CN108717503A - The landslide thrust calculation methods that Anti-slide Pile undertakes under a kind of design conditions - Google Patents
The landslide thrust calculation methods that Anti-slide Pile undertakes under a kind of design conditions Download PDFInfo
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- CN108717503A CN108717503A CN201810517736.4A CN201810517736A CN108717503A CN 108717503 A CN108717503 A CN 108717503A CN 201810517736 A CN201810517736 A CN 201810517736A CN 108717503 A CN108717503 A CN 108717503A
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- G06F30/20—Design optimisation, verification or simulation
- G06F30/23—Design optimisation, verification or simulation using finite element methods [FEM] or finite difference methods [FDM]
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Abstract
The present invention provides the landslide thrust calculation methods that Anti-slide Pile undertakes under a kind of design conditions, includes the following steps：S1, landslide finite element model are established：The finite element model that comes down includes slider bed, and sequence is set to slide strips and gliding mass in slider bed, and landslide finite element model is reinforced using friction pile, and the both ends of friction pile are embedded in gliding mass and slider bed respectively；S2, plane strain model foundation：Plane strain model is established using ground profession finite element analysis software PLAXIS 2D, gliding mass, slide strips and slider bed are all made of triangle projective planum strain solid element simulation, friction pile uses the plate unit simulation in PLAXIS analysis softwares, osculating element is set between stake and soil, mesh generation is carried out to landslide finite element model；S3, Thrust of Landslide calculate.This method is found using the analysis of Strength Reduction of FEM, and under design conditions, when giving a certain design safety factor (DSF), the Thrust of Landslide design value that Anti-slide Pile undertakes is equal to the Thrust of Landslide design value of overall length pile load.
Description
Technical field
The present invention relates to landslide reinforcement engineering Anti-slide Pile design fields, and in particular under a kind of design conditions
The landslide thrust calculation methods that Anti-slide Pile undertakes.
Background technology
Anti-slide Pile refers to the common friction pile that stake top absolute altitude is less than slip mass surface certain depth.Due to flush type
The length of the above stake of sliding surface of friction pile significantly shortens, and corresponding moment also becomes smaller therewith, therefore the section of stake and stake are long also corresponding
Reduce, this greatly reduced the consumption of raw materialss amount such as concrete, but also Anti-slide Pile becomes economical.But in Anti-slide Pile
In design, Thrust of Landslide that Anti-slide Pile undertakes still not no good method how is determined.Zheng Ying people, Lei Wenjie et al. at present
It is found by large-scale indoor model destructive testing, the Thrust of Landslide that Anti-slide Pile undertakes increases with the long increase of stake, recognizes
A part of Thrust of Landslide can be undertaken for the Anti-slide Pile stake top soil body, it is thus regarded that the Thrust of Landslide that Anti-slide Pile undertakes
It is smaller than overall length stake.But the present inventor shows that aforementioned discovery and conclusion are inaccurate by researching and analysing.
Invention content
For technical problem of the existing technology, the present invention provides what Anti-slide Pile under a kind of design conditions undertook
Landslide thrust calculation methods, this method is using strength degradation numerical technique under design conditions, pacifying in given a certain design
Under the conditions of overall coefficient, the Thrust of Landslide that Anti-slide Pile undertakes is calculated.
In order to solve the above-mentioned technical problem, present invention employs the following technical solutions：
The landslide thrust calculation methods that Anti-slide Pile undertakes under a kind of design conditions, include the following steps：
S1, landslide finite element model are established：The landslide finite element model includes slider bed, the slide strips being set in slider bed, with
And the gliding mass in slide strips, the thickness of the slide strips is 1 meter, and the landslide finite element model is added using Anti-slide Pile
Gu the landslide form mechanism safety coefficient after reinforcing is not less than given design safety factor (DSF), the both ends of the friction pile are buried respectively
In gliding mass and slider bed；
S2, plane strain model foundation：Plane strain mould is established using ground profession finite element analysis software PLAXIS 2D
Type, gliding mass, slide strips and slider bed are all made of triangle projective planum strain solid element simulation, and friction pile uses in PLAXIS analysis softwares
Plate unit simulation, osculating element is set between stake and soil, to landslide finite element model carry out mesh generation；
S3, Thrust of Landslide calculate：During on landslide, finite element model is established, supporting construction unit is first finished, then substep
Carry out the simulation of construction step：
S31, initial field stress calculating is carried out；
S32, activation pile element, carry out plastic calculation；
S33, the shear strength parameter of gliding mass and slide strips is reduced by design safety factor (DSF) simultaneously, is then moulded
Property calculate, after calculating extract pile element position of slip surface at maximum shear, this shear value be exactly come down under design conditions
The Thrust of Landslide design value that Anti-slide Pile should bear.
Further, it during carrying out mesh generation to landslide finite element model in the step S2, is carried out to pile element
When division, to sliding surface above section and sliding surface with lower part using individually division twice.
Further, friction pile is rectangular pile in the step S2, and sectional dimension is 1 × 1.5 meter.
Further, the osculating element in the step S2 between stake and soil uses mole-coulomb model, and between contact surface
Shear stress τ meet following formula：
| τ | < σntanφi+ci
Wherein, σnFor the compression on contact surface, φiFor the internal friction angle of contact surface, ciFor the cohesive strength of contact surface.
Compared with prior art, the Thrust of Landslide calculating side that Anti-slide Pile undertakes under design conditions provided by the invention
Method, using this method progress the study found that under design conditions, under the conditions of given a certain design safety factor (DSF), no
The Thrust of Landslide value undertaken with the Anti-slide Pile of length is almost the same, thus illustrates, when Anti-slide Pile reinforces landslide
The Thrust of Landslide design value that should bear is equal to the Thrust of Landslide design value that overall length stake should bear.It is proposed, is being carried out based on this discovery
When Anti-slide Pile designs, method provided by the invention had both may be used in the Thrust of Landslide design value that Anti-slide Pile undertakes
It is calculated, can also be verified by the conventional limit balancing method that overall length stake uses.
Description of the drawings
Fig. 1 is the landslide thrust calculation methods flow signal that Anti-slide Pile undertakes under design conditions provided by the invention
Figure.
Fig. 2 is landslide FEM model schematic diagram provided by the invention.
Fig. 3 is osculating element schematic diagram between stake provided by the invention and soil.
Fig. 4 is provided by the invention to landslide finite element model progress FEM meshing schematic diagram.
Fig. 5 is the shearing distribution schematic diagram of the above pile element of sliding surface provided by the invention.
Specific implementation mode
In order to make the technical means, the creative features, the aims and the efficiencies achieved by the present invention be easy to understand, below into
One step illustrates the present invention.
In the description of the present invention, it is to be understood that, term " longitudinal direction ", " radial direction ", " length ", " width ", " thickness ",
The orientation of the instructions such as "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outside" or
Position relationship is to be based on the orientation or positional relationship shown in the drawings, and is merely for convenience of description of the present invention and simplification of the description, without
It is instruction or implies that signified device or element must have a particular orientation, with specific azimuth configuration and operation, therefore not
It can be interpreted as limitation of the present invention.In the description of the present invention, unless otherwise indicated, the meaning of " plurality " is two or two
More than.
In the description of the present invention, it should be noted that unless otherwise clearly defined and limited, term " installation ", " phase
Even ", " connection " shall be understood in a broad sense, for example, it may be being fixedly connected, may be a detachable connection, or be integrally connected；It can
Can also be electrical connection to be mechanical connection；It can be directly connected, can also indirectly connected through an intermediary, Ke Yishi
Connection inside two elements.For the ordinary skill in the art, above-mentioned term can be understood at this with concrete condition
Concrete meaning in invention.
Shown in please referring to Fig.1, the present invention provides the Thrust of Landslide that Anti-slide Pile undertakes under a kind of design conditions and calculates
Method includes the following steps：
S1, landslide finite element model are established：Shown in please referring to Fig.2, the landslide finite element model includes slider bed
(Bedrock), the slide strips (Shear zone) being set in slider bed, and the gliding mass (Soil) in slide strips, the slide strips
Thickness is 1 meter, and the landslide finite element model is reinforced using Anti-slide Pile, and the landslide form mechanism safety coefficient after reinforcing is not small
In given design safety factor (DSF) such as 1.35, the both ends of the friction pile are embedded in gliding mass and slider bed respectively；As one kind
Specific implementation mode, the slider bed, slide strips, gliding mass and friction pile mechanical parameters see the table below shown in 1：
S2, plane strain model foundation：Plane strain mould is established using ground profession finite element analysis software PLAXIS 2D
Type, gliding mass, slide strips and slider bed are all made of triangle projective planum strain solid element simulation, and friction pile uses in PLAXIS analysis softwares
Plate unit simulation, osculating element is set between stake and soil, to landslide finite element model carry out FEM meshing, specifically ask
With reference to shown in figure 3 and Fig. 4.During specifically carrying out mesh generation to landslide finite element model, when being divided to pile element,
To sliding surface above section and sliding surface with lower part using individually dividing twice, it is possible thereby to can easily extract plate in post-processing
Maximum shear value of the unit at position of slip surface.
As specific embodiment, the friction pile is rectangular pile, and sectional dimension is 1 × 1.5 meter；Certainly, the friction pile
Section be not limited to rectangle, can also be circle.In PLAXIS analysis softwares, friction pile, plate are simulated using plate unit
The bending stiffness and axial rigidity result of calculation of unit are as follows：
EA=Ehb=30*109* 1.5*1.0=45*109
Specific plate unit parameter setting is as follows：
As specific embodiment, the osculating element in the step S2 between stake and soil uses mole-coulomb model, and connects
Shear stress τ between contacting surface meets following formula：
| τ | < σntanφi+ci
Wherein, σnFor the compression on contact surface, φiFor the internal friction angle of contact surface, ciIt, should for the cohesive strength of contact surface
Parameter is related with the intensive parameter of pile peripheral earth.The φ of contact surfaceiAnd ciCan be from the shear strength material parameters modification one of the soil body
Number obtains, specifically：
ci=Rintercsoil
tanφi=Rintertanφsoil
Wherein, RinterFor reduction coefficient, csoilFor the cohesive strength of the soil body, φsoilFor the internal friction angle of the soil body.It is general next
It says, the shear strength of contact surface is lower than the shear strength of the soil body, therefore, aforementioned reduction coefficient Rinter1.0 should be less than.We
R is assumed in methodinter=0.5.
S3, Thrust of Landslide calculate：During on landslide, finite element model is established, supporting construction unit is first finished, then substep
Carry out the simulation of construction step：
S31, initial field stress calculating is carried out, specifically included：In aforementioned processing model, ＂ primary condition ＂ is selected to calculate
Module, calculates primary stress field of the Rock And Soil under weight stress effect, generates crustal stress using gravitational load, calculates in next step
When resetting displacement be 0；
S32, activation pile element, carry out plastic calculation, specifically include：In the ＂ parameter definition ＂ dialog boxes of computation model
In, the pile element set in advance is clicked, by the unit activating, returns to calculate interface thereafter, ＂ plasticity is selected in calculating type
＂ is calculated, clicks after ＂ determines ＂ buttons and starts to calculate the stress field after antiskid pile driving construction；
S33, the shear strength parameter of gliding mass and slide strips is reduced by design safety factor (DSF) simultaneously, is then moulded
Property calculate, after calculating extract pile element position of slip surface at maximum shear, this shear value be exactly come down under design conditions
The Thrust of Landslide design value that Anti-slide Pile should bear；Wherein, in strength degradation calculating process, by the initial of gliding mass and slide strips
Shear strength parameter cohesive strength c and interior motor angle φ, by c'=c/FS, the mode of tan φ '=tan φ/FS is reduced,
By the cohesive strength c' and internalfrictionangleφ that are obtained after reduction ' input computation model, plastic calculation is carried out.Specifically please refer to Fig. 5 institutes
Show, the maximum shear at pile element position of slip surface is 777.3kN, which answers equal to Anti-slide Pile under design conditions
The Thrust of Landslide undertaken.
Using the landslide thrust calculation methods in above-mentioned steps S33, have respectively to the friction pile of different jib-lengths
Limit member calculates, and it is as shown in table 2 below to obtain the Thrust of Landslide that friction pile undertakes when design safety factor (DSF) is 1.35：
| Stake arm length (m) | The Thrust of Landslide (kN) of pile load | Design safety factor (DSF) |
| 6 | 777 | FS=1.35 |
| 7 | 767 | FS=1.35 |
| 8 | 770 | FS=1.35 |
| 9 | 772 | FS=1.35 |
| 9.772 | 770 | FS=1.35 |
It can be obtained from upper table 2, when the jib-length of stake changes, the Thrust of Landslide design value that friction pile undertakes is basic
Do not change；I other words when given design safety coefficient, the Thrust of Landslide that Anti-slide Pile undertakes is equal to overall length pile load
Thrust of Landslide.As a result, when carrying out Anti-slide Pile design, conventional method can be used and calculate the Thrust of Landslide that stake should bear,
Then the structural internal force calculation Reinforcement Design of stake is carried out again.
Using same computational methods, Thrust of Landslide such as the following table 3 that friction pile undertakes when design safety factor (DSF) is 1.15
It is shown：
It can be obtained from the result of calculation of upper table 3, if design safety factor (DSF) takes 1.15, the antiskid of different jib-lengths
The Thrust of Landslide of pile load is basically unchanged, and the Thrust of Landslide that friction pile when cantilever is 6 meters undertakes and cantilever are 9.772 meters of overall lengths
The Thrust of Landslide of pile load is almost the same.
Compared with prior art, the Thrust of Landslide calculating side that Anti-slide Pile undertakes under design conditions provided by the invention
Method, using this method progress the study found that under design conditions, under the conditions of given a certain design safety factor (DSF), no
The Thrust of Landslide value undertaken with the Anti-slide Pile of length is almost the same, thus illustrates, when Anti-slide Pile reinforces landslide
The Thrust of Landslide design value that should bear is equal to the Thrust of Landslide design value that overall length stake should bear.It is proposed, is being carried out based on this discovery
When Anti-slide Pile designs, method provided by the invention had both may be used in the Thrust of Landslide design value that Anti-slide Pile undertakes
It is calculated, can also be verified by the conventional limit balancing method that overall length stake uses.
Finally illustrate, the above examples are only used to illustrate the technical scheme of the present invention and are not limiting, although with reference to compared with
Good embodiment describes the invention in detail, it will be understood by those of ordinary skill in the art that, it can be to the skill of the present invention
Art scheme is modified or replaced equivalently, and without departing from the objective and range of technical solution of the present invention, should all be covered at this
In the right of invention.
Claims (4)
1. the landslide thrust calculation methods that Anti-slide Pile undertakes under a kind of design conditions, which is characterized in that including following step
Suddenly：
S1, landslide finite element model are established：The landslide finite element model includes slider bed, the slide strips being set in slider bed, Yi Jishe
It it is 1 meter in the thickness of the gliding mass in slide strips, the slide strips, the landslide finite element model is reinforced using Anti-slide Pile, is added
Gu for landslide form mechanism safety coefficient after not less than given design safety factor (DSF), the both ends of the friction pile are embedded in gliding mass respectively
In slider bed；
S2, plane strain model foundation：Plane strain model is established using ground profession finite element analysis software PLAXIS 2D,
Gliding mass, slide strips and slider bed are all made of triangle projective planum strain solid element simulation, and friction pile uses in PLAXIS analysis softwares
Plate unit is simulated, and osculating element is arranged between stake and soil, and mesh generation is carried out to landslide finite element model；
S3, Thrust of Landslide calculate：During on landslide, finite element model is established, supporting construction unit is first finished, then substep carries out
The simulation for step of constructing：
S31, initial field stress calculating is carried out；
S32, activation pile element, carry out plastic calculation；
S33, the shear strength parameter of gliding mass and slide strips is reduced by design safety factor (DSF) simultaneously, then carries out plastometer
It calculates, the maximum shear at pile element position of slip surface is extracted after calculating, this shear value is exactly to come down to be embedded under design conditions
The Thrust of Landslide design value that formula friction pile should bear.
2. the landslide thrust calculation methods that Anti-slide Pile undertakes under design conditions according to claim 1, feature
It is, during carrying out mesh generation to landslide finite element model in the step S2, when being divided to pile element, to cunning
Face above section and sliding surface are divided with lower part using independent twice.
3. the landslide thrust calculation methods that Anti-slide Pile undertakes under design conditions according to claim 1, feature
It is, friction pile is rectangular pile in the step S2, and sectional dimension is 1 × 1.5 meter.
4. the landslide thrust calculation methods that Anti-slide Pile undertakes under design conditions according to claim 1, feature
It is, the osculating element in the step S2 between stake and soil uses mole-coulomb model, and the shear stress τ between contact surface
Meet following formula：
| τ | < σntanφi+ci
Wherein, σnFor the compression on contact surface, φiFor the internal friction angle of contact surface, ciFor the cohesive strength of contact surface.
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Cited By (6)
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|---|---|---|---|---|
| CN109783991A (en) * | 2019-03-06 | 2019-05-21 | 河海大学 | A kind of have no alternative but to is known the inside story the Modeling Landslide Motion method of sliding surface |
| CN110263483A (en) * | 2019-07-02 | 2019-09-20 | 四川农业大学 | Anti-slide pile design thrust curve calculation method based on FLAC3D software |
| CN110674553A (en) * | 2019-09-30 | 2020-01-10 | 河南大学 | Calculation method for embedded pile of prestressed anchor cable |
| CN111353254A (en) * | 2020-04-02 | 2020-06-30 | 贵州正业工程技术投资有限公司 | Side slope supporting structure design method based on finite element strength reduction method |
| CN112883459A (en) * | 2021-01-17 | 2021-06-01 | 北京市政路桥股份有限公司 | Tunnel-landslide body-anti-slide pile system stability coupling analysis method |
| CN115544633A (en) * | 2022-11-24 | 2022-12-30 | 西南交通大学 | Method, device and equipment for determining reliability grade of slide-resistant pile and readable storage medium |
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Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109783991A (en) * | 2019-03-06 | 2019-05-21 | 河海大学 | A kind of have no alternative but to is known the inside story the Modeling Landslide Motion method of sliding surface |
| CN109783991B (en) * | 2019-03-06 | 2020-07-31 | 河海大学 | Landslide sliding process simulation method without known bottom sliding surface |
| CN110263483A (en) * | 2019-07-02 | 2019-09-20 | 四川农业大学 | Anti-slide pile design thrust curve calculation method based on FLAC3D software |
| CN110263483B (en) * | 2019-07-02 | 2022-12-13 | 四川农业大学 | Anti-slide pile design thrust curve calculation method based on FLAC3D software |
| CN110674553A (en) * | 2019-09-30 | 2020-01-10 | 河南大学 | Calculation method for embedded pile of prestressed anchor cable |
| CN111353254A (en) * | 2020-04-02 | 2020-06-30 | 贵州正业工程技术投资有限公司 | Side slope supporting structure design method based on finite element strength reduction method |
| CN112883459A (en) * | 2021-01-17 | 2021-06-01 | 北京市政路桥股份有限公司 | Tunnel-landslide body-anti-slide pile system stability coupling analysis method |
| CN112883459B (en) * | 2021-01-17 | 2024-02-23 | 北京市政路桥股份有限公司 | Tunnel-landslide body-slide-resistant pile system stability coupling analysis method |
| CN115544633A (en) * | 2022-11-24 | 2022-12-30 | 西南交通大学 | Method, device and equipment for determining reliability grade of slide-resistant pile and readable storage medium |
| CN115544633B (en) * | 2022-11-24 | 2023-03-24 | 西南交通大学 | Method, device and equipment for determining reliability grade of slide-resistant pile and readable storage medium |
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