CN104032721B  The vertical rotaryspraying construction of a kind of high pressure causes the defining method of soil deformation  Google Patents
The vertical rotaryspraying construction of a kind of high pressure causes the defining method of soil deformation Download PDFInfo
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 CN104032721B CN104032721B CN201410228870.4A CN201410228870A CN104032721B CN 104032721 B CN104032721 B CN 104032721B CN 201410228870 A CN201410228870 A CN 201410228870A CN 104032721 B CN104032721 B CN 104032721B
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Abstract
The invention provides the defining method that the vertical rotaryspraying construction of a kind of high pressure causes soil deformation; described method first determines the soil parameters in place by geological survey; then determine that single vertical rotary churning pile causes the displacement of the soil body with circular hole in infinite half plane by the complex function answer of even distributed force effect; finally determine that many jet grouting pile constructions cause soil deformation based on principle of stacking, thus provide foundation for the protection of high pressure vertical rotaryspraying construction.The present invention is based on semiinfinite halfspace circular hole to separate by the Verruijt of even distributed force effect, consider various possible factor in high pressure vertical jet grouting pile construction process and, on the impact of soil deformation, avoid Deformation Prediction onesidedness and unreliability in the past.The present invention, no matter from social benefit, economic benefit or technical benefits, has very large using value.The present invention is applicable to determine that the vertical jet grouting pile construction of high pressure causes the problem of soil deformation.
Description
Technical field
The present invention relates to a kind of method of construction engineering technical field, particularly, relate to the defining method that the vertical rotaryspraying construction of a kind of high pressure causes soil deformation.
Background technology
Highpressure rotaryspray construction technology is that the shower nozzle ejection highvelocity fluid rotated cuts the soil body while make cement grout mix with chopping taxi body, and after chemical reaction, form firm reinforcing scholar post, intensity can reach more than several MPa.The initial concept of this engineering method is proposed the end of the sixties in last century by Italian scientist, Section 1 patent relates to application by Japanese Chinese and Western the beginning of the seventies in last century, be the simplest single pipe method (also claiming CCP engineering method), develop again double tube method, tritube method etc. thereafter.Single pipe method is jet cement slurries only; Double tube method coaxially wraps up high pressure cement slurries cutting soil with compressed air and both mixing mutually, and reinforcing body diameter is greatly improved than single pipe method; Tritube method coaxially wraps up HighPressure Water first cutting soil with compressed air, forms largerdiameter broken scholar space, then injects cement paste filling with slush pump and mix, and reinforcing body diameter is greatly improved than first two method.Develop again superspun jet technology, double high pressure rotary spray technique, crosswise jet rotary spray technique, doubleliquid rotary spray technique etc. afterwards, make raw expanded diameter increasing.China is after successfully developing highpressure rotaryspray construction technology the end of the seventies in last century, and this engineering method at home more engineering field is widely used, as hydraulic engineering impervious wall, city underground engineering, stability of slope, harbour, bridge Ji Chu etc.Also the jet grouting pile construction method of various diameter is progressively developed.But increasing along with generation stake footpath, also more and more obvious on the impact of surrounding environment between the highpressure rotaryspray construction period, as the larger excess pore water pressure of generation or surrounding soil produce larger distortion.The soil deformation that rotaryspraying construction causes can produce certain impact to neighbouring building or underground utilities etc., careless slightly, will lead to engineering accident, cause life and property loss.Therefore, the construct soil deformation that causes of Forecast and control highpressure rotaryspray is the important content needing in the rotary spray technique design and construction stage to consider.
Through finding the retrieval of existing technical literature, to construct the soil deformation caused mainly through empirical estimating or numerical method determination highpressure rotaryspray at present.But the former fails accurately to consider the Strength and Dformation parameter of foundation soil, and the latter has certain limitation for the simulation of work progress.Highpressure rotaryspray construction causes influence factor mainly rotaryspraying construction parameter (as grouting pressure, grouting amount and nozzle translational speed) and the Physical And Mechanical Indexes of The Typical (as intensity and modulus of elasticity) of soil deformation.Article " Lateraldisplacementofgroundcausedbysoilcementcolumnsins the tallation " (JournalofGeotechnicalandGeoenvironmentalEngineering that Chai etc. deliver at it, 2005, 131 (5): 623632) based on the cylindricality of full infinite space and spherical cavity expansion theory in, propose and calculate the semianalytic method that cement earth pile construction causes pile peripheral earth lateral displacement, but the method can not consider the impact of this key factor of grouting pressure quantitatively, therefore be necessary to cause in soil deformation Forecasting Methodology at vertical rotaryspraying construction further to study, to propose there is theoretical foundation and the stronger defining method of application.
Summary of the invention
For defect of the prior art; the object of this invention is to provide the defining method that the vertical rotaryspraying construction of a kind of high pressure causes soil deformation; the soil parameters in place is determined by geological survey; then determine that single vertical rotary churning pile causes the displacement of the soil body with circular hole in infinite half plane by the complex function answer of even distributed force effect; finally determine that many jet grouting pile constructions cause soil deformation based on principle of stacking, thus provide foundation for the protection of high pressure vertical rotaryspraying construction.
For realizing above object, the invention provides the defining method that the vertical rotaryspraying construction of a kind of high pressure causes soil deformation, comprising the steps:
The first step, by the method for boring extracting soil, compartmentalize soil is carried out to construction plant, obtain job site soil sample subsequently and carry out indoor conventional soil test, obtain job site compartmentalize soil information and geological information, determine each soil layer soil nature and corresponding the thickness of the layer H; The effective cohesion intercept of each layer soil body, effective angle of inner friction, shear stress, severe, modulus of elasticity and poisson's ratio are averaged;
Described acquisition job site soil sample refers to: use heavy wall borrow equipment, fetch earth to rotary churning pile projected depth in ground at the construction field (site), and for doing indoor conventional soil test, the amount of fetching earth is determined according to test specimen amount, is no less than three test specimens is advisable with every layer of soil;
The conventional soil test in described indoor refers to: density test, triaxial test and conventional Axial compression tests, wherein:
Described density test refers to: the wet density being recorded each soil layer by core cutter method isodensity test method, and calculates corresponding severe γ;
Described triaxial test refers to: by effective cohesion intercept c ' and the effective angle of inner friction of consolidated undrained triaxial test determination sand
and the shear stress c of clay
_{u}; The static lateral pressure coefficient K of soil is measured by triaxial shear equipment
_{0}, the poisson's ratio ν of soil is determined by following formula:
Described conventional Axial compression tests refers to: the compression modulus Es being recorded the soil body by conventional Uniaxial Compression instrument, by following formula determination elastic modulus of soil body E:
E＝(12K
_{0}ν)E
_{s}。
Second step, each single pile causes the stress state of any point in the soil body when judging many vertical jet grouting pile constructions;
Described single pile causes the stress state of any point in the soil body to comprise: plastic zone and elastic region, judge according to the following steps:
1. the distance r of any point in single rotary churning pile centre of surface to the soil body is determined
Described r meets following formula:
Wherein: x, y are x, the yaxis coordinate value of any point in the soil body; S is the distance (s>50r) of single rotary churning pile centre of surface to the earth's surface, border without impact, and xaxis is without affecting border, and yaxis is by every root rotary churning pile center;
2. the plastic zone radius R that single jet grouting pile construction causes is determined
_{p}
Described R
_{p}meet following formula:
During unit length jet grouting pile construction in formula, highpressure pump injects the ENERGY E of soil layer
_{in}meet following formula:
Wherein: E is the modulus of elasticity of soil; α
_{p}for correction factor, relevant to soil nature condition, span is sand 0.5, silt 1.0 ~ 1.25, clay 1.25 ~ 1.5; β
_{re}for considering that high mud jacking injects the catabiotic reduction coefficient of process of the soil body, β
_{re}get 0.8; p
_{g}for highpressure pump injects the expulsion pressure of cement paste; Q
_{g}for the cement paste flow that highpressure pump injects; v
_{s}for nozzle hoisting velocity;
3. judge that single pile causes the stress state of any point in the soil body: work as r>R
_{p}time, this stress state is elastic region; Work as R
_{c}<r<R
_{p}time, this stress state is plastic zone;
Wherein: R
_{c}for the radius of single rotary churning pile.
3rd step, the displacement of any point in soil body when determining single vertical jet grouting pile construction;
The stress state of any point is judged according to second step:
(1) when this stress state is elastic region;
The displacement components u in the xaxis direction of any point in elastic region when determining single vertical jet grouting pile construction
_{xk}with the displacement components u in yaxis direction
_{yk}; X, yaxis meet plane rightangle coordinate;
The displacement components u in described xaxis direction
_{xk}meet following formula:
The displacement components u in described yaxis direction
_{yk}meet following formula:
Complex analytic function in formula
meet following formula:
In formula, complex analytic function ψ (Z) meets following formula:
Derivative in formula
meet following formula:
Wherein: Re and Im represents respectively and get real part and imaginary part; Z is complex function, Z=x+iy; υ is poisson's ratio; E is modulus of elasticity; ζ meets following formula:
m
_{d}meet following formula:
σ
_{p}for the plastic zone boundary stress that rotaryspraying construction causes; I is the imaginary part unit of complex function;
Described σ
_{p}calculate according to the following steps:
1. judge the soil nature of soil layer according to the first step, when soil layer is clay, adopt step 2. to calculate; When soil layer is sand, step is adopted 3. to calculate;
2. soil layer is clay, σ
_{p}meet following formula:
Wherein: c
_{u}for undrained shear strength, σ
_{v0}for the total stress of the soil body;
3. soil layer is sand, σ
_{p}meet following formula:
Cylindricality Cavity expansion method coefficient F in formula
_{q}meet following formula:
Cylindricality Cavity expansion method coefficient F in formula
_{c}meet following formula:
Correction stiffness factor I in formula
_{rr}meet following formula:
I in formula
_{r}meet following formula:
Mean normal stress p in formula
_{0}meet following formula:
Soil body total stress σ in formula
_{v0}meet following formula:
Wherein: υ is poisson's ratio; C' is the effective cohesion intercept of soil;
for the effective angle of inner friction of soil; K
_{0}for static lateral pressure coefficient; H
_{j}and γ
_{j}be respectively thickness and the severe of jth layer soil, N is the soil layer number of plies, is determined by the first step;
(2) when this stress state is plastic zone;
The displacement components u in the xaxis direction of plastic zone any point when determining single vertical jet grouting pile construction
_{xk}with the displacement components u in yaxis direction
_{yk};
The displacement components u in described xaxis direction
_{xk}meet following formula:
The displacement components u in described yaxis direction
_{yk}meet following formula:
Wherein: u
_{xp}, u
_{yp}be respectively plastic zone and elastic region to have a common boundary the xaxis direction displacement of upper point and the displacement of yaxis direction, calculate according to the 3rd step (1), u
_{xp}, u
_{yp}i.e. u in the 3rd step (1)
_{xk}, u
_{yk}, refer to specially here elastic region and plastic zone have a common boundary on the displacement of point, so use u
_{xp}, u
_{yp}represent.
4th step, the deflection of any point in soil body when determining many vertical jet grouting pile constructions;
During described many vertical jet grouting pile constructions, in the soil body, the deflection of any point comprises: the displacement components u in xaxis direction
_{x}, yaxis direction displacement components u
_{y}; X, yaxis direction and the 3rd step are same;
The displacement components u in described xaxis direction
_{x}meet following formula:
The displacement components u in described yaxis direction
_{y}meet following formula:
Wherein: n is the quantity of vertical rotary churning pile; u
_{xk}, u
_{yk}be respectively horizontal movement and the vertical displacement of soil body any point when kth pile is constructed, adopt second step and the 3rd step to determine.
Compared with prior art, the present invention has following beneficial effect:
The method of the invention is separated based on the Verruijt of semiinfinite halfspace circular hole by even distributed force effect, considers various possible factor in high pressure vertical jet grouting pile construction process and, on the impact of soil deformation, avoids Deformation Prediction onesidedness and unreliability in the past.In actual applications, the Deformation Prediction mainly caused the vertical jet grouting pile construction of high pressure traditional method advantage is more accurate in the present invention, no matter from social benefit, economic benefit or technical benefits, all has very large using value.The present invention is applicable to determine that the vertical jet grouting pile construction of high pressure causes the problem of soil deformation.
Accompanying drawing explanation
By reading the detailed description done nonlimiting example with reference to the following drawings, other features, objects and advantages of the present invention will become more obvious:
Fig. 1 is the vertical rotaryspraying construction rough schematic view of one embodiment of the invention;
Fig. 2 is that the distortion that the vertical jet grouting pile construction of one embodiment of the invention many causes calculates schematic diagram;
Fig. 3 is one embodiment of the invention pile layout and inclinometer pipe position plane figure;
Fig. 4 is one embodiment of the invention result of calculation and measured data comparison diagram.
Detailed description of the invention
Below in conjunction with specific embodiment, the present invention is described in detail.Following examples will contribute to those skilled in the art and understand the present invention further, but not limit the present invention in any form.It should be pointed out that to those skilled in the art, without departing from the inventive concept of the premise, some distortion and improvement can also be made.These all belong to protection scope of the present invention.
As Figure 14, the present embodiment provides the vertical rotaryspraying construction of a kind of high pressure to cause the defining method of soil deformation for certain vertical churning engineering, this project completes altogether the construction of 4 rows totally 10 piles, wherein each 3 of two row, two each 2 of rows, adopt the form of equilateral triangle to carry out pile layout, the vertical distance of adjacent two rows is 1.3m, and construction depth is from earth's surface to11m.Rotary churning pile design radial is 0.4m.Arrange the horizontal lateral displacement that 1 inclinometer pipe produces to measure construction during engineering construction, the vertical distance of inclinometer pipe and the first campshed is 1.65m, and grouting pressure is 20MPa, and injection flow is 88L/min, and nozzle hoisting velocity is 40cm/min.
Concrete steps are as follows:
The first step, clear and definite field geology situation, namely by the method for boring extracting soil, compartmentalize soil is carried out to construction plant, obtain job site soil sample subsequently and carry out indoor conventional soil test, obtain job site compartmentalize soil information and geological information, determine each soil layer soil nature and corresponding the thickness of the layer H; The effective cohesion intercept of each layer soil body, effective angle of inner friction, shear stress, severe, modulus of elasticity and poisson's ratio are averaged:
In the present embodiment, in ground to rotary churning pile projected depth 11m, soil layer is clay, and severe γ is 14 ~ 18kN/m
^{3}, undrained shear strength c
_{u}be 5 ~ 30kPa, static lateral pressure coefficient K
_{0}be 0.5, poisson's ratio is v0.3, and soil layer elastic modulus E is 375 ~ 4400kPa.
Second step, each single pile causes the stress state of inclinometer pipe A point in the soil body when judging many vertical jet grouting pile constructions:
For the 1st pile, judge that the 1st single stake causes the stress state of A point in the soil body, carry out according to the following steps:
1. determine the distance r of any point in single rotary churning pile centre of surface to the soil body, described r meets following formula:
As shown in Figure 3, x, y coordinate of A point is respectively1.65 ,121.5; S is the distance of the 120,1st rotary churning pile center to A point
$r=\sqrt{{x}^{2}+{(s+y)}^{2}}=2.23;$
2. the plastic zone radius R that single jet grouting pile construction causes is determined
_{p}, described R
_{p}meet following formula:
During unit length jet grouting pile construction in formula, highpressure pump injects the ENERGY E of soil layer
_{in}meet following formula:
In the present embodiment, highpressure pump injects the expulsion pressure p of cement paste
_{g}for 20MPa; The cement paste flow Q that highpressure pump injects
_{g}for 88L/min, nozzle hoisting velocity v
_{s}for 40cm/min; During unit length jet grouting pile construction, highpressure pump injects the energy of soil layer
choose α
_{p}be 1.25, then the 1st plastic zone radius that jet grouting pile construction causes
${R}_{p}={\mathrm{\α}}_{p}\sqrt{\frac{{E}_{in}}{E}}=1.25\×\sqrt{\frac{3.52}{0.86}}=2.53;$
3. judge that single pile causes the stress state of any point in the soil body: work as r>R
_{p}time, this stress state is elastic region; Work as R
_{c}<r<R
_{p}time, this stress state is plastic zone, wherein: R
_{c}for the radius of single rotary churning pile.
In the present embodiment, A point stress state: R
_{c}<r<R
_{p}, A point stress state is plastic zone.
3rd step, when determining the 1st vertical jet grouting pile construction, the displacement of A point, comprises the displacement components u in xaxis direction
_{xk}, yaxis direction displacement components u
_{yk}, x, yaxis meet plane rightangle coordinate; Specifically carry out according to the following steps:
(1) judge that A point stress state is plastic zone according to second step, A point displacement when adopting the 3rd step (3) to determine the 1st vertical jet grouting pile construction;
(2) displacement components u in the xaxis direction of A point in plastic zone when determining single vertical jet grouting pile construction
_{xk}with the displacement components u in yaxis direction
_{yk}, wherein:
The displacement components u in xaxis direction
_{xk}meet following formula:
Obtained by above formula:
${u}_{xk}\≈{u}_{xp}\×\frac{2\×2.53+{u}_{xp}}{2\×2.23+2.53{u}_{xp}/2.23}\×\frac{1.65}{2.23}$
The displacement components u in yaxis direction
_{yk}meet following formula:
Obtained by above formula:
${u}_{yk}\≈{u}_{yp}\×\frac{2\×2.53+{u}_{yp}}{2\×2.23+2.53{u}_{yp}/2.23}\×\frac{120+(121.5)}{2.23}$
Wherein, u
_{xp}, u
_{yp}be respectively plastic zone and elastic region to have a common boundary the xaxis direction displacement of upper point and the displacement of yaxis direction, determined to be respectively92 ,81 by second step (2).
Thus the displacement in the xaxis direction determined is 59, the displacement in yaxis direction is 47.
4th step, the deflection of A point in soil body when determining 10 vertical jet grouting pile constructions:
(1) repeat second step to the 3rd step, determine that the displacement in the xaxis direction of A point in the 2nd pile to soil body during the 10th pile construction is respectively 82,63,101,102,67,75,67,56,57; The displacement in yaxis direction is respectively 0,53,23,29,20,3,27,4,11;
(2) deflection of A point in soil body when determining 10 vertical jet grouting pile constructions
The displacement components u in xaxis direction
_{x}meet following formula:
The displacement components u in yaxis direction
_{y}meet following formula:
Wherein: n is the quantity of vertical rotary churning pile; u
_{xk}, u
_{yk}be respectively horizontal movement and the vertical displacement of soil body any point when kth pile is constructed, adopt second step and the 3rd step to determine,
Thus obtain:
The earth horizontal displacement that the vertical jet grouting pile construction of many high pressure adopting this method to determine causes as shown in Figure 4.
The present embodiment can determine the soil deformation amount that the vertical jet grouting pile construction of high pressure causes accurately, compare existing Forecasting Methodology, improve 30 ~ 50% with the actual test result of engineering than correctness, provide more reliable design considerations foundation to the vertical jet grouting pile construction of high pressure.
Above specific embodiments of the invention are described.It is to be appreciated that the present invention is not limited to abovementioned particular implementation, those skilled in the art can make various distortion or amendment within the scope of the claims, and this does not affect flesh and blood of the present invention.
Claims (6)
1. the vertical rotaryspraying construction of high pressure causes a defining method for soil deformation, it is characterized in that, comprises the steps:
The first step, by the method for boring extracting soil, compartmentalize soil is carried out to construction plant, obtain job site soil sample subsequently and carry out indoor conventional soil test, obtain job site compartmentalize soil information and geological information, determine each soil layer soil nature and corresponding the thickness of the layer H; The effective cohesion intercept of each layer soil body, effective angle of inner friction, shear stress, severe, modulus of elasticity and poisson's ratio are averaged;
Second step, each single pile causes the stress state of any point in the soil body and plastic zone or elastic region when judging many vertical jet grouting pile constructions;
3rd step, the displacement of any point in soil body during stress state determination single vertical jet grouting pile construction according to second step;
(1) when this stress state is elastic region;
The displacement components u in the xaxis direction of any point in elastic region when determining single vertical jet grouting pile construction
_{xk}with the displacement components u in yaxis direction
_{yk}, x, yaxis meet plane rightangle coordinate;
The displacement components u in described xaxis direction
_{xk}meet following formula:
The displacement components u in described yaxis direction
_{yk}meet following formula:
In formula, complex analytic function φ (Z) meets following formula:
In formula, complex analytic function ψ (Z) meets following formula:
In formula, derivative φ ' (Z) meets following formula:
Wherein: Re and Im represents respectively and get real part and imaginary part; Z is complex function, Z=x+iy; υ is poisson's ratio; E is modulus of elasticity; ξ meets following formula:
m
_{d}meet following formula:
σ
_{p}for the plastic zone boundary stress that rotaryspraying construction causes; S is the distance of single rotary churning pile centre of surface to the earth's surface, border without impact, and s>50r, r are the distance of any point in single rotary churning pile centre of surface to the soil body; I is the imaginary part unit of complex function;
Described σ
_{p}calculate according to the following steps:
1. judge the soil nature of soil layer according to the first step, when soil layer is clay, adopt step 2. to calculate; When soil layer is sand, step is adopted 3. to calculate;
2. soil layer is clay, σ
_{p}meet following formula:
Wherein: c
_{u}for undrained shear strength, σ
_{v0}for the total stress of the soil body; The static lateral pressure coefficient K of soil
_{0};
3. soil layer is sand, σ
_{p}meet following formula:
Cylindricality Cavity expansion method coefficient F in formula
_{q}meet following formula:
Cylindricality Cavity expansion method coefficient F in formula
_{c}meet following formula:
Correction stiffness factor I in formula
_{rr}meet following formula:
I in formula
_{r}meet following formula:
Mean normal stress p in formula
_{0}meet following formula:
Soil body total stress σ in formula
_{v0}meet following formula:
Wherein: υ is poisson's ratio; C' is the effective cohesion intercept of soil;
for the effective angle of inner friction of soil; K
_{0}for static lateral pressure coefficient; H
_{j}and γ
_{j}be respectively thickness and the severe of jth layer soil, N is the soil layer number of plies, is determined by the first step;
(2) when this stress state is plastic zone;
The displacement components u in the xaxis direction of plastic zone any point when determining single vertical jet grouting pile construction
_{xk}with the displacement components u in yaxis direction
_{yk}, x, yaxis meet plane rightangle coordinate;
The displacement components u in described xaxis direction
_{xk}meet following formula:
The displacement components u in described yaxis direction
_{yk}meet following formula:
Wherein: u
_{xp}, u
_{yp}be respectively plastic zone and elastic region to have a common boundary the xaxis direction displacement of upper point and the displacement of yaxis direction, calculate according to the 3rd step (1);
4th step, the deflection of any point in soil body when determining many vertical jet grouting pile constructions;
During described many vertical jet grouting pile constructions, in the soil body, the deflection of any point comprises: the displacement components u in xaxis direction
_{x}, the displacement components u in yaxis direction
_{y}, x, yaxis direction and the 3rd step are same;
The displacement components u in described xaxis direction
_{x}meet following formula:
The displacement components u in described yaxis direction
_{y}meet following formula:
Wherein: n is the quantity of vertical rotary churning pile; u
_{xk}, u
_{yk}be respectively horizontal movement and the vertical displacement of soil body any point when kth pile is constructed, adopt second step and the 3rd step to determine.
2. the vertical rotaryspraying construction of a kind of high pressure according to claim 1 causes the defining method of soil deformation, it is characterized in that, in the first step: described acquisition job site soil sample refers to: use heavy wall borrow equipment, fetch earth to rotary churning pile projected depth in ground at the construction field (site), for doing indoor conventional soil test, the amount of fetching earth is determined according to test specimen amount, is no less than three test specimens with every layer of soil.
3. the vertical rotaryspraying construction of a kind of high pressure according to claim 1 causes the defining method of soil deformation, it is characterized in that, in the first step, the conventional soil test in described indoor refers to density test, triaxial test and conventional Axial compression tests, wherein:
Described density test refers to: the wet density being recorded each soil layer by core cutter method density test method, and calculates corresponding severe γ;
Described triaxial test refers to: by effective cohesion intercept c ' and the effective angle of inner friction of consolidated undrained triaxial test determination sand
and the shear stress c of clay
_{u}; The static lateral pressure coefficient K of soil is measured by triaxial shear equipment
_{0}, the poisson's ratio ν of soil is determined by following formula:
Described conventional Axial compression tests refers to: the Modulus of pressure E being recorded the soil body by conventional Uniaxial Compression instrument
_{s}, by following formula determination elastic modulus of soil body E:
E＝(12K
_{0}ν)E
_{s}。
4. the vertical rotaryspraying construction of a kind of high pressure according to any one of claim 13 causes the defining method of soil deformation, it is characterized in that, in second step, described single pile causes the stress state of any point in the soil body to comprise: plastic zone and elastic region, judge according to the following steps:
1. the distance r of any point in single rotary churning pile centre of surface to the soil body is determined
Described r meets following formula:
Wherein: x, y are x, the yaxis coordinate value of any point in the soil body; S is the distance of single rotary churning pile centre of surface to the earth's surface, border without impact, s>50r, and xaxis is without affecting border, and yaxis is by every root rotary churning pile center;
2. the plastic zone radius R that single jet grouting pile construction causes is determined
_{p}
Described R
_{p}meet following formula:
During unit length jet grouting pile construction in formula, highpressure pump injects the ENERGY E of soil layer
_{in}meet following formula:
Wherein: E is the modulus of elasticity of soil; α
_{p}for correction factor, relevant to soil nature condition; β
_{re}for considering that high mud jacking injects the catabiotic reduction coefficient of process of the soil body; p
_{g}for highpressure pump injects the expulsion pressure of cement paste; Q
_{g}for the cement paste flow that highpressure pump injects; v
_{s}for nozzle hoisting velocity;
3. judge that single pile causes the stress state of any point in the soil body: work as r>R
_{p}time, this stress state is elastic region; Work as R
_{c}<r<R
_{p}time, this stress state is plastic zone; R
_{c}for the radius of single rotary churning pile.
5. the vertical rotaryspraying construction of a kind of high pressure according to claim 4 causes the defining method of soil deformation, it is characterized in that, α
_{p}for correction factor, span is: sand 0.5, silt 1.0 ~ 1.25, clay 1.25 ~ 1.5.
6. the vertical rotaryspraying construction of a kind of high pressure according to claim 4 causes the defining method of soil deformation, it is characterized in that, β
_{re}value is 0.8.
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