CN102900092A - Artificial composite foundation of concrete face rockfill dam built on deep and thick coverage layer and construction method of artificial composite foundation - Google Patents
Artificial composite foundation of concrete face rockfill dam built on deep and thick coverage layer and construction method of artificial composite foundation Download PDFInfo
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Abstract
The invention discloses an artificial composite foundation of a concrete face rockfill dam built on a deep and thick coverage layer. The artificial composite foundation comprises a primary rockfill region (1) and a secondary rockfill region (2) which are arranged on the coverage layer (5), wherein a concrete cover board (4) is arranged below the primary rockfill region (1); a grout solidification region (7) is positioned between the concrete cover board (4) and base rock (6); an anti-seepage wall construction passageway (9) and a grout passageway (10) are arranged in the concrete cover board (4); a concrete anti-seepage wall (8) is arranged below the anti-seepage wall construction passageway (9), penetrates through the coverage layer (5) and reaches the base rock (6); and the thickness of the coverage layer (5) is more than 50 meters. By the technical scheme, the coverage layer does not need to be completely removed, so that a series of negative influences such as large excavation work amount, increase of scale of flow guide engineering, increase of scale of a slag abandoning field and delay of the working period of engineering construction are eliminated. The invention also discloses a construction method of the artificial composite foundation.
Description
Technical field
The invention belongs to Hydraulic and Hydro-Power Engineering rock dam construction technique field, more particularly it is the composite foundation of building rock on a kind of deep covering layer, relates to the processing of (dam foundation overburden cover surpasses 50m) of rock ground deep covering layer.The invention still further relates to the job practices of this composite foundation.
Background technology
Concrete Face Rockfill Dam is to use quite widely dam type in the domestic and international Hydraulic and Hydro-Power Engineering, exploitation along with the abundant southwest hydroelectric project of China's hydraulic power potentials, relate to that to build the hydroelectric project of high rock at deep covering layer more and more, scale is also increasing.To riverbed deep covering layer utilization and the processing of (dam foundation overburden cover surpasses 50m), the safety and economy that is related to engineering, simultaneously dam site, dam type selection, hinge arrangement, engineering safety and cost etc. all there are significant impact, have become one of key technical problem of engineering construction.When this type of engineering was built rock at present, toe board and main rockfill area deep covering layer ground are generally adopted following scheme: (1) taked covering layer entirely to excavate processing, and toe board is built on basement rock; (2) keep covering layer, directly build the dam on covering layer, toe board is placed on the covering layer, adopt concrete cut to carry out antiseepage and process, impervious wall construction carries out in cover surface.
But when dam foundation covering layer was deep, two kinds of measures all existed certain problem and shortcoming.Scheme 1(is as shown in figure 12), adopt covering layer entirely to excavate scheme and tend to bring many adverse influences, cause that such as the covering layer excavation excavation slope is too high, thereby affect the resistance to overturning of upstream cofferdam land side side slope and excavation slope; Because covering layer open excavation amount is large, excavate long in time limit, to some engineering cofferdam by dry season dash need bring up to annual dash standard, the increasing of training works scale; Because covering layer excavation, position, cofferdam need upstream to adjust, and the upstream are had the orographic condition of small stream ditch, may conflict with the small stream ditch, cause the cofferdam difficult arrangement; Covering layer open excavation amount is large, rejected material is many, and the corresponding increase of Dumping Sites scale makes Dumping Sites arrange more difficult in the high mountain gorge area; The covering layer cutting depth is large, and the road of lower foundation ditch is affected by longitudinal gradient, difficult arrangement; Excavation and the every project scale that has influence on thereof increase, and corresponding engineering quantity increases, and construction investment increases.
Scheme 2(as shown in figure 13), on covering layer, directly build the dam scheme, its engineering reliability is still waiting to improve, height of dam is subject to the restriction of prior art level, " Concrete Face Rockfill Dam design specifications " (DL/T5016-1999) stipulates " toe board of middle weir can place on the sand gravel ground; high dam should be through special demonstration ", " Concrete Face Rockfill Dam design specifications " (SL228-98) points out: " adopt impervious wall that ground is carried out the high rock that antiseepage is processed at covering layer, its technology is still waiting further to improve and development ".The high rock of directly building at present the dam on covering layer is in 100 meter level levels substantially, as: Chile had built high Pu Kenaluo (Puclam) dam of 83m at the dark covering layer of 113m in 1999, and power station, sweat Usu etc. is examined what the dark covering layer of 47m had built up height of dam 107.6m by China in 2008.The problem that faces in deep covering layer construction Concrete Face Rockfill Dam is more more complicated than building the dam at basement rock, can produce larger sedimentation and differential settlement at dam embankment load and effect of water pressure lower caldding layer, increase along with the covering layer degree of depth and dam body scale, dam deformation is inharmonious, deformation between panel and the dam body, the problems such as impervious wall stress deformation proterties is poor are more outstanding, easily cause dam deformation excessive, panel comes to nothing, panel crack, sealing inefficacy etc., even cause panel, impervious wall, the junction plate fracture reaches leaks and dam foundation infiltration in a large number, dam body and the dam foundation are produced seepage failure, affect the safe operation of dam.
Summary of the invention
The first purpose of the present invention is to overcome the weak point of above-mentioned existing background technology, and the composite foundation of building rock on a kind of deep covering layer is provided,
The second purpose of the present invention relates to the job practices of building the rock composite foundation on the deep covering layer.
The first purpose of the present invention reaches by following measure: the composite foundation of building rock on the deep covering layer, it comprises and is positioned at supratectal main rockfill area and time rockfill area, main rockfill area and time rockfill area distribute along the dam body axis, tectal below is basement rock, there is concrete slab on inclined-plane at main rockfill area, it is characterized in that concrete cover is arranged below described main rockfill area, there is the consolidation by grouting district to be positioned between concrete cover and the basement rock, impervious wall construction gallery and irrigation gallery are arranged in described concrete cover, below the impervious wall construction gallery, concrete cut is arranged, described concrete cut passes covering layer and arrives the basement rock place, and described tectal thickness is greater than 50 meters.
In technique scheme, described impervious wall construction gallery is positioned at the upstream extremity of concrete cover, and the upper end that is positioned at the concrete cover at impervious wall construction gallery place is the cover plate bellend.
In technique scheme, described cover plate bellend is trapezium structure, and the left side of trapezium structure and right side are that the right side of cover plate bellend is connected with the lower end of concrete slab along the slope.
In technique scheme, described left side is 1:1 along the gradient on slope, and the right side is 1:1.4 along the gradient on slope,
In technique scheme, be provided with parting on the described concrete cover, be provided with sealing in the described parting.
In technique scheme, bottom, the downstream of described concrete cover is connected to counter-slope.
In technique scheme, the gradient of described counter-slope is 1:2.
In technique scheme, described counter-slope is positioned at the below of time rockfill area.
In technique scheme, the thickness of described concrete cover is 10m, wide 6 meters, high 7 meters of impervious wall construction gallery, the wide 2.5-3.0 rice of irrigation gallery, high 3.0-3.5.
The second purpose of the present invention reaches by following measure: the composite foundation job practices of building rock on the deep covering layer, it is characterized in that it comprises the steps: 1. under the dry work condition, remove the part Surface mulch layer at concrete cover position, adopt subsequently low-intensity grade roller compacted concrete at covering layer top concreting cover plate; 2. in the concrete cover casting process, in cover plate, reserve as required impervious wall construction gallery and blanket grouting gallery, gallery adopts precast construction or cast-in-place structural, after cover plate reaches design age, continue the dam embankment of construction rock thereon, 3. in gallery, carry out impervious wall construction and blanket grouting; 4. finally form to satisfy at deep covering layer and build the high concrete panel loose rock dam, comprise in concrete cover, the cover plate in impervious wall construction gallery, the cover plate that impervious wall, cover plate undercloak in irrigation gallery, the covering layer reinforce the composite foundation of the structure such as grouting and measure.
Adopt the present invention that some hydropower station rock scheme has been carried out technical research and test, this project covers approximately 100m of bed thickness, disregard approximately 235m of covering layer height of dam, has the representativeness of building high rock at deep covering layer, analyze the SDAS program that adopts Hohai University's independent development and calculate, this software has been successfully applied to the computational analysis of domestic several seat surface sheetpile masonry dams.As follows by researching and analysing its advantage of technical solution of the present invention and good effect:
(1) the technical program has been avoided all excavating tectal, thereby has eliminated a series of adverse effects such as the open excavation amount is large, the increase of training works scale, the increase of Dumping Sites scale, engineering construction claim for eot.Reduce covering layer open excavation amount for some hydropower station and reach more than 2,000 ten thousand m
3, shorten approximately 1 year construction period.
(2) concrete cover on cover dam body certain backwater effect arranged, can effectively reduce the sedimentation of covering rockfill, play the effect of coordinating dam deformation in the cover plate scope, so that distortion is more even.Along with the cover plate width range increases, sedimentation distributes more even, improves effect better.
(3) it is rear to dam body settlement that covering layer is reinforced grouting, and especially the sedimentation of foundation plane cover plate position distributes and has positive effect, along with modulus improves highlyer, improves effect better.
(4) concrete cover and covering layer are reinforced the coordination that grouting can obviously improve compatibility of deformation, loose rock dam body deformability and the panel deformation in each district of rockfill, reduce the sloping value of losing of panel bedding material, reduce panel inclined slope aspect extruding force, improve the residing stress state of panel, thereby avoid the problems such as panel comes to nothing, panel crack, sealing inefficacy to occur.
(5) covering layer is reinforced grouting and can be improved impervious wall stress, and the consolidation by grouting of the clay interval that impervious wall is passed is particularly important; Reinforce grouting and have remarkable result to reducing impervious wall operation and the horizontal movement of time of completion, and the modulus raising is higher, effect is more obvious.
(6) the present invention forms operation platform by the inner gallery of reserving of concrete cover, in platform, carry out the construction of impervious wall and blanket grouting, the dam embankment construction of platform top is carried out synchronously, avoid the prior art scheme to carry out impervious wall construction to the impact of dam embankment construction in cover surface, effectively saved the engineering construction duration.Gallery not only is used for the construction period, also can be used for the purposes such as safety observation at the dam body run duration, and is that the later stage dam foundation or seepage control system reinforcing addendum stay operation platform.
(7) the dam deformation coordination paid close attention to of the present invention, the displacement of impervious wall stress etc. are the Key technique problems that Concrete Face Rockfill Dam is built the dam, that builds on the deep covering layer that the composite foundation of Concrete Face Rockfill Dam has reduces and coordinates dam deformation, reduces the engineering effort of impervious wall stress and horizontal movement, be of value to existing development of building the dam level, surmount and have the 100 meter level technical levels of on deep covering layer, directly building high rock now.
Description of drawings
Fig. 1-1, Fig. 1-2 are that the sedimentation gradient is along with cover plate wide variety graph of a relation;
The variation diagram that Fig. 2-1, Fig. 2-2 improves along with the covering layer modulus for the sedimentation gradient;
Fig. 3-1, Fig. 3-2 is for being that the sedimentation of dam body foundation plane elevation is with the modulus change graph of a relation.
Fig. 4-1, Fig. 4-2 is that 1/2 height of dam elevation sedimentation is with the modulus change graph of a relation;
Fig. 5 is the maximum graph of a relation that loses slope value and cover plate width and modulus of deformation change of bedding material;
Fig. 6 is the graph of a relation of panel inclined slope aspect stress and cover plate width and modulus of deformation change;
Fig. 7-1, Fig. 7-2 is that the large main stress bar of impervious wall is along the elevation distribution map;
Fig. 8-1, Fig. 8-2 is that the impervious wall horizontal movement is along elevation distribution relation figure;
Fig. 9 is the artificial composite foundation sectional schematic diagram of the present invention;
Figure 10 is the artificial composite foundation sectional drawing of the present invention (A-A);
Figure 11 is the artificial composite foundation plan view of the present invention (B-B);
Figure 12 is that existing scheme 1 covering layer is excavated the scheme sectional schematic diagram;
Figure 13 is that existing scheme 2 covering layers are directly built dam scheme sectional schematic diagram.
1. main rockfill areas, 2. time rockfill area, 3. concrete slab among the figure, 4. concrete cover, 5. covering layer, 6. basement rock, 7. consolidation by grouting district, 8. concrete cut, 9. impervious wall construction gallery (or claiming construction gallery), 10. irrigation gallery, 11. partings, 12. along the slope, 13. cover plate bellend, 14. counter-slope, 15. dam body axis, 16. notches.
The specific embodiment
Describe performance of the present invention in detail below in conjunction with accompanying drawing, but they do not consist of limitation of the invention, only for example, simultaneously by illustrating that advantage of the present invention will become more clear and easily understanding.
Shown in Fig. 1-1, Fig. 1-2: the covering layer modulus of hypothesis composite foundation scheme all improves 3 times during analytical calculation, the cover plate width is thought of as without cover plate, 0.5 times, 1 times and the 1.5 times of Bz(bases of dam horizontal range to the axis of dam) different situations, result of calculation represents with sedimentation gradient (in the finite element grid on base of dam place and the same elevation of cover plate downstream edge per two nodes be deposited in average along variable gradient on the river direction), the sedimentation gradient shows that more greatly the sedimentation of rockfill in this zone is more inhomogeneous, and distortion difference is larger.Fig. 1 is the sedimentation gradient along with cover plate wide variety relation, and the time of completion is 0.013 at the Bz place of 0.5 times of distance toe without sedimentation gradient under the cover plate scheme, and when the cover plate width was increased to 1.5 times Bz, the sedimentation gradient reduced to 0.054; At the Bz place of 1.0 times of distance bases of dam, be 0.010 without sedimentation gradient under the cover plate scheme, when the cover plate width was 1.0 times Bz, the sedimentation gradient was 0.006.Also there is similar result the retaining phase.Result of calculation shows, along with the cover plate width increases, the sedimentation gradient reduces gradually.
Shown in Fig. 2-1, Fig. 2-2, analytical calculation cover plate width is by 1.0 times of Bz considerations, and the covering layer modulus of deformation is considered not improve, improve 1 times, improves 2 times, improved 3 times of different schemes.The sedimentation gradient is not 0.013 when not improving apart from base of dam 0.5Bz position, and the sedimentation gradient is decreased to 0.005 when being increased to 3 times.When never improving apart from base of dam 1.0Bz position sedimentation gradient 0.010 is decreased to modulus 0.006 when improving three times.In distance base of dam 1.5Bz position range, the sedimentation gradient has increased slightly along with the raising of modulus, mainly is because substantially unchanged beyond the cover plate scope that is deposited in of rockfill.Result of calculation shows, sedimentation gradient average reduces along with the raising of covering layer modulus.
Shown in Fig. 3-1, Fig. 3-2, cover plate not processing scheme sedimentation is maximum, the cover plate scope after modulus improves, sedimentation obviously reduces, and the modulus raising is higher, and the sedimentation of cover plate position is less, after modulus was brought up to three times, the sedimentation maximum value was about about 2.9m, and processing scheme is not about 3.5m.No matter be time of completion or retaining phase, technical solution of the present invention can obviously be improved cover plate position settling amount after covering layer is reinforced grouting, and both differ about 1.4m at maximum.
Shown in Fig. 4-1, Fig. 4-2,1/2 height of dam elevation sedimentation is with the distribution situation of modulus change, compare with foundation plane sedimentation distribution map, the difference that 1/2 height of dam place different modulus improves the direct sedimentation of multiple diminishes, and illustrate that blanket grouting is reinforced can weaken (retaining phase and time of completion situation are basic identical) on dam body impact partly along with the rising of height of dam.
As shown in Figure 5: having done behind the cover plate various scheme underlay layered materials, maximum to lose slope value excursion be 24cm-52m, is 53cm and dam body is directly built base maximum slope value of losing on covering layer.Therefore lose the slope value for the maximum of bedding material, various cover plate schemes are all improved obviously than directly building base scheme on covering layer.It is little that result of calculation shows that the covering layer modulus of deformation changes the value impact of the maximum thanks to slope of bedding material, and the cover plate width is on the value impact of the maximum thanks to slope of bedding material is large, sensitiveness is higher.On the whole, the cover plate width is wider, and the covering layer modulus of deformation improves higher, and the maximum slope value of losing of bedding material is less.
Illustrate: bedding material lose the to a certain extent coordination of reactor masonry dam body deformability and panel deformation of sloping value, lose the slope and refer in enrockment dam embankment process because differential settlement causes the dam slope face to produce recessed distortion to dam body inside, lose the slope value and be exactly the difference of original dam slope face and existing dam slope face normal deformation before the panel laying.
Fig. 6 is the relation of panel inclined slope aspect stress and cover plate width and modulus of deformation change.Dam body is directly built base on covering layer, calculate panel inclined slope aspect stress 15.78MPa.After having made cover plate, various scheme lower panel inclined slope aspect stress minimum value are 1.41MPa, and maximum value is 12.53MPa, improve obviously than directly building base scheme on covering layer.Under same cover plate width, modulus improves multiple below 1.5 times the time, and panel inclined slope aspect stress reduces comparatively obviously along with modulus improves, reach 1.5 times after, the raising of modulus is very little to the inclined slope aspect stress influence.Improve under the multiple at same modulus of deformation, along with the cover plate width increases, inclined slope aspect stress reduces, and particularly after improving 1 times, affects more obvious.
On the whole, inclined slope aspect stress is more responsive to covering layer modulus of deformation raising multiple.The cover plate width is wider, and the covering layer modulus of deformation improves higher, and inclined slope aspect stress is less, and the counter plate safe operation is more favourable.Dam body is out of shape in inclined slope aspect much larger than panel in the inclined slope aspect distortion, cause the dam body counter plate to produce frictional force, frictional force causes that top panel produces the inclined slope aspect tensile stress, bottom panel produces the inclined slope aspect compressive stress, if inclined slope aspect stress surpasses the proof strength of panel concrete, then produce drawing crack seam or squeeze and destroy.
Fig. 7-1, Fig. 7-2 be the large main stress bar of impervious wall upstream side along the distribution of the degree of depth, consult Fig. 7-1, Fig. 7-2 and can find out, the large main stress bar value of time of completion impervious wall is less, and little with the raising of covering layer modulus relation.The retaining phase, the large main stress bar in impervious wall top reduces along with the raising of the regional covering layer modulus of elasticity of grouting, particularly elevation 1825m-1840m section covering layer is clay, and modulus of elasticity is low than other sections (sand ovum gravel), and the raising of modulus can obviously improve the stress condition of impervious wall; 1824m elevation its underpart is harder sand ovum gravel, and does not reinforce grouting, therefore change little.
Fig. 8-1, Fig. 8-2 is along with modulus changes the impervious wall horizontal movement along the distribution of the degree of depth.Can find out from 8-1, Fig. 8-2, time of completion, the horizontal movement deflection upstream side of impervious wall, this is because the most of weight of dam body is applied to the trailing edge of cover plate top, the lateral earth pressure that the impervious wall upstream side bears makes impervious wall the upstream horizontal movement of side occur less than the lateral earth pressure of the downstream dam foundation.More than the 1824m elevation, along with the modulus displacement of improving the standard obviously reduces, reduce to 0.3m from 0.7m; Below the 1824m elevation, modulus does not change, and is little on the impact of horizontal movement.The retaining phase, impervious wall the downstream displacement of side occurs owing to being subject to effect of water pressure.Because the 1824m elevation does not carry out consolidation process with lower caldding layer, the horizontal movement of this position impervious wall is not subject to the impact that covering layer is reinforced grouting, the above impervious wall of 1824m elevation is reinforced the raising of grouting modulus along with covering layer, horizontal movement diminishes, impervious wall horizontal movement maximum value does not have 0.9m under the disposition, after the covering layer modulus improved three times, the impervious wall horizontal movement was reduced to 0.7m, reinforced grouting to improving impervious wall retaining phase horizontal movement successful.
Consult Fig. 9, Figure 10, shown in Figure 11, build the composite foundation of rock on the deep covering layer of the present invention, it comprises main rockfill area 1 and time rockfill area 2 that is positioned on the covering layer 5, main rockfill area 1 and time rockfill area 2 distribute along dam body axis 15, the below of covering layer 5 is basement rock 6, on the inclined-plane of main rockfill area 1 concrete slab 3 is arranged, it is characterized in that concrete cover 4 is arranged below described main rockfill area 1, consolidation by grouting district 7 is arranged between concrete cover 4 and basement rock 6, impervious wall construction gallery 9 and irrigation gallery 10 are arranged in described concrete cover 4, concrete cut 8 is arranged below impervious wall construction gallery 9, described concrete cut 8 passes covering layer 5 and arrives basement rock 6 places, and the thickness of described covering layer 5 is greater than 50 meters.Described impervious wall construction gallery 9 is positioned at the upstream extremity of concrete cover 4, and the upper end that is positioned at the concrete cover 4 at construction gallery 9 places is cover plate bellend 13.Described cover plate bellend 13 is trapezium structure, and the left side of trapezium structure and right side are that the right side of cover plate bellend 13 is connected with the lower end of concrete slab 3 along slope 12.Described left side is 1:1 along the gradient on slope, and the right side is 1:1.4 along the gradient on slope, is provided with parting 11 on the described concrete cover 4, is provided with sealing in the described parting 11.The bottom, downstream of described concrete cover 4 is connected to counter-slope 14.The gradient of described counter-slope 14 is 1:2.Described counter-slope 14 is positioned at the below of time rockfill area 2.The thickness of described concrete cover 4 is 10m, construction gallery 9 wide 6 meters, high 7 meters, irrigation gallery 10 wide 2.5-3.0 rice, high 3.0-3.5.
Build the composite foundation job practices of rock on the deep covering layer of the present invention, it is characterized in that it comprises the steps: 1. under the dry work condition, remove the part Surface mulch layer at concrete cover position, adopt subsequently low-intensity grade roller compacted concrete at covering layer top concreting cover plate; 2. in the concrete cover casting process, in cover plate, reserve as required impervious wall construction gallery and blanket grouting gallery, gallery adopts precast construction or cast-in-place structural, after cover plate reaches design age, continue the dam embankment of construction rock thereon, 3. in gallery, carry out impervious wall and blanket grouting; 4. finally form to satisfy at deep covering layer and build the high concrete panel loose rock dam, comprise in concrete cover, the cover plate in impervious wall construction gallery, the cover plate that impervious wall, cover plate undercloak in irrigation gallery, the covering layer reinforce the composite foundation of the structure such as grouting and measure.
Other unaccounted part is prior art.
Claims (10)
1. build the composite foundation of rock on the deep covering layer, it comprises main rockfill area (1) and time rockfill area (2) that is positioned on the covering layer (5), main rockfill area (1) and time rockfill area (2) distribute along dam body axis (15), the below of covering layer (5) is basement rock (6), on the inclined-plane of main rockfill area (1) concrete slab (3) is arranged, it is characterized in that in the below of described main rockfill area (1) concrete cover (4) being arranged, there is consolidation by grouting district (7) to be positioned between concrete cover (4) and the basement rock (6), impervious wall construction gallery (9) and irrigation gallery (10) are arranged in described concrete cover (4), in the below of impervious wall construction gallery (9) concrete cut (8) is arranged, described concrete cut (8) passes covering layer (5) arrival basement rock (6) and locates, and the thickness of described covering layer (5) is greater than 50 meters.
2. build the composite foundation of rock on the deep covering layer according to claim 1, it is characterized in that described impervious wall construction gallery (9) is positioned at the upstream extremity of concrete cover (4), the upper end that is positioned at the concrete cover (4) that impervious wall construction gallery (9) locates is cover plate bellend (13).
3. build the composite foundation of rock on the deep covering layer according to claim 2, it is characterized in that described cover plate bellend (13) is trapezium structure, the left side of trapezium structure and right side are that the right side of cover plate bellend (13) is connected with the lower end of concrete slab (3) along slope (12).
4. build the composite foundation of rock on the deep covering layer according to claim 3, it is characterized in that described left side is 1:1 along the gradient on slope, the right side is 1:1.4 along the gradient on slope,
5. according to claim 1 and 2 or build the composite foundation of rock on the 3 described deep covering layers, it is characterized in that being provided with parting (11) on the described concrete cover (4), described parting is provided with sealing in (11).
6. according to claim 1 and 2 or build the composite foundation of rock on the 3 described deep covering layers, it is characterized in that the bottom, downstream of described concrete cover (4) is connected to counter-slope (14).
7. build the composite foundation of rock on the deep covering layer according to claim 6, the gradient that it is characterized in that described counter-slope (14) is 1:2.
8. build the composite foundation of rock on the deep covering layer according to claim 7, it is characterized in that described counter-slope (14) is positioned at the below of time rockfill area.
9. according to claim 1 and 2 or build the composite foundation of rock on the 3 described deep covering layers, the thickness that it is characterized in that described concrete cover (4) is 10m, wide 6 meters, high 7 meters of impervious wall construction gallery (9), irrigation gallery 10 wide 2.5-3.0 rice, high 3.0-3.5.
10. build the composite foundation job practices of rock on the deep covering layer, it is characterized in that it comprises the steps: 1. under the dry work condition, remove the part Surface mulch layer at concrete cover position, adopt subsequently low-intensity grade roller compacted concrete at covering layer top concreting cover plate; 2. in the concrete cover casting process, in cover plate, reserve as required impervious wall construction gallery and blanket grouting gallery, gallery adopts precast construction or cast-in-place structural, after cover plate reaches design age, continue the dam embankment of construction rock thereon, 3. in gallery, carry out impervious wall and blanket grouting; 4. finally form to satisfy at deep covering layer and build the high concrete panel loose rock dam, comprise in concrete cover, the cover plate in impervious wall construction gallery, the cover plate that impervious wall, cover plate undercloak in irrigation gallery, the covering layer reinforce the composite foundation of the structure such as grouting and measure.
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Cited By (4)
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| CN104389294A (en) * | 2014-11-26 | 2015-03-04 | 禹顺生态建设有限公司 | Concrete faced rockfill dam on deep covering layer and construction method |
| CN105155472A (en) * | 2015-10-09 | 2015-12-16 | 中国电建集团成都勘测设计研究院有限公司 | Dam foundation anti-seepage structure of deep overlying layer earth-rock dam and construction method of dam foundation anti-seepage structure |
| CN105297685A (en) * | 2015-11-23 | 2016-02-03 | 中国电建集团贵阳勘测设计研究院有限公司 | Base concrete face rock fill dam and construction method thereof |
| CN111218928A (en) * | 2020-03-16 | 2020-06-02 | 中国电建集团成都勘测设计研究院有限公司 | Consolidation treatment method for deep soft structural surface of dam foundation |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN104389294A (en) * | 2014-11-26 | 2015-03-04 | 禹顺生态建设有限公司 | Concrete faced rockfill dam on deep covering layer and construction method |
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| CN105155472B (en) * | 2015-10-09 | 2017-04-26 | 中国电建集团成都勘测设计研究院有限公司 | Dam foundation anti-seepage structure of deep overlying layer earth-rock dam and construction method of dam foundation anti-seepage structure |
| CN105297685A (en) * | 2015-11-23 | 2016-02-03 | 中国电建集团贵阳勘测设计研究院有限公司 | Base concrete face rock fill dam and construction method thereof |
| CN111218928A (en) * | 2020-03-16 | 2020-06-02 | 中国电建集团成都勘测设计研究院有限公司 | Consolidation treatment method for deep soft structural surface of dam foundation |
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