CN103046516B - Method for filling bottom of gravelly soil core wall of stone dam - Google Patents
Method for filling bottom of gravelly soil core wall of stone dam Download PDFInfo
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- CN103046516B CN103046516B CN201210588184.9A CN201210588184A CN103046516B CN 103046516 B CN103046516 B CN 103046516B CN 201210588184 A CN201210588184 A CN 201210588184A CN 103046516 B CN103046516 B CN 103046516B
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Abstract
The invention discloses a method for filling the bottom of a gravelly soil core wall of a stone dam. The method includes steps of firstly, casting a concrete key wall on a first diaphragm wall, reserving a reserved passage for construction vehicles to enter on the concrete key wall; secondly, filling clay 2 meters thick in a gap area of the inner side and the outer side of the concrete key wall; thirdly, casting the concrete key wall to the top after the construction vehicles enter a filling roadway; and fourthly, forming a plurality of clay loading platforms on a downstream side of a concrete gallery by clay, throwing the clay into the filling roadway by a backacting shovel, paving, grinding and filling by layering until the clay in the filling roadway is all filled and then the construction vehicles can be driven out from the top. By the above steps, filling construction of the bottom of the gravelly soil core wall of the stone dam can be realized. By forming the filling roadway convenient for filling by the concrete key wall, flow of high-ductility clay is limited, and layering, grinding and paving of the construction vehicles in the filling roadway are facilitated. The method has the advantages of simplicity in construction, convenience and practicality, investment is saved and construction quality and speed are guaranteed.
Description
Technical field
The present invention relates to the dam filling construction bottom a kind of Hydraulic and Hydro-Power Engineering construction water retaining structure construction field, particularly a kind of loose rock dam gravelly soil core-wall.
Background technology
The structural configuration on dash dam twice impervious wall basis is design first at home, fills in tunnel at all round closure, and the filling construction beyond example in the middle of upstream impervious wall and downstream gallery is used for reference.
Can be the construction method that Chinese patent 200910058708.1 discloses a kind of highly plastic clay core wall for the data used for reference, roller compaction construction method is adopted to roll highly plastic clay band and gravelly soil core-wall, especially a kind of thick and heavy concept rolled is proposed, Problems existing is, because the plasticity of clay is high, good fluidity, difficulty of construction is comparatively large, and construction period is longer.
Summary of the invention
Technical problem to be solved by this invention is to provide the dam filling construction bottom a kind of loose rock dam gravelly soil core-wall, can reduce the filling construction difficulty bottom core-wall, and efficiency of construction is high, easy to operate.
For solving the problems of the technologies described above, the technical solution adopted in the present invention is: the dam filling construction bottom a kind of loose rock dam gravelly soil core-wall, comprise the first impervious wall and the second impervious wall that are arranged on checkdam, the second described impervious wall is positioned at downstream, concrete corridor built by second impervious wall, concrete corridor two ends are connected with slope on left bank core-wall district subsides slope concrete and right bank slope core-wall district subsides slope concrete respectively, comprise the following steps:
One, concreting key-wall on the first impervious wall, concrete key-wall two ends are connected with slope on left bank core-wall district subsides slope concrete and right bank slope core-wall district subsides slope concrete respectively, and concrete key-wall leaves the reserved passageway entered for Construction traffic;
Two, inside and outside concrete key-wall, the gap area of both sides fills the thick clay of 1-3 rice, and wall external symmetry is filled within the walls;
Three, Construction traffic enters into filling in tunnel between concrete key-wall and concrete corridor from reserved passageway, then the concrete key-wall in reserved passageway region is poured into top;
Four, form multiple clay material platform at the downstream clay of concrete corridor, with backhoe, clay filler is got rid of into filling in tunnel, layering decking and rolling fills, until after filling the clay filling in tunnel, equipment is outputed from top simultaneously;
The filling construction bottom loose rock dam gravelly soil core-wall is realized by above-mentioned steps.
Also being provided with horizontal reverse filtering layer in the downstream of concrete corridor, horizontal reverse filtering layer is gravelly soil reclamation district.
Described Construction traffic is excavator, bulldozer and rolling machine.
Described rolling machine is the convex mill of vibration.
Grouting adit is provided with in described concrete corridor.
Described concrete key-wall height is 9-11 rice.
Described concrete corridor height is 8-9 rice.
Described reserved passageway width is 10-14 rice.
Dam filling construction bottom a kind of loose rock dam gravelly soil core-wall provided by the invention, by the concrete key-wall arranged formed be convenient to fill fill tunnel, thus limit the flowing of highly plastic clay, just equipment in the inner, such as excavator, bulldozer and rolling machine construction, layered rolling paves.It is succinct, convenient, practical that dam filling construction of the present invention has construction, both saved investment, and in turn ensure that construction quality and progress.
Accompanying drawing explanation
Below in conjunction with drawings and Examples, the invention will be further described:
Fig. 1 is overall structure schematic top plan view of the present invention.
Fig. 2 is the longitudinal cross section in the present invention between concrete key-wall rain concrete corridor.
Fig. 3 is the longitudinal cross section filled between concrete key-wall rain concrete corridor in the present invention when tunnel is filled.
Fig. 4 is the transverse cross sectional view of concrete key-wall rain concrete corridor in the present invention.
In figure: slope on left bank core-wall district subsides slope concrete 1, highly plastic clay reclamation district 2, gravelly soil reclamation district 3, dump truck 4, clay material platform 5, excavator 6, concrete corridor 7, right bank slope core-wall district subsides slope concrete eight, concrete key-wall 9, bulldozer 10, grouting adit 11, rolling machine 12, reserved passageway 13, high retrospective clay 14, first impervious wall 15 after placement in layers, second impervious wall 16, fills tunnel 17, horizontal reverse filtering layer 18.
Detailed description of the invention
As in Fig. 1-4, dam filling construction bottom a kind of loose rock dam gravelly soil core-wall, comprise the first impervious wall 15 and the second impervious wall 16 being arranged on checkdam, the second described impervious wall 16 is positioned at downstream, concrete corridor 7 built by second impervious wall 16, concrete corridor 7 two ends are connected with slope on left bank core-wall district subsides slope concrete 1 and right bank slope core-wall district subsides slope concrete eight respectively, and be provided with grouting adit 11 in described concrete corridor 7, described concrete corridor 7 is highly 8-9 rice.Also being provided with horizontal reverse filtering layer 18 in the downstream of concrete corridor 7, horizontal reverse filtering layer 18 is gravelly soil reclamation district 3.Specifically comprise the following steps:
One, as in Fig. 1,3,4, concreting key-wall 9 on the first impervious wall 15, described concrete key-wall 9 is highly 9-11 rice, and the height in this example is 10 meters.Concrete key-wall 9 two ends are connected with slope on left bank core-wall district subsides slope concrete 1 and right bank slope core-wall district subsides slope concrete eight respectively, concrete key-wall 9 leaves the reserved passageway 13 entered for Construction traffic, described reserved passageway 13 width is 10-14 rice, is set to 12 meters in this example.
Two, as in Fig. 1,3, inside and outside concrete key-wall 9, the gap area of both sides fills the thick clay of 1-3 rice, and wall external symmetry is filled within the walls, and preferred thickness is 2 meters.
Three, excavator 6, bulldozer 10 and rolling machine 12 enter into filling in tunnel 17 between concrete key-wall 9 and concrete corridor 7 from reserved passageway 13, then the concrete key-wall 9 in reserved passageway 13 region is poured into top; Rolling machine 12 in this example is the convex mill of vibration.
Four, form multiple clay material platform 5 at the downstream clay of concrete corridor 7, with backhoe, clay filler is got rid of into filling in tunnel 17, layering decking and rolling fills, until after filling the clay filling in tunnel 17, equipment is outputed from top simultaneously;
The filling construction bottom loose rock dam gravelly soil core-wall is realized by above-mentioned steps.Adopt dam filling construction of the present invention to limit the flowing of highly plastic clay due to concrete key-wall, there is construction succinct, convenient, practical, both saved investment, and in turn ensure that construction quality and progress.
Claims (8)
1. the dam filling construction bottom a loose rock dam gravelly soil core-wall, comprise the first impervious wall (15) and the second impervious wall (16) that are arranged on checkdam, described the second impervious wall (16) is positioned at downstream, second impervious wall (16) has been built concrete corridor (7), concrete corridor (7) two ends are connected with subsides slope concrete, slope on left bank core-wall district (1) and subsides slope concrete, right bank slope core-wall district (8) respectively, it is characterized in that comprising the following steps:
One, at the upper concreting key-wall (9) of the first impervious wall (15), concrete key-wall (9) two ends are connected with subsides slope concrete, slope on left bank core-wall district (1) and subsides slope concrete, right bank slope core-wall district (8) respectively, and concrete key-wall (9) leaves the reserved passageway (13) entered for Construction traffic;
Two, fill the thick clay of 1-3 rice at the gap area of the inside and outside both sides of concrete key-wall (9), wall external symmetry is filled within the walls;
Three, Construction traffic enters into filling in tunnel (17) between concrete key-wall (9) and concrete corridor (7) from reserved passageway (13), then the concrete key-wall (9) in reserved passageway (13) region is poured into top;
Four, form multiple clay material platform (5) at the downstream clay of concrete corridor (7) simultaneously, with backhoe, clay filler is got rid of into filling in tunnel (17), layering decking and rolling fills, until after filling the clay filling in tunnel (17), Construction traffic is outputed from top;
The filling construction bottom loose rock dam gravelly soil core-wall is realized by above-mentioned steps.
2. the dam filling construction bottom a kind of loose rock dam gravelly soil core-wall according to claim 1, is characterized in that: be also provided with horizontal reverse filtering layer (18) in the downstream of concrete corridor (7), and horizontal reverse filtering layer (18) is upper is gravelly soil reclamation district (3).
3. the dam filling construction bottom a kind of loose rock dam gravelly soil core-wall according to claim 1, is characterized in that: described Construction traffic is excavator (6), bulldozer (10) and rolling machine (12).
4. the dam filling construction bottom a kind of loose rock dam gravelly soil core-wall according to claim 3, is characterized in that: described rolling machine (12) is the convex mill of vibration.
5. the dam filling construction bottom a kind of loose rock dam gravelly soil core-wall according to claim 1, is characterized in that: be provided with grouting adit (11) in described concrete corridor (7).
6. the dam filling construction bottom a kind of loose rock dam gravelly soil core-wall according to claim 1, is characterized in that: described concrete key-wall (9) is highly 9-11 rice.
7. the dam filling construction bottom a kind of loose rock dam gravelly soil core-wall according to claim 1, is characterized in that: described concrete corridor (7) is highly 8-9 rice.
8. the dam filling construction bottom a kind of loose rock dam gravelly soil core-wall according to claim 1, is characterized in that: described reserved passageway (13) width is 10-14 rice.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201210588184.9A CN103046516B (en) | 2012-12-29 | 2012-12-29 | Method for filling bottom of gravelly soil core wall of stone dam |
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| CN201210588184.9A CN103046516B (en) | 2012-12-29 | 2012-12-29 | Method for filling bottom of gravelly soil core wall of stone dam |
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| CN103046516B true CN103046516B (en) | 2015-04-01 |
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| CN104213543B (en) * | 2014-09-24 | 2016-05-18 | 中国水利水电第五工程局有限公司 | A kind of for the clay filling construction method between two walls of earth and rockfill dam bottom |
| CN108166457A (en) * | 2018-01-12 | 2018-06-15 | 中国电建集团华东勘测设计研究院有限公司 | The anti-seepage linkage of the deep covering layer dam foundation and calculous soil core-wall |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101476309A (en) * | 2009-01-15 | 2009-07-08 | 中国葛洲坝集团股份有限公司 | Dam body prepressing inverted filling construction method for ultra-high concrete panel rock-fill dam |
| CN101538839A (en) * | 2009-03-26 | 2009-09-23 | 中国水利水电第七工程局有限公司 | Method for constructing highly plastic clay core wall |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| US20100284747A1 (en) * | 2009-05-05 | 2010-11-11 | Peterson Galen L | Water-filled building block for temporary levee |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101476309A (en) * | 2009-01-15 | 2009-07-08 | 中国葛洲坝集团股份有限公司 | Dam body prepressing inverted filling construction method for ultra-high concrete panel rock-fill dam |
| CN101538839A (en) * | 2009-03-26 | 2009-09-23 | 中国水利水电第七工程局有限公司 | Method for constructing highly plastic clay core wall |
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Effective date of registration: 20160516 Address after: 710000 Shaanxi province Xi'an Chanba Ecological District Su Shaanxi international financial center building A Patentee after: CHINA GEZHOUBA GROUP NO.3 ENGINEERING CO., LTD. Address before: 443002 Hubei province Yichang City Road No. 1 Patentee before: China Gezhouba Group Co., Ltd. |