CN214695666U - Cantilever antiskid anchoring system for large landslide - Google Patents
Cantilever antiskid anchoring system for large landslide Download PDFInfo
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- CN214695666U CN214695666U CN202120389215.2U CN202120389215U CN214695666U CN 214695666 U CN214695666 U CN 214695666U CN 202120389215 U CN202120389215 U CN 202120389215U CN 214695666 U CN214695666 U CN 214695666U
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Abstract
The utility model discloses a cantilever antiskid anchor system of large-scale landslide, including a plurality of anchor units of laying in the slope, the anchor unit comprises anti-skidding king pile, support stake, rest table and horizontal anchor rope structure. The anti-skidding main pile is an inclined pile arranged in the direction vertical to the sliding direction of the slope body, the supporting pile is an inclined strut arranged in the sliding direction of the slope body, the supporting pile dissipates supporting axial force through the supporting platform and converts landslide thrust into axial force, and the axial force is balanced with the bearing capacity of the foundation; meanwhile, the pile top applies a transverse anchor cable structure to control the displacement of the pile top, so that the stress deformation of the whole anchoring system is coordinated, the anti-skidding effect is good, the stability and the safety are higher, the anchor pile can be widely applied to large-scale rocky and soil landslides or high-fill slopes, the application range is wide, the practicability is high, and the popularization is high.
Description
Technical Field
The utility model relates to a cantilever cling compound anchor system of large-scale landslide belongs to side slope protection technical field.
Background
In recent years, with the increasing investment of the country on infrastructure construction projects, more and more highway and railway construction projects are provided. In the railway and highway engineering construction of mountain areas, roads mostly pass through between rivers, valleys and mountains, a large number of side slopes are often dug, the digging of the side slopes damages original vegetation cover layers, a large number of secondary bare lands are caused, serious water and soil loss phenomena are caused, the ecological environment is damaged, and unstable damage forms such as collapse, landslide and debris flow of side slope rock-soil bodies can bring huge losses to lives and properties of people.
The terrain of China is complex, high and steep large-scale slopes exist in many places in the road construction process, and are influenced by terrain, geology and other environmental factors, the slopes in different regions have different stabilities, and the slope treatment difficulty is also different, so the road slope protection treatment becomes a common technical problem in management engineering.
In the slope protection and management, the slide-resistant pile and the micro-pile structure are widely applied to the slope reinforcement and management, and particularly in the large-scale landslide, the slope reinforcement is usually performed by adopting pile group systems, anchor pipe framework systems, carbon fiber reinforced structures and the like. However, in the existing various anchoring systems, the reinforcing structure is inserted into a side slope sliding surface for supporting and fixing, the stress of the fixing part is weak, the stability is greatly influenced by a slope body, the reinforcing effect cannot be well exerted, and most of the anchoring systems are complex in construction, high in cost and greatly limited in application. Particularly for large landslides, the method belongs to one of geological disasters with the greatest danger among the geological disasters, and the large landslides are more complex to treat, extremely high in difficulty coefficient, huge in engineering cost and not easy to radically treat. At present, large landslides are usually treated by adopting a graded supporting method, wherein graded supporting is to share certain landslide thrust by adopting a supporting structure in the middle or upper part of the landslide, but because the sliding surface of the middle upper part is deeper, a better method for supporting and blocking the deep sliding surface thrust is not provided at present; the other method is to adopt anti-slide short piles in the middle of the landslide to realize the deep-sliding surface graded supporting and blocking like anti-slide keys, but the method still has many problems, is difficult to construct and cannot completely ensure the over-top problem of the anti-slide piles.
SUMMERY OF THE UTILITY MODEL
In view of this, the utility model aims at providing a cantilever antiskid anchor system of large-scale landslide can overcome prior art's not enough.
The utility model aims at realizing through the following technical scheme:
a cantilever anti-sliding anchoring system for a large-scale landslide comprises a plurality of anchoring units arranged in a slope body, wherein each anchoring unit comprises an inclined strut pile, an anti-sliding main pile is arranged at the top of each inclined strut pile, and a supporting platform is arranged at the bottom of each inclined strut pile; the inclined supporting piles are arranged along the sliding direction of the slope body, the anti-sliding main piles are arranged along the direction vertical to the sliding direction of the slope body, and the supporting platform is horizontally arranged below the road surface at the position of the slope toe.
And a transverse anchor cable structure is also arranged on the anti-sliding main pile.
The transverse anchor cable structure comprises a plurality of transverse anchor cable bundles, one end of each transverse anchor cable bundle penetrates into a sliding surface in the slope body, and the other end of each transverse anchor cable bundle is connected with an anchor cable beam arranged on the pile top of the anti-sliding main pile.
The inclined supporting piles are arranged obliquely downwards along the sliding direction of the slope body, and the inclination angle is 40-50 degrees; the anti-skid king pile is obliquely driven into the slope body in a direction vertical to the sliding direction of the slope body, and the inclination angle of the anti-skid king pile is 40-50 degrees.
And a connecting beam is arranged between the anchor cable beams of the adjacent anchoring units to connect the two anchoring units together.
Compared with the prior art, the utility model discloses a cantilever antiskid anchor system of large-scale landslide, anchor system it include a plurality of anchor units of laying in the slope body, anchor unit comprises anti-skidding king pile, support pile, supporting station and horizontal anchor rope structure. The anti-skidding main pile is an inclined pile arranged in the direction vertical to the sliding direction of the slope body, the supporting pile is an inclined strut arranged in the sliding direction of the slope body, the supporting pile dissipates supporting axial force through the supporting platform and converts landslide thrust into axial force, and the axial force is balanced with the bearing capacity of the foundation; meanwhile, a transverse anchor cable structure is applied to the pile top to control the displacement of the pile top, so that the whole anchoring system is stressed, deformed and coordinated. The utility model also discloses a cantilever anti-skidding anchor method of large-scale landslide, through the landslide thrust of calculation, combine the anti-skidding anchor system model of founding, carry out the atress analysis calculation of anti-skidding anchor system model, can reach reasonable anchor stress system, make landslide wholeness ability satisfy operation requirement, just carry out arranging and the construction of anti-skidding anchor system at last.
The utility model has the advantages that:
(1) the utility model has simple structure, can resist larger landslide thrust under the condition of poor embedded end, is particularly suitable for the condition that the landslide thrust is larger than 300t, can ensure that the anti-skidding king pile can fully play the anti-skidding function, has good effect and higher stability and safety;
(2) the utility model discloses according to the actual atress analysis of anchor system, make anti-skidding king pile can with landslide thrust orthogonal contact, shortened the turning arm of king pile, the bracing stake makes the king pile's bearing capacity demand redistribute the while control king pile warp to reduce king pile's excessive dependence to manor's week soil body resistance, change traditional complete passive pile system into semi-passive semi-active system;
(3) before the arrangement and construction of the anti-skid anchoring system, stress analysis and calculation are carried out, so that the investment of financial resources, material resources and time can be reduced on the premise of ensuring the anchoring performance of the system, and the economic benefit is good;
(4) the utility model discloses can be applied to rock matter, the large-scale landslide of soil property or high fill side slope extensively, the range of application is wide, and the practicality is strong, and popularization nature is high.
Additional advantages, objects, and features of the invention will be set forth in part in the description which follows and in part will become apparent to those having ordinary skill in the art upon examination of the following or may be learned from practice of the invention. The objectives and other advantages of the invention may be realized and attained by the means of the instrumentalities and/or combinations particularly pointed out in the appended claims.
Drawings
In order to make the objects, technical solutions and advantages of the present invention clearer, the present invention will be further described in detail with reference to the accompanying drawings, in which:
fig. 1 is a schematic structural diagram of the present invention.
Fig. 2 is a three-dimensional topological schematic of an anchoring system.
FIG. 3 is a force profile of an anchor system.
FIG. 4 is a schematic diagram of a slope slip force calculation.
Fig. 5 is a schematic diagram of a landslide thrust distribution.
FIG. 6 is a schematic diagram of a converted landslide thrust profile.
FIG. 7 is a schematic view of the force analysis of the support table.
Fig. 8 is a reinforcement arrangement diagram of the anchoring system.
Fig. 9 is a partial view of a portion of fig. 8.
Fig. 10 is a schematic view of the construction of the anti-skid king pile.
Fig. 11 is a schematic cross-sectional view of a stake hole of a slide-resistant king stake.
Fig. 12 is a layout diagram of reinforcing bars of the protecting arms in the pile hole of the anti-slide main pile.
Detailed Description
Hereinafter, preferred embodiments of the present invention will be described in detail with reference to the accompanying drawings. It should be understood that the preferred embodiments are for purposes of illustration only and are not intended to limit the scope of the present invention.
As shown in fig. 1-2, a cantilever anti-sliding anchoring system for large landslides comprises a plurality of anchoring units arranged in a slope body 4, wherein each anchoring unit comprises a diagonal bracing pile 2, an anti-sliding main pile 1 is arranged at the top of each diagonal bracing pile 2, and a supporting platform 3 is arranged at the bottom of each diagonal bracing pile; the inclined supporting piles 2 are arranged along the sliding direction of the slope body, the anti-sliding main piles 1 are arranged along the direction vertical to the sliding direction of the slope body, and the supporting platforms 3 are horizontally arranged below the road surface 5 at the position of the slope toe.
And a transverse anchor cable structure is also arranged on the anti-sliding main pile 1.
The transverse anchor cable structure comprises a plurality of transverse anchor cable bundles 6, one end of each transverse anchor cable bundle 6 penetrates into the inner sliding surface 401 of the slope body 4, and the other end of each transverse anchor cable bundle 6 is connected with an anchor cable beam 7 arranged at the pile top of the anti-sliding main pile 1.
A connecting beam 8 is arranged between the anchor cable beams 7 of adjacent anchoring units to connect the two anchoring units together.
The inclined supporting piles 2 are obliquely and downwards arranged along the sliding direction of a slope body, and the inclination angle is 40-50 degrees, preferably 45 degrees; the anti-skid king pile 1 is obliquely driven into the slope body 4 vertical to the sliding direction of the slope body, and the inclination angle is 40-50 degrees.
The anti-sliding main pile 1 is square, and the section of the anti-sliding main pile 1 is not less than 2m multiplied by 3 m; the distance between the connecting part of the inclined strut pile 2 and the anti-sliding main pile 1 and the pile top of the anti-sliding main pile 1 is 2-4 m; the supporting table 3 is arranged below the road surface 5 in a strip-shaped structure.
As can be seen in the figures 3-12,
the cantilever anti-sliding anchoring method of the large landslide based on the anti-sliding anchoring system comprises the following steps:
s1, collecting landslide real-time information on site, and calculating landslide thrust;
s2, constructing an anti-slip anchoring system model, and performing stress analysis calculation on the anti-slip anchoring system model;
s3, obtaining a reasonable anchoring stress system according to the step s2, so that the integral performance of the landslide meets the use requirement;
and s4, arranging and constructing the anti-skid anchoring system on the large landslide.
Referring specifically to figures 3-steps s1 and s2,
(a) calculating landslide thrust T according to a plane sliding method;
specifically, the landslide thrust T is calculated by the formula:
in the formula:
Ti、Ti-1-the ith and ith-1 sliders remain with a slip force (kN/m);
Fstthe stability safety coefficient is a stability evaluation index of the slope and can be determined by calculation of a Bishop method, an unbalanced thrust method, a finite element method and the like;
Wi-the self-weight force (kN/m) of the ith slider;
αi、αi-1-inclination (°) of the i-th and i-1-th sliders with respect to the sliding surface;
ψi-a transfer coefficient;
ci、
-ith slide block slide surface cohesion (kPa) and internal friction angle (°);
Li-the ith slider land length (m);
(b) according to the characteristics of the slope rock-soil body, the thrust load T is converted into a triangular load, a rectangular load or a trapezoidal load to be distributed on the anti-slide main pile, the inclined anti-slide pile is simplified into a vertical anti-slide pile stress, and the corresponding landslide thrust distribution relation is shown in table 1:
TABLE 1 landslide thrust distribution
Solving a loaded section of the slide-resistant pile by adopting a structural mechanics method, and solving an embedded section of the slide-resistant pile by adopting a conventional slide-resistant pile solution; wherein, the structural mechanics method and the conventional anti-slide pile solution are both conventional methods, and are not described herein again;
(c) the supporting forces Fnx and Fny to be provided by the supporting table 3 are solved by a force system balance method.
In step s3, a reasonable anchoring stress system is obtained by trial calculation of the steps (a), (b) and (c) in the step s2, so that the strength, rigidity and stability of the anchoring system meet the requirements, namely under the action of the thrust of a landslide,
firstly, the anti-skid king pile 1 is not sheared, the inclined strut pile 2 is not crushed, and the supporting platform 3 is not damaged by punching;
the micro-deformation of the sections of the anti-sliding main pile 1, the inclined strut pile 2 and the supporting platform 3 meets the requirement;
and the anchoring system can not generate integral sliding deformation damage, the inclined supporting pile 2 can not generate clockwise and anticlockwise rotation damage, and the supporting platform 3 can not generate integral sliding and clockwise and anticlockwise turning damage.
In step s4, the system is applied as far as possible without disturbance to the slope body, and the sequence is as follows: excavating an anti-sliding main pile 1, constructing an anti-sliding main pile 1, excavating an anchor cable hole, constructing a transverse anchor cable bundle 6, constructing an anchor cable beam 7, excavating hole positions of a diagonal brace pile 2 and a counter-force platform 3, constructing a support platform 3 and the diagonal brace pile 2, and backfilling and compacting.
When the anti-skid anchoring system is constructed, the anti-skid main piles 1 and the inclined strut piles 2 are connected, and the inclined strut piles 2 and the supporting platform 3 are connected by adopting semi-true joints 9; the anti-skid king pile 1 is connected with the transverse anchor cable structure by adopting a true joint 10, specifically,
the semi-genuine joint 9 specifically refers to:
when the anti-slide main pile 1 is connected with the inclined strut pile 2, the top end part of the reinforcing bar of the inclined strut pile 2 extends into the anti-slide main pile 1 to realize the connection of the anti-slide main pile and the inclined strut pile, and the bottom end part of the reinforcing bar of the inclined strut pile 2 extends into the supporting platform 3 to realize the connection of the anti-slide main pile and the inclined strut pile. Preferably, the top end of the reinforcing bar of the inclined strut pile 2 extends 50cm-70cm into the anti-sliding main pile 1 for connection so as to prevent the anti-sliding main pile 1 from being damaged by punching at the joint; the bottom end of the supporting platform 3 extends into the depth of 1/3-1/2, and the extending section is reinforced with reinforcing bars and is additionally provided with splayed reinforcing bars 11 which resist punching when necessary;
the said genuine joint 10 specifically refers to:
when the anti-sliding main pile 1 is connected with the transverse anchor cable structure, the reinforcing bars of the anchor cable beam 7 completely penetrate through the anti-sliding main pile 1.
And when excavating the pile hole of the anti-sliding main pile 1, adopting manual hole digging construction. Specifically, under the condition that the slope body 4 does not slide, holes are dug at the designed and appointed position, and the protective arms 12 are used for reinforcing and supporting in the hole digging process.
The specific design is as follows:
(1) manually digging holes at a designed and appointed position, arranging a frame and a machine tool 16 beside the outside of a pile hole, arranging a residue soil car 14 in the pile hole, and connecting the residue soil car 14 with the frame and the machine tool 16 through a pulley line group 15 for operating the excavated soil body;
(2) when the pile hole excavation section is larger than 1m, arranging a protective arm 12 on the wall of the hole in the hole excavation process, and designing the protective arm 12 by taking 1m as a unit;
(3) lateral supports 13 are provided on opposite long sides of the stake hole.
The said arm guard 12 is a reinforcing bar net composed of interlaced net bars, the main bar 1201 of the reinforcing bar net is not less than
For construction convenience, the main ribs 1201 are of a multi-section splicing structure, the splicing parts of the adjacent main ribs 1201 are provided with lap joint sections 1202, and the length of each lap joint section is 30-40 cm.
When the pile hole excavation section is long, the supporting arm protecting sections are arranged in a grading mode, and the reliability is guaranteed, and meanwhile material resources and time input are reduced.
The above description is only a preferred embodiment of the present invention, and is not intended to limit the present invention in any form, which is confidential, and any simple modification, equivalent change and modification made by the technical entity of the present invention to the above embodiments do not depart from the technical solution of the present invention.
Claims (5)
1. A cantilever antiskid anchor system of large-scale landslide which characterized in that: the device comprises a plurality of anchoring units arranged in a slope body (4), wherein each anchoring unit comprises an inclined strut pile (2), an anti-sliding main pile (1) is arranged at the top of each inclined strut pile (2), and a supporting platform (3) is arranged at the bottom of each inclined strut pile; the inclined supporting piles (2) are arranged along the sliding direction of the slope body, the anti-sliding main piles (1) are arranged along the direction vertical to the sliding direction of the slope body, and the supporting platform (3) is horizontally arranged below a road surface (5) at the position of a slope toe.
2. The cantilever anti-skid anchoring system for large landslides according to claim 1, wherein: and a transverse anchor cable structure is also arranged on the anti-sliding main pile (1).
3. The cantilever anti-skid anchoring system for large landslides according to claim 2 wherein: the transverse anchor cable structure comprises a plurality of transverse anchor cable bundles (6), one end of each transverse anchor cable bundle (6) penetrates into a sliding surface (401) in the slope body (4), and the other end of each transverse anchor cable bundle is connected with an anchor cable beam (7) arranged at the pile top of the anti-sliding main pile (1).
4. The cantilever anti-skid anchoring system for large landslides according to claim 3 wherein: the inclined supporting piles (2) are obliquely and downwards arranged along the sliding direction of the slope body, and the inclination angle is 40-50 degrees; the anti-skid king pile (1) is obliquely driven into the slope body (4) in a direction vertical to the sliding direction of the slope body, and the inclination angle is 40-50 degrees.
5. The cantilever anti-skid anchoring system for large landslides according to any one of claims 1 to 4 wherein: and a connecting beam (8) is arranged between the anchor cable beams (7) of the adjacent anchoring units to connect the two anchoring units together.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117027023A (en) * | 2023-10-10 | 2023-11-10 | 中国铁道科学研究院集团有限公司铁道建筑研究所 | High-position high-steep suspension type dangerous rock truss light supporting structure and construction method thereof |
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2021
- 2021-02-22 CN CN202120389215.2U patent/CN214695666U/en active Active
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117027023A (en) * | 2023-10-10 | 2023-11-10 | 中国铁道科学研究院集团有限公司铁道建筑研究所 | High-position high-steep suspension type dangerous rock truss light supporting structure and construction method thereof |
| CN117027023B (en) * | 2023-10-10 | 2023-12-15 | 中国铁道科学研究院集团有限公司铁道建筑研究所 | High-position high-steep suspension type dangerous rock truss light supporting structure and construction method thereof |
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