CN102839636A - Self-reverse-filtering anti-seepage system for concrete dam and construction method thereof - Google Patents
Self-reverse-filtering anti-seepage system for concrete dam and construction method thereof Download PDFInfo
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- CN102839636A CN102839636A CN2012103273478A CN201210327347A CN102839636A CN 102839636 A CN102839636 A CN 102839636A CN 2012103273478 A CN2012103273478 A CN 2012103273478A CN 201210327347 A CN201210327347 A CN 201210327347A CN 102839636 A CN102839636 A CN 102839636A
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Abstract
The invention discloses a self-reverse-filtering anti-seepage system for a concrete dam and also provides a construction method of the system, wherein by the self-reverse-filtering anti-seepage system, a bedrock and an impervious curtain in front of the concrete dam can be kept stable after being cracked during the operation period, an anti-seepage material can be ensured basically not to be lost, the leakage of penetrating cracks passing through the bedrock and the impervious curtain is reduced and the water pressure acted on the crack surface is greatly reduced. The self-reverse-filtering anti-seepage system is arranged on the bedrocks on the dam surface and in front of the concrete dam and sequentially comprises a cushion layer, a reverse filtering layer and an anti-seepage material layer from bottom to top, wherein the cushion layer consists of a rock mound cushion layer and a fine sand cushion layer from bottom to top; the reverse filtering layer is a non-woven fabric reverse filtering layer; the anti-seepage material layer is a cohesionless material of which the permeability coefficient is less than 10 to 4cm/s; and the system is laid in a range from the dam heel of the concrete dam to the front of the concrete dam at a height of 1.5 to 2.0 times of the dam height.
Description
Technical field
The present invention relates to a kind of seepage control system that is used for concrete dam, relate in particular to a kind of reflexive filter formula seepage control system that is used for concrete dam, also relate to the job practices of this system.
Background technology
The key of CFRD self-cure type sealing application success is the existence of loaded filter below the concrete anti-seepage panel.Because there is not loaded filter in concrete dam basement rock self, need not to be provided with loaded filter by existing design specifications yet, the experience that therefore indiscriminately imitating becomes silted up in the CFRD fills out the self-cure type sealing is provided with similar seepage prevention system and is difficult to work before the concrete dam dam.Engineering practice and laboratory test show; Sandstone loaded filter by being located at antiseepage body upstream side can only work to slow down destruction; And can not guarantee crack antiseepage self-healing, this can not reach the reduction leakage and cut down the purpose that acts on water pressure on the fracture surface before concrete dam dam also is described through the traditional sandstone filtering layer of direct laying.
Summary of the invention
Technology of the present invention is dealt with problems and is: overcome the deficiency of prior art, provide before a kind of concrete dam dam basement rock and seepage proof curtain self can keep stable in runtime cracking back and can guarantee that impervious material does not run off, reduces through the leakage in basement rock and seepage proof curtain penetrability crack basically, reduction acts on the reflexive filter formula seepage control system of the concrete dam of the water pressure on the fracture surface significantly.
Technical solution of the present invention is: the reflexive filter formula seepage control system of this concrete dam; Be arranged on the preceding basement rock of concrete dam; Comprise bed course, loaded filter and the antiseepage bed of material from the bottom to top successively; Wherein bed course is made up of enrockment bed course and fine sand bed course from bottom to up, and loaded filter is the nonwoven filtering layer, and the antiseepage bed of material is that transmission coefficient is less than 10
-4The impervious barrier of the cohesionless material of cm/s, this system is laid in preceding 1.5 to the 2.0 times of height of dam scopes in dam.
The job practices of this system also is provided, has may further comprise the steps:
(1) carry out smooth to the basement rock surface before the concrete dam; Lay enrockment bed course and fine sand bed course then successively; Wherein the enrockment cushion thickness more than or equal to 300mm, the largest particles particle diameter 80mm, particle diameter greater than the granule content of 40mm greater than 50%; The fine sand cushion thickness is laid on the bed course top layer more than or equal to 200mm; Concrete dam dam front pad layer is laid in preceding 1.5 to the 2.0 times of height of dam scopes in dam;
(2) on the fine sand bed course, lay nonwoven, nonwoven to laying, adopts four roads to sew up along suitable river between the nonwoven, and lap width is more than or equal to 60cm;
(3) in the process of deployment, when finding nonwoven destruction place, adopt complete nonwoven to cover reparation greater than 4～5 times of destruction place areas;
(4) nonwoven is built with the concrete dam base concrete; Perhaps before reflexive filter formula seepage control system is laid; Build the polymer mortar bar of wide 30～50cm, thick 200mm earlier at dam heel position and basement rock intersection; Before the initial set of polymer mortar bar, the nonwoven filtering layer is inserted, be connected with call in person in the concrete dam dam to guarantee nonwoven;
(5) on nonwoven, fill cohesionless material;
(6) on the cohesionless material impervious barrier, lay the enrockment topping of one deck thickness greater than 0.5m.
Transmission coefficient is less than 10
-4The impervious barrier of the cohesionless material of cm/s can reduce leakage, reduction acts on the water pressure on the fracture surface; Nonwoven is as loaded filter, and the protection impervious barrier does not run off under the water under high pressure effect basically; Bed course is mainly used in basement rock cracking back and supports the nonwoven filtering layer, and it is stressed to avoid the non-woven fabric back filtering layer to concentrate.
Description of drawings
Fig. 1 shows the structural representation according to the reflexive filter formula seepage control system of concrete dam of the present invention;
Fig. 2 shows according to non-woven fabric back filtering layer of the present invention and concrete dam fixing thin portion sketch map in heel position, nearly dam and nonwoven curvilinear fold sketch map.
The specific embodiment
As shown in Figure 1; The reflexive filter formula seepage control system of this concrete dam; Be arranged on the basement rock before the concrete dam 1, comprise bed course, loaded filter and the antiseepage bed of material from the bottom to top successively, wherein bed course is made up of enrockment bed course 2 and fine sand bed course 3 from bottom to up; Loaded filter is a nonwoven filtering layer 4,5, and the antiseepage bed of material is that transmission coefficient is less than 10
-4The impervious barrier 6 of the cohesionless material of cm/s, this system is laid in preceding 1.5 to the 2.0 times of height of dam scopes in dam.
Transmission coefficient is less than 10
-4The antiseepage bed of material of the cohesionless material of cm/s can reduce leakage, reduction acts on the water pressure on the fracture surface; Nonwoven is as loaded filter, and the protection impervious barrier does not run off under the water under high pressure effect basically; Bed course is mainly used in basement rock cracking back and supports the non-woven fabric back filtering layer, and it is stressed to avoid the non-woven fabric back filtering layer to concentrate.
Preferably, when upstream cofferdam and concrete dam distance hour, in then this system was laid on and arrives upon the heels of another the scope of upstream cofferdam impervious wall from concrete dam, nonwoven was called in person with the concrete dam dam and is connected.
Preferably, the antiseepage bed of material is flyash or powder fine sand.
Preferably, the enrockment cushion thickness more than or equal to 300mm, the largest particles particle diameter 80mm, particle diameter greater than the granule content of 40mm greater than 50%, the fine sand cushion thickness is more than or equal to 200mm.Preferably, the effective aperture of non-woven fabric back filtering layer is smaller or equal to the characteristic diameter of the cohesionless material that is used for impervious barrier, and its specification is more than or equal to 600g/m
2, tensile strength is more than or equal to 19KN/m, and elongation at break is more than or equal to 90%.
Preferably, as shown in Figure 2, whenever in the non-woven fabric back filtering layer 3 one curvilinear fold is set, to adapt to foundation deformation before the dam at a distance from 5m.Label 8 is polymer mortar layers among Fig. 2, and label 9 is bedrock surfaces.
Preferably, the thickness of the antiseepage bed of material also need be provided with the enrockment topping 7 of thickness greater than 0.5m more than or equal to 1m on it.
The job practices of the reflexive filter formula seepage control system of concrete dam may further comprise the steps:
(1) carry out smooth to the basement rock surface before the concrete dam; Lay enrockment bed course and fine sand bed course then successively; Wherein the enrockment cushion thickness more than or equal to 300mm, the largest particles particle diameter 80mm, particle diameter greater than the granule content of 40mm greater than 50%, the fine sand cushion thickness is more than or equal to 200mm; Concrete dam dam front pad layer is layered in preceding 1.5 to the 2.0 times of height of dam scopes in dam;
(2) on the fine sand bed course, lay nonwoven, nonwoven to laying, adopts four roads to sew up along suitable river between the nonwoven, and lap width is more than or equal to 60cm;
(3) in the process of deployment, when finding nonwoven destruction place, adopt complete nonwoven to cover reparation greater than 4～5 times of destruction place areas;
(4) nonwoven is built with the concrete dam base concrete; Perhaps before reflexive filter formula seepage control system is laid; Build the polymer mortar bar of wide 30～50cm, thick 200mm earlier at dam heel position and basement rock intersection; Before the initial set of polymer mortar bar, the non-woven fabric back filtering layer is inserted, be connected with call in person in the concrete dam dam to guarantee nonwoven;
(5) on nonwoven, fill cohesionless material;
(6) on the cohesionless material antiseepage bed of material, lay the enrockment topping of one deck thickness greater than 0.5m.Preferably, the cohesionless material of step (5) is a flyash, and its thickness is greater than 1m, and its relative compaction adopts cal rolling or hand compaction to come compacting greater than 90% in the paving process.
Provide a preferred job practices below, may further comprise the steps:
(1) the clear earlier base of the riverbed part between concrete dam and upstream cofferdam is laid about a bed thickness 30cm, the largest particles particle diameter 80mm, particle diameter greater than 50% enrockment bed course, re-lay the fine sand bed course of a bed thickness 20cm greater than the granule content of 40mm after rolling then;
(2) slope, upstream cofferdam downstream also needs the fine sand bed course of laying one bed thickness 20cm earlier before laying nonwoven;
(3) do not limit as the flyash kind of impervious material; But select steady quality, transmission coefficient is less, characteristic diameter is bigger flyash as far as possible; Flyash thickness is not less than 1m; Its relative compaction is advisable to be not less than 90% in the flyash paving process, can adopt the cal rolling compacting, also can adopt hand compaction;
(4) characteristic diameter of nonwoven effective aperture≤1.8 flyash, its specification is not less than 600g/m
2, wherein tensile strength is not less than 19KN/m, and elongation at break is not less than 90%;
(5) waviness is made at heel position, the nearly dam of nonwoven, to adapt to the distortion that dam heel place basement rock or bed course runtime possibly occur, reinstates the concrete fixing seal with the waveform geomembrane one of circumference under the flexible barrier system;
(6) after flyash has filled, topple over some enrockments and make topping, thickness is to be advisable greater than 0.5m.
The above; It only is preferred embodiment of the present invention; Be not that the present invention is done any pro forma restriction, every foundation technical spirit of the present invention all still belongs to the protection domain of technical scheme of the present invention to any simple modification, equivalent variations and modification that above embodiment did.
Claims (9)
1. the reflexive filter formula seepage control system of concrete dam; It is characterized in that: be arranged on the preceding basement rock of concrete dam (1); Comprise bed course, loaded filter and the antiseepage bed of material from the bottom to top successively; Wherein bed course is made up of enrockment bed course (2) and fine sand bed course (3) from bottom to up, and loaded filter is nonwoven (4, a 5) loaded filter, and the antiseepage bed of material (6) is that transmission coefficient is less than 10
-4The impervious barrier of the cohesionless material of cm/s, this system is laid in preceding 1.5 to the 2.0 times of height of dam scopes in dam.
2. the reflexive filter formula seepage control system of concrete dam according to claim 1; It is characterized in that: when upstream cofferdam and concrete dam distance hour; In then this system was laid on and arrives upon the heels of another the scope of upstream cofferdam impervious wall from the dam, nonwoven was connected with the heel of concrete dam dam.
3. the reflexive filter formula seepage control system of concrete dam according to claim 1, it is characterized in that: the antiseepage bed of material is the impervious barrier of flyash or powder fine sand.
4. the reflexive filter formula seepage control system of concrete dam according to claim 2; It is characterized in that: the enrockment bed course thick more than or equal to 300mm, the largest particles particle diameter 80mm, particle diameter greater than the granule content of 40mm greater than 50%; The fine sand cushion thickness is laid on the bed course top layer more than or equal to 200mm.
5. the reflexive filter formula seepage control system of concrete dam according to claim 2, it is characterized in that: the effective aperture of non-woven fabric back filtering layer is smaller or equal to the characteristic diameter of the cohesionless material that is used for the antiseepage bed of material, and its specification is more than or equal to 600g/m
2, tensile strength is more than or equal to 19KN/m, and elongation at break is more than or equal to 90%.
6. the reflexive filter formula seepage control system of concrete dam according to claim 1 is characterized in that: whenever at a distance from 5m one curvilinear fold is set in the non-woven fabric back filtering layer.
7. according to the reflexive filter formula seepage control system of each described concrete dam of claim 1-6, it is characterized in that: the thickness of the antiseepage bed of material also need be provided with the enrockment topping (7) of thickness greater than 0.5m more than or equal to 1m on it.
8. the job practices of the reflexive filter formula seepage control system of concrete dam is characterized in that: may further comprise the steps:
(1) carry out smooth to the basement rock surface before the concrete dam; Lay enrockment bed course and fine sand bed course then successively; Wherein the enrockment cushion thickness more than or equal to 300mm, the largest particles particle diameter 80mm, particle diameter greater than the granule content of 40mm greater than 50%; The fine sand cushion thickness is laid on the bed course top layer more than or equal to 200mm; Concrete dam dam front pad layer is laid in preceding 1.5 to the 2.0 times of height of dam scopes in dam;
(2) on the fine sand bed course, lay nonwoven, nonwoven to laying, adopts four roads to sew up along suitable river between the nonwoven, and lap width is more than or equal to 60cm;
(3) in the process of deployment, when finding nonwoven destruction place, adopt complete nonwoven to cover reparation greater than 4～5 times of destruction place areas;
(4) nonwoven is built with the concrete dam base concrete; Perhaps before reflexive filter formula seepage control system is laid; Build the polymer mortar bar of wide 30～50cm, thick 200mm earlier at dam heel position and basement rock intersection; Before the initial set of polymer mortar bar, the nonwoven filtering layer is inserted, be connected with call in person in the concrete dam dam to guarantee nonwoven;
(5) on nonwoven, fill cohesionless material;
(6) on the cohesionless material impervious barrier, lay the enrockment topping of one deck thickness greater than 0.5m.
9. job practices according to claim 8 is characterized in that: the cohesionless material of step (5) is a flyash, and its thickness is greater than 1m, and its relative compaction adopts cal rolling or hand compaction to come compacting greater than 90% in the paving process.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103938584A (en) * | 2014-04-22 | 2014-07-23 | 黄河勘测规划设计有限公司 | Construction method for connecting covering layer upper concrete-faced rockfill dam toe board, connection board and diaphragm wall |
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| EP0248725B1 (en) * | 1986-06-03 | 1990-08-29 | Didier Ledeuil | Method of rendering a hydraulic structure made of compacted concrete or filled earth water-tight |
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| EP0248725B1 (en) * | 1986-06-03 | 1990-08-29 | Didier Ledeuil | Method of rendering a hydraulic structure made of compacted concrete or filled earth water-tight |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103938584A (en) * | 2014-04-22 | 2014-07-23 | 黄河勘测规划设计有限公司 | Construction method for connecting covering layer upper concrete-faced rockfill dam toe board, connection board and diaphragm wall |
| CN103938584B (en) * | 2014-04-22 | 2015-10-28 | 黄河勘测规划设计有限公司 | The connection construction method of covering layer top panel toe plate, junction plate, impervious wall |
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Application publication date: 20121226 |