CN213596964U - Slide-resistant pile and slope reinforcement device - Google Patents
Slide-resistant pile and slope reinforcement device Download PDFInfo
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- CN213596964U CN213596964U CN202022466996.9U CN202022466996U CN213596964U CN 213596964 U CN213596964 U CN 213596964U CN 202022466996 U CN202022466996 U CN 202022466996U CN 213596964 U CN213596964 U CN 213596964U
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Abstract
The utility model discloses an friction pile and side slope reinforcing apparatus. This friction pile includes: the load-bearing section is positioned between the sliding surface and the slope surface; the embedding section is positioned below the sliding surface; the expansion section is arranged between the loading section and the embedding section and is positioned below the sliding surface; wherein the cross-sectional area of the expansion section is larger than the cross-sectional area of the loading section and the cross-sectional area of the embedding section. From this, through setting up the enlargement section, can increase the consolidation section top and to the extruded active area of sliding bed on the one hand, effectively reduce the stratum resistance in the consolidation section top local scope, make it easily satisfy this ground level bearing capacity requirement, on the other hand helps reducing the consolidation section degree of depth, shortens the pile length, and is more economical and reasonable, and construction easy operation. Therefore, the utility model discloses an anti-slide pile's simple structure, it is ingenious to think about, is favorable to improving the overall stability of the slope body.
Description
Technical Field
The utility model relates to a landslide is administered or side slope reinforcement's technical field especially relates to the technical field of friction pile, particularly, relates to friction pile and side slope reinforcing apparatus.
Background
The anti-slide pile penetrates through a landslide body to be deeply embedded in a sliding bed, landslide thrust borne by the upper portion of the anti-slide pile is transmitted to a soil body or a rock body of the sliding bed on the lower portion of the anti-slide pile through a pile body, and the thrust of a sliding body of a pile body loading section is balanced by means of lateral resistance of the pile body embedded in a sliding bed rock-soil body, so that the effect that a reinforced slope body is in a stable state is achieved. The main advantages of the slide-resistant pile are as follows: the anti-skid capability is strong, and the stress effect is clear; the pile position is flexible, and the pile position can be arranged at the position which is most beneficial to skid resistance in the landslide body; the reinforcing steel bars can be reasonably distributed along the length of the pile according to the bending moment; the construction is convenient, and the equipment is simple; pile holes are excavated at intervals, so that emergency engineering is facilitated; the design can be verified and optimized by checking the formation resistance conditions.
The single-row slide-resistant pile is a basic structure type of the slide-resistant pile and is also a most common slide-resistant pile structure in engineering practice. However, in the case of a common single-row pile, the stratum near the top surface of the sliding bed (i.e. the top end of the part of the pile body below the sliding surface) is often loosened or damaged due to construction vibration of the pile body, and the stratum near the top end of the part of the pile body below the sliding surface is often subjected to a large lateral extrusion thrust of the pile body, so that the horizontal bearing capacity of the stratum at the position is difficult to resist against the extrusion thrust of the pile body. In order to meet the requirement of stratum resistance limitation, the depth of the pile body below the sliding surface often has to be increased so as to properly reduce the extrusion thrust of the top end of the pile body below the sliding surface to the stratum. In this case, the pile length is increased, resulting in a significant increase in construction costs.
SUMMERY OF THE UTILITY MODEL
The utility model discloses a main aim at provides friction pile, side slope reinforcing apparatus and side slope reinforcing method to the technical problem who shows promotion engineering cost because of the long increase of stake that the friction pile exists among the solution prior art.
In order to achieve the above object, the present invention provides an anti-slide pile.
This friction pile includes:
the load-bearing section is positioned between the sliding surface and the slope surface;
the embedding section is positioned below the sliding surface;
the expansion section is arranged between the loading section and the embedding section and is positioned below the sliding surface;
wherein the cross-sectional area of the expansion section is larger than the cross-sectional area of the loading section and the cross-sectional area of the embedding section.
From this, through setting up the enlargement section, can increase the consolidation section top and to the extruded active area of sliding bed on the one hand, effectively reduce the stratum resistance in the consolidation section top local scope, make it easily satisfy this ground level bearing capacity requirement, on the other hand helps reducing the consolidation section degree of depth, shortens the pile length, and is more economical and reasonable, and construction easy operation. Therefore, the anti-slide pile has simple structure and ingenious conception, is beneficial to improving the overall stability of the slope body, and obviously improves the capability of the pile body of the section with poor sliding bed property for bearing the thrust of the landslide; when the slide-resistant pile structure is adopted, the extrusion acting force of the pile body on the slide bed is relatively reduced, so that the requirement on the mechanical property of the slide bed stratum engineering can be properly relaxed, and the application range of the slide-resistant pile structure with remarkable advantages is expanded.
Furthermore, the cross section sizes of the loading section and the embedding section are equal, and the projections of the loading section and the embedding section are superposed; the upper end of the expanding section is flush with the sliding surface. Therefore, construction is facilitated, and the function of the expanding section can be fully exerted.
Furthermore, the cross section of the anti-slide pile is rectangular, and in the direction perpendicular to the horizontal projection of the landslide thrust, the width of the expansion section is 1.5-3 times of the width of the embedding section. The verification proves that the size of the anti-slide pile meeting the numerical range is reasonable in engineering cost, and the stratum resistance in the local range of the top of the embedded section can be reduced to a great extent.
Further, in the direction of the horizontal projection of the landslide thrust, the width of the expanding section is equal to that of the embedding section. In the direction of horizontal projection along the landslide thrust, the width extension of the expansion section has smaller effect on reducing the stratum resistance, so that the width of the expansion section in the direction is equal to the width of the embedded section, and the construction cost can be further reduced.
Furthermore, the cross section of the slide-resistant pile is rectangular, wherein the side of the cross section of the embedded section, which is perpendicular to the horizontal projection of the landslide thrust, is the short side of the embedded section; the cross-sectional dimension of the anchoring section is preferably 1.5 m.times.2 m, 2 m.times.2.5 m or 2 m.times.3 m. Rectangular studs have a better reinforcing effect than square studs.
Furthermore, the cross section of the slide-resistant pile is circular, and the diameter of the cross section of the expanding section is 1.5-3 times that of the cross section of the embedding section; the cross section diameter of the embedded section is preferably 1-2 m. The verification proves that the size of the anti-slide pile meeting the numerical range is reasonable in engineering cost, and the stratum resistance in the local range of the top of the embedded section can be reduced to a great extent.
Furthermore, the length of the embedding section is 0.5-0.8 times of the length of the loaded section; the length of the expanded segment is 0.1-0.4 times of the length of the loaded segment. When the length of the expanded section exceeds the above numerical range, the manufacturing cost is significantly increased, but the reinforcing effect tends to be stable. When the length of the expansion section is less than the numerical range, the reinforcement effect is difficult to meet the requirement; the verification proves that when the length of the expanded section is 0.1-0.4 times of the length of the loaded section, the method has the advantages of low manufacturing cost and good reinforcing effect.
Furthermore, the slide-resistant pile is integrally cast and formed by reinforced concrete. Therefore, the slide-resistant pile is convenient to construct and build, and the slide-resistant pile is high in strength and long in service life.
In order to achieve the above object, the utility model discloses secondly provides side slope reinforcement device.
The slope reinforcing device comprises pile bodies which are arranged at intervals, wherein the anti-slide piles are adopted by the pile bodies, and the distance between every two adjacent anti-slide piles is 2-3 times of the diameter of an expansion section or the length of an extension side. The anti-slide piles are preferably combined into a single-row anti-slide pile structure for use, namely, a row of anti-slide piles are arranged along the direction of a slope body at a certain interval. The extension side is the side of the expansion section in the direction vertical to the horizontal projection of the landslide thrust when the cross section of the slide-resistant pile is rectangular. The distance between the adjacent slide-resistant piles refers to the distance between the vertical axes of the adjacent slide-resistant piles.
In order to realize the purpose, the utility model also provides a side slope reinforcement method.
The slope reinforcement method adopts the slope reinforcement device to reinforce the slope with the landslide thrust of 700-1000 kN/m.
To sum up, the utility model discloses an friction pile and side slope reinforcing apparatus have simple structure, and engineering cost is low, consolidates advantages such as effectual, can carry out effectual reinforcement to the side slope that design landslide thrust is 700 ~ 1000kN/m, can solve traditional single row friction pile's unfavorable problem economically and rationally.
The present invention will be further described with reference to the accompanying drawings and the detailed description. Additional aspects and advantages of the invention will be set forth in part in the description which follows and, in part, will be obvious from the description, or may be learned by practice of the invention.
Drawings
The accompanying drawings, which form a part of the disclosure, are included to assist in understanding the disclosure, and the description provided herein and the accompanying drawings, which are related thereto, are intended to explain the disclosure, but do not constitute an undue limitation on the disclosure. In the drawings:
fig. 1 is a side view of a slide pile according to embodiment 1 of the present invention.
Fig. 2 is a cross-sectional view of a slide pile according to embodiment 1 of the present invention.
Fig. 3 is a distribution curve of the pile-side formation resistance value of the utility model in embodiment 1 along with the depth from the bottom surface of the load-bearing section.
Fig. 4 is a cross-sectional view of a slide pile according to embodiment 2 of the present invention.
Fig. 5 is a schematic structural view of a slope reinforcement device according to embodiment 3 of the present invention.
The relevant references in the above figures are:
100-a loaded section;
200-an embedding section;
300-an expansion section;
400-slope surface;
500-sliding surface;
a-the width of the expanding section in the direction perpendicular to the horizontal projection of the landslide thrust;
a0-the width of the anchoring section in a direction perpendicular to the horizontal projection of the landslide thrust.
Detailed Description
The present invention will be described more fully with reference to the accompanying drawings. Those of ordinary skill in the art will be able to implement the invention based on these descriptions. Before the present invention is described with reference to the accompanying drawings, it is to be noted that:
the technical solutions and features provided in the present invention in each part including the following description may be combined with each other without conflict.
Moreover, references to embodiments of the invention in the following description are generally only to be considered as examples of the invention, and not as all embodiments. Therefore, all other embodiments obtained by a person of ordinary skill in the art without creative efforts based on the embodiments of the present invention shall fall within the protection scope of the present invention.
With respect to the terms and units of the present invention. The terms "comprising," "having," and any variations thereof in the description and claims of this invention and the related sections are intended to cover non-exclusive inclusions.
Example 1
Fig. 1 is a side view of the slide pile of the present embodiment. Fig. 2 is a sectional view (in the direction a-a in fig. 1) of the slide resistant pile of the present embodiment.
The slide-resistant pile shown in fig. 1-2 comprises a load-bearing section 100, an embedding section 200 and an expanding section 300, wherein the load-bearing section 100 is positioned between a sliding surface 500 and a slope 400, the embedding section 200 is positioned below the sliding surface 500, and the expanding section 300 is positioned between the load-bearing section 100 and the embedding section 200 and is positioned below the sliding surface 500; the anti-slide pile is integrally cast and molded by reinforced concrete.
The total length of the slide pile is 18m, wherein the length of the loaded section 100 is 9m, the length of the embedded section 200 is 6.3m, and the length of the expanded section 300 is 2.7 m.
The cross section sizes of the loading section 100 and the embedding section 200 are equal and the projections are superposed, and the cross section sizes of the loading section 100 and the embedding section 200 are 2m multiplied by 3 m; the upper end of the enlarged section 300 is flush with the sliding surface 500.
The cross section of the anti-slide pile is rectangular, and the side of the cross section of the embedded section 200, which is perpendicular to the horizontal projection of the landslide thrust, is the short side of the embedded section 200; the width a of the expanding section 300 is equal to the width a of the fastening section 200 in the direction perpendicular to the horizontal projection of the landslide thrust01.5 to 3 times of (a/a)01.5-3; the width of the expanding section 300 is equal to the width of the fastening section 200 in the direction of the horizontal projection of the landslide thrust.
In order to fully explain the beneficial effect of the anti-slide pile by adding the expanding section 300, the a/a is calculated by further adopting the theory of the elastic foundation beam0Pile side stratum resistance values at different depths (namely, the distance from the top of the slide-resistant pile is 9-18 m) below the bottom surface of the corresponding slide-resistant pile load-bearing section 100 (namely, the distance from the top of the slide-resistant pile is 1-1.5-2-2.5-3) with different values. The parameters used in the calculation are as follows: above 500 sliding surface is gravelly soil, gamma1＝19kN/m3，
c1Under the sliding surface 500, the medium weathered mudstone is set to 10kPa, and the landslide thrust E is designedn900kN/m, sliding bed horizontal foundation coefficient of 1 × 105kN/m3。
FIG. 3 shows a/a0And (3) taking distribution curves of pile side stratum resistance values at different depths below the bottom surface of the loaded section 100 of the slide-resistant pile. As can be seen from FIG. 3, following a/a0And increasing, gradually reducing the pile side stratum resistance value, and reducing the distance between adjacent curves, which shows that the maximum value of the pile side stratum resistance value is reduced slowly, and the distribution of the pile side stratum resistance values tends to be uniformly distributed relatively.
Therefore, the expansion section 300 can increase the action area of the top of the embedded section 200 on the extrusion of the sliding bed, and effectively reduce the formation resistance in the local range of the top of the embedded section 200. Meanwhile, the depth of the embedded section 200 is reduced, the pile length is shortened, and the method is more economical and reasonable.
With a/a0The increase in the cost and the corresponding increase in the cost, therefore, a/a0Preferably 1.5 to 3.
Example 2
Fig. 4 is a sectional view (in the direction a-a in fig. 1) of the slide resistant pile of the present embodiment.
Compared with embodiment 1, the anti-slide pile of the present embodiment has the following differences: as shown in fig. 4, the cross section of the slide-resistant pile is circular, and the diameter of the cross section of the expanding section 300 is equal to 1.5-3 times of that of the embedding and fixing section 200; the cross section diameter of the embedding section 200 is 1-2 m.
Example 3
The slope reinforcing device shown in fig. 5 is a single row of anti-slide piles obtained by arranging the anti-slide piles of embodiment 1 at intervals 2 to 3 times longer than the length of the extended side.
Example 4
The slope reinforcing device is a single-row anti-slide pile obtained by arranging the anti-slide piles in the embodiment 2 according to the distance 2-3 times of the diameter of the expansion section 300.
The slope device of embodiment 3-4 is used for reinforcing a slope with a design landslide thrust of 700-1000 kN/m.
The contents of the present invention have been explained above. Those of ordinary skill in the art will be able to implement the invention based on these descriptions. Based on the above-mentioned contents of the present invention, all other embodiments obtained by those skilled in the art without creative efforts shall fall within the protection scope of the present invention.
Claims (9)
1. Antiskid stake, its characterized in that: comprises that
A loaded section (100), the loaded section (100) being located between the sliding surface (500) and the ramp surface (400);
an embedded section (200), the embedded section (200) being located below the sliding surface (500);
an expansion section (300), the expansion section (300) being provided between the load-bearing section (100) and the embedding section (200) and being located below the sliding surface (500);
wherein the cross-sectional area of the expansion section (300) is larger than the cross-sectional area of the loading section (100) and the cross-sectional area of the consolidation section (200).
2. A stake as claimed in claim 1, in which: the cross section sizes of the loading section (100) and the embedding section (200) are equal, and the projections of the loading section and the embedding section are superposed; the upper end of the enlarged section (300) is flush with the sliding surface (500).
3. A stake as claimed in claim 2, in which: the cross section of the anti-slide pile is rectangular, and in the direction perpendicular to the horizontal projection of the landslide thrust, the width of the expanding section (300) is 1.5-3 times of the width of the embedding section (200).
4. A stake as claimed in claim 3, in which: in the direction of the horizontal projection of the landslide thrust, the width of the expanding section (300) is equal to the width of the embedding section (200).
5. A stake as claimed in claim 3, in which: the cross section of the anti-slide pile is rectangular, wherein the side of the cross section of the embedded section (200), which is perpendicular to the horizontal projection of the landslide thrust, is the short side of the embedded section (200); the cross-sectional dimension of the anchoring section (200) is preferably 1.5m × 2m, 2m × 2.5m or 2m × 3 m.
6. A stake as claimed in claim 2, in which: the cross section of the anti-slide pile is circular, and the diameter of the cross section of the expanding section (300) is 1.5-3 times that of the cross section of the embedding and fixing section (200); the cross section diameter of the embedded section (200) is preferably 1-2 m.
7. A stake as claimed in claim 1, in which: the length of the embedding section (200) is 0.5-0.8 times of the length of the loading section (100); the length of the expanding section (300) is 0.1-0.4 times of the length of the loading section (100).
8. A stake as claimed in claim 1, in which: the anti-slide pile is integrally cast and molded by reinforced concrete.
9. Slope reinforcement device, its characterized in that: the anti-slide pile comprises piles arranged at intervals, wherein the anti-slide piles in the claims 1-8 are adopted as the piles, and the distance between every two adjacent anti-slide piles is 2-3 times of the diameter or the length of the extending side of the expanding section (300).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202022466996.9U CN213596964U (en) | 2020-10-30 | 2020-10-30 | Slide-resistant pile and slope reinforcement device |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202022466996.9U CN213596964U (en) | 2020-10-30 | 2020-10-30 | Slide-resistant pile and slope reinforcement device |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN213596964U true CN213596964U (en) | 2021-07-02 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN202022466996.9U Active CN213596964U (en) | 2020-10-30 | 2020-10-30 | Slide-resistant pile and slope reinforcement device |
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| CN (1) | CN213596964U (en) |
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