CN111119168A - Post-grouting construction method for spinning enlarged-head steel pipe pile - Google Patents
Post-grouting construction method for spinning enlarged-head steel pipe pile Download PDFInfo
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- CN111119168A CN111119168A CN202010003839.6A CN202010003839A CN111119168A CN 111119168 A CN111119168 A CN 111119168A CN 202010003839 A CN202010003839 A CN 202010003839A CN 111119168 A CN111119168 A CN 111119168A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- 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
- E02D5/44—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds with enlarged footing or enlargements at the bottom of the pile
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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
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2200/00—Geometrical or physical properties
- E02D2200/16—Shapes
- E02D2200/1671—Shapes helical or spiral
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/003—Injection of material
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0026—Metals
- E02D2300/0029—Steel; Iron
Abstract
The invention discloses a post-grouting construction method of a spinning enlarged footing steel pipe pile, which comprises the following steps of: s1, determining a pile position, and rotatably penetrating the steel pipe pile with the enlarged head to a designed elevation; s2, pulling up the steel pipe pile with the enlarged head by a certain height, and performing pressure grouting on the pile bottom; s3, the upwards pulled expanded head steel pipe pile is penetrated to a designed elevation again, and concrete is poured on the top of the pile side to be pressed; s4, performing pressure grouting on the pile side and the pile interior; and S5, maintaining and forming. The construction method can improve the contact tightness of the expanded head steel pipe pile with the pile bottom and the pile side rock soil, so that the expanded head steel pipe pile can be well combined with the pile bottom and the pile side rock soil to bear, and the compressive ultimate bearing capacity of a single pile is improved.
Description
Technical Field
The invention belongs to the technical field of pile foundation construction, and particularly relates to a post-grouting construction method of a spinning enlarged footing steel pipe pile.
Background
The expanded head steel-pipe pile is generally that spiral wing installs additional in steel-pipe pile bottom, so can utilize spiral wing spinning's effect when the construction, provide the efficiency of construction, increase simultaneously with the pile bottom, the area of contact of pile side ground to improve pile end bearing capacity.
However, the traditional spinning enlarged footing steel pipe pile has the problem that the single pile has low compressive ultimate bearing capacity due to the fact that the steel pipe pile is not tightly contacted with the pile bottom and the pile side rock soil due to the irregularity of the spiral wings at the enlarged footing and the disturbance effect on the soil layer, the end resistance and the side resistance of the pile are reduced. Therefore, it is necessary to improve the single-pile compressive ultimate bearing capacity of the spinning enlarged-head steel pipe pile. No literature has been found to address or ameliorate this problem.
Disclosure of Invention
The invention discloses a post-grouting construction method for a spinning enlarged footing steel pipe pile, which can improve the combined bearing performance of the enlarged footing steel pipe pile and the pile bottom and pile side rock soil and improve the ultimate bearing capacity of single pile compression resistance.
In order to achieve the purpose, the technical scheme of the invention is as follows:
a post-grouting construction method of a spinning enlarged footing steel pipe pile comprises the following steps:
s1, determining a pile position, and rotatably penetrating the expanded head steel pipe pile to a designed elevation;
s2, pulling up the steel pipe pile with the enlarged head by a certain height which is 1-3 times of the diameter of the enlarged head, and then performing pressure grouting on the pile bottom;
s3, after the pile bottom grouting is finished, the upwards pulled expanded head steel pipe pile is penetrated to the designed elevation again, then concrete is poured on the top of the pile side of the expanded head steel pipe pile to be pressed, the outer boundary of a pouring plane is 0.5-1.0 m away from the outer surface of the pile body, and the pouring depth is 0.5-1.0 m;
s4, performing pressure grouting on the pile side and the inside of the steel pipe pile with the enlarged head;
and S5, curing and forming.
Furthermore, grouting holes are formed in a pile bottom sealing plate and the pile side wall of the expanded head steel pipe pile, and check valves are arranged at the grouting holes.
Furthermore, grouting holes are formed in the center of the pile bottom sealing plate, and grouting holes are formed in the pile side wall from the pile bottom sealing plate upwards at intervals of 1-2.5 meters.
Further, the lower pile end of the steel pipe pile with the enlarged head is in a sawtooth shape; the jagged pile end comprises at least 6 jagged units which are uniformly arranged vertically and downwards along the outer circumference of the pile bottom sealing plate.
Furthermore, one side of the sawtooth unit is vertically arranged downwards, and the other side of the sawtooth unit is in a slant line or an arc line which is bent outwards.
Furthermore, the length of the side edge of the sawtooth unit vertically arranged downwards is 0.15-0.3 times of the diameter of the steel pipe pile with the enlarged head.
The invention further provides another expanded-head steel pipe pile structure, wherein a digging cutter protruding forwards is arranged at the lower pile end of the expanded-head steel pipe pile;
the digging cutter comprises an inner digging cutter and an outer digging cutter; the inner digging cutter does not protrude from the outer circumference of the pile body in the radial direction of the pile body, and the outer digging cutter partially protrudes from the outer circumference of the pile body in the radial direction of the pile body.
Further, in the steps S2 and S4, the pressure grouting is performed by using an expansive, early strength cement paste.
Further, in step S2, the pressure grouting of the pile bottom specifically includes: and arranging a grouting plug for connecting the water pipe and the grouting pipe at a position 0.2-0.5 m above the enlarged head, setting the pressure grade of a check valve at the bottom of the pile to be more than 5.0MPa, and performing one-way pressure grouting on the bottom of the pile.
Further, the step S4 specifically includes: the grouting plug for connecting the water pipe and the grouting pipe is arranged above the check valve on the top of the pile body of the steel pipe pile with the enlarged head, the pressure grade of the check valve of the pile body is set to be more than 3.0MPa, unidirectional pressure grouting is carried out on the pile side, and grouting is carried out on the pile body.
According to the construction method, the steel pipe pile with the enlarged head is rotated and penetrated to the designed height, concrete is poured at the top of the pile side to be pressed, and then the pile bottom is subjected to pressure grouting, so that slurry can be pressed into rock soil by using the pressure and the self-expansibility of the slurry, the enlarged head part of the steel pipe pile and the rock soil can be tightly solidified into a whole, and the combined bearing capacity of the rock soil and the enlarged head of the steel pipe pile is improved. And finally, performing pressure grouting on the pile side and the interior of the pile to ensure that the rock soil is tightly combined with the pile side of the steel pipe pile with the enlarged footing, and simultaneously, the pile body bearing capacity of the steel pipe pile with the enlarged footing is enhanced, so that the purpose of greatly enhancing the compressive limit bearing capacity of a single pile foundation is finally achieved.
The invention further improves the pile end, designs the sawtooth-shaped pile end, and the sawtooth-shaped pile end can better increase the friction force between the expanded head steel pipe pile and the pile bottom cement soil gelled body, so that the pile bottom cement soil gelled body and the expanded head steel pipe pile are more stably consolidated together, and further increase the compression-resistant limit bearing capacity of a single pile foundation.
Drawings
Fig. 1 is a schematic structural view of an enlarged head steel pipe pile with a serrated pile end and a check raft according to the present invention.
FIG. 2 is a schematic flow chart of the construction method of the present invention.
Fig. 3 is an enlarged schematic view of a stub end having serrations.
Fig. 4 is a schematic structural view of an enlarged footing steel pipe pile with a digging cutter and a check raft according to the present invention.
In the figure: the pile comprises a sawtooth unit 1, a spiral wing 2, a lower pile 3, an upper pile 4, an upper pile connector 5, a lower pile connector 5, a check valve 6, an enlarged footing steel pipe pile 7, a pile bottom cement soil and rock cement gel 8, a pile side cement soil and rock cement gel 9, a concrete weight 10, a pile inner cement soil gel 11, a bearing layer 12, a ground 13, an inner digging cutter 14, an outer digging cutter 15, grouting equipment 16, a grouting pipe 17 and a grouting plug 18.
Detailed Description
The present invention is further illustrated by the following specific examples, but the scope of the present invention is not limited to the following examples.
Example 1
The enlarged footing steel-pipe pile enlarged footing department that this embodiment used has welded spiral wing 2, and the slip casting hole has all been seted up to the stake end shrouding and the stake lateral wall of enlarged footing steel-pipe pile, and slip casting hole department is provided with check valve 6. Grouting holes are arranged on the side wall of the pile from the bottom sealing plate of the pile upwards at intervals of 2 meters.
A post-grouting construction method of a spinning enlarged-head steel pipe pile is shown by combining a figure 1 and a figure 2 and comprises the following steps:
s1, determining a pile position, and rotatably penetrating the expanded head steel pipe pile to a designed height (reaching the bearing stratum 12);
s2, pulling the steel pipe pile with the enlarged head to a certain height, wherein the height is 2 times of the diameter of the enlarged head, preparing cement slurry and conveying the cement slurry outside the pile body, arranging a grouting plug 18 for connecting a water pipe and a grouting pipe 17 at a position 0.5m above the enlarged head of the steel pipe pile with the enlarged head, setting the pressure grade of a check valve at the bottom of the pile to be more than 5.0MPa, and performing unidirectional pressure grouting on the bottom of the pile by using grouting equipment 16;
s3, after the pile bottom grouting is finished, the upwards-pulled expanded head steel pipe pile is penetrated to the designed elevation again, then concrete is poured on the top of the pile side to be pressed, the outer boundary of a pouring plane is 0.5-1.0 m away from the outer surface of the pile body, and the pouring depth is 0.5-1.0 m;
s4, performing pressure grouting on the pile side and the inside of the pile, preparing cement slurry and conveying cement slurry outside the pile body, arranging a grouting plug 18 for connecting a water pipe and a grouting pipe 17 above a check valve on the uppermost surface of the pile body, setting the pressure grade of the check valve of the pile body to be more than 3.0MPa, performing unidirectional pressure grouting on the pile side by using grouting equipment 16, and simultaneously grouting the pile body;
and S5, curing and forming.
In steps S2 and S4, the pressure grouting is filled with the expansive and early strength cement paste.
After curing and forming, the pile foundation is provided with a pile bottom cement paste rock-soil gelled body 8 at the bottom of the expanded head steel pipe pile 7, a pile side cement paste rock-soil gelled body 9 is arranged on the side surface, a pile inner cement paste gelled body 11 is arranged inside the pile bottom cement paste rock-soil gelled body, a concrete ballast weight 10 is poured at the top of the pile side cement paste rock-soil gelled body 9, the concrete ballast weight 10 is attached to the ground 13, and the pile side of the expanded head steel pipe pile 7 is poured in the same way.
The steel pipe pile with the enlarged head of the embodiment is a Q345 steel pipe pile foundation with a pile body diameter of 325mm, a pile body thickness of 18mm and a spiral wing diameter of 800mm, and a molded pile foundation is maintained, and when the final pile torque of a mudstone bearing layer is 220 kN.m, the compressive limit bearing capacity is 4000 kN-5200 kN.
Example 2
This example is substantially the same as example 1, but with a further modification of the stub end.
The lower pile end of the expanded head steel pipe pile 7 is arranged to be zigzag, and the zigzag pile end can better increase the friction force between the expanded head steel pipe pile 7 and the pile bottom cement soil gelled body 8, so that the pile bottom cement soil gelled body 8 and the expanded head steel pipe pile 7 are more stably consolidated together, and the compression resistance limit bearing capacity of a single pile foundation is further increased.
Furthermore, for the purpose of improving the tunneling capability and increasing the friction force, as shown in fig. 3, the serrated pile end includes at least 6 serrated units 1, and the serrated units 1 are uniformly arranged vertically downward along the outer circumference of the pile bottom sealing plate, i.e. they are arranged all the way down along the pile shaft and not inclined outward or inward, so as to maintain the vertically downward force, in this embodiment, 8 serrated units 1 are taken as an example.
Furthermore, this embodiment provides a more stable sawtooth structure, and sawtooth unit 1 one side sets up perpendicularly downwards, and another side is the camber line of slash or outside bending, and more specifically, a curb plate perpendicular herein means that one curb plate is perpendicular on the vertical face for the pile shoe shrouding, and the projection of another side on the vertical face is the straight line or the camber line. In this embodiment, the projection of the other side edge on the vertical plane is a straight line.
The side length of the vertically downward arranged side edge of the sawtooth unit is 80mm, and when the final pile torque of a maintenance-formed pile foundation and a mudstone bearing layer is 220kN · m, the compressive limit bearing capacity is 5800 kN-7000 kN.
Example 3
This example is substantially the same as example 1, but with a further modification of the stub end.
As shown in fig. 4, a digging cutter projecting forward is provided at the lower pile end of the enlarged-head steel-pipe pile 7. Further, the excavating knives include an inner excavating knife 14 and an outer excavating knife 15; the inner cutting edge 14 does not protrude from the outer circumference of the pile body in the radial direction of the pile body, and the outer cutting edge 15 partially protrudes from the outer circumference of the pile body in the radial direction of the pile body. The structure of the digging cutter is the prior art, and the details are not described herein, and refer to the utility model patent with publication number CN207498941U for details. In this embodiment, 2 inner cutting edges 14 and 2 outer cutting edges 15 are used as an example.
The length of the long side of the inner digging cutter is 40mm, the length of the short side of the inner digging cutter is 15mm, the length of the long side of the outer digging cutter is 20mm, the length of the short side of the outer digging cutter is 12mm, and when the torque of a final pile of a formed pile foundation and a mudstone bearing layer is maintained to be 220 kN.m, the compressive limit bearing capacity is 5400 kN-6600 kN.
Comparative example 1
A post-grouting construction method of a spinning enlarged footing steel pipe pile comprises the following steps:
s1, determining a pile position, and rotatably penetrating the expanded head steel pipe pile to a designed height (reaching the bearing stratum 12);
s2, performing pressure grouting on the pile bottom, preparing cement slurry and conveying the cement slurry outside the pile body, arranging a grouting plug 18 for connecting a water pipe and a grouting pipe 17 at a position 0.5m above an expansion head, setting the pressure grade of a check valve at the pile bottom to be more than 5.0MPa, and performing unidirectional pressure grouting on the pile bottom by adopting grouting equipment;
s3, after pile bottom grouting is completed, pouring concrete at the top of the pile side to form a weight, wherein the distance between the outer boundary of a pouring plane and the outer surface of a pile body is 0.5-1.0 m, and the pouring depth is 0.5-1.0 m;
s4, performing pressure grouting on the pile side and the inside of the pile, preparing cement slurry and conveying cement slurry outside the pile body, arranging a grouting plug 18 for connecting a water pipe and a grouting pipe 17 above a check valve on the uppermost surface of the pipe body, setting the pressure grade of the check valve of the pile body to be more than 3.0MPa, performing unidirectional pressure grouting on the pile side by adopting grouting equipment, and simultaneously grouting the pile body;
and S5, curing and forming.
The enlarged head steel-pipe pile has the same structure as in example 1.
In the embodiment, when the final pile torque of the formed pile foundation and the mudstone bearing layer is 220 kN.m, the compressive limit bearing capacity is 3500 kN-4600 kN.
Comparative example 2
The enlarged steel pipe pile used in this example was substantially the same as in example 1, except that concrete was poured into the pile bottom opening, and pressure grouting was performed on the pile side and inside the pile.
A post-grouting construction method of a spinning enlarged footing steel pipe pile comprises the following steps:
s1, determining a pile position, and rotatably penetrating the expanded head steel pipe pile to a designed elevation;
s2, opening holes in the pile bottom, and pouring concrete in the pile bottom;
s3, after pile bottom grouting is completed, pouring concrete at the top of the pile side to form a weight, wherein the distance between the outer boundary of a pouring plane and the outer surface of a pile body is 0.5-1.0 m, and the pouring depth is 0.5-1.0 m;
s4, performing pressure grouting on the pile side and the inside of the pile, preparing cement slurry and conveying cement slurry outside the pile body, arranging a grouting plug 18 for connecting a water pipe and a grouting pipe 17 above a check valve on the uppermost surface of the pipe body, setting the pressure grade of the check valve of the pile body to be more than 3.0MPa, performing unidirectional pressure grouting on the pile side by adopting grouting equipment, and simultaneously grouting the pile body;
and S5, curing and forming.
The enlarged head steel-pipe pile has the same structure as in example 1.
In the embodiment, when the final pile torque of the formed pile foundation is 220 kN.m, the compressive limit bearing capacity is 3000 kN-4200 kN.
Comparative example 3
In this embodiment, the same enlarged steel pipe pile (with sawteeth at the pile end) as in embodiment 2 is used, and the enlarged steel pipe pile is spun into the rock formation and then is not grouted.
In the pile foundation of the embodiment, when the final pile torque of the mudstone bearing stratum is 220kN m, the compressive ultimate bearing capacity is 2800 kN-3600 kN.
Comparative example 4
In this embodiment, the same enlarged-headed steel-pipe pile (with a digging cutter at the pile end) as in embodiment 3 is used, and the enlarged-headed steel-pipe pile is spun into the rock formation and then is not subjected to grouting treatment.
In the pile foundation of the embodiment, when the final pile torque of the mudstone bearing stratum is 220kN m, the compressive ultimate bearing capacity is 2400 kN-3200 kN.
Claims (10)
1. A post-grouting construction method of a spinning enlarged footing steel pipe pile is characterized by comprising the following steps:
s1, determining a pile position, and rotatably penetrating the expanded head steel pipe pile to a designed elevation;
s2, pulling up the steel pipe pile with the enlarged head by a certain height which is 1-3 times of the diameter of the enlarged head, and then performing pressure grouting on the pile bottom;
s3, after the pile bottom grouting is finished, the upwards pulled expanded head steel pipe pile is penetrated to the designed elevation again, then concrete is poured on the top of the pile side of the expanded head steel pipe pile to be pressed, the outer boundary of a pouring plane is 0.5-1.0 m away from the outer surface of the pile body, and the pouring depth is 0.5-1.0 m;
s4, performing pressure grouting on the pile side and the pile inside the enlarged head steel pipe;
and S5, curing and forming.
2. The construction method according to claim 1, characterized in that:
grouting holes are formed in a pile bottom sealing plate and the pile side wall of the enlarged footing steel pipe pile, and check valves are arranged at the grouting holes.
3. The construction method according to claim 2, characterized in that:
and grouting holes are formed in the center of the pile bottom sealing plate, and are formed upwards from the pile bottom sealing plate at intervals of 1-2.5 meters on the side wall of the pile.
4. The construction method according to claim 1, characterized in that:
the lower pile end of the expanded head steel pipe pile is in a sawtooth shape; the jagged pile end comprises at least 6 jagged units which are uniformly arranged vertically and downwards along the outer circumference of the pile bottom sealing plate.
5. The construction method according to claim 4, wherein:
one side of each sawtooth unit is vertically arranged downwards, and the other side of each sawtooth unit is an oblique line or an arc line which is bent outwards.
6. The construction method according to claim 5, wherein:
the side length of the side edge of the vertical downward arrangement of the sawtooth unit is 0.15-0.3 times of the diameter of the steel pipe pile with the enlarged head.
7. The construction method according to claim 1, characterized in that:
the lower pile end of the expanded head steel pipe pile is provided with a digging cutter protruding forwards;
the digging cutter comprises an inner digging cutter and an outer digging cutter; the inner digging cutter does not protrude from the outer circumference of the pile body in the radial direction of the pile body, and the outer digging cutter partially protrudes from the outer circumference of the pile body in the radial direction of the pile body.
8. The construction method according to claim 1, characterized in that:
in the steps S2 and S4, the pressure grouting is filled with the expansive and early-strength cement paste.
9. The construction method according to claim 2, characterized in that:
in step S2, the pressure grouting of the pile bottom specifically includes: and arranging a grouting plug for connecting the water pipe and the grouting pipe at a position 0.2-0.5 m above the enlarged head, setting the pressure grade of a check valve at the bottom of the pile to be more than 5.0MPa, and performing one-way pressure grouting on the bottom of the pile.
10. The construction method according to claim 2, characterized in that:
the step S4 specifically includes: the grouting plug for connecting the water pipe and the grouting pipe is arranged above the check valve on the top of the pile body of the steel pipe pile with the enlarged head, the pressure grade of the check valve of the pile body is set to be more than 3.0MPa, unidirectional pressure grouting is carried out on the pile side, and grouting is carried out on the pile body.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010003839.6A CN111119168A (en) | 2020-01-03 | 2020-01-03 | Post-grouting construction method for spinning enlarged-head steel pipe pile |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202010003839.6A CN111119168A (en) | 2020-01-03 | 2020-01-03 | Post-grouting construction method for spinning enlarged-head steel pipe pile |
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| CN111119168A true CN111119168A (en) | 2020-05-08 |
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Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102002942A (en) * | 2010-11-05 | 2011-04-06 | 北京建院科技发展有限公司 | Hollow drilling pile and piling construction process for steel tube-cement soil composite pile |
| JP2013057194A (en) * | 2011-09-08 | 2013-03-28 | Chiyoda Geotech Co Ltd | Rotary penetration steel pipe pile and construction method of foundation pile having foot protection |
| JP2014152576A (en) * | 2013-02-13 | 2014-08-25 | Chiyoda Geotech Co Ltd | Foundation pile and foot protection method of foundation pile |
| KR101454598B1 (en) * | 2014-01-10 | 2014-11-04 | 황규원 | Helix pile head construction method with grouting-processing |
| JP2016075139A (en) * | 2014-10-06 | 2016-05-12 | 千代田工営株式会社 | Rotary penetration pile, and construction method for consolidated foundation using the rotary penetration pile |
| CN207143929U (en) * | 2017-07-28 | 2018-03-27 | 苏交科集团股份有限公司 | A kind of Dragsaw type steel-pipe pile |
| CN207498941U (en) * | 2018-01-31 | 2018-06-15 | 广西盛虎金属制品有限公司 | Spinning expands head steel-pipe pile |
-
2020
- 2020-01-03 CN CN202010003839.6A patent/CN111119168A/en active Pending
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102002942A (en) * | 2010-11-05 | 2011-04-06 | 北京建院科技发展有限公司 | Hollow drilling pile and piling construction process for steel tube-cement soil composite pile |
| JP2013057194A (en) * | 2011-09-08 | 2013-03-28 | Chiyoda Geotech Co Ltd | Rotary penetration steel pipe pile and construction method of foundation pile having foot protection |
| JP2014152576A (en) * | 2013-02-13 | 2014-08-25 | Chiyoda Geotech Co Ltd | Foundation pile and foot protection method of foundation pile |
| KR101454598B1 (en) * | 2014-01-10 | 2014-11-04 | 황규원 | Helix pile head construction method with grouting-processing |
| JP2016075139A (en) * | 2014-10-06 | 2016-05-12 | 千代田工営株式会社 | Rotary penetration pile, and construction method for consolidated foundation using the rotary penetration pile |
| CN207143929U (en) * | 2017-07-28 | 2018-03-27 | 苏交科集团股份有限公司 | A kind of Dragsaw type steel-pipe pile |
| CN207498941U (en) * | 2018-01-31 | 2018-06-15 | 广西盛虎金属制品有限公司 | Spinning expands head steel-pipe pile |
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Application publication date: 20200508 |