CN115795577A - Method for calculating transverse bearing characteristic of slope pile foundation - Google Patents

Method for calculating transverse bearing characteristic of slope pile foundation Download PDF

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CN115795577A
CN115795577A CN202211585146.8A CN202211585146A CN115795577A CN 115795577 A CN115795577 A CN 115795577A CN 202211585146 A CN202211585146 A CN 202211585146A CN 115795577 A CN115795577 A CN 115795577A
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soil
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蒋冲
刘敬
刘盼
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Central South University
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Abstract

The invention discloses a method for calculating the transverse bearing characteristic of a slope pile foundation, which comprises the steps of obtaining engineering geological parameters, pile foundation parameters and pile-soil friction parameters of a slope foundation; layering soil; setting the depth of the strain wedges, the number of the strain wedges and the strain of the strain wedges; calculating geometric parameters and mechanical parameters of the strain wedge; calculating the horizontal displacement value of the pile body; calculating the first zero point depth of the strain and horizontal displacement values of the strain wedge; judging and iteratively calculating the strain of the strain wedge and the first zero depth value to obtain the depth value and the strain value of the soil mass strain wedge in front of the pile; and the calculation of the transverse bearing characteristic of the pile foundation is completed through the depth value and the strain value of the soil body strain wedge in front of the pile. According to the invention, through innovative algorithm step design and calculation design, not only is iterative calculation of the slope foundation strain wedge realized, but also rapid and accurate calculation of the depth and the strain of the strain wedge is realized, and the method has the advantages of high reliability, good accuracy and higher efficiency.

Description

Method for calculating transverse bearing characteristic of slope pile foundation
Technical Field
The invention belongs to the technical field of civil engineering, and particularly relates to a method for calculating the transverse bearing characteristic of a slope pile foundation.
Background
With the development of economic technology and the improvement of living standard of people, the infrastructure construction of China is also rapidly developed. The application of pile foundations is available in the engineering fields of railways, highways, wind power generation and the like. In a specific using process, a pile foundation is influenced by horizontal loads such as wind load, vehicle load, earthquake action and the like; therefore, the analysis of the transverse bearing characteristics of the pile foundation has very important significance in practical engineering.
The address condition of the engineering construction site is very complicated, and the pile foundation is inevitably built in the adjacent slope area or on the slope surface of the slope. Under such conditions, the pile foundation may face certain risks: the slope effect causes the problems that the bearing capacity of the pile foundation is obviously reduced and the horizontal displacement is obviously increased. Therefore, the research on the transverse bearing characteristic of the horizontal bearing pile of the slope foundation has great engineering significance.
At present, a theoretical method for researching the transverse bearing characteristic of a horizontal loaded pile mainly comprises an elastic foundation beam method (BEF), a p-y curve method, a strain wedge body method and the like. However, the research method for the horizontal bearing pile foundation of the slope foundation mainly focuses on the aspects of ultimate soil resistance weakening and horizontal foundation modulus weakening, and no research for researching the influence of the slope effect on the bearing mechanism of the pile foundation is found at present.
Disclosure of Invention
The invention aims to provide a method for calculating the transverse bearing characteristic of a slope pile foundation, which has high reliability, good accuracy and higher efficiency.
The invention provides a method for calculating the transverse bearing characteristic of a slope pile foundation, which comprises the following steps:
s1, acquiring engineering geological parameters, pile foundation parameters and pile-soil friction parameters of a slope foundation;
s2, layering a soil body according to the buried depth of the pile foundation;
s3, setting the depth of the strain wedges, the number of the strain wedges and strain of the strain wedges;
s4, calculating geometric parameters and mechanical parameters of the strain wedge according to the strain wedge theory, the obtained parameter values and the set parameter values;
s5, calculating a horizontal displacement value of the pile body according to the mechanical parameters of the strain wedge obtained in the step S4;
s6, calculating the strain of the strain wedge and the first zero point depth of the horizontal displacement value according to the horizontal displacement value of the pile body obtained in the step S5;
s7, judging and iteratively calculating the strain of the strain wedge obtained in the step S6 and the first zero depth value to obtain the depth value and the strain value of the soil body strain wedge before the pile;
and S8, completing the calculation of the transverse bearing characteristic of the pile foundation according to the depth value and the strain value of the soil body strain wedge in front of the pile obtained in the step S7.
The method comprises the following steps of S1, acquiring engineering geological parameters, pile foundation parameters and pile-soil friction parameters of the slope foundation, and specifically comprising the following steps:
the acquired parameters include:
engineering geological parameters: soil body gravity gamma, cohesive force c and internal friction angle
Figure BDA0003991197870000021
Soil strain epsilon corresponding to 50% soil failure stress 50 Soil strain epsilon corresponding to 80% soil failure stress 80 Slope angle θ;
pile foundation parameters: pile foundation buried depth L, pile diameter D, load loading height e, pile foundation bending rigidity EI and pile foundation shape parameter (S) 1 ,S 2 )；
Pile soil friction parameters: pile soil friction parameter
Figure BDA0003991197870000022
S2, layering the soil body according to the buried depth of the pile foundation, and specifically comprises the following steps:
depth of single soil layerGiven as Δ h, the upper part of the soil layer has a depth z si Depth of soil layer center point is z ci 。
Step S3, setting the depth of the strain wedges, the number of the strain wedges and the strain of the strain wedges specifically comprises the following steps:
setting the depth of the strain wedge to L during initial setting sw The number of the strain wedges is N, and the strain of the jth strain wedge is epsilon j 。
Step S4, calculating geometric parameters and mechanical parameters of the strain wedge according to the strain wedge theory, the obtained parameter values, and the set parameter values, specifically including the following steps:
the stress level SL of the jth strain wedge is calculated using the following equation j ：
Figure BDA0003991197870000031
In the formula of 50 The soil strain corresponding to 50% of soil failure stress; epsilon j Is the strain of the jth strain wedge; epsilon 80 The soil strain corresponding to 80% of soil failure stress;
calculating the divergence angle of the jth strain wedge
Figure BDA0003991197870000032
Is composed of
Figure BDA0003991197870000033
Wherein
Figure BDA0003991197870000034
Is an internal friction angle;
calculating the height h of the jth strain wedge j Is composed of
Figure BDA0003991197870000035
Where θ is the slope angle, β mj Is the base angle of the jth strain wedge;
calculating the depth L of the upper soil wedge s Is composed of
Figure BDA0003991197870000036
Wherein L is sw Calculating depth for the strain wedge;
calculating the boundary surface length L of the jth strain wedge j Is L j ＝(h j -h j-1 )tanβ mj ；
Calculating the most front calculation width L (i) of each layer of soil body as
Figure BDA0003991197870000041
Calculating strain wedge stress delta sigma hi Is composed of
Figure BDA0003991197870000042
Where SL is the stress level coefficient, σ vi Is vertically effective stress and
Figure BDA0003991197870000043
gamma is the soil mass gravity, z si The upper depth of the soil layer, and c is cohesive force;
calculating pile side shear stress tau i Is composed of
Figure BDA0003991197870000044
Wherein
Figure BDA0003991197870000045
The angle of the soil body is rubbed and volatilized,
Figure BDA0003991197870000046
is a pile-soil interface friction angle;
calculating the soil resistance distribution p of each layer of the strain wedge sw Is p sw ＝S 1 Δσ hi L(i)+2S 2 τ i D, wherein L (i) is the calculated width of the most front section of each layer of soil body;
the upper soil wedge adopts friction force to calculate soil resistance distribution, and the friction coefficient is set as alpha SL ；
The shear difference V between the upper soil body and the lower soil body is calculated by the following formula sd ：
Figure BDA0003991197870000047
Wherein μ is the friction factor; delta h is the depth of a single soil layer; theta is a slope angle;
Figure BDA0003991197870000048
is the divergence angle of the 1 st strain wedge;
calculating the shearing force V of the two sides of the wedge l Is composed of
Figure BDA0003991197870000049
Wherein K 0 Is the lateral soil pressure coefficient;
calculating pile side shear force V p Is a V p ＝2S 2 τ i DΔh；
Alpha is calculated and obtained through the condition that the lowest soil resistance of the upper soil wedge is equal to the highest soil resistance of the lower strain wedge SL A value of (d);
calculating to obtain the upper soil wedge resistance distribution p s Is composed of
Figure BDA0003991197870000051
Finally, the obtained pile foundation soil resistance distribution is [ p ] s ,p sw ]。
Step S5, calculating a horizontal displacement value of the pile body according to the mechanical parameters of the strain wedge obtained in step S4, specifically including the following steps:
calculating the horizontal displacement of the pile foundation by a finite rod element method, and acquiring the horizontal displacement y of the interface of the jth strain wedge j 。
Step S6, calculating the first zero point depth of the strain wedge and the horizontal displacement value according to the horizontal displacement value of the pile body obtained in step S5, specifically including the following steps:
calculating the strain epsilon of the strain wedge aj Is composed of
Figure BDA0003991197870000052
L j Is the interface length of the jth strain wedge;
extracting first zero depth value L of horizontal displacement of pile body 0 。
Step S7, judging and iteratively calculating the strain of the strain wedge and the depth value of the first zero point obtained in step S6, so as to obtain the depth value and the strain value of the soil mass strain wedge before the pile, specifically including the following steps:
A. strain epsilon of strain wedge obtained in step S6 aj And strain epsilon of set jth strain wedge j And (4) judging:
if epsilon aj -ε j If s is greater than or equal to s, the strain of the jth strain wedge is updated to
Figure BDA0003991197870000053
And returning to the step S4 to perform the next round of calculation;
if epsilon aj -ε j If s is less than s, carrying out the subsequent steps;
s is a set threshold;
B. for the first zero depth value L of the horizontal displacement of the pile body obtained in the step S6 0 And set strain wedge depth L sw And (4) judging:
if L is 0 -L sw If the depth of the strain wedge is more than or equal to delta hh, the depth of the strain wedge is updated to be
Figure BDA0003991197870000061
And returning to the step S3 for the next round of calculation;
if L is 0 -L sw If Δ hh, the subsequent steps are performed.
Step S8, calculating the transverse bearing characteristic of the pile foundation according to the depth value and the strain value of the soil body strain wedge in front of the pile obtained in the step S7, and specifically comprises the following steps:
and obtaining the depth value and the strain value of the currently obtained pre-pile soil body strain wedge, calculating to obtain the pre-pile soil resistance, and then finishing the calculation and analysis of the transverse bearing characteristic of the pile foundation.
According to the method for calculating the transverse bearing characteristic of the slope pile foundation, through innovative algorithm step design and calculation design, iterative calculation of the slope foundation strain wedge is achieved, rapid and accurate calculation of the depth and the strain of the strain wedge is achieved, and the method is high in reliability, good in accuracy and high in efficiency.
Drawings
FIG. 1 is a schematic flow chart of the method of the present invention.
FIG. 2 is a schematic diagram of a three-dimensional model of a slope strain wedge, a single-layer strain wedge model and a multi-layer strain wedge model in the method of the present invention.
FIG. 3 is a schematic diagram of calculation of strain wedge resistance in the method of the present invention.
FIG. 4 is a schematic diagram of the calculation of upper soil wedge resistance in the method of the present invention.
FIG. 5 is a schematic diagram of the iterative process of strain in the method of the present invention.
FIG. 6 is a schematic diagram of an iterative process of strain wedge depth in the method of the present invention.
Detailed Description
FIG. 1 is a schematic flow chart of the method of the present invention: the invention provides a method for calculating the transverse bearing characteristic of a slope pile foundation, which comprises the following steps:
s1, acquiring engineering geological parameters, pile foundation parameters and pile-soil friction parameters of a slope foundation; the method specifically comprises the following steps:
the acquired parameters include:
engineering geological parameters: soil body gravity gamma, cohesive force c and internal friction angle
Figure BDA0003991197870000071
Soil strain epsilon corresponding to 50% soil failure stress 50 Soil strain epsilon corresponding to 80% soil failure stress 80 Slope angle θ;
pile foundation parameters: pile foundation buried depth L, pile diameter D, load loading height e, pile foundation bending rigidity EI and pile foundation shape parameter (S) 1 ,S 2 )；
Pile soil friction parameters: pile soil friction parameter
Figure BDA0003991197870000072
S2, layering a soil body according to the buried depth of the pile foundation; the method specifically comprises the following steps:
the depth of a single soil layer is set to be delta h, and the depth of the upper part of the soil layer is z si Depth of soil layer center point is z ci ；
S3, setting the depth of the strain wedges, the number of the strain wedges and strain of the strain wedges; the method specifically comprises the following steps:
setting the depth of the strain wedge to L during initial setting sw The number of the strain wedges is N, and the strain of the jth strain wedge is epsilon j ；
S4, calculating geometric parameters and mechanical parameters of the strain wedge according to the strain wedge theory, the obtained parameter values and the set parameter values; the method specifically comprises the following steps (calculation model is shown in figure 2):
the stress level SL of the jth strain wedge is calculated using the following equation j ：
Figure BDA0003991197870000073
In the formula of 50 The soil strain corresponding to 50% of soil failure stress; epsilon j Is the strain of the jth strain wedge; epsilon 80 The soil strain corresponding to 80% of soil failure stress;
calculating the divergence angle of the jth strain wedge
Figure BDA00039911978700000812
Is composed of
Figure BDA0003991197870000081
Wherein
Figure BDA0003991197870000082
Is an internal friction angle;
calculating the height h of the jth strain wedge j Is composed of
Figure BDA0003991197870000083
Where θ is the slope angle, β mj Is the base angle of the jth strain wedge;
calculating the depth L of the upper soil wedge s Is composed of
Figure BDA0003991197870000084
Wherein L is sw Calculating depth for the strain wedge;
calculating the boundary surface length L of the jth strain wedge j Is L j ＝(h j -h j-1 )tanβ mj ；
Calculating the most front calculation width L (i) of each layer of soil body as
Figure BDA0003991197870000085
Calculating strain wedge stress delta sigma hi Is composed of
Figure BDA0003991197870000086
Where SL is the stress level coefficient, σ vi Is vertically effective stress and
Figure BDA0003991197870000087
gamma is the soil mass gravity, z si The upper depth of the soil layer, and c is cohesive force;
calculating pile side shear stress tau i Is composed of
Figure BDA0003991197870000088
Wherein
Figure BDA0003991197870000089
The friction angle is exerted for the soil body,
Figure BDA00039911978700000810
is a pile-soil interface friction angle;
calculating the soil resistance distribution p of each layer of the strain wedge sw Is p sw ＝S 1 Δσ hi L(i)+2S 2 τ i D, wherein L (i) is the calculated width of the most front section of each layer of soil body (shown in figure 3);
upper soil wedge adoptsThe soil resistance distribution was calculated from the friction (as shown in FIG. 4), and the coefficient of friction was set to α SL ；
The shear difference V between the upper soil body and the lower soil body is calculated by the following formula sd ：
Figure BDA00039911978700000811
Wherein μ is the friction factor; delta h is the single soil layer depth; theta is a slope angle;
Figure BDA0003991197870000091
is the divergence angle of the 1 st strain wedge;
calculating the shearing force V of two sides of the wedge l Is composed of
Figure BDA0003991197870000092
Wherein K 0 Is the lateral soil pressure coefficient;
calculating pile side shear force V p Is a V p ＝2S 2 τ i DΔh；
Alpha is calculated and obtained through the condition that the soil resistance of the bottommost layer of the upper soil wedge is equal to the soil resistance of the topmost layer of the lower strain wedge SL A value of (d);
calculating to obtain the upper soil wedge resistance distribution p s Is composed of
Figure BDA0003991197870000093
Finally, the obtained pile foundation soil resistance distribution is [ p ] s ,p sw ]；
S5, calculating a horizontal displacement value of the pile body according to the mechanical parameters of the strain wedge obtained in the step S4; the method specifically comprises the following steps:
calculating the horizontal displacement of the pile foundation by a finite rod element method, and acquiring the horizontal displacement y of the interface of the jth strain wedge j ；
S6, calculating the strain of the strain wedge and the first zero point depth of the horizontal displacement value according to the horizontal displacement value of the pile body obtained in the step S5; the method specifically comprises the following steps:
calculating the strain of the strain wedge
Figure BDA0003991197870000094
L j Is the interface length of the jth strain wedge;
extracting first zero depth value L of horizontal displacement of pile body 0 ；
S7, judging and iteratively calculating the strain of the strain wedge obtained in the step S6 and the first zero depth value to obtain the depth value and the strain value of the soil body strain wedge before the pile; the method specifically comprises the following steps:
A. strain epsilon of strain wedge obtained in step S6 aj And strain epsilon of set jth strain wedge j And (4) judging:
if epsilon aj -ε j If the strain is more than or equal to s, the strain of the jth strain wedge is updated to be
Figure BDA0003991197870000101
And returns to step S4 for the next round of calculation (as shown in fig. 5);
if epsilon aj -ε j If s is less than s, carrying out the subsequent steps;
s is a set threshold;
B. for the first zero depth value L of the horizontal displacement of the pile body obtained in the step S6 0 And set strain wedge depth L sw And (4) judging:
if L is 0 -L sw If the depth of the strain wedge is more than or equal to delta hh, the depth of the strain wedge is updated to be
Figure BDA0003991197870000102
And returning to the step S3 for the next round of calculation;
if L is 0 -L sw If < Δ hh, then the subsequent steps are performed (as shown in FIG. 6);
s8, completing calculation of the transverse bearing characteristic of the pile foundation according to the depth value and the strain value of the soil body strain wedge in front of the pile obtained in the step S7; the method specifically comprises the following steps:
and obtaining the depth value and the strain value of the currently obtained pre-pile soil strain wedge, calculating to obtain the pre-pile soil resistance, and then completing the calculation and analysis of the transverse bearing characteristic of the pile foundation.

Claims (9)

1. A method for calculating the transverse bearing characteristic of a slope pile foundation comprises the following steps:
s1, acquiring engineering geological parameters, pile foundation parameters and pile-soil friction parameters of a slope foundation;
s2, layering a soil body according to the burial depth of the pile foundation;
s3, setting the depth of the strain wedges, the number of the strain wedges and strain of the strain wedges;
s4, calculating geometric parameters and mechanical parameters of the strain wedge according to the strain wedge theory, the obtained parameter values and the set parameter values;
s5, calculating a horizontal displacement value of the pile body according to the mechanical parameters of the strain wedge obtained in the step S4;
s6, calculating the strain of the strain wedge and the first zero point depth of the horizontal displacement value according to the horizontal displacement value of the pile body obtained in the step S5;
s7, judging and iteratively calculating the strain of the strain wedge obtained in the step S6 and the first zero depth value to obtain the depth value and the strain value of the soil body strain wedge before the pile;
and S8, completing the calculation of the transverse bearing characteristic of the pile foundation according to the depth value and the strain value of the soil body strain wedge in front of the pile obtained in the step S7.
2. The method for calculating the transverse bearing property of the slope pile foundation according to claim 1, wherein the step S1 of obtaining the engineering geological parameters, pile foundation parameters and pile-soil friction parameters of the slope foundation specifically comprises the following steps:
the acquired parameters include:
engineering geological parameters: soil body gravity gamma, cohesive force c and internal friction angle
Figure FDA0003991197860000011
Soil strain epsilon corresponding to 50% soil failure stress 50 Soil strain epsilon corresponding to 80% soil failure stress 80 Slope angle θ;
pile foundation parameters: pile foundation buried depth L, pile diameter D, load loading height e, pile foundation bending rigidity EI and pile foundation shape parameter (S) 1 ,S 2 )；
Pile soil friction parameters: pile soil friction parameter
Figure FDA0003991197860000012
3. The method for calculating the transverse bearing characteristic of the slope pile foundation according to claim 2, wherein the step S2 of layering the soil body according to the burial depth of the pile foundation specifically comprises the following steps:
the depth of a single soil layer is set to be delta h, and the depth of the upper part of the soil layer is z si Depth of soil layer center point is z ci 。
4. The method for calculating the lateral bearing characteristic of the slope pile foundation according to claim 3, wherein the setting of the depth of the strain wedge, the number of the strain wedges and the strain of the strain wedge in the step S3 specifically comprises the following steps:
setting the depth of the strain wedge to L during initial setting sw The number of the strain wedges is N, and the strain of the jth strain wedge is epsilon j 。
5. The method for calculating the transverse bearing characteristic of the slope pile foundation according to claim 4, wherein the geometric parameters and the mechanical parameters of the strain wedge are calculated according to the strain wedge theory, the obtained parameter values and the set parameter values in the step S4, and the method specifically comprises the following steps:
the stress level SL of the jth strain wedge is calculated using the following equation j ：
Figure FDA0003991197860000021
In the formula epsilon 50 The soil strain corresponding to 50% of soil failure stress; epsilon j Is the strain of the jth strain wedge; epsilon 80 The soil strain corresponding to 80% of soil failure stress;
calculating the divergence angle of the jth strain wedge
Figure FDA0003991197860000022
Is composed of
Figure FDA0003991197860000023
Wherein
Figure FDA0003991197860000024
Is an internal friction angle;
calculating the height h of the jth strain wedge j Is composed of
Figure FDA0003991197860000031
Where θ is the slope angle, β mj The base angles of j strain wedges;
calculating the depth L of the upper soil wedge s Is composed of
Figure FDA0003991197860000032
Wherein L is sw Is the depth of the strain wedge;
calculating the boundary surface length L of the jth strain wedge j Is L j ＝(h j -h j-1 )tanβ mj ；
Calculating the most front calculation width L (i) of each layer of soil body as
Figure FDA0003991197860000033
Calculating strain wedge stress delta sigma hi Is composed of
Figure FDA0003991197860000034
Where SL is the stress level coefficient, σ vi Is an intermediate variable and
Figure FDA0003991197860000035
gamma is the soil mass gravity, z si The upper depth of the soil layer, and c is cohesive force;
calculating pile side shear stress tau i Is composed of
Figure FDA0003991197860000036
Wherein
Figure FDA0003991197860000037
The friction angle is exerted for the soil body,
Figure FDA0003991197860000038
is a pile-soil interface friction angle;
calculating the soil resistance distribution p of each layer of the strain wedge sw Is p sw ＝S 1 Δσ hi L(i)+2S 2 τ i D, wherein L (i) is the width calculated for the most front section of each layer of soil body;
the upper soil wedge adopts friction force to calculate soil resistance distribution, and the friction coefficient is set as alpha SL ；
The shear difference V between the upper soil body and the lower soil body is calculated by the following formula sd ：
Figure FDA0003991197860000039
Wherein μ is the friction factor; delta h is the depth of a single soil layer; theta is a slope angle;
Figure FDA00039911978600000310
is the divergence angle of the 1 st strain wedge;
calculating the shearing force V of two sides of the wedge l Is composed of
Figure FDA00039911978600000311
Wherein K 0 Is the lateral soil pressure coefficient;
calculating pile side shear force V p Is a V p ＝2S 2 τ i DΔh；
Alpha is calculated and obtained through the condition that the soil resistance of the bottommost layer of the upper soil wedge is equal to the soil resistance of the topmost layer of the lower strain wedge SL A value of (d);
calculating to obtain the upper soil wedge resistance distribution p s Is composed of
Figure FDA0003991197860000041
Finally, the obtained pile foundation soil resistance distribution is [ p ] s ,p sw ]。
6. The method for calculating the lateral bearing characteristic of the slope pile foundation according to claim 5, wherein the step S5 of calculating the horizontal displacement value of the pile body according to the mechanical parameters of the strain wedge obtained in the step S4 specifically comprises the following steps:
calculating horizontal displacement of the pile foundation by a finite rod element method, and acquiring horizontal displacement y of an interface of the jth strain wedge j 。
7. The method for calculating the lateral bearing characteristic of the slope pile foundation according to claim 6, wherein the step S6 of calculating the first zero point depth of the strain and the horizontal displacement value of the strain wedge according to the horizontal displacement value of the pile body obtained in the step S5 specifically comprises the following steps:
calculating the strain epsilon of the strain wedge aj Is composed of
Figure FDA0003991197860000042
L j Is the interface length of the jth strain wedge;
extracting first zero depth value L of horizontal displacement of pile body 0 。
8. The method for calculating the lateral bearing characteristic of the slope pile foundation according to claim 7, wherein the step S7 is implemented by judging and iteratively calculating the strain of the strain wedge obtained in the step S6 and the depth value of the first zero point, so as to obtain the depth value and the strain value of the soil mass strain wedge in front of the pile, and specifically comprises the following steps:
A. strain epsilon of strain wedge obtained in step S6 aj And strain epsilon of set jth strain wedge j To carry outAnd (3) judging:
if ε aj -ε j If | ≧ s, the strain of the jth strain wedge is updated to
Figure FDA0003991197860000051
And returning to the step S4 to perform the next round of calculation;
if ε aj -ε j If the value is less than s, performing subsequent steps;
s is a set threshold;
B. for the first zero depth value L of the horizontal displacement of the pile body obtained in the step S6 0 And set strain wedge depth L sw And (4) judging:
if L 0 -L sw If | ≧ Δ hh, the strain wedge depth is updated to
Figure FDA0003991197860000052
And returning to the step S3 for the next round of calculation;
if L 0 -L sw If | < Δ hh, the subsequent steps are performed.
9. The method for calculating the lateral bearing characteristic of the slope pile foundation according to claim 8, wherein the step S8 of calculating the lateral bearing characteristic of the pile foundation through the depth value and the strain value of the soil body strain wedge in front of the pile obtained in the step S7 specifically comprises the following steps:
and obtaining the depth value and the strain value of the currently obtained pre-pile soil body strain wedge, calculating to obtain the pre-pile soil resistance, and then finishing the calculation and analysis of the transverse bearing characteristic of the pile foundation.
CN202211585146.8A 2022-12-09 2022-12-09 Method for calculating transverse bearing characteristic of slope pile foundation Pending CN115795577A (en)

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