Silt dam based on geosynthetics composite structure
By employing geosynthetic composite structures in silt-retention dams, including seepage barriers and drainage systems, the problems of easy seepage and erosion damage in silt-retention dams have been solved, improving the safety and service life of the dam body.
Patent Information
- Application Number
- CN202520239105.6
- Authority / Receiving Office
- CN · China
- Patent Type
- Utility models(China)
- Current Assignee / Owner
- Filing Date
- 2025-02-14
- Publication Date
- 2025-12-12
- Estimated Expiration
- 2035-02-14
AI Technical Summary
Existing silt-retaining dams are prone to seepage and erosion, resulting in damage to the dam shell and a short service life. They also pose safety hazards such as slope instability, seepage damage, settlement, and surface erosion.
The dam adopts a geosynthetic composite structure, including a dam body seepage barrier layer, a top seepage barrier layer, a horizontal seepage barrier layer and a drainage system. It is connected by hot welding and grass slope protection to form a trapezoidal dam shell, which reduces seepage and prevents dam damage.
It effectively improves the seepage stability and anti-sliding stability of the dam shell, reduces the risk of seepage failure, and extends the service life of silt-retaining dams.
Smart Images
Figure CN223660757U_ABST
Abstract
Description
TECHNICAL FIELD
[0001] The utility model relates to the silt dam technical field, is a kind of silt dam based on geosynthetic composite structure. BACKGROUND
[0002] In some areas, the terrain is mountainous and deep, summer rain is concentrated, and the duration is short, which is easy to produce local rainstorm flood, and the soil erosion is serious, the surface soil erosion resistance is weak, and the soil particles can be carried away by water flow when raining, which is easy to appear sandy water flow, and it has serious erosion on loess plateau, and its gully terrain promotes the development of the erosion. Silt dam is an effective measure to control soil erosion, reduce flood discharge and reduce river bed incision speed, and becomes the main engineering measure for blocking mud and silt in loess plateau soil conservation management.
[0003] At present, many silt dams have been built, most of which are homogeneous dams filled by local materials by rolling, and after long-term operation, many silt dams are currently running with diseases, and the silt dam itself has the risk of slope instability, seepage damage, and safety hazards such as cracks, collapse, seepage and gully, and its main performance is the following engineering problems:
[0004] ① Dam slope instability and damage: in silt dam, reservoir basin water, dam land water and rainwater will penetrate downstream, and the dam foot will be immersed, the soil weight will increase, the cementing material in the soil will be dissolved to weaken the soil strength, and the fine particles in the soil will be carried away by the seepage water flow to empty the soil skeleton, which will eventually lead to the instability and collapse of the dam slope under the influence of gravity.
[0005] ② Dam body piping damage: the upstream dam land is formed by the natural deposition of soil particles in sandy water, with low density and high water permeability. During the process of rainwater infiltration, the dam land will be damaged by the effect of hidden erosion, and then the settlement phenomenon will appear. Surface water will gather in the settlement part to form water, which will soak the surface loess and make it collapse. At the same time, the water penetrates downward along the joint, crack and pore, further intensifies the damage of hidden erosion to the dam land, causes the fine particles in the soil to be carried away, the cementing material between the soil particles to be dissolved, and the dam body to be continuously penetrated, so as to empty the soil skeleton of the dam body, thereby causing piping damage.
[0006] ③ Dam body settlement damage: under the continuous penetration of upstream water storage and seepage rainwater, soil particles will be displaced under the action of water flow, and the arrangement will be more compact, which will cause the settlement of dam body. This uneven deformation will produce tensile force in the soil body, and once the tensile force exceeds the tensile strength of the soil body, the dam body will appear transverse cracking.
[0007] ④ Dam slope surface erosion damage: The dam body of the traditional silt dam on the Loess Plateau is filled with loose and porous loess, under the action of rainfall, the surface soil particles of the loess slope are carried away by the water flow under the erosion of rainfall, and gullies are formed on the slope surface of the dam slope; At the same time, many built silt dams do not set drainage ditches around the dam slope, and the dam slope is eroded by the runoff of the bank slope for a long time to form gullies. Almost all homogeneous dam type silt dams constructed by loess on the Loess Plateau have large or small gullies on the slope surface of the dam slope.
[0008] Therefore, there is an urgent need for a new silt dam solution to solve the problem of easy damage of the above-mentioned silt dam, and to improve the safety and service life of the dam shell. SUMMARY
[0009] The utility model provides a kind of silt dam based on geosynthetic composite structure, overcome the above-mentioned prior art insufficient, it can effectively solve the problem of existing silt dam easy penetration, erosion damage leads to dam shell damage short service life.
[0010] The technical scheme of the utility model is realized by the following measures: a kind of silt dam based on geosynthetic composite structure, including the dam shell of trapezoidal shape, dam shell includes upstream slope, dam top, downstream slope, dam body is laid with anti-seepage layer on upstream slope, dam body anti-seepage layer includes by lower to upper sequentially arranged cushion material, geomembrane, geotextile bag, adjacent geomembrane is connected without gap using heat welding, downstream slope is planted with grass revetment, dam top is equipped with top anti-seepage layer, the bottom of dam shell is equipped with drainage blind pipe, riverbed on the left side of dam shell is laid with horizontal anti-seepage layer.
[0011] The following is further optimization or / and improvement of the above-mentioned utility model technical scheme:
[0012] Preferably, bank anti-seepage layer is provided on the mountain of the front and rear sides of dam shell, and the bank anti-seepage layer is the same as the dam body anti-seepage layer in structure.
[0013] Preferably, the top anti-seepage layer includes cushion material and geomembrane arranged sequentially from bottom to top, and a plurality of drainage blind pipes are arranged on the geomembrane in front and back.
[0014] Preferably, the horizontal anti-seepage layer includes cushion material and geomembrane arranged sequentially from bottom to top, and the geomembrane is covered with soil.
[0015] Preferably, the soil layer of the horizontal anti-seepage layer is provided with geotextile bags at intervals.
[0016] Preferably, it further includes drainage prisms, the drainage prisms are trapezoidal and arranged at the foot of the downstream slope, the drainage prisms are composed of staggered geotextile bags, and the right end of the drainage blind pipe is located on the left side of the drainage prism.
[0017] Preferably, drainage ditches are provided on the front side, rear side and right side of the downstream slope.
[0018] This utility model has a reasonable and compact structure and is easy to use. By laying a horizontal anti-seepage layer on the riverbed upstream of the dam shell, it extends the seepage path, reduces seepage at the dam foundation, prevents seepage around the dam shoulder, and reduces the risk of dam shell damage caused by seepage. Attached Figure Description
[0019] Appendix Figure 1 This is a schematic diagram of the main structure of this utility model.
[0020] Appendix Figure 2 For the appendix Figure 1 A schematic diagram of the cross-sectional structure at point AA.
[0021] Appendix Figure 3 For the appendix Figure 1 A schematic diagram of the cross-sectional structure at point BB.
[0022] The codes in the attached diagram are as follows: 1 is the bank slope seepage prevention layer, 2 is the riverbed, 3 is the upstream slope, 4 is the dam shell, 5 is the dam crest, 6 is the drainage blind pipe, 7 is the downstream grass-covered slope protection, 8 is the drainage prism, and 9 is the drainage ditch. Detailed Implementation
[0023] This utility model is not limited to the following embodiments, and the specific implementation method can be determined according to the technical solution of this utility model and the actual situation.
[0024] In this utility model, for ease of description, the description of the relative positions of the components is based on the appendix to the specification. Figure 1 The layout is described using a diagrammatic method, such as front, back, top, bottom, left, right, etc. The positional relationships are determined based on the layout direction of the attached diagram in the instruction manual.
[0025] The present invention will be further described below with reference to the embodiments and accompanying drawings:
[0026] As attached Figures 1-3 As shown, the silt-retaining dam based on a geosynthetic composite structure includes a trapezoidal dam shell 4, which includes an upstream slope 3, a dam crest 5, and a downstream slope 7. An impermeable layer is laid on the upstream slope 3, which includes a cushion material, a geomembrane, and geotextile bags arranged sequentially from bottom to top. Adjacent geomembranes are connected by hot welding without gaps. The downstream slope 7 is protected by grass. The dam crest 5 has a top impermeable layer. A drainage blind pipe 6 is provided at the bottom of the dam shell 4. A horizontal impermeable layer is laid on the riverbed 2 on the left side of the dam shell 4.
[0027] By laying horizontal impervious layer on the riverbed 2 on the upstream side of the dam shell 4, the water accumulated on the riverbed 2 can be discharged to the downstream through the drainage blind pipe 6, and the water accumulation on the riverbed 2 can be avoided, the horizontal impervious layer can effectively reduce the seepage of the accumulated water and rainwater to the downstream, prolong the seepage path, reduce the fine particles of the soil body carried by the seepage, and prevent the dam body from being damaged by piping and seepage around the dam abutment; in the dam body impervious layer, the cushion layer is laid on the surface of the upstream dam slope, so that the particle size of the filling material is transitional, the stress on the dam top 5 is homogenized, and the seepage is assisted and controlled, the geomembrane is laid on the surface of the cushion layer, the composite geomembrane with two cloths and one membrane is used as the impervious inclined wall of the upstream dam slope, the geomembrane bag formed by filling the local material into the PP woven bag and then sutured is stacked in a staggered manner on the surface of the geomembrane, and the geomembrane is fully covered and pressed as a protective layer of the geomembrane, if the filling material of the dam body is poor, the geomembrane inclined wall can be arranged on the downstream dam slope of the dam shell 4 to protect the downstream dam slope; the dam shell 4 is improved in terms of seepage stability and dam slope anti-sliding stability, and the settlement damage of the dam body is slowed down.
[0028] According to actual needs, the silt dam based on the composite structure of the geosynthetic material can be further optimized or / and improved:
[0029] As shown in the accompanying drawings, Figure 2 , 3 , the mountain bodies on the front and rear sides of the dam shell 4 are provided with bank slope impervious layers 1, and the bank slope impervious layers 1 have the same structure as the dam body impervious layer. By arranging the bank slope impervious layers 1 on the mountain bodies, the seepage around the dam abutment of the dam body is prevented, and the dam shell 4 is further protected.
[0030] As shown in the accompanying drawings, Figure 2 , 3 , the top impervious layer comprises a cushion layer and a geomembrane arranged in sequence from bottom to top, and a plurality of drainage blind pipes 6 are arranged on the geomembrane in front and back intervals, and the upper side of the drainage blind pipe 6 is covered with soil. The top impervious layer can prevent rainwater from seeping into the dam shell 4 from the top and discharging the accumulated water through the drainage blind pipe 6.
[0031] As shown in the accompanying drawings, Figure 2 , 3 , the horizontal impervious layer comprises a cushion layer and a geomembrane arranged in sequence from bottom to top, and the geomembrane is covered with soil. The soil covering the geomembrane protects the geomembrane and prolongs the service life of the geomembrane.
[0032] As shown in the accompanying drawings, Figure 2 , 3 , the soil covering layer of the horizontal impervious layer is provided with geomembrane bags at intervals. The arrangement of the geomembrane bags on the soil covering layer can avoid the geomembrane from being blown or floating due to other conditions.
[0033] As shown in the accompanying drawings, Figure 1 , 2As shown, it also includes drainage prism 8, which is trapezoidal arranged at the foot of downstream slope 7, drainage prism 8 is composed of staggered stacked geotextile bags, and the right end of drainage blind pipe 6 is located at the left side of drainage prism 8. Drainage prism 8 is a bag made of non-woven geotextile with a filter effect, and a geotextile bag filled with local materials and sewn together. The top elevation of the prism is higher than the seepage overflow point, the water discharged from the drainage blind pipe 6 is filtered through the drainage prism 8 and then discharged, reducing the fine particles of the soil body carried away by seepage.
[0034] As shown in the accompanying drawings Figure 1 , 2 As shown, the front, back and right side of downstream slope 7 are provided with drainage ditch 9. Slow down the long-term scour of rainwater and the like on the mountain directly on the dam slope, reduce the erosion damage of rainfall on the surface of the dam body, and protect the dam slope surface.
[0035] The above technical features respectively constitute various embodiments of the present application, which have strong adaptability and implementation effect, and unnecessary technical features can be added or reduced according to actual needs to meet the needs of different situations.
Claims
1. An earth dam based on a composite structure of geosynthetic materials, characterized in that The dam shell body includes an upstream slope, a dam top, and a downstream slope, the upstream slope is paved with a dam body anti-seepage layer, the dam body anti-seepage layer includes a cushion layer, a geomembrane, and a soil bag arranged from bottom to top in sequence, the adjacent geomembranes are connected by heat welding without leaving gaps, the downstream slope is planted with grass for slope protection, the dam top is provided with a top anti-seepage layer, the bottom of the dam shell body is provided with a drainage blind pipe, and the riverbed on the left side of the dam shell body is paved with a horizontal anti-seepage layer.
2. An earth dam based on a geosynthetic composite structure according to claim 1, characterized in that The bank slope anti-seepage layers are arranged on the mountains on the front and back sides of the dam shell body, and the bank slope anti-seepage layers have the same structure as the dam body anti-seepage layer.
3. An earth dam based on a geosynthetic composite structure according to claim 1 or 2, characterized in that The top anti-seepage layer includes a cushion layer and a geomembrane arranged from bottom to top in sequence, a plurality of drainage blind pipes are arranged on the geomembrane in front and back intervals, and the upper side of the drainage blind pipe is covered with soil.
4. An earth dam based on a geosynthetic composite structure according to claim 1 or 2, characterized in that The horizontal anti-seepage layer includes a cushion layer and a geomembrane arranged from bottom to top in sequence, and the geomembrane is covered with soil.
5. An earth dam based on a geosynthetic composite structure according to claim 4, characterized in that The soil bags are arranged on the soil layer of the horizontal anti-seepage layer in intervals.
6. An earth dam based on geosynthetic composite structure according to claim 1 or 2 or 5, characterized in that The drainage prism is arranged at the foot of the downstream slope in a trapezoidal shape, the drainage prism is composed of staggered soil bags, and the right end of the drainage blind pipe is located on the left side of the drainage prism.
7. The earth retaining levee based on geosynthetic composite structure according to claim 3, characterized in that The drainage prism is arranged at the foot of the downstream slope in a trapezoidal shape, the drainage prism is composed of staggered soil bags, and the right end of the drainage blind pipe is located on the left side of the drainage prism.
8. The earth retaining levee based on geosynthetic composite structure according to claim 4, characterized in that The drainage prism is arranged at the foot of the downstream slope in a trapezoidal shape, the drainage prism is composed of staggered soil bags, and the right end of the drainage blind pipe is located on the left side of the drainage prism.
9. An earth dam based on geosynthetic composite structures according to claim 1 or 2 or 5 or 7 or 8, characterized in that The downstream slope is provided with drainage ditches on the front side, the back side, and the right side.
10. The earth retaining levee based on geosynthetic composite structure according to claim 6, characterized in that The downstream slope is provided with drainage ditches on the front side, the back side, and the right side.