CN104032721B - The vertical rotary-spraying construction of a kind of high pressure causes the defining method of soil deformation - Google Patents

The vertical rotary-spraying construction of a kind of high pressure causes the defining method of soil deformation Download PDF

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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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沈水龙
许烨霜
王志丰
武永霞
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Shanghai Jiaotong University
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Abstract

The invention provides the defining method that the vertical rotary-spraying 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 rotary-spraying construction.The present invention is based on semi-infinite half-space 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 one-sidedness 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

The vertical rotary-spraying construction of a kind of high pressure causes the defining method of soil deformation
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 rotary-spraying construction of a kind of high pressure causes soil deformation.
Background technology
High-pressure rotary-spray construction technology is that the shower nozzle ejection high-velocity 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, tri-tube 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; Tri-tube method coaxially wraps up High-Pressure Water first cutting soil with compressed air, forms larger-diameter 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 super-spun jet technology, double high pressure rotary spray technique, crosswise jet rotary spray technique, double-liquid rotary spray technique etc. afterwards, make raw expanded diameter increasing.China is after successfully developing high-pressure rotary-spray 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 high-pressure rotary-spray construction period, as the larger excess pore water pressure of generation or surrounding soil produce larger distortion.The soil deformation that rotary-spraying 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 high-pressure rotary-spray 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 high-pressure rotary-spray 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.High-pressure rotary-spray construction causes influence factor mainly rotary-spraying 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 " Lateraldisplacementofgroundcausedbysoil-cementcolumnsins the tallation " (JournalofGeotechnicalandGeoenvironmentalEngineering that Chai etc. deliver at it, 2005, 131 (5): 623-632) based on the cylindricality of full infinite space and spherical cavity expansion theory in, propose and calculate the semi-analytic 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 rotary-spraying 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 rotary-spraying 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 rotary-spraying construction.
For realizing above object, the invention provides the defining method that the vertical rotary-spraying 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:
v = K 0 1 + K 0 ;
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=(1-2K 0ν)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:
r = x 2 + ( s + y ) 2
Wherein: x, y are x, the y-axis 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 x-axis is without affecting border, and y-axis 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 pmeet following formula:
R p = α p E i n E
During unit length jet grouting pile construction in formula, high-pressure pump injects the ENERGY E of soil layer inmeet following formula:
E i n = β r e p g Q g v s
Wherein: E is the modulus of elasticity of soil; α pfor correction factor, relevant to soil nature condition, span is sand 0.5, silt 1.0 ~ 1.25, clay 1.25 ~ 1.5; β refor considering that high mud jacking injects the catabiotic reduction coefficient of process of the soil body, β reget 0.8; p gfor high-pressure pump injects the expulsion pressure of cement paste; Q gfor the cement paste flow that high-pressure pump injects; v sfor nozzle hoisting velocity;
3. judge that single pile causes the stress state of any point in the soil body: work as r>R ptime, this stress state is elastic region; Work as R c<r<R ptime, this stress state is plastic zone;
Wherein: R cfor 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 x-axis direction of any point in elastic region when determining single vertical jet grouting pile construction xkwith the displacement components u in y-axis direction yk; X, y-axis meet plane right-angle coordinate;
The displacement components u in described x-axis direction xkmeet following formula:
u x k = Re ( 1 + &upsi; E ( ( 3 - 4 &upsi; ) &phi; ( Z ) - Z &phi; &prime; ( Z ) &OverBar; - &psi; ( Z ) &OverBar; ) )
The displacement components u in described y-axis direction ykmeet following formula:
u y k = I m ( 1 + &upsi; E ( ( 3 - 4 &upsi; ) &phi; ( Z ) - Z &phi; &prime; ( Z ) &OverBar; - &psi; ( Z ) &OverBar; ) )
Complex analytic function in formula meet following formula:
&phi; ( Z ) = M d ( - 2 i ( 1 + &xi; 2 ) + 2 i Z ( 1 + &xi; 2 ) + i s ( 1 - &xi; 2 ) Z ( 1 + &xi; 2 ) - i s ( 1 - &xi; 2 ) + 2 i&xi; 2 Z ( 1 + &xi; 2 ) - i s ( 1 - &xi; 2 ) Z ( 1 + &xi; 2 ) + i s ( 1 - &xi; 2 ) )
In formula, complex analytic function ψ (Z) meets following formula:
&psi; ( Z ) = M d ( - 3 i ( 1 + &xi; 2 ) + 2 i&xi; 2 Z ( 1 + &xi; 2 ) + i s ( 1 - &xi; 2 ) Z ( 1 + &xi; 2 ) - i s ( 1 - &xi; 2 ) + i ( Z ( 1 + &xi; 2 ) - i s ( 1 - &xi; 2 ) Z ( 1 + &xi; 2 ) - i s ( 1 - &xi; 2 ) ) 2 + 2 i Z ( 1 + &xi; 2 ) - i s ( 1 - &xi; 2 ) Z ( 1 + &xi; 2 ) + i s ( 1 - &xi; 2 ) + i&xi; 2 ( Z ( 1 + &xi; 2 ) - i s ( 1 - &xi; 2 ) Z ( 1 + &xi; 2 ) + i s ( 1 - &xi; 2 ) ) 2 )
Derivative in formula meet following formula:
&phi; &prime; ( Z ) = M d ( 4 s ( 1 - &xi; 2 ) ( 1 + &xi; 2 ) ( Z ( 1 + &xi; 2 ) - i s ( 1 - &xi; 2 ) ) 2 - 4 &xi; 2 s ( 1 - &xi; 2 ) ( 1 + &xi; 2 ) ( Z ( 1 + &xi; 2 ) + i s ( 1 - &xi; 2 ) ) 2 )
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 dmeet following formula: σ pfor the plastic zone boundary stress that rotary-spraying construction causes; I is the imaginary part unit of complex function;
Described σ pcalculate 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 pmeet following formula:
&sigma; p = c u + 2 + K 0 3 &sigma; v 0
Wherein: c ufor undrained shear strength, σ v0for the total stress of the soil body;
3. soil layer is sand, σ pmeet following formula:
Cylindricality Cavity expansion method coefficient F in formula qmeet following formula:
Cylindricality Cavity expansion method coefficient F in formula cmeet following formula:
Correction stiffness factor I in formula rrmeet following formula:
I in formula rmeet following formula:
Mean normal stress p in formula 0meet following formula:
p 0 = 1 + 2 K 0 3 &sigma; v 0
Soil body total stress σ in formula v0meet following formula:
&sigma; v 0 = &Sigma; j = 1 N H j &gamma; j
Wherein: υ is poisson's ratio; C' is the effective cohesion intercept of soil; for the effective angle of inner friction of soil; K 0for static lateral pressure coefficient; H jand γ jbe 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 x-axis direction of plastic zone any point when determining single vertical jet grouting pile construction xkwith the displacement components u in y-axis direction yk;
The displacement components u in described x-axis direction xkmeet following formula:
u x k &ap; u x p 2 R p + u x p 2 r + u x p R p / r x r
The displacement components u in described y-axis direction ykmeet following formula:
u y k &ap; u y p 2 R p + u y p 2 r + u y p R p / r s + y r
Wherein: u xp, u ypbe respectively plastic zone and elastic region to have a common boundary the x-axis direction displacement of upper point and the displacement of y-axis direction, calculate according to the 3rd step (1), u xp, u ypi.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 yprepresent.
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 x-axis direction x, y-axis direction displacement components u y; X, y-axis direction and the 3rd step are same;
The displacement components u in described x-axis direction xmeet following formula:
u x = &Sigma; k = 1 n u x k
The displacement components u in described y-axis direction ymeet following formula:
u y = &Sigma; k = 1 n u y k
Wherein: n is the quantity of vertical rotary churning pile; u xk, u ykbe 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 semi-infinite half-space 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 one-sidedness 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 non-limiting 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 rotary-spraying 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 1-4, the present embodiment provides the vertical rotary-spraying 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 to-11m.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 ube 5 ~ 30kPa, static lateral pressure coefficient K 0be 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:
r = x 2 + ( s + y ) 2
As shown in Figure 3, x, y coordinate of A point is respectively-1.65 ,-121.5; S is the distance of the 120,1st rotary churning pile center to A point r = 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 pmeet following formula:
R p = &alpha; p E i n E
During unit length jet grouting pile construction in formula, high-pressure pump injects the ENERGY E of soil layer inmeet following formula:
E i n = &beta; r e p g Q g v s
In the present embodiment, high-pressure pump injects the expulsion pressure p of cement paste gfor 20MPa; The cement paste flow Q that high-pressure pump injects gfor 88L/min, nozzle hoisting velocity v sfor 40cm/min; During unit length jet grouting pile construction, high-pressure pump injects the energy of soil layer choose α pbe 1.25, then the 1st plastic zone radius that jet grouting pile construction causes R p = &alpha; p E i n E = 1.25 &times; 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 ptime, this stress state is elastic region; Work as R c<r<R ptime, this stress state is plastic zone, wherein: R cfor 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 x-axis direction xk, y-axis direction displacement components u yk, x, y-axis meet plane right-angle 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 x-axis direction of A point in plastic zone when determining single vertical jet grouting pile construction xkwith the displacement components u in y-axis direction yk, wherein:
The displacement components u in x-axis direction xkmeet following formula:
u x k &ap; u x p 2 R p + u x p 2 r + u x p R p / r x r
Obtained by above formula: u x k &ap; u x p &times; 2 &times; 2.53 + u x p 2 &times; 2.23 + 2.53 u x p / 2.23 &times; - 1.65 2.23
The displacement components u in y-axis direction ykmeet following formula:
u y k &ap; u y p 2 R p + u y p 2 r + u y p R p / r s + y r
Obtained by above formula: u y k &ap; u y p &times; 2 &times; 2.53 + u y p 2 &times; 2.23 + 2.53 u y p / 2.23 &times; 120 + ( - 121.5 ) 2.23
Wherein, u xp, u ypbe respectively plastic zone and elastic region to have a common boundary the x-axis direction displacement of upper point and the displacement of y-axis direction, determined to be respectively-92 ,-81 by second step (2).
Thus the displacement in the x-axis direction determined is 59, the displacement in y-axis 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 x-axis 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 y-axis 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 x-axis direction xmeet following formula:
u x = &Sigma; k = 1 n u x k
The displacement components u in y-axis direction ymeet following formula:
u y = &Sigma; k = 1 n u y k
Wherein: n is the quantity of vertical rotary churning pile; u xk, u ykbe 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:
u x = &Sigma; k = 1 10 u x k = 729
u y = &Sigma; k = 1 10 u y k = 217
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 above-mentioned 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 rotary-spraying 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 x-axis direction of any point in elastic region when determining single vertical jet grouting pile construction xkwith the displacement components u in y-axis direction yk, x, y-axis meet plane right-angle coordinate;
The displacement components u in described x-axis direction xkmeet following formula:
The displacement components u in described y-axis direction ykmeet 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 dmeet following formula: σ pfor the plastic zone boundary stress that rotary-spraying 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 pcalculate 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 pmeet following formula:
Wherein: c ufor undrained shear strength, σ v0for the total stress of the soil body; The static lateral pressure coefficient K of soil 0;
3. soil layer is sand, σ pmeet following formula:
Cylindricality Cavity expansion method coefficient F in formula qmeet following formula:
Cylindricality Cavity expansion method coefficient F in formula cmeet following formula:
Correction stiffness factor I in formula rrmeet following formula:
I in formula rmeet following formula:
Mean normal stress p in formula 0meet following formula:
Soil body total stress σ in formula v0meet 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 0for static lateral pressure coefficient; H jand γ jbe 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 x-axis direction of plastic zone any point when determining single vertical jet grouting pile construction xkwith the displacement components u in y-axis direction yk, x, y-axis meet plane right-angle coordinate;
The displacement components u in described x-axis direction xkmeet following formula:
The displacement components u in described y-axis direction ykmeet following formula:
Wherein: u xp, u ypbe respectively plastic zone and elastic region to have a common boundary the x-axis direction displacement of upper point and the displacement of y-axis 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 x-axis direction x, the displacement components u in y-axis direction y, x, y-axis direction and the 3rd step are same;
The displacement components u in described x-axis direction xmeet following formula:
The displacement components u in described y-axis direction ymeet following formula:
Wherein: n is the quantity of vertical rotary churning pile; u xk, u ykbe 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 rotary-spraying 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 rotary-spraying 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=(1-2K 0ν)E s
4. the vertical rotary-spraying construction of a kind of high pressure according to any one of claim 1-3 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 y-axis 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 x-axis is without affecting border, and y-axis 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 pmeet following formula:
During unit length jet grouting pile construction in formula, high-pressure pump injects the ENERGY E of soil layer inmeet following formula:
Wherein: E is the modulus of elasticity of soil; α pfor correction factor, relevant to soil nature condition; β refor considering that high mud jacking injects the catabiotic reduction coefficient of process of the soil body; p gfor high-pressure pump injects the expulsion pressure of cement paste; Q gfor the cement paste flow that high-pressure pump injects; v sfor nozzle hoisting velocity;
3. judge that single pile causes the stress state of any point in the soil body: work as r>R ptime, this stress state is elastic region; Work as R c<r<R ptime, this stress state is plastic zone; R cfor the radius of single rotary churning pile.
5. the vertical rotary-spraying construction of a kind of high pressure according to claim 4 causes the defining method of soil deformation, it is characterized in that, α pfor correction factor, span is: sand 0.5, silt 1.0 ~ 1.25, clay 1.25 ~ 1.5.
6. the vertical rotary-spraying construction of a kind of high pressure according to claim 4 causes the defining method of soil deformation, it is characterized in that, β revalue is 0.8.
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* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102373718A (en) * 2011-10-17 2012-03-14 上海交通大学 Method for determining diameter of high-pressure rotary jet grouting pile based on circular free turbulent jet theory
CN103835278A (en) * 2013-12-19 2014-06-04 河海大学 Safety monitoring and evaluating method for adjacent construction vibration influences on underwater buried pipeline
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