CN106372310A - Method for calculating pile sinking resistance in static-press piling of prefabricated pile - Google Patents
Method for calculating pile sinking resistance in static-press piling of prefabricated pile Download PDFInfo
- Publication number
- CN106372310A CN106372310A CN201610784369.5A CN201610784369A CN106372310A CN 106372310 A CN106372310 A CN 106372310A CN 201610784369 A CN201610784369 A CN 201610784369A CN 106372310 A CN106372310 A CN 106372310A
- Authority
- CN
- China
- Prior art keywords
- pile
- vertical layered
- resistance
- soil layer
- target
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Classifications
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/20—Design optimisation, verification or simulation
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
Landscapes
- Engineering & Computer Science (AREA)
- Physics & Mathematics (AREA)
- Geometry (AREA)
- Theoretical Computer Science (AREA)
- General Physics & Mathematics (AREA)
- Computer Hardware Design (AREA)
- Evolutionary Computation (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Computational Mathematics (AREA)
- Civil Engineering (AREA)
- Mathematical Analysis (AREA)
- Mathematical Optimization (AREA)
- Pure & Applied Mathematics (AREA)
- Architecture (AREA)
- Foundations (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The invention discloses a method for calculating pile sinking resistance in static-press piling of a prefabricated pile. The method comprises the following steps: 1, determining pile lateral friction and pile tip resistance of all soil layers and a vertical layer number of a pile sinking foundation; 2, calculating pile lateral friction of the soil layers above a target vertical layer; 3, calculating the pile lateral friction and the pile tip resistance of the target vertical layer and building an over-determined equation set; 4, solving adjustment coefficients alpha(j) and beta(j) in the target vertical layer; 5, determining an expression of the pile sinking resistance of the prefabricated pile. In the method, a least square method and an average solution method are applied directly to realize optimal solution of the adjustment coefficients, so that a solving progress is more programmed and intelligent, calculation solving of the whole solving process can be realized directly through programming, and high calculation efficiency and high calculation accuracy are achieved.
Description
Technical field
The present invention relates to Geotechnical Engineering pile foundation construction field, heavy in more particularly to a kind of prefabricated pile Static Piling Process
Stake drag computation method.
Background technology
Pile foundation is applied quite varied, except being primarily subjected to erect in general industry with civil buildings in Geotechnical Engineering field
To outside resistance to compression load, it is additionally operable 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 forms pile body structure by preformation stake holes concrete perfusion method, is relatively also easy to produce collapse hole and mud contamination ring
Border problem；Driven pile and static pressed pile are prefabricated pile body, and prefabricated pile is mainly drowned into design by hammering, vibration etc. by driven pile
Absolute altitude, in comparison, static pressed pile, due to being pressed into designed elevation using muting machinery, is obtained more in modern urban construction
For being widely applied.Penetrating resistance estimation in prefabricated pile static press piling is directly related to selection and the site operation of pile sinking machinery
Can the determination of technique, be related to prefabricated pile and smoothly be drowned into predetermined absolute altitude, therefore, penetrating resistance in prefabricated pile static press piling
Calculate and have become as the important evidence preferably with prefabricated pile type selecting for the static pressure pile process.
At this stage, the penetrating resistance evaluation method of prefabricated pile static press piling is mainly empirical equation algorithm, by supposing stake
The method such as side friction distribution form, frictional resistance and end resistance adjusting for depth coefficient, side frictional resistance sensitivity amendment is carried out to penetrating resistance
Estimation, but, due to origin cause of formation history difference, soil parameters change greatly the soil layer in zones of different pile sinking place, prefabricated pile simultaneously
Material and pile body surface degree of roughness also have larger difference, when directly adopting penetrating resistance empirical equation to calculate, penetrating resistance
Estimation result is with measured value often very different.Additionally, the also more penetrating resistance that is applied to of structure adjusting coefficient method is estimated,
But when determining each soil layer end resistance regulation coefficient and pile side resistance regulation coefficient, often through contrast penetrating resistance predictive value
Determine two regulation coefficient with actual piling force curve.Calculate penetrating resistance and generally require by structure adjusting coefficient method 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 is it is difficult to meet quick calculating requirement, and exist larger random and accidental during artificially determining regulation coefficient
Property, often lead to the identical soil layer regulation coefficient presence situations about solving finally determining, this also limits comprehensive to a certain extent more
Close popularization and application in terms of penetrating resistance calculating for the regulation coefficient method.
Content of the invention
It is an object of the invention to provide in all higher prefabricated pile Static Piling Process of a kind of computational accuracy and computational efficiency
The computational methods of penetrating resistance.
In order to achieve the above object, technical scheme is as follows:
In a kind of prefabricated pile static press piling, the computational methods of penetrating resistance, comprise the steps:
1) determine the vertical layered number of pile side friction, end resistance and the pile sinking ground of each soil layer:
A) determine soil layer number: according to formation parameter, determine the soil layer number i in the range of prefabricated pile maximum depth of penetration；
B) determine soil layer pile sinking parameter: from the beginning of foundation surface, with soil layer separating surface as boundary, using soil thickness weighting
Averaging method determines shaft resistance force value f of each soil layers(i) and end bearing force value qc(i), wherein, 1≤i≤i；
C) determine vertical layered number: vertical layered marginal position is determined by vertical layered spacing δ l, according to prefabricated
The maximum pile sinking depth of stake and foundation soil scope determine vertical layered number j；
2) pile side friction of the calculating vertical layered above soil layer of target:
Using formula (1), determine total pile side friction of the vertical layered above each soil layer of target by Superposition Calculation Method；
Target vertical layered for ground floor 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 is: newton；
U is prefabricated pile girth, and unit is: rice；
N is the vertical layered above each vertical layered numbering of target that numbering is j；
β (n) is n-th vertical layered pile side friction regulation coefficient；
fsN () is n-th vertical layered shaft resistance force parameter, unit is: handkerchief；
δ l is vertical layered spacing, and unit is: rice；
3) calculate the vertical layered pile side friction of target and end resistance and set up over-determined systems, walk including following
Rapid:
A) pile side friction during calculating target is vertical layered and end resistance:
According to the physical location in target is vertical layered in prefabricated pile pile driving process, using micro- section of integration stacking method,
Obtain target vertical layered in pile side friction fs2(k)；According to end bearing force value q at stake end positioncJ (), is obtained by formula (2)
To end resistance in vertical layered for the target:
qc(k)=α (j) qc(k)·ap(2)
In formula:
K is the pile body numbering of the vertical layered middle difference depth of penetration of target；
qc(k) be target vertical layered in the corresponding end resistance of k-th depth of penetration, unit is: newton；
α (j) end resistance regulation coefficient in vertical layered for target；
qcK () is the corresponding end resistance parameter of k-th depth of penetration in the vertical layered scope of target, unit is: handkerchief；
apFor stake end the maximum cross-section area；
B) over-determined systems are set up
According to the pile driving pressure measured curve during prefabricated pile static piling, obtain the vertical layered interior difference pile sinking of target deep
Pile driving pressure measured value q (k) at degree position is 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 vertical layered interior k-th depth of penetration of target,
Vertical layered for target each interior pile driving pressure measured value q (k) is substituted into formula (3) successively it is established that with regard to end bearing
Power regulation coefficient α (j) and the linear over-determined systems of pile side friction regulation coefficient β (j)；
4) vertical layered interior regulation coefficient α (j) of target and β (j) are solved:
During the vertical layered linear over-determined systems of j-th target solve, concrete application method of least square and average solution method；
When least square solution meets [0,1] area requirement, using least square solution as last solution；Otherwise, average solution is applied to substitute
Little square law is as last solution；
5) determine the expression formula of prefabricated pile penetrating resistance:
By above-mentioned steps 4) method, to all vertical layered calculate one by one from top to bottom, set up complete over-determined systems
And solved, after completing all vertical layered regulation coefficient α (j) and the calculating of β (j), determine that prefabricated pile penetrating resistance is expressed
Formula (4),
In formula:
N is the micro- section of total number of superposition corresponding to the actual depth of penetration of prefabricated pile；
β (i) is the pile side friction regulation coefficient at the micro- fragment position of i-th superposition；
fsI () is the soil layer shaft resistance force parameter at the micro- fragment position of i-th superposition, unit is: handkerchief；
liFor i-th micro- segment length of superposition；
α (n) is the end resistance regulation coefficient of the prefabricated pile stake end place soil layer of different depths of penetration；
qcN () is the end resistance parameter (pa) of the prefabricated pile stake end place soil layer 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 of each soil layer pile sinking parameter and assignment.
In above-mentioned steps b), during using Double lumen intubation data, directly apply the side of Double lumen intubation test index
Resistance and end resistance index carry out each soil layer shaft resistance force parameter fs(i) and end resistance parameter qc(i) (1≤i≤i) assignment.
In above-mentioned steps b), during using single bridge probe data, the specific penetration resistance first single bridge probe being obtained
psIndex is weighted averagely according to soil layer scope, afterwards, by specific penetration resistance p of different soilsWith between pile sinking parameter
Conversion relation carries out each soil layer shaft resistance force parameter f in the range of grounds(i) and end resistance parameter qc(i)(1≤i≤i)
Assignment.
When preferably, using region empirical parameter, each soil layer shaft resistance force parameter f is carried out according to soil layer scopes(i)
With end resistance parameter qc(i) (1≤i≤i) assignment.
In above-mentioned steps c), described vertical layered δ l scope is 2～10m；Same vertical layered interior regulation coefficient phase
With.
The present invention adopts spaced set in terms of the definition mode of vertical layered scope, different from Conventional wisdom method or
Structure adjusting coefficient method is based on soil layer boundary setting, can effectively reflect the shadow to regulation coefficient value size for the ground depth
Ring.Survey Value Data by the vertical layered interior pile driving pressure of each target to close with the balance between end resistance and pile side friction
System, sets up the over-determined systems with regard to end resistance and pile side friction correction factor, and because over-determined systems can be by
The method that two equations in little square law or any simultaneous over-determined systems obtain average solution solves, and effectively prevent comprehensive tune
The defect of regulation coefficient is artificially determined at random, whole solution procedure is more intelligent, directly 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 whole solution procedure is more straight
Connect, effectively and accurately, the estimation in advance of prefabricated pile Sinking Pile Resistance of Static Press Pile can be applied to, there is higher novelty.
The method of the present invention is on the basis of structure adjusting coefficient method, by pile sinking foundation soil along between depth direction etc.
Away from layering, by each layering pile driving pressure measured value, pile side friction value of calculation and end resistance value of calculation, set up with regard to stake side
Frictional resistance and the over-determined systems of end resistance regulation coefficient, application method of least square and average solution method obtain each erecting 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 calculates the defect that prefabricated pile penetrating resistance need to artificially adjust tentative calculation soil layer regulation coefficient repeatedly, the side of the present invention
Method is equidistantly layered along along depth direction, has abolished traditional restriction along well-defined horizons layered method, applies method of least square
It is directly realized by the optimal solution of regulation coefficient, solution procedure more sequencing and intellectuality with average solution method, can directly lead to
Cross the calculating answer of the whole solution procedure of programming realization, computational efficiency and computational accuracy are all higher.
Brief description
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 be target vertical layered in piling dynamic balance over-determined systems set up process schematic；
Fig. 4 is the actual piling force curve of pile sinking place static piling process；
Fig. 5 is the flow chart of the computational methods of the present 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 the soil layer frictional resistance parameter curve after weighting is processed；
Fig. 7 b is the soil layer end resistance parameter curve after weighting is processed；
Fig. 8 a is the simulation result of calculation of prefabricated pile Sinking Pile Resistance of Static Press Pile during vertical layered spacing 4m；
Fig. 8 b is the simulation result of calculation of prefabricated pile Sinking Pile Resistance of Static Press Pile during vertical layered spacing 8m.
Wherein:
1: foundation surface 2: soil layer separating surface 3: vertical layered demarcation line 4: prefabricated pile
5: the vertical layered above soil layer shaft resistance force curve 6 of target: the stake of the vertical layered middle difference depth of penetration of target
Body
7: target vertical layered Lateral frictional resistance force curve 8: pile driving pressure measured curve
9: average solution penetrating resistance calculated curve during vertical layered spacing 4m
10: least square solution solution penetrating resistance calculated curve during vertical layered spacing 8m
11: average solution penetrating resistance calculated curve during vertical layered spacing 8m
Specific embodiment
Below in conjunction with the accompanying drawings the computational methods of penetrating resistance in the prefabricated pile static press piling of the present invention are carried out furtherly
Bright.
In the prefabricated pile static press piling of the present invention, the computational methods of penetrating resistance comprise the steps: 1, determine each soil layer
The vertical layered number of pile side friction, end resistance and pile sinking ground；2nd, calculate the stake side of the vertical layered above soil layer of target
Frictional resistance；3rd, calculate the vertical layered pile side friction of target and end resistance and set up over-determined systems；4th, solve target to erect
To point in the layer regulation coefficient α (j) and β (j)；5th, determine the expression formula of prefabricated pile penetrating resistance.Below described each step is entered
Row describes in detail.1st, determine the vertical layered number of pile side friction, end resistance and the pile sinking ground of each soil layer:
According to each clay distribution scope on pile sinking ground depth direction in Fig. 1, determine prefabricated pile maximum depth of penetration model
Soil layer number i in enclosing.From the beginning of foundation surface 1, the foundation parameter being obtained by static sounding with soil layer separating surface 2 as boundary,
Determine the frictional resistance f in the range of each soil layer using soil thickness weighted average methods(i) and end resistance qc (i) (1≤i≤i).Wherein,
During using Double lumen intubation data, can directly apply the side of Double lumen intubation test index to hinder and carry out each soil with end resistance index
Layer frictional resistance fs(i) and end resistance qc(i) (1≤i≤i) assignment；During using single bridge probe data, should be first by single bridge probe
P is compared in the ratio injection obtainingsIndex is weighted averagely, afterwards, comparing p by different soil than injection according to soil layer scopesHomonymy hinders
Conversion relation between parameter and end resistance parameter, carries out each soil layer frictional resistance f in the range of pile sinking grounds(i) and end resistance qc(i)(1≤i
≤ i) assignment；During using region empirical parameter, then directly each soil layer frictional resistance f is carried out according to soil layer scopes(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 qcAfter the completion of (i) (1≤i≤i) assignment, carry out figure
End resistance in prefabricated pile penetration process in 2 and the vertical layered definition of collateral resistance regulation coefficient, it is first determined equidistantly vertically divide
Interlamellar spacing δ l, obtains vertical layered demarcation line 3 position, true according to prefabricated pile maximum pile sinking depth and foundation soil scope afterwards
Fixed vertical layered number j.Vertical layered demarcation line 3 is distinct from soil layer demarcation line 2, each vertical layered in may only comprise with
One soil layer it is also possible to comprise several entirely different soil layers, but same vertical layered in end resistance regulation coefficient α (j) and frictional resistance
Power regulation coefficient β (j) (1≤j≤j) all keeps constant.
2) calculate the pile side friction of the vertical layered above soil layer of target: in Fig. 3, it is vertical that 4 ends of prefabricated pile are located at target
When in layering, need the pile side friction carrying out the vertical layered above soil layer of target to calculate, determine the vertical layered above soil of target
Layer shaft resistance force curve 5.First determine target vertical layered numbering j numerical value, when target is vertical layered be the 1st layer of j=1 when,
Then the vertical layered above soil layer pile side friction of target be 0, when target is vertical layered be not ground floor when, need applying equation (1)
Accumulation formula under middle j ＞ 1 situation determines the vertical layered above soil layer shaft resistance force curve 5 of target, and using each corresponding soil
The frictional resistance parameter of layer and pile side friction regulation coefficient are overlapped calculating, and the vertical layered above soil layer pile side friction of target
Curve 5 remains definite value in the calculating of target vertical layered penetrating resistance.
In formula (1), fs1For vertical layered above soil layer pile side friction (n) of target；U is prefabricated pile girth (m)；N is to compile
Number for j the vertical layered above each vertical layered numbering of target；β (n) is the vertical layered above n-th vertical layered side of target
Frictional resistance regulation coefficient；fsN () is n-th vertical layered frictional resistance parameter, if this vertical layered for single soil layer, take this soil
Layer frictional resistance, if multiple soil layer, then takes each soil layer frictional resistance parameter weighting value (pa)；δ l is vertical layered spacing (m).
3) calculate the vertical layered pile side friction of target and end resistance and set up over-determined systems:
The vertical layered numbering of target is j, deep according to the vertical layered middle difference injection of target in prefabricated pile pile driving process in Fig. 3
Degree physical location in target is vertical layered for the pile body 6, determines target vertical layered Lateral frictional resistance distribution curve 7, adopts
Micro- section integration stacking method, obtain target vertical layered in pile side friction fs2(k).Passed through according to the vertical layered middle difference of target
Enter physical location in target is vertical layered for the depth pile body 6, same determination pile-end soil layer end resistance qcJ (), is obtained by formula (2)
End resistance size.
qc(k)=α (j) qc(k)·ap(2)
In formula, k is the pile body numbering of the vertical layered middle difference depth of penetration of target；qcK () is the vertical layered middle kth of target
The corresponding end resistance (n) of individual depth of penetration；α (j) end resistance regulation coefficient in vertical layered for target；qcK () is mesh
Mark in vertical layered scope the corresponding end resistance (pa) of k-th depth of penetration；apFor stake end the maximum cross-section area；
Meanwhile, according to the pile driving pressure measured curve 8 during prefabricated pile static piling in Fig. 4, target can be obtained vertical
Different corresponding pile driving pressures measured value q (k) of pile sinking depth in layering.During prefabricated pile static piling, at different depth position
Pile driving pressure q (k) identical with the total frictional resistance in stake side and end resistance, thus, the pile driving pressure that can set up formula (3) form is vertically put down
Weighing apparatus 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 depth of penetration of q (k) target.
In fact, target is vertical layered interior always co-exists in k pile driving pressure measured value, then formula (3) can be exchanged into regard to
Vertical layered interior end resistance regulation coefficient α (j) of target linearly surpasses with two unknown quantitys of pile side friction regulation coefficient β (j)
Determine equation group, formula (5) is the expanded form of linear over-determined systems.
4) vertical layered interior regulation coefficient α (j) of target and β (j) are solved:
During linear over-determined systems (5) solve, meet end resistance regulation coefficient α (j) and the shaft resistance of all equations
Power regulation coefficient β (j) does not exist, and is only capable of carrying out approximate processing by numerical analysis method, obtains its approximate solution.Linear overdetermination
The method for solving the most easily realizing and having higher solving precision in equation group answer is method of least square and average solution method, because
This, the present invention solves with regard to formula (5) and adopts method of least square and average solution method to realize simultaneously.Wherein, method of least square can be same
Cross coefficient matrix and constant term matrixing is directly realized by, average solution method is that in simultaneous formula (5), any two equation carries out α
J the once solution of () and β (j), retains when α (j) and β (j) meets coefficient value area requirement, otherwise casts out, until completing
The simultaneous solution of all any two equation group in formula (5), and the α (j) and β (j) meeting area requirement is solved average respectively, will
The respective meansigma methodss of two regulation coefficient are 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 are
Number β (j) specific size all should be located at [0,1] scope, but, when the regular difference of pile driving pressure measured value or soil parameters discrete type
It is most likely that leading to method of least square solving result to be unsatisfactory for [0,1] area requirement when larger, application in such cases meets tune
The average solution answer of integral coefficient area requirement substitutes method of least square, the relatively reasonable end resistance of final determination and shaft resistance
Power regulation coefficient.
5) determine the expression formula of prefabricated pile penetrating resistance:
Above-mentioned 4th successive step factor alpha (j) and the calculating of β (j), are only completed asking of target vertical layered jth layer regulation coefficient
Solution, should proceed next vertical layered regulation coefficient α (j) according to same thought afterwards and β (j) calculates, until determining soil layer
In all vertical layered regulation coefficient α (j) and β (j).For determining all vertical layered regulation coefficient in the range of pile sinking ground,
Should calculate one by one from top to bottom, set up and complete over-determined systems and solved.According to above-mentioned analysis process, the present invention is a kind of pre-
The realizing flow process and finally can be attributed to flow chart in Fig. 5 of stake Sinking Pile Resistance of Static Press Pile computational methods processed.All vertical when completing
After layering regulation coefficient calculates, 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 actual depth of penetration side frictional resistance；β (i) is i-th
It is superimposed micro- fragment position corresponding shaft resistance regulation coefficient；fsI () is i-th superposition micro- fragment position corresponding soil layer frictional resistance ginseng
Number (pa)；liIntegrate micro- segment length for i-th shaft resistance；α (n) is the prefabricated pile stake end place soil layer stake of different depths of penetration
End resistance regulation coefficient；qcN () is prefabricated pile stake end place soil layer end resistance (pa) of different depths of penetration；
Example calculation
Above items content is involved main process in embodiment of the present invention, for ease of industry technical staff
Understanding and application, by with reference to the process of Double lumen intubation data, soil layer frictional resistance and end 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 sets up solution procedure
Carry out example calculation, after obtaining each vertical layered end resistance and pile side friction regulation coefficient in soil layer, obtain final
Pile driving pressure calculation expression and pile driving pressure calculated curve.It is emphasized that the frictional resistance of different soil and end resistance parameter determination
Results change is larger, when having ripe application experience, can be selected for single bridge probe data, number of standard penetration test evidence or region empirical parameter
Directly carry out soil layer assignment, the present embodiment is based primarily upon Double lumen intubation data and carries out soil layer frictional resistance and end resistance parameter assignment.
In the computational methods of the present invention, if no special instructions, all physical quantitys of appearance are all using standard unit's system.
(1) initial parameter
1. soil parameters:
According to pile sinking ground Double lumen intubation test result, respectively obtain Fig. 6 (a) Double lumen intubation soil layer frictional resistance
Curve and Fig. 6 (b) Double lumen intubation soil layer end resistance force curve.At the weighting in each soil thickness in the range of pile sinking ground
Reason, obtains pile sinking ground each soil layer frictional resistance parameter and end resistance parameter further, and wherein, Fig. 7 (a) is that the soil layer after weighting is processed rubs
Resistance parameter curve, Fig. 7 (b) is the soil layer end resistance parameter curve after weighting is processed.
For contrasting the impact to pile driving pressure result of calculation for the different vertical layered numbers, vertically divided respectively in Actual measurement
Pile driving pressure under interlamellar spacing 4m and two kinds of situations of 8m calculates.
Soil layer number: i=7 layer；
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 layer, 3 layers；
2. prefabricated pile parameter:
Prefabricated pile is long: l=22.0m
Prefabricated pile sectional dimension: 0.40 × 0.40m；
Prefabricated pile girth: u=1.6m；
Prefabricated dowel section area: ap=0.16m2；
(2) foundation of over-determined systems and solution
1. the vertical layered spacing of 4m
Under vertical layered gap length δ l=4m situation, every 0.5m, one group of equilibrium equation is set up by pile driving pressure measured value,
Each vertical layered over-determined systems being made up of 8 systems of linear equations that all can get formula (5) form, by least square solution and
Average solution method obtain the 1st to the 6th vertical layered in end resistance regulation coefficient α (j) (1≤j≤6) and pile side friction tune
Integral coefficient β (j) (1≤j≤6) concrete numerical 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 }
Knot is calculated according to the regulation coefficient least square solution under vertical layered gap length δ l=4m situation and average solution
Really, pile side friction regulation coefficient β (1) and β (6) all exceedes [0,1] scope, therefore, should adopt end resistance and shaft resistance
The meansigma methodss of power regulation coefficient answer the penetrating resistance expression that substitution formula (4) obtains in pile sinking ground prefabricated pile Static Piling Process
Formula.Accordingly, Fig. 8 (a) is the simulation result of calculation of prefabricated pile Sinking Pile Resistance of Static Press Pile during vertical layered spacing 4m, vertically
Average solution penetrating resistance calculated curve 9 during layering spacing 4m is sufficiently close to pile driving pressure measured curve 8, illustrates that the present invention proposes
A kind of prefabricated pile Sinking Pile Resistance of Static Press Pile computational methods application on be feasible.
2. the vertical layered spacing of 8m
Under vertical layered gap length δ l=8m situation, every 0.5m, one group of equilibrium equation is set up by pile driving pressure measured value,
Each vertical layered over-determined systems being made up of 16 systems of linear equations that all can get formula (5) form, by least square solution
With average solution method obtain the 1st to the 3rd vertical layered in end resistance regulation coefficient α (j) (1≤j≤3) and pile side friction
Regulation coefficient β (j) (1≤j≤3) concrete numerical 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 }
Knot is calculated according to the regulation coefficient least square solution under vertical layered gap length δ l=8m situation and average solution
Really, pile side friction regulation coefficient α (j) and β (j) are satisfied by [0,1] area requirement, can be respectively adopted end resistance and rub in stake side
Peaceful average answer substitution formula (4) of least square answer of resistance regulation coefficient obtains pile sinking ground prefabricated pile Static Piling Process
In penetrating resistance expression formula.Accordingly, Fig. 8 (b) is prefabricated pile Sinking Pile Resistance of Static Press Pile during vertical layered spacing 8m
Simulation result of calculation, the least square solution penetrating resistance calculated curve 10 during vertical layered spacing 8m and vertical layered spacing 8m
When average solution penetrating resistance calculated curve 11 be all 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 certain limit penetrating resistance is special
Levy, relatively weak to the calculating effect of local Characteristics of Mutation, but two methods result of calculation is all effective, i.e. the present invention
Computational methods are feasible in application.
Additionally, contrasting penetrating resistance result of calculation during vertical layered spacing respectively 4m and 8m, vertical layered spacing is
The prefabricated pile penetrating resistance result of calculation obtaining during 8m with pile driving pressure measured value more closely, therefore, when implementing the present invention, is closed
Need in a particular application according to pile sinking ground situation in vertical layered spacing value and prefabricated pile stake is long is adjusted flexibly.
Claims (6)
1. in a kind of prefabricated pile static press piling the computational methods of penetrating resistance it is characterised in that comprising the steps:
1) determine the vertical layered number of pile side friction, end resistance and the pile sinking ground of each soil layer:
A) determine soil layer number: according to formation parameter, determine the soil layer number i in the range of prefabricated pile maximum depth of penetration；
B) determine soil layer pile sinking parameter: from the beginning of foundation surface, with soil layer separating surface as boundary, using soil thickness weighted average
Method determines shaft resistance force value f of each soil layers(i) and end bearing force value qc(i), wherein, 1≤i≤i；
C) determine vertical layered number: vertical layered marginal position is determined by vertical layered spacing δ l, according to prefabricated pile
Big pile sinking depth and foundation soil scope determine vertical layered number j；
2) pile side friction of the calculating vertical layered above soil layer of target:
Using formula (1), determine total pile side friction of the vertical layered above each soil layer of target by Superposition Calculation Method；Target
Vertical layered for ground floor 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 is: newton；
U is prefabricated pile girth, and unit is: rice；
N is the vertical layered above each vertical layered numbering of target that numbering is j；
β (n) is n-th vertical layered pile side friction regulation coefficient；
fsN () is n-th vertical layered shaft resistance force parameter, unit is: handkerchief；
δ l is vertical layered spacing, and unit is: rice；
3) calculate the vertical layered pile side friction of target and end resistance and set up over-determined systems:
A) pile side friction during calculating target is vertical layered and end resistance:
According to the physical location in target is vertical layered in prefabricated pile pile driving process, using micro- section of integration stacking method, obtain
Pile side friction f during target is vertical layereds2(k)；According to end bearing force value q at stake end positioncJ (), obtains mesh by formula (2)
End resistance during mark is vertical layered:
qc(k)=α (j) qc(k)·ap(2)
In formula:
K is the pile body numbering of the vertical layered middle difference depth of penetration of target；
qc(k) be target vertical layered in the corresponding end resistance of k-th depth of penetration, unit is: newton；
α (j) end resistance regulation coefficient in vertical layered for target；
qcK () is the corresponding end resistance parameter of k-th depth of penetration in the vertical layered scope of target, unit is: handkerchief；
apFor stake end the maximum cross-section area；
B) over-determined systems are set up
According to the pile driving pressure measured curve during prefabricated pile static piling, obtain the vertical layered interior difference pile sinking depth position of target
Put 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 vertical layered interior k-th depth of penetration of target,
Vertical layered for target each interior pile driving pressure measured value q (k) is substituted into formula (3) successively it is established that adjusting with regard to end resistance
Integral coefficient α (j) and the linear over-determined systems of pile side friction regulation coefficient β (j)；
4) vertical layered interior regulation coefficient α (j) of target and β (j) are solved:
During the vertical layered linear over-determined systems of j-th target solve, concrete application method of least square and average solution method；When
When a young waiter in a wineshop or an inn takes advantage of solution to meet [0,1] area requirement, using least square solution as last solution；Otherwise, average solution is applied to substitute a young waiter in a wineshop or an inn
Multiplication is as last solution；
5) determine the expression formula of prefabricated pile penetrating resistance:
By above-mentioned steps 4) method, to all vertical layered calculate one by one from top to bottom, set up and complete over-determined systems and go forward side by side
Row solves, and after completing all vertical layered regulation coefficient α (j) and the calculating of β (j), determines prefabricated pile penetrating resistance expression formula
(4),
In formula:
N is the micro- section of total number of superposition corresponding to the actual depth of penetration of prefabricated pile；
β (i) is the pile side friction regulation coefficient at the micro- fragment position of i-th superposition；
fsI () is the soil layer shaft resistance force parameter at the micro- fragment position of i-th superposition, unit is: handkerchief；
liFor i-th micro- segment length of superposition；
α (n) is the end resistance regulation coefficient of the prefabricated pile stake end place soil layer of different depths of penetration；
qcN () is the end resistance parameter (pa) of the prefabricated pile stake end place soil layer of different depths of penetration.
2. computational methods 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 determination and the assignment of each soil layer pile sinking parameter.
3. computational methods according to claim 2 it is characterised in that: in step b), when using Double lumen intubation data
When, directly the side resistance of application Double lumen intubation test index and end resistance index carry out each soil layer shaft resistance force parameter fs(i)
With end resistance parameter qc(i) (1≤i≤i) assignment.
4. computational methods according to claim 2 it is characterised in that: in step b), during using single bridge probe data,
Specific penetration resistance p first single bridge probe being obtainedsIndex is weighted averagely according to soil layer scope, afterwards, by difference
Specific penetration resistance p of soil layersConversion relation between with pile sinking parameter carries out each soil layer shaft resistance force parameter f in the range of grounds
(i) and end resistance parameter qc(i) (1≤i≤i) assignment.
5. computational methods according to claim 2 it is characterised in that: during using region empirical parameter, according to soil layer scope
Carry out each soil layer shaft resistance force parameter fs(i) and end resistance parameter qc(i) (1≤i≤i) assignment.
6. computational methods according to claim 1 it is characterised in that: in step c), described vertical layered δ l scope be 2
～10m；Same vertical layered interior regulation coefficient is identical.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610784369.5A CN106372310B (en) | 2016-08-31 | 2016-08-31 | The calculation method of penetrating resistance in prefabricated pile static press piling |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610784369.5A CN106372310B (en) | 2016-08-31 | 2016-08-31 | The calculation method of penetrating resistance in prefabricated pile static press piling |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN106372310A true CN106372310A (en) | 2017-02-01 |
| CN106372310B CN106372310B (en) | 2019-05-10 |
Family
ID=57899420
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610784369.5A Active CN106372310B (en) | 2016-08-31 | 2016-08-31 | The calculation method of penetrating resistance in prefabricated pile static press piling |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN106372310B (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110130337A (en) * | 2019-04-18 | 2019-08-16 | 太原理工大学 | A kind of pile sinking process reducing penetrating resistance |
| CN110377935A (en) * | 2019-06-06 | 2019-10-25 | 上海交通大学 | Prediction technique of the pile peripheral earth excess pore water pressure along change in depth in pile driving process |
| CN113846707A (en) * | 2021-09-29 | 2021-12-28 | 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 |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101487749A (en) * | 2009-02-12 | 2009-07-22 | 上海地矿工程勘察有限公司 | Pile-sinking resistance measurement apparatus and method for static pressure pile |
| CN101638902A (en) * | 2009-08-20 | 2010-02-03 | 高飞 | Method for measuring pile shaft internal force and cross section displacement in vertical dead-load test of foundation pile |
| CN103266634A (en) * | 2013-01-09 | 2013-08-28 | 交通运输部公路科学研究所 | Determination method of bearing capacity of overlong bored pile |
| CN105735370A (en) * | 2016-03-02 | 2016-07-06 | 铁道第三勘察设计院集团有限公司 | Foundation settlement deformation prediction method based on Rayleigh waves |
| CN105735373A (en) * | 2016-03-11 | 2016-07-06 | 青岛理工大学 | Method for measuring ultimate bearing capacity of single precast pile |
-
2016
- 2016-08-31 CN CN201610784369.5A patent/CN106372310B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101487749A (en) * | 2009-02-12 | 2009-07-22 | 上海地矿工程勘察有限公司 | Pile-sinking resistance measurement apparatus and method for static pressure pile |
| CN101638902A (en) * | 2009-08-20 | 2010-02-03 | 高飞 | Method for measuring pile shaft internal force and cross section displacement in vertical dead-load test of foundation pile |
| CN103266634A (en) * | 2013-01-09 | 2013-08-28 | 交通运输部公路科学研究所 | Determination method of bearing capacity of overlong bored pile |
| CN105735370A (en) * | 2016-03-02 | 2016-07-06 | 铁道第三勘察设计院集团有限公司 | Foundation settlement deformation prediction method based on Rayleigh waves |
| CN105735373A (en) * | 2016-03-11 | 2016-07-06 | 青岛理工大学 | Method for measuring ultimate bearing capacity of single precast pile |
Non-Patent Citations (6)
| Title |
|---|
| 刘金皊: "上海地区静压沉桩可行性分析方法", 《上海建设科技》 * |
| 樊向阳: "静压桩施工沉桩阻力及沉桩挤土效应研究", 《中国博士学位论文全文数据库 工程科技Ⅱ辑》 * |
| 王士国: "天津软土地区原位测试数据估算压桩阻力的研究与应用", 《中国优秀硕士学位论文全文数据库 工程科技Ⅱ辑》 * |
| 邓学支: "静压桩压桩力与承载力关系研究", 《中国优秀硕士学位论文全文数据库 工程科技Ⅱ辑》 * |
| 郭帅杰 等: "基于荷载传递理论的刚性桩复合地基沉降计算", 《铁道工程学报》 * |
| 陈立: "桩侧摩阻力与桩端阻力协调作用机理数值研究", 《中国优秀硕士学位论文全文数据库 工程科技Ⅱ辑》 * |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110130337A (en) * | 2019-04-18 | 2019-08-16 | 太原理工大学 | A kind of pile sinking process reducing penetrating resistance |
| CN110130337B (en) * | 2019-04-18 | 2020-12-18 | 太原理工大学 | Pile sinking method capable of reducing pile sinking resistance |
| CN110377935A (en) * | 2019-06-06 | 2019-10-25 | 上海交通大学 | Prediction technique of the pile peripheral earth excess pore water pressure along change in depth in pile driving process |
| CN113846707A (en) * | 2021-09-29 | 2021-12-28 | 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 |
Also Published As
| Publication number | Publication date |
|---|---|
| CN106372310B (en) | 2019-05-10 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106198922B (en) | Method for determining rainfall capacity of critical start of rainfall type landslide and instability early warning time | |
| CN106372310B (en) | The calculation method of penetrating resistance in prefabricated pile static press piling | |
| CN105155502A (en) | Method for measuring collapse risk of karst cave type foundation | |
| CN107832568B (en) | Method for measuring dynamic horizontal resistance coefficient of deep foundation pit excavation soil layer | |
| CN101819407A (en) | Sewage pump station water level prediction method base on neural network | |
| CN103953023B (en) | A kind of measuring method of Vacuum-loading Pre-pressing Method settling amount | |
| CN111173507B (en) | High-water-cut oil field residual oil prediction method | |
| CN104314108B (en) | A kind of inverse analysis method determining pile foundation soil around pile intensive parameter | |
| CN107273579B (en) | Comprehensive evaluation method for safety of inner support building foundation pit | |
| CN115033973B (en) | Method for calculating side pressure of soil between piles and piles of double-row piles of foundation pit based on natural source surface waves | |
| CN116842762B (en) | Method for calculating internal force deformation of pile body of passive pile of layered foundation | |
| CN110929390A (en) | Numerical simulation detection method based on groundwater hydrogeology test | |
| CN113128106B (en) | Method for determining surface subsidence caused by shield construction of karst stratum | |
| CN116956446B (en) | Simplified calculation method for critical load of pile type bridge pier in deep soft soil area | |
| CN109577387A (en) | A kind of pile testing method and test pile structure | |
| CN103218750A (en) | Geology evaluation method for offshore sedimentary rock oil field | |
| CN103105467B (en) | Stress intensity factor-based method for estimating fatigue damage degree of subsurface of bearing roller path | |
| CN116882023A (en) | Method for predicting transverse settlement of upper earth covering layer in underground excavation construction of subway tunnel | |
| CN116317847A (en) | Construction method of mountain photovoltaic flexible support | |
| CN114839678A (en) | Complex soil layer shear wave velocity calculation method based on seismic wave static cone penetration test | |
| CN108446413A (en) | Method for optimally measuring pile diameter of grouting-formed club-footed pile | |
| CN105804042B (en) | Foundation settlement Method for Calculating Deformation based on rotation touch investigating measuring technology | |
| CN111898176B (en) | Method for calculating consolidation degree under layered foundation gradual loading condition | |
| CN107201755A (en) | A kind of concurrent air spring pole design method for considering pile-soil interaction | |
| Khashan et al. | Studying the effect of head difference on exit gradients and uplift pressures beneath hydraulic structures by gene expression programming |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| CB02 | Change of applicant information |
Address after: 300300 Tianjin free trade pilot area (Airport Economic Zone) two West Road 82 Li Gang building 201 Applicant after: China Railway Design Group Limited Address before: 300300 Tianjin Binhai New Area Airport Economic Zone two West 82, Li Gang building 201 Applicant before: China Railway Third Survey and Design Institute Group Ltd. |
|
| CB02 | Change of applicant information | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |