CN115982795B - Method for predicting bearing characteristics of multiple-barrel foundation of suction barrel - Google Patents
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Abstract
The invention discloses a method for predicting bearing characteristics of a multi-barrel foundation of a suction barrel, which belongs to the technical field of ocean suction barrel foundations and comprises the following steps: step 1: analyzing the M-theta relation of the single-bucket foundation when the single-bucket foundation is horizontally loaded, wherein M is the moment born by the single-bucket foundation, and theta is the rotation angle of the single-bucket foundation; step 2: analyzing M T-θT relation when the multi-barrel foundation is horizontally loaded, wherein M T is moment born by the multi-barrel foundation, and theta T is rotation angle of the multi-barrel foundation; step 3: and according to the ultimate bearing moment and the corner of the single-bucket foundation, combining an ultimate bearing moment calculation formula of the multi-bucket foundation to obtain the ultimate bearing moment and the corner of the multi-bucket foundation. Data of the multi-barrel foundation under horizontal load is predicted through lower cost, data acquisition difficulty is reduced, reference is provided for operation safety of the offshore wind turbine, and operation stability of the offshore wind turbine is guaranteed.
Description
Technical Field
The invention relates to the technical field of ocean suction barrel foundations, in particular to a method for predicting bearing characteristics of a multi-barrel foundation of a suction barrel.
Background
The foundation is used as a final undertaker of the upper structure of the offshore wind turbine, and is the key of safe and stable operation of the wind turbine structure. The basic form commonly used for offshore wind turbines mainly comprises: gravity type foundation, single pile foundation, jacket foundation and suction barrel foundation. Compared with other types of foundations, the suction bucket foundation has the advantages of strong soil layer adaptability, convenience in installation, short construction period, removability, reusability and the like. In recent years, the suction barrel foundation is widely applied to breakwater, fixed and floating offshore fans and support knots or anchoring foundations of floating oil and gas platforms, and good effects are achieved.
The suction bucket foundation is divided into a single bucket foundation and a multi-bucket foundation, as shown in fig. 1, the multi-bucket foundation is formed by combining a plurality of suction buckets 10, and compared with the single bucket foundation, the multi-bucket foundation has good self-stability and strong soil layer adaptability, can more easily meet the requirement of rotation of a fan impeller on foundation inclination and non-uniformity of submarine geological conditions, and can more adapt to the offshore complex environment.
The suction barrel foundation not only bears the huge dead weight of the upper structure during service, but also can bear the combined action of horizontal load and moment caused by wind, wave and flow, so that the research on the horizontal limit bearing capacity of the suction barrel foundation at sea is important to ensure the operation safety of the offshore wind turbine. However, the multi-barrel foundation structure is complex, whether in a model test or on-site construction, the cost for acquiring the multi-barrel foundation data is far higher than that of a single-barrel foundation, and the acquisition difficulty of the test data of the single-barrel foundation is far lower than that of the multi-barrel foundation.
Disclosure of Invention
The invention aims to provide a method for predicting the bearing characteristics of a multi-barrel foundation of a suction barrel, which aims to solve the technical problems of high acquisition cost and great acquisition difficulty of horizontal ultimate bearing capacity data of the multi-barrel foundation in the prior art.
The technical scheme adopted by the invention is as follows:
a method for predicting the multi-barrel basic bearing characteristics of a suction barrel comprises the following steps:
step 1: analyzing the M-theta relation of the single-bucket foundation when the single-bucket foundation is horizontally loaded, wherein M is the moment born by the single-bucket foundation, and theta is the rotation angle of the single-bucket foundation;
Step 2: analyzing M T-θT relation when the multi-barrel foundation is horizontally loaded, wherein M T is moment born by the multi-barrel foundation, and theta T is rotation angle of the multi-barrel foundation;
Step 3: and according to the ultimate bearing moment and the corner of the single-bucket foundation, combining an ultimate bearing moment calculation formula of the multi-bucket foundation to obtain the ultimate bearing moment and the corner of the multi-bucket foundation.
In step1, the M- θ relationship when the single bucket foundation is horizontally loaded is shown in formula (1):
M＝KHθl2G0D+KCθlG0D2＝(KHl2G0D+KClG0D2)θ
M＝KCθlG0D2+KMθ＝(KClG0D2+KMG0D3)θ (1)
Wherein M is the moment born by a single barrel foundation; θ is the rotation angle of the single barrel foundation; k H and K M are horizontal stiffness and rotational stiffness, respectively; k C is the coupling stiffness; l is the vertical distance from the loading point to the mud surface; g 0 is the shear modulus of the soil; d is the diameter of the suction barrel in the single barrel foundation.
In step 2, the multi-bucket foundation includes three suction buckets, i.e. a three-bucket foundation, where the relationship of M T-θT when the three-bucket foundation is horizontally loaded is as shown in formula (2):
MT＝2.25KVG0DT*θT*S2 (2)
Wherein M T is the moment applied to the three-barrel foundation; k V is vertical stiffness; d T is the diameter of a single suction barrel in a three barrel foundation; θ T is the rotation angle of the three-barrel foundation; s is the barrel spacing in a three barrel foundation.
In step 3, the relationship between the single-tub ultimate bearing moment M M and the three-tub ultimate bearing moment M T is shown in formula (3):
wherein E cM is a group effective factor; a M and a T are the effective area of a single barrel and the effective area of three barrels respectively; d M and D T are the diameter of a single barrel and the diameter of three barrels, respectively; s u0,M is the non-drainage shear strength at the single barrel bottom height h; s u0,T is the non-drainage shear strength at the height h of the bottom of the three barrels.
Wherein the height h is 1/4 of the barrel diameter.
In the geometric model of the three-barrel foundation, three suction barrels are distributed on three corners of an equilateral triangle, the distances between the centers of the three suction barrels and the centers of the equilateral triangle are equal, S is defined as barrel spacing, and the height of the equilateral triangle is 1.5S.
In the three-barrel foundation, the windward side is a suction barrel, the movement process is upward pulling, drawing displacement is generated, the leeward side is two suction barrels, and the movement process is downward tilting, and downward compression displacement is generated.
Wherein the relation (21) between the drawing displacement and the compression displacement and the rotation angle:
Wherein v 1,T is the drawing displacement of a three-barrel foundation; v 2,T is the compression displacement of the three-barrel foundation; θ T is the rotation angle of the three-barrel foundation; s is the barrel spacing in a three barrel foundation.
The invention has the beneficial effects that:
According to the method for predicting the bearing characteristics of the multi-barrel foundation of the suction barrel, the M-theta relationship when the single-barrel foundation is subjected to horizontal loading and the M T-θT relationship when the multi-barrel foundation is subjected to horizontal loading are analyzed, and the ultimate bearing moment and the corner of the multi-barrel foundation are obtained according to the ultimate bearing moment and the corner of the single-barrel foundation and by combining the ultimate bearing moment calculation formulas of the multi-barrel foundation. Data of the multi-barrel foundation under horizontal load is predicted through lower cost, data acquisition difficulty is reduced, reference is provided for operation safety of the offshore wind turbine, and operation stability of the offshore wind turbine is guaranteed.
Drawings
FIG. 1 is a schematic diagram of a prior art single-tub foundation and multi-tub foundation;
FIG. 2 is a schematic diagram of a geometric model of a three-bucket foundation provided by an embodiment of the present invention;
fig. 3 is a schematic diagram of a stress model of a three-tub foundation according to an embodiment of the present invention.
In the figure:
10. And a suction barrel.
Detailed Description
The technical scheme of the invention is further described below by the specific embodiments with reference to the accompanying drawings.
The method for predicting the bearing characteristics of the multi-barrel foundation of the suction barrel provided by the embodiment is based on the relation between the moment and the corner when the single-barrel foundation is subjected to horizontal monotonous loading on the sea, and analyzes the relation between the moment and the corner when the multi-barrel foundation is subjected to horizontal loading. In the same sea area, the external loads born by the offshore wind turbines are the same, the underground soil layers are the same, the dynamic characteristics of the multi-barrel foundation when the multi-barrel foundation is subjected to the horizontal load are predicted based on the data when the single barrel of the suction barrel is subjected to the horizontal load, the data of the multi-barrel foundation when the multi-barrel foundation is subjected to the horizontal load are predicted through lower cost, test simulation is not needed, the cost is reduced, and the method has very important significance for researching the structural design of the multi-barrel jacket foundation of the offshore wind turbines.
The method for predicting the multi-barrel foundation bearing characteristics of the suction barrel provided by the embodiment comprises the following steps:
step 1: analyzing the M-theta relation of the single-bucket foundation when the single-bucket foundation is horizontally loaded, wherein M is the moment born by the single-bucket foundation, and theta is the rotation angle of the single-bucket foundation;
Step 2: analyzing M T-θT relation when the multi-barrel foundation is horizontally loaded, wherein M T is moment born by the multi-barrel foundation, and theta T is rotation angle of the multi-barrel foundation;
Step 3: and according to the ultimate bearing moment and the corner of the single-bucket foundation, combining an ultimate bearing moment calculation formula of the multi-bucket foundation to obtain the ultimate bearing moment and the corner of the multi-bucket foundation.
In step 1, the M- θ relationship when the single bucket foundation is horizontally loaded is as shown in formula (1):
M＝KHθl2G0D+KCθlG0D2＝(KHl2G0D+KClG0D2)θ
M＝KCθlG0D2+KMθ＝(KClG0D2+KMG0D3)θ (1)
Wherein M is the moment born by a single barrel foundation; θ is the rotation angle of the single barrel foundation; k H and K M are horizontal stiffness and rotational stiffness, respectively; k C is the coupling stiffness; l is the vertical distance from the loading point to the mud surface; g 0 is the shear modulus of the soil; d is the diameter of the suction barrel in the single barrel foundation.
The derivation of equation (1) is described in detail below.
Specifically, when the suction barrel is subjected to horizontal load, the suction barrel is subjected to combined load of V-M-H. Although the soil is not elastic, studying the change in soil stiffness is of great importance for studying its dynamic response. The load-displacement relationship satisfies the matrix shown in formula (11):
Wherein V, H and M are respectively the vertical force, the horizontal force and the bending moment born by the suction barrel; k V、KH and K M are vertical stiffness, horizontal stiffness and rotational stiffness, respectively; k C is the coupling stiffness; g 0 is the shear modulus of the soil; d is the diameter of a suction barrel in the single barrel foundation; w is the vertical displacement generated by the position of the vertical force; u is the horizontal displacement generated under the action of horizontal force.
According to the matrix, the vertical load and displacement cannot influence the dynamic response in the horizontal direction, and as the horizontal load is studied, the coupling motion in the horizontal direction is obtained after finishing, as shown in a formula (12):
expanding the formula (12) to obtain an M-theta relation (13) with a single bucket basis:
In equation (13), it is assumed that when the suction bucket is horizontally loaded, the horizontal stiffness parameter K H =1.5, the coupling stiffness parameter K C =2, the rotational stiffness parameter K M =0.5, the shear modulus G 0 is 5×10 4 kN/M3, the angle θ generated by the horizontal loading is 0.25 °, the lateral displacement u generated is 0.1M, the diameter d=10m of the suction bucket in the single bucket foundation is calculated by equation (13), the horizontal loading force is h=325 MN, and the moment m=13 MNm.
For horizontal stiffness and rotational stiffness, studies have been empirically performed to derive a stiffness expression from the poisson's ratio of soil, equation (14).
Where v is the soil poisson's ratio.
However, the values for the coupling stiffness K C were ignored in many studies where, due to the relationship between M and H, θ and u, the horizontal load is applied at a displacement distance l from the suction bucket centerline to the seabed intersection O, where m=h×l, θ=u/l. Substituting and finishing to obtain a formula (1):
M＝KHθl2G0D+KCθlG0D2＝(KHl2G0D+KClG0D2)θ
M＝KCθlG0D2+KMθ＝(KClG0D2+KMG0D3)θ (1)
the two calculation formulas listed in the formula (1) are juxtaposed, and M can be calculated by either one.
Regarding the value of K C, the range of K C is approximately 1-3, which is obtained through single-barrel test or numerical simulation data, and is known from the literature researching K C, so that a single-barrel-based M-theta relational expression is obtained.
In the formula (1), it is assumed that: when the single-barrel foundation is horizontally loaded on the sea, the diameter D=10m of the suction barrel in the single-barrel foundation, the distance l=25m from the loading point to the mud surface, the poisson ratio v of soil is 0.35, the shear modulus G 0＝5×104 kN/M3, the deflection angle theta generated under the horizontal loading effect is 0.25 degrees, K M＝0.512,KH =2.48 can be calculated according to the formula (14), K C =2 can be taken, M=62.5 MNm can be calculated according to the formula (1), and therefore the moment M applied by the suction barrel when the deflection angle of the suction barrel is 0.25 degrees is 62.5MNm, namely the relation between the single-barrel foundation M and theta is established.
In this embodiment, the multi-bucket foundation includes three suction buckets, i.e., a three bucket foundation.
In step 2, the M T-θT relationship when the multi-bucket foundation is horizontally loaded is as shown in formula (2):
MT＝2.25KVG0DT*θT*S2 (2)
Wherein M T is the moment applied to the three-barrel foundation; k V is vertical stiffness; d T is the diameter of a single suction barrel in a three barrel foundation; θ T is the rotation angle of the three-barrel foundation; s is the barrel spacing in a three barrel foundation.
The derivation of equation (2) is described in detail below.
As shown in fig. 2 and 3, in the geometric model of the three-tub foundation, three suction tub 10 are distributed on three corners of an equilateral triangle, the distances between the centers of the three suction tub 10 and the center of the equilateral triangle are equal, S is defined as a tub pitch, and the height of the equilateral triangle is 1.5S.
When the three-barrel foundation is subjected to horizontal load H T, the generated rotation angle is theta T, the windward side is one suction barrel 10, the movement process is upward pulling, the generated pulling displacement is v 1,T, the leeward side is two suction barrels 10, the movement process is downward tilting, the generated downward compressing displacement is v 2,T, the generated moment at the rotating center O point is M T, and the relation (21) between the pulling displacement, the compressing displacement and the rotation angle is established by the geometric relation:
For the convenience of calculation, according to the existing study of horizontal loading of the three-barrel foundation, the drawing displacement of the windward side suction barrel 10 is far greater than the compression displacement of the leeward side suction barrel 10. This determines that if the compressive displacement of the suction barrels 10 is ignored, the resulting relationship between the rotation angle θ T and the barrel spacing S is less distant from the actual relationship, so that it can be assumed that the rotation center O is located on the central axis of the two suction barrels 10 on the leeward side, i.e., x 0 has a value of 0.5S, where x 0 is the spacing between the centers of the equilateral triangles and the rotation center. The formula (21) is simplified to see formula (22):
tanθT＝v1,T/1.5S (22)
For example, the angle generated by the whole structure of the three-barrel foundation under horizontal loading is 0.25 °, the size of the barrel spacing S is 10m, the diameter d=10m of the single suction barrel in the three-barrel foundation is calculated according to the formula (22), and the drawing displacement of the suction barrels forming the three-barrel foundation is v 1,T =0.06 m, so that the relationship between the rotation angle of the three-barrel foundation and the vertical displacement of the single suction barrels forming the three-barrel foundation is established.
The three-barrel foundation on the sea is subjected to horizontal circulating loads such as wind and waves, the three-barrel foundation rotates under the action of the horizontal loads to generate a rotation angle theta T, the equivalent moment generated by the loads is M T, at the moment, the energy input into the whole system can be represented as M TθT, the input part of energy is dispersed to a single barrel forming the three-barrel foundation, the response of the single barrel when the three-barrel foundation is subjected to the horizontal circulating load is vertical drawing or compression, drawing displacement and compression displacement are correspondingly generated, and an energy conversion formula (23) is established based on the drawing displacement:
MTθT＝V1v1,T+2V2v2,T (23)
Wherein V 1 is the tensile force applied to the suction barrel on the windward side; v 1,T is the drawing displacement of the suction barrel on the windward side caused by the tensile force; v 2 is the pressure to which the suction barrel on the lee side is subjected; v 2,T is the compressive displacement of the suction barrel on the lee side from the pressure.
According to the analysis, the drawing displacement of the windward side suction barrel is far greater than the compression displacement of the leeward side suction barrel, and the formula (23) is simplified to obtain:
MTθT＝V1v1,T (24)
Where formula (22) is a relationship between v 1,T and θ T, when θ is small, it can be considered that tan θ=θ, and the arrangement of formula (22) results in:
θT＝v1,T/1.5S (25)
after the matrix (11) is unfolded, an expression of a vertical load V 1 is obtained, namely V/G 0D2＝KV w/D is obtained by arrangement:
V1＝KVv1,TG0DT＝1.5KVG0DTθTS (26)
According to M TθT＝V1v1, carry over V 1 and V 1, M T＝2.25KVG0DTθTS2 is obtained, which is equation (2).
In step 3, the relationship between the single-tub limit bearing moment M M and the three-tub limit bearing moment M T is shown in formula (3):
wherein E cM is a group effective factor; a M and a T are the effective area of a single barrel and the effective area of three barrels respectively; d M and D T are the diameter of a single barrel and the diameter of three barrels, respectively; s u0,M is the non-drainage shear strength at the single barrel bottom height h; s u0,T is the non-drainage shear strength at the height h of the bottom of the three barrels.
In this embodiment, s u0 is the non-draining shear strength at suction bucket bottom height D/4, D is the bucket diameter. It will be appreciated that s u0,M is the non-draining shear strength at suction bucket bottom height D M/4 in a single bucket foundation and s u0,T is the non-draining shear strength at suction bucket bottom height D T/4 in a three bucket foundation.
The derivation of equation (3) is described in detail below.
The existing formula (31) for the existence of the horizontal ultimate bearing capacity of the three-barrel foundation relates the horizontal ultimate moment M T with the barrel spacing S:
MT＝fM*Vo*1.5S (31)
In order to link the three-bucket foundation under horizontal loading with the single-bucket foundation subjected to horizontal loading in the same sea area, the formula (32) is obtained by improving the formula (31) by using the parameter of the horizontal bearing factor:
MT＝EcMNcMATDTsuo,T (32)
Wherein E cM is a group effective factor; n cM is the ultimate load factor for a single bucket.
Wherein E cM is an empirical value related to aspect ratio and barrel spacing of a three barrel base; can be obtained by using the calculation formula EcM =1+λs/D, λ=5.6e (-0.8 (L/D)), L being the barrel length.
N cM can be found from the load-bearing characteristics of the single bucket foundation. The relation between the bearing moment M of the single-barrel foundation and the ultimate bearing factor N cM of the single barrel is shown in a formula (33):
M＝ NcMAMDMsu0,M (33)
Substituting the ultimate bearing moment M M of the single-bucket foundation into formulas (33) and (32) to obtain the ultimate bearing moment of the multi-bucket foundation as shown in formula (3):
For example: assuming that in a single-bucket foundation, the ultimate bearing moment M M =62.5 MNm under horizontal loading, the corresponding deflection angle θ M =0.25°, the diameter D M =10m of the suction bucket, the bucket length L M =10m of the suction bucket, the horizontal loading displacement distance l=25m from the mud surface l=25m, the shear modulus G 0＝5×104 kN/M3 of soil, the poisson ratio v=0.35, the non-drainage shear strength s u0,M＝su0,T =10 kPa, and the single-bucket effective area a M＝100m2.
According to the known conditions, the limit bearing moment M T of the three-barrel foundation is calculated, assuming that the diameter D T =10m of the three-barrel foundation, the barrel length L T =10m of the suction barrel of the three-barrel foundation, the barrel spacing S=10m and the effective area A T＝300m2, at the moment, the group effective factors E cM = 3.516, the rigidity parameters K C、KV and K M of the soil are respectively 2, 1.57 and 0.512 in the same sea area, and according to the formula (3), the horizontal limit bearing moment M T = 219.75MNm of the three-barrel foundation under the design is calculated, so that the limit bearing moment of the three-barrel foundation is calculated according to the formula.
In the step 3, according to the M-theta relationship when the single-barrel foundation and the three-barrel foundation are horizontally loaded, the M-theta relationship can be mutually converted to obtain a calculation formula of a rotation angle theta T of the three-barrel foundation, wherein the calculation formula is shown in a formula (4):
According to the formula (1), the relation between M M and theta M can be obtained, the formula (1) and the formula (2) are brought into the formula (3), the moment is expressed by an angle, and the formula (4) can be obtained after finishing.
For example: assuming that in a single-bucket foundation, the ultimate bearing moment M M =62.5 MNm under horizontal loading, the corresponding deflection angle θ M =0.25°, the diameter D M =10m of the suction bucket, the bucket length L M =10m of the suction bucket, the horizontal loading displacement distance l=25m from the mud surface l=25m, the shear modulus G 0＝5×104 kN/M3 of soil, the poisson ratio v=0.35, the non-drainage shear strength s u,M＝su,T =10 kPa, and the single-bucket effective area a M＝100m2.
According to the known conditions, the angle theta T corresponding to the limit bearing moment M T of the three-barrel foundation is calculated, the three-barrel foundation diameter D T =10m, the barrel length L T =10m of the suction barrel, the barrel spacing S=10m and the effective area A T＝300m2 are assumed, the bearing factor E cM = 3.516 at the moment, the rigidity parameters K C、KV and K M of the soil are respectively 2, 1.57 and 0.512, in the same sea area, the horizontal limit bearing moment M T = 219.75MNM of the three-barrel foundation under the design is calculated according to the formulas (3) and (4), and the corresponding deflection angle theta T =1.19 DEG is calculated, so that the limit bearing moment and the corner of the three-barrel foundation are obtained according to the limit bearing moment and the corner of the single-barrel foundation and the design of the three-barrel foundation.
In summary, based on the M M and theta M data of the suction barrel single-barrel foundation under the horizontal loading, the M T and theta T data of the three-barrel foundation under the horizontal loading can be obtained through the design size and the combination method of the three-barrel foundation of the suction barrel, which has important significance for establishing the relation between the single-barrel foundation and the three-barrel foundation and optimizing the design of the three-barrel foundation.
The above embodiments merely illustrate the basic principle and features of the present invention, and the present invention is not limited to the above embodiments, but may be varied and altered without departing from the spirit and scope of the present invention. The scope of the invention is defined by the appended claims and equivalents thereof.
Claims (5)
1. The method for predicting the multi-barrel basic bearing characteristics of the suction barrel is characterized by comprising the following steps:
step 1: analyzing the M-theta relation of the single-bucket foundation when the single-bucket foundation is horizontally loaded, wherein M is the moment born by the single-bucket foundation, and theta is the rotation angle of the single-bucket foundation;
Step 2: analyzing M T-θT relation when the multi-barrel foundation is horizontally loaded, wherein M T is moment born by the multi-barrel foundation, and theta T is rotation angle of the multi-barrel foundation;
step 3: according to the ultimate bearing moment and the corner of the single-barrel foundation, combining an ultimate bearing moment calculation formula of the multi-barrel foundation to obtain the ultimate bearing moment and the corner of the multi-barrel foundation;
in step 1, the M- θ relationship when the single bucket foundation is horizontally loaded is as shown in formula (1):
;
Wherein M is the moment born by a single barrel foundation; θ is the rotation angle of the single barrel foundation; k H and K M are horizontal stiffness and rotational stiffness, respectively; k C is the coupling stiffness; l is the vertical distance from the loading point to the mud surface; g 0 is the shear modulus of the soil; d is the diameter of a suction barrel in the single barrel foundation;
In step 2, the multi-bucket foundation includes three suction buckets, i.e., a three-bucket foundation, and the M T-θT relationship when the three-bucket foundation is horizontally loaded is as shown in formula (2):
； （2）
Wherein M T is the moment applied to the three-barrel foundation; k V is vertical stiffness; d T is the diameter of a single suction barrel in a three barrel foundation; θ T is the rotation angle of the three-barrel foundation; s is the barrel spacing in a three barrel foundation;
In step 3, the relationship between the single-tub limit bearing moment M M and the three-tub limit bearing moment M T is shown in formula (3):
；
wherein E cM is a group effective factor; a M and a T are the effective area of a single barrel and the effective area of three barrels respectively; d M and D T are the diameter of a single barrel and the diameter of three barrels, respectively; s u0,M is the non-drainage shear strength at the single barrel bottom height h; s u0,T is the non-drainage shear strength at the height h of the bottom of the three barrels.
2. The method of claim 1, wherein the height h is 1/4 of the barrel diameter.
3. The method for predicting the bearing characteristics of a multi-barrel foundation of a suction barrel according to claim 1, wherein in a geometric model of a three-barrel foundation, three suction barrels are distributed on three corners of an equilateral triangle, the distances between the centers of the three suction barrels and the center of the equilateral triangle are equal, S is defined as the barrel spacing, and the height of the equilateral triangle is 1.5S.
4. A method of predicting the bearing characteristics of a multi-barrel foundation of a suction barrel as claimed in claim 3, wherein in a three-barrel foundation, the windward side is a suction barrel, the movement process is pulling up to generate a pulling displacement, the leeward side is two suction barrels, the movement process is tilting down to generate a downward compression displacement.
5. The method for predicting multi-barrel foundation load bearing characteristics of a suction barrel according to claim 4, wherein the relation (21) between the pull-out displacement and the compression displacement and the rotation angle is:
；
Wherein v 1,T is the drawing displacement of a three-barrel foundation; v 2,T is the compression displacement of the three-barrel foundation; θ T is the rotation angle of the three-barrel foundation; s is the barrel spacing in a three barrel foundation.
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