CN205907658U - Be used for anti - structure that seeps water of concrete -faced rockfill dam construction time dam body - Google Patents

Abstract

The utility model discloses a dam body reverse seepage water structure used in the construction period of a face dam, which comprises a drainage blind ditch built at the bottom of the dam body, the upstream of the drainage blind ditch is located at the rear of the transition material of the dam body, and the drainage blind ditch The downstream of the ditch is located on the downstream dam surface, and a sump is set at a lower elevation downstream of the dam body, which uses the water body in the blind ditch to automatically discharge the reverse seepage water from the dam body without damaging the upstream anti-seepage structure, and does not need to be blocked later.

Description

It is used for the reverse seepage water structure of the dam body during the construction period of the face dam

technical field

The utility model relates to the field of concrete dams of water conservancy and hydropower projects, in particular to a dam body reverse seepage water structure used in the construction period of a face dam.

Background technique

Based on the zoning of concrete face rockfill dams and the characteristics of excessive hydraulic pressure, the permeability of dam materials in each zone gradually increases from upstream to downstream, so as to control the stability of seepage. However, this cannot protect the reverse flow from bottom to upstream. Seepage pressure damages the cushion material, upstream slope protection layer and poured slab, so the ability of the dam structure to withstand reverse seepage (seepage pressure) during the construction period is limited. During the construction period of the face rockfill dam, when the excavation depth of the upstream foundation pit is relatively large, and construction water and rainwater seep into the dam body and flow to the upstream foundation pit, a reverse water head will be formed, acting on the completed cushion, upstream slope consolidation and Concrete panels.

During the construction of the face plate at the Northwest Port, it was found that the downstream water level was 7m higher than the upstream, and the reverse water pressure caused the damage to the cushion area to be as long as 60m. crack. The test results of the first-level concrete face rockfill dam of Tianshengqiao show that when the reverse seepage pressure occurs before the face face is poured, the reverse osmosis hydraulic gradient that the 3m wide cushion can withstand is only about 1.2 to 1.4, and the corresponding reverse seepage When the water level difference is only 3.6m to 4.2m, piping damage can occur. The test of Shanxi concrete face rockfill dam also shows that before face pouring, under the condition of reverse infiltration, the critical hydraulic gradient of the 2m wide horizontal cushion is about 0.6-1.5, and the failure hydraulic gradient is about 2.17-3.25, only When the reverse water level difference is about 2.5m ~ 3.7m, piping and flowing soil transitional damage may occur.

At present, the method of collecting wells is generally used to pump up and down, such as the Shuibuya concrete face rockfill dam. The dam is 233m high, and the water level difference between the upstream and downstream is 26.7m. For the destruction of seepage water flow, two drainage wells are set up in the main rockfill area 25m away from the rear of the plinth. The bottom of the well sits on the bedrock. Composed of steel mesh, the diameter of steel bars is 20mm, the spacing is 10cm, and the steel mesh is wrapped with dense mesh. Before the panel is poured, the drainage steel pipe is cut off along the upstream surface of the extruded side wall, and the PVC pipe is socketed for drainage during panel construction. After the first-stage slab pouring is completed, the drainage pipes will be blocked, and when the bedding in front of the dam is filled to the elevation of the drainage wellhead, the drainage well sealing will begin.

The traditional solution to the reverse seepage of the dam body during the construction period of the concrete face rockfill dam mainly has the following problems:

(1) Complex construction

Traditional reverse osmosis water treatment of dams generally involves steps such as drainage pipe embedment, pumping and drainage, and subsequent plugging, and the construction is relatively complicated. Take the Chaishitan Reservoir in Yunnan as an example: the concrete face rockfill dam is 101.8m high. After the construction of the cutoff wall on the rear dam slope, the maximum water level difference between the front and back reaches 17m. In addition to the confluence of precipitation at the dam site, the reverse seepage phenomenon of the front dam slope is more prominent during construction. The treatment measures are as follows: ① When the rockfill body construction in the river section is started, three galvanized flower pipes with a diameter of 100mm are pre-buried in the dam for drainage treatment. ②Before the construction of the panel, lay three non-woven pipes filled with gravel at the lower part of the 1AA asphalt sand block to implement horizontal drainage. Sealing shall be carried out when the clay and bedding in front of the dam are filled. ③ Pre-buried sand-free pipes on the downstream dam slope, pumping water from the inside of the dam to the outside, so that the water level in the dam foundation is lower than the internal water level below 1550m elevation, and after the upstream clay and gravel materials are filled to an elevation of 1560m, stop pumping water in the sand-free pipes Operation.

(2) If the plugging is not complete, seepage channels may be formed on the dam body

The concrete face rockfill dam depends on the support of the rockfill body for stability, and depends on the concrete sheet attached to the upstream dam surface of 0.3-1m for seepage prevention. Panels, joints between panels, and joints between panels and surrounding foundations together constitute an anti-seepage system. At present, the reverse seepage problem of the dam body is usually solved by draining upstream. This requires water pipes to be buried in the face plate or the toe plate, which will form a weak part in the anti-seepage system of the above-mentioned face rockfill dam, so it must be carried out in the later stage. Plugging, if the quality of plugging does not meet the requirements, seepage channels may be formed upstream of the dam body to threaten the safety of the dam.

(3) When the upstream water level is high, it is necessary to pump water from the collection well

The traditional method generally drains water from the upstream. However, the plinth foundation is generally low. Due to the influence of construction drainage and mountain drainage on both sides, the water level of the upstream foundation pit is generally higher than the sump well. Therefore, drainage measures must be taken, which is labor-intensive and time-consuming.

Therefore, it is necessary to provide a rationally arranged and compactly connected structure for the reverse seepage water structure of the dam body during the construction period of the face dam.

Contents of the invention

The problem to be solved by the utility model is to provide a structure with reasonable layout and compact connection for the reverse seepage water structure of the dam body during the construction period of the face dam, which uses the water body in the blind ditch to automatically discharge the reverse seepage water of the dam body without damaging the upstream anti-seepage structure, there is no need to block it in the later stage.

In order to solve the above-mentioned technical problems, this utility model is designed for the dam body reverse seepage water structure during the construction period of the face dam, including the drainage blind ditch built at the bottom of the dam body, and the upstream of the drainage blind ditch is located at the rear of the transition zone of the dam body , the downstream of the drainage blind ditch is located on the downstream dam surface, and a sump is set at the downstream elevation of the dam body.

Preferably, the slope ratio of the blind drainage ditch from upstream to downstream is 0.5%. In this way, the reverse osmosis water of the dam body can be automatically discharged by the self-flow of the water body in the blind drainage ditch.

Further, the cross section of the blind drainage ditch is an isosceles trapezoid.

Furthermore, the length ratio of the upper base and the lower base of the isosceles trapezoid is 1:5. In this way, the drainage blind ditch is more stable, and at the same time, the pressure on the dam body can be reduced to a minimum.

Thaukyegat (2) is located in the Sittaung River Basin in Myanmar, 21km east of Taungoo City, with an installed capacity of 120MW and an average annual power generation of 604.7 million kW·h. The dam of Daoyekan Hydropower Station is a concrete face rockfill dam with a crest elevation of 133 meters and a height of 91 meters. The method of the utility model is tested on the Daoyekan Secondary Hydropower Station. After verification, the following problems are successfully solved:

First, use the lower part of the original river bed to build drainage ditches, which is convenient for construction;

Second, due to the drainage to the downstream, the anti-seepage system of the face rockfill dam formed by "upstream bedding + face plate + toe plate + cushion material + transition material + water stop" has not been damaged, so no additional sealing is required after the construction is completed. blocking measures;

Third, the seepage water from the dam body flows into the downstream foundation pit by itself, and the drainage system of the original foundation pit can be used to pump water, without the need for personnel equipped with additional pumping facilities;

Fourth, it has significant economic benefits. Compared with the traditional drainage method, it saves 1.8 million yuan of funds and 2 months of construction period;

Fifth, the deformation and seepage of face dams basically tend to be stable. Under the condition that most of the plinth foundations are located on strongly weathered soft rock, the maximum settlement is about 0.8m, which is lower than 1% of the dam height, and the maximum seepage is less than 10L/s, reaching the international advanced level.

Description of drawings

Fig. 1 is the structural representation that the utility model is used for the dam body reverse seepage water structure of face dam construction period;

Fig. 2 is the A-A sectional structural schematic diagram of Fig. 1;

Fig. 3 is the schematic diagram of the B-B sectional structure of Fig. 2;

Fig. 4 is the C-C sectional structure schematic diagram of Fig. 2;

Fig. 5 is a schematic diagram of the D-D sectional structure of Fig. 2;

FIG. 6 is a schematic diagram of the E-E sectional structure of FIG. 2 .

Among them, dam body 1; drainage blind ditch 2; dam body transition zone 3; downstream dam surface 4; sump 5; thickness of protective layer L1; filling thickness L2.

detailed description

The utility model will be further described in detail below in conjunction with the accompanying drawings and specific examples, but the examples should not be construed as limiting the utility model.

The reverse seepage water structure of the dam body shown in the figure is used in the construction period of the face dam, which is characterized in that it includes a drainage blind ditch 2 built at the bottom of the dam body 1, and the upstream of the drainage blind ditch 2 is located at the rear of the dam body transition zone 3, The downstream of the drainage blind ditch 2 is located on the downstream dam surface 4, and a sump 5 is arranged at the downstream elevation of the dam body 1.

The slope ratio of blind drainage ditch 2 from upstream to downstream is 0.5%.

The cross section of the drainage blind ditch 2 is an isosceles trapezoid.

The length ratio of the upper and lower bases of an isosceles trapezoid is 1:5.

When the utility model was working, the construction method for the reverse seepage water structure of the dam body during the construction period of the face dam comprises the following steps:

1) Excavate the blind drainage ditch at the bottom elevation of the river bed. If the bottom of the blind drainage ditch 2 is higher than the top of the bedrock, backfill the part lower than the bottom of the blind drainage ditch 2 to the bottom elevation of the blind drainage ditch 2 with 3A material. As shown in Figure 3, if the bottom of the blind drainage ditch 2 is lower than the top of the bedrock, excavate to the bottom elevation of the blind drainage ditch 2, as shown in Figure 4;

2) Then use 3D material to fill the drainage blind ditch, and the filling thickness L2 of 3D material is controlled to 200cm, as shown in Figure 3 and Figure 6, the 3D material filling layer is filled simultaneously with other fillers on both sides;

3) Lay 3A material protection on the on-site construction road passing the 3D material part, and control the thickness L1 of the 3A material protective layer to 150cm, as shown in Figure 3 and Figure 4;

4) Rolling and watering, the number of times of rolling is controlled to be ten times, and the amount of watering is controlled to be 15-20% of the volume of the filled 3D material.

The 3A material is slightly weathered fresh rock mass with a block diameter of 30-50 cm, and the 3D material is slightly weathered fresh rock mass with a block diameter of 50-80 cm.

The reverse osmosis water is automatically discharged from the dam body through the blind drainage ditch and enters the sump.

The content not described in detail in this specification belongs to the prior art known to those skilled in the art.

Claims (4)

1. a kind of for face dam construction time dam body reverse osmosis water-bound it is characterised in that: include being built in the row of dam body (1) bottom Water french drain (2), the upstream of described weeper drain (2) is located at the rear portion of dam body transition region (3), the downstream of described weeper drain (2) On downstream dam facing (4), setting catch pit (5) at the elevation of dam body (1) downstream.

2. according to claim 1 for face dam construction time dam body reverse osmosis water-bound: it is characterized in that, described draining is blind Ditch (2) from upstream to downstream slope than for 0.5%.

3. according to claim 1 and 2 for face dam construction time dam body reverse osmosis water-bound it is characterised in that: described row The cross section of water french drain (2) is isosceles trapezoid.

4. according to claim 3 for face dam construction time dam body reverse osmosis water-bound it is characterised in that: described isosceles ladder The upper bottom of shape and the length gone to the bottom ratio is for 1:5.