CN112942341A - Construction method for implanting prefabricated pipe pile into complex geology - Google Patents
Construction method for implanting prefabricated pipe pile into complex geology Download PDFInfo
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- CN112942341A CN112942341A CN202110165424.3A CN202110165424A CN112942341A CN 112942341 A CN112942341 A CN 112942341A CN 202110165424 A CN202110165424 A CN 202110165424A CN 112942341 A CN112942341 A CN 112942341A
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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
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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
- E02D13/04—Guide devices; Guide frames
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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
- E02D31/06—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 corrosion by soil or water
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/50—Piles comprising both precast concrete portions and concrete portions cast in situ
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Abstract
The invention provides a construction method for implanting a precast tubular pile into complex geology, and belongs to the technical field of pile foundation construction. According to the construction method, a steel pile casing is vertically pressed into soil at an implantation position of the precast tubular pile, a rotary drilling rig is used for drilling and taking soil in the steel pile casing to reach the design depth of the precast tubular pile, and a cast-in-place pile hole is formed; and pouring concrete into the hole of the cast-in-place pile to 2/3 of the height of the hole of the cast-in-place pile, then sleeving the steel sleeve above the steel pile casing, implanting the precast tubular pile, and pulling out the steel pile casing and the steel sleeve to obtain the implanted precast tubular pile. The construction method provided by the invention can replace the traditional construction process of static pressure pile or pile driving, effectively improve the construction quality of the precast tubular pile in complex geology and avoid pile breakage and pile deviation.
Description
Technical Field
The invention relates to the technical field of pile foundation construction, in particular to a construction method for implanting a precast tubular pile into complex geology.
Background
The urban land is tense due to the advance of the urbanization process, and the urban construction direction is changed from land to coastal areas. The topography and the landform of the coastal region are complex, the ground foundation rock soil has various types, uneven distribution and large property change, the foundation is placed below the ground water level, and the stratum is often accompanied by boulders, thereby providing high requirements for the construction of the foundation.
When the traditional hammering method or static pressure method is used for constructing the precast pile, due to complex geological conditions and more boulders in the stratum, phenomena such as pile breaking or pile deflection and the like are inevitable in construction, the engineering progress is slowed down, and the engineering cost is influenced. Therefore, the invention aims to provide a construction method for implanting the precast tubular pile into complex geology, which can effectively perform pile foundation construction under the complex geological condition and improve the construction quality and the construction efficiency.
Disclosure of Invention
The invention provides a construction method for implanting a precast tubular pile into complex geology, which can effectively solve the problems.
The invention is realized in this way, a construction method for implanting a precast tubular pile into complex geology comprises the following steps:
s1: measuring and paying off the pile position in a construction site, and determining the central point of the implantation position of the precast tubular pile;
s2: digging a shallow pit with the depth of 1m at the central point of the implantation position of the precast tubular pile, vertically pressing a steel casing into the soil by using a hammering pile machine, enabling the central point of the steel casing to coincide with the central point of the implantation position of the precast tubular pile, and compacting and flattening the periphery of the top of the steel casing by using clay;
s3: drilling holes in the steel pile casing by using a rotary drilling rig to take earth to reach the design depth of the precast tubular pile to form a cast-in-place pile hole, and cleaning hole bottom sediments in the cast-in-place pile hole by using a double-bottom slag salvaging drill bit;
s4: pouring concrete into the cast-in-place pile hole by using a guide pipe, and pulling out the guide pipe when the pouring height of the concrete reaches 2/3 of the cast-in-place pile hole;
s5: placing a steel sleeve in the steel casing, wherein the steel sleeve is positioned at the top end of the steel casing, and the bottom of the steel sleeve is lower than the designed elevation of the top of the precast tubular pile;
s6: hoisting and vertically sinking the precast tubular pile into the steel sleeve, and vertically hammering the precast tubular pile by using the hammering pile machine to enable the bottom of the precast tubular pile to reach a designed elevation;
s7: before the concrete is initially set, the rotary drilling rig is used for pulling out the steel sleeve and the steel casing, cement slurry grouting is carried out on gaps left after pulling out, and the implantation process of the precast tubular pile is completed.
As a further improvement, the center point of the steel casing in step S2 coincides with the center point of the implantation position of the precast tubular pile, which specifically includes the following steps:
s21: taking the central point of the implantation position of the precast tubular pile as an intersection point, and using two thin lines which are vertically crossed and have equal length to enable the middle points of the thin lines to be respectively aligned with the central point of the implantation position of the precast tubular pile;
s22: wood piles with the diameter of 5cm and the length of 50cm are vertically arranged at the end points of the two thin lines respectively, the bottoms of the wood piles are fixed in a construction plane, and the end points of the thin lines are aligned to the central point of the top surface of the wood pile respectively through nails;
s23: through straightening the fine rule inspection is pressed into in the soil steel protect a section of thick bamboo central point with precast tubular pile implantation position central point coincides, if do not coincide then need to adjust steel protect a section of thick bamboo position.
As a further improvement, the step S3 includes a mud circulation system, where the mud circulation system includes a mud tank and a sedimentation tank, top portions of which are communicated with each other, and mud is conveyed from the mud tank into an inner cavity of a drill rod of the rotary drilling rig by a mud pump and flows into the bored pile hole through a mud outlet of the drill bit; and the sediment dug by the rotary drilling rig overflows to the sedimentation tank for sedimentation through the continuous rising of the mud liquid.
As a further improvement, when the rotary drilling rig is used for drilling and soil taking in the steel casing, the distance between the surface of the mud liquid in the hole of the cast-in-place pile and the top end of the steel casing is less than or equal to 400 mm.
As a further improvement, the concrete pouring process in step S4 is as follows:
s41: connecting each section of guide pipe through a double-screw buckle and vertically extending to the bottom of the hole of the cast-in-place pile, wherein the guide pipe is a smooth steel pipe with the diameter of 300mm and the length of 3-4 m;
s42: checking the sediment situation in the cast-in-place pile hole again, and if the sediment thickness in the cast-in-place pile hole is more than 20mm, cleaning the hole by mud until the mud proportion, the sand content and the viscosity of the cleaned hole meet the requirements;
s43: pouring the concrete into the bottom of the cast-in-place pile hole from the upper opening of the guide pipe, measuring the height of the concrete in the cast-in-place pile hole in time, adjusting the position of the guide pipe, and controlling the buried depth of the guide pipe in the concrete to be 2-4 m;
s44: and after the concrete is poured to the designed height, slowly pulling out the guide pipe before the concrete is initially set.
As further improvement, what impress in step S2 the top elevation of a steel pile section of thick bamboo need exceed construction plane 200 ~ 300mm, the bottom elevation of a steel pile section of thick bamboo is located below precast tubular pile top elevation.
As a further improvement, the length of the steel casing is 3-4 m, and the thickness of the steel casing is 4-8 mm.
As a further improvement, the inner diameter of the steel sleeve is 20-40 mm larger than the outer diameter of the precast tubular pile.
As a further improvement, in step S6, use the vertical hammering of hammering stake machine during the precast tubular pile, treat after the precast tubular pile freely sinks to stop, empty hammer hammering precast tubular pile treats after the precast tubular pile is stable, the weight is low hit until the precast tubular pile bottom reaches the design elevation.
As a further improvement, the diameter of the prefabricated tubular pile is 60-80% of the diameter of the bored concrete pile hole.
The invention has the beneficial effects that:
one is as follows: according to the invention, the steel casing is pressed into the soil, and then the rotary drilling rig is used for carrying out rotary hole digging and soil taking in the steel casing, so that the stability of the drill bit in the rotary soil digging process is ensured, and the verticality of the drill bit is improved; after the cast-in-place pile hole is obtained, firstly, pouring concrete into the cast-in-place pile hole, and implanting the precast tubular pile after the height of the concrete reaches the height 2/3 of the cast-in-place pile hole; the invention replaces the traditional construction method of prefabricating the tubular pile by a hammering method or a static pressure method, firstly, digging holes at the preset pile position and pouring concrete, and then, implanting the prefabricated tubular pile; effectively replaced carry out hammering stake or static pressure stake under the complicated geological conditions and brought the construction difficult problem of disconnected stake or partial pile for the precast pile construction, improved the influence of secret boulder to pile foundation construction, can effectually ensure the straightness that hangs down of stake hole at the hole digging in-process to and detached the influence of boulder in the geology, just can not bring partial pile or disconnected stake problem at the pile planting process. The invention ensures the construction quality of the precast pile in the pile foundation construction process and improves the construction efficiency.
The second step is as follows: after the precast pile is implanted into the cast-in-place pile hole, the precast pile and concrete in the cast-in-place pile hole form an integral structure, after pile foundation construction is completed, the concrete at the periphery of the precast tubular pile and the precast tubular pile work together and bear force together to form an inner-layer structure and an outer-layer structure, and the bearing capacity of the precast tubular pile is effectively improved; and peripheral concrete has effectual guard action to the precast tubular pile, protects inside precast tubular pile not eroded by groundwater, promotes precast tubular pile's durability in use.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings that are required to be used in the embodiments will be briefly described below, it should be understood that the following drawings only illustrate some embodiments of the present invention and therefore should not be considered as limiting the scope, and for those skilled in the art, other related drawings can be obtained according to the drawings without inventive efforts.
Fig. 1 is a schematic diagram of a hole digging process in a construction method for implanting a precast tubular pile into a complex geology according to an embodiment of the present invention.
Fig. 2 is a schematic view of a hammered precast tubular pile in the construction method for implanting the precast tubular pile into a complex geology according to the embodiment of the invention.
Fig. 3 is a schematic view of a precast tubular pile implanted in a complex geology in the construction method for implanting a precast tubular pile provided by the embodiment of the present invention.
Fig. 4 is a schematic diagram for checking the center point of the implantation position of the precast tubular pile in the construction method for implanting the precast tubular pile into the complex geology provided by the embodiment of the invention.
The figures in the drawings are identified as:
1. prefabricating a tubular pile;
2. hammering the pile machine;
3. a steel casing;
4. a rotary drilling rig; 41. a drill stem; 42. drill bit
5. Pouring a pile hole;
6. a steel sleeve;
7. a thin wire;
8. piling wood;
9. constructing a plane;
10. a slurry circulation system; 11. a mud pit; 12. a sedimentation tank; 13. a slurry pump; 14. slurry liquid;
15. concrete;
16. a support layer;
17. boulders.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present invention more apparent, the technical solutions of the embodiments of the present invention will be described clearly and completely with reference to the accompanying drawings of the embodiments of the present invention, and it is obvious that the described embodiments are some, but not all embodiments of the present invention. All other embodiments, which can be obtained by a person skilled in the art without any inventive step based on the embodiments of the present invention, are within the scope of the present invention. Thus, the following detailed description of the embodiments of the present invention, presented in the figures, is not intended to limit the scope of the invention, as claimed, but is merely representative of selected embodiments of the invention.
In the description of the present invention, the terms "first" and "second" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance or implying any number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include one or more of that feature. In the description of the present invention, "a plurality" means two or more unless specifically defined otherwise.
Referring to fig. 1 to 3, an embodiment of the present invention provides a construction method for implanting a precast tubular pile into a complex geological structure, including the following steps:
s1: and measuring and setting out the pile position on a construction site, and determining the central point of the implantation position of the precast tubular pile.
Sufficient construction preparation is required before pile foundation construction, including removal of debris, leveling of the site, and the like. And (3) adopting a total station to perform pile position lofting, combining the pile positions one by one, and confirming the central point of the implantation position of each precast tubular pile 1.
S2: the implantation position central point department of precast tubular pile 1 digs out the shallow pit of degree of depth 1m, uses hammering stake machine 2 to protect a section of thick bamboo 3 vertical pressure into soil with the steel, the central point that a section of thick bamboo was protected to the steel with precast tubular pile 1's implantation position central point coincidence, and will the steel protects 3 top peripheries to level with the clay compaction.
The steel pile casing 3 is vertically pressed into the soil, the central point of the steel pile casing 3 must coincide with the central point of the implantation position of the precast tubular pile 1, and the pressing-in process should pay attention to the verticality of the steel pile casing 3 all the time. The periphery of the steel pile casing 3 is filled with clay and tamped to prevent other impurities from entering the steel pile casing 3. The inner diameter of the steel casing 3 needs to be larger than the outer diameter of the drill bit 42 of the rotary drilling rig 4, so that the drill bit 42 can work in the steel casing 3 smoothly.
S3: and (3) drilling and soil taking are carried out in the steel pile casing 3 by using a rotary drilling rig 4 to reach the design depth of the precast tubular pile 1, a cast-in-place pile hole 5 is formed, and the sediment at the bottom of the hole in the cast-in-place pile hole 5 is cleaned by using a double-bottom slag salvaging drill bit.
When the soil is drilled and taken, the mud in the mud circulating system 10 flows into the cast-in-place pile hole 5 through the drill bit 42, the mud slurry 14 can provide a lubricating effect for the drill bit 42 and can also perform a wall protection effect on a soil layer on the inner wall of the cast-in-place pile hole 5, and meanwhile, the circulating mud slurry 14 can take out sediments in the cast-in-place pile hole 5 to completely replace the cast-in-place pile hole 5.
S4: and (3) pouring concrete 15 into the cast-in-place pile hole 5 by using a guide pipe, and pulling out the guide pipe when the pouring height of the concrete 15 reaches 2/3 of the cast-in-place pile hole 5.
The pouring height of the concrete 15 is regulated to be 2/3 of the height of the cast-in-place pile hole 5, in the later implantation process of the precast tubular pile 1, the concrete 15 is extruded by the precast tubular pile 1 to rise, and the excessive concrete 15 will overflow the cast-in-place pile hole 5; when the concrete 15 is too little, the height of the concrete 15 after the precast tubular pile 1 is implanted cannot meet the design elevation requirement, and the concrete needs to be supplemented, so that rework is caused, the construction progress is slowed down, and the construction quality is influenced.
S5: and (2) placing a steel sleeve 6 into the steel casing 3, wherein the steel sleeve 6 is positioned at the top end of the steel casing 3, and the bottom of the steel sleeve 6 is lower than the designed top elevation of the precast tubular pile 1. The inner diameter of the steel sleeve 6 is 20-40 mm larger than the outer diameter of the precast tubular pile 1, and the length of the steel sleeve 6 is 500-800 mm, preferably 600 mm.
The steel sleeve 6 is used for positioning the precast tubular pile 1, and the perpendicularity of the precast tubular pile 1 in the implantation process is guaranteed. It is right the internal diameter of steel sleeve 6 with the external diameter of precast tubular pile 1 makes the injeciton, ensures that the outer wall of precast tubular pile 1 presses close to steel sleeve 6, is favorable to improving the straightness that hangs down of precast tubular pile 1. The steel sleeve 6 is fixed on the steel pile casing 3, can not rock along with the pile planting process, guarantees stability, and the preferred 600mm of steel sleeve 6 length guarantees the straightness that hangs down of precast tubular pile 1.
S6: hoisting and vertically sinking the precast tubular pile 1 into the steel sleeve 6, and vertically hammering the precast tubular pile 1 by using the hammering pile machine 2 to enable the bottom of the precast tubular pile 1 to reach a designed elevation;
s7: before the concrete 15 is initially set, the rotary drilling rig 4 is used for pulling out the steel sleeve 6 and the steel casing 3, and cement slurry grouting is carried out on gaps left after pulling out, so that the implantation process of the precast tubular pile 1 is completed.
The construction method can replace the traditional hammering method or static pressure method to construct the precast tubular pile, more boulders 17 exist in the geology under the complicated geological conditions, the traditional static pressure method and hammering method are easy to cause the pile breakage or pile deflection of the precast tubular pile 1, firstly, holes are dug and drilled at the pile position to obtain a cast-in-place pile hole 5, concrete 15 is poured into the cast-in-place pile hole 5, and the precast tubular pile 1 is implanted. When digging holes and taking earth, boulders 17 in the geology are processed, the influence of the boulders 17 does not exist when the precast tubular pile 1 is implanted in the later stage, the concrete 15 on the periphery of the precast tubular pile 1 can protect the precast tubular pile 1, meanwhile, the peripheral concrete 15 and the precast tubular pile 1 bear the force jointly, and the bearing capacity of the pile foundation is improved.
As shown in fig. 4, as a further improvement, the center point of the steel casing 3 in step S2 coincides with the center point of the implantation position of the precast tubular pile 1, which specifically includes the following steps:
s21: taking the central point of the implantation position of the precast tubular pile 1 as an intersection point, and using two thin lines 7 which are vertically crossed and have equal length to ensure that the middle points of the thin lines 7 are respectively aligned with the central point of the implantation position of the precast tubular pile 1;
s22: wood piles 8 with the diameter of 5cm and the length of 50cm are vertically arranged at the end points of the two thin wires 7 respectively, the bottoms of the wood piles 8 are fixed in a construction plane 9, and the end points of the thin wires 7 are aligned to the center points of the top surfaces of the wood piles 8 through nails respectively;
s23: through straightening fine rule 7 inspection is pressed into in the soil steel protect a 3 central points with the position central point coincidence is planted to precast tubular pile 1, if do not coincide then need to adjust steel protect a 3 positions.
Four wooden piles 8 are buried around the pile position of the precast tubular pile 1 to form a cross pile protector, the cross pile protector needs to be higher than the top surface of the steel pile casing 3, and the wooden piles 8 need to be reinforced and protected by mortar or concrete so as to be tested in the drilling process. In the process of drilling and implanting the precast tubular pile 1 later, the cross pile is still needed to be used for checking the central point of the drill bit 42 and the precast tubular pile 1, so as to ensure that the drill bit 42 and the precast tubular pile 1 can be aligned with the central point of the pile position.
As a further improvement, the step S3 includes a mud circulation system 10, where the mud circulation system 10 includes a mud pit 11 and a sedimentation basin 12 with top portions communicating with each other, and mud slurry 14 is delivered from the mud pit 11 into an inner cavity of a drill rod 41 of the rotary drilling rig 4 by a mud pump 13 and flows into the bored concrete pile hole 5 through a slurry outlet of a drill bit 42; the sediment dug by the rotary drilling rig 4 overflows to the sedimentation tank 12 for sedimentation through the continuous rising of the mud liquid 14.
Specifically, the slurry 14 is used for lubricating the drill 42, and can perform wall protection and enclosure on the inner wall of the cast-in-place pile hole 5 to prevent the collapse of the soil wall of the cast-in-place pile hole 5; meanwhile, sediment in the slurry in the cast-in-place pile hole 5 can be taken out to the sedimentation tank 12 for sedimentation through the circulating action of the slurry pump 13, so that the sedimentated slurry 14 continuously flows into the slurry tank 11, and then continuously flows into the slurry drill rod 41 under the action of the slurry pump 13 and flows into the cast-in-place pile hole 5 from the opening of the drill bit 42. The middle of the mud tank 11 and the sedimentation tank 12 is separated by a diaphragm plate, and the upper end of the diaphragm plate is provided with a filter screen. The mud pool 11 and the sedimentation pool 12 are mutually independent, the mud liquid 14 in the sedimentation pool 12 is filtered by the filter mesh at the upper end of the middle diaphragm plate and enters the mud pool 11, the performances of the mud liquid 14 in the mud pool 11, such as sand rate, specific gravity, viscosity and the like, are improved, and the working performance of the mud liquid 14 is improved.
As a further improvement, when the rotary drilling rig 4 is used for drilling and taking soil in the steel casing 3, the distance between the surface of the mud fluid 14 in the cast-in-place pile hole 5 and the top end of the steel casing 3 is less than or equal to 400 mm. The height of the slurry liquid 14 is defined so as to fully exert the function of the slurry liquid 14 during construction.
As a further improvement, the concrete pouring process in step S4 is as follows:
s41: connecting each section of guide pipe through a double-screw buckle and vertically extending to the bottom of the cast-in-place pile hole 5, wherein the guide pipe is a smooth steel pipe with the diameter of 300mm and the length of 3-4 m on the inner wall;
s42: checking the sediment situation in the cast-in-place pile hole 5 again, and if the sediment thickness in the cast-in-place pile hole 5 is more than 20mm, cleaning the hole by mud until the mud specific gravity, sand content and viscosity of the cleaned hole meet the requirements;
s43: pouring the concrete 15 into the bottom of the cast-in-place pile hole 5 from the upper opening of the guide pipe, measuring the height of the concrete 15 in the cast-in-place pile hole 5 in time, adjusting the position of the guide pipe, and controlling the buried depth of the guide pipe in the concrete 15 to be 2-4 m;
taking out the guide pipe at the upper part along with the rising of the height of the concrete, ensuring that the buried depth of the guide pipe in the concrete 15 is 2-4 m, easily clamping the guide pipe when the buried depth is too large, and not pulling up the guide pipe; when the depth of the embedding is too small, the conduit is easy to fall off.
S44: after the concrete 15 is poured to the designed height, the guide pipe is slowly pulled out before the concrete 15 is initially set.
As further improvement, the step S2 impressed the top elevation of steel pile casing 3 need exceed construction plane 9 is 200 ~ 300mm, the bottom elevation of steel pile casing 3 is located below the 1 top elevation of precast tubular pile. The steel pile casing 3 needs to be higher than the construction plane 9, so that other irrelevant sundries can be prevented from falling into the steel pile casing 3. The top of the precast tubular pile 1 needs to be limited in the steel pile casing 3, so that the verticality of the precast tubular pile 1 in the implantation process can be effectively ensured.
As a further improvement, the length of the steel casing 3 is 3-4 m, and the thickness is 4-8 mm. The length of the steel casing 3 is limited, so that the verticality of the drill 42 for drilling and soil taking can be effectively guaranteed, and the verticality of the precast tubular pile 1 in the implantation process can also be effectively guaranteed. In order to ensure the strength of the steel casing 3 and prevent the steel casing 3 from being damaged when drilling and taking earth or from being bent when pressing the steel casing 3, the wall thickness of the steel casing 3 is preferably 6 mm.
As a further improvement, in step S6, use the vertical hammering of hammering stake machine 2 during precast tubular pile 1, treat precast tubular pile 1 freely sinks and stops the back, empty hammer hammering precast tubular pile 1 treats after precast tubular pile 1 stabilizes, the weight is low hit until precast tubular pile 1 bottom reaches the design elevation.
Specifically, when just placing precast tubular pile 1, under the dead weight effect, precast tubular pile 1 can freely sink, treats static back with empty hammer hammering, waits to stabilize back weight low-stroke again, controls precast tubular pile 1 from this and in the stability and the straightness that hangs down of implantation process, avoids precast tubular pile 1 off-centre or slope, avoids simultaneously planting the in-process bored concrete pile hole 5 soil layer and collapses. In order to control the bearing capacity of the precast tubular pile 1, the bottom end of the precast tubular pile 1 needs to be driven into the bearing layer 16.
As a further improvement, the diameter of the precast tubular pile 1 is 60% -80% of the diameter of the cast-in-place pile hole 5. In order to fully exert the bearing capacity of the precast tubular pile 1, the diameter of the implanted precast tubular pile 1 needs to be 60% -80% of the diameter of the cast-in-place pile hole 5, and it is ensured that the periphery of the precast tubular pile 1 has the concrete 15 with enough thickness, so that the precast tubular pile 1 and the peripheral concrete 15 are stressed together to play a role together, the bearing capacity of the precast tubular pile 1 is fully exerted, and the construction quality is improved.
The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (10)
1. A construction method for implanting a precast tubular pile into complex geology is characterized by comprising the following steps:
s1: measuring and paying off the pile position in a construction site, and determining the central point of the implantation position of the precast tubular pile (1);
s2: digging a shallow pit with the depth of 1m at the central point of the implantation position of the precast tubular pile (1), vertically pressing a steel pile casing (3) into the soil by using a hammering pile driver (2), wherein the central point of the steel pile casing is superposed with the central point of the implantation position of the precast tubular pile (1), and the periphery of the top of the steel pile casing (3) is compacted and leveled by using clay;
s3: drilling and taking soil in the steel pile casing (3) by using a rotary drilling rig (4) to reach the design depth of the precast tubular pile (1) to form a cast-in-place pile hole (5), and cleaning the hole bottom sediment in the cast-in-place pile hole (5) by using a double-bottom sediment scooping drill;
s4: pouring concrete (15) into the cast-in-place pile hole (5) by using a guide pipe, and pulling out the guide pipe when the pouring height of the concrete (15) reaches 2/3 of the height of the cast-in-place pile hole (5);
s5: placing a steel sleeve (6) in the steel casing (3), wherein the steel sleeve (6) is positioned at the top end of the steel casing (3), and the bottom of the steel sleeve (6) is lower than the designed elevation of the top of the precast tubular pile (1);
s6: hoisting and vertically sinking the precast tubular pile (1) into the steel sleeve (6), and vertically hammering the precast tubular pile (1) by using the hammering pile machine (2) to enable the bottom of the precast tubular pile (1) to reach a designed elevation;
s7: before the concrete (15) is initially set, the rotary drilling rig (4) is used for pulling out the steel sleeve (6) and the steel casing (3), and cement slurry grouting is carried out on gaps left after pulling out, so that the implantation process of the precast tubular pile (1) is completed.
2. The construction method for implanting the precast tubular pile into the complex geology according to claim 1, wherein the center point of the steel casing (3) coincides with the center point of the implantation position of the precast tubular pile (1) in the step S2, which comprises the following steps:
s21: taking the central point of the implantation position of the precast tubular pile (1) as an intersection point, and using two thin lines (7) which are vertically crossed and have equal length to ensure that the middle points of the thin lines (7) are respectively aligned with the central point of the implantation position of the precast tubular pile (1);
s22: wood piles (8) with the diameter of 5cm and the length of 50cm are vertically arranged at the end points of the two thin lines (7), the bottoms of the wood piles (8) are fixed in a construction plane (9), and the end points of the thin lines (7) are aligned to the center points of the top surfaces of the wood piles (8) through nails;
s23: through straightening fine rule (7) inspection is pressed into in the soil steel protect a section of thick bamboo (3) central point with precast tubular pile (1) is planted position central point and is coincided, if do not coincide then need to adjust steel protect a section of thick bamboo (3) position.
3. The construction method for implanting the precast tubular pile into the complex geology according to claim 1, wherein the step S3 comprises a mud circulation system (10), the mud circulation system (10) comprises a mud pit (11) and a sedimentation pit (12) with mutually communicated tops, and mud slurry (14) is delivered from the mud pit (11) into the inner cavity of a drill rod (41) of the rotary drilling rig (4) through a mud pump (13) and flows into the cast-in-place pile hole (5) through a mud outlet of a drill bit (42); and the sediment dug by the rotary drilling rig (4) overflows to the sedimentation tank (12) for sedimentation through the continuous rising of the mud liquid (14).
4. The construction method for implanting the precast tubular pile into the complex geology according to claim 3, characterized in that when the rotary drilling rig (4) is used for drilling and soil taking in the steel casing (3), the distance between the surface of the mud liquid (14) in the cast-in-place pile hole (5) and the top end of the steel casing (3) is less than or equal to 400 mm.
5. The construction method for implanting the precast tubular pile into the complex geology according to claim 1, wherein the concrete pouring process of the step S4 is as follows:
s41: connecting each section of guide pipe through a double-screw buckle and vertically extending to the bottom of the cast-in-place pile hole (5), wherein the guide pipe is a smooth steel pipe with the diameter of 300mm and the length of 3-4 m on the inner wall;
s42: checking the sediment situation in the cast-in-place pile hole (5) again, and if the sediment thickness in the cast-in-place pile hole (5) is more than 20mm, cleaning the hole by mud until the mud proportion, the sand content and the viscosity of the cleaned hole meet the requirements;
s43: pouring the concrete (15) into the bottom of the cast-in-place pile hole (5) from the opening at the upper part of the guide pipe, measuring the height of the concrete (15) in the cast-in-place pile hole (5) in time, adjusting the position of the guide pipe, and controlling the buried depth of the guide pipe in the concrete (15) to be 2-4 m;
s44: after the concrete (15) is poured to the designed height, the conduit is slowly pulled out before the concrete (15) is initially set.
6. The construction method of the precast tubular pile implanted into the complex geology according to claim 1, characterized in that the top elevation of the steel pile casing (3) pressed in the step S2 needs to exceed the construction plane (9) by 200-300 mm, and the bottom elevation of the steel pile casing (3) is located below the top elevation of the precast tubular pile (1).
7. The construction method for implanting the precast tubular pile into the complex geology according to claim 1, characterized in that the length of the steel casing (3) is 3-4 m, and the thickness is 4-8 mm.
8. The construction method for implanting the precast tubular pile into the complex geology according to claim 1, characterized in that the inner diameter of the steel sleeve (6) is 20-40 mm larger than the outer diameter of the precast tubular pile (1).
9. The construction method according to claim 1, wherein in step S6, when using the vertical hammering of the hammering pile machine (2) to the precast tubular pile (1), after the precast tubular pile (1) is stopped by free sinking, the empty hammer hammers the precast tubular pile (1), and after the precast tubular pile (1) is stabilized, the hammer is driven down until the bottom of the precast tubular pile (1) reaches the designed elevation.
10. The construction method for implanting the precast tubular pile into the complex geology according to claim 1, characterized in that the diameter of the precast tubular pile (1) is 60% -80% of the diameter of the bored concrete pile hole (5).
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| CN114319354A (en) * | 2022-01-21 | 2022-04-12 | 中国建筑第八工程局有限公司 | Construction method for implanting prestressed high-strength concrete pipe pile |
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