CN107871026A - One kind bucket foundation malleation sinking drag computation method suitable for sand - Google Patents
One kind bucket foundation malleation sinking drag computation method suitable for sand Download PDFInfo
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Abstract
The invention discloses a kind of computational methods of the bucket foundation malleation penetration resistance suitable for sand, soil-squeezing action during sinking that takes into account malleation adds lateral pressure suffered by outside cylinder wall, the soil lateral pressure coefficient gone out based on reaming theory deduction is compared with soil lateral pressure coefficient given in DNV specifications, and result of calculation is closer to actual conditions.Consider madial wall makes to form soil plug effect in cylinder to the effect of contraction of the soil body, and caused soil compaction effect can be much larger than outside cylinder, compared with method for normalizing, the inner earth pressure of cylinder computational methods based on soil plug effect derivation, compared with method for normalizing, result of calculation is closer to actual conditions.Consider during malleation is sunk that the soil body shows different compaction rates inside and outside cylinder, barrel end resistance inside and outside cylinder is respectively calculated, angle of friction is pushed away using counter particularly with end resistance on the inside of cylinderCalculated, method is easy, and result of calculation is closer to actual conditions.
Description
Technical Field
The invention relates to a method for calculating sinking resistance, in particular to a method for calculating positive pressure sinking resistance of a barrel-shaped foundation in sandy soil.
Background
The cylindrical foundation is a novel ocean engineering foundation structure, and is gradually adopted by the offshore wind power industry due to the fact that the material cost and the installation cost of the cylindrical foundation are lower than those of a pile foundation and the cylindrical foundation is easy to transport and install at sea. At present, in the design of an offshore wind power cylindrical foundation, there is no clear regulation for predicting the positive pressure sinking resistance of the cylindrical foundation, and the pile foundation sinking resistance calculation method is usually predicted by an industry person according to the existing standard, and the method is similar to the calculation method of the bearing capacity of an ocean pile foundation, and the result is conservative, so that the method for calculating the positive pressure sinking resistance of the cylindrical foundation in sandy soil is provided.
Disclosure of Invention
The invention provides a method for calculating the positive pressure sinking resistance of a cylindrical foundation in sandy soil, which is used for determining that the positive pressure sinking resistance of the cylindrical foundation is more consistent with the actual situation.
The technical scheme adopted by the invention is as follows:
a method for calculating the positive pressure sinking resistance of a cylindrical foundation in sandy soil is characterized by comprising the following steps:
(1) Calculating the horizontal soil pressure coefficient of the outer wall of the cylinder based on the theory of hole expansion: the method adopts the round hole expansion theory to carry out analysis and calculation, the annular cylinder wall is regarded as the cylinders with the same diameter which are closely arranged, the interaction between the cylinders is ignored, and the process of the cylinder wall penetrating into the Soil body is regarded as the problem of the expansion of the round hole (the round hole expansion theory is referred to the thesis A S. Expansion of the vision in the fine Soil mass [ J ]. Journal of the Soil mechanisms and the Foundation Division, american Society of the visual Engineers, 1972)
The radial stress at the junction of the elastic zone and the plastic zone meets the radial stress state of the elastic zone and the radial stress state of the plastic zone, so that the elastic zone and the plastic zone can be obtainedZone radial stress p e And radial displacement u p
In the formula:the effective internal friction angle of sandy soil; q is the initial horizontal stress; e is the elastic modulus of the soil body; mu is Poisson's ratio; a is the hole radius; r is the distance of the calculated point from the center of the circular hole.
And (3) solving a final plasticity radius R according to the condition that the pore expansion volume change and the elastic-plastic volume change of the surrounding soil body need to meet the equality in the reaming process:
substituting equation (2) into (3) to solve for R:
wherein p is e The radial stress at the junction of the elastic zone and the plastic zone; a is a 0 An initial radius for reaming; a is a u To the final radius of the counterbore; delta is the average plastic volume strain of the plastic region,t is the wall thickness of the cylindrical foundation, and D is the diameter of the cylindrical foundation; other symbols have the same meaning as before.
Expanding the hole to obtain the final plastic radius R and the radial stress p at the elastic-plastic junction e The final reaming radial stress is solved by the radial stress formula brought into the plastic zone, i.e.Soil squeezing pressure p of cylinder wall to outside soil body u The result is:
for the initial horizontal stress q of the soil bodies with different depths, the static soil pressure theory is adopted for calculation, and for the normally consolidated inviscid soil, the static soil pressure coefficient is calculated by adopting the Jaky formula
In the formula, gamma' is the effective volume weight of the soil, h is the depth of the soil, and other symbols have the same meanings as the above.
Substituting equation (6) into equation (5) to obtainSo that the lateral soil pressure coefficient K of the outer wall of the cylinder can be adjusted 0 Expressed as:
(2) And (3) calculating the soil pressure in the cylinder by considering the effect of the soil plug: the restriction effect of the inner side wall on the soil body promotes the formation of the soil plug in the barrel, the generated soil squeezing effect is far larger than that outside the barrel, and the soil plug effect is underestimated by adopting the lateral pressure coefficient which is the same as that of the outer side wall in the specification. The calculation method considers the effect of the soil plug and carries out mechanical balance analysis on the soil plug in the cylinder to predict the soil pressure in the cylinder.
And (3) carrying out stress analysis on the micro element body of the soil plug in the cylinder, wherein the vertical stress of the micro element body soil framework is balanced (the stress of the soil plug in the cylinder is shown in an attached figure 4):
wherein: sigma is vertical at any point in the soilStress; r s The radius of the soil plug in the barrel; f is the influence coefficient of soil plug, 0<f<1；The effective internal friction angle of the soil body is delta, and the effective external friction angle is delta; k i Is the coefficient of the lateral pressure inside the cylinder.
For simplifying calculation, taking an internal friction angle of the annular soil plugLike the external friction angle δ, equation (8) is simplified as:
according to boundary conditionsOrder toSolving for the inner wall soil pressure (p) i ) The relationship as a function of depth (l) is:
coefficient of soil pressure K inside the cylinder i The value is calculated according to the hole expansion theory of the step (1), but because the extrusion effect of the soil plug in the cylinder is far greater than that of the soil plug outside the cylinder, when calculating, the average plastic volume strain of the plastic zone is calculated to be K by taking delta =0.015 i ＝2.96。
(3) And (3) calculating the soil pressure at the cylinder end by considering the soil plug effect and the ultimate bearing capacity principle of the sand foundation: the end part of the cylinder type foundation is annular, the penetration depth is far larger than the thickness of the cylinder wall, the cylinder end resistance in the sinking process of the cylinder type foundation is determined according to a calculation method of the ultimate bearing capacity of the strip-shaped deep foundation, and the foundation width is the thickness of the cylinder wall. The soil bodies inside and outside the cylinder body present different compaction degrees in the positive pressure sinking processThe resistance at the cylinder end was influenced and the resistance at the cylinder wall end inside and outside the cylinder was calculated separately (see figure 8,respectively, the effective internal friction angles of the inner wall and the outer wall of the cylinder. ).
Cylinder outside cylinder end resistance q 2 And (3) calculating:
q 2 ＝1.2cN c +γ 1 DN γ +0.6γBN γ (11)
wherein N is c 、N q 、N γ The bearing capacity coefficient and D are the foundation burial depth; b is half of the thickness of the cylinder wall; gamma ray 1 Is the equivalent volume weight of the soil above the substrate.
Let the effective volume weight in the bar with radius nR formula (11) be expressed as
Wherein, γ 0 The volume weight of the soil above the substrate; f. of s Is the ultimate frictional resistance between the foundation side and the soil, f s ＝k 0 ·γ′h·tanδ，k 0 The horizontal soil pressure coefficient is 0.8, tau is the shearing resistance on the boundary of the annular cylinder, tau is always 0 for sandy soil, and other symbols have the same meanings as before.
N in the formula (12) and the effective internal friction angle according to the geometrical relationship of the sliding surfaceThe relationship of (c):
by bringing the formulae (12) and (13) into the formula (11) with an effective internal friction angle ofThe cylinder outboard end resistance can be calculated.
Cylinder end resistance q inside the cylinder 1 And (3) calculating:
for the resistance of the inner side end of the cylinder, checking and determining the influence radius R of the soil plug in the cylinder by using an influence coefficient f according to the theory of the annular soil plug s According to R s = nB and formula (13) back-derive effective friction angle of annular soil plug in cylinderThen calculating the inner side end resistance q of the cylinder according to the formula (11) 1 。
Finally, the resistance value q of the cylinder end considering the difference of the inner and outer soil squeezing can be obtained u ：
Wherein q is 1 Resistance of the outer end of the cylinder; q. q.s 2 Resistance of the outer end of the cylinder; s is the barrel end area.
The invention has the advantages and positive effects that:
(1) The lateral pressure borne by the outer side cylinder wall is increased by considering the soil squeezing effect in the positive pressure sinking process, and the calculation result is closer to the actual situation by comparing the lateral soil pressure coefficient derived based on the reaming theory with the lateral soil pressure coefficient given in the DNV specification.
(2) The constraint effect of the inner side wall on the soil body is considered, so that the soil plug effect is formed in the cylinder, the generated soil squeezing effect is far larger than that outside the cylinder, and compared with a standard method, the calculation result is closer to the actual situation based on the soil plug effect-derived cylinder soil pressure calculation method.
(3) Considering different compaction degrees of soil bodies inside and outside the cylinder body in the positive pressure sinking process, respectively calculating the resistance of the wall ends of the cylinder inside and outside the cylinder, and particularly adopting a reverse thrust friction angle for the resistance of the end at the inner side of the cylinderThe calculation is simple and convenient, and the calculation result is closer to the actual situation.
(4) In conclusion, the method is in accordance with engineering practice, simple and clear, easy to calculate, easy to determine and reliable in related parameters, and more accurate in calculation result.
Drawings
FIG. 1 is a comparison curve of soil pressure and measured value of outer wall of a cylinder of a theoretical calculation model of reaming
FIG. 2 is a comparison curve of soil pressure and measured value of two outer walls of a theoretical calculation model for reaming
FIG. 3 is a comparison curve of soil pressure and measured value of the outer wall of three cylinders of a theoretical calculation model of reaming
FIG. 4 is a diagram of the in-barrel soil plug as a unit acceptance equilibrium analysis
FIG. 5 is a comparison curve of the calculated value and the measured value of the soil pressure in the cylinder of the model changing with the depth
FIG. 6 is a comparison curve of the calculated value and the measured value of the soil pressure in the second cylinder of the model along with the change of the depth
FIG. 7 is a comparison curve of the calculated value and the measured value of the soil pressure varying with the depth in the three cylinders of the model
FIG. 8 is a schematic view showing the difference of soil squeezing at the inner and outer sides of the cylinder wall
FIG. 9 is a comparison curve of calculated value and measured value of pressure at one cylinder end of the model
FIG. 10 is a comparison curve of the calculated pressure and the measured pressure at the two ends of the model
FIG. 11 is a comparison curve of the calculated pressure and the measured pressure at the three ends of the model
Detailed Description
The technical scheme of the invention is further explained by combining specific examples.
For a further understanding of the invention, its structure and function, reference should be made to the following examples, taken in conjunction with the accompanying drawings, in which:
a method for calculating the positive pressure sinking resistance in the barrel foundation sandy soil, the embodiment calculates three small scale models and compares the three small scale models with the actual measurement result, the physical properties and the strength parameters of the soil in the model experiment are shown in the table 1:
detailed dimensions of the model cylinder are shown in table 2:
TABLE 1
(1) Calculating the horizontal soil pressure coefficient of the outer wall of the cylinder based on the theory of hole expansion:
the soil pressure coefficients of the outer walls of the three cylinders are calculated according to the calculation method, and the calculation result of the reaming pressure is compared with the actual measurement value and is shown in the attached figures 1-3.
(2) And (3) calculating the soil pressure in the cylinder by considering the soil plug effect:
in the calculation, the influence coefficient f is larger as the influence area of the annular soil plug in the cylinder is larger as the cylinder wall is thicker, and the three models f are respectively 0.45, 0.9 and 1.0. The pressure of the soil in the cylinder is compared with the actual measurement along with the change of the depth, and the pressure is shown in the attached figures 5 to 7.
(3) And (3) calculating the soil pressure at the cylinder end by considering the soil plug effect and the ultimate bearing capacity principle of the sand foundation:
the comparison curve of theoretical calculation and measured value of cylinder end pressure is shown in figures 9-11.
The invention aims at the calculation of the positive pressure sinking resistance in the cylindrical foundation sandy soil, analyzes the figures 1-3, 5-7 and 9-11, and the calculation results of the three models are better matched with the actual measurement result, so that the method can be used for predicting the cylindrical foundation positive pressure sinking resistance and is close to the actual situation.
The invention has been described in an illustrative manner, and it is to be understood that any simple variations, modifications or other equivalent changes which can be made by one skilled in the art without departing from the spirit of the invention fall within the scope of the invention.
Claims (1)
1. A method for calculating the positive pressure sinking resistance of a cylindrical foundation in sandy soil is characterized by comprising the following steps:
(1) Calculating the horizontal soil pressure coefficient of the outer wall of the cylinder based on the reaming theory principle: the circular hole expansion theory is adopted for analysis and calculation, the annular cylinder wall is regarded as the cylinders with the same diameter which are arranged closely, the interaction between the cylinders is neglected, the process that the cylinder wall penetrates into the soil body is regarded as the problem of circular hole expansion,
the radial stress at the junction of the elastic zone and the plastic zone not only meets the radial stress state of the elastic zone but also meets the radial stress state of the plastic zone, so that the radial stress p of the elastic zone and the plastic zone is obtained e And radial displacement u p
In the formula:the effective internal friction angle of sandy soil; q is the initial horizontal stress; e is the elastic modulus of the soil body; mu is Poisson's ratio; a is the hole radius; r is the distance from the calculation point to the center of the circular hole;
solving a final plastic radius R according to the condition that the pore expansion volume change and the elastic-plastic volume change of the surrounding soil body need to meet the equality in the reaming process:
substituting equation (2) into (3) to solve to obtain R:
wherein p is e The radial stress at the junction of the elastic zone and the plastic zone; a is a 0 An initial radius for reaming; a is u To the final radius of the counterbore; delta is the average plastic volume strain of the plastic region,t is the wall thickness of the cylindrical foundation, and D is the diameter of the cylindrical foundation;
expanding the hole to obtain the final plastic radius R and the radial stress p at the elastic-plastic junction e The final reaming radial stress is solved by the radial stress formula brought into the plastic zone, namely the soil squeezing pressure p of the wall of the cylinder to the soil body at the outer side u The result is:
for the initial horizontal stress q of the soil bodies with different depths, static soil pressure theory is adopted for calculation, and for normally consolidated cohesionless soil, a static soil pressure coefficient is calculated by adopting a Jaky formula:
wherein gamma' is the effective volume weight of the soil, h is the depth of the soil,
substituting the formula (6) into the formula (5) to obtainSo that the lateral soil pressure coefficient K of the outer wall of the cylinder 0 Expressed as:
(2) And calculating the soil pressure in the cylinder by considering the effect of the soil plug: the calculation method considers the effect of the soil plug, and performs mechanical balance analysis on the soil plug in the cylinder to predict the soil pressure in the cylinder;
and (3) carrying out stress analysis on the micro element body of the soil plug in the cylinder, wherein the vertical stress of the micro element body soil framework is balanced:
wherein: sigma is vertical stress of any point in soil; r s The radius of the soil plug in the barrel; f is the influence coefficient of soil plug, 0<f<1；The effective internal friction angle of the soil body is delta, and the effective external friction angle is delta; k is i Is the coefficient of the lateral pressure inside the cylinder;
for simplifying calculation, taking an internal friction angle of the annular soil plugLike the external friction angle δ, equation (8) is simplified as:
according to boundary conditionsOrder toSolving for the inner wall soil pressure (p) i ) The relationship as a function of depth (l) is:
coefficient of soil pressure K inside the cylinder i The value is calculated according to the reaming theory of the step (1), but because the extrusion effect of the soil plug in the cylinder is far greater than that of the soil plug outside the cylinder, the calculation is carried out on the plastic zoneAverage plastic volume strain, taken as Δ =0.015, calculated as K i ＝2.96；
(3) And (3) calculating the soil pressure at the cylinder end by considering the soil plug effect and the ultimate bearing capacity principle of the sand foundation: the end part of the cylinder type foundation is annular, the penetration depth is far larger than the thickness of the cylinder wall, the cylinder end resistance in the sinking process of the cylinder type foundation is determined according to a calculation method of the ultimate bearing capacity of the strip deep foundation, and the foundation width is the thickness of the cylinder wall; the soil bodies inside and outside the cylinder body show different compaction degrees in the positive pressure sinking process, the resistance at the cylinder end is influenced, the resistance at the wall end of the cylinder inside and outside the cylinder is respectively calculated,effective internal friction angles of the inner wall and the outer wall of the cylinder are respectively;
resistance q of cylinder end outside cylinder 2 And (3) calculating:
q 2 ＝1.2cN c +γ 1 DN γ +0.6γBN γ (11)
wherein N is c 、N q 、N γ D is the buried depth of the basis for the bearing capacity coefficient; b is half of the thickness of the cylinder wall; gamma ray 1 Is the equivalent volume weight of soil above the substrate;
let the radius of the bars be nR, the equivalent volume weight in equation (11) can be expressed as:
wherein, gamma is 0 The volume weight of the soil above the substrate; f. of s Is the ultimate frictional resistance between the foundation side and the soil, f s ＝k 0 ·γ′h·tanδ，k 0 Taking a horizontal soil pressure coefficient of 0.8, taking tau as the shearing resistance on the boundary of the annular cylinder, and taking tau as 0 for sandy soil;
n in the formula (12) and the effective internal friction angle according to the geometrical relationship of the sliding surfaceThe relationship of (1):
by bringing the formulae (12) and (13) into the formula (11) with an effective internal friction angle ofThe resistance of the outer end of the cylinder can be calculated;
cylinder end resistance q inside the cylinder 1 And (3) calculating:
for the end resistance of the inner side of the cylinder, checking and determining the influence radius R of the soil plug in the cylinder by using an influence coefficient f according to the theory of the annular soil plug s According to R s = nB and formula (13) back-deducing effective friction angle of annular soil plug in cylinderThen, the resistance q of the inner side end of the cylinder is calculated according to the formula (11) 1 ；
Finally, the resistance value q of the cylinder end considering the difference of the inner and outer soil squeezing can be obtained u ：
Wherein q is 1 Resistance of the outer end of the cylinder; q. q of 2 Resistance of the outer end of the cylinder; s is the barrel end area.
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| WO2023221300A1 (en) * | 2022-05-17 | 2023-11-23 | 浙大城市学院 | Method for predicting jacking force in whole construction process of vertical jacking method |
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