Rock-fill embankment structure
By introducing reinforcement structures and layered drainage design into the rockfill embankment, the problems of filler particle loss and poor drainage were solved, improving the stability and drainage performance of the embankment and reducing maintenance costs.
Patent Information
- Authority / Receiving Office
- CN · China
- Patent Type
- Utility models(China)
- Current Assignee / Owner
- MCC COMM CONSTR GRP CO LTD
- Filing Date
- 2025-05-09
- Publication Date
- 2026-06-02
AI Technical Summary
In existing technologies, rockfill embankments suffer from the loss of fine particles due to traffic loads and rainwater during long-term operation, leading to structural damage, increased maintenance costs, and poor drainage.
By adopting an interlayer reinforcement structure and a layered drainage design, reinforcement components are set between adjacent filler layers and drainage structures are set in each filler layer to enhance connection stability and achieve layered drainage.
It effectively prevents the loss of filler particles, improves the overall stability and drainage efficiency of the embankment, and reduces the cost of later maintenance.
Smart Images
Figure CN224313982U_ABST
Abstract
Description
Technical Field
[0001] This utility model relates to the field of isolation and protection construction technology, specifically to a rock-filled embankment structure. Background Technology
[0002] Embankments are typically divided into upper embankments and lower embankments. The upper embankment refers to the fill portion within 80-150cm below the road surface, while the lower embankment refers to the fill portion below the upper embankment. Using rockfill embankments not only overcomes the disadvantage of large settlement in earthen subgrades but also allows for the use of locally sourced materials, resulting in significant economic benefits. In current technology, embankment fill materials for road engineering often use sandy soil, cohesive soil, or gravelly soil, with gravelly soil frequently used for lower embankment construction.
[0003] The density of rockfill embankments and the control of uneven deformation in structural parts are key to controlling the quality of rockfill embankments. Furthermore, during long-term road operation, vibrations caused by traffic loads or rainwater can gradually cause moisture changes within the rockfill embankment, leading to the gradual loss of fine particles, damaging the original structure, and causing changes in stiffness and strength. Ultimately, this significantly increases the maintenance cost of the embankment. Utility Model Content
[0004] This utility model was developed to solve the aforementioned technical problems. Its purpose is to provide a rockfill embankment structure that solves the problems of filler particle loss and poor drainage through interlayer reinforcement structure and layered drainage design.
[0005] To achieve the above objectives, this utility model provides a rockfill embankment structure, comprising: 1. a rockfill embankment structure, characterized in that it includes: an upper embankment and a lower embankment, a plurality of filler layers disposed within the lower embankment, a drainage structure disposed on one side of the lower embankment, and a reinforcement structure disposed between two adjacent filler layers; wherein...
[0006] The reinforcement structure enhances the connection between adjacent filler layers.
[0007] The drainage structure is set up corresponding to each layer of filler material, and drains water from each layer of filler material.
[0008] Preferably, the reinforcing structure comprises: a plurality of interconnected frames; wherein,
[0009] The frame includes: a plurality of horizontal long plates, a connecting groove disposed between two adjacent horizontal long plates, a vertical short plate disposed within the connecting groove, and an oblique support plate disposed between adjacent vertical short plates; wherein,
[0010] The frame is filled with filler.
[0011] Preferably, the drainage structure includes: an inclined retaining wall and a plurality of drainage pipes inserted within the inclined retaining wall, wherein,
[0012] The drainage pipes are installed in correspondence with the filler layers, and each filler layer is connected to a corresponding drainage pipe.
[0013] Preferably, a non-woven geotextile is provided between the upper embankment and the lower embankment.
[0014] Preferably, the filler material is crushed stone soil.
[0015] Preferably, the layer thickness of the filler layer is no more than 40 cm.
[0016] Preferably, the strength of the stones in the filler is not less than 20 MPa.
[0017] Preferably, the maximum particle size of the stones does not exceed 2 / 3 of the compacted thickness of the filler.
[0018] Preferably, when the fill height of the outer slope of the inclined retaining wall is less than 5 meters, the thickness of the embankment of the slope is 0.8 to 1.2 meters;
[0019] When the fill height of the slope is 5 to 12 meters, the thickness of the slope embankment is 1.3 to 1.6 meters;
[0020] When the fill height of the slope is greater than or equal to 12 meters, the thickness of the slope embankment is 1.8 to 2.1 meters.
[0021] Preferably, the slope embankment is constructed using stones with a strength of not less than 30 MPa, and the minimum size of the stones is not less than 30 cm.
[0022] Based on the above description and practice, the rockfill embankment structure of this utility model is simple in composition. Firstly, during layered filling, reinforcing components are added between adjacent filling layers to maintain the overall stability of the lower embankment. Secondly, a drainage structure is provided on one side of the lower embankment, with each drainage structure connected to a different filling layer. This avoids the problem of insufficient drainage capacity of the lower embankment after the addition of reinforcing components, ensuring smooth drainage and thus reducing overall maintenance costs. Attached Figure Description
[0023] Figure 1 This is a cross-sectional view of a rockfill embankment structure according to one embodiment of the present invention.
[0024] Figure 2 This is a schematic diagram of the reinforcement structure involved in one embodiment of the present utility model.
[0025] The attached figures are labeled as follows:
[0026] 1. Upper embankment; 2. Lower embankment; 3. Fill material; 4. Reinforcement structure; 5. Inclined retaining wall; 6. Drainage pipeline; 7. Horizontal long plate; 8. Vertical short plate; 9. Inclined support plate. Detailed Implementation
[0027] Exemplary embodiments will now be described more fully with reference to the accompanying drawings. However, exemplary embodiments can be implemented in many forms and should not be construed as limited to the examples set forth herein; rather, these embodiments are provided so that this disclosure will be more comprehensive and complete, and will fully convey the concept of exemplary embodiments to those skilled in the art. The described features, structures, or characteristics may be combined in any suitable manner in one or more embodiments.
[0028] Furthermore, the accompanying drawings are merely illustrative of this disclosure and are not necessarily drawn to scale. The same reference numerals in the drawings denote the same or similar parts, and therefore repeated descriptions of them will be omitted. It should be noted that in this disclosure, the terms "comprising," "configured with," and "set in" are used to indicate an open-ended inclusion, meaning that additional elements / components / etc. may exist besides those listed; the terms "first," "second," etc., are used only as labels and are not intended to limit the number or order of objects; the terms "center," "upper," "lower," "left," "right," "vertical," "horizontal," "inner," and "outer," etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings, and are only for the convenience of describing this utility model and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation, and therefore should not be construed as a limitation of this utility model.
[0029] Unless otherwise expressly specified and limited, the terms "installation," "connection," and "linking" should be interpreted broadly. For example, they can refer to fixed connections, detachable connections, or integral connections; they can refer to mechanical connections or electrical connections; they can refer to direct connections or indirect connections through an intermediate medium; and they can refer to the internal connection between two components. Those skilled in the art can understand the specific meaning of the above terms in this utility model based on the specific circumstances.
[0030] In view of the problems of filler particle loss and poor drainage in the traditional embankment structure mentioned above, this utility model proposes a rock-filled embankment structure.
[0031] The specific embodiments of this utility model will be described in detail below with reference to the accompanying drawings.
[0032] This embodiment discloses a rock-filled embankment structure. Figure 1 The cross-sectional structure of the rockfill embankment is shown. Figure 2 The specific structure of the reinforcement structure involved in the rockfill embankment structure is shown.
[0033] Please refer to Figures 1 to 2 The rockfill embankment structure of this utility model includes: an upper embankment 1 and a lower embankment 2, several filling layers disposed within the lower embankment 2, a drainage structure disposed on one side of the lower embankment 2, and a reinforcement structure 4 disposed between adjacent filling layers. The reinforcement structure 4 enhances the connection between adjacent filling layers. The drainage structure is correspondingly disposed to each filling layer, draining water from each layer to achieve layered drainage. The upper embankment 1 is the top-level subgrade, directly bearing vehicle loads, and is constructed using well-graded crushed stone. The lower embankment 2 is the bottom-level structure, primarily responsible for load transfer and foundation stability, with its internal filling material 3 laid in layers. After each layer of filling material 3 is laid, a relatively thin reinforcement component is added between adjacent layers, and fine stones are filled within the reinforcement component to increase the stability between adjacent filling layers and effectively prevent the easy loss of fine particles from the rockfill embankment. Furthermore, to avoid a decrease in the drainage performance of the rockfill embankment after the addition of the reinforcement component, a drainage structure is provided to achieve layered drainage.
[0034] Furthermore, the reinforcement structure 4 includes several interconnected frames; each frame includes several transverse long plates 7, connecting grooves between two adjacent transverse long plates 7, vertical short plates 8 within the connecting grooves, and diagonal support plates 9 between adjacent vertical short plates 8; the frames contain filler material 3. The added frames maintain the stability of fine particles within the rockfill embankment, thereby reducing subsequent maintenance costs. The transverse long plates 7 prevent lateral displacement of the filler material 3, while the vertical short plates 8 form a vertical support frame, enhancing the overall integrity of the frames and limiting the vertical compressive deformation of the filler material 3. The diagonal support plates 9 improve the shear resistance of the frames, preventing deformation under lateral pressure.
[0035] Furthermore, the drainage structure includes: an inclined retaining wall 5 and several drainage pipes 6, wherein the drainage pipes 6 are inserted inside the inclined retaining wall 5; each drainage pipe 6 is connected to a different filling layer of the lower embankment 2. An inclined retaining wall 5 is installed at the slope, and drainage pipes are inserted into the inclined retaining wall 5 relative to each layer of filling material 3 to form good drainage. The inclined retaining wall 5 has an inclination angle of 10° to 15°, is made of concrete, and serves both as slope protection and a drainage channel. In this embodiment, the drainage pipes 6 are made of PVC material with a diameter of 100mm. The drainage pipes 6 are arranged laterally along different filling layers, with one pipe corresponding to each layer. The pipe openings are wrapped with permeable geotextile to prevent clogging and achieve layered drainage. The number of drainage pipes 6 is set to match the number of filling layers, with one drainage pipe corresponding to each layer of filling material 3. The pipe openings extend to the drainage ditch outside the roadbed, ensuring that water from each layer can be discharged independently, solving the problems of particle loss and poor drainage in the rockfill embankment.
[0036] Furthermore, a non-woven geotextile is installed between the upper embankment 1 and the lower embankment 2. The non-woven geotextile can isolate the upper and lower embankments 2, prevent fine particles from seeping into the lower layer, and at the same time allow water to pass through, avoiding water accumulation between layers. The joints of the non-woven geotextile are fixed with U-shaped nails to ensure airtightness.
[0037] Furthermore, filler 3 uses crushed stone soil, with each layer of filler not exceeding 40cm in thickness. The strength of the stones in filler 3 is not less than 20MPa; the maximum particle size of the stones does not exceed 2 / 3 of the compacted layer thickness to balance permeability and density. In practical application, when constructing a rockfill embankment, stones are laid horizontally layer by layer, with each layer not exceeding 40cm in thickness, and reinforcing components are laid between adjacent layers. Specifically, during the filling process, before filling the roadbed, a grid is first marked with lime lines. The grid is divided horizontally from the centerline according to the width of the roadbed. The area of each square is calculated based on the width of the roadbed, and the bottom layer of filler 3 is laid. On the basis of the bottom layer of filler 3, a horizontal long board 7 is laid between adjacent layers and fixed using vertical short boards 8 and diagonal support plates 9. The strength of the stone in each layer of filler 3 should not be less than 20MPa. The maximum particle size of the stone should not exceed 2 / 3 of the compacted thickness of each layer of filler. The stones should be placed stably with the larger surface facing down and closely packed together. All gaps and reinforcement components should be filled with small stones or stone chips.
[0038] Furthermore, during the filling process, the slope is constructed using hard stone masonry. When the fill height is less than 5 meters, the masonry thickness is 0.8–1.2 meters; when the fill height is 5–12 meters, the masonry thickness is 1.3–1.6 meters; and when the fill height is greater than or equal to 12 meters, the masonry thickness is 1.8–2.1 meters. The slope masonry should use non-weatherable stone with a strength not exceeding 30 MPa. The minimum size of the masonry stones should not be less than 30 cm, and the stones should be regular in shape. An inclined retaining wall 5 is installed on the outer side of the slope after masonry, and a drainage structure is added. The slope masonry is constructed using a plumb line to prevent unevenness and ensure a smooth line. The slope masonry is carried out simultaneously with the roadbed filling to prevent masonry from being too high or too low, which would result in insufficient slope compaction to meet design requirements. Within 40 cm below the roadbed bottom surface, the particle size of filler 3 should not exceed 15 cm, and the maximum particle size of roadbed filler 3 should not exceed 10 cm. Oversized stones should be crushed to ensure the filler 3 particles meet the requirements. When compacting a rockfill embankment with a vibratory roller, continue to fill the gaps with small stones or stone chips until the top surface of the compacted layer is stable, no longer sinks, the stones are tightly packed, and the surface is flat.
[0039] In summary, this utility model, by using layered filling as a foundation and combining interlayer reinforcement and layered drainage design, achieves overall performance improvement and comprehensively solves the problems of particle loss, low drainage efficiency and insufficient slope stability of traditional rockfill embankments.
[0040] It will be apparent to those skilled in the art that this invention is not limited to the details of the exemplary embodiments described above, and that it can be implemented in other specific forms without departing from the spirit or essential characteristics of this invention. Therefore, the embodiments should be considered illustrative and non-limiting in all respects, and the scope of this invention is defined by the appended claims rather than the foregoing description. Thus, it is intended that all variations falling within the meaning and scope of equivalents of the claims be included within this invention. No reference numerals in the claims should be construed as limiting the scope of the claims.
Claims
1. A rock-filled embankment structure, characterized in that, include: The upper embankment and the lower embankment, several filler layers set within the lower embankment, a drainage structure set on one side of the lower embankment, and a reinforcement structure set between two adjacent filler layers; wherein, The reinforcement structure enhances the connection between adjacent filler layers. The drainage structure is set up corresponding to each layer of filler material, and drains water from each layer of filler material.
2. The rock-filled embankment structure as described in claim 1, characterized in that, The reinforcement structure includes: a plurality of interconnected frames; wherein... The frame includes: a plurality of horizontal long plates, a connecting groove disposed between two adjacent horizontal long plates, a vertical short plate disposed within the connecting groove, and an oblique support plate disposed between adjacent vertical short plates; wherein, The frame is filled with filler.
3. The rock-filled embankment structure as described in claim 1, characterized in that, The drainage structure includes: an inclined retaining wall and several drainage pipes inserted within the inclined retaining wall, wherein, The drainage pipes are installed in correspondence with the filler layers, and each filler layer is connected to a corresponding drainage pipe.
4. The rock-filled embankment structure as described in claim 1, characterized in that, A non-woven geotextile is installed between the upper embankment and the lower embankment.
5. The rock-filled embankment structure as described in claim 2, characterized in that, The filler material is crushed stone soil.
6. The rock-filled embankment structure as described in claim 1, characterized in that, The layer thickness of the filler layer is no more than 40cm.
7. The rock-filled embankment structure as described in claim 5, characterized in that, The strength of the stones in the filler is not less than 20 MPa.
8. The rock-filled embankment structure as described in claim 7, characterized in that, The maximum particle size of the stones shall not exceed 2 / 3 of the compacted thickness of the filler.
9. The rock-filled embankment structure as described in claim 3, characterized in that, When the fill height of the outer slope of the inclined retaining wall is less than 5 meters, the thickness of the embankment of the slope is 0.8 to 1.2 meters. When the fill height of the slope is 5 to 12 meters, the thickness of the slope embankment is 1.3 to 1.6 meters; When the fill height of the slope is greater than or equal to 12 meters, the thickness of the slope embankment is 1.8 to 2.1 meters.
10. The rock-filled embankment structure as described in claim 9, characterized in that, The slope is constructed using stones with a strength of not less than 30 MPa, and the minimum size of the stones is not less than 30 cm.