initial filling speed is strictly controlled, and the steel reinforcement cage is prevented from floating upwards.
8. The method for constructing a vertical column pile and a uplift pile according to claim 1, wherein: in step 9, the pouring time is controlled according to the initial setting time of the initial disc concrete, and the elevation of the poured pile top is 0.8m higher than the designed pile (chiseled later) so as to ensure the strength of the pile top concrete.
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Cited By (1)
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