CN111046502B - Soil spring stiffness calculation method and device for pipeline crossing fault - Google Patents
Soil spring stiffness calculation method and device for pipeline crossing fault Download PDFInfo
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- CN111046502B CN111046502B CN201911109371.2A CN201911109371A CN111046502B CN 111046502 B CN111046502 B CN 111046502B CN 201911109371 A CN201911109371 A CN 201911109371A CN 111046502 B CN111046502 B CN 111046502B
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- G06T—IMAGE DATA PROCESSING OR GENERATION, IN GENERAL
- G06T17/00—Three dimensional [3D] modelling, e.g. data description of 3D objects
- G06T17/20—Finite element generation, e.g. wire-frame surface description, tesselation
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Abstract
The invention relates to a method and a device for calculating the stiffness of a soil spring of a pipeline crossing fault, wherein the method comprises the steps of establishing a three-dimensional finite element model of the pipeline crossing fault; and acquiring a three-dimensional earth spring stiffness model based on the three-dimensional finite element model and the pipe canal parameters. According to the method and the device for calculating the stiffness of the soil spring of the pipeline crossing fault, which are provided by the embodiment of the invention, the method for calculating the three-way soil spring is determined on the basis of considering the parameters of a pipe trench. And a three-dimensional finite element model of the pipeline penetrating through the fault is established by using ABAQUS finite element software, and the three-dimensional finite element model is verified by an ASCE guide method. On the basis of a three-dimensional finite element model, a three-dimensional earth spring stiffness model for penetrating through a fault of a pipeline is constructed by using 1st Opt fitting software. And a reference function is provided for pipeline design and safety evaluation under the fault function.
Description
Technical Field
The invention relates to the field of pipeline design, in particular to a method and a device for calculating the stiffness of a soil spring for pipeline crossing faults.
Background
Along with the acceleration construction and development of natural gas pipe networks in China, high-grade steel gas pipelines inevitably pass through fault zones, and the safe operation of the pipelines can be effectively ensured by carrying out earthquake-resistant analysis on the high-grade steel gas pipelines. The establishment of the stiffness model of the soil spring is the basis for researching the reaction rule of the pipeline.
The earthquake is one of the potential damage reasons of the long-distance pipeline, and the reaction rule of the pipeline under the fault analysis can effectively prevent and reduce the damage in future earthquakes. In the current common research methods, liu Xiaoben, zhang Hong and the like are based on finite element analysis results, and a calculation method of X80 pipeline design strain under the action of three-dimensional oblique reverse faults is provided; cheng Xudong, pang Mingwei, etc. propose regression formulas for maximum tensile strain and compressive strain across a pipe buried in a diagonal fault.
However, the above method does not consider the trench parameters. In practice, the deformation of the pipeline can be effectively reduced by changing the parameters of the pipe canal, so as to solve the problem of overhigh strain when the natural gas pipeline passes through faults. Currently, the determination of the earth spring rate is generally done using a calculation method in the ASCE guide. However, the determination of the spring rate of the soil in the ASCE guide is established based on the same soil characteristics in an infinite range outside the pipeline, and cannot reflect the condition that the backfill soil characteristics in the pipe trench are different from the original soil outside the pipe trench, so that the influence of the size and the shape of the pipe trench on the deformation of the pipeline trench cannot be reflected, and the pipe trench parameter is one of main control parameters and cannot be ignored.
Disclosure of Invention
The invention provides a method and a device for calculating the stiffness of a soil spring for a pipeline to pass through faults, aiming at the problems in the prior art.
The technical scheme for solving the technical problems is as follows:
in a first aspect, the present invention provides a method for calculating a stiffness of an earth spring for a pipe to traverse a fault, comprising:
establishing a three-dimensional finite element model of a pipeline penetrating through a fault;
and acquiring a three-dimensional earth spring stiffness model based on the three-dimensional finite element model and the pipe canal parameters.
Further, the establishing the three-dimensional finite element model of the pipeline under the fault action specifically comprises the following steps:
defining the pipeline crossing fault as a double nonlinear problem of material nonlinearity and geometric nonlinearity, establishing a three-dimensional finite element model of the pipeline crossing fault, and determining a load boundary condition and pipe soil characteristics.
Further, after building the three-dimensional finite element model of the riser traversing the fault, the method further comprises:
and verifying the validity of the three-dimensional finite element model based on ASCE guidelines.
Further, the validity verification of the three-dimensional finite element model based on the ASCE guidelines specifically comprises: and obtaining a three-dimensional earth spring stiffness calculation result of the three-dimensional finite element model, and comparing and verifying the three-dimensional earth spring stiffness calculation result by adopting an ASCE guide.
Further, the three-way earth spring stiffness model comprises a horizontal transverse earth spring stiffness calculation model, a pipe axis direction earth spring stiffness calculation model and a vertical direction earth spring stiffness calculation model.
Further, the horizontal transverse soil spring rate calculation model is as follows:
wherein p is s : the outer surface of the horizontal transverse unit length pipeline is subjected to pressure kN/m;
c: clay cohesion, MPa;
d: pipe diameter, m;
h: pipeline burial depth, m;
ρ 0 : sand density, kg/m3;
b: widening margin, m;
h: the thickness of the cushion layer, m;
sand internal friction angle, rad;
beta: gradient, rad;
the soil spring stiffness calculation model in the tube axis direction is as follows:
f s ＝(0.313+1.194H+0.052H 2 )(-0.616+6.969D-0.623D 2 )[2.165sin(β)+2.033cos(β)](2.852-0.087b-0.005b 2 )
wherein f s Expressing the friction force between soil in the tube axis direction and the outer surface of the pipeline in unit length, and kN/m;
the vertical soil spring stiffness calculation model comprises a vertical upward soil spring stiffness calculation model and a vertical downward soil spring stiffness calculation model;
the vertical upward soil spring stiffness calculation model is as follows:
(94.243H-34.792H 2 +4.372H 3 -80.145)(1.654D-6.194D 2 +1.291D 3 -0.232)
wherein q is s1 Represents the pressure applied to the pipeline in unit length in the vertical direction, kN/m;
the vertical downward soil spring stiffness calculation model is as follows:
wherein q is s2 Representing the pressure exerted on the vertical downward unit length of tubing; omega represents the clay friction angle.
In a second aspect, the present invention provides an earth spring rate calculation apparatus for a pipe traversing a fault, comprising:
the finite element model building module is used for building a three-dimensional finite element model of the pipeline penetrating through the fault;
and the earth spring stiffness calculation module is used for acquiring a three-way earth spring stiffness model based on the three-dimensional finite element model and the pipe canal parameters.
Further, the finite element model building module is specifically configured to:
defining the pipeline crossing fault as a double nonlinear problem of material nonlinearity and geometric nonlinearity, establishing a three-dimensional finite element model of the pipeline crossing fault, and determining a load boundary condition and pipe soil characteristics.
In a third aspect, an embodiment of the present invention provides an electronic device, including a processor, a communication interface, a memory, and a bus, where the processor, the communication interface, and the memory are in communication with each other through the bus, and the processor may invoke logic instructions in the memory to perform the steps of the method as provided in the first aspect.
In a fourth aspect, the present invention provides a non-transitory computer readable storage medium having stored thereon a computer program which, when executed by a processor, implements the steps of the method as provided in the first aspect.
According to the method and the device for calculating the stiffness of the soil spring of the pipeline crossing fault, which are provided by the embodiment of the invention, the method for calculating the three-way soil spring is determined on the basis of considering the parameters of a pipe trench. And a three-dimensional finite element model of the pipeline penetrating through the fault is established by using ABAQUS finite element software, and the three-dimensional finite element model is verified by an ASCE guide method. On the basis of a three-dimensional finite element model, a three-dimensional earth spring stiffness model for penetrating through a fault of a pipeline is constructed by using 1st Opt fitting software. And a reference function is provided for pipeline design and safety evaluation under the fault function.
Drawings
FIG. 1 is a schematic flow chart of a method for calculating the stiffness of a soil spring for a pipeline to pass through a fault, which is provided by the embodiment of the invention;
FIG. 2 is a schematic view of a pipe-soil contact analysis model according to an embodiment of the present invention;
FIG. 3 is a cross-sectional view of a buried pipeline according to an embodiment of the present invention;
FIG. 4 (a) is a schematic diagram of a three-dimensional finite element model of a pipeline crossing a fault according to an embodiment of the present invention;
FIG. 4 (b) is a schematic diagram of meshing of a three-dimensional finite element model according to an embodiment of the present invention;
FIG. 5 is a schematic diagram of the relationship between the calculation result of the three-way earth spring fitting formula and the actual working condition data;
FIG. 6 is a schematic structural diagram of an earth spring stiffness calculation device for pipeline crossing faults according to an embodiment of the present invention;
fig. 7 is a schematic diagram of an entity structure of an electronic device according to an embodiment of the present invention.
Detailed Description
For the purpose of making the objects, technical solutions and advantages of the embodiments of the present invention more apparent, the technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present invention, and it is apparent that the described embodiments are some embodiments of the present invention, but not all embodiments of the present invention. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
Aiming at the problem that the reaction rule research of the pipeline under the current fault action does not fully consider the pipe ditch parameters, the embodiment of the invention provides a soil spring stiffness calculation method for the pipeline to pass through the fault. Fig. 1 is a schematic flow chart of a method for calculating the stiffness of an earth spring of a pipeline crossing a fault according to an embodiment of the present invention, and referring to fig. 1, the method includes:
and step 101, establishing a three-dimensional finite element model of the pipeline penetrating through the fault.
In the finite element model, pipe-soil interactions are simulated using soil springs, including pipe axis direction soil springs, horizontal transverse soil springs, and vertical direction soil springs. Currently, the determination of the earth spring rate is generally done using a calculation method in the ASCE guide. However, the determination of the spring rate of the soil in the ASCE guide is established based on the same soil characteristics in an infinite range outside the pipeline, and cannot reflect the situation when the backfill characteristics in the pipe trench are different from the original soil outside the pipe trench, and thus cannot reflect the influence of the size and shape of the pipe trench on the deformation of the pipeline.
To study the action rules between the pipe and soil, the present embodiment establishes a three-dimensional pipe and soil contact analysis model before executing step 101. Fig. 2 is a schematic diagram of a pipe-soil contact analysis model provided by an embodiment of the present invention, and fig. 3 is a transverse cross-sectional view of a buried pipeline provided by an embodiment of the present invention. As shown in fig. 2 and 3, the embodiment of the invention can obtain buckling displacement of the soil in all directions and corresponding yield force by applying displacement conditions.
Furthermore, a three-dimensional finite element model of the pipeline penetrating through the fault is established by using ABAQUS finite element software, and the buried pipeline reacts to the double nonlinear problems of material nonlinearity and geometric nonlinearity under the fault action. Therefore, the shell unit model is adopted for the pipeline in the embodiment, so that the actual situation can be better simulated. The pipeline model adopts four nodes, a curved thin shell shrinkage integral unit (S4R) and limited membrane strain. The soil body model adopts an eight-node linear hexahedral unit (C3D 8). The three-dimensional finite element model and mesh division are shown in fig. 4 (a) and 4 (b). Fig. 4 (a) is a schematic diagram of a three-dimensional finite element model of a pipeline crossing a fault according to an embodiment of the present invention; fig. 4 (b) is a schematic diagram of meshing of a three-dimensional finite element model according to an embodiment of the present invention.
And 102, acquiring a three-way earth spring stiffness model based on the three-dimensional finite element model and the pipe canal parameters.
Specifically, on the basis of the three-dimensional finite element model, a plurality of groups of buckling displacement-yield force data are obtained by changing single variables such as site conditions, backfill soil properties, pipe ditch dimensions, pipeline burial depths and the like by considering pipe ditch parameters. Then, a global optimization algorithm of 1st opt software is used to fit a three-way earth spring rate model considering the pipe canal parameters. The parameters of the pipe ditch in the embodiment can comprise the soil covering allowance height, soil layer thickness, over-digging depth, widening allowance, backfill fine soil, slope ratio and the like of the pipe ditch. By setting the pipe canal parameters, the reliability of the three-way soil spring stiffness model is improved.
According to the soil spring stiffness calculation method for the pipeline crossing faults, which is provided by the embodiment of the invention, the calculation method for the three-way soil spring is determined on the basis of considering the pipe canal parameters. And a three-dimensional finite element model of the pipeline penetrating through the fault is established by using ABAQUS finite element software, and the three-dimensional finite element model is verified by an ASCE guide method. On the basis of a three-dimensional finite element model, a three-dimensional earth spring stiffness model for penetrating through a fault of a pipeline is constructed by using 1st Opt fitting software. And a reference function is provided for pipeline design and safety evaluation under the fault function.
Based on the foregoing embodiment, in step 101, the establishing a three-dimensional finite element model of the pipeline under the fault action specifically includes:
defining the pipeline crossing fault as a double nonlinear problem of material nonlinearity and geometric nonlinearity, establishing a three-dimensional finite element model of the pipeline crossing fault, and determining a load boundary condition and pipe soil characteristics.
Specifically, in the embodiment, a two-line pipeline of the east-west gas pipeline is taken as a research object, and a three-dimensional finite element model building process of the pipeline under the fault action is described. The pipeline crossing fault is defined as a dual nonlinearity problem of material nonlinearity and geometric nonlinearity, and in the embodiment, the pipeline adopts a shell unit model. The shell unit model pipeline adopts four nodes, a curved thin shell shrinkage reduction integral unit (S4R) and limited membrane strain; soil model eight-node linear hexahedral unit (C3D 8). A three-dimensional finite element model is built, and the model and mesh division are shown in fig. 4 (a) and 4 (b). Fig. 4 (a) is a schematic diagram of a three-dimensional finite element model of a pipeline crossing a fault according to an embodiment of the present invention; fig. 4 (b) is a schematic diagram of meshing of a three-dimensional finite element model according to an embodiment of the present invention. The master-slave contact algorithm is adopted in the pipe soil contact setting: the main surface is the outer surface of the pipeline, and the secondary surface is the soil surface of the pipe-soil contact part. The interaction between the pipe and the earth contact surface is described in terms of both normal and tangential effects. Wherein tangential action is defined by a penalty function defining the coefficient of friction between pipe and earth, the normal action is set to "hard contact", i.e. when the contact pressure between the contact surfaces is considered to be zero or negative, the two contact surfaces separate and the mutual constraint relationship is removed.
Further, a load boundary condition is determined. Load boundary conditions include load conditions and boundary conditions, wherein:
(1) Load conditions
And analyzing displacement components according to different fault types, applying the displacement components to a pipe-soil unit by taking the displacement components as displacement load conditions, wherein for a walk-slip fault, the movement occurs in a horizontal plane, the intersection angle of a pipeline penetrating through the fault is beta, and the fault dip angle is psi. Horizontal displacement of pipeline crossing is delta s The axial displacement component deltax and the lateral displacement component deltay along the pipeline are respectively as follows:
the pipeline traversing vertical displacement is delta p The horizontal component Δx, the horizontal lateral component Δy, and the vertical component Δz along the pipe are respectively:
for horizontal displacement delta s And vertical displacement delta p The displacement components of the fault activity are:
δ p positive values are taken for positive faults and negative values are taken for negative faults. Delta s Positive values are taken for right-handed slip faults and negative values are taken for left-handed slip faults. The intersection angle beta of the pipeline and the fault is defined as an included angle formed by the ground movement direction on the right side of the fault and the right direction of the pipeline axis.
(2) Boundary conditions
The boundary condition is set such that the upper surface is a free surface, the lower surface constrains all displacement degrees of freedom, and the other surfaces constrain their normal degrees of freedom. The load-displacement curve can be obtained in two ways, namely, a given load solves the displacement, or a given displacement solves the corresponding load. In order to avoid the convergence problem caused by the reduction of rigidity (even tending to 0) when the limit condition is reached, the model adopts a method of solving the load by given displacement, and the resistance of the soil body in all directions is obtained by applying the displacement.
Further, determining pipe-to-soil characteristics including pipe material characteristics and soil body parameter characteristics, wherein:
(1) Pipeline material properties
The pipeline material adopts a Ramberg-Osgood constitutive model, and parameters of the Ramberg-Osgood constitutive model are determined by fitting a real stress-strain curve of the material measured by a tensile experiment.
Wherein:
epsilon: true strain;
sigma: axial tensile stress, MPa;
e: elastic modulus, N/mm;
σ 0 : yield stress, MPa;
alpha, r: ramberg-Osgood parameters.
Sigma of commonly used grade steel pipes are shown in Table 1 0 Values of α and r.
TABLE 1 Ramberg-Osgood parameters for common pipeline Steel
Note that: longitudinal submerged arc welded pipe technology based on strain design according to Western gas east two-line natural gas pipeline engineering
The steel pipe produced under the operation condition is divided into two grades of X80HD1 and X80HD2, which are respectively suitable for bending the steel pipe
Areas where buckling strain under load was 1.0% and 1.5% or less.
(2) Soil body parameter characteristics
Soil parameters were obtained based on the existing literature, and the parameters are shown in table 2 below:
TABLE 2 soil mass material base parameters
Based on the foregoing embodiment, as an alternative embodiment, after establishing the three-dimensional finite element model of the pipeline crossing the fault in step 101, the method further includes:
and verifying the validity of the three-dimensional finite element model based on ASCE guidelines.
Specifically, a three-dimensional earth spring stiffness calculation result of a three-dimensional finite element model is obtained, and is compared with a calculation result of the three-dimensional earth spring stiffness by adopting an ASCE guide, wherein the verification result is shown in table 3:
TABLE 3 model validation results
As can be seen from table 3, the error can be controlled within 10%, and the three-dimensional finite element model has feasibility.
Based on the foregoing, as an alternative embodiment, in step 102, the three-way earth spring rate model includes a horizontal lateral earth spring rate calculation model, a tube axis direction earth spring rate calculation model, and a vertical direction earth spring rate calculation model.
The horizontal and transverse soil spring stiffness calculation model is as follows:
wherein p is s : the outer surface of the horizontal transverse unit length pipeline is subjected to pressure kN/m;
c: clay cohesion, MPa;
d: pipe diameter, m;
h: pipeline burial depth, m;
ρ 0 : sand density, kg/m3;
b: widening margin, m;
h: the thickness of the cushion layer, m;
sand internal friction angle, rad;
beta: gradient, rad;
the soil spring stiffness calculation model in the tube axis direction is as follows:
f s ＝(0.313+1.194H+0.052H 2 )(-0.616+6.969D-0.623D 2 )[2.165sin(β)+2.033cos(β)](2.852-0.087b-0.005b 2 )
wherein f s Expressing the friction force between soil in the tube axis direction and the outer surface of the pipeline in unit length, and kN/m;
the vertical soil spring stiffness calculation model comprises a vertical upward soil spring stiffness calculation model and a vertical downward soil spring stiffness calculation model;
the vertical upward soil spring stiffness calculation model is as follows:
(94.243H-34.792H 2 +4.372H 3 -80.145)(1.654D-6.194D 2 +1.291D 3 -0.232)
wherein q is s1 Represents the pressure applied to the pipeline in unit length in the vertical direction, kN/m;
the vertical downward soil spring stiffness calculation model is as follows:
wherein q is s2 Representing the pressure exerted on the vertical downward unit length of tubing; omega represents the clay friction angle.
Based on the content of the embodiment, in order to verify the accuracy of the three-way earth spring stiffness model, the embodiment extracts 40 groups of actual strain data of the two-wire pipeline of the east-west gas transmission and the calculation result of the three-way earth spring stiffness fitting formula according to geological survey data of the two-wire engineering of the east-west gas transmission for comparison analysis. The three-way earth spring stiffness fitting formula refers to a three-way earth spring stiffness model. Fig. 5 is a schematic diagram of the relationship between the calculation result of the three-way earth spring fitting formula and the actual working condition data, and the abscissa and the ordinate in fig. 5 refer to the strain value of the pipeline calculated by using the three-way earth spring fitting formula and the strain value of the pipeline under the actual working condition respectively. As shown in FIG. 5, the maximum strain error is 3.986%, the minimum strain error is 0.011915%, and the comparison analysis shows that the fitting calculation result and the actual working condition data change trend are the same, and the fitting formula has high fitting degree and certain accuracy.
Fig. 6 is a schematic structural diagram of an earth spring stiffness calculating device for a pipeline crossing fault according to an embodiment of the present invention, and referring to fig. 6, the present invention provides an earth spring stiffness calculating device for a pipeline crossing fault, including:
the finite element model building module 601 is used for building a three-dimensional finite element model of a pipeline penetrating through faults;
the earth spring stiffness calculation module 602 is configured to obtain a three-way earth spring stiffness model based on the three-dimensional finite element model and the pipe canal parameters.
The method for calculating the stiffness of the earth spring for the pipeline crossing fault in the embodiment of the present invention is particularly used for executing the steps of the method for calculating the stiffness of the earth spring for the pipeline crossing fault in the embodiment of the present invention, and the method for calculating the stiffness of the earth spring for the pipeline crossing fault in the embodiment of the present invention is described in detail, so that a functional module of the device for calculating the stiffness of the earth spring for the pipeline crossing fault is not described in detail.
According to the soil spring stiffness calculation method for the pipeline crossing faults, which is provided by the embodiment of the invention, the calculation method for the three-way soil spring is determined on the basis of considering the pipe canal parameters. And a three-dimensional finite element model of the pipeline penetrating through the fault is established by using ABAQUS finite element software, and the three-dimensional finite element model is verified by an ASCE guide method. On the basis of a three-dimensional finite element model, a three-dimensional earth spring stiffness model for penetrating through a fault of a pipeline is constructed by using 1st Opt fitting software. And a reference function is provided for pipeline design and safety evaluation under the fault function.
Based on the foregoing embodiment, the finite element model building module is specifically configured to:
defining the pipeline crossing fault as a double nonlinear problem of material nonlinearity and geometric nonlinearity, establishing a three-dimensional finite element model of the pipeline crossing fault, and determining a load boundary condition and pipe soil characteristics.
Fig. 7 is a schematic physical structure diagram of an electronic device according to an embodiment of the present invention, where, as shown in fig. 7, the electronic device may include: a processor (processor) 701, a communication interface (Communications Interface) 702, a memory (memory) 703 and a communication bus 704, wherein the processor 701, the communication interface 702 and the memory 703 communicate with each other through the communication bus 704. The processor 701 may invoke a computer program stored in the memory 703 and executable on the processor 701 to perform the method for calculating the earth spring rate for a pipe traversing a fault provided by the above embodiments, including, for example: establishing a three-dimensional finite element model of a pipeline penetrating through a fault; and acquiring a three-dimensional earth spring stiffness model based on the three-dimensional finite element model and the pipe canal parameters.
The embodiments of the present invention also provide a non-transitory computer readable storage medium having stored thereon a computer program which, when executed by a processor, is implemented to perform the method for calculating a soil spring stiffness of a pipe traversing a fault provided in the above embodiments, for example, including: establishing a three-dimensional finite element model of a pipeline penetrating through a fault; and acquiring a three-dimensional earth spring stiffness model based on the three-dimensional finite element model and the pipe canal parameters.
The apparatus embodiments described above are merely illustrative, wherein the elements illustrated as separate elements may or may not be physically separate, and the elements shown as elements may or may not be physical elements, may be located in one place, or may be distributed over a plurality of network elements. Some or all of the modules may be selected according to actual needs to achieve the purpose of the solution of this embodiment. Those of ordinary skill in the art will understand and implement the present invention without undue burden.
From the above description of the embodiments, it will be apparent to those skilled in the art that the embodiments may be implemented by means of software plus necessary general hardware platforms, or of course may be implemented by means of hardware. Based on this understanding, the foregoing technical solution may be embodied essentially or in a part contributing to the prior art in the form of a software product, which may be stored in a computer readable storage medium, such as ROM/RAM, a magnetic disk, an optical disk, etc., including several instructions for causing a computer device (which may be a personal computer, a server, or a network device, etc.) to execute the method described in the respective embodiments or some parts of the embodiments.
Finally, it should be noted that: the above embodiments are only for illustrating the technical solution of the present invention, and are not limiting; although the invention has been described in detail with reference to the foregoing embodiments, it will be understood by those of ordinary skill in the art that: the technical scheme described in the foregoing embodiments can be modified or some technical features thereof can be replaced by equivalents; such modifications and substitutions do not depart from the spirit and scope of the technical solutions of the embodiments of the present invention.
Claims (8)
1. The earth spring stiffness calculation method for the pipeline crossing fault is characterized by comprising the following steps of;
establishing a three-dimensional finite element model of a pipeline penetrating through a fault;
acquiring a three-dimensional earth spring stiffness model based on the three-dimensional finite element model and pipe canal parameters;
the three-way soil spring stiffness model comprises a horizontal transverse soil spring stiffness calculation model, a tube axial soil spring stiffness calculation model and a vertical soil spring stiffness calculation model;
the horizontal transverse soil spring stiffness calculation model is as follows:
wherein p is s : the outer surface of the horizontal transverse unit length pipeline is subjected to pressure kN/m;
c: clay cohesion, MPa;
d: pipe diameter, m;
h: pipeline burial depth, m;
ρ 0 : sand density, kg/m 3 ；
b: widening margin, m;
h: the thickness of the cushion layer, m;
sand internal friction angle, rad;
beta: gradient, rad;
g: acceleration of gravity;
the soil spring stiffness calculation model in the tube axis direction is as follows:
F s＝ (0.313+1.194H+0.052H 2 )(-0.616+6.969D-0.623D 2 )[2.165sin(β)+2.033cos(β)](2.852-0.087b-0.005b 2 )
wherein f s Expressing the friction force between soil in the tube axis direction and the outer surface of the pipeline in unit length, and kN/m;
the vertical soil spring stiffness calculation model comprises a vertical upward soil spring stiffness calculation model and a vertical downward soil spring stiffness calculation model;
the vertical upward soil spring stiffness calculation model is as follows:
wherein q is s1 Represents the pressure applied to the pipeline in unit length in the vertical direction, kN/m;
the vertical downward soil spring stiffness calculation model is as follows:
wherein q is s2 Representing the pressure exerted on the vertical downward unit length of tubing; omega represents the clay friction angle.
2. The method according to claim 1, wherein the building of the three-dimensional finite element model of the pipeline crossing the fault specifically comprises:
defining the pipeline crossing fault as a double nonlinear problem of material nonlinearity and geometric nonlinearity, establishing a three-dimensional finite element model of the pipeline crossing fault, and determining a load boundary condition and pipe soil characteristics.
3. The method of claim 1, wherein after constructing the three-dimensional finite element model of the riser traversing the fault, the method further comprises:
and verifying the validity of the three-dimensional finite element model based on ASCE guidelines.
4. A method according to claim 3, characterized in that said validation of said three-dimensional finite element model based on ASCE guidelines comprises in particular:
and obtaining a three-dimensional earth spring stiffness calculation result of the three-dimensional finite element model, and comparing and verifying the three-dimensional earth spring stiffness calculation result by adopting an ASCE guide.
5. An earth spring rate calculation device for a pipeline crossing a fault, comprising:
the finite element model building module is used for building a three-dimensional finite element model of the pipeline penetrating through the fault;
the soil spring stiffness calculation module is used for acquiring a three-way soil spring stiffness model based on the three-dimensional finite element model and the pipe canal parameters;
the three-way soil spring stiffness model comprises a horizontal transverse soil spring stiffness calculation model, a tube axial soil spring stiffness calculation model and a vertical soil spring stiffness calculation model;
the horizontal transverse soil spring stiffness calculation model is as follows:
wherein p is s : the outer surface of the horizontal transverse unit length pipeline is subjected to pressure kN/m;
c: clay cohesion, MPa;
d: pipe diameter, m;
h: pipeline burial depth, m;
ρ 0 : sand density, kg/m 3 ；
b: widening margin, m;
h: the thickness of the cushion layer, m;
sand internal friction angle, rad;
beta: gradient, rad;
the soil spring stiffness calculation model in the tube axis direction is as follows:
F s＝ (0.313+1.194H+0.052H 2 )(-0.616+6.969D-0.623D 2 )[2.165sin(β)+2.033cos(β)](2.852-0.087b-0.005b 2 )
wherein f s Expressing the friction force between soil in the tube axis direction and the outer surface of the pipeline in unit length, and kN/m;
the vertical soil spring stiffness calculation model comprises a vertical upward soil spring stiffness calculation model and a vertical downward soil spring stiffness calculation model;
the vertical upward soil spring stiffness calculation model is as follows:
wherein q is s1 Represents the pressure applied to the pipeline in unit length in the vertical direction, kN/m;
the vertical downward soil spring stiffness calculation model is as follows:
wherein q is s2 Representing the pressure exerted on the vertical downward unit length of tubing; omega represents the clay friction angle.
6. The apparatus of claim 5, wherein the finite element model building module is specifically configured to:
defining the pipeline crossing fault as a double nonlinear problem of material nonlinearity and geometric nonlinearity, establishing a three-dimensional finite element model of the pipeline crossing fault, and determining a load boundary condition and pipe soil characteristics.
7. An electronic device comprising a processor, a communication interface, a memory and a bus, wherein the processor, the communication interface, and the memory are in communication with each other via the bus, and wherein the processor is operable to invoke logic instructions in the memory to perform the method of any of claims 1-4.
8. A non-transitory computer readable storage medium, having stored thereon a computer program, which when executed by a processor, implements the method according to any of claims 1-4.
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| CN201911109371.2A CN111046502B (en) | 2019-11-13 | 2019-11-13 | Soil spring stiffness calculation method and device for pipeline crossing fault |
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| CN113722841B (en) * | 2020-05-25 | 2022-11-04 | 中国石油天然气股份有限公司 | Method and device for establishing three-dimensional model of long-distance pipeline |
| CN114440002A (en) * | 2020-11-02 | 2022-05-06 | 中国石油天然气集团有限公司 | Laying structure and method for relieving strain of oil-gas pipeline under action of slip fault |
| CN112651151B (en) * | 2020-12-01 | 2023-06-20 | 中国石油大学(北京) | Test device and determination method for simulating pipeline to pass through walk-slip fault |
| CN112949117B (en) * | 2021-02-02 | 2022-08-12 | 天津城建大学 | Three-dimensional strain analysis method for asphalt pavement based on multi-dimensional parameters |
| CN115130259B (en) * | 2022-06-24 | 2023-10-03 | 武汉大学 | Cross-fault pipeline interface axial displacement prediction and model construction method and device |
Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102943945A (en) * | 2012-12-07 | 2013-02-27 | 中国石油集团工程设计有限责任公司 | Earthquake-proof protection method for pipeline projects passing through fault zones |
| CN104933269A (en) * | 2015-07-13 | 2015-09-23 | 中国石油天然气集团公司 | Design method for oil and gas pipeline crossing earthquake fault |
| CN105155376A (en) * | 2015-08-17 | 2015-12-16 | 苏州同尚工程设计咨询有限公司 | Non-pressed pipeline reinforcing structure for road surface and construction method for non-pressed pipeline reinforcing structure |
| CN105760622A (en) * | 2016-03-16 | 2016-07-13 | 上海市城市建设设计研究总院 | Soil spring design method of shield tunnel beam-spring model and calculation model |
| CN106777454A (en) * | 2016-11-09 | 2017-05-31 | 中国石油天然气集团公司 | A kind of method for designing of Pipeline Crossing Program strike-slip fault |
| CN107563014A (en) * | 2017-08-11 | 2018-01-09 | 西南石油大学 | The computational methods of the strain of pipeline flexing and critical fault displcement under a kind of faulting |
| CN107741324A (en) * | 2017-10-13 | 2018-02-27 | 北京工业大学 | A kind of housing washer fault section diagnosis method |
| CN108457311A (en) * | 2017-12-13 | 2018-08-28 | 上海交通大学 | A kind of deep base pit enclosure wall stress deformation quick calculation method considering the coupling of wall soil |
| CN207961907U (en) * | 2018-01-31 | 2018-10-12 | 中国石油大学(北京) | Buried oil-gas pipeline antishock device and buried oil-gas pipeline system |
-
2019
- 2019-11-13 CN CN201911109371.2A patent/CN111046502B/en active Active
Patent Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102943945A (en) * | 2012-12-07 | 2013-02-27 | 中国石油集团工程设计有限责任公司 | Earthquake-proof protection method for pipeline projects passing through fault zones |
| CN104933269A (en) * | 2015-07-13 | 2015-09-23 | 中国石油天然气集团公司 | Design method for oil and gas pipeline crossing earthquake fault |
| CN105155376A (en) * | 2015-08-17 | 2015-12-16 | 苏州同尚工程设计咨询有限公司 | Non-pressed pipeline reinforcing structure for road surface and construction method for non-pressed pipeline reinforcing structure |
| CN105760622A (en) * | 2016-03-16 | 2016-07-13 | 上海市城市建设设计研究总院 | Soil spring design method of shield tunnel beam-spring model and calculation model |
| CN106777454A (en) * | 2016-11-09 | 2017-05-31 | 中国石油天然气集团公司 | A kind of method for designing of Pipeline Crossing Program strike-slip fault |
| CN107563014A (en) * | 2017-08-11 | 2018-01-09 | 西南石油大学 | The computational methods of the strain of pipeline flexing and critical fault displcement under a kind of faulting |
| CN107741324A (en) * | 2017-10-13 | 2018-02-27 | 北京工业大学 | A kind of housing washer fault section diagnosis method |
| CN108457311A (en) * | 2017-12-13 | 2018-08-28 | 上海交通大学 | A kind of deep base pit enclosure wall stress deformation quick calculation method considering the coupling of wall soil |
| CN207961907U (en) * | 2018-01-31 | 2018-10-12 | 中国石油大学(北京) | Buried oil-gas pipeline antishock device and buried oil-gas pipeline system |
Non-Patent Citations (1)
| Title |
|---|
| 基于壳单元的连续型采空区埋地管道应变分析;夏梦莹;完整性与可靠性;第256-262页 * |
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