CN109763484B - H-shaped pile load calculation method - Google Patents

H-shaped pile load calculation method Download PDF

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CN109763484B
CN109763484B CN201910099052.1A CN201910099052A CN109763484B CN 109763484 B CN109763484 B CN 109763484B CN 201910099052 A CN201910099052 A CN 201910099052A CN 109763484 B CN109763484 B CN 109763484B
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distribution
soil
soil pressure
height
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CN109763484A (en
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王希宝
袁松
邓霁伟
吴兵
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Sichuan Communication Surveying and Design Institute Co Ltd
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Abstract

The invention discloses a method for calculating h-shaped pile load, which comprises the following steps: 1) h-shaped pile stress decomposition: decomposing the load of the h-shaped pile into the front soil pressure T of the rear pile21. Front pile back side soil pressure T22, front pile front side soil pressure T3 and back pile back side soil pressure T1; 2) and 2) independently analyzing the distribution shape of the decomposed soil pressure: simplifying the distribution shape of the soil pressure T21 into a triangular distribution and a trapezoidal distribution, wherein the height of the triangular distribution is 0.2H12，0.2H12Simplifying the distribution shape of the soil pressure T22 into a triangular distribution and a trapezoidal distribution for the height from the anchoring surface of the rear pile to the cross beam, wherein the triangular distribution height is 0.2h1，h1Simplifying the distribution shape of the soil pressure T3 on the front side of the front pile into triangular and rectangular distribution for the cantilever height of the front pile, wherein the triangular distribution height is 0.3h1，h1The height of the loaded section of the front pile. The calculation method of the invention directly provides a technical model of the load structure of the h-shaped pile, and can be directly used for the structural design of the h-shaped pile.

Description

H-shaped pile load calculation method
Technical Field
The invention relates to the technical field of civil engineering, in particular to a method for calculating h-shaped pile load.
Background
The h-shaped piles are the result of further development of the bent frame piles, and the difference is that cantilever sections are additionally arranged at the upper parts of the cross beams of the rear piles of the gate-shaped piles, and the internal force and displacement transmitted to a lower structure by the cantilever sections are constant under the condition that the landslide thrust is usually constant.
The existing research on h-shaped piles mainly focuses on the following aspects, including anti-sliding action mechanism, structural thrust resistance, loaded section pile soil action, structural and inter-pile soil parameter sensitivity analysis, structural analysis solution calculation theory, spatial soil arch effect and the like.
In the study of the action of the pile soil at the loaded section, the magnitude and the distribution shape of the acting force of the pile soil between the piles on the front pile and the rear pile are the important factors in the study, and the conclusions of the students are provided based on the researched specific models and lack of consistency in terms of triangular distribution, forward/backward trapezoidal distribution, rectangular distribution and the like.
Disclosure of Invention
The invention aims to provide a h-shaped pile load calculation method, which directly provides a load structure technical model of an h-shaped pile and can be directly used for h-shaped pile structure design.
The invention is realized by the following technical scheme:
a load calculation method for an h-shaped pile comprises the following steps:
1) h-shaped pile stress decomposition: decomposing the load of the h-shaped pile into a rear pile front side soil pressure T21, a front pile rear side soil pressure T22, a front pile front side soil pressure T3 and a rear pile rear side soil pressure T1;
2) and independently analyzing the distribution shape of the decomposed soil pressure: simplifying the distribution shape of the soil pressure T21 into a triangular distribution and a trapezoidal distribution, wherein the height of the triangular distribution is 0.2H12，0.2H12Simplifying the distribution shape of the soil pressure T22 into a triangular distribution and a trapezoidal distribution for the height from the anchoring surface of the rear pile to the cross beam, wherein the triangular distribution height is 0.2h1，h1Simplifying the distribution shape of the soil pressure T3 on the front side of the front pile into triangular and rectangular distribution for the cantilever height of the front pile, wherein the triangular distribution height 1/3h1，h1The height of the loaded section of the front pile; the distribution shape of the soil pressure T1 at the rear side of the rear pile is simplified into a rectangular distribution or a triangular distribution.
In the art, the cantilever height of the front pile and the loaded section height of the front pile are the same concept, as shown in fig. 5.
The calculation method has feasibility and universality, simplifies and analyzes the distribution shape of each stress part by carrying out stress decomposition on the load of the h-shaped pile, directly provides a technical model of the load structure of the h-shaped pile, can be directly used for the structural design of the h-shaped pile, is beneficial to popularization and application of a novel structure of the h-shaped pile, and has better economic and social benefits.
Further, according to the distribution shape of the soil pressure T21, the front side resistance strength sigma of the rear pile is obtainedhq(z)The mathematical expression of (a):
Figure GDA0002629624400000021
in the formula
Figure GDA0002629624400000022
Is the Coulomb passive earth pressure coefficient;
alpha is the inclination angle of the pile body surface wall, and the vertical alpha of the pile body is 0; beta is the inclination angle of the soil body surface behind the pile; delta is the external friction angle of the soil body to the pile wall; gamma is the weight of the soil mass,
Figure GDA0002629624400000023
is the internal friction angle of the soil body.
K0In order to obtain the coefficient of the static soil pressure,
Figure GDA0002629624400000024
is the effective internal friction angle of the soil body.
Further, according to the distribution shape of the soil pressure T22, the rear side resistance strength sigma of the front pile is obtainedqh(z)The mathematical expression of (a):
Figure GDA0002629624400000025
in the formula
Figure GDA0002629624400000026
Is the Coulomb passive earth pressure coefficient;
Figure GDA0002629624400000027
is the Coulomb initiative soil pressure coefficient;
alpha is the inclination angle of the pile body surface wall, and the vertical alpha of the pile body is 0; beta is the inclination angle of the soil body surface behind the pile; delta is the external friction angle of the soil body to the pile wall; gamma is the weight of the soil mass,
Figure GDA0002629624400000028
is the internal friction angle of the soil body.
Further, according to the distribution shape of the soil pressure T3, the front side resistance strength sigma of the front pile is obtainedqq(z)The mathematical expression of (a):
Figure GDA0002629624400000029
in the formula
Figure GDA00026296244000000210
Is the Coulomb passive earth pressure coefficient;
alpha is the inclination angle of the pile body surface wall, and the vertical alpha of the pile body is 0; beta is the inclination angle of the soil body surface behind the pile; delta is the external friction angle of the soil body to the pile wall; gamma is the weight of the soil mass,
Figure GDA00026296244000000211
is the internal friction angle of the soil body.
Further, the resistance strength of the rear side of the rear pile is calculated by adopting a transmission coefficient method or a coulomb initiative soil pressure theory.
The strength of the rear side of the rear pile against force is designed according to the relevant regulations in the industry.
Compared with the prior art, the invention has the following advantages and beneficial effects:
the calculation method has feasibility and universality, simplifies and analyzes the distribution shape of each stress part by carrying out stress decomposition on the load of the h-shaped pile, directly provides a technical model of the load structure of the h-shaped pile, can be directly used for the structural design of the h-shaped pile, is beneficial to popularization and application of a novel structure of the h-shaped pile, and has better economic and social benefits.
Drawings
The accompanying drawings, which are included to provide a further understanding of the embodiments of the invention and are incorporated in and constitute a part of this application, illustrate embodiment(s) of the invention and together with the description serve to explain the principles of the invention. In the drawings:
FIG. 1 is a schematic structural diagram of an h-shaped pile;
FIG. 2 is a simplified graph of the front pile resistance of the front side of the rear pile;
FIG. 3 is a simplified diagram of the rear thrust of the rear side of the front pile;
FIG. 4 is a simplified graph of front pile front resistance at the front side of the front pile;
fig. 5 is a schematic diagram of h-shaped pile geometric parameters.
Reference numbers and corresponding part names in the drawings:
1-rear pile, 2-beam, 3-front pile and 4-slip plane.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is further described in detail below with reference to examples and accompanying drawings, and the exemplary embodiments and descriptions thereof are only used for explaining the present invention and are not meant to limit the present invention.
Example 1:
as shown in fig. 1 to 4, fig. 1 is a schematic structural diagram of an h-shaped pile, in fig. 1, the h-shaped pile includes a front pile 3 and a rear pile 1, the front pile 3 and the rear pile 1 are connected by a cross beam, when in use, the whole h-shaped pile is inserted into a soil body, the soil body is divided into an upper part and a lower part by a slip surface 4, the upper part is an unstable soil body, the lower part is an embedded section stratum, the bottom of the h-shaped pile is inserted into the embedded section stratum, and the unstable soil body on the upper part exerts force on the h-shaped pile.
A load calculation method for an h-shaped pile comprises the following steps:
1) h-shaped pile stress decomposition: decomposing the load of the h-shaped pile into a rear pile front side soil pressure T21, a front pile rear side soil pressure T22, a front pile front side soil pressure T3 and a rear pile rear side soil pressure T1;
2) and independently analyzing the distribution shape of the decomposed soil pressure: simplifying the distribution shape of the soil pressure T21 into a triangular distribution and a trapezoidal distribution, wherein the height of the triangular distribution is 0.2H12，0.2H12Simplifying the distribution shape of the soil pressure T22 into a triangular distribution and a trapezoidal distribution for the height from the anchoring surface of the rear pile 1 to the cross beam 2, wherein the triangular distribution height is 0.2h1，h1Simplifying the distribution shape of the front side soil pressure T3 of the front pile into a triangular distribution and a rectangular distribution for the cantilever height of the front pile 3, wherein the triangular distribution height 1/3h1，h1The height of the loaded section of the front pile 3; simplifying the distribution shape of the soil pressure T1 at the rear side of the rear pile into rectangular distribution or triangular distribution;
specifically, when the upper part of the slip plane 4 is an ideal granular body (c is 0), the soil body behind the pile is an inclined plane, and the angle is beta, the simplified graph can be obtained by combining the coulomb pressure theoryFront side resistance strength sigma of middle and rear pilehq(z)The mathematical expression of (a):
Figure GDA0002629624400000041
in the formula
Figure GDA0002629624400000042
Is the Coulomb passive earth pressure coefficient;
alpha is the inclination angle of the pile body surface wall, and the vertical alpha of the pile body is 0; beta is the inclination angle of the soil body surface behind the pile; delta is the external friction angle of the soil body to the pile wall; gamma is the weight of the soil mass,
Figure GDA0002629624400000043
is the internal friction angle of the soil body.
K0In order to obtain the coefficient of the static soil pressure,
Figure GDA0002629624400000044
is the effective internal friction angle of the soil body.
When the upper part of the slip surface 4 is an ideal granular body (c is 0), the soil body behind the pile is an inclined surface and the angle is beta, the resistance strength sigma of the rear side of the front pile in the simplified graph can be obtained by combining the Coulomb pressure theoryqh(z)The mathematical expression of (a):
Figure GDA0002629624400000045
in the formula
Figure GDA0002629624400000046
Is the Coulomb passive earth pressure coefficient;
Figure GDA0002629624400000047
is the Coulomb initiative soil pressure coefficient;
alpha is the inclination angle of the pile body surface wall, and the vertical alpha of the pile body is 0; beta is the soil body surface behind the pileThe inclination angle of (c); delta is the external friction angle of the soil body to the pile wall; gamma is the weight of the soil mass,
Figure GDA0002629624400000048
is the internal friction angle of the soil body.
The upper part of the slip surface 4 is an ideal granular body (c is 0), the soil body behind the pile is an inclined surface, and when the angle is beta, the front side resistance strength sigma of the front pile in the simplified graph can be obtained by combining the Coulomb pressure theoryqq(z)The mathematical expression of (a):
Figure GDA0002629624400000051
in the formula
Figure GDA0002629624400000052
Is the Coulomb passive earth pressure coefficient;
alpha is the inclination angle of the pile body surface wall, and the vertical alpha of the pile body is 0; beta is the inclination angle of the soil body surface behind the pile; delta is the external friction angle of the soil body to the pile wall; gamma is the weight of the soil mass,
Figure GDA0002629624400000053
is the internal friction angle of the soil body.
The soil pressure T1 at the back side of the back pile is calculated by adopting a transfer coefficient method or a coulomb initiative soil pressure theory according to the geological condition and the deformation condition of the slope body and adopting rectangular distribution or triangular distribution.
The above-mentioned embodiments are intended to illustrate the objects, technical solutions and advantages of the present invention in further detail, and it should be understood that the above-mentioned embodiments are merely exemplary embodiments of the present invention, and are not intended to limit the scope of the present invention, and any modifications, equivalent substitutions, improvements and the like made within the spirit and principle of the present invention should be included in the scope of the present invention.

Claims (5)

1. The h-shaped pile load calculation method is characterized by comprising the following steps:
1) h-shaped pile stress decomposition: decomposing the load of the h-shaped pile into a rear pile front side soil pressure T21, a front pile rear side soil pressure T22, a front pile front side soil pressure T3 and a rear pile rear side soil pressure T1;
2) and independently analyzing the distribution shape of the decomposed soil pressure: simplifying the distribution shape of the soil pressure T21 into a triangular distribution and a trapezoidal distribution, wherein the height of the triangular distribution is 0.2H12，H12Simplifying the distribution shape of the soil pressure T22 into a triangular distribution and a trapezoidal distribution for the height from the anchoring surface of the rear pile (1) to the cross beam (2), wherein the triangular distribution height is 0.2h1，h1Simplifying the distribution shape of the soil pressure T3 on the front side of the front pile into a triangular distribution and a rectangular distribution for the cantilever height of the front pile (3), wherein the triangular distribution height 1/3h1，h1The height of the loaded section of the front pile (3); the distribution shape of the soil pressure T1 at the rear side of the rear pile is simplified into a rectangular distribution or a triangular distribution.
2. The h-shaped pile load calculation method according to claim 1, wherein the front side resistance strength σ of the rear pile is obtained according to the distribution shape of the soil pressure T21hq(z)The mathematical expression of (a):
Figure FDA0002723984590000011
in the formula
Figure FDA0002723984590000012
Is the Coulomb passive earth pressure coefficient;
alpha is the inclination angle of the pile body surface wall, and the vertical alpha of the pile body is 0; beta is the inclination angle of the soil body surface behind the pile; delta is the external friction angle of the soil body to the pile wall; gamma is the soil mass gravity;
Figure FDA0002723984590000013
the internal friction angle of the soil body;
K0in order to obtain the coefficient of the static soil pressure,
Figure FDA0002723984590000014
Figure FDA0002723984590000015
is the effective internal friction angle of the soil body.
3. The h-shaped pile load calculation method according to claim 1, wherein the front pile rear side resistance strength σ is obtained according to the distribution shape of the soil pressure T22qh(z)The mathematical expression of (a):
Figure FDA0002723984590000016
in the formula
Figure FDA0002723984590000017
Is the Coulomb passive earth pressure coefficient;
Figure FDA0002723984590000018
is the Coulomb initiative soil pressure coefficient;
alpha is the inclination angle of the pile body surface wall, and the vertical alpha of the pile body is 0; beta is the inclination angle of the soil body surface behind the pile; delta is the external friction angle of the soil body to the pile wall; gamma is the soil mass gravity;
Figure FDA0002723984590000021
is the internal friction angle of the soil body.
4. The h-shaped pile load calculation method according to claim 1, wherein the front pile front side resistance strength σ is obtained according to the distribution shape of the soil pressure T3qq(z)The mathematical expression of (a):
Figure FDA0002723984590000022
in the formula
Figure FDA0002723984590000023
Is the Coulomb passive earth pressure coefficient;
alpha is the inclination angle of the pile body surface wall, and the vertical alpha of the pile body is 0; beta is the inclination angle of the soil body surface behind the pile; delta is the external friction angle of the soil body to the pile wall; gamma is the soil mass gravity;
Figure FDA0002723984590000024
is the internal friction angle of the soil body.
5. The h-shaped pile load calculation method according to claim 1, wherein the resistance strength of the rear side of the rear pile is calculated by a transmission coefficient method or a coulomb initiative soil pressure theory.
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