Slope retaining structure based on rolling type earth and rockfill dam

Abstract

The utility model discloses a slope retaining structure based on rolling type earth and rockfill dam, including dam body, arris body and drainage blind ditch, the dam body is set as the rolling type earth and rockfill dam, the dam body is set on the bed rock of the downstream of the valley, the arris body is set on the downstream of the dam body, the drainage blind ditch is set at the valley bottom of the valley along the length direction of the valley, and the drainage blind ditch is set on the valley bottom of the valley along the length direction of the valley. The drainage blind ditch extends to penetrate through the dam body and the bottom of the prism body, a block stone layer is laid in the drainage blind ditch, and the top of the block stone layer is covered with a gravel layer. Through the arrangement, the rolling earth and rockfill dam type dam body is built at the downstream position of the valley, the sliding force of spoil is counteracted through the self weight of the dam body, then the spoil slope is supported and blocked, the construction cost is reduced, the construction period is shortened, meanwhile, the drainage blind ditch is formed in the valley bottom of the valley in the length direction of the valley bottom, water in the dam body can be drained, and the water drainage effect is improved. The stability of the dam body is enhanced.

Description

Technical Field

[0001] This utility model belongs to the field of retaining structure technology, specifically relating to a slope retaining structure based on a roller-compacted earth-rock dam. Background Technology

[0002] Some large-scale infrastructure projects require large-scale excavation and filling during construction, which easily generates a large amount of waste soil. If the waste soil is not properly disposed of, it can cause serious disasters. In the existing technology, anti-slide piles or gravity anti-slide retaining walls are generally used to support the slope of the waste soil site. However, the construction period of the above solutions is long and cannot be applied to projects with short construction periods.

[0003] Chinese patent CN112281872B discloses an in-situ retaining dam and construction method for soil removal in a sunken open-pit mine. The scheme includes an in-situ dam body, a pre-buried drainage culvert, and a foundation pit in front of the dam. The above scheme utilizes the rock and soil or low-grade ore body excavated by existing mining equipment in the mine to form an in-situ dam body, which reduces the project cost and shortens the construction time.

[0004] The above scheme, after adjustment, can be used to support the slope of the spoil disposal site. However, when the in-situ dam body is squeezed by the spoil pile, the base located below the in-situ dam body is prone to deformation and will cause squeezing damage to the pre-buried drainage culvert, resulting in poor durability of the above scheme. Utility Model Content

[0005] The present invention aims to provide a slope retaining structure based on a roller-compacted earth-rock dam to solve the problem of poor durability of the above-mentioned solutions.

[0006] To achieve the above objectives, this utility model provides the following technical solution:

[0007] A slope retaining structure based on a roller-compacted earth-rock dam includes a dam body, a prism, and a drainage ditch. The dam body is configured as a roller-compacted earth-rock dam and is located on bedrock downstream of a valley. The prism is located downstream of the dam body. The drainage ditch is located at the bottom of the valley along the length of the valley and extends through the bottom of the dam body and the prism. A layer of rubble is laid inside the drainage ditch, and a layer of crushed stone is placed on top of the rubble layer.

[0008] The principle and effects of this technical solution:

[0009] First, remove shrubs, humus, soft soil, etc. from the surface of the proposed area. Then, construct the drainage blind ditch rim and bottom along the length of the ditch using masonry, and control the longitudinal slope ratio of the drainage blind ditch. After the drainage blind ditch is constructed, lay a layer of rubble inside the ditch, and then lay a layer of crushed stone on top of the rubble layer so that the crushed stone layer completely covers the rubble layer. Finally, construct the dam body at the downstream end of the ditch using a compacted earth-rock dam, and construct a prism downstream of the dam body.

[0010] With the above-mentioned setup, a compacted earth-rock dam is constructed at the downstream end of the gully. The dam's own weight is used to offset the sliding force of the excavated soil, thereby supporting the slope of the excavated soil. This reduces construction costs and shortens the construction period. At the same time, drainage blind ditches are set up along the length of the gully bottom, which can reduce the impact of the deformation of the base material on the drainage performance of this utility model and improve the durability of this device.

[0011] In this invention, multiple water-dividing strips are fixedly arranged at intervals at the bottom of the drainage ditch. Each water-dividing strip is arranged parallel to the length of the drainage ditch, and each water-dividing strip is reinforced with steel bars. The boulders layer is located on top of the multiple water-dividing strips. This arrangement allows water to quickly be collected into multiple streams after passing through the gaps in the boulders layer, preventing water accumulation in the drainage ditch. Furthermore, it avoids repeated collisions between the flowing water and the boulders layer, improving drainage efficiency.

[0012] In this invention, the two inner sidewalls of the drainage ditch are each provided with a plurality of through-holes spaced laterally. This arrangement allows the drainage ditch to collect moisture from its external sides, improving drainage efficiency.

[0013] In this utility model, a permeable layer of crushed stone and a permeable layer of coarse sand are sequentially arranged between the prism and the dam body.

[0014] In this invention, both the gravel permeable layer and the coarse sand permeable layer extend to the bottom of the prism, and the bottom of the prism is also embedded in the bedrock.

[0015] The above-mentioned design protects the prism from erosion by the water flow in the drainage ditch, ensuring the safety of the dam.

[0016] In this utility model, the dam body includes, from bottom to top, a layer of boulders, a layer of crushed stone, a layer of coarse sand, and a layer of filler.

[0017] In this utility model, the upstream and downstream slopes and the top of the dam body are all provided with masonry masonry layers.

[0018] The above measures can effectively prevent soil erosion, dam collapse, and maintain slope stability.

[0019] In this invention, walkways are provided laterally along both the upstream and downstream sides of the dam. This arrangement facilitates the passage of personnel and equipment and enhances the stability of the dam.

[0020] In this invention, the shoulders on both sides of the dam body are embedded in bedrock. This design stabilizes the dam body, prevents landslides, and protects its safety.

[0021] In this invention, two drainage blind ditches are provided on both sides of the bottom of the ditch. This arrangement further enhances the drainage effect of the device. Attached Figure Description

[0022] Figure 1 This is a plan view of the present invention;

[0023] Figure 2 for Figure 1 Sectional view of AA in the middle;

[0024] Figure 3 This is a partial sectional view of the present invention;

[0025] Figure 4 This is a cross-sectional view of the drainage blind ditch of this utility model;

[0026] Figure 5 This is an isometric sectional view of the drainage blind ditch of this utility model;

[0027] Figure 6 This is a cross-sectional view of the prism of this utility model;

[0028] Figure 7 for Figure 1 Cross-sectional view of the middle section (BB). Detailed Implementation

[0029] The present invention will now be described in further detail with reference to the accompanying drawings and embodiments:

[0030] The reference numerals in the accompanying drawings include: 10, dam body; 11, walkway; 12, shoulder; 20, prism; 21, permeable gravel layer; 22, permeable coarse sand layer; 30, drainage ditch; 31, water divider; 32, reinforcing steel; 33, seepage hole; 41, boulders layer; 42, gravel layer; 43, coarse sand layer; 44, filler layer; 45, masonry layer; 50, spoil; 60, bedrock.

[0031] As attached Figure 1-7As shown, this utility model discloses a slope retaining structure based on a roller-compacted earth-rock dam, including a dam body 10, a prism 20, and a drainage ditch 30. The dam body 10 is a roller-compacted earth-rock dam, and the dam body 10 is set on bedrock 60 downstream of the valley. The slope ratio of the upstream and downstream sides of the dam body 10 is 1:2.5. The prism 20 is located downstream of the dam body 10. The drainage ditch 30 is set along the length of the valley at the bottom of the valley and extends to pass through the bottom of the dam body 10 and the prism 20. The drainage ditch 30 is filled with a layer of rubble 41, and the top of the rubble layer 41 is covered with a layer of crushed stone 42. The particle size of the rubble in the rubble layer 41 in the drainage ditch 30 gradually decreases from bottom to top. The prism 20 has a height of 5 meters and a top width of 5 meters. The slope ratio of the upstream and downstream sides of the prism 20 is set to 1:2.5, and the prism 20 is filled with rubble.

[0032] In this embodiment, a plurality of water dividers 31 are fixedly arranged at intervals at the bottom of the drainage blind ditch 30. Each water divider 31 is arranged along the length direction parallel to the drainage blind ditch 30, and each water divider 31 is provided with a steel bar 32 inside. The stone layer 41 is arranged on the top of the plurality of water dividers 31.

[0033] In this embodiment, the two inner sidewalls of the drainage blind ditch 30 are respectively provided with a plurality of through seepage holes 33 at transverse intervals.

[0034] In this embodiment, a permeable layer of crushed stone 21 and a permeable layer of coarse sand 22 are sequentially arranged between the prism 20 and the dam body 10.

[0035] In this embodiment, the gravel permeable layer 21 and the coarse sand permeable layer 22 both extend to the bottom of the prism 20, and the bottom of the prism 20 is also embedded in the bedrock 60.

[0036] In this embodiment, the dam body 10 includes, from bottom to top, a riprap layer 41, a crushed stone layer 42, a coarse sand layer 43, and a filler layer 44. The riprap layer 41 has riprap particles smaller than 20 cm in diameter and a porosity of 28% after filling. The crushed stone layer 42 and the crushed stone permeable layer 21 have crushed stone particles larger than 1 cm and smaller than 5 cm in diameter. The coarse sand layer 43 and the coarse sand permeable layer 22 have coarse sand particles larger than 0.5 mm and smaller than 1 mm in diameter. The filler layer 44 is filled with construction waste soil and rock. When filling, it is filled in layers with a layer thickness of no more than 50 cm. Mechanical compaction is used during compaction, and the compaction coefficient is greater than 0.95.

[0037] In this embodiment, the upstream and downstream slopes and the top of the dam body 10 are provided with mortar-grouted masonry layers 45, and the thickness of the mortar-grouted masonry layers 45 is greater than 80 centimeters.

[0038] In this embodiment, a horse path 11 is provided in the transverse direction both upstream and downstream of the dam body 10, and the width of the horse path 11 is greater than 3 meters.

[0039] In this embodiment, the shoulders 12 on both sides of the dam body 10 are embedded in the bedrock 60, and the depth of the dam shoulders embedded in the bedrock 60 is greater than 1 meter.

[0040] In this embodiment, two drainage blind ditches 30 are provided on both sides of the bottom of the ditch.

[0041] The specific implementation process is as follows:

[0042] First, the shrubs, humus, soft soil, etc. on the surface of the proposed area are removed. Then, the drainage blind ditch 30 is constructed along the length of the ditch using masonry with mortar and stone masonry. The longitudinal slope ratio of the drainage blind ditch 30 is controlled. After the drainage blind ditch 30 is constructed, a layer of rubble 41 is laid in the ditch. Then, a layer of crushed stone 42 is laid on top of the rubble layer 41 so that the crushed stone layer 42 completely covers the rubble layer 41. Finally, a dam body 10 is constructed downstream of the ditch using a compacted earth-rock dam method, and a prism 20 is constructed downstream of the dam body 10.

[0043] The above descriptions are merely embodiments of this utility model. Commonly known technical solutions or characteristics are not described in detail here. It should be noted that those skilled in the art can make various modifications and improvements without departing from the technical solution of this utility model. These modifications and improvements should also be considered within the scope of protection of this utility model, and will not affect the effectiveness of the implementation of this utility model or the practicality of the patent. The scope of protection claimed in this application should be determined by the content of its claims, and the specific embodiments described in the specification can be used to interpret the content of the claims.

Claims

1. A slope retaining structure based on a roller compacted embankment, characterized in that, The dam body is arranged as a roller compacted earth dam and is arranged on bedrock downstream of a valley. The prism is arranged downstream of the dam body. The drainage blind ditch is arranged along the length of the valley and extends to the bottom of the dam body and the prism. The bottom of the drainage blind ditch is spaced apart and fixedly provided with a plurality of water diversion strips, each of which is arranged parallel to the length of the drainage blind ditch.

2. The roller compacted embankment-based slope retaining structure of claim 1, wherein: The inside of each water diversion strip is provided with a steel bar.

3. The roller compacted embankment-based slope retaining structure in accordance with claim 2, wherein: The prism and the dam body are sequentially provided with a gravel permeable layer and a coarse sand permeable layer.

4. The roller compacted embankment-based slope retaining structure in accordance with claim 3, wherein: The gravel permeable layer and the coarse sand permeable layer each extend to the bottom of the prism, and the bottom of the prism is further embedded in the bedrock.

5. The roller compacted embankment based slope retaining structure in accordance with claim 4, wherein: The dam body includes a block stone layer, a gravel layer, a coarse sand layer, and a filler layer arranged in sequence from bottom to top.

6. The roller compacted embankment-based slope retaining structure according to any one of claims 1-5, wherein: The upstream and downstream slopes and the dam top of the dam body are each provided with a mortar stone masonry layer.

7. The roller compacted embankment based slope retaining structure in accordance with claim 6, wherein: The dam body is provided with a horse path along the transverse direction on the upstream and downstream sides.

8. The roller compacted embankment based slope retaining structure as claimed in claim 6 wherein: The dam body is provided with two.

9. The roller compacted embankment based slope retaining structure as claimed in claim 6 wherein: ​ 10. The roller compacted embankment based slope retaining structure as claimed in claim 6 wherein: ​

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