CN206916698U - A kind of geomembrane anti-seepage sand-gravel dam - Google Patents
A kind of geomembrane anti-seepage sand-gravel dam Download PDFInfo
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- CN206916698U CN206916698U CN201720450193.XU CN201720450193U CN206916698U CN 206916698 U CN206916698 U CN 206916698U CN 201720450193 U CN201720450193 U CN 201720450193U CN 206916698 U CN206916698 U CN 206916698U
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Abstract
It the utility model is related to a kind of geomembrane anti-seepage sand-gravel dam, the dam body formed including the dam foundation, by sand gravel, the back-pressure platform being connected with drainage prism, dam body is located on the dam foundation, dam body includes upstream dam body and downstream dam body, the dam foundation of downstream dam body is provided with the vibro-replacement stone column that more pile depths are 15m, more vibro-replacement stone columns are laid in equilateral triangle, and the spacing between adjacent two vibro-replacement stone columns is 4m；The dam facing of upstream dam body is provided with composite geo-membrane, and composite geo-membrane is used for antiseepage；The dam slope ratio of upstream dam body is 1: 2.5~1: 1.75, and the dam slope ratio of downstream dam body is 1: 1.7, and back-pressure platform is located at the rear portion of dam slope.Vibro-replacement stone column of the present utility model and dam foundation form compound foundation, coordinate back-pressure platform, effectively solve the problems, such as foundation liquefaction；Compound sand-gravel dam upstream dam facing of the present utility model uses geomembrane anti-seepage, and bottom is embedded at the top of cut-pff wall, and self-defence effect is particularly evident.
Description
Technical field
The utility model belongs to the dam field of deep covering layer, and in particular to a kind of geomembrane anti-seepage sand-gravel dam.
Background technology
All kinds of water retaining structures built both at home and abroad on deep covering layer are more, and data is shown, is built on coating
Concrete gate dam, domestic Xiamaling Hydropower Station gravity dam maximum height are 33m, covering thickness 37m；Fu Tang power stations retaining box
High 31m, covering thickness 65m；Kuibyshev's powerhouse of hydropower station, cool this gram of powerhouse of hydropower station of Pu of the former Soviet Union, are to be built in cover
The gate dam on cap rock basis, height of dam is respectively 57m, 52m.The safe operation of above engineering for many years, have accumulated abundant theory and grind
Study carefully achievement and engineering experience,《Water sluice project》、《Building lot design specification》In, recommend to use classical soil mechanics
Layerwise summation method in theory is calculated, and in recent years, computer meanses develop further development, Soil Constitutive Relation rapidly
Rapid ripe, as Duncan one opens (Duncan-Chang) model, K-G models, non-thread inelastic model, which calculates, DP criterions etc..
Wherein Duncan elastic-nonlinear model can preferably simulate soil counterforce deformation properties, be obtained in earth structure finite element analysis
Extensive use.
Cause the example of safety problem of common occurrence however, part engineering is dealt with improperly because of Deformation control, such as Anhui governor
The drainage gate in north of the Changjiang River An Yuxi river mouths, it is sandy loam and deep fine sand layer ground, the arrangement in 8 hole depth holes is combined using 16 hole shallow bore holes
Form, the larger situation of emerged in operation total settlement, differential settlement；Huai He Middle Reaches flood storage areas west of a city lake flood-diversion sluice ground is deep
Thick and heavy loam, the arrangement form of the shallow lock in 8 holes is combined using 2 hole depth locks, the excessive phenomenon of differential settlement also occurs, two above engineering is equal
Cause different degrees of building inclination, sealing drawing crack, or even concrete cracking, have a strong impact on engineering operation safety, the later stage enters
Transformation of having gone is reinforced.The Dadu River Shawan Hydropower Project of completion in 2010, factory building and right side monolith are batholith, height of dam about 80
Rice, sluice monolith is Cast-in-situ Piles in Sand-filling cobblestone foundation, and about 30.5 meters of height of dam, since operation, total settlement, differential settlement are more than
Code requirement situation, though at present not yet influence building normal operation, long-run development may cause building inclination, gate and
Headstock gear system architecture damage problem.
Utility model content
In order to solve the above-mentioned problems in the prior art, the utility model further investigate different measures of foundation treatment,
High gate dam building ess-strain, analyzes the Con trolling index such as its settling amount and differential settlement under working procedure, except being carried out according to specification
Outside conventional design, the power station of deep covering layer has also carried out factory building and flood discharge gate foot three-dimensional force model finite element simulation point
Analysis, while mill construction basis is influenceed for unit vibrations, flow fluctuation, force model dimensional Finite Element has been carried out again has ground
Study carefully, by largely researching and analysing, different buildings take a variety of measures of foundation treatment, and Power Plant Dam Section uses bored concrete pile+rotation
Vibroflotation, rotary churning pile, downstream anti-scour wall, geomembrane anti-seepage grit masonry dam liquefaction processing are taken in spray stake, sluice.
Therefore, the utility model provides a kind of geomembrane anti-seepage sand-gravel dam.Technology to be solved in the utility model is asked
Topic is achieved through the following technical solutions：
A kind of geomembrane anti-seepage sand-gravel dam, including the dam foundation, be made up of sand gravel dam body, be connected with drainage prism it is anti-
Flattening bench, the dam body are located on the dam foundation, and the dam body includes upstream dam body and downstream dam body, on the dam foundation of the downstream dam body
Provided with the vibro-replacement stone column that more pile depths are 15m, the more vibro-replacement stone columns are laid in equilateral triangle, and adjacent two vibroflotations are broken
Spacing between stone mar is 4m；
The dam facing of the upstream dam body is provided with composite geo-membrane, and the composite geo-membrane is used for antiseepage；
The dam slope ratio of the upstream dam body is 1: 2.5~1: 1.75, and the dam slope ratio of the downstream dam body is 1: 1.7, described
Back-pressure platform is located at the rear portion of dam slope.
A kind of above-mentioned geomembrane anti-seepage sand-gravel dam, in addition to L-type displacement hull, the L-type displacement hull and downstream drainage
Rib body connects, and L-type displacement hull includes vertical drainage body and horizontal row water body, the lower end of the vertical drainage body and the horizontal row
One end connection of water body, is provided with filter protection layer, the bottom of horizontal row water body also is provided with positioned at the vertical drainage body surface of upstream
Filter protection layer, the filter protection layer are used to prevent fine grain loss in dam body and dam foundation sandy gravel.
A kind of above-mentioned geomembrane anti-seepage sand-gravel dam, the side of the dam body are provided with the concrete anti-seepage for antiseepage
Wall.
A kind of above-mentioned geomembrane anti-seepage sand-gravel dam, the thickness of the concrete cut is 1m, depth 49.1m.
A kind of above-mentioned geomembrane anti-seepage sand-gravel dam, the dam body elevation are 3079m, and the dam foundation elevation is 3052m,
The highest distance of the dam foundation to dam crest is 27m.
The beneficial effects of the utility model：
Vibro-replacement stone column of the present utility model and dam foundation form compound foundation, coordinate back-pressure platform, effectively solve ground base fluid
Change problem；It is provided with L-type displacement hull in dam body of the present utility model to connect with downstream drainage rib body phase, vertical drainage body upstream is set instead
Protective layer is filtered, horizontal row water body base foundation surface also is provided with filter protection layer, to stream of fine particles in dam body and dam foundation sandy gravel
Mistake has good prevention effect；Compound sand-gravel dam upstream dam facing of the present utility model uses geomembrane anti-seepage, and bottom insertion is prevented
Wall top portion is oozed, self-defence effect is particularly evident.
The utility model is described in further details below with reference to drawings and Examples.
Brief description of the drawings
Fig. 1 is structural representation of the present utility model.
Fig. 2 is A-A sectional views of the present utility model.
In figure：10th, the dam foundation；11st, vibro-replacement stone column；20th, dam body；21st, upstream dam body；22nd, downstream dam body；30th, back-pressure is put down
Platform.
Embodiment
For the technological means and effect that the utility model is reached predetermined purpose and taken is expanded on further, below in conjunction with accompanying drawing
And embodiment describes in detail as follows to specific embodiment of the present utility model, architectural feature and its effect.
Referring to Figures 1 and 2, present embodiment discloses a kind of geomembrane anti-seepage sand-gravel dam, including the dam foundation 10, by sand gravel
The dam body of composition, the back-pressure platform 30 being connected with drainage prism, dam body are located on the dam foundation 10, and dam body includes upstream dam body 21 with
Dam body 22 is swum, the dam foundation 10 of downstream dam body 22 is provided with the vibro-replacement stone column 11 that more pile depths are 15m, more vibro-replacement stone columns 11
Laid in equilateral triangle, the spacing between adjacent two vibro-replacement stone columns 11 is 4m；
The dam facing of upstream dam body 21 is provided with composite geo-membrane, and composite geo-membrane is used for antiseepage；
The dam slope ratio of upstream dam body 21 is 1: 2.5~1: 1.75, and the dam slope ratio of downstream dam body 22 is 1: 1.7, back-pressure platform
30 are located at the rear portion of dam slope.
The geomembrane anti-seepage sand-gravel dam of the present embodiment, in addition to L-type displacement hull, L-type displacement hull and downstream drainage rib body
Connection, L-type displacement hull include vertical drainage body and horizontal row water body, and the lower end of vertical drainage body connects with one end of horizontal row water body
Connect, be provided with filter protection layer positioned at the vertical drainage body surface of upstream, the bottom of horizontal row water body also is provided with filter protection layer, instead
Filter protective layer used in preventing fine grain loss in dam body and the sandy gravel of the dam foundation 10.
The present embodiment cofferdam uses thick 1.0m concrete cuts antiseepage below in conjunction with dam body seepage, and seepage prevention design depth is
49.10m.More than cofferdam compound sand-gravel dam upstream dam facing uses geomembrane anti-seepage, and bottom is embedded at the top of cut-pff wall, therefore, this
The side of embodiment dam body is provided with the concrete cut for antiseepage.It is preferred that the thickness of concrete cut is 1m, depth is
49.1m。
In general, the present embodiment dam body elevation is 3079m, the elevation of the dam foundation 10 is 3052m, and the dam foundation 10 arrives the highest of dam crest
Distance is 27m.
The present embodiment illustrates the structure of geomembrane anti-seepage sand-gravel dam by taking right bank barrage as an example：
Right bank barrage uses geomembrane anti-seepage sand-gravel dam, is combined with upstream cofferdam.Dam crest total length 295.00m, dam crest
Elevation 3079.00m.The elevation 3052.00m of the dam foundation 10, maximum height of dam 27.00m, upstream dam slope ratio is 1: 2.5~1: 1.75.Downstream
Dam slope 1: 1.7, dam slope rear portion set 25m back-pressure platforms 30, and the afterbody of back-pressure platform 30 is prism drainage.In the span downstream of the dam foundation 10
Equilateral triangle lays stake footpath 1m, spacing 4m × 4m, the vibro-replacement stone column 11 that stake depth is 15m, form compound foundation, with back-pressure platform
30 together, effectively solves the problems, such as foundation liquefaction.It is provided with L-type displacement hull in dam to connect with downstream drainage rib body phase, vertical drainage body
Upstream sets filter protection layer, and horizontal row water body base foundation surface also is provided with filter protection layer, to prevent dam body and the sand of the dam foundation 10
Fine grained is lost in gravel material.Cofferdam uses thick 1.0m concrete cuts antiseepage, seepage prevention design depth below in conjunction with dam body seepage
For 49.10m.More than cofferdam compound sand-gravel dam upstream dam facing uses geomembrane anti-seepage, bottom insertion cut-pff wall top.
Washed away to prevent from being in contact between the concrete structure such as left side barricade, with reference to conventional engineering experience, in barricade
On set up key-wall, top width 0.5m, upstream and downstream direction 1: 0.15, stretch into 18.6m in earth and rockfill dam.
Left secondary monolith is arranged on the terrace of left bank, because factory building excavation of foundation pit depth is larger, to reduce left secondary height of dam degree, factory
3059.00m elevations are backfilled to using sandy gravel first on the left of room, the above uses gravity dam dash, crest elevation 3079.00m, dam
Segment length 90.433m, the wide 7.0m of dam crest, upstream face top is upright, and below elevation 3072.00m is 1: 0.2 slope of tendency upstream, under
Trip face top is upright, and below 3072.00m is slope, and slope is than 1: 0.6.Left secondary monolith is divided into 5 monoliths, basic elevation bottom elevation
3079.00m is gradually lifted to by 3059.00m.
The 8 hole sluices of the present embodiment use the bottom outlet pattern with breastwork, lock crest level 3079m, and maximum lock is a height of
26.5m.Port size is 7.00m × 5.20m (wide × high).Gate pier is set to stitch pier, and lock floor end is with 1: 4 gentle slope and the power that disappears
Bottom of pond plate is connected, the long 107m of stiling basin, and bottom plate crest level is 3047.50m, thick 2.50m, and bottom plate sets Φ 50mm osculums, its bottom
Portion sets 0.5m thickness loaded filters；Stiling basin end sets concrete anti-scour wall, thick 1m, depth 10m.Upstream is arranged side by side 9 in pond
Differential bank high 4m is to form submerged hydraulic jump.Stiling basin outlet sets that 3m is wide leads sand launder, so that silt goes out stiling basin.
2 holes of ecological dewatering orifice point, it is standby each other.Use the bottom outlet pattern with breastwork, the long 30m in lock chamber upstream and downstream direction,
Dam crest overall length 12.50m.Overflow orifice size 2.5m × 5.0m (wide × high), import floor elevation 3058.00m.Ecological dewatering orifice
Downstream dissipator of energy work shares a stiling basin with sluice.
1#~6# sluice lock chamber grounds medium coarse sand close in being, actual stake footpath is 1.5m, is arranged using equilateral triangle,
Spacing 2.5m, area replacement ratio 0.16, is detected through load, bearing capacity of single pile 942kPa, Bearing Capacity of Composite Foundation
Characteristic value is 380kPa.Detected through standard penetration test (SPT), its inter-pile soil bearing capacity is 384~425kPa, illustrates vibroflotation over the ground
The compacted positive effect of base, achievement meet design requirement.
7#~8# sluices and ecological dewatering orifice basis are influenceed by factory building excavation, on sandy gravel after backfill, from opening
The good grading sandy gravel backfill dug in material, to improve filled soils, while transition zone is being set close to concrete side, strictly pressed
It is more than 0.8 control according to relative density, Transition Materials relative density is pressed and is more than 0.75 control；To meet ground requirement for bearing capacity.Due to
Backfill later stage Compression Settlement needs are certain to last, and for accelerating construction progress, while considers that the section belongs to factory building foundation strength
Reason and the changeover portion of the weak processing of 1#~6# flood discharge gate foot vibrosinking piles, basis carries out rotary churning pile processing, rotation after being backfilled to the position
Spray depth selects 17m, stake footpath 1.0m, an array pitch 3.0m.Plum blossom-shaped is arranged.
Left bank fish pass total length 1100.46m, two fish inlets be arranged in factory building tailwater channel outlet and downstream portion, circuit by
Factory building tail water downstream extends, and incoming highway, Ran Houyan are passed through from across fish pass bridge (fish 0+316.92m~fish 0+335.13m) bottom
Turn back on the left of incoming highway upstream, use perforate mode on left secondary dam crosses dam in pile No. fish 0+823 at, continues along left bank upstream
Upstream reservoir area extends to 1#, 2# fish outlet to side slope.With reference to turnaround section arrangement, lobby at 9, the base slope gradient 1% are set altogether.If
Zhi Liangchu observation ward, fingerling class and quantity etc. were counted to observe.
According to fish characteristic and flow condition, 2 fish inlets are set, and elevation is respectively 3053.00m, 3054.00m.Fish pass
Using homonymy vertical seam type steel reinforced concrete pool room, coutroi velocity is 0.9m/s~1.1m/s, the wide 2.0m of fish pass, and perps width is
0.3m.Height adds superelevation to be designed by normal operation depth of water 2.5m.Pond room top rake takes 2%.To fish 0+811.019~fish
0+892.424 sections carry out pile foundation processing, design the long 8m of deposited reinforced concrete pile, stake footpath 1.0m, an array pitch 4m.Remaining fish pass is equal
On the medium coarse sand ground for excavating formation.
The vibro-replacement stone column 11 of the present embodiment and the form compound foundation of the dam foundation 10, coordinate back-pressure platform 30, effectively solve ground
Base Liquefaction；It is provided with L-type displacement hull in the dam body of the present embodiment to connect with downstream drainage rib body phase, vertical drainage body upstream is set
Filter protection layer, horizontal row water body base foundation surface also are provided with filter protection layer, to thin in dam body and the sandy gravel of the dam foundation 10
Grain, which is lost in, good prevention effect；The compound sand-gravel dam upstream dam facing of the present embodiment uses geomembrane anti-seepage, bottom insertion
At the top of cut-pff wall, self-defence effect is particularly evident.
Above content is to combine specific preferred embodiment further detailed description of the utility model, it is impossible to
Assert that specific implementation of the present utility model is confined to these explanations.For the ordinary skill of the utility model art
For personnel, without departing from the concept of the premise utility, some simple deduction or replace can also be made, should all be regarded
To belong to the scope of protection of the utility model.
Claims (5)
- A kind of 1. geomembrane anti-seepage sand-gravel dam, it is characterised in that the dam body and draining rib formed including the dam foundation, by sand gravel The back-pressure platform of body connection, the dam body are located on the dam foundation, and the dam body includes upstream dam body and downstream dam body, the downstream dam The dam foundation of body is provided with the vibro-replacement stone column that more pile depths are 15m, and the more vibro-replacement stone columns are laid in equilateral triangle, adjacent Spacing between two vibro-replacement stone columns is 4m；The dam facing of the upstream dam body is provided with composite geo-membrane, and the composite geo-membrane is used for antiseepage；The dam slope ratio of the upstream dam body is 1: 2.5~1: 1.75, and the dam slope ratio of the downstream dam body is 1: 1.7, the back-pressure Platform is located at the rear portion of dam slope.
- 2. geomembrane anti-seepage sand-gravel dam as claimed in claim 1, it is characterised in that also including L-type displacement hull, the L-type Displacement hull is connected with downstream drainage rib body, and L-type displacement hull includes vertical drainage body and horizontal row water body, the vertical drainage body Lower end is connected with one end of the horizontal row water body, and filter protection layer, horizontal row are provided with positioned at the vertical drainage body surface of upstream The bottom of water body also is provided with filter protection layer, and the filter protection layer is used to prevent fine grain stream in dam body and dam foundation sandy gravel Lose.
- 3. geomembrane anti-seepage sand-gravel dam as claimed in claim 1, it is characterised in that the side of the dam body, which is provided with, to be used to prevent The concrete cut oozed.
- 4. geomembrane anti-seepage sand-gravel dam as claimed in claim 3, it is characterised in that the thickness of the concrete cut is 1m, depth 49.1m.
- 5. geomembrane anti-seepage sand-gravel dam as claimed in claim 1, it is characterised in that the dam body elevation is 3079m, described Dam foundation elevation is 3052m, and the highest distance of the dam foundation to dam crest is 27m.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
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- 2017-04-26 CN CN201720450193.XU patent/CN206916698U/en active Active
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
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