CN106223314B - Aperture fills and controlled grouting combines the method for administering Rockfill Dam deformation - Google Patents
Aperture fills and controlled grouting combines the method for administering Rockfill Dam deformation Download PDFInfo
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- CN106223314B CN106223314B CN201610614480.XA CN201610614480A CN106223314B CN 106223314 B CN106223314 B CN 106223314B CN 201610614480 A CN201610614480 A CN 201610614480A CN 106223314 B CN106223314 B CN 106223314B
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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
- 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
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B7/00—Barrages or weirs; Layout, construction, methods of, or devices for, making same
- E02B7/02—Fixed barrages
- E02B7/04—Dams across valleys
- E02B7/06—Earth-fill dams; Rock-fill dams
-
- 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
- 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
- E02D2300/0004—Synthetics
- E02D2300/0018—Cement used as binder
- E02D2300/0023—Slurry
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- Engineering & Computer Science (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Mechanical Engineering (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
- Earth Drilling (AREA)
Abstract
The method for administering Rockfill Dam deformation is combined the invention discloses a kind of filling of aperture and controlled grouting, it is characterised in that：It includes the following steps；Drilled in the dam crest face of dam body (1) using drilling machine, ensure it is adjacent it is horizontal and vertical between drilling (1.1) spacing be 26 meters；It is segmented drills from top to bottom in dam body (1) top surface using drilling machine, each depth that (1.1) are crept into every time that drills is 36 meters；The drilling machine uses diamond geological drilling machine, and drill bit breaks core drill bit using diamond；It is low that it overcomes charging efficiency in the prior art, and the filling of dam body gap is uneven, easily leads to the shortcomings that drilling rod blocks, and has the advantages of lasting, stables, efficient, running pulp, spillage phenomenon do not occur.
Description
Technical field
The present invention relates to the technical fields that the dangerous Rockfill Dam of hydraulic and hydroelectric engineering disease is reinforced, and are more specifically holes
Mouth filling and controlled grouting combine the method that Rockfill Dam deforms of administering.
Background technology
The rock-fill dams that in China's age in the last century 50-70 special period of history builds, the construction technology being limited at that time is horizontal, greatly
Part dam body rolls leakiness or even manually piles up, and is not rolled, so as to cause dam body gap is more, porosity is big, causes
Make dam body continuous deformation, and deformation is larger, does not restrain for a long time.Due to dam body continuous deformation, seepage control system will be caused to destroy repeatedly,
Jeopardize dam safety, therefore it is the basic of releasing rock-fill dams dangerous situation to control dam deformation.
For the Rockfill Dam that gap is more, porosity is big, engineering reinforcement measure at present is mostly directly to be perfused by drilling rod
Fluidised form cement mortar is perfused by drilling rod in underflow, to reduce rockfill porosity.Above-mentioned two classes method, which exists, passes through drilling rod
The problems such as perfusion underflow, grout spreading range is difficult to control, grout consumption is big.Under normal conditions, dam body lower part easily fills perfusion
It is excessive, approximately form entity structure, and dam body top gap cannot effectively fill perfusion, cause dam body dead weight increase compared with
It is more, so as to increase the engineering measure for improving dam foundation non-deformability；And the coarse materials such as fluidised form cement mortar are perfused by drilling rod,
Low there are charging efficiency, the filling of dam body gap is uneven, easily leads to the problems such as drilling rod blocking.
Be no more than the dam body of 30.0m for height, dam body porosity can also be reduced using vibroflotation compaction, but exist construct into
The problems such as degree is slow, and construction investment is big.It is more than the dam body of 30.0m for height at present, vibroflotation compaction is difficult to effectively reduce dam body hole
Gap rate, so as to control dam deformation.
Invention content
It is an object of the invention to overcome the shortcoming of above-mentioned background technology, and propose aperture filling and controlled grouting knot
The method for administering Rockfill Dam deformation is closed, makes up the filled soils defect of former dam body, improves dam deformation characteristic, improves dam
The non-deformability of body.
Aperture filling of the present invention and controlled grouting combine the method for administering Rockfill Dam deformation, it is characterised in that：It is wrapped
Include following steps；
1., drilled using drilling machine in the dam crest face of dam body, ensure it is adjacent it is horizontal and vertical between the spacing of wells
It is 2-6 meters；
2., be segmented and drill from top to bottom in dam body top surface using drilling machine, the depth crept into every time that each drills is 3-6
Rice；
3., on the dam crest face of drilling import, will a kind of one section of original drilling rod upper jet mixing filling coarse grain of installation
Expect the device in dam body gap, while it is in 3-6 meters of drilling that the head of drilling rod is extend into the depth crept into every time；Described one
The device in kind jet mixing filling Coarse Aggregate dam body gap is by the cement mortar of the stacking near dam facing and sand material according to the ratio of mud
0.5:1 carries out full and uniform stirring, and the injection pressure for ensureing cement mortar in drilling rod is 1.5Mpa-2.0Mpa, after the completion of stirring
Upper flow regime mortar along drilling rod hole injection be filled into the gap of dam body；
4., having been carried out step 3. in the drilling of dam body, first cement, flyash, bentonite are mixed for raw material
Solution is formed, then by solution and water according to ratio of mud 0.7-1:1, which carries out proportioning, forms the stable slurry being mixed into；Ensure to bore simultaneously
The grouting pressure of bar is 0.1Mpa, is in the milk in the drilling of the dam body in step is had been carried out 3.；Control stable slurry
Dilation angle is 2 meters；
5., step 2. in drilling on the basis of, be continuing with drilling machine downwards segmentation drill；Every section described
The length of drilling be 3-6 meter, in the drilling described in every section implementation steps 3. -4. operation until dam body bottom surface, make entirely
Until drilling forms a sold stowing bored concrete pile.
In the above-mentioned technical solutions：The grout hole arrangement of horizontal and vertical drilling on the top surface of the dam body is suitable
Sequence is using interval grouting method.
In the above-mentioned technical solutions：A kind of device in jet mixing filling Coarse Aggregate dam body gap is by main shaft, spiral shell
Line connector, auxiliary mixing arm, it is vertical penetrate slurry hole, level penetrates slurry hole, closed plate composition；It is equal in the upper and lower ends of the main shaft
Body is connected through a screw thread with drilling rod to be threadedly coupled；Auxiliary mixing arm described in four is welded on inside in cross in the horizontal plane
On armshaft for the main shaft of cavity structure, vertical penetrate is provided in the centre of the horizontal arm of each auxiliary mixing arm and starches hole,
Horizontal arm cavity and spindle cavity perforation, the upright arm of the auxiliary mixing arm are solid construction, and the tail of upright arm
Portion is to contract；Setting to penetrate there are four level and starch hole, the level described in four at 30 millimeters of the lower section among the main shaft
It is equidistantly circumferentially disposed on the main shaft to penetrate slurry hole；Tail portion in the cavity of the main shaft is provided with closed plate, institute
The closed plate and the threaded connection body of lower end stated form enclosed construction, and be provided with closed plate in the centre of the closed plate and penetrate slurry
Hole.
In the above-mentioned technical solutions：A diameter of 50 millimeters of the main shaft, length are 250 millimeters；The horizontal arm
150 millimeters of length, the vertical arm lengths be 60 millimeters；Each vertical penetrate starches hole and the horizontal aperture for penetrating slurry hole
It it is 5 millimeters, the level is penetrated there are four slurry holes, is respectively positioned at 30 millimeters of lower section among the main shaft.
In the above-mentioned technical solutions：The level penetrates the angle between the line and horizontal arm in slurry hole and the axle center of main shaft
It is 45 degree.
In the above-mentioned technical solutions：The closed plate is made for steel material, and the closed plate penetrates slurry hole
Aperture is 5 millimeters.
In the above-mentioned technical solutions：When drilling rod is used to be more than 30 degree with the vertical angle of dam body, in the upstream dam slope of dam body
On build operating platform.
In the above-mentioned technical solutions：The length of every drilling rod of the drilling machine is 3-6 meters.
The present invention has following technological merit：1st, the filling bored concrete pile dilation angle that the present invention completes is controllable, in dam body shape
Bored concrete pile is filled into series, can effectively control dam deformation.
2nd, work progress of the present invention is lasting, stable, efficient, and running pulp, spillage phenomenon do not occur, can continuously continue to construct, can
Interval is not used, treats the construction technologies means such as solidifying, greatly improves working efficiency.
3rd, material about 30% or so is saved compared with the present invention fills method for filling with others, improves working efficiency about
25%, save project cost about 20%.
4th, the present invention is applied successfully in certain project rock-fill dams Strengthening Project, and filling after testing is perfused with suitable glue
Knotting strength, compensates for the filled soils defect of former dam body, and dam construction is completed nearly 5 years, and dam body does not deform during operation.
Description of the drawings
Fig. 1 is the sectional view of dam body of the present invention filling perfusion.
Fig. 2 is drilling plane layout drawing.
Fig. 3 is a kind of device sectional view in jet mixing filling Coarse Aggregate dam body gap in the present invention.
Fig. 4 is a kind of device vertical view in jet mixing filling Coarse Aggregate dam body gap in the present invention.
In figure：Dam body 1, drilling 1.1, the device 2 in jet mixing filling Coarse Aggregate dam body gap, main shaft 2.1, threaded connection
Body 2.2, auxiliary mixing arm 2.3, horizontal arm 2.3.1, upright arm 2.3.2, it is vertical penetrate slurry hole 2.4, level penetrates slurry hole 2.5, closing
Plate 2.6, closed plate penetrate slurry hole 2.7, sand material 2.8.
Specific embodiment
The performance that the invention will now be described in detail with reference to the accompanying drawings, but they do not form limitation of the invention,
It is only for example, while by illustrating that advantages of the present invention will become clearer and be readily appreciated that.
With reference to shown in Fig. 1-4：Aperture filling of the present invention and controlled grouting combine the method for administering Rockfill Dam deformation,
It is characterized in that：It includes the following steps；
1. in the dam crest face of dam body 1 using drilling on drilling machine, ensure it is adjacent it is horizontal and vertical between drilling 1.1
Spacing is 2-6 meters (optimal spacing is 4 meters) (L in Fig. 1)；
It drills 2. being segmented from top to bottom in 1 top surface of dam body using drilling machine, the depth of each drilling 1.1 is 3-6 meters of (figures
D in 1)；The drilling machine uses diamond geological drilling machine (such as XY-2PC types drilling machine), and drill bit breaks core using diamond and bores
Head；
3. on the dam crest face of drilling import, a kind of one section of original drilling rod upper jet mixing of installation is filled into Coarse Aggregate
The device 2 in dam body gap, while the head of drilling rod is extend into depth as (optimal drilling 1.1 is deep in 3-6 meters of drilling 1.1
Spend is 3 meters)；A kind of device 2 in described jet mixing filling Coarse Aggregate dam body gap by the sand material of the stacking near dam facing and
The cement mortar of injection is according to the ratio of mud 0.5:1 carries out full and uniform stirring, and the injection pressure of cement mortar is 1.5- in drilling rod
2.0Mpa, along drilling rod hole, injection is filled into dam body 1 to the upper flow regime mortar (the dense packing effect part in Fig. 1) after the completion of stirring
In gap；
4. having been carried out step 3. in the drilling 1.1 of dam body, first cement, flyash, bentonite are mixed for raw material
Conjunction forms solution, then by solution and water according to ratio of mud 0.7-1:1, which carries out proportioning, forms the stable slurry being mixed into；Ensure simultaneously
The grouting pressure of drilling rod is 0.1Mpa, and specific pressure should be determined (the oblique line fill part in Fig. 1) by field test；To
Implementation steps 3. in dam body drilling 1.1 in be perfused by drilling rod；The dilation angle of control stable slurry is more closed for 2 meters
It is suitable；
5. step 2. in drilling 1.1 on the basis of, be continuing with drilling machine downwards segmentation drill；Every section described
Drilling 1.1 length be 3-6 meters (optimal length is 3 meters), in the drilling 1.1 described in every section implementation steps 3. -4.
The bottom surface until dam body 1 is operated, until making 1.1 one sold stowing bored concrete pile of formation of entirely drilling.
The grouting sequence of horizontal and vertical drilling 1.1 on the top surface of the dam body 1 is filled using interval cloth hole
Slurry processes after having sprayed a drilling 1.1, are spaced a drilling 1.1, then carry out jet grouting, nothing to next drilling 1.1
By be laterally grouting or longitudinal direction grouting on be spaced one drilling 1.1.
A kind of device 2 in jet mixing filling Coarse Aggregate dam body gap, sand material 2.8 is stacked in its surrounding,
It include main shaft 2.1, be threadedly coupled body 2.2, auxiliary mixing arm 2.3, it is vertical penetrate slurry hole 2.4, level penetrates slurry hole 2.5, closed plate
2.6；Body 2.2 is connected through a screw thread with drilling rod in the upper and lower ends of the main shaft 2.1 to be threadedly coupled；Auxiliary described in four
Mixing arm 2.3 is welded in cross on the internal armshaft for the main shaft 2.1 of cavity structure in the horizontal plane, and the auxiliary is stirred
Mixing arm 2.3 is inFont is provided with vertical penetrate in the centre of the horizontal arm 2.3.1 of each auxiliary mixing arm 2.3 and starches hole
2.4, the upright arm 2.3.2 of each auxiliary mixing arm 2.3 is solid construction, and the tail portion of upright arm 2.3.2 is inwardly received
Contracting；Setting to be penetrated there are four level at 30 millimeters of lower section among the main shaft 2.1 starches hole 2.5, and the level described in four is penetrated
It is equidistantly circumferentially disposed on the main shaft 2.1 to starch hole 2.5；Tail portion in the cavity of the main shaft 2.1 is provided with envelope
Closing plate 2.6, the closed plate 2.6 and the threaded connection body 2.2 of lower end form enclosed construction, and in the closed plate 2.6
Centre be provided with closed plate and penetrate slurry hole 2.7 (with reference to shown in Fig. 3).
A diameter of 50 millimeters of the main shaft 2.1, length are 250 millimeters；The length 150 of the horizontal arm 2.3.1
Millimeter, the upright arm 2.3.2 length are 60 millimeters；Each vertical penetrate starches hole 2.4 and the horizontal hole for penetrating slurry hole 2.5
Diameter is 2.5 millimeters.
The angle that the level is penetrated between slurry hole 2.5 and the line in axle center and horizontal arm 2.3.1 of main shaft 2.1 is 2 to be
45 degree (a angles in Fig. 4 are 45 degree).
The closed plate 2.6 is made for steel material, and the closed plate penetrates slurry 2.7 aperture of hole as 2.5 millis
Rice.
To flow through process as follows for mortar slurries in the present invention specific；The present invention is installed in drilling rod, that is, replaces drilling rod
A part.Cement mortar with pressure flows through the axle center pipe one of main shaft 2.1 until the lowermost closed plate 2.6, a small amount of cement mortar by
Closed plate in closed plate 2.6 penetrate slurry hole 2.7 flow to lower section drilling rod in, moistening drilling, due to closed plate penetrate slurry hole 2.7 compared with
It is small, do not reduce the pressure of cement mortar, the cement mortar with pressure is penetrated slurry hole 2.5 and vertical slurry hole 2.4 of penetrating by level and sprayed to sand
In material 2.8, since the device 2 in jet mixing filling Coarse Aggregate dam body gap is rotated synchronously with drilling rod, cement mortar is stirred with drilling rod
Mortar.
Another part cement mortar in entire cement mortar to be in the milk, flows to auxiliary by the annular space pipeline of main shaft 2.1 and stirs
Mix on arm 2.3 it is vertical penetrating slurry hole 2.4 and the level on main shaft 2.1 penetrates slurry hole 2.5 because in the auxiliary mixing arm
Sand material 2.8 is all stacked near 2.3, cement mortar is penetrated slurry hole 2.5 and projected, and be ejected into sand by vertically penetrating slurry hole 2.4 and level
On material 2.8, at this time four auxiliary mixing arms 2.3 rotate and are sufficiently mixed cement mortar and sand material 2.8, form upper flow regime cement bonded sand
Slurry, and the runner (arrow logo in figure) of the outer wall by main shaft 2.1 is flowed on the gap of dam body 1 for needing to fill.
When the vertical angle of drilling rod and dam body is used to be more than 30 degree, operating platform is set up on the upstream dam slope of dam body 1；
The length of every drilling rod of the drilling machine is 3.0 meters, i.e., the depth of the length of every drilling rod and often section drilling 1.1 matches.
Above-mentioned unspecified part is the prior art.
Claims (8)
1. aperture fills and controlled grouting combines the method for administering Rockfill Dam deformation, it is characterised in that：It includes following step
Suddenly；
1., drilled using drilling machine in the dam crest face of dam body (1), ensure it is adjacent it is horizontal and vertical between drilling (1.1)
Spacing is 2-6 meters；
2., using drilling machine be segmented drill from top to bottom in dam body (1) top surface, each depth that (1.1) are crept into every time that drills
It is 3-6 meters；
3., on the dam crest face of drilling import, will a kind of one section of original drilling rod upper jet mixing filling Coarse Aggregate dam of installation
The device (2) in body gap, while it is in 3-6 meters of drilling (1.1) that the head of drilling rod is extend into the depth crept into every time；It is described
A kind of jet mixing filling Coarse Aggregate dam body gap device (2) by the cement mortar of the stacking near dam facing and sand material according to
The ratio of mud 0.5:1 carries out full and uniform stirring, and the injection pressure for ensureing cement mortar in drilling rod is 1.5-2.0Mpa, and stirring is completed
Along drilling rod hole, injection is filled into the gap of dam body (1) upper flow regime mortar afterwards；
4., having been carried out step 3. in the drilling (1.1) of dam body, first cement, flyash, bentonite are mixed for raw material
Solution is formed, then by solution and water according to ratio of mud 0.7-1:1, which carries out proportioning, forms the stable slurry being mixed into；Ensure to bore simultaneously
The grouting pressure of bar is 0.1Mpa, is in the milk in the drilling (1.1) of the dam body in step is had been carried out 3.；Slurry is stablized in control
The dilation angle of liquid is 2 meters；
5., step 2. in drilling (1.1) on the basis of, be continuing with drilling machine downwards segmentation drill；Every section described
Drilling (1.1) length for 3-6 meter, in the drilling (1.1) described in every section implementation steps 3.-operation 4. is up to dam body
(1) bottom surface makes entirely to drill until (1.1) form a sold stowing bored concrete pile.
2. aperture filling according to claim 1 and controlled grouting combine the method for administering Rockfill Dam deformation, special
Sign is：Between the grout hole order of placement of horizontal and vertical drilling (1.1) on the top surface of the dam body (1) uses
Every grouting method.
3. aperture filling according to claim 1 or 2 and controlled grouting combine the method for administering Rockfill Dam deformation,
It is characterized in that：A kind of device (2) in jet mixing filling Coarse Aggregate dam body gap is by main shaft (2.1), threaded connection body
(2.2), auxiliary mixing arm (2.3), it is vertical penetrate slurry hole (2.4), level penetrates slurry hole (2.5), closed plate (2.6) composition；Described
The upper and lower ends of main shaft (2.1) body (2.2) be connected through a screw thread with drilling rod be threadedly coupled；Auxiliary mixing arm described in four
(2.3) it is welded on the internal armshaft for the main shaft (2.1) of cavity structure in cross in the horizontal plane, auxiliary stirring
Arm (2.3) is inFont is provided in the centre of the horizontal arm (2.3.1) of each auxiliary mixing arm (2.3) and vertically penetrates
It starches hole (2.4), horizontal arm (2.3.1) cavity and the perforation of main shaft (2.1) cavity, each auxiliary mixing arm (2.3) hang down
Straight-arm (2.3.2) is solid construction, and the tail portion of upright arm (2.3.2) is to contract；In the case where the main shaft (2.1) is intermediate
The place's setting of 30 millimeters of side penetrates slurry hole (2.5) there are four level, the level described in four penetrate slurry hole (2.5) it is equidistant it is circumferentially disposed
On the main shaft (2.1)；Tail portion in the cavity of the main shaft (2.1) is provided with closed plate (2.6), the closing
Plate (2.6) and the threaded connection body (2.2) of lower end form enclosed construction, and be provided with envelope in the centre of the closed plate (2.6)
Closing plate penetrates slurry hole (2.7).
4. aperture filling according to claim 3 and controlled grouting combine the method for administering Rockfill Dam deformation, special
Sign is：A diameter of 50 millimeters of the main shaft (2.1), length are 250 millimeters；The length of the horizontal arm (2.3.1)
150 millimeters, the upright arm (2.3.2) length is 60 millimeters；Hole (2.4) are starched in each described vertically penetrating and level penetrates slurry hole
(2.5) aperture is 5 millimeters, and the level, which is penetrated, there are four slurries hole (2.5), to be respectively positioned among the main shaft (2.1)
At 30 millimeters of lower section.
5. aperture filling according to claim 4 and controlled grouting combine the method for administering Rockfill Dam deformation, special
Sign is：The level penetrates the angle between slurry hole (2.5) and the line in axle center and horizontal arm (2.3.1) of main shaft (2.1)
It is 45 degree.
6. aperture filling according to claim 4 or 5 and controlled grouting combine the method for administering Rockfill Dam deformation,
It is characterized in that：The closed plate (2.6) is made for steel material, and it is 5 that the closed plate, which penetrates slurry hole (2.7) aperture,
Millimeter.
7. aperture filling according to claim 6 and controlled grouting combine the method for administering Rockfill Dam deformation, special
Sign is：When drilling rod is used to be more than 30 degree with the vertical angle of dam body, operating platform is built on the upstream dam slope of dam body (1).
8. aperture filling according to claim 7 and controlled grouting combine the method for administering Rockfill Dam deformation, special
Sign is：The length of every drilling rod of the drilling machine is 3.0 meters.
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| CN201610614480.XA CN106223314B (en) | 2016-07-29 | 2016-07-29 | Aperture fills and controlled grouting combines the method for administering Rockfill Dam deformation |
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| CN201610614480.XA CN106223314B (en) | 2016-07-29 | 2016-07-29 | Aperture fills and controlled grouting combines the method for administering Rockfill Dam deformation |
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| CN110468793B (en) * | 2019-07-16 | 2021-12-03 | 中船勘察设计研究院有限公司 | Water stopping method for high water head difference rock-throwing dam |
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| JP2000144737A (en) * | 1998-11-16 | 2000-05-26 | Ohbayashi Corp | Compaction device of underwater charging material |
| CN101086164B (en) * | 2007-05-10 | 2010-06-09 | 中国水利水电第九工程局有限公司 | Highly effective quick-speed anti-seep plugging technology for cofferdam |
| CN102418337B (en) * | 2011-10-17 | 2013-10-02 | 湖南宏禹水利水电岩土工程有限公司 | New grouting method |
| CN103741694B (en) * | 2013-12-25 | 2016-03-30 | 长江勘测规划设计研究有限责任公司 | The method of controlled grouting process vertical-type asphaltic concrete core wall earth and rockfill dam seepage |
| CN104711987B (en) * | 2015-03-16 | 2016-04-27 | 中国水电基础局有限公司 | A kind of deep covering layer sleeving valve tube method controllable grouting method |
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