CN202809565U - Self-filter impervious system of concrete dam - Google Patents
Self-filter impervious system of concrete dam Download PDFInfo
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- CN202809565U CN202809565U CN 201220453149 CN201220453149U CN202809565U CN 202809565 U CN202809565 U CN 202809565U CN 201220453149 CN201220453149 CN 201220453149 CN 201220453149 U CN201220453149 U CN 201220453149U CN 202809565 U CN202809565 U CN 202809565U
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Abstract
The utility model discloses a self-filter impervious system of a concrete dam, wherein the self-filter impervious system can be used for maintaining the stability, ensuring that an impermeable material basically does not flow away, reducing the amount of leakage through a foundation rock and an impervious curtain through fracture and greatly reducing the water pressure applied to a fracture face when the front foundation rock and impervious curtain of the concrete dam are fractured during the operating period. The self-filter impervious system is arranged on the foundation rocks on the surface and the front part of the concrete dam and sequentially comprises an underlayer, a filtering layer and an impervious material layer from bottom to top, wherein the underlayer consists of an enrockment underlayer and a fine sand underlayer from bottom to top; the filtering layer is a non-woven fabric filtering layer; and the impervious material layer is a non-cohesive material with the permeability coefficient less than 10<-4>cm/s. The system is paved at a position of which the height is 1.5-2.0 times that of the front part of the concrete dam.
Description
Technical field
The utility model relates to a kind of seepage control system for concrete dam, relate in particular to a kind of for concrete dam from anti-filter formula seepage control system.
Background technology
The key of Concrete Face Rockfill Dam 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 arrange loaded filter by existing design specifications yet, the experience that therefore indiscriminately imitating becomes silted up in the Concrete Face Rockfill Dam fills out the self-cure type sealing arranges similar seepage prevention system and is difficult to work before concrete dam.Engineering practice and laboratory test show, can only work to slow down destruction by the sandstone loaded filter that is located at antiseepage body upstream side, 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 by the traditional sandstone filtering layer of direct laying before concrete dam also is described.
Summary of the invention
Technology of the present utility model is dealt with problems and is: overcome the deficiencies in the prior art, provide basement rock and seepage proof curtain before a kind of concrete dam behind the runtime cracking, self can keep stable and can guarantee impervious material substantially do not run off, reduce leakage by basement rock and seepage proof curtain penetrability crack, significantly reduction act on the water pressure on the fracture surface concrete dam from anti-filter formula seepage control system.
Technical solution of the present utility model is: this concrete dam from anti-filter formula seepage control system, be arranged on the front basement rock of concrete dam, comprise successively from the bottom to top bed course, loaded filter and the antiseepage bed of material, wherein bed course is comprised of enrockment bed course and thin sand from bottom to up, loaded filter is the non-woven fabric back 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 front 1.5 to the 2.0 times of height of dam scopes in dam.
Transmission coefficient is less than 10
-4The impervious barrier of the cohesionless material of cm/s can reduce leakage, cut down the water pressure that acts 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 substantially; Bed course is mainly used in basement rock cracking rear support 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 from anti-filter formula seepage control system according to concrete dam of the present utility model;
Fig. 2 shows according to the fixing thin section schematic diagram of non-woven fabric back filtering layer of the present utility model and heel position, the nearly dam of concrete dam and nonwoven curvilinear fold schematic diagram.
The specific embodiment
As shown in Figure 1, this concrete dam from anti-filter formula seepage control system, be arranged on the basement rock before the concrete dam 1, comprise successively from the bottom to top bed course, loaded filter and the antiseepage bed of material, wherein bed course is comprised of enrockment bed course 2 and thin sand 3 from bottom to up, loaded filter is non-woven fabric back 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 front 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, cut down the water pressure that acts 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 substantially; Bed course is mainly used in basement rock cracking rear support 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 concrete 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%, thin sand thickness is more than or equal to 200mm.Preferably, the effective aperture of non-woven fabric back filtering layer is less than 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, every 5m one curvilinear fold is set in the non-woven fabric back filtering layer 3, to adapt to foundation deformation before the dam.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 thickness greater than the enrockment topping 7 of 0.5m more than or equal to 1m on it.
The job practices from anti-filter formula seepage control system of concrete dam may further comprise the steps:
(1) carry out smooth to the surface of bedrock before the concrete dam, then lay successively enrockment bed course and thin sand, 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%, thin sand thickness is more than or equal to 200mm; The concrete dam front pad layer is layered in front 1.5 to the 2.0 times of height of dam scopes in dam;
(2) lay nonwoven at thin sand, nonwoven adopts four roads to sew up along suitable river to laying 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 the complete nonwoven greater than 4～5 times of destruction place areas to be covered reparation;
(4) nonwoven is built with the concrete dam base concrete, perhaps before anti-filter formula seepage control system is laid, build first the polymer mortar bar of wide 30～50cm, thick 200mm at heel position, dam and basement rock intersection, before the initial set of polymer mortar bar, the non-woven fabric back filtering layer is inserted, to guarantee nonwoven and being connected that concrete dam is called in person;
(5) fill cohesionless material at nonwoven;
(6) establish a layer thickness greater than the enrockment topping of 0.5m on cohesionless material antiseepage bed of material upper berth.Preferably, the cohesionless material of step (5) is 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.
The below provides a preferred job practices, may further comprise the steps:
(1) then the first clear base of the riverbed part between concrete dam and upstream cofferdam is laid about thick layer 30cm, the largest particles particle diameter 80mm, particle diameter greater than 50% enrockment bed course, re-lay the thin sand of thick layer 20cm greater than the granule content of 40mm after rolling;
(2) thin sand that also need lay first thick layer 20cm before the nonwoven is laid on upstream cofferdam downstream slope;
(3) do not limit as the flyash kind of impervious material, but select as far as possible steady quality, transmission coefficient is less, characteristic diameter is larger flyash, flyash thickness is not less than 1m, its relative compaction is advisable to be not less than 90% in the flyash paving process, the cal rolling compacting can be adopted, also hand compaction can be adopted;
(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 in heel position, the nearly dam of nonwoven, to adapt to the distortion that dam heel place basement rock or bed course runtime may 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 utility model; be not that the utility model is done any pro forma restriction; any simple modification, equivalent variations and modification that every foundation technical spirit of the present utility model is done above embodiment all still belong to the protection domain of technical solutions of the utility model.
Claims (7)
1. concrete dam from anti-filter formula seepage control system, it is characterized in that: be arranged on the front basement rock of concrete dam (1), comprise successively from the bottom to top bed course, loaded filter and the antiseepage bed of material, wherein bed course is comprised of enrockment bed course (2) and thin sand (3) from bottom to up, loaded filter is nonwoven (4,5) 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 front 1.5 to the 2.0 times of height of dam scopes in dam.
2. concrete dam according to claim 1 from anti-filter formula seepage control system, 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 concrete dam heel.
Concrete dam according to claim 1 from anti-filter formula seepage control system, it is characterized in that: the antiseepage bed of material is the impervious barrier of flyash or powder fine sand.
4. concrete dam according to claim 2 from anti-filter formula seepage control system, 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%, thin sand thickness is laid on the bed course top layer more than or equal to 200mm.
Concrete dam according to claim 2 from anti-filter formula seepage control system, it is characterized in that: the effective aperture of non-woven fabric back filtering layer is less than 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%.
Concrete dam according to claim 1 from anti-filter formula seepage control system, it is characterized in that: every 5m one curvilinear fold is set in the non-woven fabric back filtering layer.
7. each described concrete dam according to claim 1-6 from anti-filter formula seepage control system, it is characterized in that: the thickness of the antiseepage bed of material also need be provided with thickness greater than the enrockment topping (7) of 0.5m more than or equal to 1m on it.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201220453149 CN202809565U (en) | 2012-09-06 | 2012-09-06 | Self-filter impervious system of concrete dam |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201220453149 CN202809565U (en) | 2012-09-06 | 2012-09-06 | Self-filter impervious system of concrete dam |
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| Publication Number | Publication Date |
|---|---|
| CN202809565U true CN202809565U (en) | 2013-03-20 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN 201220453149 Expired - Fee Related CN202809565U (en) | 2012-09-06 | 2012-09-06 | Self-filter impervious system of concrete dam |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102839636A (en) * | 2012-09-06 | 2012-12-26 | 中国水利水电科学研究院 | Self-reverse-filtering anti-seepage system for concrete dam and construction method thereof |
| CN105155470A (en) * | 2015-06-23 | 2015-12-16 | 武汉大学 | Self-healing anti-seepage structure for concrete faced rockfill dam |
-
2012
- 2012-09-06 CN CN 201220453149 patent/CN202809565U/en not_active Expired - Fee Related
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102839636A (en) * | 2012-09-06 | 2012-12-26 | 中国水利水电科学研究院 | Self-reverse-filtering anti-seepage system for concrete dam and construction method thereof |
| CN105155470A (en) * | 2015-06-23 | 2015-12-16 | 武汉大学 | Self-healing anti-seepage structure for concrete faced rockfill dam |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20130320 Termination date: 20140906 |
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| EXPY | Termination of patent right or utility model |