CN106320399B - Consider the treatment rates pile foundation side friction computational methods that load-bearing process influences - Google Patents
Consider the treatment rates pile foundation side friction computational methods that load-bearing process influences Download PDFInfo
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
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Abstract
The present invention relates to engineering construction field, more particularly to a kind for the treatment of rates pile foundation side friction computational methods for considering load-bearing process and influencing include the following steps：(A) pile foundation is divided into N sections according to depth of stratum, the corresponding stratum of pile cutoff i are denoted as stratum i (B) and are divided into pile stage, operation stage and alteration stage according to the difference of pile foundation load-bearing, calculate i-th layer of soil around pile total stress P of these three stages respectively0i、P1i、P2i；(C) soil body initial void ratio e is measured by sampling to stratum i0i, compression test is then carried out, is obtained and P1i、P2iCorresponding stratum i pile peripheral earth void ratios e1i、e2i；(D) operation stage, alteration stage stratum i Pile side soil body Modulus of pressure E are calculateds1i、Es2i；(E) according to pile stage stratum i side friction primary standard value τ0i, operation stage stratum i side friction performance value τ1iAnd Modulus of pressure Es1i、Es2iAlteration stage stratum i side friction standard values τ is calculated2i.Pass through the processing of above-mentioned steps, it is ensured that the accuracy of side friction standard value finally calculated.
Description
Technical field
The present invention relates to engineering construction field, more particularly to a kind for the treatment of rates pile foundation side for considering load-bearing process and influencing
Frictional resistance computational methods.
Background technology
How to determine existing foundation pile axial bearing capacity is still unsolved technical barrier always.Pile foundation is undertaking vertical lotus
After load, side friction can be generated between stake and Pile side soil.Side friction between stake and Pile side soil can be considered semi-infinite elastic solid
Internal axial force, and form additional stress in Pile side soil body.The performance degree of side friction between stake and Pile side soil is in stake
The load-bearings stage such as construction, operation, transformation on basis has differences, in the load-bearings stage Pile side soil body such as cause to construct, run, be transformed
There is also differences for the additional stress of formation.The difference of additional stress in different phase Pile side soil, can cause Pile side soil compression modulus
It changes, the variation of compression modulus can cause soil around pile side friction standard value to change, and there is presently no good sides
Method determines soil around pile side friction after transformation.
Invention content
The purpose of the present invention is to provide a kind for the treatment of rates pile foundation side friction calculating for considering load-bearing process and influencing
Method,
In order to achieve the above object, the technical solution adopted by the present invention is：A kind for the treatment of rates for considering load-bearing process and influencing
Pile foundation side friction computational methods, include the following steps：(A) pile foundation is divided into N sections according to depth of stratum, pile cutoff i is corresponding
Stratum is denoted as stratum i, wherein i={ 1,2 ..., N }；(B) according to the difference of pile foundation load-bearing be divided into the pile stage, operation stage and
Alteration stage calculates i-th layer of soil around pile total stress P of pile stage, operation stage and alteration stage respectively0i、P1i、P2i；(C)
Soil body initial void ratio e is measured by sampling to stratum i0i, compression test is then carried out, is obtained and P1i、P2iCorresponding stratum i weeks
Soil body void ratio e1i、e2i；(D) operation stage, alteration stage stratum i Pile side soil body Modulus of pressure E are calculated respectivelys1i、Es2i；(E)
According to pile stage stratum i side friction primary standard value τ0i, operation stage stratum i side friction performance value τ1iAnd compression
Modulus Es1i、Es2iAlteration stage stratum i side friction standard values τ is calculated2i。
Compared with prior art, there are following technique effects by the present invention：The phase practical load undertaken, meter are runed according to foundation pile
Additional stress of soil and total stress of the foundation pile Pile side soil in the operation phase are calculated, according to the increment of bridge stake top power after transformation, is passed through
The method of loading test determines bridge in improved additional stress of soil and total stress, then the soil body is sampled, according to operation
Soil body total stress after phase, transformation, carries out soil body compression test, then calculates the compression modulus of the soil body after operation phase, transformation, establishes
Soil around pile compression modulus changes the relationship between the variation for the treatment of rates pile foundation Pile side soil frictional resistance standard value, according to fortune
The treatment rates of settlement stability are assessed in the variation of the compression modulus of load-bearings stage treatment rates pile foundation Pile side soil such as battalion, transformation
Pile foundation is in the standard value of the load-bearings stage pile side frictions such as transformation, and by a series of processing, the side for ensureing finally to calculate is rubbed
The accuracy of resistance criteria value.
Description of the drawings
Fig. 1 is the flow diagram of the present invention；
Fig. 2 is soil around pile load-bearing situation schematic diagram, and wherein Fig. 2 a are the pile stage, and Fig. 2 b are the test pile stage, and Fig. 2 c are fortune
Battalion's stage, Fig. 2 d are the alteration stage that superstructure is not removed, and Fig. 2 e are the alteration stage that superstructure is removed；
Fig. 3 is each coordinate schematic diagram in step E.
Specific embodiment
With reference to Fig. 1 to Fig. 3, the present invention is described in further detail.
Refering to Fig. 1, a kind for the treatment of rates pile foundation side friction computational methods for considering load-bearing process and influencing, including as follows
Step：(A) pile foundation is divided into N sections according to depth of stratum, the corresponding stratum of pile cutoff i are denoted as stratum i, wherein i={ 1,2 ..., N }；
(B) pile stage, operation stage and alteration stage are divided into according to the difference of pile foundation load-bearing, calculate pile stage, operation rank respectively
I-th layer of soil around pile total stress P of section and alteration stage0i、P1i、P2i；(C) soil body initial void ratio e is measured by sampling to stratum i0i,
Then compression test is carried out, is obtained and P1i、P2iCorresponding stratum i pile peripheral earth void ratios e1i、e2i；(D) operation rank is calculated respectively
Section, alteration stage stratum i Pile side soil body Modulus of pressure Es1i、Es2i；(E) according to pile stage stratum i side friction primary standard
Value τ0i, operation stage stratum i side friction performance value τ1iAnd Modulus of pressure Es1i、Es2iAlteration stage stratum i sides are calculated
Frictional resistance standard value τ2i.The phase practical load undertaken is runed according to foundation pile, the soil body for calculating foundation pile Pile side soil in the operation phase adds
Stress and total stress according to the increment of bridge stake top power after transformation, determine bridge after transformation by the method for loading test
Additional stress of soil and total stress, then to the soil body sample, according to operation the phase, transformation after soil body total stress, carry out soil body pressure
Then contracting experiment calculates the compression modulus of the soil body after operation phase, transformation, establish the variation of soil around pile compression modulus and treatment rates stake
Relationship between the variation of basic Pile side soil frictional resistance standard value, according to load-bearings stage treatment rates pile foundations such as operation, transformations
The variation of the compression modulus of Pile side soil assesses the treatment rates pile foundation of settlement stability in load-bearings stage pile side frictions such as transformations
Standard value, by a series of processing, ensure the accuracy of side friction standard value finally calculated.
Referring to Fig.2, i-th layer of soil around pile total stress P in pile stage, operation stage and alteration stage0i、P1i、P2iIt can lead to
Various ways are crossed to be calculated, in the present embodiment preferably, in the step B, i-th layer of soil around pile total stress of pile stageγ in formulakIt being averaged severe for kth layer soil around pile, severe, that is, density is multiplied by acceleration of gravity,
ZkFor kth layer soil around pile average thickness；I-th layer of soil around pile total stress P of operation stage1i=σczi+σ1i, σ in formula1iFor operation stage
I-th layer of soil around pile average additional stress；Alteration stage, i-th layer of soil around pile total stress P when superstructure does not remove reconstruction2iIt is denoted as
P′2i, i-th layer of soil around pile total stress P when superstructure removes reconstruction2iIt is denoted as P "2i；P ＇2i=σczi+σ1i+σ2i, σ in formula2iIt is upper
When portion's structure does not remove reconstruction, increased additional stress after the transformation that i-th layer of soil around pile undertakes in alteration stage；P″2i=σczi+
σ2i=σczi+σ1i+Δσ2i, Δ σ in formula2iWhen removing reconstruction for superstructure, i-th layer of soil around pile undertakes additional in alteration stage
Stress increment.For alteration stage, it is to remove to rebuild or do not remove the transformation for rebuilding two ways by distinguishing, passes through difference
Formula calculated, process is more succinct.In fact, the formula P ＇ of reconstruction are not removed2i=σczi+σ1i+σ2iIn σ2iIt can also
It is interpreted as removing Δ σ when rebuilding2i。
Specifically, compression modulus can be calculated according to formula below, in the step D, operation stage stratum i
Pile side soil body Modulus of pressure Es1i=(1+e0i)(P1i-P0i)/(e0i-e1i)；When alteration stage, superstructure do not remove reconstruction
Layer i Pile side soil body Modulus of pressure Es2iIt is denoted as E ＇z2i, stratum i Pile side soil body Modulus of pressure E when superstructure removes reconstructions2iIt is denoted as
E″s2i, E ' in formulas2i=(1+e1i)(P2i-P1i)/(e1i-e2i), E "s2i=(1+e1i)(P2i-P0i)/(e1i-e2i)。
It is previously mentioned σ when superstructure does not remove reconstruction2iIt is equivalent to Δ σ when superstructure removes reconstruction2i, σ1iWith
Δσ2iCan be calculated there are many kinds of mode, in the present embodiment preferably, in the step B, i-th layer of stake of operation stage
All soil average additional stress σ1iIt acquires as follows：(B1) it is held steadily in the long term according to actual measurement operation phase displacement at pile top S1 and foundation pile
The load P1 of load calculates the side friction performance value τ on each stratum1iWith the pile-soil relative displacement S of soil around pile1i；(B2) it is rubbed according to side
Development of resistance value τ1iCalculate τ1iσ is obtained to the stratum i additional stresses generated and summation1i；(B3) before superstructure transformation, lead to
It crosses and is loaded in a suitable manner above pile foundation, loading capacity is not less than after Bridge Reconstruction or stake top power after the raising of current class of loading
Increment, stake top deflection after test loading calculate each stratum side friction according to stake top deflection S2 after loading capacity P2, loading and send out
Wave the increment Delta τ of value2i；(B4) according to side friction performance value Δ τ2iCalculate Δ τ2I is to the stratum i additional stresses generated and summation
Obtain Δ σ2i.The side friction performance value τ on each stratum on the one hand can be calculated in this way1i, facilitate in step E and carry out in next step
It calculates, on the other hand also can accurately calculate very much σ1iValue.
Specifically, in the step B1 and step B3, the side friction that each stratum is calculated as follows plays
Value τ1iOr the increment Delta τ of each stratum side friction performance value2i；(S21) stake soil computation model is established；(S22) stake soil initial stiffness
0~25 any number is taken along change in depth rate p, p is substituted into stake soil computation model and assumes each pile cutoff initial stiffness and buried depth
The side friction of in a linear relationship, each pile cutoff loaded load corresponding with the calculating p value in a linear relationship of settling amount at the top of pile cutoff
PpWith settling amount Sp；(S23) by comparing Pp/SpWith the value of P/S, constantly the value of p is adjusted, until Pp/SpAnd P/S
Difference be less than given threshold；(S24) final p value is substituted into stake soil computation model and assumes each pile cutoff initial stiffness with burying
Deep each pile cutoff load Transfer Parameters of calculating in a linear relationship；(S25) stake soil is substituted into according to each pile cutoff load transmission parameter and calculates mould
The side friction performance value τ on each stratum is calculated in type1iOr the increment Delta τ of each stratum side friction performance value2i；Above-mentioned step
In rapid, when P, S take P1, S1, the result that step S25 is finally calculated is the side friction performance value τ on each stratum1i, P, S take
When P2, S2, the result that step S25 is finally calculated is the increment Delta τ of each stratum side friction performance value2i.It is carried according to loading
Lotus P settling amount Ss corresponding with its calculates side friction performance value τ1iOr the increment Delta τ of side friction performance value2iSpecific side
Case, in the patent of invention of our company's application《The method for determining vertical bearing capacity is loaded using thin tail sheep》(application number：
201610285979.0；The applying date：On May 03rd, 2016) in be documented in detail, just repeat no more here.
Specifically, in the step B2 and step B4, σ is calculated as follows1iOr Δ σ2i；(S11) remember τ1~
τm-1The additional stress of any point j is σ on the annulus of caused i-th layer of soil around pile bottom surfacezmij, τ1~τmBeing added caused by the point should
Power is σ ＇zmij, σzmijWith σ 'zmijAccording to pile cutoff m side friction performance values, solved and calculated using Geddes, this computational methods exists
《Pile foundation engineering handbook》Pages 178~181 of (China Construction Industry Press publishes, and nineteen ninety-five September is published) have detailed introduction,
Here it just repeats no more；(S12) caused by pile cutoff m side frictions on i-th layer of soil around pile bottom surface annulus any point j additional stress
σ″zmij=σzmij-σ′zmij；(S13) by the σ " of i-th layer of soil around pile bottom surface each pointzmijIt is averaged to obtain pile cutoff m side frictions and draw
The i-th layer of soil around pile bottom surface annulus average additional stress σ " risenzmi；(S14) step S1-S3 calculating pile cutoff m side frictions are repeated to draw
The i-th layer of soil around pile top ring band average additional stress σ ' risenzmi；(S15) i-th layer of soil around pile ring caused by pile cutoff m side frictions
Band average additional stress σ 'mi=(σ 'zmi+σ″zmi)/2；(S16) to σ 'miSummation isObtained result is σ1iOr
Δσ2i；In above-mentioned steps, { τ1、τ2、...、τm、...、τNTake { τ11、τ12、...、τ1NWhen, σ is calculated in step S161i；
{τ1、τ2、...、τm、…、τNTake { Δ τ21、Δτ22、...、Δτ2NWhen, Δ σ is calculated in step S162i。
Refering to Fig. 3, as the preferred embodiment of the present invention, the step E includes the following steps：(E1) rectangular co-ordinate is established
System, abscissa represent pile-soil relative displacement, and ordinate represents soil around pile side friction value, and rectangular coordinate system origin is denoted as O；(E2)
It is starting point from coordinate axis origin, with Es1iStraightway is done for slope, note straight line segment endpoint is X, and the ordinate value of X points is pile rank
Section stratum i side friction primary standard values τ0i, τ0iIt is determined according to design document or exploration report, then the corresponding abscissa value of X points
S0i=τ0i/Es1i；(E3) in OX line segments, with operation stage stratum i side friction performance value τ1iPoint Y, Y are determined for ordinate value
The corresponding abscissa value S of point1i=τ1i/Es1i；(E4) using Y points as starting point, Es2iStraightway is done for slope, remembers the terminal of straightway
For Z, the abscissa value S of Z points2iWith the abscissa value S of X points0iIt is equal, the ordinate value τ of Z points2iMeet equation：τ2i-τ1i=Es2i
(S2i-S1i), by S2i=S0i=τ0i/Es1i、S1i=τ1i/Es1iIt substitutes into equation and acquires τ2i.It is practical when calculating, without according to step,
Directly τ can be obtained according to the equation in step E42i.By the processing of these steps, last counted τ2iIt is non-with actual value
Normal is close, and error is very small, can be used as improved standard value.
Claims (6)
1. a kind for the treatment of rates pile foundation side friction computational methods for considering load-bearing process and influencing, include the following steps：
(A) pile foundation is divided into N sections according to depth of stratum, the corresponding stratum of pile cutoff i are denoted as stratum i, wherein i={ 1,2 ..., N }；
(B) pile stage, operation stage and alteration stage are divided into according to the difference of pile foundation load-bearing, calculate pile stage, fortune respectively
Battalion's stage and i-th layer of soil around pile total stress P of alteration stage0i、P1i、P2i；
(C) soil body initial void ratio e is measured by sampling to stratum i0i, compression test is then carried out, is obtained and P1i、P2iCorrespondingly
Layer i pile peripheral earth void ratios e1i、e2i；
(D) operation stage, alteration stage stratum i Pile side soil body Modulus of pressure E are calculated respectivelys1i、Es2i；
(E) according to pile stage stratum i side friction primary standard value τ0i, operation stage stratum i side friction performance value τ1iWith
And Modulus of pressure Es1i、Es2iIt is calculated as follows to obtain alteration stage stratum i side friction standard values τ2i：τ2i-τ1i=Es2i
(S2i-S1i), S2i=τ0i/Es1i, S1i=τ1i/Es1i。
2. the treatment rates pile foundation side friction computational methods that load-bearing process influences are considered as described in claim 1, it is special
Sign is：In the step B,
I-th layer of soil around pile total stress of pile stageγ in formulakIt is averagely heavy for kth layer soil around pile
Degree, ZkFor kth layer soil around pile average thickness；
I-th layer of soil around pile total stress P of operation stage1i=σczi+σ1i, σ in formula1iIt is averagely additional for i-th layer of soil around pile of operation stage
Stress；
Alteration stage, i-th layer of soil around pile total stress P when superstructure does not remove reconstruction2iIt is denoted as P '2i, superstructure, which is removed, rebuilds
When i-th layer of soil around pile total stress P2iIt is denoted as P "2i；
P′2i=σczi+σ1i+σ2i, σ in formula2iWhen not removing reconstruction for superstructure, what i-th layer of soil around pile undertook in alteration stage
Increased additional stress after transformation；
P″2i=σczi+σ2i=σczi+σ1i+Δσ2i, Δ σ in formula2iWhen removing reconstruction for superstructure, i-th layer of soil around pile is being transformed
The additional stress increment that stage undertakes.
3. the treatment rates pile foundation side friction computational methods that load-bearing process influences are considered as claimed in claim 2, it is special
Sign is：In the step D,
Operation stage stratum i Pile side soil body Modulus of pressure Es1i=(1+e0i)(P1i-P0i)/(e0i-e1i)；
Alteration stage, stratum i Pile side soils body Modulus of pressure E when superstructure does not remove reconstructions2iIt is denoted as E 's2i, superstructure tears open
Except stratum i Pile side soil body Modulus of pressure E when rebuildings2iIt is denoted as E "s2i, E ' in formulas2i=(1+e1i)(P2i-P1i)/(e1i-e2i),
E″s2i=(1+e1i)(P2i-P0i)/(e1i-e2i)。
4. the treatment rates pile foundation side friction computational methods that load-bearing process influences are considered as claimed in claim 2, it is special
Sign is：In the step B, i-th layer of soil around pile average additional stress σ of operation stage1iIt acquires as follows：
(B1) the side frictional resistance on each stratum is calculated according to the load P1 that actual measurement operation phase displacement at pile top S1 and foundation pile undertake steadily in the long term
Power performance value τ1iWith the pile-soil relative displacement S of soil around pile1i；
(B2) according to side friction performance value τ1iCalculate τ1iσ is obtained to the stratum i additional stresses generated and summation1i；
(B3) before superstructure transformation, by being loaded in a suitable manner above pile foundation, after loading capacity is not less than Bridge Reconstruction
Or current class of loading improve after stake top power increment, stake top deflection after test loading, according to stake top after loading capacity P2, loading
Deflection S2 calculates the increment Delta τ of each stratum side friction performance value2i；
(B4) according to side friction performance value Δ τ2iCalculate Δ τ2iΔ σ is obtained to the stratum i additional stresses generated and summation2i。
5. the treatment rates pile foundation side friction computational methods that load-bearing process influences are considered as claimed in claim 4, it is special
Sign is：In the step B1 and step B3, the side friction performance value τ on each stratum is calculated as follows1iIt is or each
The increment Delta τ of stratum side friction performance value2i；
(S21) stake soil computation model is established；
(S22) stake soil initial stiffness takes 0~25 any number along change in depth rate p, and p is substituted into stake soil computation model and assumed
Each pile cutoff initial stiffness and settling amount calculating in a linear relationship at the top of the side friction and pile cutoff of buried depth pile cutoff in a linear relationship, each
The corresponding loaded load P of the p valuepWith settling amount Sp；
(S23) by comparing Pp/SpWith the value of P/S, constantly the value of p is adjusted, until Pp/SpIt is small with the difference of P/S
In given threshold；
(S24) final p value is substituted into stake soil computation model and assumes each pile cutoff initial stiffness and buried depth meter in a linear relationship
Calculate each pile cutoff load Transfer Parameters；
(S25) the side friction performance that is calculated each stratum is substituted into according to each pile cutoff load transmission parameter in stake soil computation model
Value τ1iOr the increment Delta τ of each stratum side friction performance value2i；
In above-mentioned steps, when P, S take P1, S1, the result that step S25 is finally calculated is the side friction performance value on each stratum
τ1i, when P, S take P2, S2, the result that step S25 is finally calculated is the increment Delta τ of each stratum side friction performance value2i。
6. the treatment rates pile foundation side friction computational methods that load-bearing process influences are considered as claimed in claim 4, it is special
Sign is：In the step B2 and step B4, σ is calculated as follows1iOr Δ σ2i；
(S11) remember τ1~τm-1The additional stress of any point j is σ on the annulus of caused i-th layer of soil around pile bottom surfacezmij, τ1~τmAt this
Additional stress caused by point is σ 'zmij, σzmijWith σ 'zmijAccording to pile cutoff m side friction performance values, solved and calculated using Geddes；
(S12) caused by pile cutoff m side frictions on i-th layer of soil around pile bottom surface annulus any point j additional stress σ "zmij=σzmij-
σ′zmij；
(S13) by the σ " of i-th layer of soil around pile bottom surface each pointzmijIt is averaged i-th layer of stake week caused by obtaining pile cutoff m side frictions
Native bottom surface annulus average additional stress σ "zmi；
(S14) it repeats step S1-S3 and calculates i-th layer of soil around pile top ring band average additional stress caused by pile cutoff m side frictions
σ′zmi；
(S15) i-th layer of soil around pile annulus average additional stress σ ' caused by pile cutoff m side frictionsmi=(σ 'zmi+σ″zmi)/2；
(S16) to σ 'miSummation isObtained result is σ1iOr Δ σ2i；
In above-mentioned steps, { τ1、τ2、...、τm、…、τNTake { τ11、τ12、...、τ1NWhen, σ is calculated in step S161i；{τ1、
τ2、…、τm、...、τNTake { Δ τ21、Δτ22、...、Δτ2NWhen, Δ σ is calculated in step S162i。
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| CN103452145A (en) * | 2013-05-17 | 2013-12-18 | 林建省 | Lime soil pile and determination of ultimate tip resistance of pile endpoint soil and ultimate side resistance of pile periphery soil |
| CN105926687A (en) * | 2016-05-03 | 2016-09-07 | 交通运输部公路科学研究所 | Method for determining vertical bearing capacity of pile foundation by adopting small displacement loading |
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| CN103452145A (en) * | 2013-05-17 | 2013-12-18 | 林建省 | Lime soil pile and determination of ultimate tip resistance of pile endpoint soil and ultimate side resistance of pile periphery soil |
| CN105926687A (en) * | 2016-05-03 | 2016-09-07 | 交通运输部公路科学研究所 | Method for determining vertical bearing capacity of pile foundation by adopting small displacement loading |
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