CN110135125A - Numerical analysis method of the drill ship pitching pile to neighbouring grouped piles influence under a kind of horizontal force - Google Patents
Numerical analysis method of the drill ship pitching pile to neighbouring grouped piles influence under a kind of horizontal force Download PDFInfo
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Abstract
The invention discloses drill ship pitching piles under a kind of horizontal force to the numerical analysis method of neighbouring grouped piles influence, including following 5 steps: S1, foundation engineering geology, foundation meet actual numerical analysis model；S2, apply fixed horizontal loading in clump of piles pile crown, then simulate pitching pile process, the drift displacement curve of the horizontal displacement cloud atlas and pile body of pile body and the soil body before and after output pitching pile；S3, according to pile parameter and API specification, establish corresponding beam on nonlinear foundation model；S4, the pile body displacement that S2 is obtained is input in beam on nonlinear foundation model, distribution curve of the moment of flexure along pile body before and after output pitching pile；Analog result before and after S5, comparison pitching pile evaluates neighbouring grouped piles influence degree drill ship pitching pile under horizontal force action；Pitching pile front and back pile body displacement curve, bending curve can be compared, influence of the drill ship pitching pile to a neighbouring clump of piles under horizontal force action more intuitively can be reasonably evaluated, it is easy to operate, it is easy to practical application.
Description
Technical field
The present invention relates to field of ocean engineering, drill ship pitching pile is to neighbouring grouped piles influence under specially a kind of horizontal force
Numerical analysis method.
Background technique
Jackup vessel, often will be near jacket fixed platform pile foundation, by major diameter in drilling process
Drill ship spud-can injection seabed mud face following certain depth, to provide the bearing capacity needed when drill ship operation.It is this big
Size shoe unavoidably has an adverse effect to the pile foundation stability of neighbouring platform in injection soil layer, or even endangers platform
Safety.Therefore, it is necessary to which the influence generated to drill ship shoe injection to neighbouring platform pile foundation is analyzed and evaluated.
Appraisal drilling ship shoe injection to the essence of neighbouring platform Influence of Pile Foundation be can objective analysis pitching pile soil compaction cause
Pile body displacement and corresponding moment of flexure.However so far, both at home and abroad about drill ship pitching pile to neighbouring platform Influence of Pile Foundation
Study it is less, it is existing it is some research be concentrated mainly on model test, due to the model test under the conditions of 1g, there is certain limitation
Property, and the complexity of centrifugal model test and excessively high experimentation cost, therefore these existing experimental studies can only simulate more letter
The influence degree of pitching pile in single soil layer to Adjacent Pile.
In recent years, as computer hardware facility is continuously improved and finite element method constantly improve, to utilize numerical value
Analogy method solves the problems, such as that drill ship pitching pile provides possibility to Adjacent Pile influence.But calculated by conventional finite element, point
Adjacent Pile pile body stress, strain and the distribution of displacement caused by pitching pile are analysed, it can be to avoid non-linear caused by the shoe injection soil body
Mesh distortion is calculated caused by large deformation, but can not simulate the soil compaction effect constantly accumulated in the entire continuous process of pitching pile to neighbour
The influence of nearly stake, calculated result have very big difference compared with practical.Therefore, it is solved using unconventional finite element method for numerical simulation
It is very necessary that drill ship pitching pile, which influences problem to Adjacent Pile,.
Currently, having coupling Eulerian-Lagrangian Method (CEL in the method for numerical simulation for solving the problems, such as Nonlinear Large Deformation
Method), compatible Eulerian-Lagrangian method (ALE method) and grid weight partitioning.Using ALE method analysis pitching pile to neighbouring
The influence of platform pile foundation, but the displacement that analysis obtains is significantly greater than Centrifugal Model Test Result, it is related research shows that using the side CEL
It is imitative that method carries out numerical value to the influence centrifugal model test of Adjacent Pile under pile crown rigid condition to drill ship pitching pile on soft clay place
True simulation, has obtained the Bending Moment Analysis result more consistent with centrifugal model test.Therefore CEL finite element method for simulating water is used
Flat power acts on lower drill ship pitching pile to neighbouring grouped piles influence, has highly important engineering significance.
Summary of the invention
The purpose of the present invention is to provide drill ship pitching piles under a kind of horizontal force to the numerical analysis side of neighbouring grouped piles influence
Method, to solve the problems mentioned in the above background technology.
To achieve the above object, the invention provides the following technical scheme: drill ship pitching pile is to neighbouring group under a kind of horizontal force
The numerical analysis method that stake influences, including the following steps:
S1, foundation engineering geology, foundation meet actual numerical analysis model；
S2, apply fixed horizontal loading in clump of piles pile crown, then simulate pitching pile process, pile body and soil before and after output pitching pile
The horizontal displacement cloud atlas of body and the drift displacement curve of pile body；
S3, according to pile parameter and API specification, establish corresponding beam on nonlinear foundation model；
S4, the pile body displacement that S2 is obtained is input in beam on nonlinear foundation model, moment of flexure is along pile body before and after output pitching pile
Distribution curve；
Analog result before and after S5, comparison pitching pile, to drill ship pitching pile under horizontal force action to neighbouring grouped piles influence degree
It is evaluated.
As a preferred technical solution of the present invention, in step S1, described according to engineering geology, foundation meets actual
Numerical analysis model specifically includes following steps:
S11, the soil body in view of protuberance can be generated when soil layer is inserted into shoe around shoe, to simulate the part, therefore in soil
The hole unit of body surface face arrangement above certain depth；The soil body in plug-in depth of pile coverage is set to Euler's material, inserts
The soil body, shoe and impacted stake other than stake effect of depth range are all made of Lagrangian solid modelling；Shoe injection soil layer mistake
Self-deformation very little in journey, therefore it is set to rigid body；Shoe initial position is located at the mud face center of hole bottom；
S12, according to soil parameters, the mechanics parameter of shoe and impacted stake, respectively give the soil body, shoe and stake assignment category
Property；
S13, when contact is arranged, the contact between Euler's material and Lagrangian body is calculated using the contact of " universal contact "
Method, contact between Lagrangian body is using the Contact Algorithm of " interarea-from face ", and the pile body surface for select rigidity big is as leading
Face, the small soil body surface of rigidity are used as from face；
S14, according to the actual situation applies the constraint that horizontal both direction speed is 0, soil body bottom surface to Euler's soil body surrounding
Apply vertical direction speed and be 0 constraint, and Euler's absorbing boundary is set, to eliminate since computation model selection of dimension causes
Boundary effect, reduce the oscillation of calculated result；Apply the constraint that displacement is 0 in the same fashion to the Lagrangian soil body；
When S15, grid division, the soil body, hole and stake are all made of hexahedral element and are divided, and shoe uses tetrahedron list
Member is divided.
As a preferred technical solution of the present invention, in the step S11, the depth of Euler's soil body should be greater than shoe
Insertion depth, the case where especially for soil layer within the scope of plug-in depth of pile being clay layer, preferentially use following rule setting CEL
The range of Euler's soil body in finite element model:
1. if less than 0.75 times shoe diameter of plug-in depth of pile, sets mud face or less 1~1.25 for the range of Euler's soil body
Times shoe diameter；
2. if plug-in depth of pile is greater than 0.75 times of shoe diameter, plug-in depth of pile and 0.5 times of shoe below plug-in depth of pile is straight
The soil body within the scope of diameter, which is all provided with, is set to Euler's soil body.
As a preferred technical solution of the present invention, in the step S12, according to soil parameters, shoe and by shadow
The mechanics parameter of stake is rung, gives the soil body, shoe and stake sets attribute respectively, specific as follows:
Due to describing soil layer using ideal elastoplastic model when using CEL finite element method for simulating drill ship pitching pile
Stress-strain relation, it then follows Mohr-Coulomb strength criterion, native land body use mole-coulomb constitutive model, including four basic
Parameter: elasticity modulus, Poisson's ratio, cohesive strength and internal friction angle；
For impacted stake, the material of stake is taken as elasticity, and presses generalized Hooke's law identified sign-strain stress relation；
Pile body is set as steel-pipe pile, in order to improve computational efficiency, sets entity pile body for impacted stake, in calculating, press
The steel-pipe pile principle equal with entity stake bending stiffness, the equivalent elastic modulus of solid pile in computation model is determined by following formula,In formula: E1、E2The respectively elasticity modulus of steel-pipe pile and equivalent entity stake；I1、I2For steel-pipe pile and equivalent entity
The moment of inertia of stake.
As a preferred technical solution of the present invention, in the step S15, in order to reduce the vibration of shoe penetration resistance
The influence to result is swung, refined net region is being set as close to shoe part, coarse grid region, refined net is set as with exterior domain
Size is taken as 0.05 times of shoe diameter, and refined net range is taken as 2 times of shoe diameters.
It is described to apply fixed horizontal lotus in clump of piles pile crown in step S2 as a preferred technical solution of the present invention
It carries, then simulates pitching pile process, the drift displacement curve of the horizontal displacement cloud atlas and pile body of pile body and the soil body before and after output pitching pile,
Specifically include following steps:
S21, in a model clump of piles pile crown are established reference point and are coupled with pile crown top surface, can also be if pile crown has cushion cap
Cushion cap surface is established reference point and is coupled in surface；
S22, the horizontal force size being subject to according to pile crown or cushion cap add corresponding horizontal loading in reference point；
S23, reference point is established in shoe bottom surface, and shoe is constrained to rigid body；
S24, analysis step, respectively gravimetric analysis step, load analysis step, pitching pile analysis step are established, and be set separately each
The time of analysis step, wherein the pitching pile analysis step time will determine according to plug-in depth of pile and pitching pile speed；
S25, pass through vertical displacement of the modification shoe in pitching pile analysis step in boundary condition, control plug-in depth of pile；
S26, it establishes operation and submits calculating, in the result the horizontal displacement cloud atlas of the pile body before and after output pitching pile and the soil body
And the drift displacement curve of pile body.
As a preferred technical solution of the present invention, in step S22 and S25, the application of the power and displacement should be kept away
Exempt from moment application, generally will for apply power and displacement establish a smooth amplitude curve, allow the application of power and displacement more
Steadily, to eliminate trembling for exciting force generation.
It is described according to pile parameter and API specification in step S3 as a preferred technical solution of the present invention, it builds
Corresponding beam on nonlinear foundation model is found, due to carrying out numerical analysis by CEL finite element method, can be directly determined impacted
The pile body displacement of stake determines corresponding bending by the p-y relationship of soil layer to be displaced according to pile body, here using non-thread
Property grade beam finite element model calculate pitching pile caused by impacted stake bending, specifically include following steps:
S31, the section feature parameter that beam element is determined by the sectional dimension of practical stake；
S32, it interacts between the long several non-linear p-y springs of setting of stake, simulation Pile Soil；
S33, reference API specification, determine the P-Y data of soil layer, and be input in grade beam；
S34, the restraint condition according to pile crown apply corresponding constraint in grade beam.
As a preferred technical solution of the present invention, in step S33, the reference API specification determines the P- of soil layer
Y data, for bury, corresponding calculation formula is set forth in the P-Y curve API specification of stake in batt and sandy soil:
(1) the P-Y curve of sandy soil
Sandy soil is divided into Failure of Shallow form and deep layer failure mode, and the ultimate soil resistance that Failure of Shallow and deep layer are destroyed turns
Break depth XRIt pressesIt calculates, in formula: C1、C2、C3For coefficient, d is outer diameter；
As x < xRWhen, it is Failure of Shallow；As x > xRWhen, it is that deep layer is destroyed；
The ultimate soil resistance of the stake side of sandy soil is different with depth and changes, Failure of Shallow and deep layer limit of rupture earth resistance
P is taken for P, Pux=(C1x+C2D) γ x and Pud=C3Smaller value in two formula of d γ x, in formula: γ is soil body effective unit weight；X is soil
Depth is calculated under surface；
The sandy soil P-Y curve that given depth is x is usedIt indicates, in formula: Pu is depth x
The ultimate soil resistance at place, A are the coefficient for considering cyclic load or dead load state, and K is coefficient of subgrade reaction, wherein circulation
Load: A=0.9, short-term static load:
(2) the P-Y curve in bury
P-Y curve method in bury commonly assumes that Pu along depth distribution, is calculated using following two formula,
X < xR,
X > xR, Pu=9Su；
In formula: B is that Pile side soil calculates width, generally uses stake diameter here, and γ is the effective unit weight of soil, SuIt is not arranged for clay
Water shearing strength, j are constant, and general clay takes 0.5, and it is any depth counted from ground that slightly batt, which takes 0.25, x,；
Connection arranges the above two column formula, acquires the plastic deformation depth x of strength reduction native under earth's surfaceR:
As a preferred technical solution of the present invention,Empirical relation depth xRIt is not applicable in the strong of soil
In the case that degree variation is unstable, when soil body severe and shearing strength are with change in depth, xRMinimum value be about the 2.5 of stake diameter
Times.
Compared with prior art, the beneficial effects of the present invention are: drill ship pitching pile is to neighbouring under a kind of horizontal force of the present invention
The numerical analysis method of grouped piles influence establishes numerical analysis model simultaneously using ABAQUS numerical simulation software according to geological conditions
Corresponding beam on nonlinear foundation model is established, by simulating drill ship pitching pile process, and then compares pile body displacement song before and after pitching pile
Line, bending curve more intuitively can reasonably evaluate influence of the drill ship pitching pile to a neighbouring clump of piles under horizontal force action, and
It is easy to operate, it is easy to practical application.
Detailed description of the invention
Fig. 1 is coefficient C1, the value figure of C2, C3；
Fig. 2 is relative density figure；
Fig. 3 is numerical analysis method flow chart of the drill ship pitching pile of the present invention to neighbouring grouped piles influence；
Fig. 4 is present example clump of piles analysis model figure；
Fig. 5 is present example beam on nonlinear foundation illustraton of model；
Fig. 6 is pile body and earth horizontal displacement cloud atlas before present example pitching pile；
Fig. 7 is pile body and earth horizontal displacement cloud atlas after present example pitching pile；
Fig. 8 is preceding stake bending moment along the pile cloud atlas before present example pitching pile carries out；
Fig. 9 is preceding stake bending moment along the pile cloud atlas after the completion of present example pitching pile；
Figure 10 is rear stake bending moment along the pile cloud atlas before present example pitching pile carries out；
Figure 11 is rear stake bending moment along the pile cloud atlas after the completion of present example pitching pile；
Figure 12 is the forward and backward pile lateral displacement comparison diagram of present example pitching pile；
Figure 13 is the forward and backward bending moment along the pile comparison diagram of present example pitching pile.
Specific embodiment
Hereinafter, preferred embodiments of the present invention will be described, it should be understood that preferred embodiment described herein is only used
In the description and interpretation present invention, it is not intended to limit the present invention.
Embodiment: as shown in figures 1-13, the present invention provides a kind of technical solution: drill ship pitching pile is to neighbour under a kind of horizontal force
The numerical analysis method of nearly grouped piles influence, including the following steps:
S1, foundation engineering geology, foundation meet actual numerical analysis model；
S2, apply fixed horizontal loading in clump of piles pile crown, then simulate pitching pile process, pile body and soil before and after output pitching pile
The horizontal displacement cloud atlas of body and the drift displacement curve of pile body；
S3, according to pile parameter and API specification, establish corresponding beam on nonlinear foundation model；
S4, the pile body displacement that S2 is obtained is input in beam on nonlinear foundation model, moment of flexure is along pile body before and after output pitching pile
Distribution curve；
Analog result before and after S5, comparison pitching pile, to drill ship pitching pile under horizontal force action to neighbouring grouped piles influence degree
It is evaluated.
In step S1, described according to engineering geology, foundation meets actual numerical analysis model, specifically includes following
Step:
S11, the soil body in view of protuberance can be generated when soil layer is inserted into shoe around shoe, to simulate the part, therefore in soil
The hole unit of body surface face arrangement above certain depth；The soil body in plug-in depth of pile coverage is set to Euler's material, inserts
The soil body, shoe and impacted stake other than stake effect of depth range are all made of Lagrangian solid modelling；Shoe injection soil layer mistake
Self-deformation very little in journey, therefore it is set to rigid body；Shoe initial position is located at the mud face center of hole bottom；
S12, according to soil parameters, the mechanics parameter of shoe and impacted stake, respectively give the soil body, shoe and stake assignment category
Property；
S13, when contact is arranged, the contact between Euler's material and Lagrangian body is calculated using the contact of " universal contact "
Method, contact between Lagrangian body is using the Contact Algorithm of " interarea-from face ", and the pile body surface for select rigidity big is as leading
Face, the small soil body surface of rigidity are used as from face；
S14, according to the actual situation applies the constraint that horizontal both direction speed is 0, soil body bottom surface to Euler's soil body surrounding
Apply vertical direction speed and be 0 constraint, and Euler's absorbing boundary is set, to eliminate since computation model selection of dimension causes
Boundary effect, reduce the oscillation of calculated result；Apply the constraint that displacement is 0 in the same fashion to the Lagrangian soil body；
When S15, grid division, the soil body, hole and stake are all made of hexahedral element and are divided, and shoe uses tetrahedron list
Member is divided.
In the step S11, the depth of Euler's soil body should be greater than the insertion depth of shoe, especially for plug-in depth of pile model
The case where interior soil layer is clay layer is enclosed, preferentially using the range of Euler's soil body in following rule setting CEL finite element model:
1. if less than 0.75 times shoe diameter of plug-in depth of pile, sets mud face or less 1~1.25 for the range of Euler's soil body
Times shoe diameter；
2. if plug-in depth of pile is greater than 0.75 times of shoe diameter, plug-in depth of pile and 0.5 times of shoe below plug-in depth of pile is straight
The soil body within the scope of diameter, which is all provided with, is set to Euler's soil body.
In the step S12, according to soil parameters, the mechanics parameter of shoe and impacted stake, the soil body, shoe are given respectively
And stake sets attribute, it is specific as follows:
Due to describing soil layer using ideal elastoplastic model when using CEL finite element method for simulating drill ship pitching pile
Stress-strain relation, it then follows Mohr-Coulomb strength criterion, native land body use mole-coulomb constitutive model, including four basic
Parameter: elasticity modulus, Poisson's ratio, cohesive strength and internal friction angle；
For impacted stake, the material of stake is taken as elasticity, and presses generalized Hooke's law identified sign-strain stress relation；
Pile body is set as steel-pipe pile, in order to improve computational efficiency, sets entity pile body for impacted stake, in calculating, press
The steel-pipe pile principle equal with entity stake bending stiffness, the equivalent elastic modulus of solid pile in computation model is determined by following formula,In formula: E1、E2The respectively elasticity modulus of steel-pipe pile and equivalent entity stake；I1、I2For steel-pipe pile and equivalent entity
The moment of inertia of stake.
In the step S15, in order to reduce influence of the oscillation to result of shoe penetration resistance, close to shoe part
It is set as refined net region, coarse grid region is set as with exterior domain, refined net size is taken as 0.05 times of shoe diameter, refined net
Range is taken as 2 times of shoe diameters；
S1 is explained in conjunction with Fig. 3；
1), according to engineering geology, foundation meets actual numerical analysis model；It is specific as follows:
1.1) drill ship shoe diameter is 8m in this example, and neighbouring impacted stake is box section, and section length and width is respectively
2m, 1.25m, wall thickness 0.098m, a length of 36m of stake；Solum horizontal is to for 34m；Soil layer depth 32.5m, soil layer are sandy soils；At the beginning of shoe
Begin to be located at solum horizontal direction center；Impacted clump of piles Edge Distance shoe edge is respectively 2m, 5.125m, wherein a clump of piles
Two single pile centre distances of group are 3.125m；Shoe maximum plug-in depth of pile is 4m；
1.2) this example establishes CEL finite element model using program-ABAQUS；In view of soil thickness is 32.5m, calculate
Model total height takes 36.5m, and length takes 34m, and width takes 12.5m；It is hole unit from 4m below computation model top surface to top surface,
The unit does not have any material attribute initially, and the soil body swelled around shoe when simulating shoe insertion soil layer enters hole unit
The case where, 4~36.5m is soil body unit below top surface, it is contemplated that plug-in depth of pile 4m, by the soil of 4~11m in computation model
Body is set as Euler's body, and the soil body of 11~36.5m is set as Lagrangian body；
1.3) shoe and impacted stake are all made of Lagrangian solid modelling, the self-deformation during shoe injection soil layer
Very little, therefore it is set to rigid body, shoe initial position is located at the mud face center of hole bottom, sets at shoe edge 2m
A clump of piles group is set, clump of piles Zu Zhongliang pile center distance is 3.125m；
1.4) since CEL finite element numerical analysis uses explicit algorithm, it, will be impacted in order to improve computational efficiency
Stake is set as solid pile body, and for impacted stake, the material of stake is taken as elasticity, and presses generalized Hooke's law identified sign-strain
Relationship, in calculating, by the steel-pipe pile principle equal with entity stake bending stiffness, byDetermine solid pile in computation model
Equivalent elastic modulus, wherein E1、E2The respectively elasticity modulus of steel-pipe pile and equivalent entity stake, I1、I2For steel-pipe pile and equivalent
The moment of inertia of entity stake；It as a result is 32.6GPa, Poisson's ratio takes 0.3；Springform for sandy soils, in ideal elastoplastic model
It measures 4.5 times of CPT and tests the static point resistance (q measuredc=8.89MPa), i.e. 40MPa, Poisson's ratio takes 0.3；Internal friction angle takes
30 °, cohesion takes 0；
1.5) contact between Euler's body and Lagrangian body is described by broad sense contact conditions, this Contact Algorithm is based on adding
Strong intrusion boundary method contacts discrete way using penalty function and limited slip, by specify the interarea in contact surface with from
Face, the automatic interface for calculating and tracking between Lagrangian body and Euler's body, can take up Lagrangian body in Euler's body
Hole unit, be common contact conditions in CEL finite element numerical analysis model, connecing between impacted stake and Euler's soil body
Contact fortune between touching and shoe and the Lagrangian soil body is all made of this contact；For impacted stake and the Lagrangian soil body
Between contact, using the surface-to-surface contact in Lagrangian Arithmetic, and the pile body surface for selecting rigidity big is as interarea, the soil body
Surface is used as from the coefficient of friction between face, Pile Soil and is taken as 0.4；
1.6) 1. the boundary condition of computation model is provided that by the water of 3 direction boundary nodes of Euler's soil body and hole
Flat speed is set as 0, and is set as Euler's absorbing boundary, to prevent Euler's soil body from passing through the boundary of computation model, eliminate by
In the boundary effect that computation model selection of dimension may cause；2. by the side in Lagrangian soil body region and bottom surface displacement setting
It is 0；3. by the vertical displacement of control shoe, so that shoe is inserted into the position of mud face or less 4m with the rate of 0.5m/s；
It is described to apply fixed horizontal loading in clump of piles pile crown in step S2, pitching pile process is then simulated, before exporting pitching pile
The drift displacement curve of the horizontal displacement cloud atlas and pile body of pile body and the soil body afterwards, specifically includes following steps:
S21, in a model clump of piles pile crown are established reference point and are coupled with pile crown top surface, can also be if pile crown has cushion cap
Cushion cap surface is established reference point and is coupled in surface；
S22, the horizontal force size being subject to according to pile crown or cushion cap add corresponding horizontal loading in reference point；
S23, reference point is established in shoe bottom surface, and shoe is constrained to rigid body；
S24, analysis step, respectively gravimetric analysis step, load analysis step, pitching pile analysis step are established, and be set separately each
The time of analysis step, wherein the pitching pile analysis step time will determine according to plug-in depth of pile and pitching pile speed；
S25, pass through vertical displacement of the modification shoe in pitching pile analysis step in boundary condition, control plug-in depth of pile；
S26, it establishes operation and submits calculating, in the result the horizontal displacement cloud atlas of the pile body before and after output pitching pile and the soil body
And the drift displacement curve of pile body.
In step S22 and S25, the application of the power and displacement should be avoided moment application, generally will for apply power and
A smooth amplitude curve is established in displacement, makes the application of power and displacement more steady, to eliminate trembling for exciting force generation.
S2 is explained in conjunction with Fig. 3；
2), apply fixed horizontal loading in clump of piles pile crown, then simulate pitching pile process, pile body and soil before and after output pitching pile
The horizontal displacement cloud atlas of body and the drift displacement curve of pile body；It is specific as follows:
2.1), clump of piles pile crown is established reference point and is coupled with pile crown top surface in a model；
2.2) corresponding horizontal loading 870000N, is added in reference point；
2.3) reference point, is established in shoe bottom surface, and shoe is constrained to rigid body；
2.4) analysis step, respectively gravimetric analysis step, load analysis step, pitching pile analysis step, are established, and is set separately each
The time of analysis step, wherein the pitching pile analysis step time will determine that this case pitching pile time takes according to plug-in depth of pile and pitching pile speed
11.3s；
2.5), by vertical displacement of the modification shoe in pitching pile analysis step in boundary condition, plug-in depth of pile is controlled, by
It is embedded depth at shoe maximum gauge top surface in plug-in depth of pile, and reference point is arranged in pile top, therefore vertical displacement is herein
5.65；
2.6) it, establishes operation and submits calculating, in the result the horizontal displacement cloud of the pile body before and after output pitching pile and the soil body
The drift displacement curve of figure and pile body；
It is described according to pile parameter and API specification in step S3, corresponding beam on nonlinear foundation model is established, due to
Numerical analysis is carried out by CEL finite element method, the pile body displacement of impacted stake can be directly determined, in order to according to pile body position
It moves, determines corresponding bending by the p-y relationship of soil layer, pitching pile is calculated using beam on nonlinear foundation finite element model here and is led
The bending of the impacted stake caused, specifically includes following steps:
S31, the section feature parameter that beam element is determined by the sectional dimension of practical stake；
S32, it interacts between the long several non-linear p-y springs of setting of stake, simulation Pile Soil；
S33, reference API specification, determine the P-Y data of soil layer, and be input in grade beam；
S34, the restraint condition according to pile crown apply corresponding constraint in grade beam.
In step S33, the reference API specification determines the P-Y data of soil layer, for bury, batt and grittiness
Corresponding calculation formula is set forth in the P-Y curve API specification of stake in soil:
(1) the P-Y curve of sandy soil
Sandy soil is divided into Failure of Shallow form and deep layer failure mode, and the ultimate soil resistance that Failure of Shallow and deep layer are destroyed turns
Break depth XRIt pressesIt calculates, in formula: C1、C2、C3For coefficient, d is outer diameter；As shown in Figure 1；φ is sand
Native internal friction angle；
As x < xRWhen, it is Failure of Shallow；As x > xRWhen, it is that deep layer is destroyed；
The ultimate soil resistance of the stake side of sandy soil is different with depth and changes, Failure of Shallow and deep layer limit of rupture earth resistance
P is taken for P, Pux=(C1x+C2D) γ x and Pud=C3Smaller value in two formula of d γ x, in formula: γ is soil body effective unit weight；X is soil
Depth is calculated under surface；
The sandy soil P-Y curve that given depth is x is usedIt indicates, in formula: Pu is depth x
The ultimate soil resistance at place, A are the coefficient for considering cyclic load or dead load state, and K is coefficient of subgrade reaction, as shown in Fig. 2,
Cyclic load: A=0.9, short-term static load:
(2) the P-Y curve in bury
P-Y curve method in bury commonly assumes that Pu along depth distribution, is calculated using following two formula,
X < xR,
X > xR, Pu=9Su；
In formula: B is that Pile side soil calculates width, generally uses stake diameter here, and γ is the effective unit weight of soil, SuIt is not arranged for clay
Water shearing strength, j are constant, and general clay takes 0.5, and it is any depth counted from ground that slightly batt, which takes 0.25, x,；
Connection arranges the above two column formula, acquires the plastic deformation depth x of strength reduction native under earth's surfaceR:
Empirical relation depth xRBe not applicable in soil Strength Changes it is unstable in the case where, when soil body weight
When degree and shearing strength are with change in depth, xRMinimum value be about 2.5 times of stake diameter.
S3 is explained in conjunction with Fig. 3；
3), according to pile parameter and API specification, corresponding beam on nonlinear foundation model is established；It specifically includes:
3.1), determine the section feature parameter of beam element by the sectional dimension of practical stake, stake section length and width be respectively 2m,
1.25m, wall thickness 0.098m, stake a length of 36m, elasticity modulus 71GPa, Poisson's ratio 0.3；
3.2) it, along the long several non-linear p-y springs of setting of stake, simulates and interacts between Pile Soil；
3.3), referring to API specification, the p-y data of soil layer are determined, and be input in grade beam；
The calculating of P-Y data is as follows:
S4 is explained in conjunction with Fig. 3；
4), the pile body displacement that second step obtains is input in beam on nonlinear foundation model, moment of flexure edge before and after output pitching pile
The distribution curve of pile body, specifically includes:
4.1), by boundary condition manager, corresponding water before pitching pile is inputted on two leafs and spring node of stake
Prosposition moves；
4.2) it, establishes operation and submits calculating.Distribution curve of the moment of flexure along pile body before output pitching pile；
4.3), by boundary condition manager, corresponding water after pitching pile is inputted on two leafs and spring node of stake
Prosposition moves；
4.4) it, establishes operation and submits calculating, distribution curve of the moment of flexure along pile body after output pitching pile；
S5 is explained in conjunction with Fig. 3；
5) analog result before and after pitching pile, is compared, to drill ship pitching pile under horizontal force action to neighbouring grouped piles influence degree
It is evaluated；
Pile deflection is 0.285m before preceding stake pitching pile as seen from Figure 12, and pile deflection is 0.615m after pitching pile, then inserts
The pile deflection of preceding stake increases 0.33m after stake, 1.16 times of pile deflection about before this pitching pile；Pile crown position before stake pitching pile afterwards
Moving is 0.253m, and pile deflection is 0.717m after pitching pile, then the pile deflection of rear stake increases 0.464m after pitching pile, the about stake
1.83 times of pile deflection before pitching pile, so, pitching pile process is affected to rear stake (i.e. close to the pile body of shoe side)；
As seen from Figure 13 before and after pitching pile, the maximal bending moment position consistency of preceding stake and rear stake, the forward and backward maximal bending moment of pitching pile
Position is respectively distance native face 10.5m, 16.5m, i.e., maximal bending moment position has moved down 6.5m after pitching pile, about plug-in depth of pile
1.6 times, the preceding forward and backward maximal bending moment of stake pitching pile is respectively 16.5MN*m, 21.2MN*m, then maximal bending moment is about inserted after this pitching pile
1.28 times before stake: the rear forward and backward maximal bending moment of stake pitching pile is respectively 16.3MN*m, 24MN*m, then maximal bending moment after this pitching pile
1.47 times about before pitching pile.So pitching pile process is affected to rear stake (i.e. close to the pile body of shoe side)；
To sum up, the present invention intuitively can reasonably evaluate under horizontal force action drill ship pitching pile to the influence journey of a neighbouring clump of piles
Degree, and it is easy to operate, it is easy to practical application.
It although an embodiment of the present invention has been shown and described, for the ordinary skill in the art, can be with
A variety of variations, modification, replacement can be carried out to these embodiments without departing from the principles and spirit of the present invention by understanding
And modification, the scope of the present invention is defined by the appended.
Claims (10)
1. numerical analysis method of the drill ship pitching pile to neighbouring grouped piles influence under a kind of horizontal force, which is characterized in that including following
Several steps:
S1, foundation engineering geology, foundation meet actual numerical analysis model；
S2, apply fixed horizontal loading in clump of piles pile crown, then simulate pitching pile process, pile body and the soil body before and after output pitching pile
The drift displacement curve of horizontal displacement cloud atlas and pile body；
S3, according to pile parameter and API specification, establish corresponding beam on nonlinear foundation model；
S4, the pile body displacement that S2 is obtained is input in beam on nonlinear foundation model, point of the moment of flexure along pile body before and after output pitching pile
Cloth curve；
Analog result before and after S5, comparison pitching pile carries out drill ship pitching pile under horizontal force action to neighbouring grouped piles influence degree
Evaluation.
2. drill ship pitching pile is to the numerical analysis method of neighbouring grouped piles influence under a kind of horizontal force according to claim 1,
It is characterized in that, described according to engineering geology, foundation meets actual numerical analysis model, specifically includes following in step S1
Several steps:
S11, the soil body in view of protuberance can be generated when soil layer is inserted into shoe around shoe, to simulate the part, therefore in soil body table
The hole unit of face arrangement above certain depth；The soil body in plug-in depth of pile coverage is set to Euler's material, and pitching pile is deep
The soil body, shoe and impacted stake other than degree coverage are all made of Lagrangian solid modelling；During shoe injection soil layer
Self-deformation very little, therefore be set to rigid body；Shoe initial position is located at the mud face center of hole bottom；
S12, according to soil parameters, the mechanics parameter of shoe and impacted stake, respectively give the soil body, shoe and stake sets attribute；
S13, when contact is arranged, the contact between Euler's material and Lagrangian body uses the Contact Algorithm of universal contact, drawing
Contact between Ge Lang body uses Contact Algorithm of the interarea-from face, and the pile body surface for selecting rigidity big is as interarea, rigidity
Small soil body surface is used as from face；
S14, according to the actual situation applies the constraint that horizontal both direction speed is 0 to Euler's soil body surrounding, and soil body bottom surface applies
Vertical direction speed is 0 constraint, and Euler's absorbing boundary is arranged, to eliminate the side as caused by computation model selection of dimension
Boundary's effect reduces the oscillation of calculated result；Apply the constraint that displacement is 0 in the same fashion to the Lagrangian soil body；
When S15, grid division, the soil body, hole and stake are all made of hexahedral element and are divided, shoe using tetrahedron element into
Row divides.
3. drill ship pitching pile is to the numerical analysis method of neighbouring grouped piles influence under a kind of horizontal force according to claim 2,
It is characterized in that, the depth of Euler's soil body should be greater than the insertion depth of shoe in the step S11, especially for pitching pile depth
The case where soil layer is clay layer in range is spent, preferentially using the model of Euler's soil body in following rule setting CEL finite element model
It encloses:
1. if less than 0.75 times shoe diameter of plug-in depth of pile, sets the stake of 1~1.25 times of mud face or less for the range of Euler's soil body
Boots diameter；
2. if plug-in depth of pile is greater than 0.75 times of shoe diameter, by 0.5 times of shoe diameter model below plug-in depth of pile and plug-in depth of pile
The soil body in enclosing, which is all provided with, is set to Euler's soil body.
4. drill ship pitching pile is to the numerical analysis method of neighbouring grouped piles influence under a kind of horizontal force according to claim 2,
It is characterized in that, in the step S12, according to soil parameters, the mechanics parameter of shoe and impacted stake, respectively to the soil body,
Shoe and stake sets attribute, specific as follows:
The soil body uses mole-coulomb constitutive model, including four basic parameters: elasticity modulus, Poisson's ratio, cohesive strength and interior friction
Angle；
For impacted stake, the material of stake is taken as elasticity, and presses generalized Hooke's law identified sign-strain stress relation；
Pile body is set as steel-pipe pile, in order to improve computational efficiency, entity pile body is set by impacted stake, in calculating, by steel pipe
The stake principle equal with entity stake bending stiffness, the equivalent elastic modulus of solid pile in computation model is determined by following formula,In formula: E1、E2The respectively elasticity modulus of steel-pipe pile and equivalent entity stake；I1、I2For steel-pipe pile and equivalent entity
The moment of inertia of stake.
5. drill ship pitching pile is to the numerical analysis method of neighbouring grouped piles influence under a kind of horizontal force according to claim 2,
It is characterized in that, in the step S15, in order to reduce influence of the oscillation to result of shoe penetration resistance, close to shoe
Part is set as refined net region, is set as coarse grid region with exterior domain, refined net size is taken as 0.05 times of shoe diameter, carefully
Grid range is taken as 2 times of shoe diameters.
6. drill ship pitching pile is to the numerical analysis method of neighbouring grouped piles influence under a kind of horizontal force according to claim 1,
It is characterized in that, in step S2, it is described to apply fixed horizontal loading in clump of piles pile crown, pitching pile process is then simulated, output is inserted
The drift displacement curve of the horizontal displacement cloud atlas and pile body of stake front and back pile body and the soil body, specifically includes following steps:
S21, in a model clump of piles pile crown are established reference point and are coupled with pile crown top surface, can also be in cushion cap if pile crown has cushion cap
Surface is established reference point and is coupled in surface；
S22, the horizontal force size being subject to according to pile crown or cushion cap add corresponding horizontal loading in reference point；
S23, reference point is established in shoe bottom surface, and shoe is constrained to rigid body；
S24, analysis step, respectively gravimetric analysis step, load analysis step, pitching pile analysis step are established, and each analysis is set separately
The time of step, wherein the pitching pile analysis step time will determine according to plug-in depth of pile and pitching pile speed；
S25, pass through vertical displacement of the modification shoe in pitching pile analysis step in boundary condition, control plug-in depth of pile；
S26, it establishes operation and submits calculating, in the result horizontal displacement cloud atlas and the stake of the pile body and the soil body before and after output pitching pile
The drift displacement curve of body.
7. drill ship pitching pile is to the numerical analysis method of neighbouring grouped piles influence under a kind of horizontal force according to claim 6,
It is characterized in that, moment application should be avoided in the application of the power and displacement in step S22 and S25, it to be generally the power of application
A smooth amplitude curve is established with displacement, makes the application of power and displacement more steady, to eliminate trembling for exciting force generation.
8. drill ship pitching pile is to the numerical analysis method of neighbouring grouped piles influence under a kind of horizontal force according to claim 1,
It is described according to pile parameter and API specification it is characterized in that, in step S3, corresponding beam on nonlinear foundation model is established, by
In carrying out numerical analysis by CEL finite element method, the pile body displacement of impacted stake can be directly determined, in order to according to pile body position
It moves, determines corresponding bending by the p-y relationship of soil layer, pitching pile is calculated using beam on nonlinear foundation finite element model here and is led
The bending of the impacted stake caused, specifically includes following steps:
S31, the section feature parameter that beam element is determined by the sectional dimension of practical stake；
S32, it interacts between the long several non-linear p-y springs of setting of stake, simulation Pile Soil；
S33, reference API specification, determine the P-Y data of soil layer, and be input in grade beam；
S34, the restraint condition according to pile crown apply corresponding constraint in grade beam.
9. drill ship pitching pile is to the numerical analysis method of neighbouring grouped piles influence under a kind of horizontal force according to claim 8,
It is characterized in that, in step S33, the reference API specification determines the P-Y data of soil layer, for bury, batt and
Corresponding calculation formula is set forth in the P-Y curve API specification of stake in sandy soil:
(1) the P-Y curve of sandy soil
Sandy soil is divided into Failure of Shallow form and deep layer failure mode, the ultimate soil resistance turning point that Failure of Shallow and deep layer are destroyed
Depth XRIt pressesIt calculates, in formula: C1、C2、C3For coefficient, d is outer diameter；
As x < xRWhen, it is Failure of Shallow；As x > xRWhen, it is that deep layer is destroyed；
The ultimate soil resistance of the stake side of sandy soil is different with depth and changes, and Failure of Shallow and deep layer limit of rupture earth resistance are P,
P takes Pux=(C1x+C2D) γ x and Pud=C3Smaller value in two formula of d γ x, in formula: γ is soil body effective unit weight；X is native surface
Lower calculating depth；
The sandy soil P-Y curve that given depth is x is usedIt indicates, in formula: Pu is at depth x
Ultimate soil resistance, A are the coefficient for considering cyclic load or dead load state, and K is coefficient of subgrade reaction, wherein cyclic load:
A=0.9, short-term static load:
(2) the P-Y curve in bury
P-Y curve method in bury commonly assumes that Pu along depth distribution, is calculated using following two formula,
X < xR,
X > xR, Pu=9Su；
In formula: B is that Pile side soil calculates width, generally uses stake diameter here, and γ is the effective unit weight of soil, SuIt is not drained for clay anti-
Intensity is cut, j is constant, and general clay takes 0.5, and it is any depth counted from ground that slightly batt, which takes 0.25, x,；
Connection arranges the above two column formula, acquires the plastic deformation depth x of strength reduction native under earth's surfaceR:。
10. drill ship pitching pile is to the numerical analysis method of neighbouring grouped piles influence under a kind of horizontal force according to claim 9,
It is characterized in that,Empirical relation depth xRBe not applicable in soil Strength Changes it is unstable in the case where, work as the soil body
When severe and shearing strength are with change in depth, xRMinimum value be about 2.5 times of stake diameter.
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