CN219386351U - High-filling reinforced slope internal drainage structure - Google Patents
High-filling reinforced slope internal drainage structure Download PDFInfo
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- CN219386351U CN219386351U CN202223045646.0U CN202223045646U CN219386351U CN 219386351 U CN219386351 U CN 219386351U CN 202223045646 U CN202223045646 U CN 202223045646U CN 219386351 U CN219386351 U CN 219386351U
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Abstract
The utility model relates to an internal drainage structure of a high-fill reinforced slope, which comprises a hierarchical reinforced slope structure and reinforced soil retaining walls at the lower part of the slope, wherein the slope is reinforced in layers according to a certain height of each level, a specific graded broken stone drainage structure is arranged at the bottom of each level of filled soil, water permeated into each level of the slope is timely discharged, each level of slope of the slope is provided with a platform, and blind ditches are arranged at the bottom of the platform. The edge of each layer of geogrid filled soil is reversely wrapped by a geotechnical bag and a steel mesh panel, and vegetation which is suitable for local climate is planted on the geotechnical bag.
Description
Technical Field
The utility model relates to an internal drainage structure of a high-fill reinforced slope, in particular to a multistage high-large reinforced soil slope structure.
Background
The problem of lack of land resources is frequently encountered in mountain area industrial parks and road engineering construction thereof, and the construction is carried out after filling and leveling by utilizing a large amount of mountain ravines, so that the design and the adoption of filled high slopes with the height of more than 20m are very common. For some areas, soft rocks such as mudstone, siltstone, schist and phyllite are widely distributed, engineering properties are poor, permeability coefficient of soil is low, water holding capacity of the soil is high, and the situation that high-quality filling of soil for engineering construction is lacking is faced.
A loess high slope inner drainage structure (CN 212742576U) effectively discharges water in the slope and prevents water in a filling body from continuously penetrating downwards. A double-layer capillary barrier drainage seepage-proofing structure (CN 112942004B) of a embankment is characterized in that particle size grading data of coarse and fine aggregates are obtained through an indoor test, an optimal particle size grading curve is obtained by a statistical method, and the coarse and fine aggregates are layered to have the same particle size grading, so that rainfall drainage infiltration of the embankment is solved. The scheme solves the problem of seepage prevention of structural drainage when solving corresponding problems, but is inapplicable when facing soil with lower permeability coefficient and soil with poorer engineering property. The maximum particle size of the broken stone particle size limit wide range given in the drainage structure of the inner part of the loess high filling side slope body can reach 300mm, and the permeability coefficient is along with d for a given grading according to the results of Wang Shuang and the like in the research on the influence of the broken stone soil grading characteristics on the permeability coefficient max Is decreased by an increase in (c). The double-layer capillary barrier drainage seepage-proofing structure mainly aims at seepage proofing and not filling body drainage although considering the grading and particle size range of broken stone, so that the problem cannot be solvedThe problem of internal drainage of high fill slopes. Therefore, the design of the drainage structure with reasonable grading crushed stone grain size range, which is suitable for the high filling slope with low permeability and poor engineering property, has very important significance.
Disclosure of Invention
The utility model aims to solve the technical problems in the prior art, and provides the drainage structure in the soft rock high-fill side slope body, which has novel and reasonable design, simple structure and good economic durability.
The utility model is realized at least by one of the following technical schemes.
The high-filling reinforced slope internal drainage structure comprises a reinforced slope body, wherein the reinforced slope body comprises a multi-stage slope body; adding an earth work grille on each grade of slope body; the bottom of each grade of slope body is provided with a drainage layer and a platform, and blind ditches are arranged in the platform; the drainage layer level of last level side slope is higher than next level side slope platform, and the reinforced soil edge of bottom level slope lower part is equipped with the bank protection retaining wall, the back filling of bank protection retaining wall is geogrid reinforced soil.
Further, a side slope body broken stone foundation is paved below the reinforced side slope body.
Further, the height of the reinforced side slope is not less than 20m, and the slope rate of the reinforced side slope is 1: n, n=0.5 to 0.75.
Further, the height of each grade of slope body is 8-10 m, and the width of the platform is 1.5-2 m.
Further, the geogrid extension of each layer of the side slope body is reversely packaged by using a steel mesh panel, a geotechnical bag, a three-way geogrid and a connecting rod.
Further, each layer interval of the geogrid is 30cm or more.
Further, the drainage layer is a graded broken stone drainage layer with the thickness of more than or equal to 50cm, and geotextiles are paved at the joint of the upper surface and the lower surface of the drainage layer and the filling soil.
Further, the drainage layer graded broken stone requires broken stone d 10 Particle diameter of 1-2 mm, d 50 Particle diameter of 20mm, d max The particle size is not more than 60mm, the non-uniformity coefficient Cu is not less than 5, and the curvature coefficient Cc=1-3.
Further, blind ditches are arranged in the platform, and the blind ditches are broken stone blind ditches.
Further, a water-resisting layer is arranged on one side close to the top of the slope protection retaining wall.
Further, the side slope body broken stone foundation comprises broken stone not smaller than 90cm and a geogrid.
Compared with the prior art, the utility model has the beneficial effects that:
1. the construction method can effectively simplify the construction process of the traditional large-area permeable layer, reduce the construction workload, improve the operation efficiency, reduce the construction cost, and is economical and practical.
2. Compared with the common traditional filling slope. The high-bare reinforced slope structure formed by overlapping reinforced slope bodies with more than one level is filled in the slope structure, the slope rate of the high-filled slope is steeped, the occupied area is reduced, the filling amount is greatly reduced, the construction cost is reduced, and the disturbance to the surrounding environment is reduced.
3. According to the drainage structure adopted by the utility model, the geotextile protective layer has the triple functions of stress buffering, deformation coordination and filtering, and the coarse-grain (crushed stone) permeable layer is specially used for carrying out drainage, so that compared with the conventional crushed stone layer, the special graded crushed stone matched with the filling permeability coefficient function can reduce the time for retaining water in the interior of the slope body, is more suitable for low-permeability soft rock soil, and is reliable and stable, and good in use effect. In the past, two situations exist in the drainage arrangement in the filling body: the particle size of the crushed stone is larger, the grading is not adapted, although the permeability is good, the water is difficult to break through the crushed stone layer, so that the water is retained, when the water breaks through the infiltration peak of the crushed stone layer to reach the crushed stone layer, the water can directly pass through the crushed stone layer to reach the next soil layer of the crushed layer, transverse drainage cannot be formed, the drainage effect is poor, the phenomenon is more obvious under the condition of low soil permeability coefficient, the drainage effect is greatly reduced, and even negative phenomena of drainage obstruction, non-drainage, water retention and the like can occur; b. when the stones are in shortage, the drainage in the filling body is directly omitted, the drainage burden on the top surface of the filling body is increased by phase change, and the risk of slope water accumulation and instability is increased. The utility model can ensure smooth drainage in the slope body and solve the problem of unsmooth drainage of soft rock soil serving as filler.
Drawings
FIG. 1 is a schematic diagram of an internal drainage structure of a high-fill ribbed slope according to an embodiment;
FIG. 2 is an enlarged schematic view of the plane A in FIG. 1;
FIG. 3 is an enlarged schematic view of the plane B in FIG. 1;
FIG. 4 is an enlarged schematic view of the cross-sectional structure of the graded crushed stone drainage layer;
FIG. 5 is a schematic diagram showing the construction of an embodiment graded crushed stone drainage layer in detail;
in the figure: 1. slope, 2, rubble drainage layer, 3, platform, 4, side slope body rubble basis, 5, geogrid, 6, geotechnical bag, 7, steel mesh face, 8, bank protection retaining wall, 9, connecting rod, 10, retaining wall concrete basis, 11, three-way geogrid, 12, water-proof layer, 13, geotechnical fabric, 14, the filling layer.
Detailed Description
The following description of the embodiments of the present utility model will be made clearly and completely with reference to the accompanying drawings, in which it is apparent that the embodiments described are only some embodiments of the present utility model, but not all embodiments.
Example 1
The high-filling reinforced slope internal drainage structure as shown in fig. 1 comprises reinforced slope bodies 1, wherein the reinforced slope bodies 1 comprise multi-stage slope bodies and reinforced soil retaining walls 8 at the lower parts of the slope bodies, and each stage of slope body is provided with a paved work grid 5 and reinforced; the water drainage layer 2 is arranged at the bottom of each grade of slope body, the platform 3 is arranged in each grade of slope body, the blind ditch is arranged in the platform, the water drainage layer level of the upper grade slope is slightly higher than that of the lower grade slope platform, the blind ditch is arranged in the platform, and the reinforced soil edge at the lower part of the bottommost grade slope body is provided with the slope retaining wall 8. Each layer of geogrid extension is reversely wrapped by a steel mesh panel 7 and a geotechnical bag 6, and vegetation which is suitable for local climate is planted on the slope surface by using the geotechnical bag.
Specifically, one deck drainage layer 2 is laid to first level slope body bottom, sets up the revetment retaining wall 8 at first level slope edge i.e. multistage side slope body toe department, adds at the former ground of bottom and builds the slope body rubble basis 4, fills at the top of first level slope and builds the second level slope body, and the outward flange of first level slope body is equipped with platform 3, and platform 3 sets up the blind ditch. The water drainage layer 2 with the same thickness is paved at the bottom of the second-stage slope body, the horizontal height of the water drainage layer 2 of the second side slope is 10cm higher than that of the first-stage slope platform, the water barrier is arranged on one side close to the top of the slope protection retaining wall 8 in an alternating paving mode.
The reinforced gravel foundation 4 at the bottom of the side slope body is filled with graded gravel not smaller than 90cm, and the thickness of the reinforced gravel foundation 4 in the example is 90cm.
Example 2
The utility model provides a high slope internal drainage structure that fills, includes the slope body of filling, the slope body of filling is graded to add the native grill 5 of shop, form the slope body of filling, every layer of geogrid epitaxy all carries out the anti-package with steel mesh panel 7 and geotechnique's bag 6 and handles, utilize geotechnique's bag to plant the vegetation that suits with local climate on the slope surface, and lay one deck drainage layer 2 in first level bottommost face, set up slope retaining wall 8 at first level side slope edge i.e. multistage slope body toe department, add the foundation 4 of shop slope body rubble on the former ground of bottom, fill the second grade slope body at the top of first level side slope, the outward flange of first level slope body is equipped with platform 3, platform 3 sets up the blind ditch. The water drainage layer 2 with the same thickness is paved at the bottom of the second-stage slope body, the horizontal height of the water drainage layer 2 of the second side slope is 10cm higher than that of the first-stage slope platform, the water barrier is arranged on one side close to the top of the slope protection retaining wall 8 in an alternating paving mode.
The vegetation is suitable for local climate, the root system of the vegetation is not excessively developed, the local evergreen herbaceous plants are mainly used, the planting modes are various, and grass seeds can be pre-buried in the geotechnical bags 6, transplanted on site and the like.
The height of the reinforced side slope body is not less than 20m, and the slope rate of the reinforced side slope body is 1:0.5, the reinforced slope body is set to be a first-level slope of every 8m, the platform 3 between two adjacent reinforced slope bodies is set to be 1.5 m-2 m, and the platform 3 of the embodiment is set to be 1.5m.
The original ground is excavated, leveled and compacted, the foundation bearing capacity of the foundation is improved, slope gravel foundations 4 with the thickness of 0.9m are paved on the ground after the leveling and compaction, the foundation 10 of the foot-protecting retaining wall is poured on the slope gravel foundations 4, the retaining wall is built according to the general vertical gravity type retaining wall, and the total height of the retaining wall 8 is 3m. And paving reinforced soil on the gravel foundation to compact each layer of geogrid filling road roller, and starting to fill a first-stage side slope body after the filling thickness is leveled with the top of the retaining wall 8, wherein each stage of side slope body comprises 0.5m graded gravel drainage layer 2 and 8m geogrid reinforced filling soil, each layer of filling soil is compacted to be more than or equal to 93 percent (the minimum compaction requirement of 93 percent) with the road roller according to the requirement, and three-stage side slopes are paved alternately, wherein the filling thickness of each layer of the first-stage side slope body, namely the spacing of each layer of the geogrid 5, is more than or equal to 0.3m, and the spacing of the geogrid 5 in the embodiment is 0.3m, and the filling thickness of each layer of the second-stage side slope body and the third-stage side slope body is 0.5m.
As shown in fig. 2, the foundation 10 of the slope protection retaining wall 8 is poured with gravel concrete. The revetment retaining wall is made of rubble concrete, and a water-resisting layer 12 is paved behind the retaining wall and can be directly filled with broken stone with larger grain size.
As shown in fig. 4 and 5, the drainage layer 2 is a graded crushed stone drainage layer, and crushed stone d is required to be crushed stone contained in the graded crushed stone drainage layer 10 Particle diameter of 1-2 mm, d 50 Particle diameter of 20mm, d max The particle size is not more than 60mm, 50mm is adopted in the embodiment, the non-uniformity coefficient Cu is not less than 5, and the curvature coefficient Cc=1-3. And a filling layer 14 is paved on the upper and lower surfaces of the graded broken stone drainage layer 2, and a geotextile 13 is paved at the joint of the filling layer and the filling layer, wherein the specification of the geotextile 13 is not less than 300g/m 2 The tensile strength is not less than 6kN/m, and the permeability coefficient is 5 multiplied by 10 -3 cm/s～5×10 -1 cm/s, in particular, the geotextile 13 has a saturation permeability coefficient not greater than that of the crushed stone drainage layer 2, such as that of corresponding geotextile, can be of the order of 5-15 cm in thicknessAnd well-mixed sand is used for replacing the sand.
As shown in fig. 3, three-way geogrid 11 and geotechnical bags 6 are used for carrying out reverse wrapping treatment on each layer of geogrid extension at the edge of a side slope body, a slope surface is protected by a steel mesh panel 7, the steel mesh panel 7 is bent into an acute angle according to the slope, the acute angle is valued at the slope of the side slope, one surface of the panel protects the slope, the other surface is connected with the three-way geogrid 11, the geotechnical bags are piled and pressed on the connection area of the geogrid and the panel, and seeds such as grass seeds which are suitable for the local climate are pre-planted in the geotechnical bags in advance. The two adjacent sections of geogrids are connected by the connecting rod 9, the tail end of one section of geogrid is overlapped with the starting end of the other section of geogrid, the two sections of geogrids are connected by the connecting rod penetrating through the holes of the geogrid at the overlapped part, and the length of the connecting rod is equal to the width of the geogrid.
The high-fill reinforced slope internal drainage structure ensures the stability of high-steep slopes, saves the land area, reduces the construction cost, and simultaneously better utilizes project excavation spoil.
The utility model provides a high fill reinforcement side slope inside drainage structures, including filling the side slope body, fill the side slope body and add the one-way geogrid of spreading in grades and add the muscle, form and add the side slope body, every layer of geogrid epitaxy all carries out the anti-package with steel mesh panel 7 and geotechnique bag 6 and handles, utilize geotechnique bag to plant the vegetation that suits with local climate on the side slope face, and lay one deck drainage layer 2 in first level bottommost face, set up slope protection wall 8 at first level side slope edge i.e. multistage side slope body toe department, add the foundation 4 of laying the broken stone of the slope body in the former ground of bottom, fill the second level slope body at the top of first level side slope, the outward flange of first level slope body is equipped with platform 3, platform 3 sets up the blind ditch. The water drainage layer 2 with the same thickness is paved at the bottom of the second-stage slope body, the horizontal height of the water drainage layer 2 of the second side slope is 10cm higher than that of the first-stage slope platform, the water barrier is arranged on one side close to the top of the slope protection retaining wall 8 in an alternating paving mode.
The vegetation should be suitable for local climate, the root system should not be too developed, the local evergreen herbaceous plants should be mainly used, the planting mode is various, the grass seeds can be pre-buried in the geotechnical bags 6, the field transplanting and the like can be adopted, and the field transplanting turf is adopted in the embodiment.
The height of the reinforced side slope body is not less than 20m, and the slope rate of the reinforced side slope body is 1:0.75, the reinforcement side slope height is every 8m ~10m, and every level side slope of this example is 10m one-level side slope, adjacent two between the reinforcement side slope 3 set up to 1.5m ~2m, the platform 3 of this embodiment sets up to 2m.
The original ground is excavated, leveled and compacted, the foundation bearing capacity is improved, slope body broken stone foundations 4 with the length of 1m are paved on the ground after the leveling and compaction, the slope body broken stone foundations 4 are poured into the foundations 10 of the foot-protecting retaining wall, the retaining wall is built according to the general vertical gravity type retaining wall, and the total height of the retaining wall 8 is 3m. And paving reinforced soil on the gravel foundation to compact each layer of geogrid filling road roller, and starting to fill a first-stage side slope body after the filling thickness is leveled with the top of the retaining wall 8, wherein each stage of side slope body comprises 0.5m graded gravel drainage layer 2 and 10m geogrid reinforced filling soil, each layer of filling soil is compacted to a preset compaction degree of more than or equal to 95% by the road roller according to the requirement, three-stage side slopes are paved alternately, wherein the filling thickness of each layer of the first-stage side slope body, namely the spacing of each layer of geogrid 5 is more than or equal to 0.3m, the spacing of geogrid 5 in the embodiment is 0.3m, and the filling thickness of each layer of the second-stage side slope body and the third-stage side slope body is 0.5m.
As another preferred embodiment, the blind drain is a general gravel blind drain of 100cm×50cm (a flat widened blind drain correspondingly widened); the drainage layer is equal to the length of each stage of reinforcement.
As shown in fig. 2, the foundation 10 of the slope protection retaining wall 8 is poured with gravel concrete. The revetment retaining wall is made of rubble concrete, and a water-resisting layer 12 is paved behind the retaining wall and can be directly filled with broken stone with larger grain size.
As shown in fig. 4 and 5, the drainage layer 2 is a graded crushed stone drainage layer, and crushed stone d is required to be crushed stone contained in the graded crushed stone drainage layer 10 Particle diameter of 1-2 mm, d 50 Particle diameter of 20mm, d max The particle diameter is not more than 60mm, the embodiment adopts 40mm, the non-uniformity coefficient Cu is not less than 5, and the curvature coefficient Cc=1 to 3. And the upper and lower surfaces of the graded broken stone drainage layer 2 are provided with a filling layer 14, and a geotextile 13 is paved at the joint of the filling layer and the filling layer, wherein the specification of the geotextile 13 is not less than 300g/m 2 The tensile strength is not less than 6kN/m, and the permeability coefficient is 5 multiplied by 10 -3 cm/s～5×10 -1 The saturation permeability coefficient of the geotextile 13 is not larger than that of the crushed stone drainage layer 2, and the geotextile can be replaced by sand with good grading and thickness of 5-15 cm, and the geotextile adopts sand with good grading and thickness of 10 cm.
As shown in fig. 3, three-way geogrid 11 and geotechnical bags 6 are used for carrying out reverse wrapping treatment on each layer of geogrid extension at the edge of a side slope body, a slope surface is protected by a steel mesh panel 7, the steel mesh panel 7 is bent into an acute angle according to the slope, the acute angle is valued at the slope of the side slope, one surface of the panel protects the slope, the other surface is connected with the three-way geogrid 11, the geotechnical bags are piled and pressed on the connection area of the geogrid and the panel, and seeds such as grass seeds which are suitable for the local climate are pre-planted in the geotechnical bags in advance. The two adjacent sections of geogrids are connected by the connecting rod 9, the tail end of one section of geogrid is overlapped with the starting end of the other section of geogrid, the two sections of geogrids are connected by the connecting rod penetrating through the holes of the geogrid at the overlapped part, and the length of the connecting rod is equal to the width of the geogrid.
The utility model relates to a soft rock filler high-filling reinforced soil slope inner drainage structure, which adopts a graded reinforced structure to graded reinforced the high-large slope according to a certain height of each grade, and a specific broken stone drainage structure is arranged at the bottom of each grade of slope, and d is as for broken stone soil 10 Is the critical particle diameter d 50 Is the boundary grain diameter, increases d 50 And the particle diameter is smaller than that, the permeability coefficient is increased, and d is increased 50 With the above particle size, permeability coefficient is reduced, and stone d is crushed 10 Particle size not less than 1mm, d 50 Particle diameter is not less than 20mm, d max The grain diameter is not more than 60mm, the non-uniformity coefficient Cu is not less than 5, the curvature coefficient Cc=1-3, compared with the prior similar engineering, the grading limit of the crushed stone of the drainage crushed stone layer is very wide, the maximum grain diameter of the crushed stone can reach 30cm, the grading limit has no obvious influence on the soil side slope with good permeability, and the drainage is realizedObvious capillary barrier phenomenon can not appear between the water layer and the filling layer, but for the soil body with poor engineering property and low permeability, the influence is obvious, and the capillary barrier phenomenon is easy to appear between the coarse grain drainage layer and the fine grain filling soil, so that the effect of the drainage layer is reduced, and drainage is even hindered when serious. The special graded broken stone drainage layer can effectively reduce capillary barrier effect, timely drain water from rainfall infiltration, ground water infiltration and the like to each stage, effectively prevent capillary rising of underground water, and meanwhile, the excellent engineering property of the special graded broken stone drainage layer can have a certain reinforcing effect on a side slope, ensure the stability of soft rock soil with low permeability as a high and large reinforced soil side slope, and have remarkable effect on the utilization of low-permeability soil body of soft rock including phyllite as reinforced soil filler.
The above description is only of the preferred embodiments of the present utility model, and is not intended to limit the utility model in any way, and those skilled in the art can make a few simple modifications, equivalent variations or modifications using the technical disclosure described above, all falling within the scope of the present utility model.
Claims (10)
1. The utility model provides a high fill adds inside drainage structures of muscle side slope, its characterized in that: comprises a reinforced side slope body (1), wherein the reinforced side slope body (1) comprises a multi-stage slope body; adding an earthwork grille (5) on each grade of slope body; a drainage layer (2) and a platform (3) are arranged at the bottom of each grade of slope body, and blind ditches are arranged in the platform (3); the water drainage layer (2) of the upper-stage side slope is higher than the lower-stage side slope platform (3) in horizontal height, the reinforced soil edge of the lower part of the bottommost-stage side slope body is provided with a slope protection retaining wall (8), and the rear filling soil of the slope protection retaining wall (8) is geogrid reinforced soil.
2. The high fill reinforcement slope internal drainage structure of claim 1, wherein: a side slope body broken stone foundation (4) is paved below the reinforced side slope body (1).
3. The high fill reinforcement slope internal drainage structure of claim 1, wherein: the height of the reinforced side slope body (1) is not less than 20m, and the slope rate of the reinforced side slope body (1) is 1: n, n=0.5 to 0.75.
4. The high fill reinforcement slope internal drainage structure of claim 1, wherein: the height of each grade of slope body is 8-10 m, and the width of the platform (3) is 1.5-2 m.
5. The high fill reinforcement slope internal drainage structure of claim 1, wherein: the geogrid extension of each layer of the side slope body is subjected to reverse wrapping treatment by using a steel mesh panel (7), a geotechnical bag (6), a three-way geogrid (11) and a connecting rod (9).
6. The high fill reinforcement slope internal drainage structure of claim 1, wherein: the spacing between layers of the geogrid (5) is more than or equal to 30cm.
7. The high fill reinforcement slope internal drainage structure of claim 1, wherein: the drainage layer (2) is a graded broken stone drainage layer with the thickness of more than or equal to 50cm, and geotextile (13) is paved at the joint of the upper surface and the lower surface of the drainage layer (2) and the filling soil.
8. The high fill reinforcement slope internal drainage structure of claim 1, wherein: the drainage layer (2) graded broken stone requires broken stone d 10 Particle diameter of 1-2 mm, d 50 Particle diameter of 20mm, d max The particle size is not more than 60mm, the non-uniformity coefficient Cu is not less than 5, and the curvature coefficient Cc=1-3.
9. The high fill reinforcement slope internal drainage structure of claim 1, wherein: and blind ditches are arranged in the platform (3) and are gravel blind ditches.
10. The high fill reinforcement slope internal drainage structure of claim 2, wherein: the side slope body broken stone foundation (4) comprises broken stone not smaller than 90cm and a geogrid.
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| CN202223045646.0U CN219386351U (en) | 2022-11-16 | 2022-11-16 | High-filling reinforced slope internal drainage structure |
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