CN106320399A - In-service bridge pile foundation side friction calculating method considering load bearing process influence - Google Patents
In-service bridge pile foundation side friction calculating method considering load bearing process influence 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
- E02D27/00—Foundations as substructures
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Abstract
The invention relates to the field of engineering construction, in particular to an in-service bridge pile foundation side friction calculating method considering a load bearing process influence. The method comprises following steps: A, according to the stratum depth, a pile foundation is divided into N segments, the stratum corresponding to the pile segment i is marked as the stratum i; B, according to differences of pile foundation load bearing, a pile forming stage, an operating stage and a transforming stage are included, and the total stress P0i, P1i and P2i of surrounding soil of piles of the layers i of the three stages is calculated; C, the stratum i is subject to sampling, the soil initial void ratio e0i is measured, the compression test is carried out, and the surrounding soil initial void ratios e1i and e2i of stratum piles i corresponding to the P1i and P2i are obtained; D, side soil compression modulus Es1i and side soil compression modulus Es2i of the stratum piles i of the operating stage and the transforming stage are calculated; E, according to the side friction initial standard value tau0i of the stratum i of the pile forming stage, the side friction initial exerting value tau1i of the stratum i of the operating stage, the compression modulus Es1i and the compression modulus Es2i, the side friction standard value tau2i of the stratum i of the transforming stage is obtained through calculation. Through processing of the above steps, precision of the finally-calculated side friction standard value can be ensured.
Description
Technical field
The present invention relates to engineering construction field, particularly to a kind for the treatment of rates pile foundation side considering load-bearing process influence
Frictional resistance computational methods.
Background technology
How to determine that existing foundation pile axial bearing capacity is the most unsolved technical barrier.Pile foundation is undertaking vertical lotus
After load, side friction between stake and Pile side soil, can be produced.Side friction between stake and Pile side soil can be considered semi-infinite elastic solid
Internal axial force, and in Pile side soil body, form additional stress.The performance degree of the side friction between stake and Pile side soil is in stake
The construction on basis, run, the load-bearing stage such as transformation there are differences, cause constructing, run, in the load-bearing stage Pile side soil body such as transformation
The additional stress formed there is also difference.The difference of additional stress in different phase Pile side soil, can cause Pile side soil modulus of compressibility
Changing, the change of modulus of compressibility can cause soil around pile side friction standard value to change, and there is presently no good side
Method determines soil around pile side friction after transformation.
Summary of the invention
It is an object of the invention to provide a kind for the treatment of rates pile foundation side friction considering load-bearing process influence to calculate
Method,
For realizing object above, the technical solution used in the present invention is: a kind for the treatment of rates considering load-bearing process influence
Pile foundation side friction computational methods, comprise the steps: that pile foundation is divided into N section by (A) base area layer depth, and pile cutoff i is corresponding
Stratum is designated as stratum i, wherein i={1, and 2 ..., N}；(B) it is divided into pile stage, operation stage according to the difference of pile foundation load-bearing and changes
Make the stage, calculate pile stage, operation stage and i-th layer of soil around pile total stress P of alteration stage respectively0i、P1i、P2i；(C) right
Stratum i sampling and measuring soil body initial void ratio e0i, then it is compressed test, obtains and P1i、P2iCorresponding stratum i soil around pile
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) root
According to pile stage stratum i side friction primary standard value τ0i, stratum i side friction performance value τ operation stage1iAnd compression mould
Amount Es1i、Es2iIt is calculated alteration stage stratum i side friction standard value τ2i。
Compared with prior art, there is techniques below effect in the present invention: runs the phase actual load undertaken, meter according to foundation pile
Calculate foundation pile Pile side soil in the operation additional stress of soil of phase and total stress, according to bridge increment of stake top power after transformation, pass through
The method of loading test determines that the soil body, in improved additional stress of soil and total stress, is then sampled, according to operation by bridge
Soil body total stress after phase, transformation, carries out soil body compression test, and then the modulus of compressibility of the soil body after calculating operation phase, transformation, sets up
Relation between the change of soil around pile modulus of compressibility and the change for the treatment of rates pile foundation Pile side soil frictional resistance standard value, according to fortune
The change of the modulus of compressibility of the load-bearing stage treatment rates pile foundation Pile side soil such as battalion, transformation, the treatment rates of assessment settlement stability
Pile foundation is in the standard value of the load-bearing stage pile side frictions such as transformation, by a series of process, it is ensured that rub in the side finally calculated
The accuracy of resistance criteria value.
Accompanying drawing explanation
Fig. 1 is the schematic flow sheet of the present invention；
Fig. 2 is soil around pile load-bearing situation schematic diagram, and wherein Fig. 2 a is the pile stage, and Fig. 2 b is the test pile stage, and Fig. 2 c is fortune
In battalion's stage, Fig. 2 d is the alteration stage that superstructure is not removed, and Fig. 2 e is the alteration stage that superstructure is removed；
Fig. 3 is each coordinate schematic diagram in step E.
Detailed description of the invention
Below in conjunction with 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 considering load-bearing process influence, including as follows
Step: pile foundation is divided into N section by (A) base area layer depth, stratum corresponding for pile cutoff i is designated as stratum i, wherein i={1, and 2 ..., N}；
(B) it is divided into pile stage, operation stage and alteration stage according to the difference of pile foundation load-bearing, calculates pile stage, operation rank respectively
Section and i-th layer of soil around pile total stress P of alteration stage0i、P1i、P2i；(C) to stratum i sampling and measuring soil body initial void ratio e0i,
Then it is compressed test, obtains and P1i、P2iCorresponding stratum i pile peripheral earth void ratio e1i、e2i；(D) operation rank are 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, stratum i side friction performance value τ operation stage1iAnd Modulus of pressure Es1i、Es2iIt is calculated i side, alteration stage stratum
Frictional resistance standard value τ2i.Run the phase actual load undertaken according to foundation pile, calculate the foundation pile Pile side soil soil body in the operation phase and add
By the method for loading test, stress and total stress, according to bridge increment of stake top power after transformation, determine that bridge is after transformation
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
Contracting test, then the modulus of compressibility of the soil body after calculating operation phase, transformation, sets up the change of soil around pile modulus of compressibility and treatment rates stake
Relation between the change of basis Pile side soil frictional resistance standard value, according to load-bearing stage treatment rates pile foundations such as operation, transformations
The change of the modulus of compressibility of Pile side soil, the treatment rates pile foundation of assessment settlement stability is at load-bearing stage pile side frictions such as transformations
Standard value, by a series of process, it is ensured that the accuracy of the side friction standard value finally calculated.
Refering to Fig. 2, i-th layer of soil around pile total stress P of pile stage, operation stage and alteration stage0i、P1i、P2iCan lead to
Cross various ways to calculate, in described step B in the present embodiment preferably, i-th layer of soil around pile total stress of pile stageγ in formulakFor the kth average severe of layer soil around pile, severe i.e. density is multiplied by acceleration of gravity,
ZkFor kth layer soil around pile average thickness；Operation stage i-th layer of soil around pile total stress P1i=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 designated as
P′2i, superstructure removes i-th layer of soil around pile total stress P when rebuilding2iIt is designated as P "2i；P′2i=σczi+σ1i+σ2i, σ in formula2iFor top
When structure does not removes reconstruction, the additional stress that i-th layer of soil around pile increases after the transformation that alteration stage undertakes；P″2i=σczi+σ2i=
σczi+σ1i+Δσ2i, Δ σ in formula2iWhen removing reconstruction for superstructure, the additional stress that i-th layer of soil around pile undertakes at alteration stage
Increment.For alteration stage, it is the transformation removed and rebuild or do not remove reconstruction two ways by differentiation, by different public affairs
Formula calculates, and process is more succinct.It practice, do not remove the formula P ' of reconstruction2i=σczi+σ1i+σ2iIn σ2iIt can be appreciated that
Remove Δ σ when rebuilding2i。
Specifically, modulus of compressibility can calculate according to formula below, in described step D, operation stage stratum i
Pile side soil body Modulus of pressure Es1i=(1+e0i)(P1i-P0i)/(e0i-e1i)；Alteration stage, stratum when superstructure does not remove reconstruction
I Pile side soil body Modulus of pressure Es2iIt is designated as E 's2i, superstructure removes stratum i Pile side soil body Modulus of pressure E when rebuildings2iIt is designated 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 reconstruction2iBe equivalent to superstructure and remove Δ σ when rebuilding2i, σ1iWith
Δσ2iThe a variety of mode that has can calculate, in described step B in the present embodiment preferably, i-th layer of stake operation stage
All soil average additional stress σ1iTry to achieve as follows: (B1) holds 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 side friction performance value τ on each stratum1iPile-soil relative displacement S with soil around pile1i；(B2) rub according to side
Development of resistance value τ1iCalculate τ1iThe additional stress the summation that produce stratum i obtain σ1i；(B3) before superstructure is transformed, logical
Cross and load in a suitable manner above pile foundation, loading capacity not less than after Bridge Reconstruction or current class of loading improve after stake top power
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 increment Delta τ of value2i；(B4) according to side friction performance value Δ τ2iCalculate Δ τ2iTo stratum i produce additional stress and sue for peace
Obtain Δ σ2i.So on the one hand, side friction performance value τ on each stratum can be calculated1i, facilitate in step E and carry out next step
Calculate, also on the other hand be able to calculate the most accurately σ1iValue.
Specifically, in described step B1 and step B3, the side friction being calculated each stratum as follows plays
Value τ1iOr increment Delta τ of each stratum side friction performance value2i；(S21) stake soil computation model is set up；(S22) stake soil initial stiffness
Take 0～25 any number along change in depth rate p, p substituted in stake soil computation model and assume each pile cutoff initial stiffness and buried depth
The loaded load that the side friction of pile cutoff linear, each is corresponding with pile cutoff top settling amount this p value of linear calculating
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 less than set threshold value；(S24) final p value substituted in stake soil computation model and assume each pile cutoff initial stiffness and bury
Deep linear calculating each pile cutoff load Transfer Parameters；(S25) substitute into stake soil according to each pile cutoff load Transfer Parameters and calculate mould
Type is calculated side friction performance value τ on each stratum1iOr increment Delta τ of each stratum side friction performance value2i；Above-mentioned step
In Zhou, when P, S take P1, S1, the last calculated result of step S25 is side friction performance value τ on each stratum1i, P, S take
When P2, S2, the last calculated result of step S25 is increment Delta τ of each stratum side friction performance value2i.Carry according to loading
Lotus P and settling amount S calculation side frictional resistance performance value τ of its correspondence1iOr increment Delta τ of side friction performance value2iConcrete side
Case, our company application patent of invention " use thin tail sheep load determine vertical bearing capacity method " (application number:
201610285979.0；The applying date: on 05 03rd, 2016) in be documented in detail, the most just repeat no more.
Specifically, in described step B2 and step B4, it is calculated σ as follows1iOr Δ σ2i；(S11) note τ1~
τm-1On the i-th layer of soil around pile bottom surface annulus caused, the additional stress of any point j is σzmij, τ1～τmThis point cause additional should
Power is σ 'zmij, σzmijWith σ 'zmijAccording to pile cutoff m side friction performance value, using Geddes to solve and calculate, these computational methods exist
Page 178～181 of " pile foundation engineering handbook " (China Construction Industry Press publishes, and nineteen ninety-five JIUYUE is published) have detailed introduction,
The most just repeat no more；(S12) additional stress of any point j on i-th layer of soil around pile bottom surface annulus that pile cutoff m side friction causes
σ″zmij=σzmij-σ′zmij；(S13) by the σ of i-th layer of soil around pile bottom surface each point "zmijAverage and obtain pile cutoff m side friction and draw
Rise i-th layer of soil around pile bottom surface annulus average additional stress σ "zmi；(S14) repeat step S1-S3 calculating pile cutoff m side friction to draw
The i-th layer of soil around pile end face annulus average additional stress σ ' risenzmi；(S15) i-th layer of soil around pile ring that pile cutoff m side friction causes
Band average additional stress σ 'mi=(σ′zmi+σ″zmi)/2；(S16) to σ 'miSummation is i.e.The result obtained is σ1iOr
Δσ2i；In above-mentioned steps, { τ1、τ2、…、τm、…、τNTake { τ11、τ12、…、τ1NTime, step S16 is calculated σ1i；{τ1、
τ2、…、τm、…、τNTake { Δ τ21、Δτ22、…、Δτ2NTime, step S16 is calculated Δ σ2i。
Refering to Fig. 3, as the preferred version of the present invention, described step E comprises the steps: that (E1) sets up rectangular coordinate
System, abscissa represents pile-soil relative displacement, and vertical coordinate represents soil around pile side friction value, and rectangular coordinate system initial point is designated as O；(E2)
It is starting point from coordinate axes initial point, with Es1iDo straightway for slope, remember that the ordinate value that straightway terminal is X, X point is pile rank
Section stratum i side friction primary standard value τ0i, τ0iDetermine according to design document or exploration report, then the abscissa value that X point is corresponding
S0i=τ0i/Es1i；(E3) in OX line segment, with stratum i side friction performance value τ operation stage1iA Y, X is determined for ordinate value
Abscissa value S that point is corresponding1i=τ1i/Es1i；(E4) with Y point as starting point, Es2iDoing straightway for slope, the terminal of note straightway is
Abscissa value S of Z, Z point2iAbscissa value S with X point0iEqual, the ordinate value τ of Z point2iMeet equation: τ2i-τ1i=Es2i
(S2i-S1i), by S2i=S0i=τ0i/Es1i、S1i=τ1i/Es1iSubstitute into equation and try to achieve τ2i.During Practical Calculation, it is not necessary to according to step, directly
Connect and just can draw τ according to the equation in step E42i.By the process of these steps, last counted τ2iWith actual value very
Close, error is the least, can use as improved standard value.
Claims (7)
1. consider treatment rates pile foundation side friction computational methods for load-bearing process influence, comprise the steps:
(A) pile foundation is divided into N section by base area layer depth, and stratum corresponding for pile cutoff i is designated as stratum i, wherein i={1, and 2 ..., N}；
(B) it is divided into pile stage, operation stage and alteration stage according to the difference of pile foundation load-bearing, calculates pile stage, fortune respectively
Battalion's stage and i-th layer of soil around pile total stress P of alteration stage0i、P1i、P2i；
(C) to stratum i sampling and measuring soil body initial void ratio e0i, then it is compressed test, obtains and P1i、P2iCorresponding ground
Layer i pile peripheral earth 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, stratum i side friction performance value τ operation stage1iWith
And Modulus of pressure Es1i、Es2iIt is calculated alteration stage stratum i side friction standard value τ2i。
2. the treatment rates pile foundation side friction computational methods considering load-bearing process influence as claimed in claim 1, it is special
Levy and be: in described step B,
I-th layer of soil around pile total stress of pile stageγ in formulakThe heaviest for kth layer soil around pile
Degree, ZkFor kth layer soil around pile average thickness；
Operation stage i-th layer of soil around pile total stress P1i=σczi+σ1i, σ in formula1iThe most additional for i-th layer of soil around pile operation stage
Stress；
Alteration stage, i-th layer of soil around pile total stress P when superstructure does not remove reconstruction2iIt is designated as P '2i, superstructure is removed and is rebuild
Time i-th layer of soil around pile total stress P2iIt is designated as P "2i；
P′2i=σczi+σ1i+σ2i, σ in formula2iWhen not removing reconstruction for superstructure, i-th layer of soil around pile undertakes at alteration stage
The additional stress increased 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 in transformation
The additional stress increment that stage undertakes.
3. the treatment rates pile foundation side friction computational methods considering load-bearing process influence as claimed in claim 2, it is special
Levy and be: in described 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 soil body Modulus of pressure E when superstructure does not remove reconstructions2iIt is designated as E 's2i, superstructure is torn open
Except stratum i Pile side soil body Modulus of pressure E when rebuildings2iIt is designated 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 considering load-bearing process influence as claimed in claim 2, it is special
Levy and be: in described step B, operation stage i-th layer of soil around pile average additional stress σ1iTry to achieve as follows:
(B1) the load P1 undertaken steadily in the long term according to actual measurement operation phase displacement at pile top S1 and foundation pile calculates the side frictional resistance on each stratum
Power performance value τ1iPile-soil relative displacement S with soil around pile1i；
(B2) according to side friction performance value τ1iCalculate τ1iThe additional stress the summation that produce stratum i obtain σ1i；
(B3) before superstructure is transformed, by loading in a suitable manner above pile foundation, loading capacity is not less than after Bridge Reconstruction
Or current class of loading improve after the increment of stake top power, test load after stake top deflection, according to loading capacity P2, load after stake top
Deflection S2 calculates increment Delta τ of each stratum side friction performance value2i；
(B4) according to side friction performance value Δ τ2iCalculate Δ τ2iThe additional stress the summation that produce stratum i obtain Δ σ2i。
5. the treatment rates pile foundation side friction computational methods considering load-bearing process influence as claimed in claim 4, it is special
Levy and be: in described step B1 and step B3, be calculated side friction performance value τ on each stratum as follows1iOr it is each
Increment Delta τ of stratum side friction performance value2i；
(S21) stake soil computation model is set up；
(S22) stake soil initial stiffness takes 0～25 any number along change in depth rate p, is substituted into by p in stake soil computation model and assumes
Each pile cutoff initial stiffness is linear with buried depth, side friction and the linear calculating of settling amount of pile cutoff top of each pile cutoff
Loaded load P that this p value is correspondingpWith settling amount Sp；
(S23) by comparing Pp/SpWith the value of P/S, constantly the value of p is adjusted, until Pp/SpLittle with the difference of P/S
In setting threshold value；
(S24) final p value substituted in stake soil computation model and assume each pile cutoff initial stiffness and the linear meter of buried depth
Calculate each pile cutoff load Transfer Parameters；
(S25) play according to the side friction being calculated each stratum in each pile cutoff load Transfer Parameters substitution stake soil computation model
Value τ1iOr increment Delta τ of each stratum side friction performance value2i；
In above-mentioned steps, when P, S take P1, S1, the last calculated result of step S25 is the side friction performance value on each stratum
τ1i, when P, S take P2, S2, the last calculated result of step S25 is increment Delta τ of each stratum side friction performance value2i。
6. the treatment rates pile foundation side friction computational methods considering load-bearing process influence as claimed in claim 4, it is special
Levy and be: in described step B2 and step B4, be calculated σ as follows1iOr Δ σ2i；
(S11) note τ1～τm-1On the i-th layer of soil around pile bottom surface annulus caused, the additional stress of any point j is σzmij, τ1～τmAt this
The additional stress that point causes is σ 'zmij, σzmijWith σ 'zmijAccording to pile cutoff m side friction performance value, use Geddes to solve and calculate；
(S12) additional stress σ of any point j on i-th layer of soil around pile bottom surface annulus that pile cutoff m side friction causes "zmij=σzmij-
σ′zmij；
(S13) by the σ of i-th layer of soil around pile bottom surface each point "zmijAverage and obtain i-th layer of stake week that pile cutoff m side friction causes
Soil bottom surface annulus average additional stress σ "zmi；
(S14) repeat step S1-S3 and calculate i-th layer of soil around pile end face annulus average additional stress that pile cutoff m side friction causes
σ′zmi；
(S15) i-th layer of soil around pile annulus average additional stress σ ' that pile cutoff m side friction causesmi=(σ 'zmi+σ″zmi)/2；
(S16) to σ 'miSummation is i.e.The result obtained is σ1iOr Δ σ2i；
In above-mentioned steps, { τ1、τ2、…、τm、…、τNTake { τ11、τ12、…、τ1NTime, step S16 is calculated σ1i；{τ1、
τ2、…、τm、…、τNTake { Δ τ21、Δτ22、…、Δτ2NTime, step S16 is calculated Δ σ2i。
7. the treatment rates pile foundation side friction computational methods considering load-bearing process influence as claimed in claim 5, it is special
Levy and be: described step E comprises the steps:
(E1) setting up rectangular coordinate system, abscissa represents pile-soil relative displacement, and vertical coordinate represents soil around pile side friction value, right angle
Coordinate origin is designated as O；
(E2) from coordinate axes initial point be starting point, with Es1iDoing straightway for slope, note straightway terminal is the ordinate value of X, X point
For pile stage stratum i side friction primary standard value τ0i, τ0iDetermine according to design document or exploration report, then X point is corresponding
Abscissa value S0i=τ0i/Es1i；
(E3) in OX line segment, with stratum i side friction performance value τ operation stage1iA Y, X point correspondence is determined for ordinate value
Abscissa value S1i=τ1i/Es1i；
(E4) with Y point as starting point, Es2iStraightway, abscissa value S that terminal is Z, Z point of note straightway is done for slope2iWith X point
Abscissa value S0iEqual, the ordinate value τ of Z point2iMeet equation: τ2i-τ1i=Es2i(S2i-S1i), by S2i=S0i=τ0i/
Es1i、S1i=τ1i/Es1iSubstitute into equation and try to achieve τ2i。
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| JP7261344B1 (en) | 2022-08-15 | 2023-04-19 | 中国長江三峡集団有限公司 | Pile foundation pull-down force prediction method, device, and electronic device |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| JP7261344B1 (en) | 2022-08-15 | 2023-04-19 | 中国長江三峡集団有限公司 | Pile foundation pull-down force prediction method, device, and electronic device |
| JP2024026024A (en) * | 2022-08-15 | 2024-02-28 | 中国長江三峡集団有限公司 | Method, device, and electronic apparatus for predicting pulling force of pile foundation |
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