CN104790404A - Dam foundation high-pressure grouting structure and method - Google Patents
Dam foundation high-pressure grouting structure and method Download PDFInfo
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- CN104790404A CN104790404A CN201510221545.XA CN201510221545A CN104790404A CN 104790404 A CN104790404 A CN 104790404A CN 201510221545 A CN201510221545 A CN 201510221545A CN 104790404 A CN104790404 A CN 104790404A
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- grouting
- dam foundation
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- dividing plate
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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 dam foundation high-pressure grouting structure and method. The dam foundation high-pressure grouting structure comprises a grouting hole formed from the dam foundation bed rock surface downwards, a grouting pipe and a movable landside seepage berm. A grout stop structure is arranged on the upper portion of the grouting hole. The grouting hole is formed in a joint fissure or a crushed zone. The grouting pipe penetrates through the grout stop structure. The outlet end of the grouting pipe is arranged in the grouting hole below the grout stop structure. The movable landside seepage berm is supported by a supporting plate on the bed rock. An anti-seepage partition plate is arranged between the supporting plate and the upper surface of the bed rock. The dam foundation high-pressure grouting structure and method accelerate construction, effectively lower the cost on the premise of not affecting high-pressure consolidation grouting quality, have the advantages of both the landside seepage berm grouting technology and landside-seepage-berm-free grouting technology, overcome the defects of both the technologies, and are reasonable in design, simple in technology 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
Generally the method for High Pressure Consolidation Grouting all to be adopted to process it after dam foundation excavation, to improve the physical and mechanical property of joint fissure or zone of fracture, and then reduce the permeability of the dam foundation.The way of dam foundation High Pressure Consolidation Grouting comparative maturity adopts to have lid to be heavily in the milk, and this method weighs as lid owing to needing to build thicker layer of concrete, and therefore the duration is longer, but also can cause unnecessary waste, increase cost.Cost-saving in order to accelerating construction progress, some engineerings adopt nongravity capping concretion grouting.
The heavy grouting technique of uncovered conventional at present has: 1. filling out pool closed concrete or the surperficial surface-closed formula nongravity capping concretion grouting carried out of leveling concrete; 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 kinds of modes can prevent slurries from overflowing, but under larger grouting pressure effect, the thin cover plate in top layer or enclosed construction easily rupture; 3. the plant mode then can cause dam foundation surface to occur grout phenomenon, and grouting effect is undesirable, and the dam foundation water permeability after grouting treatment is still larger.
It can thus be appreciated that the heavy grouting technique of uncovered weighs because lack to cover, so lower grouting pressure can only be adopted at dam foundation top layer (0 ~ 5m), and be very easy to produce grout phenomenon.Although can to injection rate comparatively macropore section take current limliting, limit the quantity, wait measures such as coagulating, the effect of these measures is all very limited, also can cause certain negative effect to grouting quality simultaneously.
Summary of the invention
The heavy present situation too relied on is covered to upper for existing High Pressure Consolidation Grouting technology, the present invention aims to provide a kind of dam foundation high pressure grouting structure and grouting method, this grouting structure and grouting method propose one and have " having lid to weigh " and the dam foundation High Pressure Consolidation Grouting technical scheme of " uncovered weight " grouting technique advantage concurrently, can reach the object improving grouting efficiency and reduce construction cost.
To achieve these goals, the technical solution adopted in the present invention is:
A kind of dam foundation high pressure grouting structure, its design feature comprises
From the grout hole that dam foundation surface of bedrock is offered downwards, this grout hole top is provided with grouting structure, and this grout hole is arranged on joint fissure or zone of fracture place;
Grout pipe, through described grouting structure, and the port of export of grout pipe is arranged in the grout hole below grouting 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 to weigh " effect that removable hood is heavy, high pressure can be adopted to carry out being in the milk and can not producing grout phenomenon, and slurry is injected in joint fissure or zone of fracture by grout hole, effectively can ensure grouting quality, prevents the dam foundation from seeping water.
Be 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 the grouting of this grout hole, recyclable antiseepage dividing plate, gripper shoe and removable hood are reused in the grouting of next grout hole.
Preferably, described grouting structure is stop grouting plug.
Further, described antiseepage dividing plate is rubber antiseepage dividing plate, is provided with release agent between the soffit of this antiseepage dividing plate and basement rock upper surface.
Further, present invention also offers a kind of method adopting the above-mentioned dam foundation high pressure grouting structure dam foundation to be carried out to high pressure grouting, it comprises the steps:
S1, the grout hole offered downwards at dam foundation surface of bedrock, and install grouting 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, carry out high pressure grouting to this grout hole from top to bottom by grout pipe, grouting plus-pressure is 1MPa-5MPa.
Thus, slurries are injected in joint fissure or zone of fracture by grout hole and solidify, and can effectively prevent the dam foundation from seeping water.
After step S3 grouting terminates, antiseepage dividing plate, gripper shoe and removable hood heavily to be moved to above 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, namely can under the prerequisite of not impact to voltage consolidation grouting quality by reasonable Arrangement antiseepage dividing plate, base plate and removable hood weight on the dam foundation, accelerating construction progress, effectively to reduce costs.Namely the present invention not only has the advantage of " have lid heavy " and " uncovered weight " grouting technique concurrently, and overcomes the shortcoming of the two, simultaneously reasonable in design, technique is simple, easy 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-rubber antiseepage dividing plate; 5-steel plate; 6-removable hood weight; 7-joint fissure or zone of fracture.
Detailed description of the invention
A kind of dam foundation high pressure grouting structure, as shown in Figure 1, comprises grout hole 1, grout pipe 2, antiseepage dividing plate 4, gripper shoe 5 and removable hood and weighs 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 on joint fissure or zone of fracture 7 place, the general grout hole degree of depth is according to geological conditions, as multiple conditions such as the distribution of the degree of crushing of rock, depth of weathering, crack size, dam dam type and height and basic stress and sizes, consider and determine; Be 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 in the grout hole 1 below grouting 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 release agent between the soffit of this antiseepage dividing plate 4 and basement rock upper surface.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, influence basin according to slurries lays rubber antiseepage dividing plate 4 on dam foundation top layer, brushing release agent between antiseepage dividing plate 4 and basement rock, steel plate 5 is laid successively and removable hood weighs 6 on antiseepage dividing plate 4, 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, then carries out high pressure grouting from bottom to top.
The present invention, by arranging that on the dam foundation rubber antiseepage dividing plate 4, steel plate 5 and removable hood weigh 6, just can reach the effect that routine has the heavy High Pressure Consolidation Grouting of lid, effectively can control the earth's surface lifting that causes because of grouting and grout phenomenon.But removable hood is heavy cast-in-place without the need to adopting concrete to carry out, but prefabricated concrete block, truck or other heap carrier material, can obviously reduction of erection time, accelerating construction progress; In addition, rubber antiseepage dividing plate 4, steel plate 5 and removable hood weigh 6 and can reclaim after high pressure grouting terminates and reuse, and effectively control cost, can't cause waste.
The content that above-described embodiment is illustrated should be understood to these embodiments only for being illustrated more clearly in the present invention, and be not used in and limit the scope of the invention, after having read the present invention, the amendment of those skilled in the art to the various equivalent form of value of the present invention has all fallen into the application's claims limited range.
Claims (7)
1. a dam foundation high pressure grouting structure, is characterized in that, comprises
From the grout hole (1) that dam foundation surface of bedrock is offered downwards, this grout hole (1) top is provided with grouting structure, and this grout hole (1) is arranged on joint fissure or zone of fracture (7) place;
Grout pipe (2), through described grouting structure, and the port of export of grout pipe (2) is arranged in the grout hole (1) below grouting structure;
Removable hood heavy (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.
2. dam foundation high pressure grouting structure according to claim 1, is characterized in that, described antiseepage dividing plate (4) and gripper shoe (5) are removable frame.
3. dam foundation high pressure grouting structure according to claim 1, is characterized in that, described grouting structure is stop grouting plug (3).
4. dam foundation high pressure grouting structure according to claim 1, is characterized in that, described antiseepage dividing plate (4) is rubber antiseepage dividing plate, is provided with release agent between the soffit of this antiseepage dividing plate (4) and basement rock upper surface.
5. according to the dam foundation high pressure grouting structure one of claim 1-4 Suo Shu, it is characterized in that, the degree of depth of described grout hole (1) is 5m-10m, and aperture is 50mm-91mm.
6. adopt one of the claim 1-5 described dam foundation high pressure grouting structure dam foundation to be carried out to a method for high pressure grouting, it is characterized in that, comprise the steps:
S1, the grout hole (1) offered downwards at dam foundation surface of bedrock, and install grouting 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 heavy (6) is set in gripper shoe (5);
S3, carry out high pressure grouting to this grout hole (1) from top to bottom by grout pipe (2), grouting plus-pressure is 1MPa-5MPa.
7. according to claim 6 the dam foundation is carried out to the method for high pressure grouting, it is characterized in that, after step S3 grouting terminates, antiseepage dividing plate (4), gripper shoe (5) and removable hood heavy (6) are moved to next grout hole (1) top and next grout hole (1) is in the milk.
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| Application Number | Priority Date | Filing Date | Title |
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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 true CN104790404A (en) | 2015-07-22 |
| CN104790404B CN104790404B (en) | 2016-08-24 |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104594369A (en) * | 2014-11-27 | 2015-05-06 | 中国电建集团贵阳勘测设计研究院有限公司 | Karst region high-pressure group hole replacement grouting method and structure thereof |
| CN107882036A (en) * | 2017-10-31 | 2018-04-06 | 中国电建集团华东勘测设计院有限公司 | The consolidation grouting system and grouting method of lid weight are put, had in lid refitting |
| 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 |
| CN109778859A (en) * | 2019-03-12 | 2019-05-21 | 长江勘测规划设计研究有限责任公司 | A kind of full dam of high concrete dam is without storehouse surface consolidation grouting method and structure |
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| 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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| JPH0635528A (en) * | 1992-07-14 | 1994-02-10 | Fanuc Ltd | Cnc axis control distribution system |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104594369A (en) * | 2014-11-27 | 2015-05-06 | 中国电建集团贵阳勘测设计研究院有限公司 | Karst region high-pressure group hole replacement grouting method and structure thereof |
| CN107882036A (en) * | 2017-10-31 | 2018-04-06 | 中国电建集团华东勘测设计院有限公司 | The consolidation grouting system and grouting method of lid weight are put, had in lid refitting |
| 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 |
| CN109778859A (en) * | 2019-03-12 | 2019-05-21 | 长江勘测规划设计研究有限责任公司 | A kind of full dam of high concrete dam is without storehouse surface consolidation grouting method and structure |
| 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 | Publication date |
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| CN104790404B (en) | 2016-08-24 |
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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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