CN104358270A - High core wall rock-fill dam foundation seepage prevention structure on deep overburden layer - Google Patents
High core wall rock-fill dam foundation seepage prevention structure on deep overburden layer Download PDFInfo
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- CN104358270A CN104358270A CN201410728489.4A CN201410728489A CN104358270A CN 104358270 A CN104358270 A CN 104358270A CN 201410728489 A CN201410728489 A CN 201410728489A CN 104358270 A CN104358270 A CN 104358270A
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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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Abstract
The invention discloses a dam foundation seepage prevention structure, in particular to a high core wall rock-fill dam foundation seepage prevention structure on a deep overburden layer. The invention provides the high core wall rock-fill dam foundation seepage prevention structure on the deep overburden layer with a better seepage prevention effect. The high core rock-fill dam foundation seepage prevention structure comprises a main seepage prevention wall, an auxiliary seepage prevention wall, a main seepage prevention wall plane grouting curtain, an auxiliary seepage prevention wall plane grouting curtain and connecting curtains, wherein the bottoms of the main seepage prevention wall and the auxiliary seepage prevention wall respectively penetrate a riverbed covering layer to be inserted into bed rock, and the auxiliary seepage prevention wall is arranged on the upstream side of the main seepage prevention wall; the main seepage prevention wall plane grouting curtain is arranged on the junction of the main seepage prevention wall and the bed rock, and the auxiliary seepage prevention wall plane grouting curtain is arranged on the junction of the auxiliary seepage prevention wall and the bed rock; two connecting curtains are respectively arranged on two river banks, and the connecting curtains are connected with the main seepage prevention wall plane grouting curtain and the auxiliary seepage prevention wall plane grouting curtain. By adopting the connecting curtains, the leakage of water when the water flows around the auxiliary seepage prevention wall on a bank slope can be reduced, the water head ratio borne by the auxiliary seepage prevention wall can be increased, and the combined seepage prevention of the main seepage prevention wall and the auxiliary seepage prevention wall can be realized.
Description
Technical field
The present invention relates to a kind of seepage prevention of dam founda structure, high-tech zones seepage prevention of dam founda structure on especially a kind of deep covering layer.
Background technology
Water can be clean regenerative resource, and possess skills feature that is ripe, with low cost, flexible operation, and countries in the world are all placed on hydroelectric development the preferential position of energy construction.Earth and rockfill dam has the advantages such as selection is easy, cost is lower, structure is simple, ground strong adaptability, anti-seismic performance are good, is a kind of dam type that water power hydraulic engineering extensively adopts.In recent years, along with the progress of the deep and construction technology to native stone dam material material property research, the high earth and rockfill dam construction on deep covering layer is developed rapidly.Because covering layer has highly permeable mostly, seepage prevention of dam founda design has become one of key issue of restriction high earth-rockfill dam on deep overburden construction.
Before making the present invention, allow the restriction of seepage flow gradient by covering layer highly permeable and cut-off wall concrete, the high Earth and Rockfill Dam Quito on deep covering layer adopts centralized arrangement twice impervious wall under covering layer curtain grouting, gallery or arranges the leakage preventing structure of major and minor twice impervious wall.Highly permeable covering layer adopts curtain grouting for antiseep, needs to arrange multiple tracks curtain, it is long in time limit that grouting needs, and blanket grouting plasma volume is large, invests high, and after filling with, the transmission coefficient of curtain is still comparatively large, still may not meet the antiseepage requirement of high dam; The twice impervious wall of centralized arrangement due to wall spacing less, unfavorable to impervious wall wall stability, and impervious wall needs construct successively together, the duration is very long, serious restriction dam embankment and Engineering Overall progress.The leakage preventing structure arranging major and minor impervious wall only arranges grouted cut off wall at secondary impervious wall wall base rock, because the strong Unloading Rock of bank slope has higher water permeability, storehouse water can at the bank slope basement rock place of secondary impervious wall around wall seepage, therefore most head is born by main impervious wall, really cannot realize the associating antiseepage of major and minor impervious wall.
Summary of the invention
Technical problem to be solved by this invention is to provide high-tech zones seepage prevention of dam founda structure on the better deep covering layer of a kind of anti-seepage effect.
The present invention solves high-tech zones seepage prevention of dam founda structure on deep covering layer that its technical problem adopts, comprise main impervious wall, secondary impervious wall, main impervious wall plane grouted cut off wall, secondary impervious wall plane grouted cut off wall and be connected curtain, all penetrate Riverbed at the bottom of the wall of main impervious wall and secondary impervious wall and insert basement rock, described secondary impervious wall is positioned at the upstream side of main impervious wall; Described main impervious wall plane grouted cut off wall is arranged on main impervious wall and basement rock junction, and described secondary impervious wall plane grouted cut off wall is arranged on secondary impervious wall and basement rock junction; Described connection curtain is provided with two and lays respectively at two sides, and described connection curtain connects described main impervious wall plane grouted cut off wall and secondary impervious wall plane grouted cut off wall.
Further, described main impervious wall plane grouted cut off wall arranges grouted cut off wall at basement rock place, two sides by multilayer grouting adit.
Further, in two sides, strong Unloading Rock place is arranged described secondary impervious wall plane grouted cut off wall.
Further, main impervious wall is positioned on main antiseepage plane centreline, and the wall top of main impervious wall is provided with dam foundation gallery to main impervious wall wall thickness 1.2 ~ 1.4m, penetrates Riverbed and insert basement rock 1 ~ 1.5m at the bottom of wall.
Further, secondary impervious wall wall thickness 1.1 ~ 1.3m, secondary impervious wall wall thickness is not more than main impervious wall wall thickness, penetrates Riverbed and insert basement rock 1 ~ 1.5m at the bottom of the wall of secondary impervious wall.
Further, the clear spacing 12 ~ 14m of main impervious wall and secondary impervious wall.
Be further, main impervious wall plane grouted cut off wall under main impervious wall wall is using basement rock permeability rate q≤3Lu as velatively waterproof layer boundary, main impervious wall plane grouted cut off wall gos deep into velatively waterproof layer 5m, and the basement rock place, two sides at main impervious wall place arranges main impervious wall plane grouted cut off wall by multilayer grouting adit.
The invention has the beneficial effects as follows: major and minor twice impervious wall arranged apart in dam foundation covering layer, be provided with between twice impervious wall and can meet two walls and to construct the reasonable distance put needed for construction equipment simultaneously, not only favourable to impervious wall wall stability, and two wall can construct simultaneously, not interfere with each other, do not affect the construction period; Arrange between main impervious wall plane bank slope basement rock grouted cut off wall with secondary impervious wall plane bank slope basement rock grouted cut off wall simultaneously and be connected curtain, reduce storehouse water in the seepage of bank slope around secondary impervious wall, improve the Water Head Proportion Rule that secondary impervious wall is born, achieve the associating antiseepage of major and minor impervious wall.
Accompanying drawing explanation
Fig. 1 is structural representation of the present invention;
Fig. 2 is the A-A line sectional view of Fig. 1;
Fig. 3 is the B-B line sectional view of Fig. 1;
Component, position and numbering in figure: main impervious wall 1; Secondary impervious wall 2; Main impervious wall plane grouted cut off wall 3; Secondary impervious wall plane grouted cut off wall 4; Connect curtain 5; Curtain grouting hole 6; Main impervious wall plane grouted cut off wall center line 7; Secondary impervious wall plane grouted cut off wall center line 8; Connect curtain center line 9; Gallery 10; Grouting adit 11; Riverbed 12; Basement rock 13; Base covers line of demarcation 14; Dam Base Surface 15; Secondary impervious wall inserts core-wall section 16, grout pipe 17.
Detailed description of the invention
Below in conjunction with accompanying drawing, the invention will be further described.
As shown in Figure 1, Figure 2 and Figure 3, the present invention includes main impervious wall 1, secondary impervious wall 2, main impervious wall plane grouted cut off wall 3, secondary impervious wall plane grouted cut off wall 4 and be connected curtain 5, all penetrate Riverbed at the bottom of the wall of main impervious wall 1 and secondary impervious wall 2 and insert basement rock, secondary impervious wall 2 is positioned at the upstream side apart from main impervious wall 1 certain distance, and secondary impervious wall 2 inserts dam body core-wall certain altitude; Described main impervious wall plane grouted cut off wall 3 is arranged on main impervious wall 1 and basement rock junction, and described secondary impervious wall plane grouted cut off wall 4 is arranged on secondary impervious wall 2 and basement rock junction; Described connection curtain 5 is provided with two and lays respectively at two sides, and described connection curtain 5 connects described main impervious wall plane grouted cut off wall 3 and secondary impervious wall plane grouted cut off wall 4.Article two, connect curtain 5, main impervious wall plane grouted cut off wall 3 and secondary impervious wall plane grouted cut off wall 4 and define the antiseepage ring of encirclement, this makes water can not walk around secondary impervious wall 2 to enter between main impervious wall 1 and secondary impervious wall 2, this makes secondary impervious wall 2 also can play good antiseepage effect, thus really realizes the two-layer associating antiseepage of main impervious wall 1 and secondary impervious wall 2.
No matter be main impervious wall plane grouted cut off wall 3 or secondary impervious wall plane grouted cut off wall 4, it is mainly divided into basement rock place grouted cut off wall bottom the grouted cut off wall at basement rock place, two sides and riverbed, and grouted cut off wall is recommended to arrange in the following ways: described main impervious wall plane grouted cut off wall 3 arranges grouted cut off wall at basement rock place, two sides by multilayer grouting adit 11.In two sides, strong Unloading Rock place is arranged described secondary impervious wall plane grouted cut off wall 4.Two sides basement rock below the plane crest elevation of main impervious wall 1 place arranges grouted cut off wall by multilayer grouting adit, and the strong Unloading Rock in two sides that secondary impervious wall 2 inserts below core-wall section wall crest elevation arranges grouted cut off wall.
Concrete, as shown in Figure 2, main impervious wall 1 is positioned on main antiseepage plane centreline, and main impervious wall 1 wall thickness 1.2 ~ 1.4m, the wall top of main impervious wall 1 is provided with dam foundation gallery, penetrates Riverbed and insert basement rock 1 ~ 1.5m at the bottom of wall.Secondary impervious wall 2 wall thickness 1.1 ~ 1.3m, secondary impervious wall 2 wall thickness is not more than main impervious wall 1 wall thickness, penetrates Riverbed and insert basement rock 1 ~ 1.5m at the bottom of the wall of secondary impervious wall 2.Clear spacing 12 ~ the 14m of main impervious wall 1 and secondary impervious wall 2.
Concrete, main impervious wall plane grouted cut off wall 3 under main impervious wall 1 wall is using basement rock permeability rate q≤3Lu as velatively waterproof layer boundary, main impervious wall plane grouted cut off wall 3 gos deep into velatively waterproof layer 5m, and the basement rock place, two sides at main impervious wall 1 place arranges main impervious wall plane grouted cut off wall 3 by multilayer grouting adit 11.Under described secondary impervious wall 2 wall, grouted cut off wall closes place plane highly permeable Rock and the curtain degree of depth is not less than 20m, and two sides basement rock grouted cut off wall scope is the strong Unloading Rock of bank slope that secondary impervious wall inserts below core-wall section wall crest elevation.
Embodiment
After original place, riverbed upper thread is excavated to Dam Base Surface 15, percussive drill or two-wheel flute milling machine is used to carry out the pore-creating trenching construction of main impervious wall 1 and secondary impervious wall 2, main impervious wall 1 is positioned on main antiseepage plane centreline, secondary impervious wall 2 is positioned at the upstream side of main impervious wall 1, be 12 ~ 14m with the clear spacing of main impervious wall 1, Riverbed 12 is all penetrated at the bottom of main impervious wall 1 and secondary impervious wall 2 wall, insert basement rock 1 ~ 1.5m, slotted eye gradient adopts ultrasonic tools to carry out tracing detection, to guarantee the verticality of slotted eye.Slotted eye has been constructed and has been changed after slurry process through clear hole, direct pipe method is adopted to carry out the concreting of main impervious wall 1 and secondary impervious wall 2, main impervious wall 1 and secondary impervious wall 2 replace layout two along main impervious wall grouted cut off wall center line 7 and secondary impervious wall grouted cut off wall center line 8 respectively and arrange curtain grouting hole 6, pre-embedment grouting pipe 17 in curtain grouting hole 6.Main impervious wall 1 wall apical grafting dam foundation gallery 10, secondary impervious wall 2 exceeds Dam Base Surface 15 certain altitude, inserts in dam body seepage core-wall, and gallery 10 and secondary impervious wall insert the external surface parcel high plastic clay of dam body core-wall section 16.Two sides basement rock 13 below the plane crest elevation of main impervious wall 1 place carries out curtain grouting by arranging multilayer grouting adit 11 through grout hole 6, jointly forms main impervious wall plane grouted cut off wall 3 with the basement rock grouted cut off wall under main impervious wall 1.The bank slope basement rock 11 that secondary impervious wall inserts below dam body core-wall section 16 place planar walls crest level carries out curtain grouting by grout hole 6, jointly forms secondary impervious wall plane grouted cut off wall 4 with the basement rock grouted cut off wall under secondary impervious wall 2.Arrange between main impervious wall plane grouted cut off wall 3 with secondary impervious wall plane grouted cut off wall 4 and be connected curtain 5.Under major and minor impervious wall, the curtain grouting of basement rock and bank slope basement rock adopts " aperture close, hole Inner eycle, packer grouting method from top to bottom " to construct.
Claims (7)
1. high-tech zones seepage prevention of dam founda structure on deep covering layer, it is characterized in that: comprise main impervious wall (1), secondary impervious wall (2), main impervious wall plane grouted cut off wall (3), secondary impervious wall plane grouted cut off wall (4) and be connected curtain (5), all penetrate Riverbed at the bottom of the wall of main impervious wall (1) and secondary impervious wall (2) and insert basement rock, described secondary impervious wall (2) is positioned at the upstream side of main impervious wall (1); Described main impervious wall plane grouted cut off wall (3) is arranged on main impervious wall (1) and basement rock junction, and described secondary impervious wall plane grouted cut off wall (4) is arranged on secondary impervious wall (2) and basement rock junction; Described connection curtain (5) is provided with two and lays respectively at two sides, and described connection curtain (5) connects described main impervious wall plane grouted cut off wall (3) and secondary impervious wall plane grouted cut off wall (4).
2. high-tech zones seepage prevention of dam founda structure on deep covering layer as claimed in claim 1, is characterized in that: described main impervious wall plane grouted cut off wall (3) arranges grouted cut off wall at basement rock place, two sides by the multilayer adit (11) that is in the milk.
3. high-tech zones seepage prevention of dam founda structure on deep covering layer as claimed in claim 1, is characterized in that: in two sides, strong Unloading Rock place is arranged described secondary impervious wall plane grouted cut off wall (4).
4. high-tech zones seepage prevention of dam founda structure on deep covering layer as claimed in claim 1, it is characterized in that: main impervious wall (1) is positioned on main antiseepage plane centreline, main impervious wall (1) wall thickness 1.2 ~ 1.4m, the wall top of main impervious wall (1) is provided with dam foundation gallery, penetrates Riverbed at the bottom of wall and insert basement rock 1 ~ 1.5m.
5. high-tech zones seepage prevention of dam founda structure on deep covering layer as claimed in claim 1, it is characterized in that: secondary impervious wall (2) wall thickness 1.1 ~ 1.3m, secondary impervious wall (2) wall thickness is not more than main impervious wall (1) wall thickness, penetrates Riverbed and insert basement rock 1 ~ 1.5m at the bottom of the wall of secondary impervious wall (2).
6. high-tech zones seepage prevention of dam founda structure on deep covering layer as claimed in claim 1, is characterized in that: the clear spacing 12 ~ 14m of main impervious wall (1) and secondary impervious wall (2).
7. high-tech zones seepage prevention of dam founda structure on the deep covering layer as described in claim as arbitrary in claim 1 to 6, it is characterized in that: the main impervious wall plane grouted cut off wall (3) under main impervious wall (1) wall is using basement rock permeability rate q≤3Lu as velatively waterproof layer boundary, main impervious wall plane grouted cut off wall (3) gos deep into velatively waterproof layer 5m, and the basement rock place, two sides at main impervious wall (1) place arranges main impervious wall plane grouted cut off wall (3) by the multilayer adit (11) that is in the milk.
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| CN201410728489.4A CN104358270A (en) | 2014-12-03 | 2014-12-03 | High core wall rock-fill dam foundation seepage prevention structure on deep overburden layer |
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| CN201410728489.4A CN104358270A (en) | 2014-12-03 | 2014-12-03 | High core wall rock-fill dam foundation seepage prevention structure on deep overburden layer |
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| CN105133571A (en) * | 2015-08-06 | 2015-12-09 | 中国水利水电第五工程局有限公司 | Plugging type connection method for deep hole inclined curtain and vertical curtain |
| CN106638486A (en) * | 2017-02-09 | 2017-05-10 | 河海大学 | Stage construction method for diaphragm wall and gallery of high-core rock-fill dam |
| CN106836145A (en) * | 2017-02-09 | 2017-06-13 | 河海大学 | High-tech zones cut-pff wall slides flexible connecting structure with gallery |
| CN108301384A (en) * | 2018-04-11 | 2018-07-20 | 中国电建集团成都勘测设计研究院有限公司 | Asphaltic concrete core wall and dam foundation concrete watertight wall joint structure |
| CN108532543A (en) * | 2018-05-25 | 2018-09-14 | 中国电建集团成都勘测设计研究院有限公司 | Dam upstream foundation pit auxiliary seepage proof ply angles |
| CN108547190A (en) * | 2018-06-22 | 2018-09-18 | 中国电建集团贵阳勘测设计研究院有限公司 | Ecological type water-soaking embankment treatment method |
| CN109356102A (en) * | 2018-11-23 | 2019-02-19 | 中国电建集团成都勘测设计研究院有限公司 | Asphaltic concrete core wall and dam foundation impervious wall connection structure |
| CN109356101A (en) * | 2018-11-23 | 2019-02-19 | 中国电建集团成都勘测设计研究院有限公司 | Seepage prevention of dam founda structure in ultra-deep thick-covering |
| CN111155490A (en) * | 2020-03-09 | 2020-05-15 | 海南省水利水电勘测设计研究院 | Anti-seepage wall body lap joint method for new and old concrete |
| CN115387369A (en) * | 2022-09-29 | 2022-11-25 | 成都理工大学 | Flexible impervious structure combining impervious wall and curtain grouting and construction method thereof |
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Cited By (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105133571A (en) * | 2015-08-06 | 2015-12-09 | 中国水利水电第五工程局有限公司 | Plugging type connection method for deep hole inclined curtain and vertical curtain |
| CN106638486A (en) * | 2017-02-09 | 2017-05-10 | 河海大学 | Stage construction method for diaphragm wall and gallery of high-core rock-fill dam |
| CN106836145A (en) * | 2017-02-09 | 2017-06-13 | 河海大学 | High-tech zones cut-pff wall slides flexible connecting structure with gallery |
| CN108301384A (en) * | 2018-04-11 | 2018-07-20 | 中国电建集团成都勘测设计研究院有限公司 | Asphaltic concrete core wall and dam foundation concrete watertight wall joint structure |
| CN108301384B (en) * | 2018-04-11 | 2024-04-19 | 中国电建集团成都勘测设计研究院有限公司 | Joint structure of asphalt concrete core wall and dam foundation concrete impervious wall |
| CN108532543B (en) * | 2018-05-25 | 2023-09-26 | 中国电建集团成都勘测设计研究院有限公司 | Auxiliary anti-seepage layer-paving structure for foundation pit on upstream of dam |
| CN108532543A (en) * | 2018-05-25 | 2018-09-14 | 中国电建集团成都勘测设计研究院有限公司 | Dam upstream foundation pit auxiliary seepage proof ply angles |
| CN108547190A (en) * | 2018-06-22 | 2018-09-18 | 中国电建集团贵阳勘测设计研究院有限公司 | Ecological type water-soaking embankment treatment method |
| CN109356102A (en) * | 2018-11-23 | 2019-02-19 | 中国电建集团成都勘测设计研究院有限公司 | Asphaltic concrete core wall and dam foundation impervious wall connection structure |
| CN109356101B (en) * | 2018-11-23 | 2023-10-20 | 中国电建集团成都勘测设计研究院有限公司 | Dam foundation seepage-proofing structure in ultra-deep coverage layer |
| CN109356102B (en) * | 2018-11-23 | 2024-01-30 | 中国电建集团成都勘测设计研究院有限公司 | Asphalt concrete core wall and dam foundation impervious wall connecting structure |
| CN109356101A (en) * | 2018-11-23 | 2019-02-19 | 中国电建集团成都勘测设计研究院有限公司 | Seepage prevention of dam founda structure in ultra-deep thick-covering |
| CN111155490A (en) * | 2020-03-09 | 2020-05-15 | 海南省水利水电勘测设计研究院 | Anti-seepage wall body lap joint method for new and old concrete |
| CN115387369A (en) * | 2022-09-29 | 2022-11-25 | 成都理工大学 | Flexible impervious structure combining impervious wall and curtain grouting and construction method thereof |
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Application publication date: 20150218 |