CN113774903B - Composite treatment construction method for miniature grouting steel pipe pile - Google Patents
Composite treatment construction method for miniature grouting steel pipe pile Download PDFInfo
- Publication number
- CN113774903B CN113774903B CN202111097972.3A CN202111097972A CN113774903B CN 113774903 B CN113774903 B CN 113774903B CN 202111097972 A CN202111097972 A CN 202111097972A CN 113774903 B CN113774903 B CN 113774903B
- Authority
- CN
- China
- Prior art keywords
- grouting
- hole
- steel
- construction
- holes
- 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.)
- Active
Links
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
-
- 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
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/62—Compacting the soil at the footing or in or along a casing by forcing cement or like material through tubes
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a construction method for composite treatment of a miniature grouting steel pipe pile, which comprises the following steps: s1, sealing a road and dredging traffic according to highway construction requirements; isolating a construction site according to highway construction requirements, setting a construction warning mark at a position 2km in front of the construction site along the direction of a road, and making a safety protection mark in the construction area to perform local road sealing and traffic control on the construction site; s2, hole site arrangement and marking; examining the longitudinal cracking degree of the pavement, determining the number of holes and marking; s3, positioning a drilling machine and grouting equipment; 1 crawler-type jumbolter, 1 14M3 air compressor and 2 100B impacters are selected; s4, drilling holes; drilling holes for one time to reach the designed length, adopting dry hole operation, wherein the inclination angle error of the hole forming angle of the anchor rod is +/-0.5 degrees, and the azimuth angle error is +/-1 degree; s5, burying a steel flower pipe; the steel floral tube was buried 20cm from the bottom of the hole according to the hole depth.
Description
Technical Field
The invention relates to the technical field of road construction, in particular to a composite treatment construction method for miniature grouting steel pipe piles.
Background
The miniature grouting steel pipe pile is used as a novel retaining structure, and the steel pipe pile and the grouting body are combined for use. Through static pressure grouting, the original place where the pile wall is not well contacted with the surrounding soil layer is filled with the cement slurry which is forced to be pressed in, so that the pile side is well contacted with the soil body around the pile. For a certain substrate stress, the substrate stress share born by the micro grouting steel pipe pile is increased, the substrate stress share born by the soil between piles is naturally reduced, and the bearing capacity of foundation soil is naturally improved. The length of the grouting steel pipe is fixed, the depth of the grouting steel pipe buried underground needs to be longer than the depth of the grouting steel pipe buried underground according to the field condition, the pipe body higher than the ground needs to be cut and polished to be flush with the ground after grouting, and a cutting machine needs to be operated as close to the ground as possible in the process, so that the grouting steel pipe is not easy to operate, and the pavement is possibly damaged to be filled in later period.
Disclosure of Invention
Aiming at the defects existing in the prior art, the invention aims to provide a construction method for composite treatment of a miniature grouting steel pipe pile.
In order to achieve the above purpose, the present invention provides the following technical solutions:
the construction method for the composite treatment of the miniature grouting steel pipe pile comprises the following steps:
s1, sealing a road and dredging traffic according to highway construction requirements; isolating a construction site according to highway construction requirements, setting a construction warning mark at a position 2km in front of the construction site along the direction of a road, and making a safety protection mark in the construction area to perform local road sealing and traffic control on the construction site;
s2, hole site arrangement and marking; examining the longitudinal cracking degree of the pavement, determining the number of holes and marking;
s3, positioning a drilling machine and grouting equipment; 1 crawler-type jumbolter, 1 14M3 air compressor, 2 100B impactors, 1 high-pressure grouting pump piston grouting pump and 1 high-speed electric double-layer pulping machine are selected;
s4, drilling holes; drilling holes for one time to reach the designed length, adopting dry hole operation, wherein the inclination angle error of the hole forming angle of the anchor rod is +/-0.5 degrees, and the azimuth angle error is +/-1 degree;
s5, burying a steel flower pipe; burying a steel floral tube into a position 20cm away from the bottom of the hole according to the hole depth, and clamping a limiting mechanism at the position where the steel floral tube is exposed out of the ground;
s6, cutting and flattening; cutting the steel floral tube along the top of the limiting and limiting mechanism, and disassembling the limiting mechanism after cutting is completed and driving the steel floral tube into the bottom of the hole until the steel floral tube is flush with the ground.
S7, preparing slurry; cement with the water-cement ratio of 0.5:1 is selected;
s8, grouting; the grouting sequence is that firstly, the outermost inclined holes and the hole sites at the two ends form a grouting curtain, then the hole sites around the pavement crack are grouted, the grouting is carried out by adopting a single-liquid grouting system, the grouting is carried out by using an extrusion pump, the grouting holes are plugged by cement mortar after the grouting is completed, and the grouting curtain is pressed and smoothed;
s9, cleaning equipment pipelines; cleaning grouting equipment after grouting is completed;
s10, maintaining for 24 hours to open traffic.
In a preferred embodiment of the present invention, in step S2, the number of holes is reduced as much as possible when the construction requirements are satisfied.
Preferably, in step S4, the allowable deviation of the hole diameter is ±2mm, and the allowable deviation of the hole pitch is ±15cm.
In a preferred embodiment of the present invention, in step S4, the holes are drilled to a designed depth, and then the holes are purged with high-pressure air (air pressure 0.2 to 0.4 MPa).
Preferably, in step S5, when the steel pipe does not reach the bottom of the hole, the depth of the steel pipe driven into the ground is controlled by the impactor.
Preferably, in step S8, when the pressure is 0.1 to 0.8MPa, the slurry overflows from the adjacent hole, and the hole is plugged for ten minutes and then pulled out.
As the preference of the invention, in the step S5 and the step S6, the limiting mechanism comprises two limiting blocks clamped at two sides of the steel pipe, wherein two threaded rods taking the steel pipe as a symmetrical axis are fixedly arranged on one limiting block, the two threaded rods penetrate through the other limiting block, the other ends of the two threaded rods are respectively connected with a threaded block in a threaded manner, two connecting rods fixedly connected through rotating shafts are respectively arranged on each limiting block in a rotating manner, a rotating shaft is respectively fixedly arranged at the other ends of the four connecting rods, and the four rotating shafts are rotatably arranged on the two limiting brackets.
Preferably, the two limiting brackets are positioned on two sides of the steel pipe, and each limiting bracket is positioned on the lower side of one limiting block.
As the optimization of the invention, one side of the limiting block and one side of the limiting support, which are close to the steel flower pipe, are respectively provided with a groove.
Preferably, the length of the connecting rod is 20cm.
In summary, the invention has the following beneficial effects: the invention is used as a construction method for composite treatment of micro grouting steel pipe piles, the construction technology of grouting steel pipe piles and static pressure chemistry is adopted, a pneumatic drilling machine is adopted to form holes, micro grouting steel pipes are embedded, a high-speed grouting machine is used for grouting and pulping, high pressure is applied through a mortar high-pressure grouting pump and a high-pressure grouting pipe, vertical slope inclined holes on the outer sides and hole positions at two ends are firstly poured to form a grouting curtain, vertical pavement hole positions around pavement cracks are then poured, cement slurry uniformly fills gaps between pile walls and surrounding soil layers in a filling, penetrating, compaction and other modes, so that the pile sides and soil bodies around piles are well contacted, the roadbed is integrally reinforced and filled, the problem that the steel pattern pipe is difficult to cut when the steel pattern pipe is incompletely buried underground is solved, the construction steps are also simplified, the construction efficiency is improved, and the damage to the pavement is reduced to a certain extent.
Drawings
FIG. 1 is a construction step diagram of the present invention;
FIG. 2 is a schematic view of a limiting mechanism according to the present invention;
FIG. 3 is a schematic view of the direction A-A of FIG. 2 in accordance with the present invention;
FIG. 4 is a schematic view of the B-B direction of FIG. 2 in accordance with the present invention;
fig. 5 is a schematic view of a limiting mechanism according to the present invention when the steel pipe 11 of fig. 2 is inclined with respect to the ground.
Detailed Description
The present invention will be described in detail below with reference to the accompanying drawings and examples.
In one embodiment of the present invention, referring to fig. 1 to 5, there is provided a construction method for composite treatment of a micro grouting steel pipe pile, comprising the steps of:
s1, sealing a road and dredging traffic according to highway construction requirements; isolating a construction site according to highway construction requirements, setting a construction warning mark at a position 2km in front of the construction site along the direction of a road, and making a safety protection mark in the construction area to perform local road sealing and traffic control on the construction site;
s2, hole site arrangement and marking; examining the longitudinal cracking degree of the pavement, determining the number of holes and marking;
s3, positioning a drilling machine and grouting equipment; 1 crawler-type jumbolter, 1 14M3 air compressor, 2 100B impactors, 1 high-pressure grouting pump piston grouting pump and 1 high-speed electric double-layer pulping machine are selected;
s4, drilling holes; drilling holes for one time to reach the designed length, adopting dry hole operation, wherein the inclination angle error of the hole forming angle of the anchor rod is +/-0.5 degrees, and the azimuth angle error is +/-1 degree; the allowable error of the hole diameter of the drill is +/-2 mm, and the allowable deviation of the hole pitch is +/-15 cm;
s5, burying a steel flower pipe; burying a steel floral tube into a position 20cm away from the bottom of the hole according to the hole depth, and clamping a limiting mechanism at the position where the steel floral tube is exposed out of the ground;
s6, cutting and flattening; cutting the steel floral tube along the top of the limiting and limiting mechanism, and disassembling the limiting mechanism after cutting is completed and driving the steel floral tube into the bottom of the hole until the steel floral tube is flush with the ground.
S7, preparing slurry; cement with the water-cement ratio of 0.5:1 is selected;
s8, grouting; the grouting sequence is that firstly, the outermost inclined holes and the hole sites at the two ends form a grouting curtain, then the hole sites around the pavement crack are grouted, the grouting is carried out by adopting a single-liquid grouting system, the grouting is carried out by using an extrusion pump, the grouting holes are plugged by cement mortar after the grouting is completed, and the grouting curtain is pressed and smoothed;
s9, cleaning equipment pipelines; cleaning grouting equipment after grouting is completed;
s10, maintaining for 24 hours to open traffic.
Compared with the existing composite treatment construction process of the miniature grouting steel pipe pile, the method has the advantages that the steps of cutting and flattening after the steel pipe is embedded are added, the step of cutting and polishing after grouting is omitted, the steel pipe is not directly embedded into the hole bottom, a part of the steel pipe is uniformly reserved at the upper end of the ground, the steel pipe is cut along the direction parallel to the ground, then the steel pipe is driven into the hole bottom to be flush with the ground, and compared with the traditional method of cutting and polishing after grouting, the method not only solves the problem of difficult cutting, but also simplifies the construction steps, improves the construction efficiency, and reduces the damage to the road surface to a certain extent.
Preferably, in step S2, when the construction requirement is satisfied, the number of holes is reduced as much as possible, not only to reduce the construction cost, but also because the excessive number of holes affects the original foundation effect.
Preferably, in step S4, the hole is drilled to a designed length once, in order to improve the friction coefficient of the hole wall, dry hole operation is adopted when drilling, if hole collapse occurs, a sleeve pipe retaining wall can be adopted, after drilling is completed, an anchor pipe nail is put into the hole, then the sleeve pipe is pulled out, hole position deviation is found to be repaired in time when drilling, the hole wall can be trimmed by the drilling tool in a reciprocating manner to avoid blocking the drilling, drilling parameters are adjusted at any time according to the actual soil layer condition in the drilling process, so that hole inclination deviation is prevented, in the drilling process, inclination is checked at any time, the inclination angle error of the hole forming angle of the anchor rod is +/-0.5 degrees, the azimuth angle error is +/-1 degree, the hole depth and the hole diameter of the drilling must meet the design requirement, the drill bit diameter is not suitable to be more than 3mm smaller than the specified drilling diameter, the allowable error of the hole diameter is +/-2 mm, and the allowable deviation of the hole distance is +/-15 cm.
Preferably, in step S4, the drilling frame platform must be stable, when the machine runs, the displacement and vibration of the machine are avoided as much as possible, the operation should follow the operation procedure of high-altitude operation, when the drill rod is stuck or the drill rod is pulled out, the hole is collapsed, hole repairing or re-drilling should be carried out at a similar position, the drilling depth must be changed, after the drilling is carried out to the designed hole depth, the hole is cleared by high-pressure air (wind pressure is 0.2-0.4 MPa), rock powder or groundwater in the hole is cleared out of the hole, and after the self-inspection of the quality personnel is qualified, the steel flowtube and grouting are placed after the inspection of the hole is qualified with the inspection personnel.
Preferably, in step S5, when the steel pipe does not reach the bottom of the hole, the depth of the steel pipe driven into the ground is controlled by the impactor, and in order to make the exposed part of the steel pipe have uniform standard, the impact force of the impactor is adjusted to control the length of the steel pipe driven into the ground.
Preferably, in step S8, if the slurry is found to overflow from the adjacent hole when the pressure is controlled to be 0.1-0.8 MPa, the hole is plugged by a plug in time, and the plug is pulled out after 10 minutes, so that grouting is not needed to be performed on the hole. And (5) plugging the grouting holes by using cement mortar after grouting, and compacting and leveling.
Preferably, the limiting mechanism comprises two limiting blocks 15 clamped at two sides of the steel pipe 11, wherein one limiting block 15 is fixedly provided with two threaded rods 13 taking the steel pipe 11 as a symmetrical axis, the two threaded rods 13 penetrate through the other limiting block 15, the other ends of the two threaded rods 13 are respectively connected with a threaded block 12 in a threaded mode, each limiting block 15 is respectively and rotatably provided with two connecting rods 16 fixedly connected through a rotating shaft 14, the other ends of the four connecting rods 16 are respectively and fixedly provided with a rotating shaft 17, the four rotating shafts 17 are rotatably arranged on two limiting supports 18, and the limiting mechanism can be adjusted according to the inclination degree of the steel pipe 11, and because the length of each connecting rod 16 is a fixed value, the distance from the ground to the limiting block 15 of the steel pipe 11 is constant no matter how the steel pipe 11 is inclined, so that the linear distance from the tail end of the pipe to the ground is uniform after the steel pipe is cut.
Preferably, two spacing brackets 18 are located on two sides of the steel pipe 11, each spacing bracket 18 is located on the lower side of one spacing block 15, the spacing brackets 18, the spacing block 15 and the connecting rod 16 form a parallelogram, and the spacing brackets 18 and the spacing block 15 can only relatively displace on a vertical section.
Preferably, a groove is formed on the side, close to the steel floral tube, of the limiting block 15 and the limiting support 18, so that the steel floral tube 11 can be conveniently clamped.
Preferably, the length of the connecting rod 16 is 20cm, and the length of the connecting rod 16 is consistent with the distance between the steel floral tube 11 and the hole bottom when the steel floral tube 11 is buried, so that the steel floral tube 11 can be just reached to the hole bottom after being cut and driven into the ground.
The working principle of the limiting mechanism is as follows:
the square sleeve that two stopper 15 and two threaded rods 13 enclose the city is outside steel pipe 11, until spacing support 18 contact ground, adjust the angle of connecting rod 16 to the recess on stopper 15 and the spacing support 18 all aim at steel pipe 11, two screw thread pieces 12 are manually twisted, stopper 15 slides along threaded rod 14, simultaneously connecting rod 16 drives spacing support and removes along ground, until two spacing support 18 and two stopper 15 tighten steel pipe 11, the cutting is carried out to steel pipe along the upper end of stopper 15 to the people, take off stop gear after the cutting is accomplished to manual unscrewing screw thread piece 12.
The above description is only a preferred embodiment of the present invention, and the protection scope of the present invention is not limited to the above examples, and all technical solutions belonging to the concept of the present invention belong to the protection scope of the present invention. It should be noted that numerous improvements and modifications can be made by those skilled in the art without departing from the principles of the present invention, and such improvements and modifications are also considered to be within the scope of the present invention.
Claims (4)
1. The construction method for the composite treatment of the miniature grouting steel pipe pile is characterized by comprising the following steps of:
s1, sealing a road and dredging traffic according to highway construction requirements; isolating a construction site according to highway construction requirements, setting a construction warning mark at a position 2km in front of the construction site along the direction of a road, and making a safety protection mark in the construction area to perform local road sealing and traffic control on the construction site;
s2, hole site arrangement and marking; examining the longitudinal cracking degree of the pavement, determining the number of holes and marking;
s3, positioning a drilling machine and grouting equipment; 1 crawler-type jumbolter, 1 14M3 air compressors, 2 100B impactors, 1 high-pressure grouting pump piston grouting pump and 1 high-speed electric double-layer pulping machine are selected;
s4, drilling holes; drilling holes for one time to reach the designed length, adopting dry hole operation, wherein the inclination angle error of the hole forming angle of the anchor rod is +/-0.5 degrees, and the azimuth angle error is +/-1 degree;
s5, burying a steel flower pipe; burying a steel floral tube into a position 20cm away from the bottom of the hole according to the hole depth, and clamping a limiting mechanism at the position where the steel floral tube is exposed out of the ground;
s6, cutting and flattening; cutting the steel flower pipe along the top of the limiting mechanism, dismantling the limiting mechanism after cutting is completed, and driving the steel flower pipe into the bottom of the hole until the steel flower pipe is flush with the ground;
s7, preparing slurry; cement with the water-cement ratio of 0.5:1 is selected;
s8, grouting; the grouting sequence is that firstly, the outermost inclined holes and the hole sites at the two ends form a grouting curtain, then the hole sites around the pavement crack are grouted, the grouting is carried out by adopting a single-liquid grouting system, the grouting is carried out by using an extrusion pump, the grouting holes are plugged by cement mortar after the grouting is completed, and the grouting curtain is pressed and smoothed;
s9, cleaning equipment pipelines; cleaning grouting equipment after grouting is completed;
s10, maintaining for 24 hours to open traffic;
in step S5, when the steel floral tube does not reach the bottom of the hole, the depth of the steel floral tube driven into the ground is controlled by an impactor;
in the steps S5 and S6, the limiting mechanism includes two limiting blocks clamped at two sides of the steel pipe, wherein one limiting block is fixedly provided with two threaded rods taking the steel pipe as a symmetry axis, the two threaded rods penetrate through the other limiting block, the other ends of the two threaded rods are respectively connected with a threaded block in a threaded manner, each limiting block is respectively provided with two connecting rods fixedly connected through a rotating shaft in a rotating manner, the other ends of the four connecting rods are respectively fixedly provided with a rotating shaft, and the four rotating shafts are rotatably arranged on the two limiting brackets;
the two limiting brackets are positioned on two sides of the steel flower pipe, and each limiting bracket is positioned on the lower side of one limiting block; one side of the limiting block and one side of the limiting support, which are close to the steel flower pipe, are respectively provided with a groove; the length of the connecting rod is 20cm;
in the step S8, if the slurry overflows from the adjacent hole when the pressure is controlled to be 0.1-0.8 MPa, the slurry is plugged by a plug in time, and the plug is pulled out after 10 minutes.
2. The construction method for composite treatment of miniature grouting steel pipe piles, which is characterized by comprising the following steps of: in step S2, a row of holes perpendicular to the road surface are respectively formed on two sides of the cracking position, and are distributed on two sides of the cracking position in a staggered manner.
3. The construction method for composite treatment of miniature grouting steel pipe piles, which is characterized by comprising the following steps of: in step S4, the hole diameter error of the drilled holes is +/-2 mm, and the hole pitch deviation is +/-15 cm.
4. The construction method for composite treatment of miniature grouting steel pipe piles, which is characterized by comprising the following steps of: in step S4, after the drill holes are drilled to the designed hole depths, the holes are purged with high pressure air.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111097972.3A CN113774903B (en) | 2021-09-18 | 2021-09-18 | Composite treatment construction method for miniature grouting steel pipe pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111097972.3A CN113774903B (en) | 2021-09-18 | 2021-09-18 | Composite treatment construction method for miniature grouting steel pipe pile |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN113774903A CN113774903A (en) | 2021-12-10 |
| CN113774903B true CN113774903B (en) | 2023-09-15 |
Family
ID=78852183
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202111097972.3A Active CN113774903B (en) | 2021-09-18 | 2021-09-18 | Composite treatment construction method for miniature grouting steel pipe pile |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN113774903B (en) |
Citations (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20020068981A (en) * | 2002-06-28 | 2002-08-28 | 지앤에스건설 주식회사 | steal pipe micro-pile and grouting installing method |
| JP2003278169A (en) * | 2002-03-26 | 2003-10-02 | Fujita Corp | Structure for strengthening bearing power of ground of land |
| JP2010037864A (en) * | 2008-08-07 | 2010-02-18 | Fujita Corp | Cast-in-place pile and construction method |
| RU2550620C1 (en) * | 2014-01-09 | 2015-05-10 | Федеральное государственное бюджетное образовательное учреждение высшего профессионального образования "Томский государственный архитектурно-строительный университет" (ТГАСУ) | Method for construction of injection pile |
| CN106013098A (en) * | 2016-07-14 | 2016-10-12 | 淮海工学院 | Miniature steel pipe pile and grouting reinforcement method |
| CN205869608U (en) * | 2016-07-19 | 2017-01-11 | 山东科技大学 | Portable cutting machine cutting liner with adjustable |
| CN108951338A (en) * | 2018-08-23 | 2018-12-07 | 山东承坤信息科技有限公司 | A kind of anticracking method for building up plastic race track |
| CN109083135A (en) * | 2018-08-30 | 2018-12-25 | 武汉冶建筑安装工程有限责任公司 | Miniature steel pipe pile construction method |
| CN110438985A (en) * | 2019-07-26 | 2019-11-12 | 湖南化工地质工程勘察院有限责任公司 | Cast-in-situ bored pile pile foundation supporting course reinforcing construction method |
| CN110497034A (en) * | 2019-09-24 | 2019-11-26 | 台州蓝锐机电科技有限公司 | A kind of stainless steel tube groove cutting machine |
| CN111594232A (en) * | 2020-06-10 | 2020-08-28 | 广西路建工程集团有限公司 | Large-scale filling type karst cave geological tunnel foundation reinforcing structure and construction method thereof |
| CN112323777A (en) * | 2020-10-16 | 2021-02-05 | 中冶集团武汉勘察研究院有限公司 | Hollow precast pile for rock embedding and rock embedding construction method using precast pile |
-
2021
- 2021-09-18 CN CN202111097972.3A patent/CN113774903B/en active Active
Patent Citations (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2003278169A (en) * | 2002-03-26 | 2003-10-02 | Fujita Corp | Structure for strengthening bearing power of ground of land |
| KR20020068981A (en) * | 2002-06-28 | 2002-08-28 | 지앤에스건설 주식회사 | steal pipe micro-pile and grouting installing method |
| JP2010037864A (en) * | 2008-08-07 | 2010-02-18 | Fujita Corp | Cast-in-place pile and construction method |
| RU2550620C1 (en) * | 2014-01-09 | 2015-05-10 | Федеральное государственное бюджетное образовательное учреждение высшего профессионального образования "Томский государственный архитектурно-строительный университет" (ТГАСУ) | Method for construction of injection pile |
| CN106013098A (en) * | 2016-07-14 | 2016-10-12 | 淮海工学院 | Miniature steel pipe pile and grouting reinforcement method |
| CN205869608U (en) * | 2016-07-19 | 2017-01-11 | 山东科技大学 | Portable cutting machine cutting liner with adjustable |
| CN108951338A (en) * | 2018-08-23 | 2018-12-07 | 山东承坤信息科技有限公司 | A kind of anticracking method for building up plastic race track |
| CN109083135A (en) * | 2018-08-30 | 2018-12-25 | 武汉冶建筑安装工程有限责任公司 | Miniature steel pipe pile construction method |
| CN110438985A (en) * | 2019-07-26 | 2019-11-12 | 湖南化工地质工程勘察院有限责任公司 | Cast-in-situ bored pile pile foundation supporting course reinforcing construction method |
| CN110497034A (en) * | 2019-09-24 | 2019-11-26 | 台州蓝锐机电科技有限公司 | A kind of stainless steel tube groove cutting machine |
| CN111594232A (en) * | 2020-06-10 | 2020-08-28 | 广西路建工程集团有限公司 | Large-scale filling type karst cave geological tunnel foundation reinforcing structure and construction method thereof |
| CN112323777A (en) * | 2020-10-16 | 2021-02-05 | 中冶集团武汉勘察研究院有限公司 | Hollow precast pile for rock embedding and rock embedding construction method using precast pile |
Also Published As
| Publication number | Publication date |
|---|---|
| CN113774903A (en) | 2021-12-10 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| RU2408765C2 (en) | Pyramid or cone ramming tip and method of its use to erect rammed crushed stone supports | |
| KR930012067B1 (en) | Process for compaction reinforcement grouting or for decompaction drainage and for construction of linear works and plane works in the soils | |
| CN102943466B (en) | Construction method for miniature steel pipe concrete pile to penetrate through roadbed layer for reinforcing soft foundation construction | |
| CN108517877B (en) | Supporting construction method combining consolidation grouting of hybrid filling ultra-deep foundation pit with double-row steel pipe piles | |
| CN110593255B (en) | Full-casing secant pile construction method suitable for sandy gravel soil layer | |
| CN114517472B (en) | Construction method of carrier pile | |
| CN108842764B (en) | Rotary stirring type anchor pipe construction method | |
| CN107326898B (en) | I-shaped precast pile supporting structure with adjustable inserted rigidity in cement-soil wall and construction method thereof | |
| CN112196494B (en) | Construction process and construction equipment for geological pipeline jointed between rock and soil layer | |
| CN114687345A (en) | Method for repairing surface subsidence or deformation of underground pipe outside foundation pit enclosure wall | |
| CN111519612B (en) | Construction method of full-casing follow-up long spiral drilling pressure-grouting secant pile | |
| CN113774903B (en) | Composite treatment construction method for miniature grouting steel pipe pile | |
| CN112982386A (en) | String bead karst cave pile-forming treatment construction method | |
| CN117071611A (en) | Seepage-proofing system of earth-rock dam cofferdam and construction method thereof | |
| CN108951308B (en) | Method for repairing deformation of upper arch of high-speed railway roadbed | |
| WO1985001763A1 (en) | A process for providing foundations and/or reinforcing the ground by laying compensating foundations | |
| KR100609335B1 (en) | Construction method of stiffener into the earth | |
| KR20180062669A (en) | Micropile and micropile molding method for earthquake-proof and strengthening ground | |
| CN101696633B (en) | Construction method and equipment for cutting deep-buried structure with small-caliber drill tool | |
| CN111271080A (en) | Pipe shed construction method for soft surrounding rock section of tunnel portal | |
| CN111719558B (en) | CFG pile composite foundation construction process | |
| CN217782024U (en) | CFG pile broken pile is with restoreing structure | |
| CN220202350U (en) | Highway subgrade subsides reinforced structure | |
| CN211036970U (en) | CFG pile composite foundation structure | |
| CN113322936B (en) | Soil body reinforcing construction method and construction auxiliary device for thick sand layer karst area |
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 | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |