CN106498954A - High steep soil deformation slope retaining structure - Google Patents
High steep soil deformation slope retaining structure Download PDFInfo
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- CN106498954A CN106498954A CN201611041294.8A CN201611041294A CN106498954A CN 106498954 A CN106498954 A CN 106498954A CN 201611041294 A CN201611041294 A CN 201611041294A CN 106498954 A CN106498954 A CN 106498954A
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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
- E02D17/207—Securing of slopes or inclines with means incorporating sheet piles or piles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/24—Prefabricated piles
- E02D5/28—Prefabricated piles made of steel or other metals
- E02D5/285—Prefabricated piles made of steel or other metals tubular, e.g. prefabricated from sheet pile elements
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
Abstract
Disclosed by the invention be hydroelectric project field the high steep soil deformation slope retaining structure of one kind and construction method, the structure includes the steel-pipe pile for being arranged on top outside soil deformation scope, the steel-pipe pile includes multiple, and laterally homogeneous arranged for interval, the soil body below the steel-pipe pile, carries out reinforcement protection using anchor cable sash girder construction after carrying out cutting slope off-load.The invention has the beneficial effects as follows：By carrying out interim gear shield to deformed slope using steel-pipe pile, then carry out cutting slope off-load to deforming the soil body, anchor cable sash beam supporting is finally carried out, this structure not only quickly can have been administered high steep earth material field deformation side slope temporarily but also can forever have been ensured that stock ground deformed slope is stable, high steep earth material field deformation slope treatment suitable for hydroelectric project, after can ensure that earth material field slope deforming, earth material exploitation is substantially unaffected, administer for Permanent Slope again simultaneously and win the quality time, the structure construction is convenient, simple to operate, effect is significant, can guarantee hydroelectric project smooth construction to greatest extent.
Description
Technical field
The present invention relates to Hydraulic and Hydro-Power Engineering field, more particularly to a kind of high steep soil deformation slope retaining structure and construction
Method.
Background technology
Earth material field slope treatment main purpose guarantees stability of slope and provides safety guarantee for earth material exploitation.High steep earth material field
It is improper that side slope is once exploited, and easily causes soil deformation and destruction, so as to affect earth material to exploit, affects Construction of Hydropower Engineering, very
To causing hydroelectric project to be stopped work, such as earth and rockfill dam may be because causing dam fill without earth material supply.Therefore earth material field side slope is controlled
Reason is different from common engineering side slope.When deformation occurs in soil body engineering slope, using removing, cut slope off-load, anchorage cable anchoring, even resist
The conventional measures such as sliding pile are reinforced, and so often the duration is longer.And deform earth material field side slope as stock ground exploitation needs, do not permit
Perhaps the slope treatment duration is longer, needs quick side slope to be administered temporarily, it is ensured that earth material is exploited, and then implements Permanent Slope again
Administer.Deformed slope administers relatively effective method temporarily for steel-pipe pile supporting, but its theoretical calculation is immature, it is impossible to for forever
Long side slope.Therefore in the urgent need to inventing a kind of permanent support and processing the deformed slope prevention and controls for combining temporarily, both accomplish
Earth material field exploitation safety, deformed slope interim stabilization is ensure that, earth material field side slope permanent stabilization is can ensure that again.
Content of the invention
For overcoming the existing deformed slope Prevention Technique duration longer, affect the deficiencies such as stock ground exploitation, the present invention solve
Technical problem be：Deformed slope control structure and method that a kind of interim process is combined with permanent support are provided.
The technical solution adopted for the present invention to solve the technical problems is：High steep soil deformation slope retaining structure, including
It is arranged on outside soil deformation scope the steel-pipe pile of top, the steel-pipe pile includes multiple, and laterally homogeneous arranged for interval, described
The soil body below steel-pipe pile, carries out reinforcement protection using anchor cable sash girder construction after carrying out cutting slope off-load.
It is further that the steel-pipe pile enters soil body sliding surface or the length of potential sliding surface is more than long two of the above stake of sliding surface
/ mono-, and enter good ground.
It is further that the steel-pipe pile includes 2～3 rows, is arranged in the outer 10～20m of soil deformation scope, steel-pipe pile is straight
Footpath takes 130mm～168mm, 5～10mm of thickness of steel pipe, steel pipe 0.5～2m of pile spacing.
Be further, below the steel-pipe pile soil body the Slope ratio according to stability of slope coefficient 1.0～1.05 from
Carry out the reinforcing of anchor cable sash beam after up to carrying out down cutting slope off-load again, cut slope and be highly not more than 2 times of steel pipe pile lengths.
The construction method of high steep soil deformation slope retaining structure, comprises the following steps：
A, geological mapping：Geological mapping is carried out to deformed slope, slope soil material composition, thickness and space point is found out
Cloth, each soil layer physico mechanical characteristic；
B, analytical calculation：According to metaboly, analysis of slope Deformation Reasons, deformation mechanism, and deformed slope is carried out surely
Qualitative calculating, analysis of slope stability；
C, side slope carry out emergency processing：According to the conclusion that step b draws, steel pipe is squeezed into using outside soil deformation scope
Stake fore shaft mode prevents deformation extension, after stability of slope, the deformation soil body below steel-pipe pile is carried out cutting slope off-load；
D, side slope are forever processed：After the emergency processing of step c, anchor cable frame is adopted to the side slope below steel-pipe pile
Lattice beam structure carries out permanent support.
When being further to carry out steel pipe pile locking notch to operate in step c, steel-pipe pile enters the length of sliding surface or potential sliding surface
Degree is more than long 1/2nd of the above stake of sliding surface, and enters good ground, is determined according to the conclusion drawn in step b during operation
Position is embodied as, steel-pipe pile should be arranged in the outer 10～20m of deformation range, and steel-pipe pile diameter takes 130mm～168mm, steel pipe walls
5～10mm of thickness, steel pipe 0.5～2m of pile spacing, arrange 2～3 rows as the case may be.
It is further to need to be monitored the soil body after the completion of steel-pipe pile arrangement, monitoring point is arranged on above steel-pipe pile
The soil body in, when monitor the soil body also deformation when, be encrypted or increase steel-pipe pile row to steel-pipe pile, until not redeformation
When carry out again cutting slope off-load.
It is further, when being removed to the deformation soil body, according to the Slope that stability of slope coefficient is 1.0～1.05
Than carrying out from top to bottom cutting slope off-load, cut slope and be highly not more than 2 times of steel pipe pile lengths.
Be further cut the operation of slope off-load complete and anchor cable sash beam supporting after the completion of can side slope carry out stability prison
Survey, such as side slope then encrypts anchor cable sash beam supporting, till stability of slope also in deformation.
The invention has the beneficial effects as follows：By carrying out deformed slope interim gear shield using steel-pipe pile, then carry out cutting slope
Off-load, finally carries out anchor cable sash beam supporting, and this method not only quickly can have been administered high steep earth material field deformation side slope temporarily but also can be forever
Kubo card stock ground deformed slope is stable, it is adaptable to high steep earth material field deformation slope treatment in hydroelectric project, can ensure that earth material field side
After the deformation of slope, earth material exploitation is substantially unaffected, while administer for Permanent Slope that again the quality time is won, the method easy construction,
Simple to operate, effect is significant can guarantee hydroelectric project smooth construction to greatest extent.
Description of the drawings
Fig. 1 is slope treatment construction schematic diagram of the present invention.
It is labeled as in figure, 1- parent rocks, 2- bases cover boundary line, 3- deforms the soil body, 4- deformation cracks, 5- above-ground routes, 6- steel-pipe piles,
7- excavation lines, 8- anchor cable sash beams, 9- monitoring points, 10- monitoring points.
Specific embodiment
Below by way of drawings and Examples, the invention will be further described.
As shown in figure 1, the present invention includes that the steel-pipe pile for being arranged on top outside soil deformation scope, the steel-pipe pile include
Multiple, and laterally homogeneous arranged for interval, the soil body below the steel-pipe pile, tied using anchor cable sash beam after carrying out cutting slope off-load
Structure carries out reinforcement protection.
Further, the steel-pipe pile enters soil body sliding surface or the length of potential sliding surface is more than long two points of the above stake of sliding surface
One of, and entering good ground, i.e., 6 lower end of steel-pipe pile is must be inserted in parent rock 1, it is therefore an objective to make the steel-pipe pile 6 will not be with soil
The deformation of body and movement, can stablize effectively carries out gear shield to the soil body.
In concrete operations should analytical calculation draws according to before conclusion determining the position that is embodied as of steel-pipe pile, steel
Pile tube should be arranged in the outer 10～20m of deformation range, and steel-pipe pile diameter takes 130mm～168mm, 5～10mm of thickness of steel pipe, steel-pipe pile
0.5～2m of spacing, arranges 2～3 rows as the case may be.Steel-pipe pile 6 needs to be monitored the soil body after the completion of arranging, monitoring point
9 are arranged in the soil body above steel-pipe pile, when monitoring the soil body also in deformation, steel-pipe pile 6 need to be encrypted or increase steel
Pile tube row, carries out cutting slope off-load when not redeformation again.Because the theoretical calculation using steel-pipe pile supporting is immature, it is impossible to
The soil body not redeformation after ensureing once to construct, needs the detection and analysis for carrying out a period of time, the only the soil body not redeformation of top
Could the soil body of lower section be carried out cutting slope process afterwards.
When being removed to the deformation soil body, according to the Slope ratio that stability of slope coefficient is 1.0～1.05 from top to bottom
Carry out cutting slope off-load, cut slope and be highly not more than 2 times of steel pipe pile lengths.When slope is cut, if the soil body for removing is more, can also affect
Steel-pipe pile and the stability of the top soil body, through theoretical calculation and test, in conjunction with previous experiences, according to stability of slope coefficient be
1.0～1.05 slope ratio carries out cutting slope, and cuts slope highly no more than 2 times of steel pipe pile lengths, so can both ensure stability of slope, and
Enough earth materials can be obtained.
To be on the safe side, cut the operation of slope off-load complete and anchor cable sash beam supporting after the completion of can side slope carry out stability
Monitoring, such as side slope also in deformation, then encrypt anchor cable sash beam supporting, till stability of slope.Monitoring point 10 may be provided at cuts
Subtract the medium position of rear side slope, anchor cable sash beam 8 should cover the edge and most areas of side slope, can arrange one if necessary
A little pumping equipments.
The construction method of high steep soil deformation slope retaining structure, comprises the following steps：
A, geological mapping：Geological mapping is carried out to deformed slope, slope soil material composition, thickness and space point is found out
Cloth, each soil layer physico mechanical characteristic；
B, analytical calculation：According to metaboly, analysis of slope Deformation Reasons, deformation mechanism, and deformed slope is carried out surely
Qualitative calculating, analysis of slope stability；
C, side slope carry out emergency processing：According to the conclusion that step b draws, steel pipe is squeezed into using outside soil deformation scope
Stake fore shaft mode prevents deformation extension, after stability of slope, the deformation soil body below steel-pipe pile is carried out cutting slope off-load；
D, side slope are forever processed：After the emergency processing of step c, anchor cable frame is adopted to the side slope below steel-pipe pile
Lattice beam structure carries out permanent support.
As shown in figure 1, when geological mapping is carried out to deformed slope, needing the concrete structure information for drawing out the soil body, wrap
Include parent rock 1, base and cover boundary line 2, the deformation soil body 3, deformation crack 4, above-ground route 5 etc., and other side measures size, frictional force, stability etc.
Calculated.Subsequent analysis of slope Deformation Reasons, ordinary circumstance are all to cause stock ground slope deforming due to the exploitation of bottom cutting, such as
Fruit not protected in time by side slope, is easily caused the major accidents such as landslide.In order to quickly prevent deformation extension, in deformation
Steel-pipe pile 6 is squeezed in the extraneous top of the soil body, and steel-pipe pile 6 sustains the downward pressure of the top soil body, make the top soil body not followed by
Continuous deformation of sliding, then just can carry out cutting slope off-load to the soil body below steel-pipe pile 6, it needs to be determined that excavation line 7 before slope is cut
Position, cut slope and process and both obtained the earth material of requirement of engineering, side slope load can be reduced again, stability of slope is made.It is finally to guarantee
Side slope permanent stabilization and prevent long-term slope from being continued to deform by rain drop erosion, side slope is forever propped up using anchor cable sash beam 8
Shield, ultimately forms the version of steel-pipe pile 6 plus 8 combined supporting of anchor cable sash beam.
Further, when carrying out steel pipe pile locking notch operation in step c, steel-pipe pile 6 enters the length of sliding surface or potential sliding surface
Degree is more than long 1/2nd of the above stake of sliding surface, and enters good ground, i.e., 6 lower end of steel-pipe pile is must be inserted in parent rock 1, mesh
Be make steel-pipe pile 6 will not the movement with the deformation of the soil body, can stablize effectively carries out gear shield to the soil body.Root is answered during operation
Determine according to the conclusion drawn in step b and be embodied as position, steel-pipe pile should be arranged in the outer 10～20m of deformation range, steel-pipe pile
Diameter takes 130mm～168mm, 5～10mm of thickness of steel pipe, steel pipe 0.5～2m of pile spacing, arranges 2～3 rows as the case may be.
Steel-pipe pile 6 needs to be monitored the soil body after the completion of arranging, monitoring point 9 is arranged in the soil body above steel-pipe pile,
When monitoring the soil body also in deformation, steel-pipe pile row is encrypted or is increased to steel-pipe pile 6, is carried out when not redeformation again
Cut slope off-load.Because the theoretical calculation using steel-pipe pile supporting is immature, it is impossible to the soil body not redeformation after ensureing once to construct, need
Could the soil body of lower section be carried out cutting at slope after the detection and analysis of a period of time to be carried out, the only the soil body not redeformation of top
Reason.
When being removed to the deformation soil body, according to the Slope ratio that stability of slope coefficient is 1.0～1.05 from top to bottom
Carry out cutting slope off-load, cut slope and be highly not more than 2 times of steel pipe pile lengths.When slope is cut, if the soil body for removing is more, can also affect
Steel-pipe pile and the stability of the top soil body, through theoretical calculation and test, in conjunction with previous experiences, according to stability of slope coefficient be
1.0～1.05 slope ratio carries out cutting slope, and cuts slope highly no more than 2 times of steel pipe pile lengths, so can both ensure stability of slope, and
Enough earth materials can be obtained.
To be on the safe side, cut the operation of slope off-load complete and anchor cable sash beam supporting after the completion of can side slope carry out stability
Monitoring, such as side slope also in deformation, then encrypt anchor cable sash beam supporting, till stability of slope.Monitoring point 10 may be provided at cuts
Subtract the medium position of rear side slope, anchor cable sash beam 8 should cover the edge and most areas of side slope, can arrange one if necessary
A little pumping equipments.
Embodiment：
High more than 400 rice in long sill may power station soup dam earth material field slope, the gradient are steeper, up to 30～40 °, as bottom cutting is opened
Adopt, cause to occur deforming near aperture lines, and it is high to be rapidly spread to the above 120m of aperture lines, the nearly insertion of boundary of landslide, serious shadow
Lower section earth material exploitation safety is rung, dam filing is affected.Geological mapping is carried out immediately after there is deformation, find out slope soil material group
Into, thickness and spatial distribution, each soil layer physico mechanical characteristic.Metaboly has been investigated, stock ground slope deforming scope has been found out, point
Deformation Reasons and deformation mechanism are analysed, it is believed that earth material field slope deforming is due to bottom earth material cutting exploitation, causes side slope to occur
Towed deformation, as the exploitation of bottom stock ground is constantly carried out, constantly by towing deformation, last boundary of landslide is near for top upper side slope
Insertion.Therefore side slope emergency processing first has to control deformed slope do not extended up, while stop the exploitation of bottom soil body cutting,
2 row's steel-pipe pile of quick injection at the outer 10m of deformation boundaries scope, stake footpath 168mm, thickness of steel pipe 10mm, array pitch 1.5m, depth
30m simultaneously enters stable basement rock.After injection steel-pipe pile, when confirming steel-pipe pile and above side slope without deformation through monitoring, implement immediately to cut
Slope off-load.Stable calculation is carried out to deformed slope immediately before implementing, using not considering interim stabilization slope ratio in the case of steel-pipe pile
Carry out cutting slope off-load, be computed, soup Ba Tuliaochang adopts 1：1.2 slope ratios, in the case of the high 50m in slope, stability coefficient is 1.0.?
During cutting slope off-load, synchronous anchor cable of implementing in excavation slope adds sash beam supporting.Implement steel-pipe pile+anchor cable+sash beam comprehensive
After closing preventing and treating, high steep earth material field slope deforming is controlled and prevents and treats, and does not affect substantially stock ground exploitation and dam filing, and guarantees
Construction safety.Long sill may Dam is filled and is finished at present, and 6,100,000 m are smoothly exploited in stock ground under deformation3Soil
Material, the technology are smoothed out there is provided powerful technical support for dam filing.
The application is scientific and reasonable using high steep earth material field deformation side slope integrated control technique, simple and easy to do, both can be quick
The interim steep earth material field deformation side slope of height of administering can forever ensure the stable integrated control technique of stock ground deformed slope again, can ensure that soil
After the slope deforming of stock ground, earth material exploitation is substantially unaffected, while administer for Permanent Slope win the quality time again.The method is applied
Work is convenient, and simple to operate, effect is significant can guarantee hydroelectric project smooth construction to greatest extent.
Claims (9)
1. high steep soil deformation slope retaining structure, is characterized in that：Including being arranged on the steel pipe of top outside soil deformation scope
Stake (6), described steel-pipe pile (6) include multiple, and laterally homogeneous arranged for interval, the soil body below steel-pipe pile (6), are carrying out
Reinforcement protection is carried out using anchor cable sash beam (8) structure after cutting slope off-load.
2. high steep soil deformation slope retaining structure as claimed in claim 1, is characterized in that：Steel-pipe pile (6) are entered to bury
The length of body sliding surface or potential sliding surface is more than long 1/2nd of the above stake of sliding surface, and enters good ground.
3. high steep soil deformation slope retaining structure as claimed in claim 2, is characterized in that：Described steel-pipe pile (6) include 2～
3 rows, are arranged in the outer 10～20m of soil deformation scope, and steel-pipe pile (6) diameter takes 130mm～168mm, 5～10mm of thickness of steel pipe,
Steel pipe 0.5～2m of pile spacing.
4. the high steep soil deformation slope retaining structure as described in claim 1,2 or 3, is characterized in that：Under steel-pipe pile (6)
Necromancer body adopts anchor cable frame after the Slope according to stability of slope coefficient 1.0～1.05 is than carrying out cutting slope off-load from top to bottom again
Lattice beam (8) is reinforced, and cuts the length that slope is highly not more than 2 times of steel-pipe piles (6).
5. the construction method of high steep soil deformation slope retaining structure as claimed in claim 4, is characterized in that, including following step
Suddenly：
A, geological mapping：Geological mapping is carried out to deformed slope, slope soil material composition, thickness and spatial distribution is found out, respectively
Soil layer physico mechanical characteristic；
B, analytical calculation：According to metaboly, analysis of slope Deformation Reasons, deformation mechanism, and stability is carried out to deformed slope
Calculate, analysis of slope stability；
C, side slope carry out emergency processing：According to the conclusion that step b draws, locked using steel-pipe pile is squeezed into outside soil deformation scope
Mouth mode prevents deformation extension, after stability of slope, the deformation soil body below steel-pipe pile is carried out cutting slope off-load；
D, side slope are forever processed：After the emergency processing of step c, anchor cable sash beam is adopted to the side slope below steel-pipe pile
Structure carries out permanent support.
6. the construction method of high steep soil deformation slope retaining structure as claimed in claim 5, is characterized in that：In step c
When carrying out steel pipe pile locking notch and operating, steel-pipe pile enter sliding surface or potential sliding surface length long more than the above stake of sliding surface two/
One, and good ground is entered, being determined according to the conclusion drawn in step b during operation and be embodied as position, steel-pipe pile should be arranged
In the outer 10～20m of deformation range, steel-pipe pile diameter takes 130mm～168mm, 5～10mm of thickness of steel pipe, and steel pipe pile spacing 0.5～
2m, arranges 2～3 rows as the case may be.
7. the construction method of high steep soil deformation slope retaining structure as claimed in claim 6, is characterized in that：Steel-pipe pile is arranged
After the completion of need to be monitored the soil body, monitoring point is arranged in the soil body above steel-pipe pile, when monitor the soil body also deformation
When, steel-pipe pile row is encrypted or is increased to steel-pipe pile, carries out again cutting slope off-load when not redeformation.
8. the construction method of high steep soil deformation slope retaining structure as claimed in claim 5, is characterized in that：To deformation soil
When body is removed, carry out from top to bottom cutting slope off-load according to the Slope ratio that stability of slope coefficient is 1.0～1.05, cut slope high
Degree is not more than 2 times of steel pipe pile lengths.
9. the construction method of high steep soil deformation slope retaining structure as claimed in claim 8, is characterized in that：Cut slope off-load behaviour
Complete and anchor cable sash beam supporting after the completion of can side slope carry out STABILITY MONITORING, such as side slope then encrypts anchor cable also in deformation
Sash beam supporting, till stability of slope.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201611041294.8A CN106498954A (en) | 2016-11-23 | 2016-11-23 | High steep soil deformation slope retaining structure |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201611041294.8A CN106498954A (en) | 2016-11-23 | 2016-11-23 | High steep soil deformation slope retaining structure |
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| CN106498954A true CN106498954A (en) | 2017-03-15 |
Family
ID=58328295
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| CN201611041294.8A Pending CN106498954A (en) | 2016-11-23 | 2016-11-23 | High steep soil deformation slope retaining structure |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110004943A (en) * | 2019-03-27 | 2019-07-12 | 河海大学 | Forced miniature steel pipe pile-anchor cable joint soil-slope supporting construction and construction method |
| CN111827313A (en) * | 2020-07-29 | 2020-10-27 | 中国电建集团成都勘测设计研究院有限公司 | Treatment method for slip collapse of discrete high slope on surface layer of deep layer strong-dumping deformation body |
| CN112504158A (en) * | 2021-02-03 | 2021-03-16 | 湖南联智科技股份有限公司 | Slope deformation monitoring device and method |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN203878594U (en) * | 2014-05-08 | 2014-10-15 | 中国水电顾问集团贵阳勘测设计研究院有限公司 | Slope reinforcement governing structure |
| KR20150113514A (en) * | 2014-03-31 | 2015-10-08 | 주식회사 강산 | Guid Apparatus for Soil Pin of reinforcing a slope |
| CN205088697U (en) * | 2015-11-13 | 2016-03-16 | 中国电建集团成都勘测设计研究院有限公司 | Garrulous rock matter slope reinforcement structure of loosing |
| KR20160050226A (en) * | 2014-10-29 | 2016-05-11 | 주식회사 제이에스그린 | Cut slope reinforcement |
| CN205444202U (en) * | 2015-12-15 | 2016-08-10 | 中国电建集团中南勘测设计研究院有限公司 | Steep towed landslide of face of a thick gliding mass fender protector |
| CN206204961U (en) * | 2016-11-23 | 2017-05-31 | 中国电建集团成都勘测设计研究院有限公司 | Steep soil deformation slope retaining structure high |
-
2016
- 2016-11-23 CN CN201611041294.8A patent/CN106498954A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20150113514A (en) * | 2014-03-31 | 2015-10-08 | 주식회사 강산 | Guid Apparatus for Soil Pin of reinforcing a slope |
| CN203878594U (en) * | 2014-05-08 | 2014-10-15 | 中国水电顾问集团贵阳勘测设计研究院有限公司 | Slope reinforcement governing structure |
| KR20160050226A (en) * | 2014-10-29 | 2016-05-11 | 주식회사 제이에스그린 | Cut slope reinforcement |
| CN205088697U (en) * | 2015-11-13 | 2016-03-16 | 中国电建集团成都勘测设计研究院有限公司 | Garrulous rock matter slope reinforcement structure of loosing |
| CN205444202U (en) * | 2015-12-15 | 2016-08-10 | 中国电建集团中南勘测设计研究院有限公司 | Steep towed landslide of face of a thick gliding mass fender protector |
| CN206204961U (en) * | 2016-11-23 | 2017-05-31 | 中国电建集团成都勘测设计研究院有限公司 | Steep soil deformation slope retaining structure high |
Non-Patent Citations (2)
| Title |
|---|
| 曹建平: "长河坝水电站土料场边坡变形及采取的应急处理措施", 《四川水力发电》 * |
| 袁有仓等: "长河坝水电站汤坝土料场应急监测研究", 《四川水利》 * |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110004943A (en) * | 2019-03-27 | 2019-07-12 | 河海大学 | Forced miniature steel pipe pile-anchor cable joint soil-slope supporting construction and construction method |
| CN111827313A (en) * | 2020-07-29 | 2020-10-27 | 中国电建集团成都勘测设计研究院有限公司 | Treatment method for slip collapse of discrete high slope on surface layer of deep layer strong-dumping deformation body |
| CN112504158A (en) * | 2021-02-03 | 2021-03-16 | 湖南联智科技股份有限公司 | Slope deformation monitoring device and method |
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Application publication date: 20170315 |