CN220099943U - Carbonaceous rock slope district embankment antiskid structure - Google Patents
Carbonaceous rock slope district embankment antiskid structure Download PDFInfo
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- CN220099943U CN220099943U CN202321460528.8U CN202321460528U CN220099943U CN 220099943 U CN220099943 U CN 220099943U CN 202321460528 U CN202321460528 U CN 202321460528U CN 220099943 U CN220099943 U CN 220099943U
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- embankment
- slope
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- carbonaceous rock
- pile
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- 239000011435 rock Substances 0.000 title claims abstract description 62
- 238000004873 anchoring Methods 0.000 claims abstract description 42
- 206010008190 Cerebrovascular accident Diseases 0.000 claims abstract description 4
- 208000006011 Stroke Diseases 0.000 claims abstract description 4
- 239000011150 reinforced concrete Substances 0.000 claims description 4
- 238000010276 construction Methods 0.000 abstract description 9
- 230000007613 environmental effect Effects 0.000 abstract description 2
- 230000002349 favourable effect Effects 0.000 abstract description 2
- 239000010410 layer Substances 0.000 description 12
- 239000002689 soil Substances 0.000 description 10
- 239000011229 interlayer Substances 0.000 description 9
- 238000009412 basement excavation Methods 0.000 description 7
- 239000004927 clay Substances 0.000 description 4
- 238000000034 method Methods 0.000 description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 3
- 238000005452 bending Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 2
- 238000004939 coking Methods 0.000 description 2
- 230000007547 defect Effects 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 238000009933 burial Methods 0.000 description 1
- 238000004140 cleaning Methods 0.000 description 1
- 239000004567 concrete Substances 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000012530 fluid Substances 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
- 230000003993 interaction Effects 0.000 description 1
- 230000035699 permeability Effects 0.000 description 1
- 239000012466 permeate Substances 0.000 description 1
- 239000009700 ping-tang Substances 0.000 description 1
- 229920006395 saturated elastomer Polymers 0.000 description 1
- 230000035945 sensitivity Effects 0.000 description 1
- 239000002344 surface layer Substances 0.000 description 1
- 239000002352 surface water Substances 0.000 description 1
Classifications
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
- Y02A10/23—Dune restoration or creation; Cliff stabilisation
Landscapes
- Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
Abstract
The utility model belongs to the technical field of geotechnical engineering, and particularly discloses an anti-skid structure for a embankment in a carbonaceous rock slope area. The anti-skid structure comprises a embankment positioned on a carbonaceous rock slope, wherein a plurality of anchor piles are arranged at the left side slope foot of the embankment along the length direction at intervals, the anchor piles are vertically arranged, the lower ends of the anchor piles extend into strong-medium weathered carbonaceous rock of the slope, the upper ends of the anchor piles extend out of the top surface of the slope foot of the embankment, and the upper ends of the anchor piles are connected through crown beams; each anchoring pile is correspondingly provided with an anchor rope, the outer end of the anchor rope is anchored on the pile body at the upper part of the anchoring pile, and the inner end of the anchor rope is inclined to the right lower side and extends into the strong-apoplexy carbonized rock; and the outer sides of the left side toe and the right side toe of the embankment are respectively provided with a drainage ditch along the length direction of the toe. Through this antiskid structure, need not to excavate the foundation ditch when being under construction, can directly fill up the road bed above former ground, not only can avoid the landslide, collapse etc. phenomenon that deep basal pit arouses, still be favorable to the environmental protection, construction is safer.
Description
[ field of technology ]
The utility model relates to the technical field of geotechnical engineering, in particular to a embankment anti-skid structure in a carbonaceous rock slope area.
[ background Art ]
The carbonaceous rock is a special rock with strong water sensitivity, coarse-grained soil or a stacking body with certain thickness is generally distributed on the surface layer of a slope area of the carbonaceous rock, the soil layer is hard on the upper part and soft on the lower part, the coarse-grained soil or the stacking body is strong-medium weathered carbonaceous rock under the coarse-grained soil or the stacking body, the coarse-grained soil or the stacking body has good water permeability, and surface water permeates into the top of the strong-medium weathered carbonaceous rock after rainfall to disintegrate and soften the top of the strong-medium weathered carbonaceous rock, so that a laminar-soft plastic water-proof clay layer is formed at the soil-rock interface, the clay layer has high water content and is in a saturated state, the physical and mechanical properties are poor, and the soft interlayer is extremely easy to form a sliding belt under the condition of loading or excavation of the slope area, thereby causing large-scale landslide.
The dredging and filling method is a conventional anti-skid treatment scheme adopted by the embankment of the carbonaceous rock slope area, but has the following defects:
1. the weak interlayer of the partial area has large burial depth, the excavation depth of the foundation pit is large, the excavation earthwork is large, the construction period is unfavorable, and the excavation needs to be carried out by spoil and additional borrow backfill, so that the environment is polluted, and the environment is not favorable;
2. the foundation pit is excavated, the weak interlayer is necessarily excavated, so that the weak interlayer is empty, a traction type landslide sliding along the weak interlayer is easy to cause, the cost of additionally treating the landslide is increased, and hidden danger is caused to construction safety;
therefore, there is a need for a safe and reliable carbonaceous rock slope embankment anti-skid structure that solves the above problems.
[ utility model ]
In order to overcome the defects of the prior art, the utility model aims to provide the embankment anti-skid structure in the carbonaceous rock slope area, which has the advantages of simple integral structure and convenient construction, does not need to excavate a foundation pit, can directly fill roadbeds above the original ground, is more environment-friendly and safer than the traditional excavation and filling method, and can avoid the sliding deformation of the embankment caused by the weak layer of the carbonaceous rock slope area.
In order to achieve the above purpose, the technical scheme adopted by the utility model is as follows:
the road embankment anti-skid structure comprises a road embankment positioned on a carbonaceous rock slope, wherein a slope foot of the road embankment corresponding to a downhill position of the carbonaceous rock slope is a left slope foot, a slope foot of the road embankment corresponding to an uphill position of the carbonaceous rock slope is a right slope foot, a plurality of anchor piles are arranged at intervals along the length direction of the road embankment left slope foot, the anchor piles are vertically arranged, the lower ends of the anchor piles extend into strong-medium weathered carbonaceous rock of the carbonaceous rock slope, the upper ends of the anchor piles extend out of the top surface of the left slope foot of the road embankment, and the upper ends of the anchor piles are connected through crown beams; each anchoring pile is correspondingly provided with an anchor rope, the outer end of each anchor rope is anchored on the pile body at the upper part of each anchoring pile, and the inner end of each anchor rope inclines to the right lower side and extends into the strong-apoplexy carbonized rock of the carbonaceous rock slope; and the outer sides of the left side toe and the right side toe of the embankment are respectively provided with a drainage ditch along the length direction of the toe.
Further, the center distance between two adjacent anchoring piles is 2.0-5.0m.
Further, the anchoring piles and the crown beams are reinforced concrete structures with strength not lower than C30.
Furthermore, the anchoring pile is cylindrical, the pile diameter is 1.8-2.5m, and the height of the anchoring pile extending out of the top surface of the left slope leg of the embankment is not less than 0.5m.
Further, the cross section of the crown beam is square.
Further, the length of the anchor cable is 20.0-40.0m, the anchoring section of the anchor cable is 12.0-15.0m, and the incident angle of the anchor cable is 15-30 degrees.
Further, the outer end of the anchor cable is anchored on a pile body at a position 0.5-1.0m below the pile top of the anchored pile.
Further, the cross section of the drainage ditch is rectangular or trapezoidal, and the top of the drainage ditch is flush with the top of the carbonaceous rock slope.
Due to the adoption of the technical scheme, the utility model has the following beneficial effects:
1. the anchoring pile has good bending resistance, and the arrangement of the anchoring pile on the left side slope leg of the embankment can prevent the smooth layer sliding of the soft interlayer of the carbonaceous rock caused by loading, thereby playing a role in pre-reinforcing and re-constructing; the anchor cable is arranged on the pile body at the upper part of the anchoring pile, so that the lateral bearing capacity of the anchoring pile can be increased; and the upper ends of the anchoring piles are connected by adopting crown beams, so that the anchoring piles can be connected into a whole, the whole anchoring piles are stressed and deformed in a cooperative manner, and the Doppler effect of whole instability caused by individual failure of the anchoring piles can be avoided. In conclusion, the utility model can directly fill the roadbed above the original ground when the roadbed is constructed in the carbonaceous rock area by combining the anchor piles, the anchor ropes and the crown beams, and does not need to excavate the foundation pit, thereby not only avoiding disasters such as landslide, collapse and the like caused by the deep foundation pit, but also being beneficial to environmental protection and safer construction.
2. The anchor pile is the setting of circle stake for can adopt mechanical pore-forming during the construction, effectively avoid the safety risk that artifical hole pile brought.
[ description of the drawings ]
Fig. 1 is a schematic structural view of the embankment anti-slip structure in a carbonaceous rock slope area of the present utility model.
Fig. 2 is an enlarged view of a portion a in fig. 1.
FIG. 3 is a schematic view of the connection of a crown beam to an anchor pile according to the present utility model.
FIG. 4 is a cross-sectional view B-B' of FIG. 3 according to an embodiment of the present utility model.
The main reference symbols in the drawings are as follows:
in the figure, anchor piles, anchor cables, embankments, soil layers, strong-medium-coking carbonaceous rocks, drainage ditches and crown beams are respectively arranged in the figures, wherein the anchor piles are arranged in the figures, the anchor cables are arranged in the figures, the embankments are arranged in the figures, the soil layers are arranged in the figures, the strong-medium-coking carbonaceous rocks are arranged in the figures, and the crown beams are arranged in the figures.
The utility model will be further described in the following detailed description in conjunction with the above-described figures.
[ detailed description ] of the utility model
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. All other embodiments, which can be made by those skilled in the art based on the embodiments of the utility model without making any inventive effort, are intended to be within the scope of the utility model.
In addition, in the description of the present utility model, it should be understood that the terms "center", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", "axial", "radial", "circumferential", etc. indicate orientations or positional relationships based on the drawings, are merely for convenience in describing the present utility model and simplifying the description, and do not indicate or imply that the devices or elements referred to must have a specific orientation, be configured and operated in a specific orientation, and thus should not be construed as limiting the present utility model.
In the present utility model, unless explicitly stated and limited otherwise, the terms "mounted," "connected," "secured," "disposed," and the like are to be construed broadly, and may be, for example, fixedly connected, detachably connected, or integrally formed; the device can be mechanically connected, electrically connected and communicated; can be directly connected or indirectly connected through an intermediate medium, and can be communicated with the inside of two elements or the interaction relationship of the two elements. The specific meaning of the above terms in the present utility model can be understood by those of ordinary skill in the art according to the specific circumstances.
Furthermore, in the present utility model, unless expressly stated or limited otherwise, a first feature "up" or "down" on a second feature may be that the first and second features are in direct contact, or that the first and second features are in indirect contact via an intermediary. In the description of the present specification, a description referring to terms "one embodiment," "some embodiments," "examples," "specific examples," or "some examples," etc., means that a particular feature, structure, material, or characteristic described in connection with the embodiment or example is included in at least one embodiment or example of the present utility model. In this specification, schematic representations of the above terms are not necessarily directed to the same embodiment or example. Furthermore, the particular features, structures, materials, or characteristics described may be combined in any suitable manner in any one or more embodiments or examples.
As shown in fig. 1, two strata are distributed on a slope section of a certain carbonaceous rock area from top to bottom, namely a soil layer 4 and strong-medium wind-activated carbonaceous rock 5, wherein the soil layer 4 is 9.0m thick and is hard at top and soft at bottom, and because of abundant groundwater, soft-fluid plastic clay soft interlayers exist on the soil layer 4 close to the strong-medium wind-activated carbonaceous rock 5, and the physical and mechanical properties are poor. The highways from Eomeiensis to North sea (Pingtang to Eomen western section) pass through the area in the form of embankments 3, the maximum height of embankments 3 being 10.5m. Through stability analysis, if embankment 3 is filled without treating soft-flow-shaped clay, sliding along the weak interlayer occurs, causing cracking and settlement of embankment 3. Therefore, in order to prevent the occurrence of the above disasters, the inventors have solved the problem by adopting the following anti-slip structure.
Referring to fig. 1 to 4, in an embodiment of the present utility model, a embankment anti-slip structure for a carbonaceous rock slope area includes an embankment 3 directly filled on a carbonaceous rock slope, and the embankment 3 corresponds to a left slope foot at a downhill slope of the carbonaceous rock slope, and the embankment corresponds to a right slope foot at an uphill slope of the carbonaceous rock slope. The left side slope foot of the embankment is provided with a plurality of anchor piles 1 at intervals along the length direction, the anchor piles 1 are vertically distributed, the lower ends of the anchor piles 1 extend into strong-wind-transformed carbonaceous rocks 5 of the carbonaceous rock slope, and the upper ends extend out of the top surface of the left slope foot of the embankment 3. The anchoring pile 1 has good bending resistance, and the arrangement of the anchoring pile 1 on the left side slope leg of the embankment can prevent the smooth layer sliding caused by loading of the soft interlayer of the carbonaceous rock, thereby playing a role in pre-reinforcing and re-constructing. The upper ends of the anchor piles 1 are connected through the crown beams 7, and the crown beams 7 can connect the anchor piles 1 into a whole, so that the anchor piles 1 are stressed and deformed in a coordinated manner, and the Miller effect of overall instability caused by individual failure of the anchor piles 1 can be avoided. Each anchoring pile 1 is correspondingly provided with an anchor rope 2, the outer end of each anchor rope 2 is anchored on the pile body at the upper part of each anchoring pile 1, and the inner end of each anchor rope 2 inclines to the right lower side and stretches into the strong-apoplexy carbonized carbonaceous rock 5 of the carbonaceous rock slope. The lateral load-bearing capacity of the anchor pile 1 can be increased by the anchor cable 2. The outside of embankment 3 left side toe and right side toe all is equipped with a escape canal 6 along the length direction of toe to effective drainage promotes anti-skidding stability.
In some embodiments of the present utility model, the anchoring pile 1 is cylindrical, and the anchoring pile 1 is a circular pile, so that mechanical hole forming can be adopted during construction, and the safety risk caused by manual hole digging pile is effectively avoided. Optionally, the center distance between two adjacent anchor piles 1 is 2.0-5.0m, and specifically, in this embodiment, 4.0m is selected.
In some embodiments of the present utility model, the anchoring pile 1 is a reinforced concrete structure with strength not lower than C30, and optionally, the pile length is 20m, the pile diameter is 1.8-2.5m, and specifically, the pile diameter selected in this embodiment is 2.2m. The length of the anchoring pile extending out of the top surface of the left slope leg of the embankment 3 is not less than 0.5m, and the length of the anchoring pile extending into strong-medium weathered carbonaceous rock of the carbonaceous rock slope is 10.0m.
In some embodiments of the present utility model, the crown beam 7 is a reinforced concrete structure with strength not lower than C30, and has a square cross section, a width of 2.2m, and a height of 1.0m.
In some embodiments of the present utility model, optionally, the length of the anchor cable 2 is 20-40m, the outer end of the anchor cable 2 is anchored on the pile body at a position 0.5-1.0m below the pile top of the anchoring pile 1, the anchoring section of the anchor cable 2 is 12.0-15m, and the incident angle of the anchor cable 2 is 15-30 °.
Specifically, in this embodiment, the length of the anchor cable 2 is 30m, the outer end of the anchor cable 2 is anchored on the pile body at a position 0.5m below the pile top of the anchoring pile 1, the anchoring section of the anchor cable 2 is 12.0m, and the incident angle of the anchor cable 2 is 30 °.
In some embodiments of the present utility model, the cross section of the drainage ditch 6 is rectangular or trapezoid, and is a concrete structure, and the top of the drainage ditch is flush with the top of the carbonaceous slope.
The construction method of the anti-slip structure comprises the following steps:
1. cleaning the site, and perfecting temporary surface drainage measures;
2. according to given pile diameter, pile spacing and pile length, adopting a mechanical hole forming mode to construct an anchoring pile 1, namely constructing an anchoring pile 1 firstly, and constructing an anchoring pile 1 secondly, an anchoring pile four and an anchoring pile six …;
3. and then constructing a pile top crown beam 7, anchor ropes 2 and a drainage ditch 6 in sequence, and finally constructing the embankment 3.
In conclusion, the anti-skid structure is simple in whole, convenient to construct, free of excavation of foundation pits, capable of directly filling roadbed above the original ground, environment-friendly and safe compared with a traditional excavation and filling method, capable of avoiding sliding deformation of embankment caused by weak layers of carbonaceous rock slope areas, and high in practicability.
Claims (8)
1. The utility model provides a carbonaceous rock slope district embankment antiskid structure, is including the embankment that is located carbonaceous rock slope, the embankment is left side slope foot corresponding to the slope foot of carbonaceous rock slope downhill path department, the slope foot of embankment corresponding to carbonaceous rock slope downhill path department is right side slope foot, its characterized in that: a plurality of anchor piles are arranged at intervals along the length direction of the left slope foot of the embankment, the anchor piles are vertically distributed, the lower ends of the anchor piles extend into strong-medium weathered carbonaceous rocks of the carbonaceous rock slope, the upper ends of the anchor piles extend out of the top surface of the left slope foot of the embankment, and the upper ends of the anchor piles are connected through crown beams; each anchoring pile is correspondingly provided with an anchor rope, the outer end of each anchor rope is anchored on the pile body at the upper part of each anchoring pile, and the inner end of each anchor rope inclines to the right lower side and extends into the strong-apoplexy carbonized rock of the carbonaceous rock slope; and the outer sides of the left side toe and the right side toe of the embankment are respectively provided with a drainage ditch along the length direction of the toe.
2. The carbonaceous rock slope embankment antiskid structure according to claim 1, wherein: the center distance between two adjacent anchoring piles is 2.0-5.0m.
3. The carbonaceous rock slope embankment antiskid structure according to claim 1, wherein: the anchoring piles and the crown beams are reinforced concrete structures with strength not lower than C30.
4. A carbonaceous rock slope embankment anti-slip structure according to claim 1 or 3, characterized in that: the anchoring pile is cylindrical, the pile diameter is 1.8-2.5m, and the height of the anchoring pile extending out of the top surface of the left slope leg of the embankment is not less than 0.5m.
5. A carbonaceous rock slope embankment anti-slip structure according to claim 1 or 3, characterized in that: the cross section of the crown beam is square.
6. The carbonaceous rock slope embankment antiskid structure according to claim 1, wherein: the length of the anchor cable is 20.0-40.0m, the anchoring section of the anchor cable is 12.0-15.0m, and the incident angle of the anchor cable is 15-30 degrees.
7. The carbonaceous rock slope embankment antiskid structure according to claim 1, wherein: the outer end of the anchor cable is anchored on the pile body at the position 0.5-1.0m below the pile top of the anchored pile.
8. The carbonaceous rock slope embankment antiskid structure according to claim 1, wherein: the cross section of the drainage ditch is rectangular or trapezoidal, and the top of the drainage ditch is flush with the top of the carbonaceous rock slope.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202321460528.8U CN220099943U (en) | 2023-06-09 | 2023-06-09 | Carbonaceous rock slope district embankment antiskid structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202321460528.8U CN220099943U (en) | 2023-06-09 | 2023-06-09 | Carbonaceous rock slope district embankment antiskid structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN220099943U true CN220099943U (en) | 2023-11-28 |
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ID=88873348
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202321460528.8U Active CN220099943U (en) | 2023-06-09 | 2023-06-09 | Carbonaceous rock slope district embankment antiskid structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN220099943U (en) |
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2023
- 2023-06-09 CN CN202321460528.8U patent/CN220099943U/en active Active
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