CN104947671B - Wharf pile pulling analytical method for self-elevating drilling platform - Google Patents
Wharf pile pulling analytical method for self-elevating drilling platform Download PDFInfo
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- CN104947671B CN104947671B CN201410114742.7A CN201410114742A CN104947671B CN 104947671 B CN104947671 B CN 104947671B CN 201410114742 A CN201410114742 A CN 201410114742A CN 104947671 B CN104947671 B CN 104947671B
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Abstract
The invention discloses a wharf pile pulling analytical method for a self-elevating drilling platform. The method comprises the following steps that 1 upper buoyancy force F of a spud leg of the self-elevating drilling platform is calculated when the draft of the spud leg on the platform is 1 m; 2 the pulling resistance R=P1+F1+F2 of a single pile is calculated, wherein the P1 is the weight of a pile shoe overlying soil layer, the F1 is the frictional resistance between the side face of the pile shoe and surrounding soil, and the F2 is the shear force needed by soil layer soil which is higher than the depth of a pitching pile; 3 platform excessive draft T2 needed during pile pulling is calculated. According to the wharf pile pulling analytical method for the self-elevating drilling platform, factors such as covering soil weight and the frictional force of the side wall of the pile shoe of the pile shoe are considered, the calculation of the pile pulling force is more accurate, and the safety of platform pile pulling is guaranteed.
Description
Technical field
Method is analyzed in the harbour pile pulling that the present invention be more particularly directed to a kind of self-elevating drilling platform.
Background technology
When the job demand that self-elevating drilling platform completes this well location transfers to the work of other well locations, platform
Need to drop to the water surface and be in floating state, and pack up spud leg (referred to as pile pulling), towboat be dragged to next
Well location works on.
Owing to shoe driving depth is relatively deep, and the buoyancy needed is the biggest, it is impossible to utilize external instrument or
The buoyancy that device measuring pile pulling needs；After entering mud due to shoe, stress is complicated, does not the most still have theory side
Method more accurately estimates the buoyancy required for pile pulling.
Existing pile pulling power is analyzed the most comparatively simple, is the most all to utilize upper hull buoyancy to carry out pile pulling, at meter
When calculating pile pulling power, only considered ballast water weight in shoe buoyancy F1, platform maximum buoyancy F2 and shoe
Amount F3, total pile pulling power utilizes formula F=F1+F2-F3, this method to be the most rough a kind of pile pulling power
Computational methods, do not study the earthing weight in shoe and shoe sidewall friction power, and simply recognize
For utilizing upper hull buoyancy enough to pull up spud leg, thus simple computation draws draft T, to flat
Platform pile pulling security consideration is inadequate.
Summary of the invention
The technical problem to be solved in the present invention is to overcome pile pulling power in prior art to analyze the simplest
Roughly, the security consideration to platform pile pulling is not enough, it is provided that the harbour pile pulling of a kind of self-elevating drilling platform
Analysis method.
The present invention is to solve above-mentioned technical problem by following technical proposals:
Method is analyzed in the harbour pile pulling of a kind of self-elevating drilling platform, and its feature is, it includes following step
Rapid:
S1: calculate the buoyancy F that the spud leg of self-elevating drilling platform produces when platform drinking water 1m, single
Position is t/m；
S2: calculating the withdrawal resistance R of single pile, unit is t, and computing formula is:
R=P1+F1+F2
Wherein, P1 is the weight of the shoe overlying soil body, and unit is t, and computing formula is:
P1=0.25π(ΣrΗ)D2×80%
The more than r plug-in depth of pile buoyant unit weight of each layer soil body, unit is kN/m3；
The more than H plug-in depth of pile thickness of each layer soil body, unit is m；
D shoe maximum cross-section equivalent diameter, unit is m；
F1 is the frictional resistance between shoe side and surrounding soil, and unit is t；
F2 is the shearing force required for more than plug-in depth of pile each soil layer damage of soil body, and unit is t；
S3: required platform excess draught T when calculating pile pulling2, unit is m, and computing formula is:
T2=R/f
F is the buoyancy of single spud leg, and unit is t/m, and computing formula is:
f=F/n
The quantity of n spud leg.
It is preferred that in step sl, deadweight and platform according to self-elevating drilling platform are in floating shape
The drinking water T that state is corresponding1, when calculating the drinking water that platform often increases by 1 meter, the buoyancy that all spud legs produce is total
And F, unit is t/m, and computing formula is:
F=A/T1
A self-elevating drilling platform is conducted oneself with dignity.
It is preferred that according to platform excess draught T required during pile pulling2It is in floating state corresponding with platform
Drinking water T1, when calculating pile pulling, required platform always absorbs water T, and computing formula is:
T=T1+T2。
It is preferred that F1 is the frictional resistance between shoe side and surrounding soil, computing formula is:
F1=πDLC
L shoe profile height, unit is m；
The cohesiveness of the soil body in C shoe profile height, unit is kPa.
It is preferred that F2 is the shearing force required for more than plug-in depth of pile each soil layer damage of soil body, unit is t,
Computing formula is:
F2=π D (∑ HC) × 80%
More than H plug-in depth of pile each soil thickness, unit is m；
More than C plug-in depth of pile each soil layer cohesiveness, unit is kPa.Meeting common sense in the field
On the basis of, above-mentioned each optimum condition, can combination in any, obtain the preferred embodiments of the invention.
The most progressive effect of the present invention is: the harbour pile pulling of the self-elevating drilling platform of the present invention is analyzed
Method considers the factors such as the earthing weight in shoe and shoe sidewall friction power so that the calculating of pile pulling power is more
Add accurately, it is ensured that the safety of platform pile pulling.
Accompanying drawing explanation
Fig. 1 is the schematic flow sheet of the harbour pile pulling analysis method of the self-elevating drilling platform of the present invention.
Detailed description of the invention
Further illustrate the present invention below by the mode of embodiment, but the most therefore limit the present invention to
Among described scope of embodiments.
The buoyancy that the pile pulling of self-elevating drilling platform is dependent on the excess draught of platform own and produces pulls up
, when the buoyancy that platform produces is more than total withdrawal resistance, platform can pull up, otherwise, then platform pulls out
Do not get up.
1) platform pile pulling ability parameter calculates
Self-elevating drilling platform deadweight is A ton, calculates now platform and is in the drinking water that floating state is corresponding
T1, when platform often increases the drinking water of 1 meter, the buoyancy summation of n spud leg generation is F, i.e.
F=A/T1
The buoyancy that every pile lower limb produces is:
f=F/n ①
2) calculating of withdrawal resistance
The computational methods of pile pulling power are to insert after seabed according to jack-up unit spud leg, it is contemplated that during pile pulling
Practical situation, the size of pile pulling power is by earthing weight, shoe side frictional force and the shadow of soil property
Ring, according to the specific condition incorporation engineering experience of jack-up unit pile pulling, introduce " pile pulling coefficient ", i.e.
Coefficient 80% in formula.
Owing to jack-up unit spud leg is truss structure, frictional force in side-pile is less, is negligible, institute
Only considered the frictional resistance between shoe side and surrounding soil in the calculation.Additionally, bottom platform pile shoe
With adhesion strength and the absorption affinity of understratum, because sole portion has high pressure spray water hole, therefore at total withdrawal resistance
Calculating is not given consideration.
During platform pile pulling, total withdrawal resistance R of single pile is mainly made up of following several respects power.
A) weight of the shoe overlying soil body
P1=0.25π(ΣrΗ)D2×80% ②
Wherein,
The more than r plug-in depth of pile buoyant unit weight of each layer soil body, unit is kN/m3
The more than H plug-in depth of pile thickness of each layer soil body, unit is m
D shoe maximum cross-section equivalent diameter, unit is m
80% is " pile pulling coefficient ", is the specific condition incorporation engineering warp considering jack-up unit pile pulling
Test the coefficient drawn.
B) frictional resistance between shoe side and surrounding soil
F1=πDLC ③
Wherein,
L shoe profile height, unit is m
The cohesiveness of the soil body in C shoe profile height, unit is kPa
C) more than plug-in depth of pile shearing force required for each soil layer damage of soil body
F2=π D (∑ HC) × 80% is 4.
Wherein,
More than H plug-in depth of pile each soil thickness, unit is m
More than C plug-in depth of pile each soil layer cohesiveness, unit is kPa
So rise stake position pitching pile when self-elevating drilling platform at certain, 2., 3., 4. formula is updated to public affairs
Formula 5. in, obtaining total withdrawal resistance R is:
R=P1+F1+F2 ⑤
3) required platform excess draught T during pile pulling2Calculating
1. and 5. formula is updated to formula 6. in, obtain platform excess draught T required during pile pulling2For:
T2=R/F ⑥
4) during pile pulling, required platform always absorbs water the calculating of T
By T1With formula be 6. updated to formula 7. in, when obtaining pile pulling, required platform always absorbs water T and is:
T=T1+T2 ⑦
Therefore, can be obtained by above-mentioned calculating, when platform always absorbs water for T, spud leg can be pulled up.
Embodiment
Waigaoqiao of Shaihai is built JU2000E type jack-up unit and is intended carrying out in waters, Harbor, Shanghai plugging stake
Experiment, according to the strata condition rising stake position reconnoitred, when spud can maximum cross-section embedded depth is 9.4m
(pile top driving depth is 10.6m), the total withdrawal resistance of its single pile is calculated as follows:
A) weight of the spud can overlying soil body is:
P1=0.25π(ΣrΗ)D2×80%=14398kN=1469t
B) frictional resistance between spud can side and surrounding soil
F1=πDLC=724kN=74t
C) more than plug-in depth of pile shearing force required for each soil layer damage of soil body
F2=πD(ΣHC)×80%=5680kN=580t
So when jack-up unit is at this liter stake position pitching pile, and pile top driving depth is when 10.5m, and it is total
Withdrawal resistance R is:
R=P1+F1+F2=1469+74+580=2123t。
JU2000E self-elevating drilling platform clean ship deadweight 18000t, light draft T1=5.25m, works as platform
During excess draught 1m, can produce buoyancy F is 3400t/m, and owing to there being three pile lower limbs, i.e. single pile pulls out
Stake power f is 1133t/m.
By the above-mentioned single pile calculated total withdrawal resistance numerical value and platform excess draught T2During=R/f=1.87m,
The single pile pile pulling power provided is close, and therefore, platform, when this pitching pile position pile pulling, need to always absorb water
T=T1+T2Platform leg could be pulled up by=7.12m.
Although the foregoing describing the detailed description of the invention of the present invention, but those skilled in the art should managing
Solving, this is merely illustrative of, and protection scope of the present invention is defined by the appended claims.Ability
The technical staff in territory, can be to these embodiments on the premise of without departing substantially from the principle of the present invention and essence
Make various changes or modifications, but these changes and amendment each fall within protection scope of the present invention.
Claims (4)
1. a self-elevating drilling platform harbour pile pulling analyze method, it is characterised in that it include with
Lower step:
S1: calculate the buoyancy F that the spud leg of self-elevating drilling platform produces when platform drinking water 1m, single
Position is t/m；
S2: calculating the withdrawal resistance R of single pile, unit is t, and computing formula is:
R=P1+F1+F2
Wherein, P1 is the weight of the shoe overlying soil body, and unit is t, and computing formula is:
P1=0.25 π (Σ r Η) D2× 80%
The more than r plug-in depth of pile buoyant unit weight of each layer soil body, unit is kN/m3；
The more than H plug-in depth of pile thickness of each layer soil body, unit is m；
D shoe maximum cross-section equivalent diameter, unit is m；
F1 is the frictional resistance between shoe side and surrounding soil, and unit is t；
F2 is the shearing force required for more than plug-in depth of pile each soil layer damage of soil body, and unit is t；
S3: required platform excess draught T when calculating pile pulling2, unit is m, and computing formula is:
T2=R/f
F is the buoyancy of single spud leg, and unit is t/m, and computing formula is:
F=F/n
The quantity of n spud leg；
In step sl, it is in floating state according to the deadweight of self-elevating drilling platform with platform corresponding
Drinking water T1, when calculating the drinking water that platform often increases by 1 meter, buoyancy summation F that all spud legs produce, single
Position is t/m, and computing formula is:
F=A/T1
A self-elevating drilling platform is conducted oneself with dignity.
2. method, its feature are analyzed in the harbour pile pulling of self-elevating drilling platform as claimed in claim 1
It is, according to platform excess draught T required during pile pulling2The drinking water T that floating state is corresponding it is in platform1,
When calculating pile pulling, required platform always absorbs water T, and computing formula is:
T=T1+T2。
3. method, its feature are analyzed in the harbour pile pulling of self-elevating drilling platform as claimed in claim 1
Being, F1 is the frictional resistance between shoe side and surrounding soil, and computing formula is:
F1=π DLC
L shoe profile height, unit is m；
The cohesiveness of the soil body in C shoe profile height, unit is kPa.
4. method, its feature are analyzed in the harbour pile pulling of self-elevating drilling platform as claimed in claim 1
Being, F2 is the shearing force required for more than plug-in depth of pile each soil layer damage of soil body, and unit is t, calculates
Formula is:
F2=π D (∑ HC) × 80%
More than H plug-in depth of pile each soil thickness, unit is m；
More than C plug-in depth of pile each soil layer cohesiveness, unit is kPa.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201410114742.7A CN104947671B (en) | 2014-03-25 | 2014-03-25 | Wharf pile pulling analytical method for self-elevating drilling platform |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201410114742.7A CN104947671B (en) | 2014-03-25 | 2014-03-25 | Wharf pile pulling analytical method for self-elevating drilling platform |
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Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105804077B (en) * | 2016-03-28 | 2018-06-12 | 武汉船用机械有限责任公司 | A kind of pile extracting method of jack-up unit |
| CN109881670B (en) * | 2019-03-26 | 2024-02-02 | 中国石油大学(北京) | Submarine self-disposable recyclable pile shoe of jack-up drilling platform and drilling platform |
| CN110004902B (en) * | 2019-03-26 | 2024-02-02 | 中国石油大学(北京) | Skirt-type self-disposable puncture-resistant jack-up drilling platform pile shoe and drilling platform |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS6311715A (en) * | 1986-06-30 | 1988-01-19 | Kajima Corp | Construction of earth anchor-concrete pile |
| JP2002088907A (en) * | 2000-09-21 | 2002-03-27 | Takenaka Komuten Co Ltd | High-rise wall building |
| CN201915356U (en) * | 2010-09-09 | 2011-08-03 | 中交第三航务工程勘察设计院有限公司 | New pile wharf structure |
| CN103628497A (en) * | 2013-12-03 | 2014-03-12 | 国家电网公司 | Foundation engineering design method based on bearing capacity and deformation uniformity |
-
2014
- 2014-03-25 CN CN201410114742.7A patent/CN104947671B/en not_active Expired - Fee Related
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS6311715A (en) * | 1986-06-30 | 1988-01-19 | Kajima Corp | Construction of earth anchor-concrete pile |
| JP2002088907A (en) * | 2000-09-21 | 2002-03-27 | Takenaka Komuten Co Ltd | High-rise wall building |
| CN201915356U (en) * | 2010-09-09 | 2011-08-03 | 中交第三航务工程勘察设计院有限公司 | New pile wharf structure |
| CN103628497A (en) * | 2013-12-03 | 2014-03-12 | 国家电网公司 | Foundation engineering design method based on bearing capacity and deformation uniformity |
Non-Patent Citations (2)
| Title |
|---|
| 地下结构水浮力的受力机理与计算方法研究;田微;《建筑技术》;20130615;第44卷(第6期);第500-502页 * |
| 深开挖条件下抗拔桩分析与设计方法;王卫东等;《建筑结构学报》;20100505;第31卷(第5期);第202-208页 * |
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Granted publication date: 20170111 Termination date: 20170325 |