CN106372310B - The calculation method of penetrating resistance in prefabricated pile static press piling - Google Patents
The calculation method of penetrating resistance in prefabricated pile static press piling Download PDFInfo
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Abstract
Include the following steps: 1 the invention discloses the calculation method with penetrating resistance in kind of prefabricated pile static press piling, the vertical layered number of the pile side friction, end resistance and the pile sinking ground that determine each soil layer；2, the pile side friction of the vertical layered above soil layer of target is calculated；3, target vertical layered pile side friction and end resistance are calculated and establishes over-determined systems；4, target vertical layered interior regulation coefficient α (j) and β (j) are solved；5, the expression formula of prefabricated pile penetrating resistance is determined.The optimal solution that this method application least square method and averagely solution method are directly realized by regulation coefficient, solution procedure more sequencing and intelligence can directly realize the calculating answer of entire solution procedure by programming, and computational efficiency and computational accuracy are higher.
Description
Technical field
The present invention relates to geotechnical engineering pile foundation construction fields, more particularly to heavy in a kind of prefabricated pile Static Piling Process
Stake drag computation method.
Background technique
Pile foundation in geotechnical engineering field using very extensive, in addition to being primarily subjected to erect in general industry and civil buildings
To outside resistance to compression load, it is also used in bridge, harbour, highway, railway, dock, coastal waters drilling platform, retaining structure and antiseismic engineering
In undertake horizontal loading and vertical compression or resistance to plucking load.According to pile making method, pile foundation can be divided into driven pile, bored concrete pile and static pressure
Stake.Wherein, bored concrete pile is relatively also easy to produce collapse hole and mud contamination ring by forming pile body structure at stake holes concrete perfusion method in advance
Border problem；Driven pile and static pressed pile are prefabricated pile body, and driven pile mainly passes through hammering, vibration etc. and prefabricated pile is drowned into design
Absolute altitude, in comparison, static pressed pile using muting mechanical indentation in modern urban construction due to, to designed elevation, being obtained more
To be widely applied.Penetrating resistance estimation in prefabricated pile static press piling is directly related to selection and the site operation of pile sinking machinery
The determination of technique, can be related to prefabricated pile smoothly be drowned into predetermined absolute altitude, therefore, penetrating resistance in prefabricated pile static press piling
Calculating has become important evidence of the static pressure pile process preferably with prefabricated pile type selecting.
At this stage, the penetrating resistance evaluation method of prefabricated pile static press piling is mainly empirical equation algorithm, by assuming stake
The methods of side friction distribution form, frictional resistance and end resistance adjusting for depth coefficient, side frictional resistance sensitivity amendment carry out penetrating resistance
Estimation, still, the soil layer in different zones pile sinking place is due to origin cause of formation history difference, and soil parameters change greatly, while prefabricated pile
Material and pile body surface degree of roughness also have larger difference, when directlying adopt the calculating of penetrating resistance empirical equation, penetrating resistance
Estimation result is the same as measured value often very different.In addition, structure adjusting coefficient method also estimate by the more penetrating resistance that is applied to,
But when determining each soil layer end resistance regulation coefficient and pile side resistance regulation coefficient, often through comparison penetrating resistance predicted value
Two regulation coefficients are determined with practical piling force curve.It calculates penetrating resistance by structure adjusting coefficient method and generally requires and pass through
It is programmed to, but due to needing artificial tentative calculation repeatedly to change end resistance and pile side friction regulation coefficient, program is realized
And inconvenience, it is difficult to meet quickly calculating and require, and there are larger random and accidental during artificial determining regulation coefficient
Property, often leading to the identical soil layer regulation coefficient finally determined has the case where more solutions, this also limits comprehensive to a certain extent
Close popularization and application of the regulation coefficient method in terms of penetrating resistance calculating.
Summary of the invention
The object of the present invention is to provide in the higher prefabricated pile Static Piling Process of a kind of computational accuracy and computational efficiency
The calculation method of penetrating resistance.
In order to achieve the above object, technical scheme is as follows:
The calculation method of penetrating resistance, includes the following steps: in a kind of prefabricated pile static press piling
1) pile side friction of each soil layer, the vertical layered number of end resistance and pile sinking ground are determined:
A) it determines soil layer number: according to formation parameter, determining the soil layer number I within the scope of prefabricated pile maximum depth of penetration；
B) it determines soil layer pile sinking parameter: since foundation surface, using soil layer interface as boundary, being weighted using soil thickness
Averaging method determines the shaft resistance force value f of each soil layers(i) and end bearing force value qc(i), wherein 1≤i≤I；
C) it determines vertical layered number: the position in vertical layered line of demarcation is determined by vertical layered separation delta L, according to prefabricated
The maximum pile sinking depth of stake and foundation soil range determine vertical layered number J；
2) pile side friction of the vertical layered above soil layer of target is calculated:
Using formula (1), total pile side friction of the vertical layered above each soil layer of target is determined by Superposition Calculation Method；
Target it is vertical layered be first layer when, do not calculate the pile side friction of the above soil layer of first layer,
In formula:
Fs1For total pile side friction of the vertical layered above soil layer of target, unit are as follows: newton；
U is prefabricated pile perimeter, unit are as follows: rice；
N is the vertical layered above each vertical layered number of target that number is j；
β (n) is n-th of vertical layered pile side friction regulation coefficient；
fsIt (n) is n-th of vertical layered shaft resistance force parameter, unit are as follows: pa；
Δ L is vertical layered spacing, unit are as follows: rice；
3) target vertical layered pile side friction and end resistance are calculated and establishes over-determined systems, including following step
It is rapid:
A) calculate target it is vertical layered in pile side friction and end resistance:
According to the physical location in prefabricated pile pile driving process in target is vertical layered, using micro- section of integral stacking method,
Obtain target it is vertical layered in pile side friction Fs2(k)；According to the end bearing force value q at stake end positionc(j), it is obtained by formula (2)
To target it is vertical layered in end resistance:
Qc(k)=α (j) qc(k)·Ap (2)
In formula:
K is the pile body number of the vertical layered middle different depths of penetration of target；
QcIt (k) is the corresponding end resistance of k-th of depth of penetration, unit are as follows: newton during target is vertical layered；
α (j) is the end resistance regulation coefficient during target is vertical layered；
qcIt (k) is the corresponding end resistance parameter of k-th of depth of penetration in the vertical layered range of target, unit are as follows: pa；
ApFor stake end the maximum cross-section area；
B) over-determined systems are established
According to the pile driving pressure measured curve during prefabricated pile static piling, it is deep to obtain the vertical layered interior different pile sinking of target
Spend the pile driving pressure measured value Q (k) at position, it is established that the vertical equilibrium equation of pile driving pressure of formula (3) form:
Q (k)=Fs1+β(j)Fs2(k)+α(j)Qc(k) (3)
In formula, Q (k) is the corresponding pile driving pressure measured value of k-th of depth of penetration in target is vertical layered,
The vertical layered interior each pile driving pressure measured value Q (k) of target is successively substituted into formula (3), it is established that about end bearing
The linear over-determined systems of power regulation coefficient α (j) and pile side friction regulation coefficient β (j)；
4) target vertical layered interior regulation coefficient α (j) and β (j) are solved:
During the vertical layered linear over-determined systems of j-th of target solve, concrete application least square method and averagely solution method；
When least square solution meets [0,1] area requirement, using least square solution as last solution；Otherwise, most using average solution substitution
Small square law is as last solution；
5) expression formula of prefabricated pile penetrating resistance is determined:
By above-mentioned steps 4) method, to it is all it is vertical layered calculate one by one from top to bottom, establish complete over-determined systems
And solved, after the calculating for completing all vertical layered regulation coefficient α (j) and β (j), determine that prefabricated pile penetrating resistance is expressed
Formula (4),
In formula:
N is micro- section of total number of superposition corresponding to the practical depth of penetration of prefabricated pile；
β (i) is the pile side friction regulation coefficient at i-th of micro- fragment position of superposition；
fsIt (i) is the soil layer shaft resistance force parameter at i-th of micro- fragment position of superposition, unit are as follows: pa；
liFor i-th of micro- segment length of superposition；
α (N) is the end resistance regulation coefficient of soil layer where the prefabricated pile stake end of different depths of penetration；
qcIt (N) is the end resistance parameter (Pa) of soil layer where the prefabricated pile stake end of different depths of penetration.
In above-mentioned steps b), carried out using Double lumen intubation data, single bridge probe data or regional experience parameter
The determination and assignment of each soil layer pile sinking parameter.
In above-mentioned steps b), when using Double lumen intubation data, the side of Double lumen intubation test index is directly applied
Resistance and end resistance index carry out each soil layer shaft resistance force parameter fs(i) and end resistance parameter qc(i) assignment, wherein 1≤i≤I.
In above-mentioned steps b), when using single bridge probe data, first by the specific penetration resistance of single bridge probe acquisition
PsIndex is weighted and averaged according to soil layer range, later, passes through the specific penetration resistance P of different soilsWith changing between pile sinking parameter
Calculation relationship carries out each soil layer shaft resistance force parameter f within the scope of grounds(i) and end resistance parameter qc(i) assignment, wherein 1
≤i≤I。
When preferably, using region empirical parameter, each soil layer shaft resistance force parameter f is carried out according to soil layer ranges(i)
With end resistance parameter qc(i) assignment, wherein 1≤i≤I.
In above-mentioned steps c), the vertical layered Δ L range is 2~10m；Same vertical layered interior regulation coefficient phase
Together.
The present invention in terms of the definition mode of vertical layered range use spaced set, be different from Conventional wisdom method or
Structure adjusting coefficient method is based on soil layer boundary setting, can effectively reflect ground depth to the shadow of regulation coefficient value size
It rings.Value Data is surveyed by the vertical layered interior pile driving pressure of each target to close with the balance between end resistance and pile side friction
System establishes the over-determined systems about end resistance and pile side friction correction factor, and since over-determined systems can be by most
Two equations in small square law or any simultaneous over-determined systems obtain the method averagely solved and solve, and effectively prevent comprehensive tune
The artificial random defect for determining regulation coefficient, entire solution procedure are more intelligent, direct and effective in integral coefficient method.Therefore, originally
The method of invention can effectively determine the Sinking Pile Resistance of Static Press Pile under different pile sinking depth situations, and entire solution procedure is more straight
It connects, is effectively and accurate, can be applied to the earlier estimation of prefabricated pile Sinking Pile Resistance of Static Press Pile, novelty with higher.
Method of the invention is on the basis of structure adjusting coefficient method, by pile sinking foundation soil between depth direction etc.
It is established by each layering pile driving pressure measured value, pile side friction calculated value and end resistance calculated value about stake side away from layering
The over-determined systems of frictional resistance and end resistance regulation coefficient, using least square method and averagely, solution method obtains each erect respectively
To the regulation coefficient of layering, the determination of prefabricated pile penetrating resistance calculation expression may finally be completed.Compared to traditional synthesis
Regulation coefficient method, which calculates prefabricated pile penetrating resistance, need to artificially adjust the defect of tentative calculation soil layer regulation coefficient repeatedly, side of the invention
Method is equidistantly layered along depth direction, traditional limitation along well-defined horizons layered method has been abolished, using least square method
The optimal solution of regulation coefficient is directly realized by with average solution method, solution procedure more sequencing and intelligence can directly lead to
The calculating answer that entire solution procedure is realized in programming is crossed, computational efficiency and computational accuracy are higher.
Detailed description of the invention
Fig. 1 is pile sinking foundation soil pile side friction, end resistance parameter assignment schematic diagram；
Fig. 2 is the vertical layered schematic diagram of pile sinking ground；
Fig. 3 is the piling dynamic balance over-determined systems establishment process schematic diagram during target is vertical layered；
Fig. 4 is the practical piling force curve of pile sinking place static piling process；
Fig. 5 is the flow chart of calculation method of the invention；
Fig. 6 a Double lumen intubation soil layer frictional resistance force curve；
Fig. 6 b is Double lumen intubation soil layer end resistance force curve；
Fig. 7 a is weighting treated soil layer frictional resistance parameter curve；
Fig. 7 b is weighting treated soil layer end resistance parameter curve；
The simulation calculated result of prefabricated pile Sinking Pile Resistance of Static Press Pile when Fig. 8 a is vertical layered spacing 4m；
The simulation calculated result of prefabricated pile Sinking Pile Resistance of Static Press Pile when Fig. 8 b is vertical layered spacing 8m.
Wherein:
1: foundation surface 2: soil layer interface 3: vertical layered line of demarcation 4: prefabricated pile
5: the vertical layered above soil layer shaft resistance force curve 6 of target: the vertical layered middle different depths of penetration of target
Pile body
7: the vertical layered Lateral frictional resistance force curve 8 of target: pile driving pressure measured curve
9: average solution penetrating resistance calculated curve when vertical layered spacing 4m
10: least square solution solution penetrating resistance calculated curve when vertical layered spacing 8m
11: average solution penetrating resistance calculated curve when vertical layered spacing 8m
Specific embodiment
The calculation method of penetrating resistance in prefabricated pile static press piling of the invention is carried out furtherly with reference to the accompanying drawing
It is bright.
The calculation method of penetrating resistance includes the following steps: 1, determines each soil layer in prefabricated pile static press piling of the invention
The vertical layered number of pile side friction, end resistance and pile sinking ground；2, the stake side of the vertical layered above soil layer of target is calculated
Frictional resistance；3, target vertical layered pile side friction and end resistance are calculated and establishes over-determined systems；4, it is perpendicular to solve target
Regulation coefficient α (j) and β (j) into layering；5, the expression formula of prefabricated pile penetrating resistance is determined.Below to each step into
Row is described in detail.1, the pile side friction of each soil layer, the vertical layered number of end resistance and pile sinking ground are determined:
According to each clay distribution range in Fig. 1 on pile sinking ground depth direction, prefabricated pile maximum depth of penetration model is determined
Enclose interior soil layer number I.Since foundation surface 1, the foundation parameter obtained by static sounding is boundary with soil layer interface 2,
The frictional resistance f within the scope of each soil layer is determined using soil thickness weighted average methods(i) and end resistance qc(i), wherein 1≤i≤I.Its
In, when using Double lumen intubation data, can directly it be carried out using the side resistance of Double lumen intubation test index and end resistance index
Each soil layer frictional resistance fs(i) and end resistance qc(i) (1≤i≤I) assignment；It, should be first by single bridge static(al) when using single bridge probe data
The ratio injection ratio P that feeler inspection obtainssIndex is weighted and averaged according to soil layer range, later, by different soil than injection ratio PsTogether
Side hinders the conversion relation between parameter and end resistance parameter, carries out each soil layer frictional resistance f within the scope of pile sinking grounds(i) and end resistance qc(i)
(1≤i≤I) assignment；When using region empirical parameter, then each soil layer frictional resistance f is directly carried out according to soil layer ranges(i) and end resistance qc
(i) (1≤i≤I) assignment.
Each soil layer frictional resistance f in pile sinking ground depth boundss(i) and end resistance qc(i) it after the completion of (1≤i≤I) assignment, carries outFigure 2End resistance and the vertical layered definition of collateral resistance regulation coefficient in middle prefabricated pile penetration process, it is first determined equidistant vertical point
Interlamellar spacing Δ L obtains vertical layered 3 position of line of demarcation, true according to prefabricated pile maximum pile sinking depth and foundation soil range later
Fixed vertical layered number J.Vertical layered line of demarcation 3 is distinct from soil layer line of demarcation 2, it is each it is vertical layered in may be only comprising same
One soil layer, it is also possible to include several entirely different soil layers, but it is same it is vertical layered in end resistance regulation coefficient α (j) and frictional resistance
Power regulation coefficient β (j) (1≤j≤J) is remained unchanged.
2) pile side friction of the vertical layered above soil layer of target is calculated:Fig. 3In, it is vertical that 4 ends of prefabricated pile are located at target
When in layering, the pile side friction for needing to carry out the vertical layered above soil layer of target is calculated, and determines the vertical layered above soil of target
Layer shaft resistance force curve 5.The vertical layered number j numerical value of target is determined first, when it is the 1st layer of j=1 that target is vertical layered,
Then the vertical layered above soil layer pile side friction of target is 0, when it is not first layer that target is vertical layered, needs applying equation (1)
Accumulation formula under the situation of middle j > 1 determines the vertical layered above soil layer shaft resistance force curve 5 of target, and uses each corresponding soil layer
Frictional resistance parameter and pile side friction regulation coefficient be overlapped calculating, and the vertical layered above soil layer pile side friction of target is bent
Line 5 remains definite value in the vertical layered penetrating resistance of target calculates.
In formula (1), Fs1For the vertical layered above soil layer pile side friction (N) of target；U is prefabricated pile perimeter (m)；N is to compile
Number for j the vertical layered above each vertical layered number of target；β (n) is vertical layered above n-th of the vertical layered side of target
Frictional resistance regulation coefficient；fs(n) it is n-th of vertical layered frictional resistance parameter, if it is single soil layer that this is vertical layered, takes the soil
Layer frictional resistance then takes each soil layer frictional resistance parameter weighting value (Pa) if multiple soil layers；Δ L is vertical layered spacing (m).
3) target vertical layered pile side friction and end resistance are calculated and establishes over-determined systems:
The vertical layered number of target is j, according toFig. 3The vertical layered middle different injection of target are deep in middle prefabricated pile pile driving process
Physical location of the pile body 6 in target is vertical layered is spent, determines the vertical layered Lateral frictional resistance distribution curve 7 of target, is used
Micro- section of integral stacking method, obtain target it is vertical layered in pile side friction Fs2(k).It is passed through according to the vertical layered middle difference of target
Enter physical location of the depth pile body 6 in target is vertical layered, it is same to determine pile-end soil layer end resistance qc(j), it is obtained by formula (2)
End resistance size.
Qc(k)=α (j) qc(k)·Ap (2)
In formula, k is the pile body number of the vertical layered middle different depths of penetration of target；QcIt (k) is the vertical layered middle kth of target
The corresponding end resistance (N) of a depth of penetration；α (j) is the end resistance regulation coefficient during target is vertical layered；qcIt (k) is mesh
Mark the corresponding end resistance of k-th of depth of penetration (Pa) in vertical layered range；ApFor stake end the maximum cross-section area；
Meanwhile according toFig. 4Pile driving pressure measured curve 8 during middle prefabricated pile static piling, available target are vertical
The corresponding pile driving pressure measured value Q (k) of difference pile sinking depth in layering.During prefabricated pile static piling, at different depth position
Pile driving pressure Q (k) it is identical with the total frictional resistance in stake side and end resistance, the pile driving pressure that can set up formula (3) form as a result, is vertically put down
Weigh equation.
Q (k)=Fs1+β(j)Fs2(k)+α(j)Qc(k) (3)
In formula, the corresponding pile driving pressure measured value of vertical layered interior k-th of the depth of penetration of Q (k) target.
In fact, target it is vertical layered in there is K pile driving pressure measured value in total, then formula (3) can be exchanged into about
The vertical layered interior end resistance regulation coefficient α (j) of target and the linear of two unknown quantitys of pile side friction regulation coefficient β (j) surpass
Determine equation group, formula (5) is the expanded form of linear over-determined systems.
4) target vertical layered interior regulation coefficient α (j) and β (j) are solved:
Linear over-determined systems (5) meet the end resistance regulation coefficient α (j) and shaft resistance of all equations in solving
Power regulation coefficient β (j) is simultaneously not present, and is only capable of carrying out approximate processing by numerical analysis method, obtains its approximate solution.Linear overdetermination
It is most easily realized in equation group answer and the method for solving with higher solving precision is least square method and averagely solves method, because
This, the present invention is solved about formula (5) while being realized using least square method with averagely solution method.Wherein, least square method can be same
It crosses coefficient matrix and constant term matrixing is directly realized by, averagely solution method is that any two equation carries out α in joint type (5)
(j) otherwise cast out with the primary solution of β (j), the reservation when α (j) and β (j) meets coefficient value area requirement, until completing
The simultaneous solution of all any two equation groups in formula (5), and α (j) and β (j) solution for meeting area requirement are averaged respectively, it will
The respective average value of two regulation coefficients is as final end resistance regulation coefficient α (j) and pile side friction regulation coefficient β (j).
It should be noted that existing engineering experience shows end resistance regulation coefficient α (j) and pile side friction adjustment system
Number β (j) specific size should all be located at [0,1] range, still, when pile driving pressure measured value regularity difference or soil parameters discrete type
When larger, it is most likely that cause least square method solving result to be unsatisfactory for [0,1] area requirement, application meets tune in such cases
The average solution answer substitution least square method of integral coefficient area requirement, finally determines relatively reasonable end resistance and shaft resistance
Power regulation coefficient.
5) expression formula of prefabricated pile penetrating resistance is determined:
The calculating of above-mentioned step 4 regulation coefficient α (j) and β (j) is only completed asking for the vertical layered jth layer regulation coefficient of target
Solution, should continue next vertical layered regulation coefficient α (j) according to same thought later and β (j) is calculated, until determining soil layer
In all vertical layered regulation coefficient α (j) and β (j).To determine all vertical layered regulation coefficients within the scope of pile sinking ground,
It should calculate one by one from top to bottom, establish and complete over-determined systems and solved.According to above-mentioned analytic process, the present invention is a kind of pre-
The implementation process of stake Sinking Pile Resistance of Static Press Pile calculation method processed can finally be attributed toFig. 5Middle flow chart.It is all vertical when completing
After being layered regulation coefficient calculating, determine shown in prefabricated pile penetrating resistance expression formula form such as formula (4).
In formula, N is to be superimposed micro- section of total number corresponding to prefabricated pile practical depth of penetration side frictional resistance；β (i) is i-th
It is superimposed the corresponding shaft resistance regulation coefficient of micro- fragment position；fsIt (i) is the corresponding soil layer frictional resistance parameter of i-th of micro- fragment position of superposition
(Pa)；liMicro- segment length is integrated for i-th of shaft resistance；α (N) is soil layer stake end where the prefabricated pile stake end of different depths of penetration
Resistance regulation coefficient；qcIt (N) is soil layer end resistance (Pa) where the prefabricated pile stake end of different depths of penetration；
Example calculation
The above items content is main process involved in embodiment of the present invention, for convenient for industry technical staff
Understanding and application, processing, soil layer frictional resistance and the end of Double lumen intubation data will be combined in the concrete application of present embodiment
That hinders parameter assignment, vertical layered definition and the vertical layered middle piling dynamic balance over-determined systems of each target establishes solution procedure
Example calculation is carried out, obtains in soil layer obtaining final after each vertical layered end resistance and pile side friction regulation coefficient
Pile driving pressure calculation expression and pile driving pressure calculated curve.It is emphasized that the frictional resistance and end resistance parameter of different soil determine
Results change is larger, and when having mature application experience, single bridge probe data, number of standard penetration test evidence or region empirical parameter can be selected
Soil layer assignment is directly carried out, the present embodiment is based primarily upon Double lumen intubation data and carries out soil layer frictional resistance and end resistance parameter assignment.
In calculation method of the invention, unless otherwise specified, all physical quantitys of appearance are all made of standard unit's system.
(1) initial parameter
1. soil parameters:
According to pile sinking ground Double lumen intubation test result, respectively obtainFig. 6(a) Double lumen intubation soil layer frictional resistance
Curve andFig. 6(b) Double lumen intubation soil layer end resistance force curve.At the weighting in each soil thickness within the scope of pile sinking ground
Reason, further obtains each soil layer frictional resistance parameter of pile sinking ground and end resistance parameter, whereinFig. 7It (a) is that treated that soil layer rubs for weighting
Parameter curve is hindered,Fig. 7It (b) is weighting treated soil layer end resistance parameter curve.
To compare influence of the different vertical layered numbers to pile driving pressure calculated result, vertically divided respectively in Actual measurement
Pile driving pressure under two kinds of situations of interlamellar spacing 4m and 8m calculates.
Soil layer number: I=7 layers；
Soil layer layer bottom depth: 1.9m, 4.6m, 10.9m, 13.6m, 16.8m, 20.6m, 24.5m；
Soil layer thickness: 1.9m, 2.7m, 6.3m, 2.7m, 3.2m, 3.8m, 3.9m；
Soil layer frictional resistance parameter: 29934Pa, 81570Pa, 44688Pa, 104244Pa, 49295Pa, 52862Pa,
82192Pa；
Soil layer end resistance parameter: 1817772Pa, 4960472Pa, 1467684Pa, 2045132Pa, 1346664Pa,
1800336Pa, 11223283Pa；
Vertical layered gap length: Δ L=4m, 8m；
Vertical layered total number: J=6 layers, 3 layers；
2. prefabricated pile parameter:
Prefabricated pile is long: L=22.0m
Prefabricated pile sectional dimension: 0.40 × 0.40m；
Prefabricated pile perimeter: U=1.6m；
Prefabricated dowel section area: Ap=0.16m2；
(2) foundation and solution of over-determined systems
1. the vertical layered spacing of 4m
Under vertical layered gap length Δ L=4m situation, one group of equilibrium equation is established by pile driving pressure measured value every 0.5m,
Each vertical layered over-determined systems being made of 8 systems of linear equations that formula (5) form can be obtained, by least square solution and
Averagely solution method obtain the 1st to the 6th it is vertical layered in end resistance regulation coefficient α (j) (1≤j≤6) and pile side friction tune
Integral coefficient β (j) (1≤j≤6) specific value.
Least square solution:
α (j)={ 0.3294,0.4099,0.4956,0.7403,0.4652,0.3171 }
β (j)={ 1.1655,0.6361,0.6891,0.2495,0.9526,1.3875 }
Average solution:
α (j)={ 0.4627,0.4301,0.5493,0.7192,0.6379,0.6501 }
β (j)={ 0.4141,0.6159,0.4555,0.3214,0.5256,0.4401 }
It is calculated and is tied according to the regulation coefficient least square solution under vertical layered gap length Δ L=4m situation and averagely solution
Fruit, pile side friction regulation coefficient β (1) and β (6) are more than [0,1] range, therefore, Ying Caiyong end resistance and shaft resistance
Average value answer substitution formula (4) of power regulation coefficient obtains the expression of the penetrating resistance in pile sinking ground prefabricated pile Static Piling Process
Formula.Correspondingly, the simulation calculated result of prefabricated pile Sinking Pile Resistance of Static Press Pile when Fig. 8 (a) is vertical layered spacing 4m, vertically
Average solution penetrating resistance calculated curve 9 when being layered spacing 4m is very close with pile driving pressure measured curve 8, illustrates proposition of the present invention
A kind of prefabricated pile Sinking Pile Resistance of Static Press Pile calculation method in application be above feasible.
2. the vertical layered spacing of 8m
Under vertical layered gap length Δ L=8m situation, one group of equilibrium equation is established by pile driving pressure measured value every 0.5m,
Each vertical layered over-determined systems being made of 16 systems of linear equations that formula (5) form can be obtained, by least square solution
With average solution method obtain the 1st to the 3rd it is vertical layered in end resistance regulation coefficient α (j) (1≤j≤3) and pile side friction
Regulation coefficient β (j) (1≤j≤3) specific value.
Least square solution:
α (j)={ 0.4120,0.5299,0.3255 }
β (j)={ 0.5060,0.4614,0.5542 }
Average solution:
α (j)={ 0.4319,0.5149,0.4435 }
β (j)={ 0.4741,0.4918,0.4868 }
It is calculated and is tied according to the regulation coefficient least square solution under vertical layered gap length Δ L=8m situation and averagely solution
Fruit, pile side friction regulation coefficient α (j) and β (j) are all satisfied [0,1] area requirement, and end resistance can be respectively adopted and stake side is rubbed
The least square of resistance regulation coefficient answers peaceful mean value answer substitution formula (4) and obtains pile sinking ground prefabricated pile Static Piling Process
In penetrating resistance expression formula.Correspondingly, prefabricated pile Sinking Pile Resistance of Static Press Pile when Fig. 8 (b) is vertical layered spacing 8m
Simulate calculated result, least square solution penetrating resistance calculated curve 10 and vertical layered spacing 8m when vertical layered spacing 8m
When average solution penetrating resistance calculated curve 11 be closer to pile driving pressure measured curve 8, and penetrating resistance least square solution
Calculated curve 10 more averagely solves that calculated curve 11 is more average, more reflects that the mean change of a certain range penetrating resistance is special
Sign, it is relatively weak to the calculating effect of local Characteristics of Mutation, but two methods calculated result be all it is effective, i.e., it is of the invention
Calculation method is above feasible in application.
In addition, comparing penetrating resistance calculated result when vertical layered spacing is respectively 4m and 8m, vertical layered spacing is
The prefabricated pile penetrating resistance calculated result obtained when 8m is with pile driving pressure measured value more closely, therefore, in carrying out the present invention, closing
It is needed in a particular application in vertical layered spacing value according to pile sinking ground situation and prefabricated pile stake is long is adjusted flexibly.
Claims (6)
1. the calculation method of penetrating resistance in a kind of prefabricated pile static press piling, which is characterized in that include the following steps:
1) pile side friction of each soil layer, the vertical layered number of end resistance and pile sinking ground are determined:
A) it determines soil layer number: according to formation parameter, determining the soil layer number I within the scope of prefabricated pile maximum depth of penetration；
B) it determines soil layer pile sinking parameter: since foundation surface, using soil layer interface as boundary, being weighted and averaged using soil thickness
Method determines the shaft resistance force value f of each soil layers(i) and end bearing force value qc(i), wherein 1≤i≤I；
C) it determines vertical layered number: determining the position in vertical layered line of demarcation by vertical layered separation delta L, most according to prefabricated pile
Big pile sinking depth and foundation soil range determine vertical layered number J；
2) pile side friction of the vertical layered above soil layer of target is calculated:
Using formula (1), total pile side friction of the vertical layered above each soil layer of target is determined by Superposition Calculation Method；Target
It is vertical layered be first layer when, do not calculate the pile side friction of the above soil layer of first layer,
In formula:
Fs1For total pile side friction of the vertical layered above soil layer of target, unit are as follows: newton；
U is prefabricated pile perimeter, unit are as follows: rice；
N is the vertical layered above each vertical layered number of target that number is j；
β (n) is n-th of vertical layered pile side friction regulation coefficient；
fsIt (n) is n-th of vertical layered shaft resistance force parameter, unit are as follows: pa；
Δ L is vertical layered spacing, unit are as follows: rice；
3) target vertical layered pile side friction and end resistance are calculated and establishes over-determined systems:
A) calculate target it is vertical layered in pile side friction and end resistance:
It is obtained according to the physical location in prefabricated pile pile driving process in target is vertical layered using micro- section of integral stacking method
Pile side friction F during target is vertical layereds2(k)；According to the end bearing force value q at stake end positionc(j), mesh is obtained by formula (2)
Mark the end resistance in vertical layered:
Qc(k)=α (j) qc(k)·Ap (2)
In formula:
K is the pile body number of the vertical layered middle different depths of penetration of target；
QcIt (k) is the corresponding end resistance of k-th of depth of penetration, unit are as follows: newton during target is vertical layered；
α (j) is the end resistance regulation coefficient during target is vertical layered；
qcIt (k) is the corresponding end resistance parameter of k-th of depth of penetration in the vertical layered range of target, unit are as follows: pa；
ApFor stake end the maximum cross-section area；
B) over-determined systems are established
According to the pile driving pressure measured curve during prefabricated pile static piling, the vertical layered interior different pile sinking depth position of target is obtained
Set the pile driving pressure measured value Q (k) at place, it is established that the vertical equilibrium equation of pile driving pressure of formula (3) form:
Q (k)=Fs1+β(j)Fs2(k)+α(j)Qc(k) (3)
In formula, Q (k) is the corresponding pile driving pressure measured value of k-th of depth of penetration in target is vertical layered,
The vertical layered interior each pile driving pressure measured value Q (k) of target is successively substituted into formula (3), it is established that about end resistance tune
The linear over-determined systems of integral coefficient α (j) and pile side friction regulation coefficient β (j)；
4) target vertical layered interior regulation coefficient α (j) and β (j) are solved:
During the vertical layered linear over-determined systems of j-th of target solve, concrete application least square method and averagely solution method；When most
Small two multiply solution meet [0,1] area requirement when, using least square solution as last solution；Otherwise, using average solution substitution minimum two
Multiplication is as last solution；
5) expression formula of prefabricated pile penetrating resistance is determined:
By above-mentioned steps 4) method, to it is all it is vertical layered calculate one by one from top to bottom, establish complete over-determined systems go forward side by side
Row solves, and after the calculating for completing all vertical layered regulation coefficient α (j) and β (j), determines prefabricated pile penetrating resistance expression formula
(4),
In formula:
N is micro- section of total number of superposition corresponding to the practical depth of penetration of prefabricated pile；
β (i) is the pile side friction regulation coefficient at i-th of micro- fragment position of superposition；
fsIt (i) is the soil layer shaft resistance force parameter at i-th of micro- fragment position of superposition, unit are as follows: pa；
liFor i-th of micro- segment length of superposition；
α (N) is the end resistance regulation coefficient of soil layer where the prefabricated pile stake end of different depths of penetration；
qcIt (N) is the end resistance parameter (Pa) of soil layer where the prefabricated pile stake end of different depths of penetration.
2. calculation method according to claim 1, it is characterised in that: in step b), using Double lumen intubation data, list
Bridge static sounding data or regional experience parameter carry out the determination and assignment of each soil layer pile sinking parameter.
3. calculation method according to claim 2, it is characterised in that: in step b), when using Double lumen intubation data
When, directly each soil layer shaft resistance force parameter f is carried out using the side resistance of Double lumen intubation test index and end resistance indexs(i)
With end resistance parameter qc(i) assignment, wherein 1≤i≤I.
4. calculation method according to claim 2, it is characterised in that: in step b), when using single bridge probe data,
The specific penetration resistance P that first single bridge probe is obtainedsIndex is weighted and averaged according to soil layer range, later, passes through difference
The specific penetration resistance P of soil layersEach soil layer shaft resistance force parameter f within the scope of ground is carried out with the conversion relation between pile sinking parameters
(i) and end resistance parameter qc(i) assignment, wherein 1≤i≤I.
5. calculation method according to claim 2, it is characterised in that: when using region empirical parameter, according to soil layer range
Carry out each soil layer shaft resistance force parameter fs(i) and end resistance parameter qc(i) assignment, wherein 1≤i≤I.
6. calculation method according to claim 1, it is characterised in that: in step c), the vertical layered Δ L range is 2
~10m；Same vertical layered interior regulation coefficient is identical.
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| CN113846707B (en) * | 2021-09-29 | 2023-04-07 | 北京中岩大地科技股份有限公司 | Method for predicting side resistance of mixing pile under consideration of multi-factor influence |
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