CN106650118B - Optimization design method for governing parameters of side slope slide-resistant pile - Google Patents

Optimization design method for governing parameters of side slope slide-resistant pile Download PDF

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CN106650118B
CN106650118B CN201611222773.XA CN201611222773A CN106650118B CN 106650118 B CN106650118 B CN 106650118B CN 201611222773 A CN201611222773 A CN 201611222773A CN 106650118 B CN106650118 B CN 106650118B
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slide
resistant
parameters
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贺可强
傅鹏辉
张娟
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青岛理工大学
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    • GPHYSICS
    • G06COMPUTING; CALCULATING; COUNTING
    • G06FELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00Computer-aided design [CAD]
    • G06F30/10Geometric CAD
    • G06F30/13Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
    • GPHYSICS
    • G06COMPUTING; CALCULATING; COUNTING
    • G06FELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00Computer-aided design [CAD]
    • G06F30/10Geometric CAD
    • G06F30/17Mechanical parametric or variational design

Abstract

The invention belongs to the technical field of landslide prevention and control, and particularly relates to an optimization design method for governing parameters of a side slope slide-resistant pile. Which comprises the following steps: determining physical and mechanical parameters of a side slope soil layer; determining design parameters of the anti-slide pile and analyzing stress; determining the maximum lateral pressure value of the soil layer of the embedded section by an m method; determining an optimal coefficient of pile position spacing; determining the optimal pile position spacing; and (4) optimizing and calculating the internal force calculation parameters of the slide-resistant pile. The method supplements and corrects uncertainty of the traditional slide-resistant pile calculation parameters selected in a large area, and provides a new method which breaks through the existing method, is easy to calculate and has strong applicability, so that double optimization of the slide-resistant pile on two layers of pile arrangement and calculation is realized. Practice proves that the distance determined by the method is within a value range specified by a specification and is accurate to a certain value, and the purpose of parameter optimization is achieved.

Description

Optimization design method for governing parameters of side slope slide-resistant pile

Technical Field

The invention belongs to the technical field of landslide prevention and control, and particularly relates to an optimization design method for governing parameters of a side slope slide-resistant pile.

Background

Nowadays, economic construction is rapidly developed and infrastructure construction requirements are increasingly growing, so that more and more large-scale facilities such as industrial and civil building engineering, hydraulic engineering, municipal engineering, road engineering, bridge engineering and the like are promoted to be built, and a large number of slope engineering and stability evaluation problems thereof become focuses of engineering construction fields. Meanwhile, a large amount of engineering construction also promotes landslide control technical measures to be correspondingly perfected and developed, and more control techniques and measures play an important role in the field of landslide control. The anti-slide pile is one of important landslide control technical measures and is widely applied to landslide control engineering practice.

The slide-resistant pile is a pile penetrating through the sliding body and penetrating into the sliding bed, is used for resisting slope reinforcement and retaining structures of the sliding power of the sliding body, plays a role in stabilizing the slope, and is a main measure for slope slide-resistant treatment. The action mechanism of the slide-resistant pile is to balance the gliding thrust of a slope by utilizing the anchoring effect and the passive resistance of the anchoring section in a stable stratum. Compared with other landslide prevention and control measures such as a soil nail anchor rod and an anti-skidding retaining wall, the anti-skidding pile mainly has the following advantages: the anti-skid performance is good, the pile has high bending resistance and shear rigidity, and can resist great gliding thrust; secondly, the construction safety performance is strong, the disturbance range of the construction to the surrounding stratum is small, the landslide state is not easy to deteriorate, and the method can be used for rush repair engineering; the masonry quantity is small, the treatment engineering cost is low, and the method is economical and reasonable; fourthly, geological conditions can be further verified, and the original design scheme can be corrected in time; and fifthly, the device can be flexibly matched with other slope treatment measures such as soil nails, anchor rods and the like. Due to the outstanding advantages of the slide-resistant piles in landslide control and slope stability maintenance, the slide-resistant piles are widely applied to slope projects such as mine side slopes, railways, highway landslides, foundation pit supports of industrial and civil buildings and ports, so that the importance of optimization design on the slide-resistant pile control parameters is more and more prominent, and the slide-resistant piles become important key problems faced and solved in the field of slide-resistant pile design and construction.

The pile spacing is an important index in the design of the slide-resistant pile, the slide-resistant effect can be failed due to overlarge pile spacing, and the investment is increased due to the fact that the pile spacing is too small, so that the reasonable optimal pile spacing is an important design parameter in the practice of the slide-resistant pile management engineering. The current mainstream method for determining the optimal spacing of the slide-resistant piles is an earth arch effect analysis method under different assumed conditions. The method is based on analysis of the soil arch effect between the anti-slide piles in the slope engineering, and provides that the pile spacing is determined by jointly controlling the static balance condition between piles, the strength condition of the mid-span section and the strength condition of the section at the arch foot. However, the method does not consider the distribution condition of the internal force of the slide-resistant pile and the deformation coordination condition, and has great limitation.

Disclosure of Invention

In order to supplement and correct the limitation and the deficiency of the traditional slide-resistant piles in the aspect of the accuracy of the selected design parameters, the invention aims to seek a new method which breaks through the existing traditional method, is easy to calculate and is universal, so that the double optimization of the slide-resistant piles on two layers of pile arrangement and calculation is realized, and the goal of scientifically and effectively treating landslide disasters is achieved.

The invention is realized by adopting the following technical scheme:

an optimal design method for governing parameters of a side slope slide-resistant pile comprises the following steps:

the method comprises the following steps: determining physical and mechanical parameters of a side slope soil layer;

step two: determining design parameters of the anti-slide pile and analyzing stress;

step three: determining the maximum lateral pressure value of the soil layer of the embedded section by an m method;

step four: determining an optimal coefficient of pile position spacing;

step five: determining the optimal pile position spacing;

step six: and (4) optimizing and calculating the internal force calculation parameters of the slide-resistant pile.

In the first step, systematic investigation, test, survey and mapping are carried out on the side slope to be measured according to the survey specification of side slope engineering (YS 5230-1996) and the soil engineering test regulation (SL 237-1999), and the physical and mechanical parameters (c, d, g, b, g, b, g, c, g, b, g,γ). And determining the foundation proportion coefficient m by looking up a table according to ' annex C ' in landslide prevention and control engineering design and construction technical Specifications ' (DZ/T0219-2006).

The second step comprises the following steps:

1) determination of design parameters of slide-resistant pile

To slide between pilesThe body has enough stability, is not extruded out of the piles under the action of downward sliding force, the frictional resistance generated by the soil body between the piles and the side surfaces of the two piles is not less than the landslide thrust between the piles, and the plane arrangement of the piles meets the appropriate distance; the proper embedding depth and pile length can ensure that the side wall stress transmitted to the stratum below the sliding surface by the slide-resistant pile is not greater than the lateral allowable compressive strength of the stratum. Determining the length h of the loaded section of the pile according to the landslide prevention engineering design and construction technical Specification (DZ/T0219-2006) by combining the principle, engineering geological data and design requirements1Length h of the embedding section2

2) Determination of total thrust borne by anti-slide pile

The design load of the slide-resistant pile is mainly as follows: firstly, landslide thrust borne by a single pile acts on the pile back above a sliding surface and can be assumed to be parallel to the sliding surface; driving the earth pressure before the pile. It is generally assumed that the difference between the landslide thrust and the passive earth pressure experienced by each pile is equal to the landslide thrust within the range of the pile center distance:

P=PT-Ep (1)

in the formula, P is the total thrust borne by the slide-resistant pile, namely the total slide resistance (kN) of the slide-resistant pile; pTPile front landslide thrust (kN) (determined by selecting a corresponding calculation formula according to different types of sliding surfaces, see "project design and construction technical Specification for landslide control" appendix A "); epPassive earth pressure before pile (kN).

In the third step, the maximum lateral pressure value of the soil layer of the embedded section is the maximum stress value allowed to be borne by the pile to be safe and normal in work, and when the working stress of the slide-resistant pile does not exceed the maximum lateral pressure value, the pile is safe and is also basic data in the process of determining the optimal design parameters of the slide-resistant pile. According to the difference of the structure, the structure and the mechanical property of the soil layer where the anti-slide pile is located, the maximum lateral pressure value of the soil layer of the embedded section can be obtained by the following formulas (2) and (3) in the technical specification of landslide prevention engineering design and construction (DZ/T0219-2006):

1) relatively intact rock mass or hard clay rock

σmax=ρ1·R (2)

2) General soil bodies or severely weathered broken rock formations

σmax=ρ2·(σpa) (3)

In the formula, σmax-maximum lateral pressure value (kPa) of soil layer of the embedment section; rho1The reduction coefficient is generally 0.1-0.5, and depends on the fracture, weathering and softening degree of the rock-soil body, the difference along the horizontal direction and the like; rho2The reduction coefficient depends on the precision of the soil body structural characteristics and the mechanical strength parameters, and is preferably 0.5-1.0; r-rock uniaxial compressive ultimate strength (kPa); sigmapPassive earth pressure stress (kPa) of the pre-pile rock-soil mass acting on the pile body; sigmaaActive earth pressure stress (kPa) of the post-pile rock-soil mass acting on the pile body.

In the fourth step, M is definedsThe optimal coefficient of the pile position spacing represents the stress generated by the slide-resistant pile under the action of unit sliding thrust, and is determined by the following equations (4) and (5):

taking the pile bottom simplified as a free end as an example,

in the formula, Ms-a pile spacing optimum coefficient; m-ground coefficient of proportionality (kN/m)4) The method is determined by looking up a table in ' annex C ' in engineering design and construction technical Specification for landslide prevention and treatment ' (DZ/T0219-2006); e-modulus of elasticity (MPa) of the slide-resistant pile; coefficient of deformation (m) of alpha-piles-1),BPCalculating the width for pile face, rectangular pile BPRound pile B +1P0.9 × (B +1), B being the width or diameter of the pile cross-section; i-pile section moment of inertia (m)4);Ai、Bi、Ci、Di-i∈[1,4]Function value of influence of m method (table lookup) depending on converted depth of pileThe calculation result is shown in 'road, bridge and culvert foundation and foundation design Specification' (JTG D63-2007) Table P.0.8, wherein the upper mark h is provided2And (4) representing the pile bottom end value.

In the fifth step, on the premise of ensuring the safety and stability of the anti-skid structure, in order to avoid waste in design and shorten the construction period so as to achieve the balance and coordination of the structure safety and the economic rationality, the optimal distance between two adjacent pile positions can be determined by the formula (6) under the conditions that the pile lengths are equal and the section sizes are the same:

in the formula, sop-optimal spacing between two adjacent pile positions; sigmamax-maximum lateral soil pressure value (kPa); ksSafety factors, the values of which are shown in table 8.1.3 in slope engineering survey Specification (YS 5230-1996) on the values of slope stability coefficients; p-total thrust force of the slide-resistant pile, namely total slide resistance (kN) of the slide-resistant pile.

In the sixth step, after the optimal pile position interval is determined, the optimal calculation of the pile internal force calculation parameters can be performed (specifically, the basic principle 2 of the invention is derived):

in the formula, My、Qy-bending moment (kN · m) and shearing force (kN) of any section of the pile body of the anchoring section; x is the number ofA、φA、MA、QA-displacement (m) of the pile at the sliding surface, corner (rad), bending moment (kN · m), shear force (kN). When the pile bottom is a free end, MA、QA、xA、φAThe following equation (8) is obtained:

the theoretical basis of the method of the invention is as follows:

principle 1 optimal pile spacing and optimal calculation width formula derivation

Order to

The shaft lateral stress can be expressed as

According to the specification requirements, σy≤σmaxTaking the limit state σy=σmaxBy internal force diagram σ of the embedded endyAs shown in fig. 3, when y is equal to h2When, σyTo a maximum value, i.e. sigmay=σmaxTherefore, it is caused byNamely formula (3)

Wherein v ═ ζxA1φB1+C1、u=ξxA1φB1+D1Then, then

Definition MsThe optimal coefficient of the pile position space is obtained,and determining the safety coefficient K of the miniature pile group according to the value of the slope stability coefficient in 8.1.3 in the survey Specification of slope engineering (YS 5230-1996)sEndowing certain safety reserve for the stability evaluation of the miniature pile group, and finally obtaining the optimal pile spacing

Principle 2'm' method for calculating internal force of slide-resistant pile

The deformation of the elastic pile includes the position change and bending deformation of the pile body, and in the'm' method, the deformation coefficient of the pileThe differential flexural equation of the pile top (anchoring section) under horizontal load is

In the formula, myBPThe horizontal resistance of the x-foundation on the pile, for the "m" method, the above flexural differential equation holds for the anchoring section with zero foundation coefficient at the slip surface.

The equation is a four-order linear variable coefficient homogeneous differential equation, is expanded by a power series and then is subjected to approximate solution, and is converted and sorted to obtain the equation

In the formula: x is the number ofy、My、Qy-displacement (m), bending moment (kN · m), shear force (kN) of any section of the pile body of the anchoring section; x is the number ofA、φA、MA、QA-displacement (m) of the pile at the sliding surface, corner (rad), bending moment (kN · m), shear force (kN); a. thei、Bi、Ci、Di-i∈[1,4]The function value of the influence of the m method (obtained by table look-up, see "road, bridge, culvert foundation and foundation design Specification" (JTG D63-2007) Table P.0.8) which varies with the converted depth of the pile, and the value of the influence is marked with a superscript h2And (4) representing the pile bottom end value.

The above formula is a general formula of the "m" method, and x at the sliding surface must be obtained first during calculationAAnd phiAThe displacement, corner, bending moment, shearing force of any section of the pile body and the lateral stress of foundation soil on the section can be obtained. Therefore, the determination needs to be performed according to three boundary conditions of the column bottom, namely, the free end, the hinged end and the fixed end, and the column bottom free end is taken as an example for explanation.

When the pile bottom is selfWhen starting from, MB=0、QB=0、φB≠0、xBNot equal to 0, and mixing MB=0、QBThe 3 rd and 4 th formulas of 0 substituted formula (7) are combined to obtain

Corresponding x under various boundary conditionsAAnd phiAThe displacement and the internal force of any section of the pile body below the sliding surface can be obtained by substituting the formula (9).

The method adopted by the invention is that the internal force limit state is taken, namely the maximum stress generated by the pile under the action of the downward sliding thrust and the pile front resistance of the slide-resistant pile is equal to the maximum lateral pressure value determined by the calculation of the parameters of the soil layer where the pile body is positioned, the design parameters of the slide-resistant pile are deduced reversely from the internal force of the pile body, and the optimal distance of the slide-resistant pile is further determined. The method supplements and corrects uncertainty of the traditional slide-resistant pile calculation parameters selected in a large area, and provides a new method which breaks through the existing method, is easy to calculate and has strong applicability, so that double optimization of the slide-resistant pile on two layers of pile arrangement and calculation is realized. Practice proves that the distance determined by the method is within a value range specified by a specification and is accurate to a certain value, and the purpose of parameter optimization is achieved.

Drawings

FIG. 1 is a flow chart of the present invention;

FIG. 2 is a schematic diagram of the design load of the anti-slide pile;

fig. 3 stress distribution diagram of the anchor section of the slide-resistant pile.

Detailed Description

A project is positioned on the right side slope of a road surface at a section K9+ 590-K10 + 010. Through engineering geological investigation, the area is rugged and narrow mountain land, the construction environment is severe, the difficulty of the large-scale mechanical shift in and out is high, the stratum soil is loose, and the sensitivity is high. Through comprehensive evaluation, the miniature pile group pile arrangement method provided by the invention is suitable for the site. The feasibility of this process is discussed in detail below in connection with this project to illustrate its practical significance and value. The specific implementation steps are as follows:

the method comprises the following steps: determination of landslide soil layer physical and mechanical parameters

Systematic exploration, test, survey and mapping are carried out on the side slope to be measured by the survey specification of side slope engineering (YS 5230-1996) and the soil engineering test regulation (SL 237-1999), and the physical and mechanical parameters (c, g, B, C,γ). And determining the foundation proportion coefficient m by looking up a table according to ' annex C ' in engineering design and construction technical Specification for landslide control ' (DZ/T0219-2006), which is detailed in Table 1.

TABLE 1 slope design parameters

Step two: determination of design parameters of slide-resistant pile and stress analysis

1) Determination of design parameters of slide-resistant pile

In order to ensure that the sliding bodies between the piles have enough stability, the sliding bodies are not extruded out of the piles under the action of a downward sliding force, and the frictional resistance generated by the soil body between the piles and the side surfaces of the two piles is not less than the landslide thrust between the piles, the plane arrangement of the piles should meet the appropriate distance; the proper anchoring depth and pile length can ensure that the side wall stress transmitted to the stratum below the sliding surface by the slide-resistant pile is not greater than the lateral allowable compressive strength of the stratum.

According to the landslide prevention engineering design and construction technical specification, the plane arrangement, the pile spacing, the pile length and the anchoring section length of the piles are determined by combining the principle, engineering geological data and design requirements, and the concrete contents are shown in a table 2.

TABLE 2 pile design parameters

2) Determination of total thrust borne by anti-slide pile

The design load of the slide-resistant pile (the stress diagram is shown in figure 2) is mainly as follows: firstly, landslide thrust borne by a single pile acts on the pile back above a sliding surface and can be assumed to be parallel to the sliding surface; driving the earth pressure before the pile. It is generally assumed that the difference between the landslide thrust and the passive earth pressure experienced by each pile is equal to the landslide thrust within the range of the pile center distance:

P=PT-Ep=4000-3889.23=110.77kN/m (1)

in the formula, P is the total thrust borne by the slide-resistant pile, namely the total slide resistance (kN) of the slide-resistant pile; pTThe thrust (kN) of the landslide before the pile (determined by selecting a corresponding calculation formula according to different types of sliding surfaces, particularly in appendix A of landslide control engineering design and construction technical Specification), the calculation steps are complex and are omitted; epPassive earth pressure before pile (kN).

Step three: method for determining maximum lateral pressure value of soil layer of embedded section by using m method

The maximum lateral pressure value of the soil layer of the embedded section is the maximum stress value allowed to be borne by the pile to ensure the safety and normal work of the pile, and when the working stress of the anti-slide pile does not exceed the maximum lateral pressure value, the pile is safe and is also the basic data in the optimal parameter determination process. According to the difference of the structure, the structure and the mechanical property of the soil layer where the anti-slide pile is located, the maximum lateral pressure value of the soil layer of the embedded section can be obtained by formulas (2) and (3) in the Specification 'landslide prevention engineering design and construction technical Specification' (DZ/T0219-2006):

in the formula, σmaxMaximum lateral pressure value (kPa) of soil layer in the consolidation zone);ρ2The reduction coefficient depends on the precision of the soil body structural characteristics and the mechanical strength parameters, and is preferably 0.5-1.0; sigmapPassive earth pressure stress (kPa) of the pre-pile rock-soil mass acting on the pile body; sigmaaActive earth pressure stress (kPa) of the post-pile rock-soil mass acting on the pile body.

Step four: determination of optimal coefficient of pile position spacing

Definition MsThe optimal coefficient of the pile position spacing represents the stress generated by the miniature pile group under the action of unit gliding thrust, and is determined by the following equations (4) and (5):

taking the pile bottom simplified as a free end as an example,

in the formula, Ms-a pile spacing optimum coefficient; m-ground coefficient of proportionality (kN/m)4) The method is determined by looking up a table in ' annex C ' in engineering design and construction technical Specification for landslide prevention and treatment ' (DZ/T0219-2006); e-modulus of elasticity (MPa) of the slide-resistant pile; coefficient of deformation (m) of alpha-piles-1),BPCalculating the width for pile face, rectangular pile BPRound pile B +1P0.9 × (B +1), B being the width or diameter of the pile cross-section; i-pile section moment of inertia (m)4);Ai、Bi、Ci、Di-i∈[1,4]The function value of the influence of the m method (obtained by table look-up, see "road, bridge, culvert foundation and foundation design Specification" (JTG D63-2007) Table P.0.8) which varies with the converted depth of the pile, and the value of the influence is marked with a superscript h2And (4) representing the pile bottom end value.

Step five: determination of optimal pile spacing

Under the prerequisite of guaranteeing the anti-skidding structure safety and stability, for avoiding the waste in the design, shorten construction period to reach the balance and the coordination of structural security and economic rationality, equal, the same condition of cross-sectional dimension of stake length, can confirm the optimum interval of two adjacent stake positions by formula (6):

in the formula, sop-optimal spacing between two adjacent pile positions; sigmamax-earth layer allowed lateral pressure; ksSafety factors, the values of which are shown in table 8.1.3 in slope engineering survey Specification (YS 5230-1996), the value of the slope stability coefficient is 1.05; p-total thrust force of the slide-resistant pile, namely total slide resistance (kN) of the slide-resistant pile.

Step six: optimization calculation of internal force calculation parameters of slide-resistant pile

And after the optimal pile position spacing and the optimal section calculation width are determined, the optimal calculation of the pile internal force calculation parameters can be carried out:

in the formula: my、Qy-bending moment (kN · m) and shearing force (kN) of any section of the pile body of the anchoring section; x is the number ofA、φA、MA、QA-displacement (m) of the pile at the sliding surface, corner (rad), bending moment (kN · m), shear force (kN). When the pile bottom is a free end, MA、QA、xA、φAThe following equation (8) is obtained:

TABLE 3 results of internal force calculation

Claims (1)

1. An optimal design method for governing parameters of a side slope slide-resistant pile is characterized by comprising the following steps:
the method comprises the following steps: determining the physical and mechanical parameters of the side slope soil layer: measuring the physical and mechanical parameters c of the soil layer of the side slope body,Gamma, and determining a foundation proportion coefficient m;
step two: the determination and stress analysis of the design parameters of the slide-resistant pile comprise the following steps:
1) determination of design parameters of slide-resistant pile
Determining the length h of the load-bearing section of the pile1Length h of the embedding section2
2) Determination of total thrust borne by anti-slide pile
Assuming that the difference between the landslide thrust borne by each pile and the passive soil pressure is equal to the landslide thrust within the range of the center distance of the piles:
P=PT-Ep (1)
in the formula, P is the total thrust borne by the slide-resistant pile, namely the total sliding resistance of the slide-resistant pile, kN; pT-pile front landslide thrust, kN; ep-pre-pile passive earth pressure, kN;
step three: determining the maximum lateral pressure value of the soil layer of the embedded section by an m method: the maximum lateral pressure value of the soil layer of the embedded section is obtained by the following formulas (2) and (3):
1) relatively intact rock mass or hard clay rock
σmax=ρ1·R (2)
2) General soil bodies or severely weathered broken rock formations
σmax=ρ2·(σpa) (3)
In the formula, σmax-maximum lateral pressure value of soil layer of the consolidation section, kPa; rho1-a reduction factor of 0.1 to 0.5; rho2-a reduction factor of 0.5 to 1.0; r-rock uniaxial compressive ultimate strength, kPa; sigmapPassive earth pressure stress, kPa, acting on the pile body by the pre-pile rock-soil mass; sigmaa-active earth pressure stress, kPa, of the post-pile rock-soil mass acting on the pile body;
step four: determining the optimal coefficient of the pile position spacing: optimal coefficient M of pile position spacingsDetermined by equations (4) (5):
when the pile bottom is simplified into a free end,
in the formula, Ms-a pile spacing optimum coefficient; m-ground ratio coefficient, kN/m4(ii) a E-modulus of elasticity of the anti-slide pile, MPa; coefficient of deformation of alpha-piles, m-1BPCalculating the width for pile face, rectangular pile BPRound pile B +1P0.9 × (B +1), B being the width or diameter of the pile cross-section; i-pile section moment of inertia, m4;Ai、Bi、Ci、Di-i∈[1,4]Function value of m-method depending on converted depth of pile, with superscript h2Representing the bottom end value of the pile;
step five: determining the optimal pile position spacing: under the conditions of equal pile length and same section size, determining the optimal distance between two adjacent pile positions by the formula (6):
in the formula, sop-the optimum spacing, m, between two adjacent pile sites; ks-a safety factor; p-total thrust borne by the slide-resistant pile, namely total slide resistance of the slide-resistant pile, kN;
step six: and (3) optimizing and calculating internal force calculation parameters of the slide-resistant pile: the optimization calculation of the pile internal force calculation parameters is as follows:
in the formula, My、Qy-bending moment, kN · m, shear force, kN of any section of the pile body of the anchoring section; x is the number ofA、φA、MA、QA-displacement of pile at sliding surface, m, corner, rad, bending moment, kN · m, shear, kN;
when the pile bottom is a free end, MA、QA、xA、φAThe following equation (8) is obtained:
CN201611222773.XA 2016-12-27 2016-12-27 Optimization design method for governing parameters of side slope slide-resistant pile CN106650118B (en)

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