CN110924383A - Construction method of pressurized cast-in-place pile based on reinforced fibers and metakaolin - Google Patents
Construction method of pressurized cast-in-place pile based on reinforced fibers and metakaolin Download PDFInfo
- Publication number
- CN110924383A CN110924383A CN201911048649.XA CN201911048649A CN110924383A CN 110924383 A CN110924383 A CN 110924383A CN 201911048649 A CN201911048649 A CN 201911048649A CN 110924383 A CN110924383 A CN 110924383A
- Authority
- CN
- China
- Prior art keywords
- pile
- concrete
- equal
- soil
- drill rod
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
-
- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B28/00—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements
- C04B28/001—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements containing unburned clay
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/14—Pile framings, i.e. piles assembled to form the substructure
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02P—CLIMATE CHANGE MITIGATION TECHNOLOGIES IN THE PRODUCTION OR PROCESSING OF GOODS
- Y02P40/00—Technologies relating to the processing of minerals
- Y02P40/10—Production of cement, e.g. improving or optimising the production methods; Cement grinding
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Chemical & Material Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- Ceramic Engineering (AREA)
- Dispersion Chemistry (AREA)
- Chemical Kinetics & Catalysis (AREA)
- Inorganic Chemistry (AREA)
- Materials Engineering (AREA)
- Organic Chemistry (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a construction method of a pressurized cast-in-place pile based on reinforced fibers and metakaolin, which is characterized in that the tensile property and the ductility of concrete are improved by utilizing fiber reinforced materials such as steel fibers and geopolymer materials mainly comprising metakaolin, construction waste and coarse-grained soil on the surface are removed by excavating a foundation pit on the surface, the construction quality of the concrete on the top of the pile is ensured by a top steel casing, a hollow drill rod is driven by a power device to drill in foundation soil to a designed elevation, then the hollow drill rod is rotated reversely, and a composite concrete material added with fibers and metakaolin is poured into a cavity on the top of the drill rod and the hollow drill rod by pressurizing through a ground pump in the lifting process to form a pile body, and finally embedded steel bars are inserted. The method has the advantages of no need of mud for wall protection, no sediment, no mud pollution, high construction speed, low manufacturing cost, high filling rate of the pile body and no rear inserted reinforcement cage. The method is suitable for pile foundations with pile diameters of 400-800 mm and drilling depths within 30 m.
Description
Technical Field
The invention relates to a construction method of a pressurized cast-in-place pile foundation based on reinforced fibers and geopolymers, belonging to the technical field of civil engineering.
Background
The common slurry retaining wall bored pile has the defects of complex process, poor stability of concrete quality and bearing capacity of a pile body, high probability of quality accidents, low pile bearing capacity caused by the lubricating effect of mud skin and the cushion effect of sediment at the bottom of a hole, low construction efficiency, slurry pollution to ecological environment and the like. In order to overcome the problems of the common bored pile, China innovates on the basis of the long bored pile from the 90 th generation of the 20 th century, for example, the long bored pile is bored to the designed elevation by a long auger drilling machine in the composite foundation of the spiral soil-lifting pressure-grouting cement mortar pile and the construction technology thereof (publication No. CN 1233696A) proposed by the Cao Zengguo and the like in 1999, and cement mortar is conveyed into the hole by a concrete conveying pump through a drill bit to form a pile body. In foreign countries, the pile type has been adopted for more than 30 years, but no scientific bar inserting method is available, and meanwhile, the popularization and application of the technology are influenced because the existing quality inspection method and process are not completely suitable.
Geopolymers are novel gelled materials using natural minerals, solid wastes, artificial silica-alumina compounds, etc. as raw materials, and are called "green gelled materials in the 21 st century". Among them, metakaolin (metakaolin) is the most widely used polymer in the field of civil engineering, and has recently come to be used as an external material for high-strength concrete. According to research, the metakaolin 10-15% replaces cement base material, and can improve the tensile strength of concrete by 1.3 times and the compressive strength by 2.0 times. The concrete is doped with the steel fiber in a certain proportion, so that the compressive strength, the tensile strength, the toughness and the carbonization resistance of the concrete can be improved, and the concrete can be applied to the construction of a plurality of special projects which cannot improve the strength by using the steel bar.
The following ideas are involved: the characteristics of poor tensile property and poor ductility of concrete are improved by using fiber reinforced materials such as steel fibers, polypropylene fibers, carbon fibers or basalt fibers; the geopolymer (geopolymer for short) which takes the natural mineral metakaolin as the raw material is utilized to improve the tensile strength, the compressive strength and the durability of the concrete; the construction method of the pressurized grouting pile foundation based on the reinforced fiber and the geopolymer is provided by utilizing the characteristics of no need of slurry wall protection, no sediment, no slurry pollution, high construction speed, lower construction cost and high filling rate of the pile body in the construction method of the drilled pressurized grouting pile.
Disclosure of Invention
In order to solve the defects of low quality, construction engineering mud pollution, complex process and high manufacturing cost of the traditional cast-in-place pile, the invention provides a construction method of a pressurized cast-in-place pile based on reinforced fibers and metakaolin.
The purpose of the invention is realized by adopting the following technical scheme:
the characteristics of poor tensile property and poor ductility of concrete are improved by using fiber reinforced materials such as steel fibers, polypropylene fibers, carbon fibers or basalt fibers; the geopolymer (geopolymer for short) which takes the natural mineral metakaolin as the raw material is utilized to improve the tensile strength, the compressive strength and the durability of the concrete; the characteristics of no need of slurry wall protection, no sediment, no slurry pollution, high construction speed, lower manufacturing cost and high filling rate of a pile body are utilized in the construction method of the drilling pressure-grouting pile, and the pressure-grouting pile foundation based on the reinforced fiber and the geopolymer is provided. The foundation is suitable for pile foundations with the pile diameter requirement of 400-800 mm and the drilling depth within 30 m.
The specific operation steps are as follows:
the first step is as follows: and (4) performing fixed-point paying-off according to the specific pile position, wherein the pile position measurement error is not more than 10 mm. A circular foundation pit which is 300mm larger than the designed pile diameter is dug by taking the center point of the pile position as the circle center, the depth is based on removing construction waste and stones on the surface, and a steel pile casing (the diameter of the pile casing is D +200mm, and D is the diameter of the construction pile) is vertically fixed at the pile position. The center deviation of the pile casing is required to be not more than 2cm, and the inclination is required to be not more than 0.5%. After correction, the outside of the casing is buried with plain soil to ensure that the casing does not float upwards and shift during drilling.
The second step is that: the foundation of the pile machine operation area is processed, and the bearing capacity of the foundation is required to reach 160kN/m 2. The drill rig is stable in bedding, the machine body is smooth, and the drill rod is vertical, stable and firm. The lower end of the drill rod is 10-20 cm away from the ground, and the drill bit is aligned to the pile position. The deviation of the drill point and the pile point is not more than 10 mm. The verticality is controlled within 1 percent.
The third step: the drill is started and the drill bit is lowered at a steady speed. The drilling speed is determined according to the soil layer conditions: the miscellaneous fill and coarse soil are controlled at 1.0m/min, and the soft clay, silt and sandy soil are controlled at 1.5 m/min. In the construction process, the rotation direction of a drilling machine is not required to be changed or a drill rod is required to be lifted, the drill rod is rotated while hole-side muck is removed so as to prevent soil blocks from falling into the drill rod during lifting, and a theodolite is used for correcting the verticality (less than or equal to 1%) in the drilling process. And stopping the drilling machine from tunneling after the drill reaches the designed elevation.
The fourth step: and reinforcing fibers and geopolymer concrete are arranged. Wherein the geopolymer is metakaolin with the particle size of less than or equal to 0.045mm, and the doping amount is 60-70 kg/m 3; the reinforced fiber is a steel fiber with the length less than or equal to 2cm, the tensile strength is required to be more than or equal to 500MPa, the elongation at break is not less than 10%, and the doping amount is 15-20 kg/m 3; the particle size of the coarse aggregate is 5-25 mm; the slump is 180 mm-220 mm; the initial setting time is more than or equal to 6 hours.
The fifth step: and stopping lifting the drill pipe after the drill pipe is lifted for 200mm, and starting to use the ground pump to convey the reinforcing fibers and the geopolymer concrete. The maximum pressure of the pumped concrete is 2MPa and is not less than 1 MPa. When the pumped concrete enables the drill rod to be buried in the concrete liquid level to reach at least 500mm, the drill is continuously lifted, the lifting speed is less than or equal to 2m/min, and meanwhile, the concrete is continuously pumped under the pressure of 1-2 MPa. In the pumping process, the distance between the ground pump and the drilling machine is controlled within 60m, the concrete is continuously stirred, the height of the concrete in the top hopper is kept to be more than or equal to 40cm, and a drill bit is guaranteed to be buried below the concrete surface to be not less than 1m all the time. The filling rate (the ratio of the volume of concrete actually poured to the theoretical volume of the pile body calculated according to the designed diameter and the depth of the pile body) of the poured reinforcing fiber and the geopolymer concrete is required to be 1.1-1.2. When the filling pressure is lower than the static side pressure sigma x ═ K0 gammaz (where sigma x is the horizontal pressure of the soil body, K0 is the static side pressure coefficient, gamma is the gravity of the soil, and z is the depth of the soil), and the filling coefficient is less than 1 at the same time, it indicates that the diameter reduction phenomenon may occur at the part. At the moment, the pile body can be grouted again by adopting measures of reducing lifting speed and increasing grouting pressure.
And a sixth step: and when the poured concrete exceeds the pile top by 500-1000 mm, inserting a reinforcement cage, and taking the concrete as embedded reinforcements connected with the bearing platform, wherein the anchoring length is more than or equal to 100cm, and the concrete stretches out of the pile top by 100 cm. And finishing construction.
The invention has the beneficial effects that:
(1) the bearing capacity characteristic value of a single pile can reach over 1200 kN;
(2) the pile can be formed under the complex geological conditions of soft soil, a sand flow layer, a sand and gravel layer, underground water and the like;
(3) a mud pool and a sedimentation pool are not required to be arranged, so that temporary land is reduced, mud pollution is avoided, and the requirements of environmental protection and green construction technical standards are met;
(4) the concrete is compact, and has the functions of infiltration and compaction to the soil around the pile hole, and the side frictional resistance of the pile is improved, so that the single pile has high bearing capacity and strong pulling resistance.
(5) The pile body is made of reinforced fiber, geopolymer and concrete composite materials, the strength of the pile body is improved, the post-inserted reinforcement cage does not need to be arranged in the whole length of the pile body, the economy is high, and the construction method is simple and easy.
Drawings
FIG. 1 is a schematic view of the construction process of the present invention.
Wherein: a circular foundation pit 1; a steel casing 2; a power plant 3; a hollow drill rod 4; a top end cavity 5; a ground pump 6; reinforcing fibers and geopolymer piles 7; and embedding the steel bars 8.
Detailed Description
The method is characterized in that a fiber reinforced material and natural mineral metakaolin are utilized to improve the tensile property and ductility of concrete, a drilling pressurization filling pile construction method is combined, a foundation pit 1 is excavated on the surface, surface construction waste and coarse-grained soil are removed, a steel casing 2 is used to ensure the construction quality of the concrete on the top of a pile, a power device 3 is used to drive a hollow drill rod 4, forward rotation is carried out in foundation soil to the designed elevation of the bottom of the designed pile, then the hollow drill rod 4 is rotated reversely, a composite concrete material with fibers and metakaolin is filled into a cavity 5 and the hollow drill rod 4 through pressurization of a ground pump 6 in the lifting process, a pile body 7 is formed, and finally embedded steel bars 8 are inserted. As shown in fig. 1, the specific steps are as follows:
a. and (4) performing fixed-point paying-off according to the specific pile position, wherein the pile position measurement error is not more than 10 mm. A circular foundation pit 1 which is 300mm larger than the designed pile diameter is dug by taking the center point of the pile position as the circle center, the depth is based on clearing away construction waste and stones on the surface, and a steel pile casing 2 (the diameter of the pile casing is D +200mm, and D is the diameter of the construction pile) is vertically fixed at the pile position. The center deviation of the pile casing is required to be not more than 2cm, and the inclination is required to be not more than 0.5%. After correction, the outside of the casing is buried with plain soil to ensure that the casing does not float upwards and shift during drilling.
b. The foundation of the pile machine operation area is processed, and the bearing capacity of the foundation is required to reach 160kN/m 2. The drill rig is stable in bedding, the machine body is smooth, and the drill rod 4 is vertical, stable and firm. The lower end of the drill rod 4 is 10-20 cm away from the ground, and a drill bit is aligned to a pile position. The bit must not be offset from the pile point by more than 10 mm. The verticality is controlled within 1 percent.
c. The power unit 3 is activated to lower the drill rod 4 at a steady speed. The drilling speed is determined according to the soil layer conditions: the miscellaneous fill and coarse soil are controlled at 1.0m/min, and the soft clay, silt and sandy soil are controlled at 1.5 m/min. In the construction process, the rotation direction of a drilling machine is not required to be changed or a drill rod is required to be lifted, the drill rod 4 is rotated while hole-side muck is removed so as to prevent soil blocks from falling into the drill rod during lifting, and a theodolite is required to be used for correcting the verticality (less than or equal to 1%) in the drilling process. And stopping the drilling machine from tunneling after the drill reaches the designed elevation.
d. And reinforcing fibers and geopolymer concrete are arranged. Wherein the geopolymer is metakaolin with the particle size of less than or equal to 0.045mm, and the doping amount is 60-70 kg/m 3; the reinforced fiber is steel fiber, polypropylene fiber, carbon fiber or basalt fiber with the length less than or equal to 2cm, the tensile strength is required to be more than or equal to 500MPa, the elongation at break is not less than 10%, and the doping amount is 15-20 kg/m 3; the particle size of the coarse aggregate is 5-25 mm; the slump is 180 mm-220 mm; the initial setting time is more than or equal to 6 hours.
e. After the drill rod is lifted by 200mm, the hollow drill rod 4 stops being lifted, and the pump 6 is used for conveying the reinforcing fibers and the geopolymer concrete to the cavity 5 and the hollow drill rod 4 to form the pile body 7. The maximum pressure of the pumped concrete is 2MPa and is not less than 1 MPa. When the pumped concrete enables the drill rod to be buried in the concrete liquid level to reach at least 500mm, the drill is continuously lifted, the lifting speed is less than or equal to 2m/min, and meanwhile, the concrete is continuously pumped under the pressure of 1-2 MPa. In the pumping process, the distance between the ground pump and the drilling machine is controlled within 60m, the concrete is continuously stirred, the height of the concrete in the top hopper is kept to be more than or equal to 40cm, and a drill bit is guaranteed to be buried below the concrete surface to be not less than 1m all the time. The filling rate (the ratio of the volume of concrete actually poured to the theoretical volume of the pile body calculated according to the designed diameter and the depth of the pile body) of the poured reinforcing fiber and the geopolymer concrete is required to be 1.1-1.2. When the filling pressure is lower than the static side pressure sigma x ═ K0 gammaz (where sigma x is the horizontal pressure of the soil body, K0 is the static side pressure coefficient, gamma is the gravity of the soil, and z is the depth of the soil), and the filling coefficient is less than 1 at the same time, it indicates that the diameter reduction phenomenon may occur at the part. At the moment, the pile body can be grouted again by adopting measures of reducing lifting speed and increasing grouting pressure.
f. When the poured concrete is 500-1000 mm above the pile top, the embedded steel bars 8 are inserted later, the anchoring length is more than or equal to 100cm, and the concrete stretches out of the pile top by 100cm and serves as the embedded steel bars connected with the bearing platform. And finishing construction.
The invention relates to a construction method of a pressurized cast-in-place pile based on reinforced fibers and metakaolin, which is characterized in that the tensile property and the ductility of concrete are improved by utilizing fiber reinforced materials such as steel fibers and geopolymer materials mainly comprising metakaolin, construction waste and coarse-grained soil on the surface are removed by excavating a foundation pit on the surface, the construction quality of the concrete on the top of the pile is ensured by a top steel casing, a hollow drill rod is driven by a power device to drill in foundation soil to a designed elevation, then the hollow drill rod is rotated reversely, and a composite concrete material added with fibers and metakaolin is poured into a cavity on the top of the drill rod and the hollow drill rod by pressurizing through an earth pump in the lifting process to form a pile body, and finally embedded steel bars are inserted. The method has the advantages of no need of mud for wall protection, no sediment, no mud pollution, high construction speed, low manufacturing cost, high filling rate of the pile body and no rear inserted reinforcement cage. The method is suitable for pile foundations with pile diameters of 400-800 mm and drilling depths within 30 m.
Finally, it should be noted that: although the present invention has been described in detail with reference to the foregoing embodiments, it will be apparent to those skilled in the art that changes may be made in the embodiments and/or equivalents thereof without departing from the spirit and scope of the invention. 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 (2)
1. A construction method of a pressurized cast-in-place pile based on reinforced fibers and metakaolin is characterized by comprising the following steps:
1) performing fixed-point paying-off according to a specific pile position, wherein the measurement error of the pile position is not more than 10mm, digging a circular foundation pit which is 300mm larger than the designed pile diameter by taking the center point of the pile position as the center of a circle, taking the depth as the standard of removing surface construction waste and stones, and vertically fixing a steel pile casing (the diameter of the pile casing is D +200mm, and D is the diameter of a construction pile) at the pile position; the center deviation of the pile casing is required to be not more than 2cm, and the inclination is required to be not more than 0.5%; after correction, burying the outer side of the pile casing with plain soil to ensure that the pile casing does not float upwards and shift during drilling;
2) processing the foundation of the pile machine operation area, wherein the bearing capacity of the foundation is required to reach 160kN/m 2; the drill rig is stable in bedding, the machine body is smooth, and the drill rod is vertical, stable and firm; the lower end of the drill rod is 10-20 cm away from the ground, the drill bit is aligned to the pile position, the deviation between the drill point and the pile point is not more than 10mm, and the verticality is controlled within 1%;
3) starting the drilling machine, descending the drill bit at a stable speed, wherein the drilling speed is determined according to the soil layer condition: the miscellaneous fill and coarse soil are controlled at 1.0m/min, and the soft clay, silt and sandy soil are controlled at 1.5 m/min; in the construction process, the rotation direction of a drilling machine is not required to be changed or a drill rod is required to be lifted, the drill rod is rotated while hole-side muck is removed so as to prevent soil blocks from falling in when the drill rod is lifted, a theodolite is used for correcting the verticality (less than or equal to 1 percent) in the drilling process, and the drilling machine is stopped tunneling after the drill reaches the designed elevation;
4) preparing reinforcing fibers and geopolymer concrete; wherein the geopolymer is metakaolin with the particle size of less than or equal to 0.045mm, and the doping amount is 60-70 kg/m 3; the reinforced fiber is a steel fiber with the length less than or equal to 2cm, the tensile strength is required to be more than or equal to 500MPa, the elongation at break is not less than 10%, and the doping amount is 15-20 kg/m 3; the particle size of the coarse aggregate is 5-25 mm; the slump is 180 mm-220 mm; the initial setting time is more than or equal to 6 hours;
5) stopping lifting the drill pipe after the drill pipe is lifted for 200mm, and conveying the reinforced fibers and the geopolymer concrete by using a geopump; the maximum pressure of the pumped concrete is 2MPa and not less than 1 MPa; when the pumped concrete enables the drill rod to be buried in the concrete liquid level to reach at least 500mm, the drill is continuously lifted, the lifting speed is less than or equal to 2m/min, and meanwhile, the concrete is continuously pumped under the pressure of 1-2 MPa; in the pumping process, the distance between the ground pump and the drilling machine is controlled within 60m, the concrete is continuously stirred, the height of the concrete in the top hopper is kept to be more than or equal to 40cm, and a drill bit is guaranteed to be buried below the concrete surface and is not less than 1m all the time; the filling rate of the reinforcing fiber and the geopolymer concrete required to be poured is 1.1-1.2; when the grouting pressure is lower than the static side pressure sigma x ═ K0 gammaz (wherein sigma x is the horizontal pressure of the soil body, K0 is the static side pressure coefficient, gamma is the gravity of the soil, and z is the depth of the soil), and the filling coefficient is less than 1 at the same time, it indicates that the part is likely to have the diameter reduction phenomenon, at the moment, the measures of reducing the lifting speed and increasing the grouting pressure can be adopted to re-grout the section of pile body;
6) and when the poured concrete is 500-1000 mm above the pile top, inserting a reinforcement cage, extending the top of the pile by 100cm to serve as an embedded reinforcement connected with the bearing platform, and finishing construction.
2. The construction method of the pressurized pile according to claim 1, wherein the pile body (7) is made of materials including: the geopolymer is metakaolin with the particle size of less than or equal to 0.045mm, and the doping amount is 60-70 kg/m 3; the reinforced fiber is a steel fiber with the length less than or equal to 2cm, the tensile strength is required to be more than or equal to 500MPa, the elongation at break is not less than 10%, and the doping amount is 15-20 kg/m 3; the particle size of the coarse aggregate is 5-25 mm; the slump is 180 mm-220 mm; the initial setting time is more than or equal to 6 hours.
Priority Applications (3)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201911048649.XA CN110924383A (en) | 2019-10-31 | 2019-10-31 | Construction method of pressurized cast-in-place pile based on reinforced fibers and metakaolin |
| AU2020376449A AU2020376449B2 (en) | 2019-10-31 | 2020-09-15 | Construction method of pressurized grouting pile based on reinforcing fiber and metakaolin |
| PCT/CN2020/115195 WO2021082767A1 (en) | 2019-10-31 | 2020-09-15 | Method for constructing reinforced fiber and metakaolin-based pressurized cast-in-place pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201911048649.XA CN110924383A (en) | 2019-10-31 | 2019-10-31 | Construction method of pressurized cast-in-place pile based on reinforced fibers and metakaolin |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN110924383A true CN110924383A (en) | 2020-03-27 |
Family
ID=69849962
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201911048649.XA Pending CN110924383A (en) | 2019-10-31 | 2019-10-31 | Construction method of pressurized cast-in-place pile based on reinforced fibers and metakaolin |
Country Status (3)
| Country | Link |
|---|---|
| CN (1) | CN110924383A (en) |
| AU (1) | AU2020376449B2 (en) |
| WO (1) | WO2021082767A1 (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2021082767A1 (en) * | 2019-10-31 | 2021-05-06 | 国家电网有限公司 | Method for constructing reinforced fiber and metakaolin-based pressurized cast-in-place pile |
| CN114703831A (en) * | 2022-04-20 | 2022-07-05 | 山西四建集团有限公司 | Construction method of reinforced concrete cast-in-place pile under complex geological condition |
Families Citing this family (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114182721B (en) * | 2021-12-22 | 2023-04-07 | 新疆路桥建设集团有限公司 | Construction method for bearing casing bored pile and pouring pile of raft at collapsible loess section |
| CN114351692B (en) * | 2022-01-26 | 2023-08-18 | 江苏海洋大学 | Composite stiffening core pile for soft soil reinforcement and forming mode |
| CN114591034B (en) * | 2022-02-26 | 2022-09-30 | 深圳市和志诚环保建材有限公司 | Compression strength enhanced type muck building block and preparation method thereof |
| CN114737568A (en) * | 2022-05-13 | 2022-07-12 | 北京中岩大地环境科技有限公司 | Trenchless PRB construction method for underground water pollution |
| CN114855781B (en) * | 2022-05-18 | 2024-03-22 | 筑邦建设集团股份有限公司 | Construction method of building pile foundation |
| CN115198770A (en) * | 2022-07-25 | 2022-10-18 | 浙江易通特种基础工程股份有限公司 | Positioning pile casing device and static drilling rooted pile construction method using same |
| CN116451329B (en) * | 2023-06-14 | 2023-08-22 | 中铁二十三局集团第一工程有限公司 | Parameter design method for composite support of steel pipe pile and cast-in-situ pile |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB1476543A (en) * | 1975-02-10 | 1977-06-16 | Turzillo L | Apparatus for and method of forming a pile or the like in situ |
| CN104631438A (en) * | 2015-01-27 | 2015-05-20 | 安徽同济建设集团有限责任公司 | Method for constructing long auger bored cast-with-pressure concrete uplift pile |
Family Cites Families (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR101014869B1 (en) * | 2010-01-13 | 2011-02-15 | 전남대학교산학협력단 | Alkali-activated binder with no cement including complex alkali-activated agents and mortar or concrete composition using the same |
| CN108677932B (en) * | 2018-05-29 | 2020-09-01 | 河北建设勘察研究院有限公司 | Construction method of red mud coal ash geopolymer pile with pile body capable of being heated |
| CN108675699A (en) * | 2018-06-11 | 2018-10-19 | 浙江大学 | A kind of corrosion-resistant geopolymer filling concrete pile material and preparation method thereof and construction technology |
| CN110255996B (en) * | 2019-07-22 | 2021-10-01 | 神木市万盛隆能源发展有限公司 | Fly ash geopolymer concrete and preparation method thereof |
| CN110924383A (en) * | 2019-10-31 | 2020-03-27 | 国家电网有限公司 | Construction method of pressurized cast-in-place pile based on reinforced fibers and metakaolin |
-
2019
- 2019-10-31 CN CN201911048649.XA patent/CN110924383A/en active Pending
-
2020
- 2020-09-15 WO PCT/CN2020/115195 patent/WO2021082767A1/en active Application Filing
- 2020-09-15 AU AU2020376449A patent/AU2020376449B2/en active Active
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB1476543A (en) * | 1975-02-10 | 1977-06-16 | Turzillo L | Apparatus for and method of forming a pile or the like in situ |
| CN104631438A (en) * | 2015-01-27 | 2015-05-20 | 安徽同济建设集团有限责任公司 | Method for constructing long auger bored cast-with-pressure concrete uplift pile |
Non-Patent Citations (5)
| Title |
|---|
| 中国二十冶建设有限公司: "《浦钢搬迁4200mm宽厚板工程施工技术》", 31 July 2009, 同济大学出版社 * |
| 全国造价工程师执业资格考试培训教材编审委员会: "《建设工程技术与计量 土木建筑工程 2017年版》", 31 May 2017, 全国中国计划出版社 * |
| 孟文清等: "《缩径现代建筑施工新技术》", 30 June 2010, 黄河水利出版社 * |
| 杨嗣信: "《建筑业重点推广新技术应用手册》", 30 April 2003, 中国建筑工业出版社 * |
| 许金余等: "《地聚合物基快速修补材料的性能与应用》", 31 December 2017, 西北工业大学出版社 * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2021082767A1 (en) * | 2019-10-31 | 2021-05-06 | 国家电网有限公司 | Method for constructing reinforced fiber and metakaolin-based pressurized cast-in-place pile |
| CN114703831A (en) * | 2022-04-20 | 2022-07-05 | 山西四建集团有限公司 | Construction method of reinforced concrete cast-in-place pile under complex geological condition |
Also Published As
| Publication number | Publication date |
|---|---|
| AU2020376449A1 (en) | 2021-06-03 |
| WO2021082767A1 (en) | 2021-05-06 |
| AU2020376449B2 (en) | 2021-10-14 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| AU2020376449B2 (en) | Construction method of pressurized grouting pile based on reinforcing fiber and metakaolin | |
| CN102086645B (en) | Socketed pile and construction method thereof | |
| WO2018210019A1 (en) | Pile formation method for down-the-hole impact rotary jet composite piles | |
| CN105672348A (en) | Construction method for cropping bridge pile foundation at sandy gravel stratum of abyssal region | |
| CN110735600B (en) | Mechanical pore-forming pile construction process for karst geology | |
| CN101899828B (en) | Construction method of bagged rammed small-diameter soil-cement pile composite foundation | |
| CN107513994A (en) | One kind segmentation becomes supporting rotary digging stake and its construction method without leave | |
| CN206070508U (en) | Device for reinforcing foundation | |
| CN106907157B (en) | A kind of shield machine normal pressure opens the cabin operation construction method | |
| CN106812149A (en) | A kind of construction method of pile foundation | |
| CN103195060B (en) | Soft soil foundation prestressing bolt anchorage structure and uses thereof | |
| CN111676987A (en) | Construction method for backfilling construction of construction fertilizer tank by vibrating, slurry-flushing and ramming method | |
| CN104762956A (en) | Method for forming novel pile based on construction waste recycled aggregate | |
| CN113445516A (en) | Drilling and pouring type cement soil pile and construction method thereof | |
| CN203594023U (en) | Enhanced type long auger drilling pressure-grouting concrete pile | |
| CN113914304A (en) | CFG pile long spiral drill hole core pipe pumping mixture pouring pile-forming construction method | |
| CN110965549B (en) | Cast-in-situ bored pile construction method | |
| CN103790148A (en) | Combined treatment construction method for collapsible loess foundation | |
| CN108867279B (en) | Soft soil roadbed municipal road construction method | |
| CN101892665A (en) | Construction method for grouting and vibro-replacement stone pile composite foundation | |
| CN201560425U (en) | Socketed pile | |
| CN219527659U (en) | Shallow buried groundwater level and soft soil layer pit-in-pit structure | |
| CN113944182B (en) | Reinforcement treatment construction method under complex geological condition of high-grade extreme racetrack | |
| CN102433901B (en) | Repair and treatment method of prestressed pipe pile with bending and breaking defects | |
| CN202298677U (en) | Bending crack disease pile repairing device for prestress pipe pile |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20200327 |