CN107687155A - A kind of storehouse basin antiseepage is anti-to lift structure and method for arranging - Google Patents

Abstract

The invention discloses an anti-seepage and anti-lifting structure and arranging method of a reservoir basin, which pre-cleanes and adjusts the lower surface of the bank (1.3) of the reservoir (1) until the designed clearing baseline (2), in which the clearing baseline ( 2) is laid with a lower layer of geomembrane (3), above the upper direction of the lower layer of geomembrane (3) backfilled with pebble gravel excavation material (5), in the described pebble gravel excavation material (5) The upper layer geomembrane (4) is laid on the top, and some check valves (6) are installed on the upper layer geomembrane (4); the two ends of the lower layer geomembrane (3) are extended upwards to the embankment ( 1.3) The top forms an extension (3.3), and the extension (3.3) is connected with the upper geomembrane (4) to form a closed whole; The disadvantage of the anti-floating stability of the basin has the advantages of reducing the dependence on the drainage effect of the check valve and ensuring the safe and effective operation of the regulating reservoir.

Description

An anti-seepage and anti-lifting structure and layout method of storage basin

technical field

The invention relates to the technical field of water conservancy and hydropower engineering in civil engineering, and more specifically relates to an anti-seepage and anti-lifting structure and an arrangement method for a reservoir basin.

Background technique

The Jiashanzi Reservoir in Gansu Province is paved with geomembrane for anti-seepage, with an anti-seepage area of 579,300 m ² and a maximum water depth of 30m under pressure. New technology, new process.

The bottom of the upper reservoir of Tai'an Pumped Storage Power Station adopts HDPE geomembrane for horizontal anti-seepage, which has the characteristics of strong deformation ability to adapt to the large-scale slag filling area at the bottom of the reservoir and good anti-seepage effect. The anti-seepage area of the geomembrane is 160,000 m ² , the maximum working water head on the membrane is about 37m, and the maximum daily working head variation is 24m. It is the first time that a large-scale hydropower project in China uses geomembrane as a permanent anti-seepage solution.

Composite geomembrane anti-seepage is adopted for the main channel of the middle line of the South-to-North Water Diversion Project, and the high groundwater level channel section adopts self-flow internal drainage with check valve, water pump drainage or replacement and filling combined drainage method to reduce the groundwater level. Among them, there are a large number of pebbles distributed in part of the canal section of the Yellow River Hebei-Linghe Hebei section of the main canal, which has strong water permeability, and it is difficult to achieve the effect with a single drainage measure. The design adopts a combination of filling method and drainage method to solve this problem. By setting a cohesive soil replacement layer on the canal foundation, the seepage characteristics of the canal foundation can be changed, the downlift pressure of the lining slab can be reduced, and the anti-floating stability of the lining slab can be ensured. In order to reduce the seepage pressure under the replacement layer and solve the problem of anti-floating stability of the replacement layer. However, this seepage control scheme is difficult to implement in areas lacking cohesive soil.

Contents of the invention

The first purpose of the present invention is to overcome the shortcomings of the above-mentioned background technology and propose an anti-seepage and anti-lifting structure for the storage basin.

The technical solution of the present invention is implemented through the following measures: a storage basin anti-seepage and anti-lifting structure, which pre-cleanes the lower surface of the storage embankment of the adjustment storage until the designed clearing baseline, and lays above the clearing baseline Underlying geomembrane,

Backfill pebble excavation materials above the lower layer geomembrane, lay an upper layer geomembrane above the pebble gravel excavation material, and several check valves are installed on the upper layer geomembrane ;

The two ends of the lower geomembrane extend upwards to the top of the dike to form an extension, and the extension is connected with the upper geomembrane to form a closed whole.

In the above technical scheme: between the lower surface of the upper geomembrane and the pebble gravel excavation material, the coarse sand underlayment is successively laid on the upper surface of the upper geomembrane with a coarse sand underlayment and dry Masonry.

In the above technical scheme: a pebble excavation material filling area is provided outside the extension of the lower geomembrane, and lead wire gabions are arranged on the outer slope of the pebble gravel excavation material filling area along the slope .

In the above technical solution: between the inner side of the extension of the lower geomembrane and the pebble excavation material, and between the outer side of the extension and the pebble excavation material filling area are all along the longitudinal direction A coarse sand protection layer is provided, and the coarse sand protection layer is laid flush with the pebble gravel excavation material and the pebble gravel excavation material filling area.

In the above technical solution: the depth of the lower geomembrane from the upper surface of the dry stone is 2-4 meters.

In the above technical solution: a first coarse sand cushion is laid between the bottom of the lower geomembrane and the base clearing line, and between the above the lower geomembrane and the pebble excavation material A second coarse sand bedding is laid.

The second object of the present invention is to propose an arrangement method: an arrangement method for an anti-seepage and anti-lift structure of a storage basin, which includes the following steps;

①. Firstly, carry out foundation clearing and excavation for the embankment arranged along the river of the regulating reservoir until the designed elevation position of the clearing baseline;

2. Laying a 15-centimeter-thick first coarse sand cushion, a lower geomembrane, and a 15-centimeter-thick second coarse-sand cushion horizontally successively at the bottom of the embankment;

③. Use the pebble gravel excavation material to fill the embankment, extend the lower geomembrane upwards to form an extension, and lay 0.5 meters thick coarse sand on both sides of the extension for protection. layer, and the coarse sand protection layer is carried out synchronously with the filling of the pebble and gravel excavation material;

④. While constructing the embankment described above, excavate the reservoir basin in the middle of the regulating reservoir to the elevation position of the excavation line at the bottom of the reservoir;

5. Lay the first coarse sand cushion with a thickness of 15 centimeters along the excavation line at the bottom of the reservoir in step 4, and then lay the lower geomembrane and the first coarse sand cushion with a thickness of 15 centimeters successively on the first coarse sand cushion. Two coarse sand cushions;

6. The gravel excavation material described in the second coarse sand cushion top in step 5. is until the bottom surface elevation of the coarse sand lower cushion of the upper layer of geomembrane;

7. Lay the 15 cm thick described coarse sand underlayment on the pebble gravel excavation material top described in step 6., then lay the upper layer of geomembrane on the coarse sand underlayment, and then lay The upper layer geomembrane is poured with several concrete bases, the upper layer geomembrane is extended into the concrete base, and PVC drainage pipes are pre-embedded in the concrete base;

8. Lay 15 centimeters of thick coarse sand upper cushion and 30 centimeters of dry masonry successively on the top of the upper geomembrane, and finally a check valve is installed in the PVC drainage pipe of step 7.

9. Connect the two sides of the upper geomembrane and the lower geomembrane into one body and pour them into the concrete structure on the top of the embankment to form a closed structure.

In the above technical scheme: the pebble excavation material filling area is arranged on the outer side of the lower geomembrane, and lead wire stone is arranged on the outer slope of the pebble gravel excavation material filling area along the slope cage.

In the above technical solution: the depth of the lower geomembrane from the upper surface of the dry masonry is 2-4 meters.

The present invention has following advantages: 1, greatly reduce cut-off wall engineering quantity, save investment about 37 million RMB (see Table 1 in concrete implementation for details). 2. The pipe network drainage system is canceled, and the operation and management are convenient. 3. Reduce the dependence on the drainage effect of the check valve to ensure the safe and effective operation of the regulating reservoir.

Description of drawings

Fig. 1 is a schematic diagram of the structural arrangement of the present invention.

Figure 2 is a schematic diagram of the structural arrangement of the upper geomembrane and the check valve.

In the figure: regulating reservoir 1, reservoir bottom excavation line 1.1, reservoir basin 1.2, reservoir embankment 1.3, clearing base line 2, lower geomembrane 3, gravel excavation material filling area 3.1, lead wire gabion 3.2, extension part 3.3, Upper geomembrane 4, gravel excavation material 5, coarse sand protective layer 5.1, first coarse sand cushion 5.2, second coarse sand cushion 5.3, check valve 6, concrete base 7, PVC drainage pipe 7.1, coarse Cushion under sand 8, cushion on coarse sand 9, dry stone 10.

detailed description

The implementation of the present invention will be described in detail below in conjunction with the accompanying drawings, but they do not constitute a limitation to the present invention, but are only examples; at the same time, the advantages of the present invention will become clearer and easier to understand through description.

Referring to Fig. 1-2, it is an anti-seepage and anti-lifting structure for the storage basin. The lower surface of the embankment 1.3 of the adjustment storage 1 is pre-cleaned until the designed clearing base line 2, and a lower layer is laid above the clearing base line 2. Geomembrane 3,

Above described lower layer geomembrane 3, be backfilled with pebble gravel excavation material 5 upwards, above described pebble gravel excavation material 5, lay with upper strata geomembrane 4, install on described upper strata geomembrane 4 There are several check valves 6;

Both ends of the lower geomembrane 3 extend upwards to the top of the dike 1.3 to form an extension 3.3, and the extension 3.3 is connected with the upper geomembrane 4 to form a closed whole.

Between the lower surface of the upper geomembrane 4 and the gravel excavation material 5, the coarse sand underlayment 8 is successively laid on the upper surface of the upper geomembrane 4 with a coarse sand upper cushion 9 and dry laying. Stone 10.

Between the inner side of the extension part 3.3 of the lower geomembrane 3 and the pebble excavation material 5, and between the outer side and the pebble gravel excavation material filling area 3.1, a coarse sand protective layer 5.1 is arranged longitudinally , the coarse sand protective layer 5.1 is laid flush with the pebble and gravel excavation material 5 and the pebble and gravel excavation material filling area 3.1.

On the outer side of the extension part 3.3 of the lower geomembrane 3, a pebble excavation material filling area 3.1 is arranged, and a lead wire gabion 3.2 is arranged on the outer slope of the pebble gravel excavation material filling area 3.1 along the slope .

The depth of the lower geomembrane 3 from the upper surface of the dry stone 10 is 2-4 meters.

A first coarse sand cushion layer 5.2 is laid between the lower geomembrane 3 and the reservoir bottom excavation line 1.1.

The present invention also includes an arrangement method: an arrangement method for an anti-seepage and anti-lifting structure of a storage basin, which includes the following steps;

①. Firstly, carry out foundation clearing and excavation to the embankment 1.3 of the regulating reservoir 1 until the designed elevation position of the clearing baseline 2;

2. Lay the first coarse sand cushion 5.2, the lower layer geomembrane 3, and the second coarse sand cushion 5.3 with a thickness of 15 centimeters horizontally successively at the bottom of the embankment 1.3;

③. Use pebble gravel excavation material 5 to fill the embankment 1.3, and simultaneously extend the two sides of the lower geomembrane 3 upwards to form an extension 3.3, and lay 0.5 meters thick on both sides of the extension 3.3 The coarse sand protection layer 5.1, and the filling of the coarse sand protection layer 5.1 and the pebble excavation material 5 is carried out synchronously;

④. While constructing the embankment 1.3 described above, excavate the reservoir basin 1.2 in the middle of the regulating reservoir 1 to the elevation position of the excavation line 1.1 at the bottom of the reservoir;

5. Lay the first coarse sand cushion 5.2 with a thickness of 15 centimeters on the excavation line 1.1 at the bottom of the reservoir in step 4., then lay the lower floor geomembrane 3 and 15 centimeters thick on the first coarse sand cushion 5.2 successively. The second coarse sand cushion layer 5.3;

6. The second coarse sand cushion layer 5.3 top in step 5. The gravel excavation material 5 until the bottom surface elevation of the coarse sand lower cushion layer 8 of the upper geomembrane 4;

7. Lay the 15cm thick described coarse sand underlayment 8 on the pebble excavation material 5 tops described in step 6., then lay the upper floor geomembrane 4 on the coarse sand underlayment 8, and then A number of concrete bases 7 are poured on the upper geomembrane 4, and the upper geomembrane 4 is inserted into the concrete base 7, and PVC drainage pipes 7.1 are pre-embedded in the concrete base 7;

8. Lay 15 centimeters thick coarse sand upper cushion 9 and 30 centimeters thick dry masonry stone 10 upwards successively on the upper strata geomembrane 4 tops, finally install check valve 6 in the PVC drainage pipe 7.1 of step 7;

9. Connect the two sides of the upper layer geomembrane 4 and the lower layer geomembrane 5 into one body and pour them into the concrete structure at the top of the embankment 1.3 to form a closed structure.

Table 1

The parts not described in detail above are all prior art.

Claims (9)

1. a kind of storehouse basin antiseepage is anti-to lift structure, it is characterised in that：The lower surface of the storehouse dike (1.3) of cleaning regulation warehouse (1) in advance Until the clear baseline (2) of design, lower floor's geomembrane (3) is equipped with above described clear baseline (2),

Boulder and cobble excavated material (5) is backfilled with upwards in the top of described lower floor's geomembrane (3), in described boulder and cobble excavated material (5) upper strata geomembrane (4) is equipped with above, some non-return valves (6) are installed on described upper strata geomembrane (4)；

The both ends of described lower floor's geomembrane (3) are postponed to formation extension (3.3) at the top of storehouse dike (1.3) upwards, and described prolongs Extending portion (3.3) is linked to be the entirety of a closing with described upper strata geomembrane (4).

2. a kind of storehouse basin antiseepage according to claim 1 is anti-to lift structure, it is characterised in that：In described upper strata geomembrane (4) coarse sand underlayer (8) between lower surface and described boulder and cobble excavated material (5), in described upper strata geomembrane (4) upper surface Bed course on coarse sand (9) and loose stone (10) are equipped with successively.

3. a kind of storehouse basin antiseepage according to claim 1 or 2 is anti-to lift structure, it is characterised in that：In described subsoil Boulder and cobble excavated material reclamation district (3.1) is provided with the outside of the extension (3.3) of work film (3), is filled out in described boulder and cobble excavated material The outer slope Shun Po for building area (3.1) is provided with galvanized wire gabion (3.2).

4. a kind of storehouse basin antiseepage according to claim 3 is anti-to lift structure, it is characterised in that：In described lower floor's geomembrane (3) on the inside of extension (3.3) between described boulder and cobble excavated material (5), and described extension (3.3) outside and ovum Coarse sand protective layer (5.1), described coarse sand protective layer (5.1) are vertically arranged between gravel excavated material reclamation district (3.1) Laying is flushed with described boulder and cobble excavated material (5) and boulder and cobble excavated material reclamation district (3.1).

5. a kind of storehouse basin antiseepage according to claim 4 is anti-to lift structure, it is characterised in that：Described lower floor's geomembrane (3) the upper surface depth apart from loose stone (10) is 2-4 rice.

6. a kind of storehouse basin antiseepage according to claim 4 or 5, which resists, lifts structure, it is characterised in that：In described subsoil The first coarse sand bed course (5.2) is equipped between described clear baseline (2) below work film (3), in described lower floor's geomembrane (3) The second coarse sand bed course (5.3) is equipped between top and described boulder and cobble excavated material (5).

7. a kind of anti-method for lifting structure of storehouse basin antiseepage in arrangement claim 1-6 described in any right, it is characterised in that： It comprises the following steps；

1., the storehouse dike (1.3) arranged along the river to regulation warehouse (1) first carries out clear base and excavates until the clear baseline (2) of design is high Journey position；

2., in described storehouse dike (1.3) bottom successively 15 cm thick the first coarse sand bed courses (5.2) of horizontal laying, lower floor's geomembrane (3), 15 cm thick the second coarse sand bed course (5.3)；

3., fill described storehouse dike (1.3) using described boulder and cobble excavated material (5), while by described lower floor's geomembrane (3) Upwardly extend and form extension (3.3), 0.5 meter thick of coarse sand protective layer is laid in described extension (3.3) both sides (5.1), and described coarse sand protective layer (5.1) fills synchronous progress with described boulder and cobble excavated material (5)；

4., while construction described storehouse dike (1.3), excavate storehouse basin (1.2) to the bottom storehouse in the middle part of described regulation warehouse (1) and open Dig line (1.1) elevation location；

5., along step 4. in bottom storehouse excavation line (1.1) on lay 15 cm thick the first coarse sand bed courses (5.2), then described The second described coarse sand bed course (5.3) of lower floor's geomembrane (3) and 15 cm thicks is laid on first coarse sand bed course (5.2) successively；

6., step 5. in second coarse sand bed course (5.3) top described in boulder and cobble excavated material (5) until upper strata geomembrane (4) the bottom surface elevation of coarse sand underlayer (8)；

7., step 6. described in boulder and cobble excavated material (5) top lay 15 cm thicks described coarse sand underlayer (8), Upper strata geomembrane (4) is up laid in described coarse sand underlayer (8) again, has then been poured in described upper strata geomembrane (4) Some concrete pedestals (7), described upper strata geomembrane (4) is extend into concrete pedestal (7), and in described concrete Pre-buried PVC drain pipe (7.1) in pedestal (7)；

8., on described upper strata geomembrane (4) top up lay bed course (9) and 30 cm thicks on the coarse sand of 15 cm thicks successively Loose stone (10), non-return valve (6) finally is installed in step PVC drain pipe (7.1) 7.；

9., described upper strata geomembrane (4) and lower floor's geomembrane (3) both sides are connected as a single entity and poured at the top of storage dike (1.3) Enclosed construction is formed in concrete structure.

A kind of 8. anti-method for arranging for lifting structure of storehouse basin antiseepage according to claim 7, it is characterised in that：Described Described boulder and cobble excavated material reclamation district (3.1) is provided with the outside of lower floor's geomembrane (3), is filled out in described boulder and cobble excavated material The outer slope Shun Po for building area (3.1) is provided with galvanized wire gabion (3.2).

A kind of 9. anti-method for arranging for lifting structure of storehouse basin antiseepage according to claim 8, it is characterised in that：Under described Depth of the layer geomembrane (3) apart from loose stone (10) upper surface is 2-4 rice.