CN104790404B - A kind of dam foundation high-pressure grouting structure and grouting method - Google Patents
A kind of dam foundation high-pressure grouting structure and grouting method Download PDFInfo
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- CN104790404B CN104790404B CN201510221545.XA CN201510221545A CN104790404B CN 104790404 B CN104790404 B CN 104790404B CN 201510221545 A CN201510221545 A CN 201510221545A CN 104790404 B CN104790404 B CN 104790404B
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- grouting
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- 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
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/02—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against ground humidity or ground water
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- Engineering & Computer Science (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Hydrology & Water Resources (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses a kind of dam foundation high-pressure grouting structure and grouting method.Described dam foundation high-pressure grouting structure includes the grout hole offered downwards from dam foundation surface of bedrock, and this grout hole top is provided with only starches structure, and this grout hole is arranged at joint fissure or crushed zone；Grout pipe, through described structure of only starching, and the port of export of grout pipe is arranged on and only starches in the grout hole below structure；Removable hood weight, is supported on above basement rock by gripper shoe, and is provided with antiseepage dividing plate between gripper shoe and basement rock upper surface.The present invention is not on the premise of affecting High Pressure Consolidation Grouting quality, accelerating construction progress, effectively reduce cost, the advantage not only having " having lid weight " and " uncovered weight " grouting technique concurrently, and overcome the shortcoming of the two, the most reasonable in design, technique is simple and convenient to operate.
Description
Technical field
The invention belongs to High Pressure Consolidation Grouting field, be specifically related to a kind of dam foundation high-pressure grouting structure and grouting method.
Background technology
Typically will use the method for High Pressure Consolidation Grouting that it is processed after dam foundation excavation, to improve the physical and mechanical property of joint fissure or crushed zone, and then reduce the permeability of the dam foundation.The way of dam foundation High Pressure Consolidation Grouting comparative maturity is to use to have lid to be heavily in the milk, and this method is owing to needing to pour thicker concrete layer as lid weight, and therefore the duration is longer, but also can cause unnecessary waste, increase cost.For accelerating construction progress cost-effective, some engineerings use nongravity capping concretion grouting.
At present conventional uncovered weight grouting technique has: 1. at the surface-closed formula nongravity capping concretion grouting filling out pool closed concrete or leveling concrete surface is carried out；2. the thin cover-plate type nongravity capping concretion grouting carried out on blinding concrete or thin cover plate (toe board)；3. the naked rock consolidation grouting directly carried out on naked scar.
Wherein, 1., 2. two ways be possible to prevent serosity to overflow, but under bigger grouting pressure effect, the thin cover plate in top layer or enclosed construction are easily broken off；3. the plant mode then can cause the dam foundation surface grout phenomenon occur, and grouting effect is undesirable, and the dam foundation water penetration after grouting treatment is the biggest.
It follows that uncovered weight grouting technique is because lacking covering weight, so relatively low grouting pressure can only be used at dam foundation top layer (0 ~ 5m), and it is very easy to produce grout phenomenon.Although injection rate large hole section can being taked current limliting, limit the quantity, wait measures such as coagulating, but the effect of these measures being the most very limited, the most also grouting quality can be caused certain negative effect.
Summary of the invention
Cover, to upper, the present situation that weight excessively relies on for existing High Pressure Consolidation Grouting technology, it is desirable to provide a kind of dam foundation high-pressure grouting structure and grouting method, this grouting structure and grouting method propose one and have the dam foundation High Pressure Consolidation Grouting technical scheme of " having lid weight " and " uncovered weight " grouting technique advantage concurrently, can reach and improve grouting efficiency and reduce the purpose of construction cost.
To achieve these goals, the technical solution adopted in the present invention is:
A kind of dam foundation high-pressure grouting structure, it is structurally characterized in that, including
The grout hole offered downwards from dam foundation surface of bedrock, this grout hole top is provided with only starches structure, and this grout hole is arranged at joint fissure or crushed zone；
Grout pipe, through described structure of only starching, and the port of export of grout pipe is arranged on and only starches in the grout hole below structure；
Removable hood weight, is supported on above basement rock by gripper shoe, and is provided with antiseepage dividing plate between gripper shoe and basement rock upper surface.
Thus, under " having lid weight " effect of removable hood weight, high pressure can be used to carry out being in the milk without producing grout phenomenon, slurry is injected in joint fissure or crushed zone by grout hole, can effectively ensure grouting quality, prevent the dam foundation from seeping water.
It is below the technical scheme of further improvement of the present invention:
Further, described antiseepage dividing plate and gripper shoe are removable frame, and thus, after this grout hole is in the milk, recyclable antiseepage dividing plate, gripper shoe and removable hood are reused in next grout hole grouting.
Preferably, described only slurry structure is stop grouting plug.
Further, described antiseepage dividing plate is rubber antiseepage dividing plate, is provided with releasing agent between lower surface and the basement rock upper surface of this antiseepage dividing plate.
Further, present invention also offers a kind of method using above-mentioned dam foundation high-pressure grouting structure that the dam foundation is carried out high-pressure grouting, it comprises the steps:
S1, the grout hole offered downwards at dam foundation surface of bedrock, and install only slurry structure and grout pipe；
S2, antiseepage dividing plate is set at basement rock upper surface, antiseepage dividing plate arranges gripper shoe, removable hood weight is set in gripper shoe；
S3, this grout hole being carried out by grout pipe high-pressure grouting from top to bottom, grouting plus-pressure is 1MPa-5MPa.
Thus, serosity solidifies in being injected into joint fissure or crushed zone by grout hole, can be effectively prevented dam foundation infiltration.
After the grouting of step S3 terminates, antiseepage dividing plate, gripper shoe and removable hood are heavily moved above the most next grout hole and next grout hole is in the milk.
Compared with prior art, the invention has the beneficial effects as follows: the present invention, by reasonable Arrangement antiseepage dividing plate on the dam foundation, support plate and removable hood weight, i.e. accelerating construction progress, effectively can reduce cost on the premise of not affecting High Pressure Consolidation Grouting quality.The i.e. present invention not only has the advantage of " having lid weight " and " uncovered weight " grouting technique concurrently, and overcomes the shortcoming of the two, and the most reasonable in design, technique is simple and convenient to operate.
Below in conjunction with drawings and Examples, the present invention is further elaborated.
Accompanying drawing explanation
Fig. 1 is the structure principle chart of one embodiment of the invention.
In the drawings
1-grout hole；2-grout pipe；3-stop grouting plug；4-antiseepage dividing plate；5-steel plate；6-removable hood weight；7-joint fissure or crushed zone.
Detailed description of the invention
A kind of dam foundation high-pressure grouting structure, as it is shown in figure 1, include that grout hole 1, grout pipe 2, antiseepage dividing plate 4, gripper shoe 5 and removable hood weigh 6.
Grout hole 1 top offered downwards from dam foundation surface of bedrock is provided with stop grouting plug 3, this grout hole 1 is arranged at joint fissure or crushed zone 7, the general grout hole degree of depth is according to geological conditions, such as the degree of crushing of rock, depth of weathering, crack size, dam dam type and height and the multiple condition such as the distribution of basis stress and size, depending on considering；Generally 5-10m, aperture is generally 50-91mm.Described grout pipe 2 is through described stop grouting plug 3, and the port of export of grout pipe 2 is arranged on and only starches in the grout hole 1 below structure.Described removable hood weighs 6 and is supported on above basement rock by gripper shoe 5, and is provided with antiseepage dividing plate 4 between gripper shoe 5 and basement rock upper surface.Described antiseepage dividing plate 4 is rubber antiseepage dividing plate, is provided with releasing agent between lower surface and the basement rock upper surface of this antiseepage dividing plate 4.It can be precast concrete block, truck or other preloading that described lid weighs 6.
During grouting, grout hole 1, grout pipe 2 and stop grouting plug 3 is arranged at the dam foundation, coverage according to serosity lays rubber antiseepage dividing plate 4 on dam foundation top layer, brushing releasing agent between antiseepage dividing plate 4 and basement rock, on antiseepage dividing plate 4, lay steel plate 5 successively and removable hood weighs 6, its middle cover weighs 6 can make corresponding adjustment according to the condition of the size of grouting pressure and job site, and makes it be evenly arranged on steel plate 5, carries out high-pressure grouting the most from top to bottom.
The present invention is by arranging that on the dam foundation rubber antiseepage dividing plate 4, steel plate 5 weigh 6 with removable hood, and just can reach routine has the effect of lid weight High Pressure Consolidation Grouting, it is possible to effectively control earth's surface lifting and the grout phenomenon caused because of grouting.But, removable hood weight is cast-in-place without using concrete to carry out, but prefabricated concrete block, truck or other heap carrier material, it is possible to substantially reduction of erection time, accelerating construction progress；Can reclaim after high-pressure grouting terminates reuse additionally, rubber antiseepage dividing plate 4, steel plate 5 and removable hood weigh 6, effectively control cost, waste can't be caused.
The content that above-described embodiment illustrates should be understood to that these embodiments are only used for being illustrated more clearly that the present invention, rather than restriction the scope of the present invention, after having read the present invention, those skilled in the art each fall within the application claims limited range to the amendment of the various equivalent form of values of the present invention.
Claims (7)
1. a dam foundation high-pressure grouting structure, it is characterised in that include
The grout hole (1) offered downwards from dam foundation surface of bedrock, this grout hole (1) top is provided with only starches structure, and this grout hole (1) is arranged on joint fissure or crushed zone (7) place；
Grout pipe (2), through described structure of only starching, and the port of export of grout pipe (2) is arranged on and only starches in the grout hole (1) below structure；
Removable hood weight (6), is supported on above basement rock by gripper shoe (5), and is provided with antiseepage dividing plate (4) between gripper shoe (5) and basement rock upper surface.
Dam foundation high-pressure grouting structure the most according to claim 1, it is characterised in that described antiseepage dividing plate (4) and gripper shoe (5) are removable frame.
Dam foundation high-pressure grouting structure the most according to claim 1, it is characterised in that described only slurry structure is stop grouting plug (3).
Dam foundation high-pressure grouting structure the most according to claim 1, it is characterised in that described antiseepage dividing plate (4) is rubber antiseepage dividing plate, is provided with releasing agent between lower surface and the basement rock upper surface of this antiseepage dividing plate (4).
5., according to the dam foundation high-pressure grouting structure one of claim 1-4 Suo Shu, it is characterised in that the degree of depth of described grout hole (1) is 5m-10m, aperture is 50mm-91mm.
6. the method that the dam foundation high-pressure grouting structure using one of claim 1-5 described carries out high-pressure grouting to the dam foundation, it is characterised in that comprise the steps:
S1, the grout hole (1) offered downwards at dam foundation surface of bedrock, and install only slurry structure and grout pipe (2)；
S2, antiseepage dividing plate (4) is set at basement rock upper surface, antiseepage dividing plate (4) arranges gripper shoe (5), removable hood weight (6) is set in gripper shoe (5)；
S3, this grout hole (1) being carried out by grout pipe (2) high-pressure grouting from top to bottom, grouting plus-pressure is 1MPa-5MPa.
The method the most according to claim 6 dam foundation being carried out high-pressure grouting, it is characterized in that, after the grouting of step S3 terminates, and to next grout hole (1) top next grout hole (1) is in the milk mobile to antiseepage dividing plate (4), gripper shoe (5) and removable hood weight (6).
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| CN201510221545.XA CN104790404B (en) | 2015-05-05 | 2015-05-05 | A kind of dam foundation high-pressure grouting structure and grouting method |
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| CN201510221545.XA CN104790404B (en) | 2015-05-05 | 2015-05-05 | A kind of dam foundation high-pressure grouting structure and grouting method |
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| CN104790404A CN104790404A (en) | 2015-07-22 |
| CN104790404B true CN104790404B (en) | 2016-08-24 |
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| CN104594369B (en) * | 2014-11-27 | 2017-12-05 | 中国电建集团贵阳勘测设计研究院有限公司 | Karst high pressure group hole replacement grouting method and its structure |
| CN107882036B (en) * | 2017-10-31 | 2023-12-05 | 中国电建集团华东勘测设计研究院有限公司 | Cover weight device, consolidation grouting system with cover weight and grouting method |
| CN109162660A (en) * | 2018-10-30 | 2019-01-08 | 中国电建集团成都勘测设计研究院有限公司 | Interior anchor formula orifice closing device |
| CN109778859B (en) * | 2019-03-12 | 2023-12-12 | 长江勘测规划设计研究有限责任公司 | Concrete high dam all-dam non-bin surface consolidation grouting method and structure |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| JPH0691041B2 (en) * | 1986-06-25 | 1994-11-14 | 日本電気株式会社 | Reactive sputter etching method |
| JPH0635528A (en) * | 1992-07-14 | 1994-02-10 | Fanuc Ltd | Cnc axis control distribution system |
| CN102535472B (en) * | 2012-02-29 | 2014-06-11 | 中国水电顾问集团中南勘测设计研究院 | Pored-tube filling and high-pressure impacting extruding grouting method |
| CN102817361B (en) * | 2012-09-10 | 2014-11-05 | 广东省水利水电第三工程局 | Double bushing top cover for broken rock curtain grouting and construction method of double bushing top cover |
| CN102839650B (en) * | 2012-09-19 | 2014-10-15 | 中国电建集团中南勘测设计研究院有限公司 | Integral drilling and filling top-bottom high-pressure impact extrusion grouting system |
| CN103046513A (en) * | 2012-12-20 | 2013-04-17 | 长江勘测规划设计研究有限责任公司 | Method for coating and sealing fracture of bed rock in uncovered heavy consolidation grouting |
| CN103603689B (en) * | 2013-11-04 | 2015-07-08 | 葛洲坝集团基础工程有限公司 | Curtain grouting construction method for treating mined-out areas |
| CN204590034U (en) * | 2015-05-05 | 2015-08-26 | 中国电建集团中南勘测设计研究院有限公司 | A kind of dam foundation high pressure grouting structure |
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Effective date of registration: 20180514 Address after: No. 16, camphor East Road, Yuhua District, Changsha, Hunan Co-patentee after: Hunan Zhongnan Hydropower and Water Conservancy Construction Co., Ltd. Patentee after: Company limited of Central-South survey and design research institute of electricity Jian group of China Address before: No. 16, camphor East Road, Yuhua District, Changsha, Hunan Patentee before: Company limited of Central-South survey and design research institute of electricity Jian group of China |
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