CN113010833A - Spiral steel pile settlement calculation method considering installation effect - Google Patents

Spiral steel pile settlement calculation method considering installation effect Download PDF

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CN113010833A
CN113010833A CN202110256470.4A CN202110256470A CN113010833A CN 113010833 A CN113010833 A CN 113010833A CN 202110256470 A CN202110256470 A CN 202110256470A CN 113010833 A CN113010833 A CN 113010833A
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刘凯文
苏谦
邵康
李源港
倪芃芃
熊志鹏
严腾飞
潘泽坤
武博文
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Abstract

The invention discloses a spiral steel pile settlement calculation method considering a spiral steel pile installation effect and soil stiffness nonlinear change, and relates to the technical field of ocean and traffic engineering. The method comprises the following steps: s1, simplifying the initial shear stiffness of the soil layer into a linear change function along with the depth to obtain the initial shear stiffness of the soil layer at different depths; s2, taking the installation effect of the spiral steel pile and the nonlinear degradation of soil stiffness into consideration, and obtaining the normalization in each soil layer according to the inverse analysis of the installation test data of the spiral steel pile centrifugeG L(op)/G L(max)Predicting a curve; s3, normalizationG L(op)/G L(max)Substituting the prediction formula into a settlement-load curve calculation formula to obtain the pile top settlement value under different load conditions. The determination method of the invention considers the installation effect of the spiral steel pileCompared with the prior art, the method is more in accordance with the engineering practice, has strong operability and is easy to popularize, and the accuracy of the spiral steel pile settlement prediction is obviously improved.

Description

Spiral steel pile settlement calculation method considering installation effect
Technical Field
The invention relates to a spiral steel pile settlement calculation method considering the installation effect of a spiral steel pile and the nonlinear change of soil stiffness, and belongs to the technical field of ocean and traffic engineering.
Background
The spiral steel pile is mainly installed in a rotary pressing mode, has the advantages of low noise, environmental friendliness and relatively low cost in the installation process, and has huge application potential in the fields of ocean engineering and traffic geotechnical engineering. In the prior art, most researches on spiral steel piles are focused on the design of axial bearing capacity and installation torque, the design concept of offshore structures and high-speed traffic gradually turns to displacement design, and the design of spiral steel pile foundations needs a quick and reliable pile settlement prediction method so as to ensure reasonable structural performance and use performance.
However, the existing pile foundation settlement is mainly concentrated on the equal-straight conventional pile, the spiral steel pile is a special-shaped pile with strong geometric nonlinearity, and the construction mode and the action mechanism are greatly different from those of the equal-straight conventional pile, so that a spiral steel pile settlement determination method considering the spiral steel pile installation effect and the soil stiffness nonlinear change is needed.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provide a spiral steel pile settlement amount calculation method considering the installation effect of a spiral steel pile and the nonlinearity of soil stiffness so as to improve the accuracy of a spiral steel pile settlement prediction result, ensure that the design of a spiral steel pile foundation is more reliable and ensure reasonable structural performance and use performance.
The purpose of the invention is realized by the following technical scheme: the calculation method of the settlement of the spiral steel pile considering the installation effect and the soil stiffness nonlinearity comprises the following steps:
s1, simplifying the initial shear stiffness of the soil layer into a function linearly changing along with the depth to obtain the initial shear stiffness of the soil layer under different depths.
S2, taking the installation effect of the spiral steel pile and the nonlinear degradation of soil stiffness into consideration, and obtaining the normalized G in each soil layer according to the inverse analysis of the test data of installing the spiral steel pileL(op)/GL(max)The prediction formula is as follows:
Figure BDA0002967547940000021
in the formula, GL(op)Is the effective shear stiffness of the soil at the bottom blade of the pile in units of MPa, GL(max)The initial shear stiffness of the bottom blade of the pile is expressed in MPa, A and B are fitting parameters changing along with the peak friction angle, and gamma ispIs pseudo strain, gammap-refFor reference to the pseudo strain, the value is 0.01.
S3, normalizing GL(op)/GL(max)The prediction formula is substituted into a settlement-load curve calculation formula:
Figure BDA0002967547940000022
and calculating to obtain the pile top settlement value under different load conditions.
In the formula, stFor pile top settlement, unit m, QtIs axial load of pile top in kN, r0Is the radius of the pile body, the unit m, eta is the factor considering the bottom expansion of the pile end, vsIs the soil layer average Poisson's ratio, xi(op)For consideration of the factor of end soil layer to pile end bearing, rhoE(op)Is the factor of the change of soil stiffness along the depth (mu L)(op)For evaluating the compressibility of the pile, L is the depth of the bottom blade of the pile into the soil layer in m, ζ(op)To evaluate the factor, lambda, of the mean radius of the soil mass affected by the shear stress around the pile(op)The effective pile-soil stiffness ratio.
Further, said normalization GL(op)/GL(max)The calculation formula of the fitting parameters A, B in the prediction formula is as follows:
Figure BDA0002967547940000023
Figure BDA0002967547940000024
in the formula (I), the compound is shown in the specification,
Figure BDA0002967547940000031
is the peak friction angle in degrees.
Furthermore, the consideration of the effect factor xi of the soil horizon on the pile end support(op)The calculation formula of (2) is as follows:
ξ(op)＝GL(max)/Gb(max)；
in the formula, Gb(max)Is the soil body in the affected area below the leaves at the bottom of the pile (z is L to z is L + 0.5D)hZ is the depth of the soil layer, DhHelical blade diameter) in MPa.
Further, the soil stiffness changes by a factor rho along the depthE(op)The calculation formula of (2) is as follows:
ρE(op)＝GM(max)/GL(max)；
in the formula, GM(max)The initial shear stiffness of the soil layer at the middle position of the embedding depth of the blades at the bottom of the pile is unit MPa.
Furthermore, the soil layer initial shear stiffness G at the middle position of the embedding depth of the blades at the bottom of the pileM(max)The calculation formula of (2) is as follows:
GM(max)＝(G0(max)+GL(max))/2；
in the formula, G0(max)For initial shearing of pile topStiffness in kPa.
Further, the coefficient (μ L) for evaluating the compressibility of the pile is described(op)The calculation formula of (2) is as follows:
(μL)(op)＝[2/(ζ(op)λ(op))]0.5(L/r0)。
further, the factor zeta of the range of the average radius of the soil body affected by the shear stress around the pile is evaluated(op)The calculation formula of (2) is as follows:
ζ(op)＝ln(rm/r0)；
in the formula, rmIs the ultimate radial distance, in m.
Further, the effective pile-soil stiffness ratio lambda(op)The calculation formula of (2) is as follows:
λ(op)＝Ep/GL(op)；
in the formula, EpThe equivalent modulus of the pile body is expressed in kPa.
The invention has the beneficial effects that: compared with the prior art that the displacement of the ultimate bearing capacity is determined by analyzing and discussing different ultimate bearing capacity criteria in the load-displacement curve, the method provided by the invention obtains the load-displacement curve without test by considering the installation effect generated by the unique construction method of the spiral steel pile, is beneficial to reducing the time and cost consumed by the test, and has strong popularization and high prediction precision.
Drawings
FIG. 1 is a schematic diagram of parameters of the spiral steel pile and the soil layer around the pile.
FIG. 2 is a schematic diagram of a fitting curve of measured data and predicted values in a field test according to the present invention.
FIG. 3 is a schematic diagram of a curve fit between measured data and predicted values of a centrifuge test according to the present invention.
Detailed Description
The technical solutions of the present invention will be described clearly and completely with reference to the following embodiments, and it should be understood that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be obtained by a person skilled in the art without inventive effort based on the embodiments of the present invention, are within the scope of the present invention.
Referring to fig. 1-3, the present invention provides a technical solution: method for calculating settlement of spiral steel pile considering installation effect and soil stiffness nonlinearity, in figure 1, G0Shear stiffness at the finger pile tip, GMShear stiffness, G, of the soil layer at the middle position of the depth of embedment of the finger pileLShear stiffness at the end soil of the finger pile, GbShear stiffness, Q, of the affected area below the end of the fingersSide frictional resistance of the finger stake, DsDiameter of the finger pile body, QbRefers to the resistance of the bottom of the helical blade. The method of the invention comprises the following steps:
s1, setting the initial shear stiffness G of the soil layermaxSimplifying the function of linear change along with the depth to obtain the initial shearing rigidity of the soil layer under different depths according to the shearing wave velocity V of the corresponding soil layersAnd (3) calculating:
Gmax＝ρVs 2 (1)
v in formula (1)sThe method for calculating the standard penetration number in different soil layers comprises the following steps:
Figure BDA0002967547940000051
and N in the formula (2) is the standard penetration frequency corresponding to the depth of the soil layer.
V in formula (1)sThe method for estimating the soil viscosity and the sandy soil according to the static cone penetration test result comprises the following steps:
Vs＝[10.1*lgqc-11.4]1.67[fs/qc*100]0.3 (3)
q in formula (3)cFor cone tip resistance based on CPT test data, units kN, fsIs the side friction resistance according to the CPT test data, in kN.
S2, taking the installation effect of the spiral steel pile and the nonlinear degradation of soil stiffness into consideration, and obtaining the normalized G in each soil layer according to the inverse analysis of the installation test data of the spiral steel pile centrifugeL(op)/GL(max)The prediction formula is as follows:
Figure BDA0002967547940000052
in the formula, GL(op)Is the effective shear stiffness of the soil at the bottom blade of the pile in units of MPa, GL(max)The initial shear stiffness of the bottom blade of the pile is expressed in MPa, A and B are fitting parameters changing along with the peak friction angle, and gamma ispIs pseudo strain, gammap-refFor reference to the pseudo strain, the value is 0.01.
The fit parameter A, B as a function of peak friction angle in equation (4) is calculated as:
Figure BDA0002967547940000053
Figure BDA0002967547940000054
in the formula (I), the compound is shown in the specification,
Figure BDA0002967547940000055
is the peak friction angle in degrees.
S3, normalizing GL(op)/GL(max)And substituting the prediction formula into a settlement-load curve calculation formula to obtain the pile top settlement value under different load conditions.
Figure BDA0002967547940000061
In the formula, stFor pile top settlement, unit m, QtIs axial load of pile top in kN, r0Is the radius of the pile body, the unit m, eta is the factor considering the bottom expansion of the pile end, vsIs the soil layer average Poisson's ratio, xi(op)For consideration of the factor of end soil layer to pile end bearing, rhoE(op)Is the factor of the change of soil stiffness along the depth (mu L)(op)To evaluate compressibility of pilesL is the depth of the bottom blade embedded in the soil layer of the pile, unit m, zeta(op)To evaluate the factor, lambda, of the mean radius of the soil mass affected by the shear stress around the pile(op)The effective pile-soil stiffness ratio.
Considering the effect factor xi of the end soil layer on the pile end bearing in the formula (7)(op)The calculation formula of (2) is as follows:
ξ(op)＝GL(max)/Gb(max) (8)
in the formula, Gb(max)Is the soil body in the affected area below the leaves at the bottom of the pile (z is L to z is L + 0.5D)hZ is the depth of the soil layer, DhHelical blade diameter) in MPa.
Factor rho of variation of soil stiffness along depth in formula (7)E(op)The calculation formula of (2) is as follows:
ρE(op)＝GM(max)/GL(max) (9)
in the formula, GM(max)The initial shear stiffness of the soil layer at the middle position of the embedding depth of the blades at the bottom of the pile is unit MPa.
Formula (9) initial soil layer shear stiffness G at the middle position of the pile bottom blade embedment depthM(max)The calculation formula of (2) is as follows:
GM(max)＝(G0(max)+GL(max))/2 (10)
in the formula, G0(max)Is the initial shear stiffness of the pile top in kPa.
Coefficient (μ L) for evaluation of pile compressibility in equation (7)(op)The calculation formula of (2) is as follows:
(μL)(op)＝[2/(ζ(op)λ(op))]0.5(L/r0) (11)
the factor ζ in the equation (11) for evaluating the range of the mean radius of the soil body affected by the shear stress around the pile(op)The calculation formula of (2) is as follows:
ζ(op)＝ln(rm/r0) (12)
in the formula, rmIs the ultimate radial distance, in m, outside which the pile circumferential soil shear stress is zero.
Is effective in formula (11)Pile-soil stiffness ratio lambda(op)The calculation formula of (2) is as follows:
λ(op)＝Ep/GL(op) (13)
in the formula, EpThe equivalent modulus of the pile body is expressed in kPa.
Equivalent modulus E of pile body in formula (13)pThe calculation method comprises the following steps:
Ep＝4[(EA)s+(EA)h·(th/L)]/πDs 2 (14)
in the formula (EA)sActual axial stiffness of the central steel shaft, (EA)hIs the actual axial stiffness of the helical blade, thIs the thickness of the helical blade.
Example one
The field test site for installing the single-blade spiral steel pile is located in the northern part of Alberta, Canada, pile body parameters and partial soil body parameters are shown in table 1, the elastic modulus of steel for the pile shaft and the spiral blade is 200GPa, the equivalent modulus of the pile can be obtained according to a formula (14) and is 26.3GPa, the in-situ test of the test site is a standard penetration test, the distribution of the standard penetration impact number N along with the depth is obtained, and the shear wave velocity of the soil layer of the site is estimated according to a formula (2). The soil layer initial shear stiffness is estimated through a formula (1), the soil layer initial shear stiffness is simplified into a linear change function along with the depth, and a calculation formula of the soil layer initial shear stiffness at different depths is obtained, as shown in an equation (15):
Gmax＝13.4989z+35.869 (15)
wherein z is the soil depth in m, and G can be calculated according to equation (15)M(max)、GL(max)And Gb(max)As shown in table 1.
TABLE 1 field test results and calculated data
Figure BDA0002967547940000071
The predicted load settlement curve of the invention can be obtained by substituting the data in the table 1 into the formulas (4) to (13) as shown in fig. 2, and it can be seen that the load-settlement curve calculated by establishing the effective modulus degradation curve of the invention is basically identical with the on-site actual measurement load-settlement curve, and the nonlinear change of soil stiffness can be better considered, and the spiral steel pile settlement can be accurately predicted.
Example two
Adopting axial compression test results of a single-blade spiral steel pile implemented by the university of Dendi, wherein the pile structure and test sand parameters of a centrifuge model test are shown in Table 2, the elastic modulus of steel for a pile shaft and a spiral blade is 200GPa, a central steel shaft can be equivalent to a solid pile, the equivalent modulus of the pile can be obtained as 15.7Gpa according to a formula (14), the sand used in the test is subjected to static cone penetration test, and cone tip resistance q is obtained according to the test resultscAnd side friction resistance fsSubstituting the formula (3) to obtain the corresponding soil layer shear wave velocity VsWill VsSubstituting the formula (1) and performing linear fitting to obtain the initial shear modulus of the sandy soil as follows:
Gmax＝13.3835z(15)
d can be obtained according to the formula (15) at the middle position, the end position and the bottom of the pilehThe initial shear modulus of the soil within the range is calculated as shown in table 2.
TABLE 2 centrifuge test results and calculated data
Figure BDA0002967547940000081
The data in table 2 are substituted into the formulas (4) to (13) to obtain a load-settlement curve, and it can be seen from fig. 3 that the load-settlement behavior prediction curve can be better matched with the actually measured curve basically, so that the nonlinear change of soil stiffness can be better considered, and the settlement of the spiral steel pile can be accurately predicted.
The foregoing is illustrative of the preferred embodiments of this invention, and it is to be understood that the invention is not limited to the precise form disclosed herein and that various other combinations, modifications, and environments may be resorted to, falling within the scope of the concept as disclosed herein, either as described above or as apparent to those skilled in the relevant art. And that modifications and variations may be effected by those skilled in the art without departing from the spirit and scope of the invention as defined by the appended claims.

Claims (8)

1. The spiral steel pile settlement calculation method considering the installation effect is characterized by comprising the following steps of: the method comprises the following steps:
s1, simplifying the initial shear stiffness of the soil layer into a linear change function along with the depth to obtain the initial shear stiffness of the soil layer at different depths;
s2, taking the installation effect of the spiral steel pile and the nonlinear degradation of soil stiffness into consideration, and obtaining the normalization in each soil layer according to the inverse analysis of the test data of installing the spiral steel pileG L op() / G L(max)The prediction formula is as follows:
Figure 585186DEST_PATH_IMAGE001
；
in the formula (I), the compound is shown in the specification,G L op()is the effective shearing rigidity of the soil at the blade position at the bottom of the pile, unit MPa,G L(max)is the initial shear stiffness at the bottom blade of the pile, in units of MPa,A、Bas a fitting parameter that varies with the peak friction angle,
Figure 993034DEST_PATH_IMAGE002
in order to be the pseudo-strain,
Figure 549917DEST_PATH_IMAGE003
for reference pseudo strain, the value is 0.01;
s3, normalizationG L op() / G L(max)The prediction formula is substituted into a settlement-load curve calculation formula:
Figure 551371DEST_PATH_IMAGE004
；
in the formula (I), the compound is shown in the specification,s tthe pile top settlement is carried out in the unit of m,Q tis the axial load of the pile top,the unit of the number of bits in kN,r 0is the radius of the pile body in m,ηin order to take into account the factors of pile end belling,ν sis the average poisson's ratio of the soil layer,ξ op()in order to consider the factors of the end soil layer for supporting the pile end,ρ E op()a factor of variation of soil stiffness along depth: (μL) op()In order to evaluate the coefficient of compressibility of the pile,Lthe depth of the bottom blade of the pile embedded into the soil layer is unit m,ζ op()to evaluate the factors affecting the average radius of the soil mass around the pile under shear stress,λ op()the effective pile-soil stiffness ratio.
2. The method for calculating the settling amount of a spiral steel pile considering the setting effect according to claim 1, wherein: said normalization beingG L op() / G L(max)Fitting parameters in a predictive formulaA、BThe calculation formula of (2) is as follows:
Figure 593014DEST_PATH_IMAGE005
；
Figure 996314DEST_PATH_IMAGE006
；
in the formula (I), the compound is shown in the specification,φ p is the peak friction angle in degrees.
3. The method for calculating the settling amount of a spiral steel pile considering the setting effect according to claim 1, wherein: the factor considering the effect of the soil layer on the pile end supportξ op()The calculation formula of (2) is as follows:
ξ (op)= G L(max)/G b(max)；
in the formula (I), the compound is shown in the specification,G b(max)the initial shear stiffness is the initial shear stiffness of the soil body in the affected area below the blades at the bottom of the pile in MPa.
4. The method for calculating the settling amount of a spiral steel pile considering the setting effect according to claim 1, wherein: the factor of the soil rigidity changing along the depthρ E op()The calculation formula of (2) is as follows:
ρ E op ()= G M(max) / G L(max)；
in the formula (I), the compound is shown in the specification,G M(max)the initial shear stiffness of the soil layer at the middle position of the embedding depth of the blades at the bottom of the pile is unit MPa.
5. A method for calculating the settlement of a spiral steel pile considering the setting effect according to claim 4, wherein: the soil layer initial shear stiffness at the middle position of the embedding depth of the blade at the bottom of the pileG M max()The calculation formula of (2) is as follows:
G M (max)= (G 0(max)+G L(max))/2；
in the formula (I), the compound is shown in the specification,G 0(max)is the initial shear stiffness of the pile top in kPa.
6. The method for calculating the settling amount of a spiral steel pile considering the setting effect according to claim 1, wherein: the coefficient for evaluating the compressibility of the pile (μL) op()The calculation formula of (2) is as follows:
(μL)(op) =[2/(ζ (op) λ (op))]0.5(L/r 0)。
7. the method for calculating the settling amount of a spiral steel pile considering the setting effect according to claim 1, wherein: evaluating the factors of the average radius range of the soil body affected by the shear stress around the pileζ op()The calculation formula of (2) is as follows:
ζ (op) = ln(r m/r 0)；
in the formula (I), the compound is shown in the specification,r mis the ultimate radial distance, in m.
8. The method for calculating the settling amount of a spiral steel pile considering the setting effect according to claim 1, wherein: the effective pile-soil stiffness ratioλ op()The calculation formula of (2) is as follows:
λ (op)= E p /G L op()；
in the formula (I), the compound is shown in the specification,E p the equivalent modulus of the pile body is expressed in kPa.
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CN109255191A (en) * 2018-09-20 2019-01-22 中铁第四勘察设计院集团有限公司 A method of quantitatively calculating produced settling amount after railway bed piling prepressing
CN111090829A (en) * 2020-03-21 2020-05-01 西南交通大学 Method for determining settlement after slant reinforcement of roadbed by grouting spiral steel pile on existing railway line
CN111209708A (en) * 2020-04-22 2020-05-29 西南交通大学 Machine learning-based pile-soil interaction prediction analysis method
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