CN111723512A - Determination method of axial symmetry dynamic response of pile foundation considering radial deformation influence - Google Patents
Determination method of axial symmetry dynamic response of pile foundation considering radial deformation influence Download PDFInfo
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Abstract
The invention discloses a method for determining axial symmetric dynamic response of a pile foundation in consideration of radial deformation influence, which respectively determines the radial displacement of the pile foundation caused by the side surface stress of the pile foundation, the axial displacement of the pile foundation caused by the side surface stress of the pile foundation, the radial displacement of the pile foundation caused by the bottom surface axial force of the pile foundation, the axial displacement of the pile foundation caused by the bottom surface axial force of the pile foundation, the radial displacement of the pile foundation caused by the bottom surface shear force of the pile foundation, the radial displacement of the pile foundation caused by the axial displacement of the top surface of the pile foundation under the action of an axial load and the axial displacement of the pile foundation caused by the axial displacement of the top surface of the pile foundation under; and calculating the axial displacement and the radial displacement of the side surface of the pile foundation under the common action of the side surface stress of the pile foundation, the axial force of the bottom surface of the pile foundation, the shearing force of the bottom surface of the pile foundation and the axial displacement of the top surface of the pile foundation under the action of the axial load by adopting the determined displacement superposition. Meanwhile, axial and radial deformation of the pile foundation is considered, and the dynamic response of the obtained pile foundation is more in accordance with the actual engineering.
Description
Technical Field
The invention belongs to the technical field of civil engineering, and relates to a method for determining axial symmetry dynamic response of a pile foundation by considering radial deformation influence.
Background
The pile foundation is generally used in civil engineering, the research on the pile foundation generally regards the surrounding soil as an elastic medium, at the moment, the pile foundation and the soil form an interaction system, and the response of the pile foundation buried in the soil under the action of external load needs to be considered when the design or the research is carried out. The research on the dynamic response of the pile foundation is a theoretical basis in the engineering technical fields of pile foundation earthquake resistance, vibration reduction design, pile foundation dynamic detection and the like, and can provide guidance and reference for field construction. At present, the response of the pile foundation embedded in the elastic medium under the action of external force becomes a research hotspot in the field of applied mechanics. In civil engineering, such problems are directly related to the interaction analysis of the soil and structures such as pile foundations and anchors, which are commonly used in ground design and engineering practice (Scott, 1981). For such three-dimensional elastic theory problems, strict theoretical derivation is limited. For the axial symmetry problem under axial loading, a great deal of research has been carried out by researchers, such as Bose and Haldar (1985), Mylonakis and Gazetas (2002), Lu et al (2009), Seo et al (2009), Anoyatis et al (2013), Salgado et al (2013), Wu et al (2013), Naghibi et al (2014), Shadlou and Bhattacharya (2014), Hirai (2014), Zheng (2015), etc. In the above studies, the embedded pile foundation was assumed to be a one-dimensional structure. Therefore, the problem of the influence of the pile foundation radial deformation and bottom reaction force on the interaction with the surrounding medium has not been solved. However, the authors Pak and gobert (1993), Masoumi et al (2007), and Masoumi and digrande (2008) have demonstrated in practical terms that we need to take into account the effects of the above factors by conducting careful studies on pile foundations that are subjected to axial loads and are fully embedded in an elastic medium. Although the basic rod theory is widely used in engineering practice due to its mathematical simplicity and practical value, unfortunately their use in this type of structure-continuum interaction problem may result in some fundamental drawbacks, particularly when the aspect ratio of the structure is not large enough. For example, axial and radial displacements of a buried element are generally dependent on tangential and lateral boundary forces exerted on it by the surrounding medium, whereas the basic rod theory can only describe axial deformations due to longitudinal loads. In fact, due to the poisson effect, there is also radial deformation and compression of the soil on the pile foundation, and it ignores radial deformation, so the basic rod theory essentially inhibits observation of proper lateral displacement and traction compatibility between the pile foundation and the soil. Besides the above mentioned non-physical risks, this approximation also poses serious limitations for correlation analysis of some important issues, such as radial stress distribution and the influence of poisson effect on the pile-soil system response (Pak and gobert, 1993).
Disclosure of Invention
The embodiment of the invention aims to provide a method for determining axial symmetry dynamic response of a pile foundation in consideration of radial deformation influence, so as to solve the problems that the dynamic response result of the obtained pile foundation is inaccurate and does not accord with the actual engineering result because the pile foundation is assumed to be a one-dimensional rod structure and only the axial deformation of the pile foundation is considered in the conventional method for determining the dynamic response of the pile foundation.
The embodiment of the invention adopts the technical scheme that the method for determining the axial symmetry dynamic response of the pile foundation considering the radial deformation influence is carried out according to the following steps:
step S1, respectively determining radial displacement of the pile foundation caused by stress on the side surface of the pile foundationAxial displacement of pile foundation caused by pile foundation side surface stressRadial displacement of pile foundation caused by axial force of pile foundation bottom surfaceAxial displacement of pile foundation caused by axial force of pile foundation bottom surfaceRadial displacement of pile foundation caused by shear force of pile foundation bottom surfaceAxial displacement of pile foundation caused by shear force of pile foundation bottom surfaceRadial displacement of pile foundation caused by axial displacement of pile foundation top surface under axial loadAxial displacement of pile foundation caused by axial displacement of pile foundation top surface under axial load
Step S2, according toAndand calculating the displacement of the pile foundation by adopting the following formula:
wherein u isr(z) represents the radial displacement of the side surface of the pile foundation under the common action of the stress of the side surface of the pile foundation, the axial force of the bottom surface of the pile foundation, the shearing force of the bottom surface of the pile foundation and the axial displacement of the top surface of the pile foundation under the action of the axial load; u. ofzAnd (z) represents the axial displacement of the side surface of the pile foundation under the common action of the stress of the side surface of the pile foundation, the axial force of the bottom surface of the pile foundation, the shearing force of the bottom surface of the pile foundation and the axial displacement of the top surface of the pile foundation under the action of the axial load, wherein z is more than or equal to 0 and less than or equal to l, and l is the length of the pile.
The embodiment of the invention has the advantages that the axial and radial deformation of the pile foundation are considered at the same time, the non-torsion axisymmetric dynamic response instant harmonic axisymmetric response of the pile foundation is obtained through the superposition principle, the radial displacement and the axial displacement of the side surface of the pile foundation under the common action of the side surface stress of the pile foundation, the bottom surface axial force of the pile foundation, the bottom surface shearing force of the pile foundation and the axial displacement of the top surface of the pile foundation under the action of the axial load are obtained, the non-torsion axisymmetric response of the limited-length embedded pile foundation is more accurately obtained, and the dynamic response of the obtained pile foundation is more in line with. The method solves the problems that the dynamic response result of the pile foundation is inaccurate and does not conform to the actual engineering due to the fact that the pile foundation is assumed to be a one-dimensional rod structure and only the axial deformation of the pile foundation is considered in the conventional method for determining the dynamic response of the pile foundation.
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In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, it is obvious that the drawings in the following description are only some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to the drawings without creative efforts.
Fig. 1 is a schematic diagram of a mechanical model of a solid pile foundation under the action of an axisymmetric load.
Fig. 2 is an axisymmetric finite element model of the pile-soil system shown in fig. 1, which is created using the ADINA software.
Fig. 3 is a comparison graph of pile body displacement calculated by the method of the embodiment of the invention and a finite element method.
Fig. 4 is a diagram comparing the pile head speed calculated by the method of the embodiment of the invention and the finite element method.
Fig. 5 is a graph comparing the dynamic impedance of a two-dimensional rod piece in saturated soil with the dynamic impedance of a one-dimensional pile foundation.
Fig. 6 is a graph comparing the dynamic impedance of a two-dimensional rod piece in single-phase soil with the dynamic impedance of a one-dimensional pile foundation.
Fig. 7 is a graph of the effect of radial deformation of a pile in saturated soil on pile-to-soil system velocity response.
Fig. 8 is a graph of the effect of radial deformation of a pile in single phase soil on pile-to-soil system speed response.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
FIG. 1 shows a linear elastic pile foundation according to an embodiment of the present invention, which has Lame constants of λ and μ, Poisson's ratio of ν, and radius a defined by radial stress t acting on the pile foundation side surfacerThe length l is represented by the axial stress t acting on the pile-side surfacezThe shear force of the top surface of the pile foundation is Q (0), the axial force of the top surface of the pile foundation is N (0), the shear force of the bottom surface of the pile foundation is Q (l), and the axial force of the bottom surface of the pile foundation is N (l). Under the load condition, the pile foundation is symmetrical about a z axis, all variables are independent of theta, namely the angular displacement of the pile foundation is ignored, the embodiment of the invention is a cylindrical coordinate system, the origin of coordinates is located at the top center of the pile foundation, the z axis direction is downward, and theta corresponds to z and r.
It is helpful to recognize that the main deformations of an axially loaded embedded pile with sufficient slenderness ratio and stiffness are axial compression and longitudinal displacement, and in view of this it seems logical to use a first order approximation to represent the axial displacement field of the pile, i.e. when the slenderness ratio and stiffness of the pile are sufficiently large, the radial displacement of the pile under axial load is small, in which case it is reasonable to use a first order approximation to represent the axial displacement of the pile, when the displacement of the pile is a function of the height variable z only. However, when the pile foundation is subjected to axial loads, a corresponding radial displacement field will generally also occur due to the poisson effect. In addition, the pilings are laterally constrained by the surrounding soil mass and are likely to be subjected to significant internal radial compression due to the boundary lateral stresses caused by the load acting on their circumferential surfaces. As a preliminary attempt to take these physical aspects into account without introducing unnecessary complexity, a first non-trivial approximation of the change in axial displacement of the pile foundation in the radial direction across its cross-section was adopted (Pak and Gobert, 1993). In addition to considering the radial displacement caused by the poisson effect and the radial compression effect of the surrounding soil mass on the pile foundation as described above, these kinematic assumptions have also been shown to model the radial shear phenomena, which are important in the wave propagation problem (Mindlin and Herrmann, 1951).Therefore, first, u is adoptedr(z) radial displacement at pile foundation side height z, using uz(z) represents the axial displacement at pile base side height z, then:
wherein u isr(r, z) represents the radial displacement of the pile at radius r and height z, uzAnd (r, z) represents the axial displacement of the pile foundation at the radius r and the height z, wherein r is more than or equal to 0 and less than or equal to a, and z is more than or equal to 0 and less than or equal to l.
Then, the axial force and the shear force of the cross section of the pile foundation are defined as follows:
wherein σzzRepresenting the positive stress, σ, acting in the z-plane and in the z-directionzrThe shear stress acting on the z-plane and along the r-direction is shown, dS represents the area integration, namely the axial stress and the tangential stress on the cross section area of the pile foundation are integrated at the height z to obtain the axial force and the shear force of the cross section of the pile foundation, A represents the cross section area of the pile foundation, and A is pi a2(ii) a J represents the polar moment of inertia of the pile foundation,
the elastic potential energy of the pile foundation is as follows:
wherein σ is stress tensor, strain tensor, V is volume, σrrRepresenting a positive stress acting on the r-plane and in the r-direction,rrrepresents the positive strain acting on the r-plane and in the radial direction; sigmarzRepresenting the shear stress acting in the r-plane and in the z-direction,rzrepresenting the shear strain, σ, acting in the r-plane and in the z-directionθθRepresenting a positive stress acting in the theta plane and in the theta direction,θθis expressed as acting onA positive strain in the theta plane and in the theta direction,zzrepresenting a positive strain acting in the z-plane and in the z-direction.
The kinetic energy of the pile is expressed as:
wherein p represents the density of the pile foundation body, v represents the velocity vector of the pile foundation, namely the velocity vector is composed of radial velocity components and vertical velocity components,is uz(z) first derivative with respect to time t.
Because the pile foundation receives the effect of surrounding medium and pile foundation base force, its nonconservative power does work and does:
wherein t is the external force vector that whole pile foundation surface received, and the direction of different external forces is different, and the atress condition on pile foundation surface has been marked in figure 1. u denotes the displacement vector of the pile foundation, ur(0) Indicating radial displacement of pile top surface, ur(l) Indicating radial displacement of pile base surface, uz(0) Indicating axial displacement of pile top surface, uz(l) Indicating axial displacement of the pile base.
The virtual work of the external load can be expressed as (Morse and Feshbach, 1953):
wherein, is a variational symbol, ur(z) represents urVariation of (z), uz(z) represents uz(z) variation.
According to Hamilton's kinetic principle (Achenbach, 1973):
wherein T represents the kinetic energy of the pile foundation, P represents the elastic potential energy of the pile foundation, and T1、t2Two different time points are randomly selected in the movement process of the pile foundation.
1-7, deducing the motion equation of the pile foundation as follows:
Since the current work considers the factor e over timeiωtThe changing steady state vibration, equation (8) can be further written as:
wherein f isr(z) denotes the radial annular load, fz(z) represents the axial annular load, since each item contains a time factor eiωtFor convenience of expression, the time factor e is used in the analysis processiωtAre omitted.
The homogeneous equation of equation (9) is:
let ur(z)=Ureηz,uz(z)=UzeηzSubstituting the change law into a formula (10), namely a radial and longitudinal vibration change law u of the pile foundationr(z) and uz(z) making assumptions, converting the differential equation into an algebraic equation, and obtaining:
wherein, UrIndicating the radial displacement amplitude, U, of the pile foundationzThe axial displacement amplitude of the pile foundation is represented, η is a constant to be solved, after η is solved, the formula (11) is changed into two linear equations in two binary systems, and U can be solvedrAnd UzFurther solve for ur(z) and uz(z)。
If equation (11) has a non-trivial solution, requiring the determinant of the coefficient matrix of equation (11) to be 0, one can obtain:
The roots of formula (12) are each η1=η2=0,η3=kp,η4=-kp. Thus, a homogeneous solution of equation (9) can be written:
wherein h isj(z) is a function of the variation of the displacement of the pile in the radial direction, bj(z) is a function of the axial variation of the displacement of the pile foundation, DjIs a constant that can be determined from boundary conditions, where:
as can be seen from fig. 1, the boundary conditions of the displacement solution of the pile foundation considering axial and radial deformation under the action of the axial simple harmonic load can be represented as follows:
on the top surface of the solid pile foundation:
uz(z)|z=0=Δz; (15)
wherein, DeltazThe axial displacement of the top surface of the pile foundation under the action of axial load.
The surface conditions without friction were:
Q(z)|z=0=0; (16);
wherein q (z) represents the shear force of the pile foundation.
The boundary conditions at the bottom of the solid pile foundation pile are as follows:
N(z)|z=l=N(l); (17)
Q(z)|z=l=Q(l); (18)
where n (z) represents the axial force of the pile foundation.
According to the principle of superposition, the displacement of the pile foundation can be written as:
wherein u isr(z) represents the radial displacement of the side surface of the pile foundation under the common action of the stress of the side surface of the pile foundation, the axial force of the bottom surface of the pile foundation, the shearing force of the bottom surface of the pile foundation and the axial displacement of the top surface of the pile foundation under the action of the axial load; u. ofz(z) axial displacement of the side surface of the pile foundation under the common action of the stress of the side surface of the pile foundation, the axial force of the bottom surface of the pile foundation, the shear force of the bottom surface of the pile foundation and the axial displacement of the top surface of the pile foundation under the action of the axial load;radial displacement of the pile caused by stress on the side surface of the pile,axial displacement of the pile caused by stress on the side surface of the pile,the radial displacement caused by the axial force of the bottom surface of the pile foundation,is axial displacement caused by axial force of the bottom surface of the pile foundation,is radial displacement caused by the shearing force of the bottom surface of the pile foundation,is axial displacement caused by the shearing force of the bottom surface of the pile foundation,the radial displacement of the pile foundation caused by the axial displacement of the top surface of the pile foundation under the action of the axial load,the axial displacement of the pile foundation caused by the axial displacement of the top surface of the pile foundation under the action of the axial load.Andt being non-zerorAnd tzAnd n (l) ═ q (l) ═ 0 and ΔzDisplacement obtained when 0;andnon-zero N (l) and Q (l) 0, tr=tz=0、ΔzDisplacement obtained when 0;andnon-zero Q (l) and N (l) 0, tr=tz=0、ΔzDisplacement obtained when 0;anda non-zerozAnd n (l) ═ q (l) ═ 0, tr=tzDisplacement obtained when 0.
to obtainAndfirstly, a pair of unit annular loads f acting in the area of s being more than or equal to 0 and less than or equal to l is obtainedrAnd fzGreen function of, i.e. annular load f of pile foundation in radial directionrAnd axial annular load fzUnder the action of the Green function, the unit annular load refers to the load of unit size borne by the annular side surface of the pile foundation under the unit length.
(1) Vertical ring load f at z ═ s, r ═ azRadial annular load f with a sum of zerorCan be expressed as:
where () denotes the dirac function.
Along the position of the annular load, the pile foundation is divided into two parts, namely a region I with 0 & ltz & lt s and a region II with s & ltz & lt l, s represents the position of the axial or radial annular load action and corresponds to a known quantity, and z represents the position of any point on the pile foundation, so that the solution of the two parts of the formula (13) can be expressed as follows:
in region I where z is greater than or equal to 0 and less than s:
in the region s < z ≦ l, i.e. region II:
wherein,represents the radial displacement of the pile foundation in the area I when the radial annular load is 0 and the axial annular load is not 0,the axial displacement of the pile foundation in the area I when the radial annular load is 0 and the axial annular load is not 0 is represented;is a constant of the displacement of the pile foundation when the radial annular load is 0 and the axial annular load is not 0,is a constant of pile foundation displacement in a region I, namely z is more than or equal to 0 and less than s when the radial annular load is 0 and the axial annular load is not 0,the constant of the displacement of the pile foundation in the area II, i.e. the area where s is more than z and less than or equal to l when the radial annular load is 0 and the axial annular load is not 0;represents the radial displacement of the pile foundation in the area II when the radial annular load is 0 and the axial annular load is not 0,and represents the axial displacement of the pile foundation in the area II when the radial annular load is 0 and the axial annular load is not 0.Andare unknown 8 constants whose values depend on the previously assumed boundary conditions of the pile foundation and the displacement and force continuity at the interface between zone I and zone II.
At pile foundation top surface z-0 and pile base z-l there are:
wherein Q isZI(z) represents the shearing force of the area I which is the top section of the pile foundation when the radial annular load is 0 and the axial annular load is not 0, QZIIAnd (z) represents the shearing force of the pile foundation bottom section, namely the area II when the radial annular load is 0 and the axial annular load is not 0.
At the position where the section z of the pile body is equal to s, the displacement continuity condition is as follows:
wherein s is+Denotes an infinite approximation of s from the negative z-axis-Representing a positive infinite proximity to s from the z-axis, i.e. s+Refers to the lower surface of the pile foundation at a depth s, s-Refers to the upper surface of the pile foundation with the depth of s,s in region II when the radial annular load is 0 and the axial annular load is not 0+The radial displacement of the (c) axis,s represents the pile foundation in the region I when the radial annular load is 0 and the axial annular load is not 0-The radial displacement of the (c) axis,s represents the pile foundation in the region I when the radial annular load is 0 and the axial annular load is not 0-The axial displacement of the (c) is,s in region II when the radial annular load is 0 and the axial annular load is not 0+Axial displacement of (a).
The displacement gradient is continuous, i.e.:
the equilibrium conditions, namely:
NZI(s-;s)-NZII(s+;s)=2πa; (26)
wherein N isZI(s-(ii) a s) represents the pile foundation in the area I when the radial annular load is 0 and the axial annular load is not 0-Axial force of (C), NZII(s+(ii) a s) represents the pile foundation in the area II when the radial annular load is 0 and the axial annular load is not 0+Axial force of (d).
By substituting equations (21) to (22) into equations (23) to (26), unknown constants can be obtainedAndthe Green function for the presence of only vertical annular load and a radial annular load of 0 is obtained as:
wherein,indicating pile foundation in vertical annular load fzThe radial displacement under the action of the Green function,indicating pile foundation in vertical annular load fzAn axial displacement Green function under action;and is
(2) Radial annular load f at z ═ s, r ═ arVertical annular load f with a sum of zerozCan be expressed as:
where () denotes the dirac function.
Along the position of the annular load, the pile foundation is divided into two parts, namely a region I with 0 & lt z & lt s and a region II with s & lt z & lt l, so that the solution of the two parts of the formula (13) can be expressed as follows:
in region I where z is greater than or equal to 0 and less than s:
in the region s < z ≦ l, i.e. region II:
wherein,the radial displacement of the pile foundation in the area I when the axial annular load is 0 and the radial annular load is not 0,the axial displacement of the pile foundation in the area I when the axial annular load is 0 and the radial annular load is not 0,the radial displacement of the pile foundation in the area II when the axial annular load is 0 and the radial annular load is not 0,and the axial displacement of the pile foundation in the area II is shown when the axial annular load is 0 and the radial annular load is not 0.Is a constant of the displacement of the pile foundation when the axial annular load is 0 and the radial annular load is not 0,is a constant of pile foundation displacement in a region I, namely z is more than or equal to 0 and less than s when the axial annular load is 0 and the radial annular load is not 0,the constant of the displacement of the pile foundation in the area II, i.e. the area where s is more than z and less than or equal to l when the axial annular load is 0 and the radial annular load is not 0. Wherein,andare unknown 8 constants whose values depend on the boundary conditions and the continuity barsAnd (3) a component.
At pile foundation top surface z-0 and pile base z-l there are:
wherein Q isRI(z) shear force of area I, i.e. pile foundation top section, when axial annular load is 0 and radial annular load is not 0, QRIIAnd (z) is the shearing force of the bottom surface of the pile foundation in the area II when the axial annular load is 0 and the radial annular load is not 0.
The section z of the pile body is as s:
displacement continuous conditions, namely:
wherein,s represents the pile foundation in the region I when the axial annular load is 0 and the radial annular load is not 0-The radial displacement of the (c) axis,indicates that the pile foundation is in the area II s when the axial annular load is 0 and the radial annular load is not 0+A radial displacement of (a);s represents the pile foundation in the region I when the axial annular load is 0 and the radial annular load is not 0-The axial displacement of the (c) is,indicates that the pile foundation is in the area II s when the axial annular load is 0 and the radial annular load is not 0+Axial displacement of (a).
The displacement gradient condition, namely:
the equilibrium conditions, namely:
QRI(s-;s)-QRII(s+;s)=2πa; (34)
wherein Q isRI(s-(ii) a s) represents that s is in the area I when the axial annular load is 0 and the radial annular load is not 0-Axial force of (Q)RII(s+(ii) a s) represents the pile foundation in the area II when the axial annular load is 0 and the radial annular load is not 0+Axial force of (d).
By substituting equations (29) to (30) into equations (31) to (34), unknown constants can be obtained, and the Green function of the pile foundation when the axial annular load is 0 and the radial annular load is not 0 is obtained as:
wherein,indicating radial annular load f of pile foundationrThe radial displacement under the action of the Green function,indicating radial annular load f of pile foundationrThe Green function of the axial displacement under the action,and is
wherein f isr(s) denotes the radial annular load at s, fz(s) represents the axial annular load at s;representing the radial displacement caused by the pile side surface stress at s,representing axial displacement caused by pile foundation side surface stress at s; t is tr(s) represents the radial stress of the pile-side surface at s, tz(s) represents axial stress of the pile side surface at s;indicating pile foundation in fr(s) a Green function of the radial displacement at z,indicating pile foundation in fr(s) an axial displacement Green function at z under the influence of;indicating pile foundation in fz(s) a Green function of the radial displacement at z,indicating pile foundation in fz(s) the Green function of the axial displacement at z,andthe calculation is carried out by the formula (27),andcalculated by equation (35), i.e.:
andessentially, it isAndan algebraic equation set can be obtained by carrying out numerical discrete decomposition on the integral number, and then the right side is connectedMoves to the left and merges and solves for (36) and (37). t is tr(s) and tz(s) can be obtained by consulting the available literature, e.g., Pak and Gobert (1993); or model calculation is established through finite element software or the actual monitoring of the pile foundation surface is carried out to obtain discrete data points, and then data fitting is carried out to obtain a specific stress expression as tr(s) and tz(s)。
response of pile foundation according to stacking principleAndcan be decomposed into two parts, namely:
wherein,represents the radial static displacement of the pile foundation caused by N (l),the axial static displacement of the pile foundation caused by N (l) is shown,representing the radial dynamic displacement caused by the inertial term,representing the axial dynamic displacement caused by the inertial term. In the present invention, N (l) is regarded as a known amount and can be determined by examiningIt was obtained from research literature (e.g., Pakand Gobert (1993)) or calculated by finite element modeling or actually monitored.
at this time, it is assumed that only the pile foundation bottom surface axial force n (l) exists, and the static displacement of the pile foundation corresponds to the homogeneous form of the motion equation, so that the motion equation of the pile foundation is as follows:
the boundary conditions are as follows:
wherein,showing the corresponding shearing force of the static displacement part under the action of the axial force N (l) of the bottom surface of the pile foundation,the axial force corresponding to the static displacement part of the pile foundation under the action of the axial force N (l) of the bottom surface of the pile foundation is shown.
Bringing formula (13) into formula (40) yields:
because the inertia term is contained and corresponds to a non-homogeneous motion equation, the motion equation of the pile foundation is as follows:
the boundary conditions are as follows:
wherein,represents the corresponding shearing force of the dynamic displacement part of the pile foundation under the action of the inertia term,and the axial force corresponding to the dynamic displacement part of the pile foundation under the action of the inertia term is represented.
Since the equations (27) and (35) are Green functions under the action of unit annular load, which can be understood as a general solution of the heterogeneous equation under the action of unit inertia terms, the influence of the right heterogeneous term is further considered here, and is integrated in the whole length range of the pile foundation, so as to expand into a displacement function of the pile foundation at any depth, and therefore, the solution of the equation (42) is obtained through the equations (27) and (35):
wherein,the radial static displacement of the pile foundation at s caused by the axial force N (l) of the bottom surface of the pile foundation,is caused by inertiaRadial dynamic displacement of the pile foundation at s caused by the term,the axial static displacement of the pile foundation at s caused by the axial force N (l) of the bottom surface of the pile foundation,is the axial dynamic displacement of the pile foundation at s caused by the inertia term. The equations (44) and (45) can be solved by performing numerical discrete decomposition on the integral numbers to obtain an algebraic equation system, and then moving the right unknown quantity to the left for combination.
similarly, the pile response according to the superposition principleAndcan be broken down into two parts, namely:
wherein,for radial static displacement of the pile foundation caused by pile foundation floor shear forces q (l),the axial static displacement of the pile foundation caused by the pile foundation bottom surface shearing force Q (l),for paths due to inertial termsThe displacement is carried out towards the dynamic state,is the axial dynamic displacement caused by the inertial term.
the displacement at this moment is only axial displacement and radial displacement generated by shearing force of the bottom surface of the pile foundation, so that the displacement is substituted into the motion equation, and the motion equation of the pile foundation at this moment is obtained as follows:
the boundary conditions are as follows:
wherein,the shearing force corresponding to the static displacement part of the pile foundation under the action of the shearing force Q (l) of the bottom surface of the pile foundation,the axial force is corresponding to the static displacement part of the pile under the action of the shearing force Q (l) of the bottom surface of the pile.
Substituting equation (13) into equation (48) yields:
the dynamic displacement caused by the inertia term generates a non-homogeneous term in a motion equation, and the motion equation of the pile foundation at the moment is as follows:
the boundary conditions are as follows:
wherein,is the shearing force corresponding to the dynamic displacement part of the pile foundation,the axial force is corresponding to the dynamic displacement part of the pile foundation.
Equations (27) and (35) are Green functions of unit vertical and radial annular loads, and can form a general solution to the heterogeneous equation, so that the solution of equation (50) is found by equations (27) and (35):
wherein,the radial static displacement of the pile foundation at s caused by the shearing force Q (l) of the bottom surface of the pile foundation,for the radial dynamic displacement of the pile foundation at s caused by the inertia term,the axial static displacement of the pile foundation at s caused by the shearing force Q (l) of the bottom surface of the pile foundation,is the axial dynamic displacement of the pile foundation at s caused by the inertia term. Equations (52) and (53) can be solved by performing numerical discrete decomposition on the integral numbers to obtain an algebraic equation system, and then moving the right unknown quantities to the left for combination. In the present embodiment, Q (l) is considered to be a known quantity, and can be obtained by consulting the existing research literature (such as Pak and Gobert (1993)), or by finite element modeling calculation or actual monitoring.
Wherein,is formed by axial displacement delta of pile foundation top surface under the action of axial loadzThe resulting radial static displacement is a function of,is formed by axial displacement delta of pile foundation top surface under the action of axial loadzThe resulting axial static displacement is caused by the axial displacement,is the radial dynamic displacement caused by the inertial term,is the axial dynamic displacement caused by the inertial term.
at the moment, the axial displacement delta of the pile foundation top surface under the action of axial load only existszThe static displacement of the pile foundation corresponds to the homogeneous form of the motion equation, so the motion equation of the pile foundation at the moment is as follows:
the boundary conditions are as follows:
wherein,showing axial displacement delta of pile foundation top surface under axial loadzThe shear force of the pile foundation corresponding to the static displacement of the pile foundation is caused,showing axial displacement delta of pile foundation top surface under axial loadzThe static displacement of the pile foundation caused corresponds to the axial force of the pile foundation.
By the formulae (13) and (56), we obtain:
the dynamic displacement caused by the inertia term generates a non-homogeneous term in the motion equation, so that the motion equation of the pile foundation is as follows:
the boundary conditions are as follows:
wherein,showing axial displacement delta of pile foundation top surface under axial loadzThe shearing force of the pile foundation corresponding to the dynamic displacement of the pile foundation is caused,showing axial displacement delta of pile foundation top surface under axial loadzThe dynamic displacement of the pile foundation caused by the dynamic displacement corresponds to the axial force of the pile foundation.
Equations (27) and (35) are Green functions of the unit annular load, and can constitute a general solution to the heterogeneous equation, so that the solution of equation (58) is obtained by equations (27) and (35):
wherein,is axial displacement delta of pile foundation top surface under the action of axial loadzThe radial dynamic displacement of the pile foundation at the position s is caused,is axial displacement delta of pile foundation top surface under the action of axial loadzAnd (4) causing axial dynamic displacement of the pile foundation at the position s. Examples of the inventionzConsidered a known quantity, can be obtained by monitoring. The equations (60) and (61) can be solved by performing numerical discrete decomposition on the integral numbers to obtain an algebraic equation system, and then moving the right unknown quantity to the left for combination.
Finally, it follows from equation (19):
wherein, the Lame constants lambda and mu are calculated according to the elastic modulus and the Poisson ratio, and the specific calculation formula is as follows: λ ═ υ E/[ (1+ υ) (1-2 υ) ], μ ═ E/2(1+ υ), E represents the elastic modulus of the pile foundation, the pile foundation density ρ is generally given by a design unit and can be detected by field tests, and the vibration frequency ω of the pile foundation depends on the frequency of an applied load.
Wherein z is more than or equal to 0 and less than or equal to l, and:
wherein,representing the static radial displacement function under the action of the unit pile foundation bottom surface axial force N (l),representing a static axial displacement function under the action of the unit pile foundation bottom surface axial force N (l);representing the static radial displacement function under the action of the shearing force Q (l) of the bottom surface of the unit pile foundation,and (3) representing a static axial displacement function under the action of the shearing force Q (l) of the bottom surface of the unit pile foundation.
The dynamic response comprises displacement, stress, internal force, dynamic impedance, speed response and the like, and the embodiment of the invention mainly provides a displacement expression of the pile foundation, so that the expressions of the stress, the internal force, the dynamic impedance, the speed response and the like can be obtained by deducing the displacement of the pile foundation. Finally u is given by formula (19)r(z) and uzThe calculation formula of (z) can be widely applied to interaction analysis of the pile foundation-soil system under the action of the axial load. It should be noted that, in the actual engineering, the pile diameter, the pile foundation length, the pile body elastic modulus, the poisson ratio, the pile body density, the harmonic excitation force frequency, which are generally known material and geometric parameters, are taken into the equations (62) and (63) as basic parameters to be calculated. If not known, can also be obtained by experimental tests. Furthermore, in order to calculate pile foundation displacement, it is also necessary to know the radial and vertical stresses on the pile foundation side, i.e. trAnd tz. Firstly, determining the radial acting force t of the surrounding soil body to the pile foundationrAnd a vertical force tzThe stress value can be obtained by testing a stress sensor embedded on the pile body, for example, after obtaining stress values of some measuring points along the pile body, a mathematical formula of radial and vertical stress along the vertical coordinate z change of the pile side is obtained by data fitting, or a radial and vertical stress formula of the pile base side is directly obtained by looking up the existing literature (such as the pile side soil body stress provided by the literature Pak and Gobert (1993)), and then the obtained pile side stress formula t is used for testing the pile side stress formula trAnd tzAnd carrying out simultaneous calculation in the formulas (62) and (63) to obtain the radial and vertical displacements of the pile foundation. Then further obtaining the physical quantity which is interested or needs to be considered according to specific needs, such as the vertical dynamic impedance of the pile foundation top (dividing the vertical acting force of the pile foundation top by the pile foundation top vertical acting force)Zenith vertical displacement) or velocity response (derivative of displacement with respect to time), etc. In other words, it is the core to find the radial and vertical displacements of the pile foundation, and although we only use the vertical displacement for research or application in the subsequent analysis, the vertical displacement is obtained under the condition of considering the radial deformation of the pile foundation, which is more practical, that is, the significance of the invention is.
The vibration characteristics of the pile foundation need to be considered when the work such as the anti-seismic and vibration-damping design and the pile foundation power detection of the pile foundation is carried out, the vibration characteristics of the pile foundation are deeply analyzed based on the power response of the pile foundation, the influence of different design parameters (such as pile foundation length, pile foundation diameter, pile foundation body modulus and the like) on the characteristics such as the pile foundation power impedance, pile foundation body speed and reflected waves is researched, and then reference is provided for the pile foundation anti-seismic and vibration-damping design and the pile foundation power detection. The dynamic response of the pile foundation is accurately calculated, and the anti-seismic and vibration-damping design of the pile foundation can be optimized. At present, due to the complexity of the problem of the dynamic interaction of the soil-pile foundation, a plurality of assumptions are adopted to simplify the analysis of the problem, but the assumptions also cause certain difference between the theory of design and detection and the actual engineering, so that a plurality of designers tend to be conservative when carrying out the dynamic design of the pile foundation to cause economic waste, and errors can be caused to the detection result, therefore, the dynamic response of the pile foundation is accurately calculated, the anti-seismic and vibration-damping design of the pile foundation can be optimized, the economic benefit of the engineering is improved, and the accuracy of the detection result is improved.
Numerical example verification:
in order to verify the correctness of the method provided by the embodiment of the invention, an axis-symmetric finite element model of the pile foundation-soil system in fig. 1 is established by using the ADINA software, and the model is shown in fig. 2. The dynamic response obtained by the method of the embodiment of the invention is compared with the pile foundation body displacement and pile foundation head speed calculated by a finite element method, and the result is shown in fig. 3-4. In the finite element model, the soil is assumed to be porous material, and the soil body is simulated by using 9-node rectangular units. The infinite boundary conditions were simulated by setting the left side of the model as an axisymmetric boundary, the surface of the soil layer as a free boundary, the bottom of the model as a watertight fixed boundary, and the right side as a fixed boundary without pore pressure, so as to be consistent with the boundary conditions specified in fig. 1. It is worth noting that in this example, a model width of 50m has been used to obtain the steady state response amplitude, and the right side boundary effect is better eliminated. As can be seen from the comparison of FIGS. 3-4, the dynamic response solution of the embodiment of the invention can be well matched with the finite element simulation result, thereby verifying that the method is correct.
The dynamic impedance (the ratio of the external force on the top of the pile foundation divided by the displacement of the top of the pile foundation, i.e., the axial acting force loaded on the pile foundation) of the two-dimensional rod obtained in the embodiment of the present invention is compared with the dynamic impedance of the one-dimensional pile foundation obtained by Liu (2014), etc., and the results are shown in fig. 5 to 6. It can be seen from fig. 5 to 6 that the radial deformation of the pile foundation has a great influence on the impedance function of the pile foundation-soil system, and the static stiffness of the two-dimensional pile foundation is less than that of the one-dimensional pile foundation because the side boundary of the one-dimensional pile foundation is fixed. However, the dynamic impedance peak value of the two-dimensional pile foundation is larger than that of the one-dimensional pile foundation, which means that the maximum value of the dynamic impedance of the pile foundation soil system is actually underestimated by assuming the pile foundation as the one-dimensional rod. The effect of radial deformation of the pile foundation on the pile foundation-soil system speed response is shown in fig. 7-8. It can be seen from fig. 7-8 that, for saturated soil and single-phase soil, the intensity and the position of the reflected signal of two kinds of pile foundations, namely one-dimensional pile foundation and two-dimensional pile foundation, are basically the same, and this shows that to the nondestructive test of pile foundation, the influence of the radial deformation of pile foundation is relatively less, but has great influence to the dynamic impedance of pile foundation.
According to the embodiment of the invention, the radial deformation and the vertical deformation of the pile foundation are simultaneously considered through a mathematical modeling process, the reasonability of the established axial symmetry dynamic response calculation model of the pile foundation considering the radial deformation influence is verified through a calculation diagram, and then the necessity of considering the radial deformation of the pile foundation is explained by comparing the calculation result considering the radial deformation influence with the calculation result not considering the radial deformation influence.
The above description is only for the preferred embodiment of the present invention, and is not intended to limit the scope of the present invention. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention shall fall within the protection scope of the present invention.
Claims (10)
1. A method for determining axial symmetry dynamic response of a pile foundation considering radial deformation influence is characterized by comprising the following steps:
step S1, respectively determining radial displacement of the pile foundation caused by stress on the side surface of the pile foundationAxial displacement of pile foundation caused by pile foundation side surface stressRadial displacement of pile foundation caused by axial force of pile foundation bottom surfaceAxial displacement of pile foundation caused by axial force of pile foundation bottom surfaceRadial displacement of pile foundation caused by shear force of pile foundation bottom surfaceAxial displacement of pile foundation caused by shear force of pile foundation bottom surfaceRadial displacement of pile foundation caused by axial displacement of pile foundation top surface under axial loadAxial displacement of pile foundation caused by axial displacement of pile foundation top surface under axial load
Step S2, according toAndand calculating the displacement of the pile foundation by adopting the following formula:
wherein u isr(z) represents the radial displacement of the side surface of the pile foundation under the common action of the stress of the side surface of the pile foundation, the axial force of the bottom surface of the pile foundation, the shearing force of the bottom surface of the pile foundation and the axial displacement of the top surface of the pile foundation under the action of the axial load; u. ofzAnd (z) represents the axial displacement of the side surface of the pile foundation under the common action of the stress of the side surface of the pile foundation, the axial force of the bottom surface of the pile foundation, the shearing force of the bottom surface of the pile foundation and the axial displacement of the top surface of the pile foundation under the action of the axial load, wherein z is more than or equal to 0 and less than or equal to l, and l is the length of the pile.
2. The method for determining axial symmetric dynamic response of pile foundation based on consideration of radial deformation influence according to claim 1, wherein the radial displacement of pile foundation caused by stress on side surface of pile foundationIs N (l) ═ Q (l) ═ Deltaz0 and trAnd tzObtaining the radial displacement of the pile foundation when the radial displacement is not zero;
axial displacement of pile caused by stress on side surface of pileIs N (l) ═ Q (l) ═ Deltaz0 and trAnd tzAxial displacement of the pile foundation is obtained when the axial displacement is not zero;
radial displacement caused by axial force of pile foundation bottom surfaceIs Q (l) ═ Δz=tz=trRadial displacement of the pile foundation obtained when the displacement is 0 and N (l) is not zero;
axial displacement caused by axial force of pile foundation bottom surfaceIs Q (l) ═ Δz=tz=trAxial displacement of the pile foundation obtained when the axial displacement is 0 and N (l) is not zero;
radial displacement caused by shear force of pile foundation bottom surfaceIs N (l) ═ Δz=tz=trRadial displacement of the pile foundation obtained when q (l) is not zero and 0;
axial displacement caused by pile foundation bottom surface shearing forceIs N (l) ═ Δz=tz=trAxial displacement of the pile foundation obtained when q (l) is not zero and 0;
radial displacement of pile foundation caused by axial displacement of pile foundation top surface under axial load actionIs N (l) ═ Q (l) ═ tr=tz0 and ΔzObtaining the radial displacement of the pile foundation when the radial displacement is not zero;
axial displacement of pile foundation caused by axial displacement of pile foundation top surface under axial load actionIs N (l) ═ Q (l) ═ tr=tz0 and ΔzAxial displacement of the pile foundation is obtained when the axial displacement is not zero;
wherein, trRepresenting radial stresses, t, acting on the pile-side surfacezAxial stress acting on the pile-side surface, N (l) pile-bottom axial force, Q (l) pile-bottom shear force, DeltazShowing the axial displacement of the pile top surface under axial load.
3. The method for determining axial symmetric dynamic response of pile foundation based on consideration of radial deformation influence according to claim 2, wherein the radial displacement of pile foundation caused by stress on side surface of pile foundationAnd axial displacement of pile caused by stress on side surface of pileCalculated by the following formula:
wherein, l represents the length of the pile foundation, and a represents the radius of the pile foundation;indicating the radial displacement caused by the pile foundation side surface stress at the pile foundation body s,the axial displacement caused by the stress of the side surface of the pile foundation at the pile foundation body s is represented; t is tr(s) represents the radial stress of the pile base side surface at the pile base s, tz(s) axial stress of the pile base side surface at the pile base s;representing a Green function of radial displacement of the pile body s under the action of radial annular load,indicating position of pile body s under radial annular loadThe Green function is axially shifted in accordance with the method,representing a Green function of radial displacement of the pile body s under the action of axial annular load,representing an axial displacement Green function at the position of the pile body s under the action of the axial annular load; a represents the cross-sectional area of the pile foundation, and A ═ pi a2(ii) a ρ represents the density of the pile foundation, and ω represents the vibration frequency of the pile foundation.
4. The method for determining axial symmetric dynamic response of pile foundation based on consideration of radial deformation influence according to claim 3, wherein the axial force of pile foundation bottom surface causes radial displacement of pile foundationAxial displacement of pile foundation caused by axial force of pile foundation bottom surfaceCalculated by the following formula:
wherein,the radial static displacement of the pile foundation caused by the axial force N (l) of the bottom surface of the pile foundation is shown,the axial static displacement of the pile foundation caused by the axial force N (l) of the bottom surface of the pile foundation is shown,represents the radial dynamic displacement of the pile foundation caused by the inertia term,representing axial dynamic displacement of the pile foundation caused by the inertia term; mu is the Lame constant of the pile foundation, and upsilon is the Poisson ratio of the pile foundation;the radial static displacement at the pile body s caused by the pile foundation bottom surface axial force N (l),for the radial dynamic displacement at the pile body s caused by the inertia term,the axial static displacement at the pile body s caused by the pile foundation bottom surface axial force N (l),is the axial dynamic displacement at the pile body s caused by the inertia term.
5. The method for determining axial symmetric dynamic response of pile foundation based on consideration of radial deformation influence according to claim 3, wherein shear-induced radial displacement of pile foundation bottom surface is caused by pile foundation shearAxial displacement of pile foundation caused by shear force of pile foundation bottom surfaceCalculated by the following formula:
wherein,radial static displacement of the pile foundation caused by shearing force of the bottom surface of the pile foundation,is the bottom surface of pile foundationAxial static displacement of the pile foundation caused by shearing force,for the radial dynamic displacement of the pile foundation caused by the inertia term,axial dynamic displacement of the pile foundation caused by inertia;mu is the Lame constant of the pile foundation, and upsilon is the Poisson ratio of the pile foundation; j represents the polar moment of inertia of the pile foundation, radial static displacement at the pile body s caused by the shearing force of the bottom surface of the pile,for the radial dynamic displacement at the pile body s caused by the inertia term,axial static displacement at the pile body s caused by the shearing force of the bottom surface of the pile,is the axial dynamic displacement at the pile body s caused by the inertia term.
6. The method for determining axial symmetric dynamic response of pile foundation according to claim 3, wherein the axial displacement of the top surface of the pile foundation under axial load causes the radial displacement of the pile foundationAxial displacement of pile foundation caused by axial displacement of pile foundation top surface under axial loadCalculated by the following formula:
wherein,is the radial static displacement of the pile foundation caused by the axial displacement of the top surface of the pile foundation under the action of the axial load,is the axial static displacement of the pile foundation caused by the axial displacement of the top surface of the pile foundation under the action of the axial load,is pile foundation caused by inertia termRadial dynamic displacement of (a);axial dynamic displacement of the pile foundation caused by inertia terms;the radial dynamic displacement of the pile body s caused by the axial displacement of the pile top surface under the action of the axial load,the axial dynamic displacement of the pile body s caused by the axial displacement of the pile top surface under the action of the axial load.
7. The method for determining axial symmetry dynamic response of pile foundation based on consideration of radial deformation influence according to any one of claims 3-6, wherein a Green function of radial displacement of the pile foundation body s under action of radial annular loadGreen function of axial displacement of pile body s under action of radial annular loadGreen function of radial displacement of pile body s under axial annular loadGreen function of axial displacement of pile body s under action of axial annular loadCalculated by the following formula, respectively:
wherein h isj(z) is a function of the variation of the displacement of the pile in the radial direction, bj(z) is a function of the displacement of the pile in the axial direction, is a constant of the displacement of the pile foundation when the axial annular load is 0 and the radial annular load is not 0,is a constant of pile foundation displacement in the area that z is more than or equal to 0 and less than s when the axial annular load is 0 and the radial annular load is not 0,the constant is the displacement of the pile foundation in the area where s is more than z and less than or equal to l when the axial annular load is 0 and the radial annular load is not 0; is a constant of the displacement of the pile foundation when the radial annular load is 0 and the axial annular load is not 0,is radial annular load of 0 and axial annular loadZ is more than or equal to 0 and less than the constant of the pile foundation displacement in the s region when the load is less than 0,the constant is the displacement of the pile foundation in the area where s is more than z and less than or equal to l when the radial annular load is 0 and the axial annular load is not 0;
the Lame constant mu is E/2(1+ upsilon), and E represents the elastic modulus of the pile foundation.
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