CN201627180U - Reinforced structure of large fault of dam foundation of gravity dam - Google Patents
Reinforced structure of large fault of dam foundation of gravity dam Download PDFInfo
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- CN201627180U CN201627180U CN2010201250656U CN201020125065U CN201627180U CN 201627180 U CN201627180 U CN 201627180U CN 2010201250656 U CN2010201250656 U CN 2010201250656U CN 201020125065 U CN201020125065 U CN 201020125065U CN 201627180 U CN201627180 U CN 201627180U
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Abstract
The utility model relates to a reinforced structure of the large fault of the dam foundation of a gravity dam. The utility model aims to solve the technical problem in providing a reinforced structure of the large fault of the dam foundation of a gravity dam with simple structure and convenient construction so as to improve various physical and mechanical parameters, such as the bearing capacity of a dam foundation fault, the skid resistance stability of the dam body and the like, and the requirement to serve as the dam foundation of a gravity dam is satisfied. The technical scheme for solving the problem is as follows: the reinforced structure of the large fault of the dam foundation of a gravity dam is provided with a dam body and a dam foundation which comprises a fault and an affected zone thereof and is characterized in that a concrete plug and an across-fault reinforced concrete bearing plate are successively arranged in the fault and the chamfer of the affected zone thereof from bottom to top, and a group of consolidation grouting holes are drilled in the fault and the affected zone thereof below the concrete plug and drilled within the range of 5-10 cm of two sides; when the consolidation grouting holes are sealed and grouted, a continuous concrete plug, the fault and the basic pile with anchors of the affected zone thereof are arranged. The utility model is mainly used for the situation that the dam foundation of the gravity dam has a large fault or an oversized fault.
Description
Technical field
The utility model relates to a kind of gravity dam dam foundation major fault ruggedized construction.Be applicable to that mainly the gravity dam dam foundation exists under the situation of major fault or super large tomography.
Background technology
The inevitable sometimes basis of gravity dam addressing exists major fault or super large tomography, major fault may cause dam foundation differential settlement distortion and bearing capacity problem, stability of dam foundation problem, seepage and seepage deformation problem etc., and routine can not comprehensively be improved the problems referred to above with concrete arch, beam (plug) backfill and consolidation grouting way.How making dam foundation major fault after treatment by certain integrated treatment measure, reach and satisfy as stable etc. the requirement of gravity dam dam foundation bearing capacity, antiskid, is key technology in the design of gravity dam.
Summary of the invention
The technical problems to be solved in the utility model is: gravity dam dam foundation major fault ruggedized construction and job practices thereof that a kind of simple in structure, easy construction is provided at the problem of above-mentioned existence, with every physical and mechanical parameters such as the bearing capacity that improves dam foundation tomography and dam body stabilitys against sliding, satisfy requirement as the gravity dam dam foundation.
The technical scheme that the utility model adopted is: the ruggedized construction of gravity dam dam foundation major fault, have dam body and comprise tomography and the dam foundation of influence band, it is characterized in that: arrange concrete plug from bottom to top successively and stride tomography steel bar concrete loaded plate in the grooving of tomography and influence band thereof, be drilled with one group of consolidation grouting hole in the tomography of concrete plug below and influence band and the both sides 5-10m scope, the basic anchor pile that connects concrete plug and tomography and influence band is set during the grouting of consolidation grouting hole sealing of hole.
Near upstream section impervious wall is set in the tomography of described concrete plug below and the influence band thereof, this impervious wall below connects grouted cut off wall.
Each transverse joint place of described dam body establishes joint grouting.
Described concrete plug thickness is 4-8m, and it gos deep into complete rock mass 50-100cm along the two ends on the dam length direction, and 10-20m is upstream stretched out with the downstream respectively with respect to dam body upstream face and back side in the both sides of vertical dam length direction.
Described steel bar concrete loaded plate thickness is 4-6m, and 10-20m is upstream stretched out with the downstream respectively with respect to dam body upstream face and back side in the both sides of its vertical dam length direction.
The oblique 15-25 degree of described anchor pile bottom inclination upstream.
The beneficial effects of the utility model are: the utility model is in tomography and influence band grooving and do concrete plug, and the steel bar concrete loaded plate is watered at the plug top, has guaranteed that basic compressive stress and sedimentation value in allowed band, have increased dam foundation bearing capacity; In fault belt and both sides certain limit, carry out high pressure deep hole consolidation grouting, utilize the consolidation grouting hole that basic anchor pile is set, improved the stability against sliding of dam body, effectively prevented the shear failure of basic soft rock; Near upstream section impervious wall is set in tomography and the influence band thereof, has reduced the uplift pressure of foundation plane, solved the leakage problems of the dam foundation, avoided tectonite and charges immersion back character to worsen simultaneously, satisfy requirement as the gravity dam dam foundation; The dam body transverse joint adopts grouting and seam form to handle, and has improved globality.
Description of drawings
Fig. 1 is a sectional drawing of the present utility model.
Fig. 2 is an elevation of the present utility model.
The specific embodiment
As Fig. 1, shown in Figure 2, present embodiment comprise dam body 9 and comprise tomography and influence with 1 the dam foundation, because tomography and influence thereof are with 1 physical and mechanical parameter low, there are dam foundation differential settlement distortion and bearing capacity deficiency, stability of dam foundation does not satisfy, problem such as seepage and seepage deformation, therefore present embodiment is arranged concrete plug 2 from bottom to top successively and is striden tomography steel bar concrete loaded plate 3 in 1 grooving in tomography and influence thereof, with homogenizing and reduction dam foundation stress, increased the antiskid degree of safety of the dam foundation, wherein concrete plug 2 thickness are 6m, it gos deep into complete rock mass 80cm along the two ends on the dam length direction, steel bar concrete loaded plate 3 thickness are 5m, on vertical dam length direction, 10-20m is upstream respectively stretched out with the downstream respectively with respect to dam body upstream face and back side in the both sides of concrete plug 2 and steel bar concrete loaded plate 3.Steel bar concrete loaded plate 3 can form virtual arch with concrete plug 2 synergy, and upper load is reached the hard relatively rock in its two ends, further improves dam foundation stability.The tomography of concrete plug 2 belows and influence thereof be with 1 and both sides 8m scope in be drilled with one group of consolidation grouting hole 4, be provided with during the grouting of consolidation grouting hole 4 sealing of holes and connect concrete plug 2 and tomography and influence thereof with 1 basic anchor pile 5, in order effectively to improve shear strength, the anchor pile 5 bottoms generally oblique 15-25 degree of inclination are upstream arranged in this example.
In order to reduce seepage discharge, and guarantee effective reduction of foundation plane uplift pressure, close one impervious wall of upstream section setting 6 in 1 is with in tomography below concrete plug 2 and influence thereof, and wall determines according to the permeability rate parameter situation of formation lithology that deeply this impervious wall below connects grouted cut off wall 10.
In order to improve the dam globality, dam body 9 transverse joints adopt grouting and seam form to handle, and establish joint grouting 8.
The construction sequence of present embodiment is as follows:
A, the excavation dam foundation expose tomography and influence is with 1, and the grooving degree of depth of formation is generally 5-8m;
B, tomography and influence thereof be with 1 and both sides 8m scope in be drilled with one group of consolidation grouting hole 4, the horizontal high voltage deep hole consolidation grouting of going forward side by side, basic anchor pile 5 when being in the milk, consolidation grouting hole 4 sealing of holes is set, improve whole mould and the shear strength of playing, guarantee that further antiskid is stablized and dam foundation bearing capacity meets the demands, the hole array pitch in its mesohigh consolidation grouting hole 4 adopts the pile length 10～20m of 1.5～3.0m, hole depth 15～30m, anchor pile 5.Concrete parameter determines that according to height of dam and tomography characteristic index for effectively improving shear strength, the inclination upstream of anchor pile 5 bottoms is oblique, inclination angle 15-25 degree;
C, tomography and influence thereof are with in 1 and near upstream section impervious wall 6 are set, and to reduce seepage discharge, wall is determined according to geological condition deeply;
The concrete plug 2 that d, backfill 6m are thick, it gos deep into complete rock mass 80cm along the two ends on the dam length direction, and 10-20m is upstream stretched out with the downstream respectively with respect to dam body upstream face and back side in the both sides of vertical dam length direction;
E, concrete plug 2 tops be provided with 5m thick stride tomography steel bar concrete loaded plate 3,10-20m is upstream stretched out with the downstream respectively with respect to dam body upstream face and back side in the both sides of its vertical dam length direction.
After f, dam body 9 constructions are finished, around impervious wall 6, vertically be drilled with 3 row's curtain grouting holes 7 and carry out curtain grouting, form the grouted cut off wall 10 that is connected with impervious wall 6;
G, dam body 9 transverse joints adopt grouting and seam form to handle, and after dam body 9 reaches equilibrium temperature (generally behind the dam body casting complete 3 months), carry out joint grouting 8.
Claims (6)
1. gravity dam dam foundation major fault ruggedized construction, have dam body (9) and comprise tomography and the dam foundation of influence band (1), it is characterized in that: arrange concrete plug (2) from bottom to top successively and stride tomography steel bar concrete loaded plate (3) in the grooving of tomography and influence band (1) thereof, be drilled with one group of consolidation grouting hole (4) in the tomography of concrete plug (2) below and influence band (1) and the both sides 5-10m scope, the basic anchor pile (5) that connects concrete plug (2) and tomography and influence band (1) thereof is set during the grouting of consolidation grouting hole (4) sealing of hole.
2. gravity dam dam foundation major fault ruggedized construction according to claim 1 is characterized in that: near upstream section impervious wall (6) is set in the tomography of described concrete plug (2) below and the influence band (1) thereof, this impervious wall below connects grouted cut off wall (10).
3. gravity dam dam foundation major fault ruggedized construction according to claim 1 is characterized in that: each transverse joint place of described dam body (9) establishes joint grouting (8).
4. gravity dam dam foundation major fault ruggedized construction according to claim 1, it is characterized in that: described concrete plug (2) thickness is 4-8m, it gos deep into complete rock mass 50-100cm along the two ends on the dam length direction, 10-20m is upstream respectively stretched out with the downstream respectively with respect to dam body upstream face and back side in the both sides of vertical dam length direction.
5. gravity dam dam foundation major fault ruggedized construction according to claim 1, it is characterized in that: described steel bar concrete loaded plate (3) thickness is 4-6m, and 10-20m is upstream respectively stretched out with the downstream respectively with respect to dam body upstream face and back side in the both sides of its vertical dam length direction.
6. gravity dam dam foundation major fault ruggedized construction according to claim 1 is characterized in that: the oblique 15-25 degree of described anchor pile (5) bottom inclination upstream.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010201250656U CN201627180U (en) | 2010-03-05 | 2010-03-05 | Reinforced structure of large fault of dam foundation of gravity dam |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010201250656U CN201627180U (en) | 2010-03-05 | 2010-03-05 | Reinforced structure of large fault of dam foundation of gravity dam |
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| CN201627180U true CN201627180U (en) | 2010-11-10 |
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| CN2010201250656U Expired - Fee Related CN201627180U (en) | 2010-03-05 | 2010-03-05 | Reinforced structure of large fault of dam foundation of gravity dam |
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Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102505668A (en) * | 2011-11-07 | 2012-06-20 | 河海大学 | Construction method for reinforcing horizontal crack of gravity dam head by using steel bar |
| CN102619234A (en) * | 2012-04-23 | 2012-08-01 | 中国水电顾问集团华东勘测设计研究院 | Dam foundation deep groove processing structure and construction method thereof |
| RU2501904C1 (en) * | 2012-07-23 | 2013-12-20 | Открытое акционерное общество "Всероссийский научно-исследовательский институт гидротехники имени Б.Е. Веденеева" | Method to increase stability of concrete dam on bed rock |
| CN104060581A (en) * | 2014-07-08 | 2014-09-24 | 中国电建集团中南勘测设计研究院有限公司 | Mixed constructing method of high concrete gravity dam and high concrete gravity dam |
| CN104912065A (en) * | 2015-06-09 | 2015-09-16 | 四川路航建设工程有限责任公司 | Underwater anchor pile construction method |
| CN105350520A (en) * | 2015-09-30 | 2016-02-24 | 西藏大学农牧学院 | Construction method for reinforcement and seepage prevention of deep sandy gravel foundation |
| 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 | A kind of method of ecological type immerseable embankment processing |
| CN109403276A (en) * | 2018-11-28 | 2019-03-01 | 上海勘测设计研究院有限公司 | Gravity dam and its construction method |
| CN110184999A (en) * | 2019-05-05 | 2019-08-30 | 广州中寓建设工程有限公司 | A kind of anti-seepage reinforcing technique of hydraulic engineering dam foundation |
-
2010
- 2010-03-05 CN CN2010201250656U patent/CN201627180U/en not_active Expired - Fee Related
Cited By (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102505668B (en) * | 2011-11-07 | 2013-12-18 | 河海大学 | Construction method for reinforcing horizontal crack of gravity dam head by using steel bar |
| CN102505668A (en) * | 2011-11-07 | 2012-06-20 | 河海大学 | Construction method for reinforcing horizontal crack of gravity dam head by using steel bar |
| CN102619234A (en) * | 2012-04-23 | 2012-08-01 | 中国水电顾问集团华东勘测设计研究院 | Dam foundation deep groove processing structure and construction method thereof |
| RU2501904C1 (en) * | 2012-07-23 | 2013-12-20 | Открытое акционерное общество "Всероссийский научно-исследовательский институт гидротехники имени Б.Е. Веденеева" | Method to increase stability of concrete dam on bed rock |
| CN104060581B (en) * | 2014-07-08 | 2016-06-08 | 中国电建集团中南勘测设计研究院有限公司 | A kind of high concrete gravity dam mixed dam building method and a kind of high concrete gravity dam |
| CN104060581A (en) * | 2014-07-08 | 2014-09-24 | 中国电建集团中南勘测设计研究院有限公司 | Mixed constructing method of high concrete gravity dam and high concrete gravity dam |
| CN104912065A (en) * | 2015-06-09 | 2015-09-16 | 四川路航建设工程有限责任公司 | Underwater anchor pile construction method |
| CN105350520A (en) * | 2015-09-30 | 2016-02-24 | 西藏大学农牧学院 | Construction method for reinforcement and seepage prevention of deep sandy gravel foundation |
| CN105350520B (en) * | 2015-09-30 | 2017-06-16 | 西藏农牧学院 | Deep sand-gravel foundation reinforcing and the construction method of antiseepage |
| 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 | A kind of method of ecological type immerseable embankment processing |
| CN109403276A (en) * | 2018-11-28 | 2019-03-01 | 上海勘测设计研究院有限公司 | Gravity dam and its construction method |
| CN110184999A (en) * | 2019-05-05 | 2019-08-30 | 广州中寓建设工程有限公司 | A kind of anti-seepage reinforcing technique of hydraulic engineering dam foundation |
| CN110184999B (en) * | 2019-05-05 | 2021-01-05 | 广州中寓建设工程有限公司 | Seepage-proofing reinforcing process for dam foundation of hydraulic engineering 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: 20101110 Termination date: 20190305 |
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| CF01 | Termination of patent right due to non-payment of annual fee |