CN113322982A - Method for managing landslide of accumulation layer - Google Patents
Method for managing landslide of accumulation layer Download PDFInfo
- Publication number
- CN113322982A CN113322982A CN202110469396.4A CN202110469396A CN113322982A CN 113322982 A CN113322982 A CN 113322982A CN 202110469396 A CN202110469396 A CN 202110469396A CN 113322982 A CN113322982 A CN 113322982A
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- grouting
- steel sleeve
- landslide
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- 238000000034 method Methods 0.000 title claims abstract description 24
- 238000009825 accumulation Methods 0.000 title description 7
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 60
- 239000010959 steel Substances 0.000 claims abstract description 60
- 239000004567 concrete Substances 0.000 claims abstract description 7
- 239000002689 soil Substances 0.000 claims description 15
- 230000003014 reinforcing effect Effects 0.000 claims description 8
- 238000004873 anchoring Methods 0.000 claims description 7
- 230000002093 peripheral effect Effects 0.000 claims description 6
- 239000000463 material Substances 0.000 claims description 4
- 239000011440 grout Substances 0.000 claims description 3
- 239000010410 layer Substances 0.000 description 12
- 238000010008 shearing Methods 0.000 description 6
- 239000004568 cement Substances 0.000 description 5
- 230000000694 effects Effects 0.000 description 4
- 239000011435 rock Substances 0.000 description 4
- 238000010276 construction Methods 0.000 description 3
- 230000000149 penetrating effect Effects 0.000 description 3
- 238000005067 remediation Methods 0.000 description 3
- 239000002002 slurry Substances 0.000 description 3
- 239000002131 composite material Substances 0.000 description 2
- 101000965313 Legionella pneumophila subsp. pneumophila (strain Philadelphia 1 / ATCC 33152 / DSM 7513) Aconitate hydratase A Proteins 0.000 description 1
- 239000011398 Portland cement Substances 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 150000001875 compounds Chemical class 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000002474 experimental method Methods 0.000 description 1
- JEIPFZHSYJVQDO-UHFFFAOYSA-N iron(III) oxide Inorganic materials O=[Fe]O[Fe]=O JEIPFZHSYJVQDO-UHFFFAOYSA-N 0.000 description 1
- 238000012544 monitoring process Methods 0.000 description 1
- 230000001681 protective effect Effects 0.000 description 1
- 239000011241 protective layer Substances 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
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Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/20—Securing of slopes or inclines
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/20—Securing of slopes or inclines
- E02D17/207—Securing of slopes or inclines with means incorporating sheet piles or piles
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a method for managing landslide of a stacking layer, which is a micro-pile structure and comprises the following steps: the bottom of each micro pile is used for being inserted into the sliding bed, and the arrangement mode of each micro pile is that a plurality of rows are arranged in parallel and staggered in each row; each micropile includes: the pile body is a steel pipe concrete pile; the grouting steel sleeve is coaxially sleeved on the outer side of the lower part of the pile body, and a plurality of through holes are uniformly distributed on the circumferential surface of the grouting steel sleeve and are communicated with the interior of the pile body; each prestressed anchor rod is obliquely inserted from the top of the pile body close to the slope surface of the sliding body and inserted into the sliding bed; the I-shaped steel is used for connecting the prestressed anchor rods on all the micro piles in the same row; and the crown beam is cast and connected with the top of each micro pile. The problem of among the prior art miniature pile crowd probably lead to pile crowd to destroy because of the too big shear force that the landslide produced is solved.
Description
Technical Field
The invention belongs to the technical field of landslide control, and particularly relates to a method for managing a landslide of a storage layer.
Background
With the rapid development of economic construction and the increasing demand of social life, more and more large facilities such as hydraulic engineering, municipal engineering, roads, bridges and the like need to be built, and a large number of problems of slope engineering stability control become the focus of attention in the engineering construction field. Accordingly, landslide control techniques and measures have been developed rapidly, and more control techniques and measures have played an important role in the field of landslide control. The micro-pile is one of important landslide control technical measures and is widely applied to landslide control engineering practice. However, the existing micro pile group has a certain protection effect, and the pile group can be damaged due to excessive shearing force generated by landslide.
Disclosure of Invention
The invention aims to provide a method for managing landslide of a stacking layer, which aims to solve the problem that a micro pile group in the prior art is damaged due to excessive shearing force generated by landslide.
The invention adopts the following technical scheme: a method for heap landslide remediation comprising the following:
driving the miniature pile with the grouting steel sleeve into a sliding bed to be treated, so that the middle point of the grouting steel sleeve is positioned on a slip crack surface;
on a row of miniature piles close to the slope surface of the sliding body, a prestressed anchor rod is obliquely inserted into the pile body of each miniature pile, the miniature piles are inserted into the sliding bed, and each prestressed anchor rod is anchored in a high-pressure grouting and prestress applying mode;
connecting all prestressed anchor rods by using I-shaped steel;
pouring and connecting the tops of the micro piles to form a crown beam;
pressurizing and grouting from the top of the micro pile, wherein the grout seeps out from the opening of the grouting steel sleeve and forms a mixed material with the peripheral soil body to reinforce the peripheral soil body;
wherein, a micro pile structure for piling up layer landslide is administered includes:
the bottom of each micro pile is used for being inserted into the sliding bed, and the arrangement mode of each micro pile is that a plurality of rows are arranged in parallel and staggered in each row; each micropile includes:
the pile body is a steel pipe concrete pile;
the grouting steel sleeve is coaxially sleeved on the outer side of the lower part of the pile body, and a plurality of through holes are uniformly distributed on the circumferential surface of the grouting steel sleeve and are communicated with the interior of the pile body;
the prestressed anchor rods are arranged on a row of miniature piles close to the slope surface of the sliding body, and each prestressed anchor rod is obliquely inserted from the top of each pile body and inserted into the sliding bed;
the I-shaped steel is used for connecting all the prestressed anchor rods;
the crown beam is cast and connected with the top of each micro pile;
each micro pile is used for high-pressure grouting through the top of the micro pile and then is discharged through a grouting steel sleeve so as to reinforce the connection between the micro pile and the sliding bed; the I-shaped steel and the crown beam are used for reinforcing the connection among all the micro piles to form an integral micro pile group; and the plurality of prestressed anchor rods are used for reinforcing the connection between the micro pile group and the sliding bed.
Further, the anchoring depth of the micro-pile is 1/3 of the length of the pile body.
Furthermore, the depth of the prestressed anchor rod driven into the sliding body is 10 m.
Furthermore, a fixed support rib is arranged in the pile body of the miniature pile.
Further, the laying angle of the prestressed anchor rod is 25 degrees +/-5 degrees from the horizontal line.
Furthermore, the prestressed anchor rod is a grouting anchor rod.
Further, the crown beams are arranged in a triangular net shape.
Furthermore, the external diameter of the pile body of the miniature pile is 108mm, the wall thickness is 4mm, the length is 15 meters, and the diameter of the through hole in the grouting steel sleeve is 20 mm.
The invention has the beneficial effects that: utilize a novel variable cross section anchor type miniature pile structure to and the combination system of anchor row's of drawing stake mode promotes the cling compound ability, strengthens the stability of accumulation layer landslide. During grouting, concrete flows out through the through holes in the grouting steel sleeve, and a composite soil body is formed at the slip crack surface, so that the shearing resistance of the pile group is further improved when landslide occurs; the upper end of the pile body is provided with a prestressed anchor rod, so that the miniature pile is connected with the sliding bed, and the stability of the pile group is further enhanced by using a crown beam and anchor row piles, and the anti-sliding stability is improved.
Drawings
FIG. 1 is a schematic view of a micro-pile structure used in a method for managing a landslide of a heap according to the present invention;
FIG. 2 is an elevation view of a method of the present invention for use in heap landslide remediation;
FIG. 3 is a longitudinal cross-sectional view of a method of the present invention for use in remediation of bed slips;
FIG. 4 is a schematic view of the arrangement of the crown beams in a method for managing the landslide of the heap according to the present invention;
FIG. 5 is a schematic view showing the connection relationship between the pile body, the prestressed anchor and the I-steel in the method for managing the landslide of the accumulation layer according to the present invention.
Wherein, 1, a micro pile; 2. a slider; 3. a crown beam; 4. a pile body; 5. a pre-stressed anchor rod; 6. i-shaped steel; 7. grouting a steel sleeve; 8. a bolt; 9. and (5) a slip surface, and 10. a slip bed.
Detailed Description
The present invention will be described in detail below with reference to the accompanying drawings and specific embodiments.
The invention provides a method for managing a landslide of a stacking layer, which comprises the following steps:
driving the micro pile 1 attached with the grouting steel sleeve 7 into a sliding bed 10 to be treated, so that the middle point of the grouting steel sleeve 7 is positioned on a slip crack surface 9;
on a row of micro piles 1 close to the slope surface of a sliding body 2, a prestressed anchor rod 5 is obliquely inserted into a pile body 4 of each micro pile 1, the pile bodies are inserted into a sliding bed 10, and each prestressed anchor rod 5 is anchored in a high-pressure grouting and prestress applying mode;
connecting the prestressed anchor rods 5 by using I-shaped steel 6;
pouring and connecting the tops of the micro piles 1 to form a crown beam 3;
and pressurizing and grouting from the top of the micro pile 1, wherein the grout seeps out from the opening of the grouting steel sleeve 7 to form a mixed material reinforced peripheral soil body with the peripheral soil body.
The micro pile structure used in the method for managing the landslide of the accumulation layer comprises a plurality of micro piles 1, a plurality of prestressed anchor rods 5, an I-shaped steel 6 and a crown beam 3, wherein each micro pile 1 is used for high-pressure grouting through the top of the micro pile and then is discharged through a grouting steel sleeve 7 so as to reinforce the connection between the micro pile 1 and a sliding bed 10; the I-shaped steel 6 and the crown beam 3 are used for reinforcing the connection among the micro piles 1 to form an integral micro pile group; the prestressed anchor rods 5 are used for reinforcing the connection between the pile group of the micro pile and the sliding bed 10, so that the variable cross-section anchoring type micro pile is integrally formed, and the anti-skid force of the micro pile is increased by reinforcing the steel protective body and laying anchor rods for anchoring;
the bottom of each micro pile 1 is used for penetrating through the sliding body 2 and being inserted into the sliding bed 10, and the arrangement mode of each micro pile 1 is that a plurality of rows are arranged in parallel and staggered in each row; each miniature pile 1 comprises a pile body 4 and a grouting steel sleeve 7, the pile body 4 is a steel pipe concrete pile, the grouting steel sleeve 7 is coaxially sleeved on the outer side of the lower part of the pile body 4, a plurality of through holes are uniformly distributed on the circumferential surface of the grouting steel sleeve 7, and the through holes are communicated with the inside of the pile body 4.
On a row of micro-piles 1 close to the slope surface of the sliding body 2, each prestressed anchor rod 5 is obliquely inserted through the top of each pile body 4 and inserted into the sliding bed 10 through the sliding body 2. The prestressed anchor rods 5 can also anchor the landslide rock soil, so that the anti-skidding capacity is improved, and the landslide stability is enhanced.
As shown in fig. 5, the i-shaped steel 6 connects the prestressed anchor rods 5 on each micro pile 1 in the same row by bolts 8; as shown in fig. 2, the crown beam 3 is cast to connect the tops of the micro-piles 1. The tops of the micro piles are connected by a crown beam, the prestressed anchor rods 5 are driven into the upper parts of the micro piles, and I-shaped steel 6 is welded between the middle and upper sections of the micro piles for connection. The top of the pile body 4 is connected by a concrete framework crown beam 3, the crown beam 3 of 50 cm-100 cm is poured, and the bottom of the crown beam 3 is reinforced and isolated by an MICP layer.
In some embodiments, the anchoring depth of the micropile 1 is 1/3 the length of the shaft 4.
In some embodiments, the prestressed anchor 5 is driven into the landslide body 2 to a depth of 10 m.
In some embodiments, the body 4 of the micro-pile 1 is provided with a fixing support rib.
Determining the position of the sliding body 2 through field exploration, driving the pile body 4 into the sliding bed 10 through the sliding body 2, and arranging pile groups according to a plum blossom shape, wherein the pile pitch of each miniature pile is 10 times of the pile diameter, and the row pitch of each miniature pile is 8 times of the pile diameter as shown in figure 1; adjusting the length of the pile body 4 according to the trend of the slip crack surface 9, enabling the central point of the grouting steel sleeve 7 to be positioned on the surface line of the slip crack surface 9, grouting from the upper opening of the pile body 4, and testing and monitoring the formation of a reinforcing layer at the through hole of the steel sleeve; the prestressed anchor rods 5 are driven into the upper ends of the row of pile bodies 4 close to the slope surface of the sliding body 2, and the laying angle of the prestressed anchor rods 5 is 25 +/-5 degrees with the horizontal line. As shown in fig. 3, according to the exploration result, the prestressed anchor rod 5 is driven into the sliding bed 10, and then the crown beam 3 shown in fig. 4 is poured on the top of the micro-pile body 4, so that the pile group obtains better integrity; i-shaped steel 6 is arranged in the middle of each row of pile bodies of the pile group, the anchor pile row mode is adopted, all prestressed anchor rods 5 are connected through the I-shaped steel 6, and the prestressed anchor rods 5 are driven into a landslide 10, so that the miniature pile group is stably connected with a landslide body, the performance can be better exerted when the landslide occurs, and the harm caused by the landslide is reduced.
In some embodiments, the cement slurry is a M30 cement slurry with a water-cement ratio of 0.45:1, and the cement is a p.o42.5r portland cement.
In some embodiments, the prestressed anchor 5 is fixed to the i-beam 6 by bolts 8.
Determining parameters of the landslide based on a physical and mechanical experiment of soil, and determining the worst sliding surface of the side slope, namely a slip crack surface 9 by means of field exploration; driving the miniature pile 1 attached with the grouting steel sleeve 7 into a slide body 2 to be treated, and ensuring that the middle point of the grouting steel sleeve 7 is positioned on a slip crack surface 9; and (3) penetrating the prestressed anchor rod 5 through the pile body 4, penetrating the sliding body 2, and driving the prestressed anchor rod into the sliding bed 10 to a driving depth of 10 m. In the structure, the micro pile 1 is embedded in the sliding body 2 and the sliding bed 10, cement slurry is poured into the pile body 4 in a high-pressure grouting mode, the grouting steel sleeve 7 is combined with surrounding rock soil to form a complex through the through hole in the grouting steel sleeve 7, the shear strength of a soil body of the micro pile 1 at the slip crack surface 9 is increased, and the bottom of the micro pile 1 is fixed together. The mini-piles 1 arranged in a quincunx shape can greatly improve the bearing capacity of the whole device, and the I-shaped steel 6 and the prestressed anchor rods 5 connected between the mini-piles 1 can anchor the landslide rock soil, so that the anti-skid capacity is improved, and the landslide stability is enhanced.
In some embodiments, as shown in fig. 3, the prestressed anchor 5 is laid at an angle of 25 ° ± 5 ° with respect to the horizontal line, so as to optimize the anchoring effect of the prestressed anchor 5 and the slider bed 10.
In some embodiments, as shown in fig. 4, the micropiles 1 are arranged in a quincunx pile form, the distance between the micropiles 1 is 10 times the diameter of the micropiles, and the distance between the micropiles 1 is 8 times the diameter of the micropiles. The quincuncial pile type arrangement of the micro piles is matched with connection of the I-shaped steel and connection of the crown beams to form a pile group, and the pile group can play a better role in fixing when landslide occurs.
In some embodiments, the prestressed anchors 5 are grouting anchors, and each prestressed anchor 5 may be anchored by high-pressure grouting and applying prestress.
In some embodiments, as shown in fig. 4, the crown beams 3 are arranged in a triangular net shape, so that the material consumption can be saved, and the construction is convenient.
In some embodiments, the outer diameter of the pile body 4 of the micro pile 1 is 108mm, the wall thickness is 4mm, the length is 15 m, and the diameter of the through hole on the grouting steel sleeve 7 is 20 mm.
In some embodiments, the anchoring depth of the micropile 1 is 1/3 the length of the shaft. The anchor rod body of the prestressed anchor rod 5 adopts 3x7 phi 5 steel dumpling lines with the diameter of 15.2mm, oil stains and rust spots are removed before the prestressed anchor rod is used, blanking is strictly carried out according to the design size, the blanking length error of each steel dumpling line is not more than 50mm, and the thickness of a protective layer is not less than 20 mm.
The micro pile is widely used in the stability control of the side slope as a supporting and anti-sliding structure, and the supporting and blocking structure has the characteristics of small slope releasing space, large lateral rigidity and the like. In recent years, the technology of multi-row micro-piles is gradually developed, the multi-row micro-piles are combined and used through rigid connection of pile top connecting beams, the multi-row micro-piles are considered as a whole, a larger supporting and anti-sliding effect can be achieved on rock and soil bodies, and the strength of soil bodies among piles and around the piles is enhanced. However, the existing micro pile group has a certain protection effect, and the pile group can be damaged due to excessive shearing force generated by landslide.
According to the method for managing the landslide of the accumulation layer, the anti-skidding capacity is improved through the combined system in the anchor and pull pile arrangement mode, and the stability of the landslide of the accumulation layer is enhanced. The pile body of the adopted novel miniature pile is welded with a steel grouting steel sleeve, the rigidity of the variable-section pile body at a sliding surface is improved, and the shearing resistance is enhanced; during grouting, concrete flows out through the through holes in the grouting steel sleeve, and a composite soil body is formed at the sliding surface, so that the shearing resistance of the pile group is further improved when landslide occurs; the upper end of the pile body is provided with a prestressed anchor rod, so that the miniature pile is connected with the sliding bed, and the stability of the pile group is further enhanced by using a crown beam and anchor row piles, and the anti-sliding stability is improved.
Claims (8)
1. A method for managing landslide of a heap, comprising:
driving the micro pile (1) attached with the grouting steel sleeve (7) into a sliding bed (10) to be treated, so that the middle point of the grouting steel sleeve (7) is positioned on a slip crack surface (9);
on a row of micro piles (1) close to the slope surface of the sliding body (2), inserting the pre-stressed anchor rods (5) into a pile body (4) of each micro pile (1) in an inclined mode, inserting the pre-stressed anchor rods into the sliding bed (10), and anchoring the pre-stressed anchor rods (5) in a high-pressure grouting and pre-stressed mode;
connecting the prestressed anchor rods (5) by using I-shaped steel (6);
pouring and connecting the tops of the micro piles (1) to form a crown beam (3);
pressurizing and grouting from the top of the micro pile (1), wherein grout seeps out from the opening of the grouting steel sleeve (7) and forms a mixed material with the peripheral soil body to reinforce the peripheral soil body;
wherein, a micro pile structure for piling up layer landslide is administered includes:
the bottom of each micro pile (1) is used for being inserted into a sliding bed (10), and the micro piles (1) are arranged in a mode that multiple rows are arranged in parallel and staggered in each row; each of said micropiles (1) comprises:
a pile body (4) which is a steel pipe concrete pile;
the grouting steel sleeve (7) is coaxially sleeved on the outer side of the lower part of the pile body (4), a plurality of through holes are uniformly distributed on the circumferential surface of the grouting steel sleeve (7), and the through holes are communicated with the interior of the pile body (4);
the prestressed anchor rods (5) are arranged on a row of miniature piles (1) close to the slope surface of the sliding body (2), and each prestressed anchor rod (5) is obliquely inserted from the top of each pile body (4) and inserted into the sliding bed (10);
the I-shaped steel (6) is used for connecting the prestressed anchor rods (5);
the crown beam (3) is cast and connected with the top of each micro pile (1);
each micro pile (1) is used for high-pressure grouting through the top of the micro pile and then is discharged through the grouting steel sleeve (7) so as to reinforce the connection between the micro pile (1) and the sliding bed (10); the I-shaped steel (6) and the crown beam (3) are used for reinforcing the connection among the micro piles (1) to form an integral micro pile group; and the prestressed anchor rods (5) are used for reinforcing the connection between the micro pile group and the sliding bed (10).
2. An abatement method according to claim 1, wherein the depth of anchorage of the micropile (1) is 1/3 of the length of the pile body (4).
3. A harnessing method according to claim 1 or claim 2, wherein the pre-stressed anchor (5) is driven into the slide (2) to a depth of 10 m.
4. An abatement method according to claim 1 or 2, characterized in that the pile body (4) of the mini-pile (1) is provided with fixed support ribs.
5. A harnessing method according to claim 1 or claim 2, wherein the pre-stressed anchor (5) is laid at an angle of 25 ° ± 5 ° to the horizontal.
6. A harnessing method according to claim 1 or claim 2, wherein the pre-stressed anchor (5) is a slip-cast anchor.
7. A treatment method according to claim 1 or 2, characterised in that the crown beams (3) are arranged in a triangular mesh.
8. A treatment method according to claim 1 or 2, characterized in that the pile body (4) of the micropile (1) has an outer diameter of 108mm, a wall thickness of 4mm and a length of 15 m, and the diameter of the through hole in the grouting steel sleeve (7) is 20 mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110469396.4A CN113322982A (en) | 2021-04-28 | 2021-04-28 | Method for managing landslide of accumulation layer |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110469396.4A CN113322982A (en) | 2021-04-28 | 2021-04-28 | Method for managing landslide of accumulation layer |
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| Publication Number | Publication Date |
|---|---|
| CN113322982A true CN113322982A (en) | 2021-08-31 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN202110469396.4A Pending CN113322982A (en) | 2021-04-28 | 2021-04-28 | Method for managing landslide of accumulation layer |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116291638A (en) * | 2023-04-11 | 2023-06-23 | 华能云南滇东能源有限责任公司 | Grouting device for preventing and controlling water in coal mine |
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| JP2011179220A (en) * | 2010-03-01 | 2011-09-15 | West Nippon Expressway Co Ltd | Method of stabilizing slope and landslide control steel pipe pile |
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| CN204252124U (en) * | 2014-12-04 | 2015-04-08 | 山东科技大学 | Steel pipe concrete profiled congruent pile |
| CN109914446A (en) * | 2019-04-11 | 2019-06-21 | 西安工业大学 | A kind of strong skid resistance mini pile and its construction method of landslide-proofing |
| CN111021376A (en) * | 2019-12-18 | 2020-04-17 | 中国地质科学院探矿工艺研究所 | Three-dimensional frame pile body structure for deep landslide treatment and construction process thereof |
| CN211816314U (en) * | 2020-01-09 | 2020-10-30 | 中铁西北科学研究院有限公司 | Be applicable to high steep topography landslide and administer structure |
| CN211898463U (en) * | 2020-03-20 | 2020-11-10 | 西安公路研究院 | Reinforcing device combining micro-steel pipe pile and anchor rod |
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2021
- 2021-04-28 CN CN202110469396.4A patent/CN113322982A/en active Pending
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2011179220A (en) * | 2010-03-01 | 2011-09-15 | West Nippon Expressway Co Ltd | Method of stabilizing slope and landslide control steel pipe pile |
| CN203270588U (en) * | 2013-05-29 | 2013-11-06 | 中铁第四勘察设计院集团有限公司 | Mini-pile antiskid structure |
| CN204252124U (en) * | 2014-12-04 | 2015-04-08 | 山东科技大学 | Steel pipe concrete profiled congruent pile |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN116291638A (en) * | 2023-04-11 | 2023-06-23 | 华能云南滇东能源有限责任公司 | Grouting device for preventing and controlling water in coal mine |
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Application publication date: 20210831 |