CN116522724A - Slope bridge pile dynamic response calculation method based on terrain effect - Google Patents
Slope bridge pile dynamic response calculation method based on terrain effect Download PDFInfo
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- 239000002689 soil Substances 0.000 claims abstract description 32
- 238000006073 displacement reaction Methods 0.000 claims abstract description 28
- 238000000034 method Methods 0.000 claims abstract description 24
- 238000012876 topography Methods 0.000 claims abstract description 9
- 238000005452 bending Methods 0.000 claims abstract description 8
- 238000010008 shearing Methods 0.000 claims abstract description 4
- 239000011159 matrix material Substances 0.000 claims description 5
- 230000035515 penetration Effects 0.000 claims description 3
- 238000011065 in-situ storage Methods 0.000 claims 2
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- G—PHYSICS
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- G06F30/00—Computer-aided design [CAD]
- G06F30/20—Design optimisation, verification or simulation
- G06F30/23—Design optimisation, verification or simulation using finite element methods [FEM] or finite difference methods [FDM]
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- G06F17/00—Digital computing or data processing equipment or methods, specially adapted for specific functions
- G06F17/10—Complex mathematical operations
- G06F17/11—Complex mathematical operations for solving equations, e.g. nonlinear equations, general mathematical optimization problems
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
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- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
- G06F2119/14—Force analysis or force optimisation, e.g. static or dynamic forces
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Abstract
The invention relates to a slope bridge pile dynamic response calculation method based on a terrain effect, which comprises the following steps: (1) Obtaining physical and mechanical parameters of slope topography, pile foundation and soil body according to the geological survey data; (2) Calculating a slope soil body displacement field caused by seismic wave vibration based on Graf addition theorem; (3) Based on a dynamic Winkler foundation model, converting a slope free field caused by seismic waves into a load, applying the load to a pile foundation, and establishing a stress balance equation of the pile foundation; (4) And under the condition that the pile top and the pile bottom are both in free constraint, solving pile foundation displacement caused by uniformly distributed load and bending moment and shearing force born by the pile foundation displacement. The method combines Graf addition theorem with a Winkler foundation Liang Moxing, provides a pile foundation vibration response closing solution on a slope for the first time, and accurately reveals the influence of a slope seismic amplification effect on the pile foundation vibration response.
Description
Technical Field
The invention relates to the technical field of earthquake-proof design, in particular to a slope bridge pile dynamic response calculation method based on a terrain effect.
Background
The traffic network construction of our country is further extending to western mountain areas. For example, the tunneling ratio of a full bridge of a Tibetan railway which is being planned and built exceeds 80%, and the full bridge of the Tibetan railway passes through 8 mountains with the altitude of more than 4000m, and has complex topography along the line and frequent earthquake. The himalaya potential earthquake focus area traversed by the Sichuan-Tibet railway has occurred more than or equal to grade 6 earthquake 8 times, and the ink drop-by-hand corner Ms8.6 earthquake occurred in the area of 15 th month 8 in 1950, resulting in death of nearly 4000 people. Bridge construction in western regions of China faces serious threat of mountain earthquake disasters.
The pile foundation is an important component part of the bridge anti-seismic system, and the seismic safety of the pile foundation is an important guarantee for the bridge to resist seismic disasters. The past earthquake damage investigation shows that the bridge pile foundation is extremely serious in earthquake damage phenomenon, and is one of the main forms of bridge earthquake damage. For example, in the 1984 japanese city earthquake, a large number of pile foundations in the Xiantai city are sheared and destroyed due to the action of earthquake force; pile foundation vibration damage occurs in the small fish-hole bridge in the Wenchuan earthquake in 2008, so that the foundation is inclined and the bridge deck collapses. The earthquake hazard investigation simultaneously shows that the mountain slope topography has obvious amplifying effect on the earthquake waves. For example, in 1971 SanFernaodo earthquake, trifunac and Boore recorded a great seismic acceleration of 1.25g on Pacoima's dam and nearby ridges. The seismic response of the pile foundation can be further increased through the amplification effect amplification of the slope of the mountain area, and the seismic safety of the pile foundation is further threatened.
In the prior art, a blank exists for slope pile foundation vibration response research, and the current international research on slope pile vibration response is to simulate residual deformation of a post-vibration slope through a limit method and convert the residual deformation into displacement load to calculate static force and deformation of the slope pile. This method has the following problems:
1 can only simulate the influence of residual displacement of a slope after earthquake on the stress deformation of a pile foundation, and the pile foundation is always in an earthquake process rather than after earthquake when the earthquake-proof safety is the lowest, so that the earthquake-proof most adverse condition of the slope pile foundation can not be calculated based on the earthquake-proof design theory of the slope pile foundation.
2. The slope topography effect can obviously amplify the pile foundation vibration response in the earthquake process, but the existing research theory can not reveal the amplification rule, and the safety redundancy can be seriously reduced when the slope pile foundation vibration resistance design is carried out based on the existing theory.
3. The vibration rule of the pile foundation in the earthquake process cannot be simulated, and the dynamic response time course curve of the pile foundation in the earthquake process cannot be obtained.
Disclosure of Invention
In order to solve the technical problems of blank and limit method simulation of residual deformation of a post-earthquake slope in slope pile foundation vibration response research in the prior art, the invention provides a slope bridge pile foundation dynamic response calculation method based on a terrain effect, which comprises the following steps:
(1) Obtaining physical and mechanical parameters of slope topography, pile foundation and soil body according to the geological survey data;
(2) Calculating a slope soil body displacement field caused by seismic wave vibration based on Graf addition theorem;
(3) Based on a dynamic Winkler foundation model, converting a soil body displacement field caused by seismic waves into a load, applying the load to a pile foundation, and establishing a stress balance equation of the pile foundation;
(4) And under the condition that the pile top and the pile bottom are both in free constraint, solving pile foundation displacement caused by uniformly distributed load and bending moment and shearing force born by the pile foundation displacement.
The physical mechanical parameters include:
(1) Slope topography parameters: slope gradients v and v1, seismic wave dimensionless frequency eta, slope length a, incident angle gamma and Newman coefficient epsilon n 。
(2) Pile foundation parameters: equivalent diameter D, soil penetration depth L, pile foundation elastic modulus E p Moment of inertia I of pile p 。
(3) Soil parameters: modulus of elasticity E s Soil poisson ratio mu s 。
The slope soil body displacement field is as follows:
wherein, the formula u of the displacement field of the inner domain (1) (r 1 ,θ 1 ) The method comprises the following steps:
wherein, the outer field free field formula u (2) (r, θ) is:
wherein: v is the outer domain slope grade; gamma is the incidence angle of the seismic wave; k is the wave number of the incident wave, whereinη is the dimensionless frequency of the incident wave; j (J) n/v (. Cndot.) is a Bessel function of the first class of n/v orders; epsilon n Is the Neumann coefficient (epsilon) 0 ＝1，ε n ＝2，n>0)；H (1) n/v (. Cndot.) is a Bessel function of the third class; a is that n Is the coefficient to be determined; r is the polar radius with o as the origin; θ is the polar radius angle with the o-point as the origin; b (B) l Is a coefficient to be determined; />Is 1/v 1 A first class of Bessel functions; v 1 Is an inner-domain slope grade; r is (r) 1 Is o is 1 A polar radius that is the origin; θ 1 Is o is 1 Is the polar radius angle of the origin.
The stress balance equation of the pile foundation is as follows:
wherein: w (y) is a displacement function of the pile foundation; e (E) p Is the pile foundation elastic modulus; i p Is the moment of inertia of the pile; d is the equivalent width; k (k) 1 For the spring rate of the pile side soil,wherein E is s Is the elastic modulus of soil body; mu (mu) s Poisson ratio of soil body; p (y) is the vertical external load applied to the pile foundation,
p(y)＝k 1 ·w f (y)； (5)
the pile foundation shear force Q and bending moment M caused by the concentrated load are solved as follows:
and solving a stress balance equation of the pile foundation by adopting a finite difference method. Dividing the pile foundation into n sections, wherein the height of each section is H=L/n, and L is the pile length. Pile foundation node numbers are 0,1, …, n-1 and n from pile top to pile end in sequence. Two virtual nodes-2, -1, n+1, n+2 are added at the pile top and the pile end respectively during calculation.
The stress balance equation of the pile foundation can be written into a finite difference form:
αw i-2 +βw i-1 +γw i +βw i+1 +αw i+2 ＝p i ； (6)
wherein:
the equation for single pile displacement can be deduced in combination with boundary conditions:
k is considered herein as a matrix from (n+1) x (n+1);
while stiffness matrixThe following are provided:
the pile body bending moment is as follows:
the pile body shear force is as follows:
the technical scheme of the invention has the beneficial effects that: the vibration response of the slope pile foundation is solved by combining the dynamic Winkler foundation model with the wave function for the first time, the power time-course curve is obtained in the seismic process of the slope pile foundation, and the amplification rule of the slope topography effect on the pile vibration response can be revealed.
Drawings
In the following, by way of example, the drawings of exemplary embodiments of the invention are shown, the same or similar reference numbers being used in the various drawings to designate the same or similar elements. In the accompanying drawings:
fig. 1 is a flow chart of the method of the present invention.
Fig. 2 is a computational model diagram of the method of the present invention.
FIG. 3 is a graph of soil displacement of a sloped bridge pile based on terrain effects in an embodiment of the present invention.
FIG. 4 is a pile foundation moment diagram in an embodiment of the invention.
FIG. 5 is a pile foundation shear diagram in an embodiment of the present invention.
Detailed Description
The invention will be better explained by the following detailed description of the embodiments with reference to the drawings.
As shown in fig. 1, the power response calculation method of the slope bridge pile based on the terrain effect provided by the invention comprises the following steps:
(1) Determining physical and mechanical parameters of a slope bridge pile, a pile foundation and a soil body;
as shown in fig. 2, the physical and mechanical parameters of the slope topography, pile foundation and soil body obtained according to the geological survey data are as follows:
A. ramp parameters: slope grade v=2/3 and v1=2/3; the dimensionless frequency of the seismic wave is eta=0.2; ramp length a=1m; the angle of incidence γ=0; neumann coefficient ε n (ε 0 ＝1，ε n ＝2，n>0)。
B. Pile foundation parameters: equivalent diameter d=0.4m; the penetration depth l=25m; pile foundation elastic modulus E p ＝2×10 10 Pa; moment of inertia I of pile p ＝1.2566×10 -3 m 4 Pile placement position x= -b.
C. Soil parameters: modulus of elasticity E s ＝2.5×10 7 Pa; soil poisson ratio mu s ＝1/3。
(2) Substituting the parameters in A into the formula (1) to calculate the displacement of the free field of the slope;
wherein, the formula u of the displacement field of the inner domain (1) (r 1 ,θ 1 ) The method comprises the following steps:
wherein, the outer field free field formula u (2) (r, θ) is:
(3) Based on a dynamic Winkler foundation model, a stress balance equation of the pile foundation is established:
wherein according toKnown parameters can determine pile moment of inertiaSpring rate of pile side soil>
(4) And (4) solving a formula (14) by adopting a finite difference method, dividing the pile foundation into n sections, wherein the height of each section is H=L/n, and L is the pile length. Pile foundation node numbers are 0,1, …, n-1 and n from pile top to pile end in sequence. Two virtual nodes-2, -1, n+1, n+2 are added at the pile top and the pile end respectively during calculation.
The stress balance equation of the pile foundation can be written into a finite difference form:
αw i-2 +βw i-1 +γw i +βw i+1 +αw i+2 ＝p i ； (15)
wherein:
(5) Obtaining a single pile displacement equation by adopting a finite difference method and combining boundary conditions according to the formula (4):
and the stiffness matrix { K } (n+1)×(n+1) The following are provided:
the pile foundation displacement curve of this embodiment is shown in fig. 3.
The pile body bending moment is as follows:
the pile body shear force is as follows:
the pile foundation bending moment and the shear curve of the embodiment are respectively shown in fig. 4 and 5.
It will be understood that the invention has been described in terms of several embodiments, and that various changes and equivalents may be made to these features and embodiments by those skilled in the art without departing from the spirit and scope of the invention. In addition, many modifications may be made to adapt a particular situation or material to the teachings of the invention without departing from the essential scope thereof. Therefore, it is intended that the invention not be limited to the particular embodiment disclosed, but that the invention will include all embodiments falling within the scope of the appended claims.
Claims (7)
1. A slope bridge pile dynamic response calculation method based on a terrain effect is characterized by comprising the following steps:
(1) Calculating a slope soil body displacement field caused by seismic wave vibration based on Graf addition theorem;
(2) Based on a dynamic Winkler foundation model, converting a soil body displacement field caused by seismic waves into a load, applying the load to a pile foundation, and establishing a stress balance equation of the pile foundation;
(3) And under the condition that the pile top and the pile bottom are both in free constraint, solving pile foundation displacement caused by uniformly distributed load and bending moment and shearing force born by the pile foundation displacement.
2. The method of computing a dynamic response of a sloped bridge pile based on a terrain effect according to claim 1, wherein in step (1), said physical mechanical parameters include:
slope topography parameters: physical slope v, virtual slope v1, seismic wave dimensionless frequency eta, slope length a, incident angle gamma, newman coefficient epsilon n ；
Pile foundation parameters: equivalent diameter D, soil penetration depth L, pile foundation elastic modulus E p Moment of inertia I of pile p ；
Soil massParameters: modulus of elasticity E s Soil poisson ratio mu s 。
3. The method for calculating the dynamic response of a slope bridge pile based on the topographic effect according to claim 2, wherein in the step (2), the slope soil body displacement field comprises a slope soil body outer field free field, and the method for calculating the slope soil body outer field free field comprises the following steps:
wherein v is the outer domain slope; gamma is the incidence angle of the seismic wave; k is the wave number of the incident wave, whereinη is the dimensionless frequency of the incident wave; j (J) n/v (. Cndot.) is a Bessel function of the first class of n/v orders; epsilon n Is the Neumann coefficient (epsilon) 0 ＝1，ε n ＝2，n>0)；H (1) n/v (. Cndot.) is a Bessel function of the third class; a is that n Is the coefficient to be determined; r is the polar radius with o as the origin; θ is the polar angle with the o-point as the origin.
4. A method of computing a dynamic response of a sloped bridge pile based on a terrain effect as claimed in claim 2 or 3, wherein in step (2), the sloped soil body displacement field comprises a sloped soil body in-situ displacement field, and the method of computing the sloped soil body in-situ displacement field is as follows:
wherein B is l Is a coefficient to be determined;is v 1 A first class of Bessel functions; v 1 Pi is the slope of the inner-domain slope; r is (r) 1 Is o is 1 A polar radius that is the origin; θ 1 Is o is 1 Is the polar angle of the origin.
5. A method of calculating a dynamic response of a sloped bridge pile based on a terrain effect as claimed in any one of claims 1 to 3, in which in step (3) the equation of force balance of the pile foundation is:
wherein W (y) is the displacement function of the pile foundation; e (E) p Is the pile foundation elastic modulus; i p Is the moment of inertia of the pile; d is the equivalent width; k (k) 1 For the spring rate of the pile side soil,
wherein E is s Is the elastic modulus of soil body; mu (mu) s Poisson ratio of soil body; p (y) is the vertical external load applied to the pile foundation, P (y) =k 1 ·w f (y)；w f (y) is a pile foundation free field,
c is the radius of the auxiliary circular arc of the inner domain,where a is the ramp length.
6. The method for calculating the dynamic response of the slope bridge pile based on the topographic effect according to claim 5, wherein in the step (4), when the pile top and the pile bottom are both in the free constraint condition, a calculation formula for solving the pile foundation displacement w caused by uniformly distributed loads is as follows:
wherein { K }, is (n+1)×(n+1) Is a stiffness matrix, and K is a matrix of n+1 x n+1.
7. The method for calculating the dynamic response of the slope bridge pile based on the topographic effect according to claim 6, wherein in the step (4), when the pile top and the pile bottom are both in the free constraint condition, formulas for solving the pile foundation bending moment M and the shearing force Q caused by uniformly distributed loads are respectively as follows:
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Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112307545A (en) * | 2020-10-30 | 2021-02-02 | 大连海事大学 | Large-diameter single pile horizontal vibration analysis method considering axial force action |
| CN112883328A (en) * | 2021-03-03 | 2021-06-01 | 华东交通大学 | Time domain nonlinear calculation method for horizontal dynamic response of pile group foundation |
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Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112307545A (en) * | 2020-10-30 | 2021-02-02 | 大连海事大学 | Large-diameter single pile horizontal vibration analysis method considering axial force action |
| CN112883328A (en) * | 2021-03-03 | 2021-06-01 | 华东交通大学 | Time domain nonlinear calculation method for horizontal dynamic response of pile group foundation |
Non-Patent Citations (5)
| Title |
|---|
| KIEN T. NGUYEN ET AL.: "Dynamic soil impedance functions for cylindrical structures buried in elastic half-space", SOIL DYNAMICS AND EARTHQUAKE ENGINEERING, pages 1 - 17 * |
| 于玉贞;邓丽军;孙逊;吕禾;: "Centrifuge modeling of dynamic behavior of pile-reinforced slopes during earthquakes", JOURNAL OF CENTRAL SOUTH UNIVERSITY OF TECHNOLOGY, no. 05, pages 1070 - 1078 * |
| 王敏 等: "铁道科学与工程学报", 基于GRAF加法定律的竖向受荷双桩动力响应解析研究, pages 2533 - 2538 * |
| 贺炜;陈宇林;李小星;刘剑锋;: "地震下斜坡桩场地及桩基动力响应的数值分析", 公路交通科技, no. 07, pages 80 - 88 * |
| 路言杰;: "倾斜基底软土桩网复合地基工作机理分析", 铁道建筑, no. 03, pages 54 - 57 * |
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