CN112323777A - Hollow precast pile for rock embedding and rock embedding construction method using precast pile - Google Patents
Hollow precast pile for rock embedding and rock embedding construction method using precast pile Download PDFInfo
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- CN112323777A CN112323777A CN202011110018.9A CN202011110018A CN112323777A CN 112323777 A CN112323777 A CN 112323777A CN 202011110018 A CN202011110018 A CN 202011110018A CN 112323777 A CN112323777 A CN 112323777A
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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
- E02D5/24—Prefabricated piles
- E02D5/30—Prefabricated piles made of concrete or reinforced concrete or made of steel and concrete
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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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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/66—Mould-pipes or other moulds
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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
- E02D5/72—Pile shoes
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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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Abstract
The invention provides a hollow precast pile for rock-socketing and a rock-socketing construction method using the precast pile. The precast pile comprises a hollow pile body and a rock-socketed pile tip, the rock-socketed pile tip comprises a steel pipe pile joint section and a round table-shaped pile tip which is prefabricated by concrete and has a large upper part and a small lower part, the steel pipe pile joint section comprises a thin-wall steel pipe, core filling concrete filled in the thin-wall steel pipe and a plurality of stiffening plates welded on the outer wall of the thin-wall steel pipe, and the core filling concrete and the round table-shaped pile tip are integrally poured to form the precast pile. During rock-socketed construction, pile sinking equipment is adopted to sink the precast pile until the pile is difficult to reach, then a core drilling machine is adopted to drill or break a plain concrete core at the pile tip part and a hard soil layer and a rock stratum below the pile tip part from the hollow part of the pile body of the hollow precast pile to the designed pile bottom elevation to form a rock-socketed section pile hole, and finally a force transmission framework and cementing materials are put into the hole to complete the construction of the hollow precast rock-socketed pile.
Description
Technical Field
The invention relates to the technical field of precast pile construction, in particular to a hollow precast pile for rock embedding and a rock embedding construction method using the precast pile.
Background
Due to the shortage of national land resources, land resources which can be used for national construction are increasingly reduced, many projects at present can only be constructed on seaside hills which do not have cultivated species and other economic values, and a construction site is formed by cofferdam hydraulic reclamation treatment of part of coastal mudflats and high and low seaside hills digging. Soft soil with high water content, low strength and gradually increased thickness is widely distributed in the field along the terrain, and the pile foundation of the construction field is generally a cast-in-place pile or a precast pile foundation. The construction and maintenance period of the cast-in-place pile is long, a large amount of slurry is generated in the construction process, holes are easy to collapse and shrink in the conventional cast-in-place pile process in sludge, the holes are difficult to form, the sediment at the bottom of the hole is difficult to clean, and the pile forming quality cannot be guaranteed; the adoption of the full pile casing hole forming process has high manufacturing cost and low construction speed, so the preferred type of the pile foundation of the field is a prefabricated pile type with quick construction and environmental protection. However, when the thickness of the soil layer on the field is changed greatly, or the soil layer with higher strength above the lower bedrock surface is thinner or the bedrock surface is steeply inclined, the precast pile scheme has the problems of large difference of the embedding depth of the bedpile and uneven embedding, and if the bedrock is medium-weathered and slightly weathered hard rock, the precast pile cannot be embedded in rock by the conventional process, so that the stress property of the pile foundation is inconsistent, and the uniformity and the stability of the building foundation cannot meet the requirements.
In order to solve the rock-socketing problem of the precast pile, the following related art has been disclosed,
patent publication 1: application No. 02121959.1, application No. 2002-05-28, publication No. 2002-12-25 disclose a rock-socketed composite pile and its construction method (applicant: hong Kong Foundation engineering Co., Ltd.) which is a composite pile formed by using a precast reinforced concrete pipe or other piles with additional reinforcing bars as bearing members in the soil layer, placing reinforcing bars or steel members with additional reinforcing bars or precast reinforced concrete members into a deeper pre-drilled rock hole, and applying an on-site grouting material, wherein a set of reinforcing bars penetrate and are poured into the member to bear the pressure or tension and improve the continuity between pile sections, and the pile body in the rock hole uniformly diffuses the load from the upper part to the deep part of the rock layer by means of the cohesive force with the side wall of the rock hole. The bearing area of the pile is greatly increased compared with that of a pure end-bearing pile in the prior art, and the bonding force between grouting materials and rocks is far greater than the friction force between a pure friction pile and soil in the prior art, so that the bearing capacity of the whole pile is greatly improved.
Patent publication 2: application No. 03124315.0, application date: 2003-04-30, publication date: 2003-11-26, discloses a rock-socketed composite pile and a construction method thereof (applicant: hong Kong Liji engineering Co., Ltd.); the rock-socketed composite pile comprises a pile section located in a soil layer and a pile section located in a rock stratum, wherein the pile section in the soil layer and the pile section in the rock stratum are connected together, and the rock-socketed composite pile further comprises a filling material. The pile section in the soil layer can be one of two components of prefabricated (including prestressed) reinforced concrete sleeve or steel pipe inner filling material and steel pile outer covering filling material. In the disclosed technology, the pile section in the rock stratum can be one or any combination of three components of a steel reinforcement cage, a steel component and a prefabricated reinforced concrete component, and the rock stratum hole is filled with the filling material. The pile body in the rock hole can make the load diffuse into deep position of rock layer by means of cohesive force of filling material and rock hole wall, and its contact area with filling material is greater than that of pile with general form, so that it can fully provide anchoring force.
The publication patent No. 3, application No. 200510084145.5, application No. 2005-07-14, publication No. 2007-01-17 discloses a pre-drilled socketed concrete-filled steel tube composite pile and a construction method thereof (applicant: Ho: Selaginella chinensis (hong Kong); the pre-drilled socketed concrete-filled steel tube composite pile comprises a steel tube shell with high strength and a concrete or a reinforced concrete core with high compressive strength and large rigidity, and a cohesive filling material is poured between the socketed concrete-filled steel tube composite pile and the pre-drilled pile hole in situ Compared with other existing cast-in-place concrete piles, the construction quality and cost performance are greatly improved.
The patent publication No. 4: application No. 201610216556.3, application No. 2016.04.08, application publication No. 2016-08-10 discloses a construction device and a construction method for a deep or ultra-deep rock-socketed precast pile (applicant: bright); the equipment in the method comprises a full casing drilling machine, a smooth circular casing or a plum blossom casing, a drill rod, a drill bit and a guniting nozzle, wherein the full casing drilling machine is connected with the smooth circular casing or the plum blossom casing and the drill rod, the drill rod is connected with the drill bit, and the drill bit is connected with the guniting nozzle; the technology can be used for construction of deep or ultra-deep rock-socketed precast piles containing slightly weathered, medium weathered or hard lower lying layer foundations, soil taking is not needed in the construction process, the construction speed is high, hole collapse and shrinkage are avoided, slag formation in the holes does not need to be removed, the side friction resistance of soil and the end resistance of bedrock can be fully exerted, the pile body strength of the precast pile is improved, the bearing capacity of a single pile is greatly improved, the construction speed of the formed pile can be greatly improved, the industrial production is facilitated, the engineering cost is reduced, and deep, ultra-deep or rock-socketed cast-in-situ piles in soft soil areas can be replaced to a certain extent.
Through the search, although the prior published patent proposes a plurality of foundation pile combination rock-socketing schemes and also includes a precast pile rock-entering scheme, from the description of each patent on the construction method, the prior published patent needs to drill holes in advance in various combinations, the holes are easy to collapse and shrink in soil layers, the holes are difficult to form, the problem that the sediments at the bottom of the holes are difficult to clean is solved, and the like, so that temporary pile casings with partial to full pile lengths are needed in the drilling process, the number of processes is large, the construction method is high in construction cost, and the method has no advantage compared with the field cast-in-place pile scheme with the pile casings.
Disclosure of Invention
The invention aims to solve the problems that the existing rock-socketing technology is not economical enough and the implementation process is complex, and provides a hollow precast pile for rock-socketing and a rock-socketing construction method using the precast pile.
In order to achieve the purpose, the invention provides a hollow precast pile for rock embedding, which is characterized in that: the precast pile comprises a hollow pile body and a rock-socketed pile tip, wherein the rock-socketed pile tip comprises a steel pipe pile joint section and a truncated cone-shaped pile tip which is prefabricated by concrete and has a large upper part and a small lower part, the steel pipe pile joint section comprises a thin-wall steel pipe, core filling concrete filled in the thin-wall steel pipe and a plurality of stiffening plates welded on the outer wall of the thin-wall steel pipe, and the core filling concrete and the truncated cone-shaped pile tip are integrally cast; the hollow part of the hollow pile body and the thin-wall steel pipe is in the same straight line with the cone-shaped pile tip.
The further technical scheme of the invention is as follows: the socketed pile tip is connected or welded with the hollow pile body and the socketed pile tip through bolts, when the bolts are used for connection, a connecting end plate with a threaded connecting hole is arranged at the butt joint part of the joint section of the steel pipe pile and the hollow pile body, and bolt holes are correspondingly arranged on the pile wall of the hollow pile body.
The further technical scheme of the invention is as follows: the hollow pile body is a prestressed pipe pile or a hollow steel pipe pile or a hollow wall plate pile with a hollow section, and the section of the hollow pile body is a round, square, rectangular, triangular or other polygonal angular pile; the section of the thin-wall steel pipe is matched with the hollow pile body; when the hollow pile body is a round hollow pipe pile, the number of the stiffening plates is 4-12, the stiffening plates are uniformly distributed on the outer side of the thin-wall round steel pipe and are welded on the outer side of the thin-wall round steel pipe through fillet welding; when the hollow pile body is a square pile, a rectangular pile or other polygonal corner-shaped piles, a stiffening plate is arranged at each corner; the stiffening plates are uniformly distributed on the outer side of the thin-wall steel pipe, and the width of each stiffening plate gradually narrows from one end close to the hollow pile body to the tip end of the cone-shaped pile to form a right-angled trapezoid or a right-angled triangle; the stiffening plate is made of steel plates with the same thickness and material as the thin-wall steel pipe, and the length of the stiffening plate is equal to that of the thin-wall steel pipe.
The invention has the following excellent technical scheme: the friction-increasing metal framework is welded on the inner surface of the thin-wall steel pipe and is made of iron wires or steel bars or hollow steel plate meshes, is welded on the inner surface of the thin-wall steel pipe in a spiral stirrup shape or rivet pile shape or net shape, a plurality of protruding parts are formed on the inner surface of the thin-wall steel pipe, and the protruding parts are uniformly distributed on the inner wall of the thin-wall steel pipe.
The invention has the following excellent technical scheme: the core filling concrete is plain concrete with the strength grade of C35-C50, the cone-shaped pile tip is an extension section of the core filling concrete, and the diameter of the small bottom surface of the cone is 50-150 mm.
The invention has the following excellent technical scheme: the circular thin-wall steel pipe is a straight seam welded pipe, a welded spiral pipe or a seamless steel pipe, the inner diameter of the circular thin-wall steel pipe is at least 30mm larger than the diameter of the hollow part of the hollow pile body, and the sum of the diameter of the circular thin-wall steel pipe and the maximum width of the two stiffening plates is smaller than or equal to the outer diameter of the hollow pile body.
In order to solve the technical problem, the invention also provides a rock-socketed construction method using the precast pile, which is characterized by comprising the following specific steps of:
(1) clearing underground obstacles influencing pile driving on the surface layer of the field, leveling the field, and assembling hammering or vibrating or static pressure pile driving equipment;
(2) assembling a pile body and a pile tip of the hollow precast pile for rock embedding on site, and positioning according to the designed pile position; or hoisting the finished pile section of the rock-socketed hollow precast pile connected with the pile tip in place, and adjusting the verticality;
(3) sinking a first section of pile by adopting the pile sinking equipment in the step (1) in a hammering or vibration or static pressure mode, preparing pile splicing when the distance from the top end of the first section of pile to the ground surface is 50-100cm, and splicing a pile body of a second section of hollow precast pile by adopting a welding or bolt connection mode;
(4) after pile body pile extension of the second section of hollow precast pile is completed, pile sinking is continuously carried out by adopting the pile sinking equipment in the step (1), the step (3) is repeated, pile sinking is carried out section by section in the stratum by hammering or vibration or static pressure until the pile sinking is difficult to reach, and the condition that the pile top is exposed out of the ground and is not more than 50cm is ensured;
(5) after pile sinking is finished, a core drilling machine is adopted, a drill rod and a drill bit matched with the hard stratum and corresponding to the drill rod are put into the hollow part of the pile body of the hollow precast pile, a plain concrete core at the pile tip part, the hard soil layer below the pile tip part and a rock layer are drilled or crushed to the designed pile bottom elevation to form a pile hole of a rock embedding section, and the hole is cleaned until sediment meets the requirement;
(6) manufacturing or preparing a force transmission framework according to design requirements; the force transmission framework is put down to the bottom of a pile hole of the rock-socketed section from the hollow center of a pile body of the hollow precast pile, and a cementing bonding material is injected until the height required by the design is maintained to the design strength, so that the construction of the hollow precast rock-socketed pile is completed; or firstly, cementing and bonding materials are injected into the pile hole of the rock-socketed section and the pile body section of the hollow precast pile to the height required by the design, and then the force transmission framework is lowered to be maintained to the design strength, so that the construction of the hollow precast rock-socketed pile is completed.
The invention has the following excellent technical scheme: the core drilling machine in the step (5) adopts an impact drilling machine, a rotary drilling machine or an impact rotary combined drilling machine, and comprises a common geological exploration drilling machine, a down-the-hole impact drilling machine, a top hammer impact drilling machine, a hydraulic rock drilling machine and a rock bolt hole-forming drilling machine
The invention has the following excellent technical scheme: the force transmission framework in the step (6) is formed by a steel reinforcement cage, or section steel, or a section steel combined component, or a steel pipe concrete prefabricated component, or a steel reinforced concrete prefabricated component, or a reinforced concrete prefabricated component or a steel strand, and the length of the force transmission framework at least exceeds the bottom of the hollow prefabricated pile body at the lowest end by 2.0 meters; and a positioning protection cushion block is arranged on the outer side of the force transmission framework, and a cementing bonding material filling pipeline is arranged when the force transmission framework is arranged firstly.
The invention has the following excellent technical scheme: the cementing and bonding material in the step (6) adopts common cement-based inorganic cementing and bonding material or resin organic cementing and bonding material or other composite cementing and bonding material, and the cementing and bonding material completely wraps and covers the force transmission framework; the common cement-based inorganic cementing bonding material comprises high-strength cement paste, high-strength mortar and high-strength concrete; the resin organic cementing and bonding material comprises various epoxy resins; the other composite cementing materials comprise sulfur plaster or high-strength grouting material.
The invention relates to a rock-embedded hollow precast pile, which comprises a hollow pile body and a special pile head, wherein the special pile head is composed of a hollow steel pipe and plain concrete filled in the steel pipe, the structural strength of the pile head can meet the requirement of pile sinking, the pile head can be directly pressed to a hard soil layer above a bedrock through hammering or vibration or static pressure pile sinking equipment, then a drill bit of a core drilling machine is put in the hollow of the hollow pile body to drill or destroy the plain concrete at the special pile tip part and continuously drill the plain concrete into the hard soil layer and the bedrock layer below the pile tip, then a bearing framework is arranged in the central pile body, and cementing and bonding materials are poured in the pile body, the pile head and holes drilled in the hard soil layer and the bedrock layer to form a complete rock-embedded pile body. The invention matches the hollow precast pile sections with different lengths with the rock-socketed pile tips of the special hollow precast piles, thereby ensuring that the precast piles can be embedded into hard strata in a small amount and can also be used as a pile casing for rock-socketed construction. The construction method comprises the steps of constructing the precast pile on the surface of a hard stratum (a hard soil layer or a weathered rock stratum) by adopting a conventional hammering, vibrating or static pressure precast pile construction process, positioning a rock core drilling machine, drilling through plain concrete at the pile tip and the lower hard stratum from the hollow part of the precast pile to the bottom of a hole, removing rock-soil broken slag, placing a force transmission framework according to the designed length, injecting a cementing binding material according to the required height, maintaining, enabling the precast pile to be embedded in a rock-embedding mode, and transmitting pressure or tension.
The hollow precast pile can be hollow precast piles with various cross-section shapes, can be a prestressed pipe pile, a hollow square pipe, a hollow wallboard pile and the like with hollow cross sections and pre-manufactured and molded in a factory or on site, the pile sections can be prefabricated in whole sections according to needs, but are prefabricated and molded according to standard sections with different lengths, and are assembled and configured according to the estimated pile length during construction. In order to reliably transfer force and prevent water and soil from seeping at the joint of the pile sections, the pile sections are preferably connected by welding, and the seam welding seam is fully welded; when the bolt is used for connection, the joint position should be subjected to anti-seepage treatment, and the joint position can be welded, or coated with waterproof materials, or externally adhered with waterproof coiled materials, or padded. The rock-socketed pile tip of the hollow precast pile is a special pile tip which is matched with the section of the hollow pile and has a special structure, and can be manufactured on site or produced in a factory.
The core drilling machine can be various impact drilling machines, various rotary drilling machines and various impact rotary composite drilling machines, such as various types of common geological exploration drilling machines, various types of down-the-hole impact drilling machines, various types of top hammer impact drilling machines, various types of hydraulic rock drilling machines, various types of anchor rod hole-forming drilling machines and the like, and the core drilling machine can be used for rock crushing or coring operation. After a core drilling machine is adopted to form a hole in a hard stratum according to the designed rock embedding depth by a coring method or a crushing method, slag in the hole is removed, and the sediment in the hole is kept to be smaller than the design and specification requirements; when the depth of rock embedding is enough, the friction resistance of the side wall of the pile is enough to meet the requirement of bearing capacity, and the problem of sediment is solved by deepening the drilling depth to form a sediment section at the bottom of the reserved hole. The length of the force transmission framework is calculated according to the force transmission requirement, but at least exceeds 2.0 meters above the bottom of the hollow precast pile section 1.
When the precast pile needs to resist pulling, the hollow and lower hard strata of the precast pile can be used for arranging the anchor rod in the hole, and the anchor rod can be applied with prestress to improve the pulling resistance when needed. The anchor rod core material used for transferring force can adopt steel strands or high-strength steel bars. If the upper stratum is loose filling soil or soft soil, the hollow precast pile section adopts a large-diameter thin-wall pipe pile, and when the force transmission framework is arranged in the hollow hole in full length, the problems that the cast-in-situ pile in the loose stratum is difficult to form the hole and the concrete filling coefficient is overlarge can be well solved. The construction method can reduce the construction difficulty of the whole-section rock-socketed supporting pile for the foundation pit supporting pile in the upper and lower rock stratum, adopts the prefabricated rock-socketed foot-hanging pile as a vertical component of the foundation pit support, and assists the foot-locking anchor rod to strengthen the embedment effect if necessary.
The invention has the beneficial effects that:
(1) the hollow pile body can be used as a main body structure of the rock-socketed pile and a construction casing to facilitate drilling, ensures that the whole construction process is not influenced by a weak stratum, can realize dry operation in the hole, has high construction speed, does not collapse and shrink holes and has good construction quality controllability.
(2) The prefabricated pile body and the pile tip are convenient to connect, can be connected on site, can be prefabricated and formed together in a factory, reduces the field assembly operation, is more convenient to construct and can better ensure the quality.
(3) The pile driving tip structure can ensure that the pile tip and the pile section can be tightly welded, and prevent water and soil outside the pile tip from entering a cavity in a pile pipe during pile construction; the method can prevent the possibility that the cone-shaped pile tip is jacked into the thin-wall circular steel tube due to overlarge counter force when the pile tip meets hard bedrock, and prevent the closed water and soil from losing efficacy; and the core drilling machine can be ensured to smoothly drill through the core filling section, and the hole forming of the rock entering section is smoothly realized.
(4) The construction method of the invention does not need drilling in the process of installing the pile body, directly adopts the conventional pile sinking mode to sink the pile body into the hard soil layer above the foundation stratum, and the pile body can smoothly pass through the soft soil layer, thereby not only being suitable for rock-socketed foundation piles with large thickness variation of the soil layer on the site and soft upper soil layer, but also being suitable for foundation piles of hard soil bearing layer which has good soil layer condition and can not directly reach the design requirement by adopting the precast pile process, and also being used as construction measures for constructing high-quality anti-floating anchor rods and high-quality foundation piles on the soft stratum.
(5) The rock embedding step is completed in the hollow pile body, the hole is directly drilled in the foundation rock layer in the hollow pile body, wherein the hollow pile body can play a role of a temporary construction casing, the cementing binding material is directly poured into the hole after the hole is drilled, and the cementing binding material is directly contacted with the hard soil layer and the foundation rock layer, so that the side friction resistance and the end resistance of the soil and rock of the hard stratum can be fully exerted, the bearing capacity and the stability of a single pile of the precast pile are greatly improved, and the application range of the precast pile is greatly enlarged.
The construction process is simple and convenient, the stratum adaptability is good, the construction difficulty is low, and the construction speed of the pile is greatly improved; when the high-strength quick-setting cementing bonding material is adopted, the maintenance period of the foundation pile can be greatly shortened, the construction period of the whole project can be greatly shortened, the project investment can be saved, and the method can also be used for emergency engineering which needs time pressing and is put into use after construction.
Drawings
FIG. 1 is a schematic view of a welded rock-socketed pile tip structure of a precast tubular pile according to the present invention;
FIG. 2 is a top view of FIG. 1;
FIG. 3 is a cross-sectional view AA' of FIG. 2;
FIG. 4 is a schematic diagram of a prefabricated tubular pile bolt connection type rock-socketed pile tip structure of the invention;
FIG. 5 is a top view of FIG. 4;
FIG. 6 is a cross-sectional view BB' of FIG. 5;
FIG. 7 is a schematic structural view of a welded rock-socketed pile tip of the prefabricated engaged square pile of the present invention;
FIG. 8 is a top view of FIG. 7;
FIG. 9 is a cross-sectional view CC' of FIG. 8;
FIG. 10 is a schematic view of a welded rock-socketed pile tip structure of a prefabricated square pile according to the present invention;
FIG. 11 is a top view of FIG. 10;
FIG. 12 is a cross-sectional view DD' of FIG. 11;
FIG. 13 is a schematic structural view of a bolt-connected socketed pile toe of a prefabricated square pile according to the present invention;
FIG. 14 is a top view of FIG. 13;
FIG. 15 is a section EE' of FIG. 14;
FIG. 16 is a schematic view of the construction process of the present invention in which the force-transmitting frame is first lowered and then the cementitious material is poured;
FIG. 17 is a schematic view of the construction process of the present invention with the cement injected first and the force-transmitting frame lowered.
In the figure, 1-hollow pile body, 2-rock-embedded pile tip, 201-thin-wall steel pipe, 202-stiffening plate, 203-core concrete, 204-truncated cone-shaped pile tip, 205-connecting end plate, 206-friction-increasing metal framework, 3-core drilling machine, 301-drill bit of core drilling machine, 302-drill rod of core drilling machine, 4-force-transmitting framework, 5-cementing binding material, 601-filling soil layer, 602-soft soil layer, 603-hard soil layer, 604-bed rock layer, 7-rock-embedded section pile hole, 8-pile sinking equipment and 9-cementing binding material pouring equipment.
Detailed Description
The invention is further illustrated by the following figures and examples. Fig. 1 to 16 are drawings of embodiments, which are drawn in a simplified manner and are only used for the purpose of clearly and concisely illustrating the embodiments of the present invention. The following claims presented in the drawings are specific to embodiments of the invention and are not intended to limit the scope of the claimed invention. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
In the description of the present invention, it is to be understood that the terms "upper", "lower", "inside", "outside", "left", "right", and the like, indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, or the orientations or positional relationships that the products of the present invention are conventionally placed in use, or the orientations or positional relationships that are conventionally understood by those skilled in the art, and are used for convenience of describing the present invention and simplifying the description, but do not indicate or imply that the devices or elements referred to must have a specific orientation, be constructed in a specific orientation, and be operated, and thus, should not be construed as limiting the present invention.
The hollow precast pile for rock embedding provided in the embodiment comprises a hollow pile body 1 and a rock embedding pile tip 2, wherein the rock embedding pile tip 2 comprises a steel pipe pile joint section and a truncated cone-shaped pile tip 204 which is prefabricated by concrete and has a large upper part and a small lower part, the steel pipe pile joint section comprises a thin-wall steel pipe 201, core filling concrete 203 filled in the thin-wall steel pipe 201 and a plurality of stiffening plates 202 welded on the outer wall of the thin-wall steel pipe 201, and the core filling concrete 203 and the truncated cone-shaped pile tip 204 are integrally cast; the hollow pile body 1 and the hollow part of the thin-wall steel pipe 201 are on the same straight line with the cone-shaped pile tip 204. The core-filling concrete 203 is plain concrete with the strength grade of C35-C50, so that too high core drilling construction is difficult, and too low core drilling construction is unfavorable for system force transfer after pile forming; the cone-shaped pile tip 204 is an extension section of core filling concrete 203, the diameter of the small bottom surface of the cone is 50-150mm, the diameter of the cone-shaped pile tip 204 is determined according to the strength of a rock body to be embedded, a larger diameter is adopted when the strength of the rock body is low, the function is to ensure that a pile enters the bedrock face for a certain depth in advance when the bedrock face is uneven or the size of the bedpile is larger, and the function is to ensure that the peripheral anhydrous soil enters the inner core of the pile when the core is drilled by secondary rock embedding, so that the pile must have enough strength. The friction-increasing metal framework 206 is welded on the inner surface of the thin-wall steel pipe 201, the friction-increasing metal framework 206 is made of iron wires or steel bars or hollow steel plate meshes, is welded on the inner surface of the thin-wall steel pipe 201 in a spiral stirrup shape or rivet pile shape or net shape, and is provided with a plurality of convex parts formed on the inner surface, and the convex parts are uniformly distributed on the inner wall of the thin-wall steel pipe 201 to increase the interface friction force of the core filling concrete 203 and the thin-wall steel pipe 201, so that the pile tip is ensured to transfer force smoothly in the construction stage and after pile forming; the friction-increasing metal framework 206 can also adopt other treatment modes for increasing the interface friction force, and the net plain concrete diameter of the core-filling concrete 203 in the thin-wall steel pipe 201 after treatment is larger than the hollow inner diameter of the pile section, otherwise the subsequent rock-socketed drilling construction is influenced. The stiffening plates 202 are uniformly distributed on the outer side of the thin-wall steel pipe 201, and the width of each stiffening plate 202 gradually narrows from one end adjacent to the hollow pile body 1 to the end of the truncated cone-shaped pile tip 204 to form a right-angled trapezoid (as shown in fig. 3, 6 and 9) or a right-angled triangle (as shown in fig. 12 and 15); the stiffening plate 202 is made of a steel plate with the same thickness and material as the thin-wall steel pipe 201, and the length of the stiffening plate is equal to that of the thin-wall steel pipe 201.
In the hollow precast pile for rock-socketed in the embodiment, the rock-socketed pile tip 2, the hollow pile body 1 and the rock-socketed pile tip 2 are connected or welded by bolts, and when the bolts are used for connection, as shown in fig. 4, fig. 6 and 13, and fig. 15, a connection end plate 205 with a threaded connection hole is provided at the butt joint portion of the steel pipe pile joint section and the hollow pile body 1, and bolt holes are correspondingly provided on the pile wall of the hollow pile body 1. The hollow pile body 1 is a prestressed pipe pile or a hollow steel pipe pile or a hollow wallboard pile with a hollow section, and the section of the hollow pile body is a round, square, rectangular, triangular or other polygonal angular pile; the section of the thin-wall steel pipe 201 is matched with the hollow pile body 1; when the hollow pile body 1 is a round hollow pipe pile, the number of the stiffening plates 202 is 4-12 according to different specifications of the hollow precast pile and the hardness of stratum lithology, the stiffening plates are uniformly distributed on the outer side of the thin-wall steel pipe 201, and the stiffening plates are fully welded on the outer side of the thin-wall round steel pipe 201 through fillet welding seams. When the hollow pile body 1 is a square pile, a rectangular pile or other polygonal corner-shaped piles, the stiffening plates 202 are arranged at each corner, the size of each stiffening plate 202 can ensure that the pile section is smoothly transited to the pile tip, all the corners are required to be provided with the stiffening plates, and other stiffening plates are still required to be uniformly distributed. Circular thin wall steel pipe 201 adopts straight seam welded pipe, welding spiral reelpipe or seamless steel pipe, and steel pipe wall thickness, section length can refer to prestressing force tubular pile atlas (10G409) opening type pile tip parameter table, and the internal diameter of circular thin wall steel pipe 201 is greater than hollow position diameter of hollow pile body 1 and is 30mm at least, and the diameter of circular thin wall steel pipe 201 and the sum of two stiffening plate 202 maximum width are less than or equal to the external diameter of hollow pile body 1.
Fig. 1 to 15 show specific structures of different hollow pile bodies 1 and rock-socketed pile tips 2, respectively, wherein fig. 1 to 3 are schematic structural views of a precast pile with a circular cross section and a pile tip welded with the pile body 1; fig. 4 to 6 are schematic structural views of a precast pile with a circular cross section and a pile tip connected with the pile body 1 through a bolt; fig. 7 to 9 are schematic structural views of a prefabricated engaged square pile with a square cross section and a pile tip welded with a pile body; fig. 10 to 12 are schematic structural views of a prefabricated square tubular pile with a square cross section, and a pile tip and a pile body welded together; fig. 13 to 15 are schematic structural views of a prefabricated square pile with a square cross section, and a pile tip and a pile body connected by bolts.
The process flow of the method for carrying out rock-socketed construction by using the hollow precast pile for rock-socketed comprises two modes, one mode is shown in figure 16, and the specific flow comprises the following steps: a. clearing underground obstacles influencing piling on the surface layer of a field, leveling the field, assembling hammering or vibration or static pressure pile sinking equipment, preparing a hollow precast pile for rock embedding with a pile head, sinking a plurality of sections of pile bodies by hammering or vibration or static pressure according to a designed pile position-, - (b) adopting the pile sinking equipment, connecting the pile bodies by adopting a welding or bolt connecting mode-, - (c) putting a drill rod of a core drilling machine and a drill bit matched with a hard stratum into the hollow pile body-, - (d) drilling or crushing a plain concrete core at the pile tip part and a hard soil layer and a rock stratum below the pile tip part by adopting the core drilling machine to the designed pile bottom elevation to form a pile hole of the rock embedding section, emptying-, - (e) putting a force transmission framework from the hollow center of the pile body of the hollow precast pile to the hole bottom of the pile hole of the rock embedding section → f, simultaneously erecting cementing material pouring and maintaining equipment-, - (g) pouring cementing and maintaining materials to the designed required height to the designed strength, and completing the rock-socketed construction of the precast pile.
The second mode is shown in fig. 17, and the specific process includes: a. clearing underground obstacles influencing piling on the surface layer of a field, leveling the field, assembling hammering or vibration or static pressure pile sinking equipment, preparing a hollow precast pile for rock embedding with a pile head, sinking a plurality of sections of pile bodies by hammering or vibration or static pressure according to a designed pile position- → b, adopting the pile sinking equipment to sink the pile bodies in a hammering or vibration or static pressure mode, adopting a welding or bolt connection mode to connect the pile bodies- → c, putting a drill rod of a core drilling machine and a drill bit matched with a hard stratum into the hollow pile body- → d, adopting the core drilling machine to drill or break a plain concrete core at the pile tip part and the hard soil layer and rock stratum below the pile tip part to the designed pile bottom elevation to form a pile hole of a rock embedding section, emptying- → e, erecting cementing and binding material pouring equipment- → f, injecting cementing and binding material into the pile hole of the rock embedding section and the section of the hollow precast pile body to the designed height- → g, and then transferring the force of the framework to the designed strength, and completing the rock-socketed construction of the precast pile.
In the rock-socketed construction process, the core drilling machine adopts an impact drilling machine, a rotary drilling machine or an impact rotary combined drilling machine, and comprises a common geological exploration drilling machine, a down-the-hole impact drilling machine, a top hammer impact drilling machine, a hydraulic rock drilling machine and an anchor rod hole-forming drilling machine; the force transmission framework is composed of a reinforcement cage or a section steel combined component, a steel pipe concrete prefabricated component, a steel rib concrete prefabricated component, a reinforced concrete prefabricated component or a steel strand, and the length of the force transmission framework at least exceeds 2.0 meters above the bottom of the hollow prefabricated pile body at the lowest end; a positioning protection cushion block is arranged on the outer side of the force transmission framework, and a cementing bonding material filling pipeline is arranged when the force transmission framework is arranged firstly; the cementing and bonding material is a common cement-based inorganic cementing and bonding material or a resin organic cementing and bonding material or sulfur cement or a high-strength grouting material, and the cementing and bonding material completely covers the force transmission framework; the common cement-based inorganic cementing bonding material comprises high-strength cement paste, high-strength mortar and high-strength concrete; the resin organic cementing and bonding material comprises various epoxy resins.
The construction method of the present invention will be further explained with reference to the following embodiments,
the rock-socketed construction method provided in the first embodiment is that hammering pile sinking equipment is adopted, a prestressed pipe pile is adopted as a precast pipe pile, a reinforcement cage is adopted as a force transmission cage, and the stratum aimed at by the construction method sequentially comprises cast-fill rock soil, sea-phase silt, gravel residual soil and hard bedrock. The specific implementation steps are as follows:
(1) digging out large stones in the replacement and filling site, leveling the site, and assembling hammering pile sinking equipment;
(2) customizing a first section of pile section with a hollow precast pile socketed pile tip in a factory, maintaining until the strength reaches a design value, transporting to the site, aligning according to the designed pile position, and adjusting the verticality;
(3) hammering and sinking a first section of pile, and preparing pile splicing when the distance from the top end of the first section of pile to the ground surface is 50-100cm, wherein the pile splicing adopts gas pressure shielded welding full welding;
(4) hammering pile sinking, pile splicing and pile hammering into sections in the stratum until hammering bounce and footage are difficult, ensuring that the pile top exposed to the ground is not more than 50cm, and mechanically cutting and cutting piles in time if the pile head exposed to the ground is too high so as to facilitate next process construction;
(5) the core drilling machine is positioned, a drill rod and a core bit are put into the hollow part of the precast pile, the outer diameter of the bit is 20-50mm smaller than the hollow diameter of the pipe pile, the core is filled with plain concrete, the residual soil of gravel stones is an alloy bit, and the hard bedrock is an alloy bit or a diamond bit;
(6) dry drilling or core drilling with water is carried out to design the elevation of the pile bottom, and slag is removed by the spiral drill until the thickness of the sediment meets the requirement;
(7) manufacturing a force transmission steel bar framework net according to design requirements, and arranging a protective layer cushion block on the outer side of the steel bar force transmission framework net; when the hollow inner diameter of the pile hole is less than or equal to 300mm, temporarily fixing and binding a mortar grouting pipe to the bottom of the hole at the inner side of the steel reinforcement framework net; when the hollow inner diameter of the pile hole is more than 300mm, a rear guide pipe is arranged to the bottom of the hole, and the cementing and bonding material is poured according to the method of pouring underwater concrete; if a non-full-length force transmission framework is adopted, the main ribs are temporarily fixed by extending at least two detachable guide rods to the orifices so as to prevent the force transmission framework from floating upwards when cementing bonding materials are injected;
(8) when the hollow inner diameter of the pile hole is less than or equal to 300mm, cement mortar or cement paste is injected through a mortar injection pipe to reach the height of 500mm above the design requirement; when the hollow inner diameter of the pile hole is larger than 300mm, pouring underwater concrete to the height required by the design through a guide pipe; removing the force transmission framework net positioning fixed guide rod, and removing the recycled mortar grouting pipe or the recycled concrete pouring guide pipe; and maintaining for 28 days to form the pile.
The method for rock-socketed construction provided by the second embodiment adopts hammering pile sinking equipment, the precast pile adopts a prestressed pipe pile type, the force transmission frame adopts a steel framework (or a steel reinforcement cage) post-socketed construction method, the aimed stratum still sequentially comprises cast-fill rock block soil, marine silt, gravel residual soil and hard bedrock, and the concrete implementation steps are as follows:
(1) digging out large stones in the replacement and filling site, leveling the site, and assembling hammering pile sinking equipment;
(2) customizing a first section of pile section with a hollow precast pile socketed pile tip in a factory, maintaining until the strength reaches a design value, transporting to the site, aligning according to the designed pile position, and adjusting the verticality;
(3) hammering and sinking a first section of pile, and preparing pile splicing when the distance from the top end of the first section of pile to the ground surface is 50-100cm, wherein the pile splicing adopts gas pressure shielded welding full welding;
(4) processing and manufacturing a section steel force transmission framework according to the length required by design, preferably selecting a thin-wall steel pipe, and also selecting other section steels, wherein the section size of the section steel force transmission framework is ensured to be smoothly lowered to the bottom of a hole, and the outer side of the section steel force transmission framework is provided with a rolling protective layer positioning cushion block; or the force-transferring reinforcement cage is manufactured according to the design, the main reinforcement of the reinforcement cage is ensured to have a 30-40mm protective layer, and a rollable reinforcement protective layer positioning cushion block is arranged on the outer side of the reinforcement cage;
(5) hammering pile sinking, pile splicing and pile hammering into sections in the stratum until hammering bounce and footage are difficult, ensuring that the pile top exposed to the ground is not more than 50cm, and mechanically cutting and cutting piles in time if the pile head exposed to the ground is too high so as to facilitate next process construction;
(6) the core drilling machine is positioned, a drill rod and a core bit are put into the hollow part of the precast pile, the outer diameter of the bit is 20-50mm smaller than the hollow diameter of the pipe pile, the core is filled with plain concrete, the residual soil of gravel stones is an alloy bit, and the hard bedrock is an alloy bit or a diamond bit;
(7) dry drilling or core drilling with water is carried out to design the elevation of the pile bottom, and slag is removed by the spiral drill until the thickness of the sediment meets the requirement;
(8) placing a guide pipe in a hollow hole in the pile, and injecting high-plasticity concrete to the elevation required by the design;
(9) hoisting the profile steel force transmission framework (or a reinforcement cage) by using a vibrator, and vibrating the profile steel force transmission framework (or the reinforcement cage) to be inserted into the hollow hole in the middle to a preset position; and maintaining for 28 days to form the pile.
The third embodiment is a rear rock embedding construction method for a hammered prestressed pipe pile prefabricated reinforced concrete framework, which is suitable for stratum still filled with rock soil, marine silt, gravel residual soil and hard bedrock, and comprises the following specific implementation steps:
(1) digging out large stones in the replacement and filling site, leveling the site, and assembling hammering pile sinking equipment;
(2) customizing a first section of pile section with a hollow precast pile socketed pile tip in a factory, maintaining until the strength reaches a design value, transporting to the site, aligning according to the designed pile position, and adjusting the verticality;
(3) prefabricating an inner core reinforced concrete (or steel reinforced concrete or steel pipe concrete) force transmission framework according to the design requirement depth, wherein the outer diameter of the force transmission framework is 40-80mm smaller than the nominal inner diameter of the prestressed pipe pile, lifting points are arranged at the end parts, and protective layer cushion block protrusions are uniformly arranged at the periphery of the prestressed pipe pile every 2.0 meters; if the length of the prefabricated inner core exceeds 12 meters, a reliable joint is arranged in a socket joint and welding mode, the joint is arranged to ensure reliable force transmission, the roundness and the verticality of a force transmission framework of the prefabricated inner core are ensured during manufacturing, and the inner core can be smoothly placed after hole forming;
(4) hammering and sinking a first section of pile, and preparing pile splicing when the distance from the top end of the first section of pile to the ground surface is 50-100cm, wherein the pile splicing adopts gas pressure shielded welding full welding;
(5) hammering pile sinking, pile splicing and pile hammering into sections in the stratum until hammering bounce and footage are difficult, ensuring that the pile top exposed to the ground is not more than 50cm, and mechanically cutting and cutting piles in time if the pile head exposed to the ground is too high so as to facilitate next process construction;
(6) the core drilling machine is positioned, a drill rod and a core bit are put into the hollow part of the precast pile, the outer diameter of the bit is 20-40mm smaller than the hollow diameter of the pipe pile, the core is filled with plain concrete, the residual soil of gravel stones is an alloy bit, and the hard bedrock is an alloy bit or a diamond bit;
(7) dry drilling or core drilling with water is carried out to design the elevation of the pile bottom, and slag is removed by the spiral drill until the thickness of the sediment meets the requirement;
(8) according to the calculated amount, cement mortar or cement paste is injected into the hollow hole in the pile through a pipeline, or a guide pipe is placed, and high-plasticity concrete is injected to the elevation of the design requirement;
(9) immediately hoisting the manufactured prefabricated inner core solid force transmission framework, placing the prefabricated inner core solid force transmission framework from the inside of the hollow hole to the bottom of the hole, and if the prefabricated inner core solid force transmission framework is not placed in place, adopting a hammering or vibration mode to assist in placing until the prefabricated inner core solid force transmission framework reaches a designed position;
(10) checking the actual depth of the cement paste or cement mortar, and supplementing the cement paste or cement mortar in time through a pipeline when the actual depth of the cement paste or cement mortar is insufficient to ensure that the prefabricated inner core solid force transmission framework is completely wrapped and covered by the cementing bonding material; and maintaining for 28 days to form the pile.
The fourth embodiment is a quick-acting construction method for rear rock-socketing of a hammered prestressed pipe pile prefabricated reinforced concrete framework, and the stratum still is filled with rock soil, marine silt, gravel residual soil and hard bedrock, and the concrete implementation steps are as follows:
(1) digging out large stones in the replacement and filling site, leveling the site, and assembling hammering pile sinking equipment;
(2) customizing a first section of pile section with a hollow precast pile socketed pile tip in a factory, maintaining until the strength reaches a design value, transporting to the site, aligning according to the designed pile position, and adjusting the verticality;
(3) prefabricating an inner core reinforced concrete (or steel reinforced concrete or steel pipe concrete) force transmission framework according to the design requirement depth, wherein the outer diameter of the force transmission framework is 40-80mm smaller than the nominal inner diameter of the prestressed pipe pile, lifting points are arranged at the end parts, and protective layer cushion block protrusions are uniformly arranged at the periphery of the prestressed pipe pile every 2.0 meters; if the length of the joint exceeds 12 meters, a reliable joint is arranged in a socket and welding mode, and the joint is arranged to ensure reliable force transmission; during manufacturing, the roundness and the verticality of the force transmission framework of the prefabricated inner core are ensured, and the inner core can be smoothly transferred after pore forming;
(4) hammering and sinking a first section of pile, and preparing pile splicing when the distance from the top end of the first section of pile to the ground surface is 50-100cm, wherein the pile splicing adopts gas pressure shielded welding full welding;
(5) hammering pile sinking, pile splicing and pile hammering into sections in the stratum until hammering bounce and footage are difficult, ensuring that the pile top exposed to the ground is not more than 50cm, and mechanically cutting and cutting piles in time if the pile head exposed to the ground is too high so as to facilitate next process construction;
(6) a down-the-hole drill is put in place, a down-the-hole hammer provided with a drill bit is put in from the hollow interior of the precast pile, the diameter of the outer diameter of the hammer head is 30-50mm smaller than the hollow diameter of the pipe pile, and the plain concrete core, the gravel residual soil and the bedrock at the pile tip part are crushed until the designed hole bottom depth is reached;
(7) primarily deslagging and slag removal by spiral drilling, and cleaning holes and deslagging by circulating air pressure until the holes are clean;
(8) injecting fast hardening cement mortar or fast hardening cement paste or heated sulfur cement or other fast hardening type cementing bonding materials into the hollow hole in the pile through a pipeline according to the calculated dosage;
(9) immediately hoisting the manufactured prefabricated inner core solid force transmission framework, placing the prefabricated inner core solid force transmission framework from the inside of the hollow hole to the bottom of the hole, and if the prefabricated inner core solid force transmission framework is not placed in place, adopting a hammering or vibration mode to assist in placing the prefabricated inner core solid force transmission framework in place;
(10) checking the actual depth of the cementing and bonding materials such as quick-hardening cement paste or cement mortar and the like, and supplementing in time through a pipeline to ensure that the prefabricated inner core solid force transmission framework is completely wrapped and covered by the cementing and bonding materials; and (5) curing for several days to form the pile.
Although the present invention has been described in detail with reference to the foregoing embodiments, it should be understood by those skilled in the art that various changes and modifications may be made, and equivalents may be substituted for elements thereof without departing from the spirit and scope of the present invention.
Claims (10)
1. The utility model provides a hollow precast pile for rock-socketed which characterized in that: the precast pile comprises a hollow pile body (1) and a rock-socketed pile tip (2), wherein the rock-socketed pile tip (2) comprises a steel pipe pile joint section and a truncated cone-shaped pile tip (204) which is prefabricated by concrete and has a large upper part and a small lower part, the steel pipe pile joint section comprises a thin-wall steel pipe (201), core filling concrete (203) filled in the thin-wall steel pipe (201) and a plurality of stiffening plates (202) welded on the outer wall of the thin-wall steel pipe (201), and the core filling concrete (203) and the truncated cone-shaped pile tip (204) are integrally cast; the hollow parts of the hollow pile body (1) and the thin-wall steel pipe (201) are on the same straight line with the cone-shaped pile tip (204).
2. A hollow precast pile for rock embedding according to claim 1, characterized in that: the rock-socketed pile tip (2) is connected or welded with the hollow pile body (1) and the rock-socketed pile tip (2) through bolts, when the bolts are used for connection, a connecting end plate (205) with a threaded connecting hole is arranged at the butt joint position of the joint section of the steel pipe pile and the hollow pile body (1), and bolt holes are correspondingly arranged on the pile wall of the hollow pile body (1).
3. A rock-socketed hollow precast pile according to claim 1 or 2, characterized in that: the hollow pile body (1) is a prestressed pipe pile or a hollow steel pipe pile or a hollow wallboard pile with a hollow section, and the section of the hollow pile body is a round, square, rectangular, triangular or other polygonal angular pile; the section of the thin-wall steel pipe (201) is matched with the hollow pile body (1); when the hollow pile body (1) is a round hollow pipe pile, the stiffening plates (202) are 4-12 pieces, are uniformly distributed on the outer side of the thin-wall round steel pipe and are fully welded on the outer side of the thin-wall round steel pipe 201 through angle welding seams; when the hollow pile body (1) is a square pile, a rectangular pile or other polygonal corner-shaped piles, a stiffening plate (202) is arranged at each corner; the stiffening plates (202) are uniformly distributed on the outer side of the thin-wall steel pipe (201), and the width of each stiffening plate (202) gradually narrows from one end close to the hollow pile body (1) to the end of the truncated cone-shaped pile tip (204) to form a right-angled trapezoid or a right-angled triangle; the stiffening plate (202) is made of a steel plate which is the same as the thin-wall steel pipe (201) in thickness and material, and the length of the stiffening plate is equal to that of the thin-wall steel pipe (201).
4. A rock-socketed hollow precast pile according to claim 1 or 2, characterized in that: the friction-increasing metal framework (206) is welded on the inner surface of the thin-wall steel pipe (201), the friction-increasing metal framework (206) is made of iron wires or steel bars or hollow steel plate meshes, is welded on the inner surface of the thin-wall steel pipe (201) in a spiral stirrup shape or rivet pile shape or net shape, and is provided with a plurality of protruding parts formed on the inner surface, and the protruding parts are uniformly distributed on the inner wall of the thin-wall steel pipe (201).
5. A rock-socketed hollow precast pile according to claim 1 or 2, characterized in that: the core-filling concrete (203) is plain concrete with the strength grade of C35-C50, the cone-shaped pile tip (204) is an extension section of the core-filling concrete (203), and the diameter of the small bottom surface of the cone is 50-150 mm.
6. A rock-socketed hollow precast pile according to claim 3, characterized in that: the circular thin-wall steel pipe (201) is a straight seam welded pipe, a welded spiral pipe or a seamless steel pipe, the inner diameter of the circular thin-wall steel pipe (201) is at least 30mm larger than the diameter of the hollow part of the hollow pile body (1), and the sum of the diameter of the circular thin-wall steel pipe (201) and the maximum width of the two stiffening plates (202) is smaller than or equal to the outer diameter of the hollow pile body (1).
7. A method for rock-socketing construction using a precast pile according to any one of claims 1 to 6, characterized by comprising the following concrete steps:
(1) clearing underground obstacles influencing pile driving on the surface layer of the field, leveling the field, and assembling hammering or vibrating or static pressure pile driving equipment;
(2) assembling a pile body and a pile tip of the hollow precast pile for rock embedding on site, and positioning according to the designed pile position; or hoisting the finished pile section of the rock-socketed hollow precast pile connected with the pile tip in place, and adjusting the verticality;
(3) sinking a first section of pile by adopting the pile sinking equipment in the step (1) in a hammering or vibration or static pressure mode, preparing pile splicing when the distance from the top end of the first section of pile to the ground surface is 50-100cm, and splicing a pile body of a second section of hollow precast pile by adopting a welding or bolt connection mode;
(4) after pile body pile extension of the second section of hollow precast pile is completed, pile sinking equipment in the step (1) is continuously adopted for pile sinking, and the step (3) is repeated to carry out pile sinking section by section in the stratum by hammering or vibrating or static pressure until the pile is difficult to reach, and the pile top is ensured not to be more than 50cm exposed out of the ground;
(5) after pile sinking is finished, a core drilling machine is adopted, a drill rod and a drill bit matched with the hard stratum and corresponding to the drill rod are put into the hollow part of the pile body of the hollow precast pile, a plain concrete core at the pile tip part, the hard soil layer below the pile tip part and a rock layer are drilled or crushed to the designed pile bottom elevation to form a pile hole of a rock embedding section, and the hole is cleaned until sediment meets the requirement;
(6) manufacturing or preparing a force transmission framework according to design requirements; the force transmission framework is put down to the bottom of a pile hole of the rock-socketed section from the hollow center of a pile body of the hollow precast pile, and a cementing bonding material is injected until the height required by the design is maintained to the design strength, so that the construction of the hollow precast rock-socketed pile is completed; or firstly, cementing and bonding materials are injected into the pile hole of the rock-socketed section and the pile body section of the hollow precast pile to the height required by the design, and then the force transmission framework is lowered to be maintained to the design strength, so that the construction of the hollow precast rock-socketed pile is completed.
8. A method of rock-socketing construction using precast piles as set forth in claim 7, wherein: and (3) adopting an impact drilling machine, a rotary drilling machine or an impact rotary combined drilling machine as the core drilling machine in the step (5), wherein the core drilling machine comprises a common geological exploration drilling machine, a down-the-hole impact drilling machine, a top hammer impact drilling machine, a hydraulic rock drilling machine and an anchor rod hole-forming drilling machine.
9. A method of rock-socketing construction using precast piles as set forth in claim 7, wherein: the force transmission framework in the step (6) is formed by a steel reinforcement cage, or section steel, or a section steel combined component, or a steel pipe concrete prefabricated component, or a steel reinforced concrete prefabricated component, or a reinforced concrete prefabricated component or a steel strand, and the length of the force transmission framework at least exceeds the bottom of the hollow prefabricated pile body at the lowest end by 2.0 meters; and a positioning protection cushion block is arranged on the outer side of the force transmission framework, and a cementing bonding material filling pipeline is arranged when the force transmission framework is arranged firstly.
10. A method of rock-socketing construction using precast piles as set forth in claim 7, wherein: the cementing and bonding material in the step (6) adopts common cement-based inorganic cementing and bonding material or resin organic cementing and bonding material or other composite cementing and bonding material, and the cementing and bonding material completely wraps and covers the force transmission framework; the common cement-based inorganic cementing bonding material comprises high-strength cement paste, high-strength mortar and high-strength concrete; the resin organic cementing and bonding material comprises various epoxy resins; the other composite type cementing and bonding materials comprise sulfur plaster or high-strength grouting material.
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| CN113774903A (en) * | 2021-09-18 | 2021-12-10 | 湖南省通和工程有限公司 | Composite treatment construction method for miniature grouting steel pipe pile |
| CN114657967A (en) * | 2022-03-10 | 2022-06-24 | 浙江新盛建设集团有限公司 | Temporary concrete road reinforcing device for construction of soft soil layer |
| CN114855769A (en) * | 2022-06-09 | 2022-08-05 | 山西八建集团有限公司 | Rotary assembly type foundation treatment steel pipe pile and construction method |
| CN114960624A (en) * | 2022-04-19 | 2022-08-30 | 建研地基基础工程有限责任公司 | Construction method of prestressed pipe pile |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN112921998A (en) * | 2021-02-08 | 2021-06-08 | 浙江华东工程咨询有限公司 | Cofferdam enclosure slope-making foundation pit excavation method suitable for deep sludge covering layer |
| CN112921998B (en) * | 2021-02-08 | 2022-05-24 | 浙江华东工程咨询有限公司 | Cofferdam enclosure slope-making foundation pit excavation method suitable for deep sludge covering layer |
| CN113774903A (en) * | 2021-09-18 | 2021-12-10 | 湖南省通和工程有限公司 | Composite treatment construction method for miniature grouting steel pipe pile |
| CN113774903B (en) * | 2021-09-18 | 2023-09-15 | 湖南省通和工程有限公司 | Composite treatment construction method for miniature grouting steel pipe pile |
| CN114657967A (en) * | 2022-03-10 | 2022-06-24 | 浙江新盛建设集团有限公司 | Temporary concrete road reinforcing device for construction of soft soil layer |
| CN114657967B (en) * | 2022-03-10 | 2024-04-16 | 浙江新盛建设集团有限公司 | Temporary concrete road reinforcing device for soft soil layer construction |
| CN114960624A (en) * | 2022-04-19 | 2022-08-30 | 建研地基基础工程有限责任公司 | Construction method of prestressed pipe pile |
| CN114855769A (en) * | 2022-06-09 | 2022-08-05 | 山西八建集团有限公司 | Rotary assembly type foundation treatment steel pipe pile and construction method |
| CN117364756A (en) * | 2023-11-03 | 2024-01-09 | 中交第四航务工程局有限公司 | PHC oblique rock-socketed pile construction method |
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