CN114218653A - Method for calculating bearing capacity of suction pile foundation of offshore construction platform - Google Patents

Method for calculating bearing capacity of suction pile foundation of offshore construction platform Download PDF

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CN114218653A
CN114218653A CN202111585755.9A CN202111585755A CN114218653A CN 114218653 A CN114218653 A CN 114218653A CN 202111585755 A CN202111585755 A CN 202111585755A CN 114218653 A CN114218653 A CN 114218653A
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叶绍其
刘华全
王宝强
潘胜平
赵勇
何万虎
郭华
彭志南
周松
刘剑
李元松
候瑛
李昭宪
张鑫
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5th Engineering Co Ltd of MBEC
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Abstract

The invention discloses a method for calculating bearing capacity of a suction pile foundation of an offshore construction platform. The invention controls the sinking penetration construction process of the suction bucket by accurately estimating the penetration resistance in the negative pressure sinking penetration process and controlling the negative pressure. The successful design and application of the suction pile foundation opens up a prospect for the application and development of a mooring system of an offshore structure, a suction anchor, a slip-resistant pile of a traction type mat sinking platform, a breakwater, a platform foundation and an offshore wind power foundation in future.

Description

Method for calculating bearing capacity of suction pile foundation of offshore construction platform
Technical Field
The invention relates to the technical field of offshore wind power engineering construction, in particular to a method for calculating bearing capacity of a suction pile foundation of an offshore construction platform.
Background
With the rapid development of economy and society in China, the scale development of offshore wind power construction is continuously increased, the wind power foundation construction is greatly influenced by severe marine environment, and the construction operation time is short.
With the development of wind generating set technology, the capacity of a single machine is gradually increased, the reliability of the generating set is further improved, and large-scale offshore wind power gradually appears. The large-scale wind turbine generator system adopts four-pile non-rock-socketed jacket foundation, three-pile rock-socketed jacket foundation, suction pile foundation and other forms. The unit foundation is constructed by adopting a three-pile or four-pile guide frame suction bucket construction platform.
The suction pile foundation is a novel ocean platform foundation type, is suitable for complex sea area environments with shallow seabed covering layers, deep water areas, large surge and frequent typhoons, and has the advantages of environmental friendliness, quick installation and construction, reusability, convenient dismantling and the like. The suction pile foundation is well applied to offshore wind power projects in Guangdong and Fujian provinces.
At present, a standard instruction file is not provided for designing the bearing capacity of a suction pile foundation, and the engineering practice mainly depends on the cognition and the engineering experience of a designer, so that the problems of blindness, subjectivity and the like are solved.
Disclosure of Invention
The invention aims to provide a method for calculating the bearing capacity of a suction pile foundation of an offshore construction platform.
The object of the invention is the following:
a method for calculating bearing capacity of a suction pile foundation of an offshore construction platform is mainly designed to be capable of safely penetrating to a specified depth and meeting the requirements of bearing capacity and stability, and specifically comprises the following steps:
(1) acquiring the bottom layer distribution, the rock-soil physical mechanical property and the calculation parameters of a foundation construction area; determining a vertical load, a horizontal load, a bending moment and a load combination at the top of the suction bucket; mastering pile position environment information such as water surface elevation and mud surface elevation;
(2) determining the size of the barrel body: when the size of the barrel body is determined, the diameter, the soil penetration depth, the wall thickness, the pile tip form, the spacing, the number, the geometric characteristics, the position, the mud surface constraint, the material strength and the installation method of the barrel are considered;
(3) calculating the penetration resistance: the design penetration depth of the barrel body can ensure that the foundation has enough capacity to bear the maximum calculation bearing capacity;
(4) and (3) calculating the bearing capacity: the checking calculation of the bearing capacity of the suction pile foundation comprises the resistance of a bucket-soil system to the load transmission of an upper structure;
(5) and (4) checking and calculating the stability: and (3) checking the strength and stability of the suction bucket in the process of sinking through the suction pile foundation and in the in-place working state.
In step 3, the penetration resistance calculation: the method is an important content of the design of a suction pile foundation of an offshore operation platform and a key technical link of construction process control, and comprises a static balance method and a Based-CPTU method;
1. static force balance method:
the suction bucket inner and outer sidewall friction coefficients are assumed to be the same and the soil plug effect is not considered. The penetration resistance for a given penetration depth Hn is calculated according to equation (1):
Figure BDA0003420349090000021
in the formula: n is the total number of layers calculated in a layering way; qtotThe total penetration resistance is; qsideIs frictional resistance along the side wall of the barrel; qtipBarrel end resistance; d0Is the diameter of the suction bucket; delta hiThe thickness of the ith layer of soil; kiThe coefficient is the horizontal lateral pressure lower coefficient of the ith layer of soil; gamma' is the effective gravity of the soil body; a. thetipIs the barrel end annular area; h isnThe thickness of the nth layer of soil; suiThe shear strength of the i-th layered soil body without drainage; n is a radical ofciFor the bearing capacity coefficient, the value is related to the calculation purpose, when calculating the bearing capacity, NciTaking 7.5; when used for calculating soil reverse damage NciTaking 9.0; n is a radical ofqiFor the bearing coefficient, clay is generally 1.0; suitipThe average value of the shear strength of the non-drained water at the end part of the barrel;
2. Based-CPTU method:
considering the difficulty of acquiring physical parameters in a static equilibrium method, the basic-CPTU applies frictional resistance, end resistance and cone tip penetration resistance qcEstablishing a relation:
Figure BDA0003420349090000022
in the formula: k is a radical off、kpAre respectively q andcthe associated empirical coefficients of side and end friction; q. q.sc(z) is the average penetration resistance ratio in the influence range of the pile foundation, and is a function of z.
In step 4, the bearing capacity calculation: calculating the bearing capacity of the suction barrel of the offshore operation platform, wherein the calculation comprises the calculation of vertical bearing capacity and horizontal bearing capacity;
1. calculating the vertical bearing capacity:
the vertical bearing capacity test formula of the offshore operation platform is as follows:
Figure BDA0003420349090000023
in the formula: qu(t＝tr)The ultimate bearing capacity of the suction bucket at the moment t, kN; generally, the vertical bearing capacity of the suction bucket is improved along with the time extension, and the bearing capacity is the minimum value at the moment of the termination of the penetration; qkTransmitting a standard load value for the upper structure, wherein the standard load value comprises the self weight of the suction bucket and kN; k is a safety factor.
For condition a, the soil plug effect coefficient is 1: qu(t＝tr)＝Qout+QpWherein Q isoutIs the frictional resistance of the outside of the barrel wall, QpThe bearing capacity of the soil body at the end part of the bucket;
for condition B, the soil plug effect coefficient is taken to be 0: qu(t＝tr)＝Qout+Qin+QtipWherein Q isoutIs the outside friction of the barrel wall, QinFor bearing capacity of the end of the barrel wall, QtipIs the area of the barrel end ring.
2. Calculating the horizontal bearing capacity:
calculating the horizontal bearing capacity of the offshore operation platform, wherein the current engineering design mainly uses a p-y curve method recommended by API RP 2GEO and DNVGL-RP-C212;
(1)Cuclay with the allowable resistance of the level in the clay is less than or equal to 96kPa, and the allowable resistance of the level in the clay is calculated according to the formula (4):
Figure BDA0003420349090000031
in the formula, n is the number of calculation layers; h isiIs the ith stratification height, m; d is the calculated diameter of the suction bucket, m; k is a safety factor, and the suggested value is 1.5; p is a radical ofuThe limiting resistance of the i-th layer soil in unit area, kPa, the value of which is determined according to the calculation of formula (5):
Figure BDA0003420349090000032
wherein: c. CuThe shear strength standard value (kPa) of undischarged clay without water drainage; gamma' is soil efficientVolume weight (MN/m)3) (ii) a J is a dimensionless constant, generally takes a value between 0.25 and 0.5, and takes a smaller value when the soil body is harder; z is the depth below the mud surface in m;
(2) the sand, the horizontal allowable resistance in the sand is calculated according to the formula (6):
Figure BDA0003420349090000033
in the formula, puiThe limiting resistance of the i-th layer soil unit height, kN/m, is calculated according to the formula (7):
Figure BDA0003420349090000034
in the formula: c. C1、c2、c3Is a coefficient which changes along with the internal friction angle phi' of the soil body;
in step 5, the barrel strength and stability are calculated: the suction barrel of the offshore operation platform is generally a steel thin-wall cylinder, and the strength and stability need to be checked in the penetration process;
1. calculating the strength of the barrel body:
(1) calculating the stress of the calibration section of the barrel under the action of the unidirectional force;
(2) calculating Mises stress of the section by checking under the action of combined load, and calculating a material utilization coefficient U.C according to the formula (8):
Figure BDA0003420349090000035
σp＝ησy
in the formula, σmIs Mises stress; sigmapAllowable stress; sigmayIs the material yield stress; eta safety factor, generally 0.8;
2. and (3) local stability calculation:
local buckling check was performed as in equation (9):
fa+fb≤Fa，fθ≤Fθ (9)
in the formula (f)a、fb、fθStress under the action of unidirectional load; faAnd FθCalculating allowable stress under a buckling condition;
3. calculating the column stability:
the allowable stress of the columnar buckling is calculated according to the following formulas (10) and (11):
for fa/Fa≤0.15：
Figure BDA0003420349090000041
For fa/Fa＞0.15：
Figure BDA0003420349090000042
Wherein: cmFor an equivalent bending moment effect influence coefficient, the value is 0.85 when the end part is restrained and 1.0 when the end part is not restrained; fe' is a basic value of elastic buckling allowable stress.
The invention discloses a bearing capacity calculation method of a suction bucket foundation of an offshore operation platform systematically by referring to investigation, design specifications and engineering application results in related fields and combining the installation and recovery data analysis of the suction bucket foundation of a guide frame of a Guangdong coastal wind power plant on the basis of summarizing and summarizing domestic and foreign research documents.
Compared with the prior art, the invention has the advantages that:
the invention controls the sinking penetration construction process of the suction bucket by accurately estimating the penetration resistance in the negative pressure sinking penetration process and controlling the negative pressure. The successful design and application of the suction bucket foundation opens up a prospect for the application and development of a mooring system of an offshore structure, a suction anchor, a slip-resistant pile of a traction type mat sinking platform, a breakwater, a platform foundation and an offshore wind power foundation in future.
Detailed Description
The present invention will be described in detail with reference to the following embodiments.
A method for calculating bearing capacity of a suction pile foundation of an offshore construction platform is mainly designed to be capable of safely penetrating to a specified depth and meeting the requirements of bearing capacity and stability, and specifically comprises the following steps:
(1) acquiring the bottom layer distribution, the rock-soil physical mechanical property and the calculation parameters of a foundation construction area; determining a vertical load, a horizontal load, a bending moment and a load combination at the top of the suction bucket; mastering pile position environment information such as water surface elevation and mud surface elevation;
(2) determining the size of the barrel body: when the size of the barrel body is determined, the diameter, the soil penetration depth, the wall thickness, the pile tip form, the spacing, the number, the geometric characteristics, the position, the mud surface constraint, the material strength and the installation method of the barrel are considered;
(3) calculating the penetration resistance: the injection resistance calculation is an important content of the basic design of the suction bucket of the offshore operation platform and is also a key technical link for controlling the construction process; wherein:
1.1 static equilibrium method
The suction bucket inner and outer sidewall friction coefficients are assumed to be the same and the soil plug effect is not considered. The suction bucket foundation penetration resistance is related to the shear strength of the soil, and increases with the increase of the shear strength of the soil. Pile side soil at different classes, properties, conditions, and depths will have different pile side form resistances.
Viscosity coefficient alpha of soil body is considered in suction bucket installation processiGenerally defined as: the ratio of the shear strength of the remolded soil to the shear strength of the undisturbed soil is the reciprocal of the sensitivity of the soil body, the maximum value is not more than the limit value of 1.0, and when no actual measurement data exists, the ratio can be calculated and determined according to the formula (12):
Figure BDA0003420349090000043
wherein: psi ═ su/p'0，p’0Calculating the effective vertical stress of the point; k is the lateral pressure coefficient, and the measured value is generally adopted; if no measured data exists, K is 0 for the clay; for non-cohesive soil, K is 0.8 or calculated as K (1-sin phi), where phi is the soil layer internal friction angle; delta is the angle of friction (DEG) between the bucket and the soil body, and when no measured value exists, delta can be obtained according to the following tableThe value:
TABLE 1 design parameters for cohesive soil free API Standard
Figure BDA0003420349090000051
1.2, Based-CPTU method
Considering the difficulty of acquiring physical parameters in the static equilibrium method, the basic-CPTU method is used for solving the problems of friction resistance, end resistance and cone tip penetration resistance qcEstablishing a relationship, qc(z) is the average penetration resistance ratio within the barrel end influence range, as a function of z, MPa; k is a radical off(z)，kp(z) is each independently of qcThe associated empirical coefficients of side and end friction; for cohesive soil kpThe value range is 0.4-0.6, kfThe value range is 0.03-0.05; for non-cohesive soil kpThe value range is 0.3-0.6, kfThe value range is 0.001-0.003;
(4) and (3) calculating the bearing capacity: the checking calculation of the bearing capacity of the suction pile foundation comprises the resistance of a bucket-soil system to the load transmission of an upper structure; wherein:
k is the allowable safety coefficient of the bearing capacity when the suction barrel is penetrated, and when the top of the suction barrel is penetrated to the mud surface and the soil plug effect is considered, 1.5 is taken; when the soil plug effect is not considered, 1.25 percent is taken;
(5) and (4) checking and calculating the stability: checking the strength and stability of the suction bucket in the process of sinking through the suction pile foundation and in the in-place working state; wherein:
1. and under the action of the unidirectional load, the barrel body strength is checked according to the API specification, and when the material utilization coefficient U.C value is less than 1, the structure is safe, otherwise, the requirement is not met.
2. Calculating stress f under the action of unidirectional loada、fb、fθTo ensure fa、fb、fθAre all less than the allowable stress F under the condition of local bucklingaAnd Fθ。

Claims (4)

1. A method for calculating bearing capacity of a suction pile foundation of an offshore construction platform is characterized by comprising the following steps: the main objective of the design of the suction pile foundation is to safely sink to a specified depth and meet the requirements of bearing capacity and stability, and the design method specifically comprises the following steps:
(1) acquiring the bottom layer distribution, the rock-soil physical mechanical property and the calculation parameters of a foundation construction area; determining a vertical load, a horizontal load, a bending moment and a load combination at the top of the suction bucket; mastering pile position environment information such as water surface elevation and mud surface elevation;
(2) determining the size of the barrel body: when the size of the barrel body is determined, the diameter, the soil penetration depth, the wall thickness, the pile tip form, the spacing, the number, the geometric characteristics, the position, the mud surface constraint, the material strength and the installation method of the barrel are considered;
(3) calculating the penetration resistance: the design penetration depth of the barrel body can ensure that the foundation has enough capacity to bear the maximum calculation bearing capacity;
(4) and (3) calculating the bearing capacity: the checking calculation of the bearing capacity of the suction pile foundation comprises the resistance of a bucket-soil system to the load transmission of an upper structure;
(5) and (4) checking and calculating the stability: and (3) checking the strength and stability of the suction bucket in the process of sinking through the suction pile foundation and in the in-place working state.
2. The method of calculating the bearing capacity of a suction pile foundation of an offshore construction platform of claim 1, wherein: in step 3, the penetration resistance calculation: the method is an important content of the design of a suction pile foundation of an offshore operation platform and a key technical link of construction process control, and comprises a static balance method and a Based-CPTU method;
A. static force balance method:
the suction bucket inner and outer sidewall friction coefficients are assumed to be the same and the soil plug effect is not considered. The penetration resistance for a given penetration depth Hn is calculated according to equation (1):
Figure FDA0003420349080000011
in the formula: n is the total number of layers calculated in a layering way; qtotThe total penetration resistance is; qsideIs frictional resistance along the side wall of the barrel; qtipBarrel end resistance; d0Is the diameter of the suction bucket; delta hiThe thickness of the ith layer of soil; kiThe coefficient is the horizontal lateral pressure lower coefficient of the ith layer of soil; gamma' is the effective gravity of the soil body; a. thetipIs the barrel end annular area; h isnThe thickness of the nth layer of soil; suiThe shear strength of the i-th layered soil body without drainage; n is a radical ofciFor the bearing capacity coefficient, the value is related to the calculation purpose, when calculating the bearing capacity, NciTaking 7.5; when used for calculating soil reverse damage NciTaking 9.0; n is a radical ofqiFor the bearing coefficient, clay is generally 1.0; suitipThe average value of the shear strength of the non-drained water at the end part of the barrel;
B. Based-CPTU method:
considering the difficulty of acquiring physical parameters in a static equilibrium method, the basic-CPTU applies frictional resistance, end resistance and cone tip penetration resistance qcEstablishing a relation:
Figure FDA0003420349080000012
in the formula: k is a radical off、kpAre respectively q andcthe associated empirical coefficients of side and end friction; q. q.sc(z) is the average penetration resistance ratio in the influence range of the pile foundation, and is a function of z.
3. The method of calculating the bearing capacity of a suction pile foundation of an offshore construction platform of claim 1, wherein: in step 4, the bearing capacity calculation: calculating the bearing capacity of the suction barrel of the offshore operation platform, wherein the calculation comprises the calculation of vertical bearing capacity and horizontal bearing capacity;
A. calculating the vertical bearing capacity:
the vertical bearing capacity test formula of the offshore operation platform is as follows:
Figure FDA0003420349080000022
in the formula: qu(t＝tr)The ultimate bearing capacity of the suction bucket at the moment t, kN; aUnder the normal condition, the vertical bearing capacity of the suction bucket is improved along with the time extension, and the bearing capacity is the minimum value at the moment of the termination of the penetration; qkTransmitting a standard load value for the upper structure, wherein the standard load value comprises the self weight of the suction bucket and kN;
for condition a, the soil plug effect coefficient is 1: qu(t＝tr)＝Qout+QpWherein Q isoutIs the frictional resistance of the outside of the barrel wall, QpThe bearing capacity of the soil body at the end part of the bucket;
for condition B, the soil plug effect coefficient is taken to be 0: qu(t＝tr)＝Qout+Qin+QtipWherein Q isoutIs the outside friction of the barrel wall, QinFor bearing capacity of the end of the barrel wall, QtipIs the area of the barrel end ring.
B. Calculating the horizontal bearing capacity:
calculating the horizontal bearing capacity of the offshore operation platform, wherein the current engineering design mainly uses a p-y curve method recommended by API RP 2GEO and DNVGL-RP-C212;
(1)Cuclay with the allowable resistance of the level in the clay is less than or equal to 96kPa, and the allowable resistance of the level in the clay is calculated according to the formula (4):
Figure FDA0003420349080000023
in the formula, n is the number of calculation layers; h isiIs the ith stratification height, m; d is the calculated diameter of the suction bucket, m; k is a safety factor, and the suggested value is 1.5; p is a radical ofuThe limiting resistance of the i-th layer soil in unit area, kPa, the value of which is determined according to the calculation of formula (5):
Figure FDA0003420349080000024
wherein: c. CuThe shear strength standard value (kPa) of undischarged clay without water drainage; gamma' is effective volume weight of soil (MN/m)3) (ii) a J is a dimensionless constant, generally takes a value between 0.25 and 0.5, and takes a smaller value when the soil body is harder; z is the depth below the mud surface in m;
(2) the sand, the horizontal allowable resistance in the sand is calculated according to the formula (6):
Figure FDA0003420349080000025
in the formula, puiThe limiting resistance of the i-th layer soil unit height, kN/m, is calculated according to the formula (7):
Figure FDA0003420349080000031
in the formula: c1, c2 and c3 are coefficients which change with the internal friction angle phi' of the soil body.
4. The method of calculating the bearing capacity of a suction pile foundation of an offshore construction platform of claim 1, wherein: in step 5, the barrel strength and stability are calculated: the suction bucket of the offshore operation platform is generally a steel thin-wall cylinder, and the strength and stability check is needed in the penetration process.
A. Calculating the strength of the barrel body:
(1) calculating the stress of the calibration section of the barrel under the action of the unidirectional force;
(2) calculating Mises stress of the section by checking under the action of combined load, and calculating a material utilization coefficient U.C according to the formula (8):
Figure FDA0003420349080000033
in the formula, σmIs Mises stress; sigmapAllowable stress; sigmayIs the material yield stress; eta safety factor, generally 0.8;
B. and (3) local stability calculation:
local buckling check was performed as in equation (9):
fa+fb≤Fa，fθ≤Fθ (9)
in the formula (f)a、fb、fθStress under the action of unidirectional load; faAnd FθCalculating allowable stress under a buckling condition;
C. calculating the column stability:
the allowable stress of the columnar buckling is calculated according to the following formulas (10) and (11):
for fa/Fa≤0.15：
Figure FDA0003420349080000034
For fa/Fa＞0.15：
Figure FDA0003420349080000035
Wherein: cmFor an equivalent bending moment effect influence coefficient, the value is 0.85 when the end part is restrained and 1.0 when the end part is not restrained; fe' is a basic value of elastic buckling allowable stress.
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Cited By (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN114548844A (en) * 2022-04-27 2022-05-27 天津大学 Offshore oil and gas field power grid wind power bearing capacity evaluation method considering electrical coupling constraint
CN114741775A (en) * 2022-06-13 2022-07-12 山东科技大学 Method for calculating horizontal limit bearing capacity of composite loaded suction type foundation
CN116049948A (en) * 2023-01-05 2023-05-02 中国海洋大学 Sedimentation evaluation method for suction barrel foundation
CN116108542A (en) * 2023-03-13 2023-05-12 山东科技大学 Ocean jacket suction base size calculation method
CN116127807A (en) * 2023-01-16 2023-05-16 福建永福电力设计股份有限公司 Method for calculating PY curve of offshore wind power suction pile foundation
CN116127574A (en) * 2023-01-16 2023-05-16 福建永福电力设计股份有限公司 Simplified calculation method for bearing capacity of offshore wind power suction pile foundation
CN116695800A (en) * 2023-08-01 2023-09-05 上海勘测设计研究院有限公司 Detection and prediction method for horizontal bearing capacity of offshore wind power pile
CN117892600A (en) * 2024-03-14 2024-04-16 中国海洋大学 Method for calculating full life cycle bearing capacity of suction barrel foundation

Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103938660A (en) * 2014-04-14 2014-07-23 天津大学 Method for determining pile foundation bearing capacity after pile slipping
CN106284437A (en) * 2016-07-28 2017-01-04 河海大学 A kind of bucket base vertically initial impedance,motional assay device and test method
US9679088B1 (en) * 2013-02-15 2017-06-13 Bentley Systems, Incorporated Technique for using variable soil bearing capacity in foundation design
WO2020232901A1 (en) * 2019-05-17 2020-11-26 浙江大学 Test apparatus for suction bucket having three casings

Patent Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US9679088B1 (en) * 2013-02-15 2017-06-13 Bentley Systems, Incorporated Technique for using variable soil bearing capacity in foundation design
CN103938660A (en) * 2014-04-14 2014-07-23 天津大学 Method for determining pile foundation bearing capacity after pile slipping
CN106284437A (en) * 2016-07-28 2017-01-04 河海大学 A kind of bucket base vertically initial impedance,motional assay device and test method
WO2020232901A1 (en) * 2019-05-17 2020-11-26 浙江大学 Test apparatus for suction bucket having three casings

Non-Patent Citations (4)

* Cited by examiner, † Cited by third party
Title
DING H等: "Behavior of bucket foundations for offshore wind turbines under cyclic horizontal loading", 2010 INTERNATIONAL CONFERENCE ON E-PRODUCT E-SERVICE AND E-ENTERTAINMENT, pages 1 - 4 *
李大勇等: "海上风机吸力基础的水平受荷研究综述", 海洋工程, pages 137 - 147 *
毋晓妮等: "海上风机吸力式桶形基础承载特性研究综述", 海洋技术学报, pages 91 - 106 *
马宝金等: "吸力桩基础设计与建造安装关键技术研究", 石油工程建设, pages 82 - 86 *

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