CN102852121B - Artificial composite foundation for building clay core rock-fill dam on deep overburden and construction method for artificial composite foundation - Google Patents
Artificial composite foundation for building clay core rock-fill dam on deep overburden and construction method for artificial composite foundation Download PDFInfo
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- CN102852121B CN102852121B CN201210359184.1A CN201210359184A CN102852121B CN 102852121 B CN102852121 B CN 102852121B CN 201210359184 A CN201210359184 A CN 201210359184A CN 102852121 B CN102852121 B CN 102852121B
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Abstract
The invention provides an artificial composite foundation for building a clay core rock-fill dam on a deep overburden. The artificial composite foundation comprises a base rock (1) and an overburden (2) arranged on the base rock (2); a filter layer (5) is arranged at the outer side of a reversed filter layer (4); a rock-fill (6) is arranged at the outer side of the filter layer (5); the rock-fill (6), the filter layer (5), the reversed filter layer (4) and a core (3) form a dam body, wherein the thickness of the overburden (2) is more than 50m; a concrete cover board (7) is arranged in the overburden (2); and the height of the dam body is more than 150m. The shortages of large digging work amount, increased scale of river diversion works, increased scale of waste slag field, prolonged engineering construction period and increased engineering investment are avoided by using the artificial composite foundation. According to the artificial composite foundation, the diaphragm wall construction and the reinforcing grouting construction are conducted in gallery of the concrete cover board, and the dam filling construction can be synchronously performed, so that the construction period is shortened effectively. The invention simultaneously discloses a construction method for the artificial composite foundation.
Description
Technical field
The invention belongs to Hydraulic and Hydro-Power Engineering technical field, more particularly it is a kind of composite foundation building clay (core-wall) loose rock dam on deep covering layer (thickness is greater than 50m), the invention still further relates to the construction method of building Clay Core Wall Rockfill Dam composite foundation on this deep covering layer.
Background technology
Clay Core Wall Rockfill Dam (comprising gravelly soil core wall rockfill dam) applies dam type quite widely in domestic and international Hydraulic and Hydro-Power Engineering, the exploitation of the southwest hydroelectric project enriched along with China's hydraulic power potentials, relate to the hydroelectric project of building high Clay Core Wall Rockfill Dam on deep covering layer to get more and more, scale is also increasing.To utilization and the process of riverbed deep covering layer, be related to the safety and economy of engineering, select dam site, dam type, project playout scheme, engineering safety and cost etc. all have significant impact, one of key technical problem becoming engineering construction simultaneously.
When this type of engineering builds Clay Core Wall Rockfill Dam at present, generally adopt following scheme to deep alluvion foundation: the covering layer below core-wall is excavated process by (1) entirely, core-wall is directly built on basement rock; (2) retain covering layer, core-wall is placed on covering layer, carries out Anti-seeping technology, as shown in Figure 3 with concrete cut to covering layer.
Deep covering layer is all excavated and is often brought many adverse influences by employing scheme (1), cofferdam and the excavation slope of affecting as too high in excavation of foundation pit side slope is stablized, training works standard improves, scale strengthens, difficult arrangement, covering layer open excavation amount is large, Dumping Sites scale is large, difficult arrangement, construction investment increases, and the construction period extends.
Employing scheme (2) retains deep covering layer, Anti-seeping technology is carried out with concrete cut, the reliability of its technology need to improve, deep covering layer is built Clay Core Wall Rockfill Dam problems faced more more complicated than building dam on basement rock, larger sedimentation and differential settlement can be produced at dam embankment load and effect of water pressure lower caldding layer, along with the increase of the covering layer degree of depth and dam body scale, deformation between core-wall and dam shell, deformation between core-wall and impervious wall, impervious wall stress-deformation behavior is poor, the problems such as core-wall and impervious wall junction concentrative seepage are more outstanding, easily occur that core-wall splits, impervious wall ruptures, the phenomenons such as core-wall and impervious wall splice failure, even dam body and covering layer produce seepage failure, affect the safe operation of dam, as shown in Figure 3.
Summary of the invention
The first object of the present invention is the weak point overcoming above-mentioned existing background technology, and provides the composite foundation a kind of deep covering layer being built clay loose rock dam; The present invention, while guaranteeing engineering safety, effectively decreases construction investment, shortens the duration of a project, makes directly to build high Clay Core Wall Rockfill Dam technology on the cover layer and reaches a new height.
The second object of the present invention is to provide this construction method of building the composite foundation of Clay Core Wall Rockfill Dam on deep covering layer.
The first object of the present invention is reached by following measure: composite foundation deep covering layer being built Clay Core Wall Rockfill Dam, it comprises basement rock, be positioned at the covering layer on basement rock, be positioned at supratectal core-wall, be loaded filter on the both sides of core-wall, the outside of loaded filter is filtration beds, the outside of filtration beds is enrockment, described enrockment, filtration beds, loaded filter, core-wall composition dam body, it is characterized in that described overburden cover is greater than 50 meters, concrete cover is had at described covering layer top, the below of described concrete cover is consolidation by grouting district, core-wall is had above concrete cover, loaded filter, filtration beds and part enrockment, impervious wall construction gallery is had in described concrete cover, the concrete cut reaching basement rock after through consolidation by grouting district and covering layer is had at impervious wall construction gallery, described core-wall is earth core or gravelly soil core-wall, described dam body height is greater than 150 meters.
In technique scheme, be also furnished with irrigation gallery in described concrete cover, described irrigation gallery is positioned at the both sides of impervious wall construction gallery.
In technique scheme, described concrete cover is low-intensity grade roller compacted concrete, and concrete cover has structural joint, is provided with sealing in the seam face of structural joint.
In technique scheme, the thickness at described concrete cover dam foundation concrete cut place is 15 meters, and the thickness at all the other positions of concrete cover is 10 meters.
In technique scheme, described impervious wall construction gallery is the wide 6 meters × gateway opening type of high 7 meters, is provided with notch at construction gallery base plate; Described irrigation gallery is the wide 3.0 meters × gateway opening type of high 3.5 meters.
In technique scheme, described impervious wall construction gallery is two; Described irrigation gallery is latticed layout.
The second object of the present invention is reached by following measure: the construction method of deep covering layer being built Clay Core Wall Rockfill Dam composite foundation, it is characterized in that it comprises the steps:
1., under dry work condition, remove tectal top layer, concrete cover position, and carry out finishing and make its end face smooth smooth;
2. low-intensity grade roller compacted concrete concreting cover plate is adopted at an upper portion thereof, reserved blanket grouting gallery and impervious wall construction gallery in cover plate;
3. reach after the corresponding length of time until cover plate, while core wall rockfill dam dam embankment is carried out on top, in gallery, carry out impervious wall construction and blanket grouting;
4. formed on deep covering layer by concrete cover, the cover plate bottom composite foundation that impervious wall forms in the covering layer, covering layer of consolidation by grouting.
The present invention does not all excavate dam foundation covering layer, avoids the deficiencies such as the open excavation amount that the full excavation case of covering layer brings is large, the increase of training works scale, the increase of Dumping Sites scale, engineering construction claim for eot, construction investment increase.The present invention adopts composite foundation, effective deep covering layer that improves directly builds dam deformation harmony, the impervious wall stress-deformation behavior that high Clay Core Wall Rockfill Dam exists, and reduces core-wall cracking, engineering safety risk that impervious wall fracture, core-wall and impervious wall splice failure cause seepage prevention system to destroy.The present invention adopts in concrete cover gallery, carries out impervious wall construction and tectal reinforcing grouting construction, and dam embankment construction can synchronously be carried out, and effectively shortens the construction period.
Adopt technical solution of the present invention, some hydropower station core wall rockfill dam scheme is tested and studied, this project covering layer thickness is about 100m, disregard covering layer height of dam and be about 238m, there is the representativeness of building high-tech zones on deep covering layer, analyze the SDAS program computation adopting Hohai University's independent development, this software has been successfully applied to the computational analysis of domestic several loose rock dam.By research and analyse its advantage of technical solution of the present invention and good effect as follows:
(1) concrete cover can play the effect coordinating dam deformation within the scope of cover plate to the backwater effect above covering dam body, makes distortion more evenly (as shown in Figure 4).
(2) covering layer reinforce grouting after to dam body settlement, especially the sedimentation of core-wall position distribution there is positive effect (as shown in Figure 4).
(3) concrete cover and covering layer are reinforced grouting and obviously can be improved the compatibility of deformation of each subregion of enrockment dam body especially between core-wall and dam shell, thus reduce the arching of core-wall, reduce the stress level of core-wall and dam shell contact position.
(4) covering layer reinforcing grouting has remarkable result to the operation of reduction impervious wall and the horizontal movement of time of completion, and can reduce impervious wall stress (as shown in Figure 5, Figure 6).
(5) the present invention carries out impervious wall and blanket grouting construction by concrete cover internal reservation gallery, and dam embankment construction is synchronously carried out, and effectively shortens the construction period.Gallery can be used for the purposes such as observation, inspection, maintenance at dam body run duration.
(6) present invention, avoiding and all excavate tectal, thus eliminate a series of adverse effects such as open excavation amount is large, the increase of training works scale, the increase of Dumping Sites scale, engineering construction claim for eot.
(7) dam deformation coordination, impervious wall Stress displacement etc. are key technical problems deeply covered layer being built Clay Core Wall Rockfill Dam, the reduction that the composite foundation of the technical program has with coordinate dam deformation, reduce the engineering effort of impervious wall stress and horizontal movement, contribute to existing raising of building dam level.
Accompanying drawing explanation
Fig. 1 is the composite foundation sectional schematic diagram building Clay Core Wall Rockfill Dam on deep covering layer.
Fig. 2 is the structural representation of concrete cover in composite foundation, consolidation by grouting district and concrete cut.
Fig. 3 is the existing sectional schematic diagram building Clay Core Wall Rockfill Dam on deep covering layer.
Fig. 4 is under covering layer modulus of deformation improves different multiples situation, 1/2 height of dam place dam body settlement distribution map.
Fig. 5 is that impervious wall horizontal movement is along elevation distribution map.
Fig. 6 is that the large main stress bar of impervious wall is along elevation distribution map.
1. basement rock, 2. covering layer, 3. core-wall, 4. loaded filter, 5. filtration beds in figure, 6. enrockment, 7. concrete cover, 8. consolidation by grouting district, 9. impervious wall construction gallery (or claiming construction gallery), 10. concrete cut, 11. irrigation galleries, 12. structural joints, 13. notches.
Detailed description of the invention
Describe performance of the present invention in detail below in conjunction with accompanying drawing, but they do not form limitation of the invention, only for example.Simultaneously by illustrating that advantage of the present invention will become clearly and easy understand.
Accompanying drawings is known: composite foundation deep covering layer of the present invention being built clay loose rock dam, it comprises basement rock 1, be positioned at the covering layer 2 on basement rock 1, be positioned at the core-wall 3 on covering layer 2, be loaded filter 4 on the both sides of core-wall 3, the outside of loaded filter 4 is filtration beds 5, the outside of filtration beds 5 is enrockment 6, described enrockment 6, filtration beds 5, loaded filter 4, core-wall 3 forms dam body, it is characterized in that described covering layer 2 thickness is greater than 50 meters, concrete cover 7 is had at described covering layer 2 top, the below of described concrete cover 7 is consolidation by grouting district 8, core-wall 3 is had above concrete cover 7, loaded filter 4, filtration beds 5 and part enrockment 6, impervious wall construction gallery 9 is had in described concrete cover 7, the concrete cut 10 reaching basement rock 1 after through consolidation by grouting district 8 and covering layer 2 is had at impervious wall construction gallery 9, described core-wall 3 is earth core or gravelly soil core-wall, described dam body height is greater than 150 meters.Also be furnished with irrigation gallery 11 in described concrete cover 7, described irrigation gallery 11 is positioned at the both sides of impervious wall construction gallery 9.Described concrete cover 7 is low-intensity grade roller compacted concrete, and concrete cover 7 has structural joint 12, is provided with sealing in the seam face of structural joint 12.Described concrete cover 7 is 15 meters at the thickness at dam foundation concrete cut 10 place, and the thickness at all the other positions of concrete cover 7 is 10 meters.Described impervious wall construction gallery 9 is the wide 6 meters × gateway opening type of high 7 meters, is provided with notch 13 at impervious wall construction gallery 9 base plate; Described irrigation gallery 11 is the wide 3.0 meters × gateway opening type of high 3.5 meters.Described impervious wall construction gallery 9 is two; Described irrigation gallery 11 is in latticed layout (as shown in Figure 1 and Figure 2).
The present invention is the new technology of a kind of covering layer being built high Clay Core Wall Rockfill Dam, namely clear up at dam foundation face place and excavate Surface mulch layer, concreting cover plate, in cover plate inside, consolidation by grouting and impervious wall construction are carried out to lower covering layer, form a kind of composite foundation, dam body is filled on top simultaneously.The technical program mainly comprises concrete cover (inside establishing impervious wall construction gallery and grouting construction gallery), cover plate undercloak reinforces structure and the measures such as grouting.
1. concrete cover: on the alluvial deposit foundation being arranged in core-wall and loaded filter and transition zone, and upwards downstream extends certain distance.Cover plate adopts low-intensity grade roller compacted concrete, arranges structural joint to cover plate piecemeal, and arranges sealing in seam face.Width in conjunction with dam body height and overburden cover according to reinforcing scope need determined by finite element analysis computation, thickness meets the requirement that inside arranges gallery, generally the desirable 10m of cover sheet thickness (15m is got at dam foundation impervious wall position).Cover plate Intranet grid-like arrangement gallery, for blanket grouting construction and impervious wall construction, the runtime is as observation, inspection gallery.
2. gallery in cover plate: impervious wall construction gallery, cross dimensions meets impervious wall construction needs, the gateway opening type of 6m × 7m (wide × high) can be adopted, notch is reserved along impervious wall axis at gallery base plate, as the use of impervious wall construction, the detailing requiments that width of rebate is connected with cover plate according to impervious wall thickness and wall body is determined.Irrigation gallery, arranges the needs meeting blanket grouting process, and its cross dimensions should fill with facility size according to brill and job requirement is determined, gets 3.0m × 3.5m (wide × high) left and right.
3. blanket grouting consolidation process: main purpose improves covering layer modulus of deformation, thus reduce dam body settlement and flow variable displacement, improve the stress of impervious wall and distortion, reinforcing scope is mainly the covering layer of earth core bottom.
While technical solution of the present invention adopts composite foundation to improve dam body and impervious wall duty, in gallery, impervious wall and grouting construction is carried out owing to adopting, top is filled dam body and can be carried out simultaneously, avoid impervious wall and the impact of blanket grouting construction on dam construction, save the engineering construction duration.
Deep covering layer of the present invention is built the construction method of Clay Core Wall Rockfill Dam composite foundation, it is characterized in that it comprises the steps:
1., under dry work condition, remove tectal top layer, concrete cover position, and carry out finishing and make its end face smooth smooth;
2. low-intensity grade roller compacted concrete concreting cover plate is adopted at an upper portion thereof, reserved blanket grouting gallery and impervious wall construction gallery in cover plate;
3. reach after the corresponding length of time until cover plate, while core wall rockfill dam dam embankment is carried out on top, in gallery, carry out impervious wall construction and blanket grouting;
4. formed on deep covering layer by concrete cover, the cover plate bottom composite foundation that impervious wall forms in the covering layer, covering layer of consolidation by grouting.
Consult Fig. 4 known: under covering layer modulus of deformation improves different multiples situation, 1/2 height of dam place sedimentation all presents broad in the middle, narrowing toward each end, and composite foundation scheme is less than full excavation case.Along with modulus raising multiple is higher, settling amount also decreases, and sedimentation distribution is more even.
Consult Fig. 5 known: the retaining phase, owing to being subject to effect of water pressure, there is the displacement to downstream, go deep into basement rock bottom impervious wall, be equivalent to fixed end in impervious wall, along with the increase of impervious wall elevation, horizontal movement is increasing.Because 1824m elevation processes with lower caldding layer, the horizontal movement of this position impervious wall is not subject to the impact that covering layer reinforces grouting, therefore this section of horizontal movement does not change substantially in four kinds of modulus of deformation situations, the above impervious wall of 1824m elevation is along with the raising of covering layer reinforcing grouting modulus, horizontal movement diminishes, after covering layer modulus improves three times, impervious wall horizontal movement maximum value is about the half of not disposition, and visible reinforcing is in the milk to improving impervious wall retaining phase horizontal movement successful.
Consult Fig. 6 known: after covering layer carries out consolidation by grouting, modulus of deformation improves, and reduces the relative displacement between covering layer and impervious wall, improve the stress condition of impervious wall, and covering layer modulus improves higher, this to improve effect more obvious, and the distribution of large main stress bar also can be more even.
Claims (7)
1. deep covering layer is built the composite foundation of clay loose rock dam, it comprises basement rock (1), be positioned at the covering layer (2) on basement rock (1), be positioned at the core-wall (3) on covering layer (2), be loaded filter (4) on the both sides of core-wall (3), the outside of loaded filter (4) is filtration beds (5), the outside of filtration beds (5) is enrockment (6), described enrockment (6), filtration beds (5), loaded filter (4), core-wall (3) composition dam body, it is characterized in that described covering layer (2) thickness is greater than 50 meters, concrete cover (7) is had in described covering layer (2), the below of described concrete cover (7) is consolidation by grouting district (8), core-wall (3) is had in the top of concrete cover (7), loaded filter (4), filtration beds (5) and part enrockment (6), construction gallery (9) is had in described concrete cover (7), the concrete cut (10) reaching basement rock (1) after through consolidation by grouting district (8) and covering layer (2) is had at construction gallery (9), described core-wall (3) is earth core or gravelly soil core-wall, described dam body height is greater than 150 meters.
2. deep covering layer according to claim 1 is built the composite foundation of clay loose rock dam, it is characterized in that also being furnished with irrigation gallery (11) in described concrete cover (7), described irrigation gallery (11) is positioned at the both sides of construction gallery (9).
3. deep covering layer according to claim 1 and 2 is built the composite foundation of clay loose rock dam, it is characterized in that described concrete cover (7) is for low-intensity grade roller compacted concrete, concrete cover (7) has structural joint (12), is provided with sealing in the seam face of structural joint (12).
4. deep covering layer according to claim 3 is built the composite foundation of clay loose rock dam, the thickness that it is characterized in that described concrete cover (7) dam foundation concrete cut (10) place is 15 meters, and the thickness at concrete cover (7) all the other positions is 10 meters.
5. deep covering layer according to claim 3 is built the composite foundation of clay loose rock dam, it is characterized in that described construction gallery (9) is for the wide 6 meters × gateway opening type of high 7 meters, is provided with notch (13) at construction gallery (9) base plate; Described irrigation gallery (11) is the wide 3.0 meters × gateway opening type of high 3.5 meters.
6. deep covering layer according to claim 5 is built the composite foundation of clay loose rock dam, it is characterized in that described construction gallery (9) is two; Described irrigation gallery (11) is in latticed layout.
7. deep covering layer is built the construction method of clay loose rock dam composite foundation, it is characterized in that it comprises the steps:
1., under dry work condition, remove tectal top layer, concrete cover position, and carry out finishing and make its end face smooth smooth;
2. low-intensity grade roller compacted concrete concreting cover plate is adopted at an upper portion thereof, reserved blanket grouting gallery and impervious wall construction gallery in cover plate;
3. reach after the corresponding length of time until cover plate, while core wall rockfill dam dam embankment is carried out on top, in gallery, carry out impervious wall construction and blanket grouting;
4. formed on deep covering layer and in the covering layer, covering layer of consolidation by grouting, in impervious wall, cover plate and impervious wall joint, cover plate, observe by concrete cover, cover plate bottom the composite foundation checking that facility forms.
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| CN103643656B (en) * | 2013-11-22 | 2015-06-10 | 河海大学 | High rock-fill dam membrane anti-seepage body on deep coverage layer and construction method of high rock-fill dam membrane anti-seepage body |
| CN106368176B (en) * | 2016-11-08 | 2019-01-01 | 中国电建集团成都勘测设计研究院有限公司 | The high dam structure being built on earth material scarcity area deeply covered layer |
| CN106638486B (en) * | 2017-02-09 | 2019-03-01 | 河海大学 | High-tech zones cut-pff wall and gallery stage construction method |
| 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 |
| 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 |
| CN111321706A (en) * | 2020-02-25 | 2020-06-23 | 中国电建集团华东勘测设计研究院有限公司 | Clay core wall dam structure and construction method thereof |
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| CN101718086B (en) * | 2009-11-05 | 2012-04-11 | 河海大学 | Concrete-enrockment mixed dam and construction method thereof |
| RU2470111C2 (en) * | 2010-09-15 | 2012-12-20 | ПАО "Укргидропроект" | Rock-fill dam with asphalt-concrete diaphragm |
| CN102041800B (en) * | 2010-12-08 | 2012-07-04 | 四川路航建设工程有限责任公司 | Method for constructing PVC (polyvinyl chloride) composite geomembrane watertight core of earth-rockfill dam |
| CN102660936A (en) * | 2012-05-29 | 2012-09-12 | 中国水利水电第十四工程局有限公司 | Method for realizing seepage prevention of bridge wall by means of polyvinyl chloride film |
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