CN106013263A - Impermeable method of clay core wall dam foundation of deep river valley with deep sand gravel layer - Google Patents
Impermeable method of clay core wall dam foundation of deep river valley with deep sand gravel layer Download PDFInfo
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- CN106013263A CN106013263A CN201610558383.3A CN201610558383A CN106013263A CN 106013263 A CN106013263 A CN 106013263A CN 201610558383 A CN201610558383 A CN 201610558383A CN 106013263 A CN106013263 A CN 106013263A
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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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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/40—Foundations for dams across valleys or for dam constructions
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- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
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- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Hydrology & Water Resources (AREA)
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Abstract
The invention discloses an impermeable method of a clay core wall dam foundation of a deep river valley with a deep sand gravel layer. The impermeable method comprises the following steps: I, loosening the surface layer of the deep river valley, and clearing away, levelling and grinding a liquefied covering layer; II, filling sand gravel in benchland elevation positions layer by layer on two sides of the river channel of the deep river valley to form a backfill sand gravel layer; III, perpendicularly penetrating a concrete slotted hole diaphragm wall downwards into the bed rock of the deep river valley at an impermeable axis; IV, chiseling away the upper end of the concrete slotted hole diaphragm wall, constructing a cast-in-place concrete diaphragm wall at the top end of the chiseled concrete slotted hole diaphragm wall to be connected with the chiseled concrete slotted hole diaphragm wall, wherein the height of the cast-in-place concrete diaphragm wall meets the depth required by the design specifications and inserted in the clay core wall; V, carrying out enrockment filling on a dam shell range; and VI, carrying out inverse filtering on two sides of a clay core wall, and carrying out filling construction with a transition material and enrockment. The impermeable method has the advantages that construction of the concrete slotted hole diaphragm wall is facilitated, and the construction progress of the concrete slotted hole diaphragm wall is accelerated.
Description
Technical field
The present invention relates to clay core wall dam Foundation Anti-seepage method, especially relate to the clay core wall dam Foundation Anti-seepage method with deep sand gravel layer entrenched valley.
Background technology
Build the clay core wall dam on the entrenched valley with deep cover sand gravel layer, be usually and use vertical seepage control measure that deep cover sand gravel layer is carried out Anti-seeping technology.Normal practice is first to clear up cover layer, then uses slotted eye cut-pff wall to carry out Anti-seeping technology cover layer.This processing method is constructed slotted eye cut-pff wall due to needs on entrenched valley two bank inclined slope, not only constructional difficulties, progress are slow, and clay core-wall is relatively big along the inhomogeneous deformation of axis of dam direction on entrenched valley, easily causes clay core-wall crack, reduces the seepage control system fraction of clay core wall dam.
Summary of the invention
Present invention aim at providing a kind of clay core wall dam Foundation Anti-seepage method with deep sand gravel layer entrenched valley.
For achieving the above object, the present invention takes following technical proposals:
The clay core wall dam Foundation Anti-seepage method with deep sand gravel layer entrenched valley of the present invention, is carried out as steps described below:
The first step, first by loose for described entrenched valley top layer, the cover layer that can be liquefied is removed and is flattened, rolls；
Second step, use sand gravel material to described entrenched valley placement in layers to river shoal, both sides, riverbed elevation location, form the Cast-in-situ Piles in Sand-filling gravel bed of material, the described Cast-in-situ Piles in Sand-filling gravel bed of material along river to width more than the clay core-wall bottom width of design and >=30 meters；The sand gravel material deformation modulus filled is consistent with both sides, riverbed sand gravel cover layer；
3rd step, it is positioned at the antiseepage axial location of design in the plane of described Cast-in-situ Piles in Sand-filling gravel bed of material top, concrete slotted eye cut-pff wall is squeezed into vertically downward, in the Cast-in-situ Piles in Sand-filling gravel bed of material described in the depth penetration that described slotted eye cut-pff wall is squeezed into and sand gravel cover layer to entrenched valley basement rock；The wall thickness of concrete slotted eye cut-pff wall is according to allowing the calculating of hydraulic gradient, ess-strain and construction method to determine, or selects between 0.6～1.2m；
4th step, the second-rate part in concrete slotted eye cut-pff wall upper end is cut to the top plane of the described Cast-in-situ Piles in Sand-filling gravel bed of material 1 meter～1.5 meters, then the concrete slotted eye cut-pff wall top construction cast in situ concrete impervious wall after cutting is connected with it, and the height of described cast in situ concrete impervious wall meets the degree of depth inserting clay core-wall that design specification requires；
5th step, the enrockment carrying out being positioned at described Cast-in-situ Piles in Sand-filling gravel bed of material both sides dam shell scope fill；
6th step, carry out described clay core-wall both sides anti-filter, Transition Materials and the filling construction of enrockment.
The invention has the advantages that by the entrenched valley Cast-in-situ Piles in Sand-filling gravel bed of material, impervious wall construction platform is made to be maintained at a relatively-stationary elevation, not only facilitate the construction of concrete slotted eye cut-pff wall, accelerate the construction speed of concrete slotted eye cut-pff wall, and make concrete slotted eye cut-pff wall keep build to smooth out (as shown in Figure 2) on antiseepage vertical section, improve the construction quality of concrete slotted eye cut-pff wall.Further, the Cast-in-situ Piles in Sand-filling gravel bed of material makes the deformation modulus in deep riverbed keep consistent with both sides cover sand gravel layer, and the Longitudinal Settlement reducing clay core-wall is poor, improves the reliability of clay core wall dam seepage control system.Meanwhile, the Cast-in-situ Piles in Sand-filling gravel bed of material also improves clay core-wall foundation plane elevation, decreases clay material consumption, reduces construction investment.
Accompanying drawing explanation
Fig. 1 is the described clay core wall dam base structure schematic diagram implemented according to the inventive method.
Fig. 2 be in Fig. 1 along antiseepage axis A-A to sectional side elevation (concealing concrete slotted eye cut-pff wall in figure).
Detailed description of the invention
As shown in Figure 1, 2, the clay core wall dam Foundation Anti-seepage method with deep sand gravel layer entrenched valley of the present invention, carry out as steps described below:
The first step, first by loose for described entrenched valley top layer, the cover layer that can be liquefied is removed and is flattened, rolls；
Second step, employing sand gravel material river shoal elevation 1 position to described entrenched valley placement in layers to both sides, riverbed, form the Cast-in-situ Piles in Sand-filling gravel bed of material 2, and the top of the described Cast-in-situ Piles in Sand-filling gravel bed of material 2 is more than clay core-wall 3 bottom width and >=30 meters designed along river to width；The slope of the Cast-in-situ Piles in Sand-filling gravel bed of material 2 upstream and downstream is than respectively 1:2.5, and the sand gravel material deformation modulus filled is consistent with both sides, riverbed sand gravel cover layer 4；
3rd step, push up antiseepage axis 5 position being positioned at design in plane at the described Cast-in-situ Piles in Sand-filling gravel bed of material 2, concrete slotted eye cut-pff wall 6 is squeezed into vertically downward, in the Cast-in-situ Piles in Sand-filling gravel bed of material 2 described in the depth penetration that described slotted eye cut-pff wall 6 is squeezed into and sand gravel cover layer 4 to entrenched valley basement rock 7；The wall thickness of concrete slotted eye cut-pff wall 6 is according to allowing the calculating of hydraulic gradient, ess-strain and construction method to determine, or selects between 0.6～1.2m；
4th step, concrete slotted eye cut-pff wall 6 upper end is cut to the top plane of the described Cast-in-situ Piles in Sand-filling gravel bed of material 21 meter～1.5 meters, then the concrete slotted eye cut-pff wall 6 top construction cast in situ concrete impervious wall 8 after cutting is connected with it, and the height of described cast in situ concrete impervious wall 8 meets the degree of depth inserting clay core-wall 3 that design specification requires；
5th step, the enrockment 9 carrying out being positioned at the described Cast-in-situ Piles in Sand-filling gravel bed of material 2 both sides dam shell scope fill；
6th step, carry out described clay core-wall 3 both sides anti-filter, Transition Materials and the filling construction of enrockment.
Claims (1)
1. a clay core wall dam Foundation Anti-seepage method with deep sand gravel layer entrenched valley, it is characterised in that: carry out as steps described below:
The first step, first by loose for described entrenched valley top layer, the cover layer that can be liquefied is removed and is flattened, rolls；
Second step, use sand gravel material to described entrenched valley placement in layers to river shoal, both sides, riverbed elevation location, form the Cast-in-situ Piles in Sand-filling gravel bed of material, the described Cast-in-situ Piles in Sand-filling gravel bed of material along river to width more than the clay core-wall bottom width of design and >=30 meters；The sand gravel material deformation modulus filled is consistent with both sides, described riverbed sand gravel cover layer；
3rd step, it is positioned at the antiseepage axial location of design in the plane of described Cast-in-situ Piles in Sand-filling gravel bed of material top, concrete slotted eye cut-pff wall is squeezed into vertically downward, in the Cast-in-situ Piles in Sand-filling gravel bed of material described in the depth penetration that described slotted eye cut-pff wall is squeezed into and sand gravel cover layer to entrenched valley basement rock；The wall thickness of concrete slotted eye cut-pff wall is according to allowing the calculating of hydraulic gradient, ess-strain and construction method to determine, or selects between 0.6～1.2m；
4th step, concrete slotted eye cut-pff wall upper end is cut to the top plane of the described Cast-in-situ Piles in Sand-filling gravel bed of material 1 meter～1.5 meters, then the concrete slotted eye cut-pff wall top construction cast in situ concrete impervious wall after cutting is connected with it, and the height of described cast in situ concrete impervious wall meets the degree of depth inserting clay core-wall that design specification requires；
5th step, the enrockment carrying out being positioned at described Cast-in-situ Piles in Sand-filling gravel bed of material both sides dam shell scope fill；
6th step, carry out described clay core-wall both sides anti-filter, Transition Materials and the filling construction of enrockment.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610558383.3A CN106013263B (en) | 2016-07-16 | 2016-07-16 | Clay core wall dam Foundation Anti-seepage method with deep sand gravel layer entrenched valley |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610558383.3A CN106013263B (en) | 2016-07-16 | 2016-07-16 | Clay core wall dam Foundation Anti-seepage method with deep sand gravel layer entrenched valley |
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| CN106013263A true CN106013263A (en) | 2016-10-12 |
| CN106013263B CN106013263B (en) | 2018-04-20 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110424435A (en) * | 2019-08-27 | 2019-11-08 | 中水北方勘测设计研究有限责任公司 | For the cut-pff wall in deep covering layer |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| RU2140485C1 (en) * | 1998-10-23 | 1999-10-27 | Московский государственный университет природообустройства | Hydraulic structure |
| CN201087334Y (en) * | 2007-05-15 | 2008-07-16 | 江苏省水利科学研究所 | Reservoir bottom and dam body integrated anti-seepage structure |
| CN101831915A (en) * | 2010-05-05 | 2010-09-15 | 中国水电顾问集团华东勘测设计研究院 | Reinforced structure for foundation with wide defect and construction method thereof |
| CN103225283A (en) * | 2013-04-24 | 2013-07-31 | 黄河勘测规划设计有限公司 | Connection structure of barrage foundation diaphragm wall and gate dam building |
| CN204059418U (en) * | 2014-07-07 | 2014-12-31 | 黄河勘测规划设计有限公司 | Deeply covered layer seepage prevention of dam founda wall construction |
| CN105648988A (en) * | 2016-01-11 | 2016-06-08 | 中国电建集团华东勘测设计研究院有限公司 | Stage construction method for perpendicular anti-seepage structure of toe boards of concrete faced rockfill dam |
-
2016
- 2016-07-16 CN CN201610558383.3A patent/CN106013263B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| RU2140485C1 (en) * | 1998-10-23 | 1999-10-27 | Московский государственный университет природообустройства | Hydraulic structure |
| CN201087334Y (en) * | 2007-05-15 | 2008-07-16 | 江苏省水利科学研究所 | Reservoir bottom and dam body integrated anti-seepage structure |
| CN101831915A (en) * | 2010-05-05 | 2010-09-15 | 中国水电顾问集团华东勘测设计研究院 | Reinforced structure for foundation with wide defect and construction method thereof |
| CN103225283A (en) * | 2013-04-24 | 2013-07-31 | 黄河勘测规划设计有限公司 | Connection structure of barrage foundation diaphragm wall and gate dam building |
| CN204059418U (en) * | 2014-07-07 | 2014-12-31 | 黄河勘测规划设计有限公司 | Deeply covered layer seepage prevention of dam founda wall construction |
| CN105648988A (en) * | 2016-01-11 | 2016-06-08 | 中国电建集团华东勘测设计研究院有限公司 | Stage construction method for perpendicular anti-seepage structure of toe boards of concrete faced rockfill dam |
Non-Patent Citations (2)
| Title |
|---|
| 殷保合: "《小浪底土石坝安全管理实践》", 31 December 2010 * |
| 王素静: "《小浪底土石坝基础开挖设计》", 《人民黄河》 * |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110424435A (en) * | 2019-08-27 | 2019-11-08 | 中水北方勘测设计研究有限责任公司 | For the cut-pff wall in deep covering layer |
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| CN106013263B (en) | 2018-04-20 |
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Address after: 450003 Zhengzhou Jinshui Road, Henan, No. 109 Patentee after: Yellow River Survey Planning and Design Research Institute Co., Ltd. Address before: 450003 Zhengzhou Jinshui Road, Henan, No. 109 Patentee before: Yellow River Engineering Consulting Co., Ltd. |
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