CN106777454A - A kind of method for designing of Pipeline Crossing Program strike-slip fault - Google Patents
A kind of method for designing of Pipeline Crossing Program strike-slip fault Download PDFInfo
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Abstract
The invention discloses a kind of method for designing of Pipeline Crossing Program strike-slip fault, belong to oil-gas pipeline and wear and cross over technical field.Methods described includes：The wrong amount of earth's surface dominant bit where strike-slip fault is calculated, and determines the angle of type, strike-slip fault and the pipeline of backfill soil types, buried depth of pipeline, pipeline and soil contact；The pipe parameter of strike-slip fault is passed through in acquisition, and calculates the fault displcement on the fault displcement and pipeline normal direction parallel to pipeline axial direction；FEM model is set up, pipeline maximum strain when being slid using FEM model simulation strike-slip fault, and the maximum strain empirical equation of strike-slip fault described in Pipeline Crossing Program is set up, to parameter fitting undetermined, obtain the concrete numerical value relation of maximum strain and parameters.The present invention simulates the actual change situation of pipeline after strike-slip fault slides by FEM model, the pipe design formula suitable for strike-slip fault is fitted, so as to design the pipeline corresponding with the tomography of specified conditions exactly.
Description
Technical field
Worn the present invention relates to oil-gas pipeline and cross over technical field, more particularly to a kind of design side of Pipeline Crossing Program strike-slip fault
Method.
Background technology
Used as the national strategy energy, demand is continuously increased oil and gas between the past few decades.As lifeline
The buried pipeline of one of engineering is responsible for the main conveying task of petroleum resources, is China's production and construction, economic development and society
Stabilization provides important energy safeguard.Long-distance oil ＆ gas pipeline in construction and running, because Environmental variations can suffer from
Various unfavorable geological condition infringements, serious threat is brought to pipe safety operation.Earthquake is maximum to society and mankind's harm
Sudden Natural Disasters, China is used as the nature that the stronger national earthquake disaster of seismic activity in the world is China's most serious
One of disaster.According to a large amount of earthquake statistics, the destruction of pipeline is essentially from two aspects：It is on one side due to fluctuation shadow
The pipeline damage for ringing and producing, is on the other hand that, due to the pipeline damage that large deformation is produced, and pipeline is by the broken of fracture belt
Bad is typical large deformation destruction example.When defeated buried pipeline crossover fault long, because there is the larger changing of the relative positions in fault zone ground,
Buried pipeline can deform with the deformation of the soil body, and by the native counter-force effect from pipeline laterally and axially.Work as pipeline
During tension, if elongation strain over-limit condition, pipeline will be destroyed；When pipeline is pressurized, can cause to bend due to shell unstability
Song destruction.In theory, reduce buried depth, the ductility of raising tubing, the angle changed between fault plane and pipe axle, selection pipeline to wear
The more measure such as the position of tomography, position of wall thickness, adjustment anchor point and anchor block of increase pipeline can reduce earthquake to pipeline
Threat.
The unfavorable factors such as underground piping by environmental load due to being acted on, corrosion effect, fatigue effect and material aging
Influence, the serious shock resistance for weakening pipeline.How to avoid pipeline from destroying, be always project planner's research
Problem.For Cross-fault leveling buried pipeline, mainly including following earthquake resistant construction：
1) during embedding pipeline, active fault area is avoided as far as possible.Must such as pass through, make full use of existing Data On Active Fault or
Seismic safety evaluation result, is provided fortification against earthquakes, while correctly selection pipeline and the tomography angle of cut, makes pipeline in fault movements
Tension, it is to avoid be pressurized.Because predicting the outcome for fault strike has certain error compared with actual conditions, therefore can not only by choosing
Suitable pipeline is selected with the tomography angle of cut to reach antidetonation purpose.
2) pipeline should try one's best shallow embedding, and preferably be embedded in the loose or non-cohesive soil of intermediate density, be beneficial to reduction and occur
Restraining force of the soil to pipeline during fault movements.The angle of friction of contact surface can increase pipeline and bear between reduction pipeline and soil
The ability of fault displcement, for example with tomography confluce near pipeline use epoxy resin jacket layer.Loose sand is in horizontal load
When be compacted, in compacting process, angle of friction increases, and the situation of the largest tube power of the generation sand higher with initial density is consistent.Subtract
Angle of friction between small pipeline and soil is favourable, but it is mainly reflected in axial direction, and soil changes to the horizontal drag of pipeline
Become little.
3) tubing of anti-seismic performance good (intensity is high, ductility is good) is used.Larger wall thickness influences pipeline when being pipeline tension
The main favorable factor of reaction.In the case where pipeline is compressed, diameter is smaller with the ratio between wall thickness more favourable, therefore Practical Project
In preferably use the good posted sides pipeline of ductility.Posted sides pipeline can greatly improve seismatic method for pipeline ability, but thickness increase is limited
Degree, for the big changing of the relative positions, may be unsatisfactory for requiring.
4) ability and the coefficient of friction between pipeline and the soil body, the unit weight of backfill of pipeline adaptation tomography are inversely proportional, and should use up
Amount selects the low earth material of the unit weight of coefficient of friction and backfill as backfill.In general, pipeline by active fault at
Backfill local product uses the loose earth material to intermediate density, inviscid.
5) actual anchor point is that the position of anchor block should try one's best away from tomography, per side at least apart from tomography 1.5Le(Lt)—
2.0Le(Lt).Wherein, LeIt is the sliding length of pipeline elastic part, LtIt is the sliding length of the side ducts of tomography one.If pipeline has
Enough sliding lengths, as pipeline provide the alternate displacement for allowing, and can avoid cutting pipeline due to the tomography transverse direction changing of the relative positions
It is disconnected.Increasing non-anchored length can increase endurance of the pipeline to fault movements.But, generally only reach detachment layer greatly in length
Taken effect at about 200 meters, length continues to increase the additional capabilities (including laterally and axially) that just can only produce very little.
As can be seen here, under big fault movement, above-mentioned measure possibly cannot meet requirement, i.e., there is no at present reliable effective
Earthquake resistant construction.With the development of society, function pipeline requirement more and more higher, many important, dangerous long distance pipeline (conveyings
Medium is for poisonous, harmful, inflammable, explosive) requirement higher is proposed to the anti-seismic performance of pipeline, due to earthquake tomography not
Predictable and pipeline earthquake response complexity causes that traditional anti-seismic structure and anti-shock methods may not be effective.When earthquake hair
When raw, the soil load of pipeline is acted on pipeline, can still make pipeline that lateral displacement, length travel and space occur
The complicated shifted version such as displacement, causes the unstable failure of pipeline.
In view of the fragility that buried pipeline is showed under faulting, and the huge danger that its destruction is produced to society
Evil property, we are necessary to take more reliable effective measures to improve and ensure that Cross-fault leveling buried pipeline is anti-under fault movement
Shake security.Promulgated from China《Specification》With《Directive/guide》Since, the seismatic method for pipeline design level of China increases, but many
Also without regularization, the new research of such as earthquake engineering circle shows new achievement in research, when fracture belt occurs the unexpected changing of the relative positions
When, if surface soil layer has certain thickness, the angle of rupture in surface rupture face, splitting scope, displacement are different from basement rock.
This result explanation site condition not only influences earthquake response spectrum, and influence surface rupture face and displacement amplitude, if same right
In different active fault types (such as normal fault, strike-slip fault, reversed fault etc.), due to the ground with certain thickness soil layer
The plane of fracture is different, and the Seismic Design Method of pipeline there is also huge difference.Strike-slip fault area is passed through for long distance pipeline, than
More classical method is Newmark methods and kennedy methods, and the current U.S. and China still use Newmark in specification
Method.But result of its analysis is larger with actual test situation error, does not simply fail to give effective seismatic method for pipeline and set
Meter method, and cost waste is easily caused, and consume substantial amounts of man power and material.
The content of the invention
In order to solve existing long distance pipeline pass through strike-slip fault Aseismic Design error is big, easy cost of idleness the problems such as, this
Invention provides a kind of method for designing of Pipeline Crossing Program strike-slip fault, including：
The wrong amount of earth's surface dominant bit where strike-slip fault is calculated, and determines backfill soil types, buried depth of pipeline, pipeline with soil
The angle of the type, strike-slip fault and pipeline of earth contact surface；
The pipe parameter of the strike-slip fault is passed through in acquisition, and calculates the fault displcement and tube method parallel to pipeline axial direction
Fault displcement on line direction；
The FEM model of strike-slip fault described in Pipeline Crossing Program is set up, and using the pipe parameter for obtaining to the finite element
Model carries out parameterized treatment；
The pipeline maximum strain when strike-slip fault slides is simulated using the FEM model, and according to analog result
The maximum strain empirical equation of strike-slip fault described in Pipeline Crossing Program is set up, the undetermined parameter in the empirical equation is intended
Close, obtain the maximum strain of Pipeline Crossing Program strike-slip fault and the concrete numerical value relation of parameters.
The pipeline maximum strain simulated using the FEM model when strike-slip fault slides, and according to simulation
The step of result sets up the maximum strain empirical equation of strike-slip fault described in Pipeline Crossing Program is specially：
The parameters such as different tubing curves of stress-strain relationship, caliber D, wall thickness t are introduced into FEM model, is obtained not
With the maximum strain of Pipeline Crossing Program strike-slip fault under operating mode；According to different maximum strains, Pipeline Crossing Program strike-slip fault is set up
Maximum strain ε empirical equations, it is specific as follows：
1) when the angle of strike-slip fault and pipeline is less than 90 degree：
2) when the angle of strike-slip fault and pipeline is more than 90 degree：
Wherein：x1,x2,...x14It is undetermined coefficient；D is pipe diameter, and unit is m；T is pipeline wall thickness, and unit is m；f
It is strike-slip fault displacement, unit is m；α is the angle of strike-slip fault and pipeline, and unit is radian；P is pipeline internal pressure, and unit is
MPa；tuIt is axial soil spring, unit is KN/m；puIt is the lateral soil spring of horizontal direction, unit is KN/m；C is the spy of backfill
Levy adhesion strength；H is the buried depth of pipe centerline；γ is the effective weight of soil；frIt is related to pipeline soil layer interface to be
Number；φ is the internal friction angle of soil；C0~C4It is coefficient value relevant with internal friction angle.
The maximum dislocation amount is calculated according to the geologic information and geological data of earth's surface where strike-slip fault, specific to calculate
Formula is：Log (M)=- 4.8+0.69Mw, wherein：Log (M) is the common logarithm with 10 for the truth of a matter, MwIt is earthquake moment magnitude.
The backfill soil types includes close sand, the fluffing of moulding sand, batt and loose clay；The pipeline and soil contact
Type includes concrete layer, coal tar, coarse steel surface, smooth steel surface and clinkery epoxy powder.
The pipe parameter include tubing curves of stress-strain relationship, caliber D, wall thickness t, operating pressure elastic modulus E and
The maximum tension strain stress that pipeline is allowedmax；
The tubing curves of stress-strain relationship is measured by experiment, and is fitted with Ramberg-Osgood equations：
Wherein：ε is to strain, σ is stress, E is operating pressure elastic modelling quantity, σsIt is yield stress；α and N is Ramberg-
Osgood parameters, N is the hardening parameter of nonlinear terms, and α is surrender side-play amount；
The maximum tension strain stressmaxFor：
εmax=δ(2.36-1.58λ-0.101ξη)(1+16.1λ-4.45)(-0.157+0.239ξ-0.241η-0.315)
Wherein：λ is yield tensile ratio, and η is shortcoming depth and wall thickness ratio, and ξ is shortcoming length and wall thickness ratio, and δ is apparent disconnected
Split toughness.
The FEM model for setting up strike-slip fault described in Pipeline Crossing Program, and have to described using the pipe parameter for obtaining
The step of limit meta-model carries out parameterized treatment specifically includes：FEM model is set up using finite element software, and is had in foundation
During limit meta-model, according to strike-slip fault location table dislocation amount, the pipeline apart from strike-slip fault farther out is used into pipe unit
It is discrete, the pipeline near strike-slip fault is discrete using Pipe Elbow Element；By backfill soil types, buried depth of pipeline, pipeline and soil
The pipe parameter of the type of earth contact surface, the angle of strike-slip fault and pipeline, the fault displcement of strike-slip fault and acquisition is introduced to be had
Limit meta-model, realizes the parameterized treatment to FEM model.
The method for designing of the Pipeline Crossing Program strike-slip fault that the present invention is provided, strike-slip fault is simulated by setting up FEM model
The actual change situation of pipeline after sliding, has fitted the pipe design formula suitable for strike-slip fault, so that accurately
Design the pipeline corresponding with the tomography of specified conditions；Every link closely interlocks, and logic is clear and coherent, conceives rigorous, for
Pipe design in strike-slip fault has good directive significance, has fully met the technical need of reality.
Brief description of the drawings
Fig. 1 is the method for designing flow chart of embodiment of the present invention Pipeline Crossing Program strike-slip fault.
Specific embodiment
With reference to the accompanying drawings and examples, technical solution of the present invention is further described.
When the embodiment of the present invention is mainly used in active fault type for strike-slip fault, suitable Pipe installing how is designed
To wherein, so that the pipeline in strike-slip fault has good anti-seismic performance.Pipeline Crossing Program provided in an embodiment of the present invention walks cunning
The method for designing of tomography, specifically includes following steps：
Step S1：Calculate the wrong amount M of earth's surface dominant bit where strike-slip fault, and determine backfill soil types, buried depth of pipeline,
The angle of the type, strike-slip fault and pipeline of pipeline and soil contact.
Maximum dislocation amount M needs geologic information and geological data according to earth's surface where strike-slip fault to calculate, and calculates public
Formula is：Log (M)=- 4.8+0.69Mw(log (M) is the common logarithm with 10 for the truth of a matter, MwIt is earthquake moment magnitude).Backfill soil
Earth type includes close sand, the fluffing of moulding sand, batt and loose clay.The type of pipeline and soil contact include concrete layer, coal tar,
Coarse steel surface, smooth steel surface and clinkery epoxy powder.In actual applications, it is necessary to according to live actual soil feelings
Condition determines the type of soil types, pipeline and the soil contact of backfill, and determines pipe according to Field design requirement
The angle of road buried depth, strike-slip fault and pipeline.
Step S2：The pipe parameter of the strike-slip fault is passed through in acquisition.
Pipe parameter includes tubing curves of stress-strain relationship, caliber D, wall thickness t, operating pressure elastic modulus E and pipeline
The maximum tension strain stress of permissionmaxDeng.Tubing curves of stress-strain relationship can be measured by experiment, use Ramberg-
Osgood equations are fitted：
Wherein：ε is to strain, σ is stress, E is operating pressure elastic modelling quantity, σsIt is yield stress；α and N is Ramberg-
Osgood parameters, N is the hardening parameter of nonlinear terms, and α is surrender side-play amount.
Maximum tension strain stressmax=δ(2.36-1.58λ-0.101ξη)(1+16.1λ-4.45)(-0.157+0.239ξ-0.241η-0.315),
Wherein：λ is yield tensile ratio, and η is shortcoming depth and wall thickness ratio, and ξ is shortcoming length and wall thickness ratio, and δ is apparent fracture toughness,
mm。
Step S3：Calculate the fault displcement Δ Y on the fault displcement Δ X and pipeline normal direction parallel to pipeline axial direction.
Δ X=Mcos θ, Δ Y=Msin θ；Wherein：M is the maximum dislocation amount that step S1 is calculated, and θ is strike-slip fault and pipe
The angle in road.
Step S4：The FEM model of Pipeline Crossing Program strike-slip fault is set up, and using the pipe parameter for obtaining to finite element
Model carries out parameterized treatment.
FEM model is set up using finite element software (such as ABAQUS).During FEM model is set up, according to
Strike-slip fault location table dislocation amount, will apart from strike-slip fault farther out (each 1000 meters of left and right) pipeline use pipe unit PIPI31
Discrete, the length of piping unit takes 1 meter；The pipeline of (each 100 meters of left and right) near strike-slip fault is used into Pipe Elbow Element ELBOW31
Discrete, the length of piping unit takes 0.1 meter.By the type of backfill soil types, buried depth of pipeline, pipeline and soil contact,
Strike-slip fault introduces FEM model with the pipe parameter of the angle, the fault displcement of strike-slip fault and acquisition of pipeline, and it is right to realize
The parameterized treatment of FEM model.
Step S5：Pipeline maximum strain when being slid using FEM model simulation strike-slip fault, and according to analog result
Set up the maximum strain empirical equation of Pipeline Crossing Program strike-slip fault.
The parameters such as different tubing curves of stress-strain relationship, caliber D, wall thickness t are introduced into FEM model, is obtained not
With the maximum strain of Pipeline Crossing Program strike-slip fault under operating mode；According to different maximum strains, Pipeline Crossing Program strike-slip fault is set up
Maximum strain ε empirical equations, it is specific as follows：
1) when the angle of strike-slip fault and pipeline is less than 90 degree：
2) when the angle of strike-slip fault and pipeline is more than 90 degree：
Wherein：x1,x2,...x14It is undetermined coefficient；D is pipe diameter, and unit is m；T is pipeline wall thickness, and unit is m；f
It is strike-slip fault displacement, unit is m；α is the angle of strike-slip fault and pipeline, and unit is radian；P is pipeline internal pressure, and unit is
MPa；tuIt is axial soil spring, unit is KN/m；puIt is the lateral soil spring of horizontal direction, unit is KN/m；C is the spy of backfill
Levy adhesion strength；H is the buried depth of pipe centerline；γ is the effective weight of soil；frIt is related to pipeline soil layer interface to be
Number；φ is the internal friction angle of soil；C0~C4It is coefficient value relevant with internal friction angle, it is relevant with angle of friction.
Step S6：Using the nonlinear fitting tool box in MATLAB to the undetermined parameter (x in empirical equation1,x2,
...x14) be fitted, obtain the maximum strain of Pipeline Crossing Program strike-slip fault and the concrete numerical value relation of parameters.
In specific design, by the maximum fault displcement of strike-slip fault, the angle of pipeline and strike-slip fault, backfilling of pipe canal soil
The objective condition such as property are used as restrictive condition, while by different pipe parameter substitution maximum strain empirical equations, being managed
Maximum strain of the road under strike-slip fault.The maximum strain and permissible are compared, if maximum strain is more than allowable
Strain, then illustrate that the pipe parameter of design does not meet technical requirements, it is necessary to redesign pipe parameter；If maximum strain is less than
Equal to permissible, then illustrate that the pipe parameter of design meets technical requirements, now select most suitable in conjunction with economic factor
Tubing, reaches most perfect design.
For the ease of understanding the technical scheme of the embodiment of the present invention, also for the embodiment embodiment of the present invention in pipe design side
The accuracy in face, illustrates implementation of the invention by taking the formula fitting process that X90 steel pipes pass through strike-slip fault as an example below
Process, chooses pipeline and fault parameters are as follows：Earth's surface dislocation amount M：0-5m；Strike-slip fault and pipeline angle：0- π (in order to
The change for more accurately describing pipeline is fitted to two formula with right angle as boundary respectively)；Buried depth of pipeline：0-2.5m；Backfill great soil group
Type：The fluffing of moulding sand；The type of pipeline and soil contact：Clinkery epoxy powder；Caliber D：1219mm、1422mm；Wall thickness：19.1mm、
23.8mm、26.4mm、33.0mm；Operating pressure：4MPa、8MPa、12MPa；Soil types：Backfill close sand in being；Soil
Unit weight γ：18kN/m3；Angle of friction φ：35°；Lateral coefficient of earth pressure K0：0.5.Soil spring parameter such as following table is obtained by soil parameters
1：
Table 1
| Sequence number | Soil spring direction | Ultimate resistance strength (kN/m) | Yield displacement (m) |
| 1 | Axially | 47.180 | 0.003 |
| 2 | Laterally | 570.801 | 0.122 |
| 3 | Straight up | 89.489 | 0.025 |
| 4 | Straight down | 2424.275 | 0.122 |
Above parameter is combined one by one, all operating modes of the Pipeline Crossing Program strike-slip fault are simulated；The all works that will be obtained
Condition data are fitted and obtain equation below：
1) when the angle of strike-slip fault and pipeline is less than 90 degree：
x1=95.4972, x2=-0.1977, x3=-0.8451, x4=0.0195, x5=0.8515, x6=0.0900, x7
=0.6008, x8=1.7538 × 10-4, x9=4.7833 × 10-5, x10=2.5214 × 10-4, x11=0.0503, x12=-
5.2163×10-8, x13=1.0288 × 10-7, x14=1.3131 × 10-7。
2) when the angle of strike-slip fault and pipeline is more than 90 degree：
x1=1.5453 × 10-9, x2=-0.4233, x3=-0.7434, x4=0.8645, x5=0.4135, x6=
0.2708, x7=1.3674, x8=0.0372, x9=1, x10=-18.3886, x11=356.8678, x12=1, x13=-
1.6799, x14=0.0796.
3) given data in formula is substituted into, then changes tubing and pipe parameter and obtain pipeline under the tomography most
Big strain, and be compared with permissible, if maximum strain is more than permissible, transformation parameter is needed until maximum strain
Less than permissible, while considering that economic factor selects most suitable tubing, most perfect design has been reached.
The method for designing of Pipeline Crossing Program strike-slip fault provided in an embodiment of the present invention, has the following advantages that：
1) designer is simulated after strike-slip fault slides for the characteristic of strike-slip fault by setting up FEM model
The actual change situation of pipeline, substantial amounts of data collection, data analysis, regression calculation, research and calculating, has fitted and has been applied to
Pipe design formula in strike-slip fault, so as to design the pipeline corresponding with the tomography of specified conditions exactly；Every ring
Section closely interlocks, and logic is clear and coherent, conceives rigorous, has good directive significance for the pipe design in strike-slip fault, completely
Meet actual technical need.
2) embodiment of the present invention is studied for Pipeline Crossing Program strike-slip fault, thus its formula for fitting is special
It is suitable for passing through the pipe design of strike-slip fault, its practicality is high compared with other ground displacement forms.The embodiment of the present invention is also to pipe
The factor to affect such as road and soil contact type, the species property of backfill, backfill depth is considered, compensate for well
The deficiency that the crossing pipeline design of existing strike-slip fault region is present.
3) present invention has very strong versatility and applicability, either just relates to earthquake pipe design engineering research work
Technical staff, or veteran technical specialist, can be directed to different types of strike-slip fault, be carried according to the embodiment of the present invention
The method of confession designs suitable pipeline.May need repeatedly to choose pipeline for the technical staff of lack of experience, and carry out one by one
Suitable pipeline can be designed after calculating.Then can be according to oneself to seismic region characteristic for experienced technical staff
The number of times of pipeline selection is reduced with the understanding of pipeline own characteristic and suitable pipeline is designed.
4) embodiment of the present invention first simulates pipeline situation of change with finite element software, and then substantial amounts of analogue data is carried out
Integrate, accuracy is high, and error is small between actual conditions, practical, development in science and technology tide is met by supplementary means of computer
Cost has significantly been saved in stream, its effective seismatic method for pipeline design.
Particular embodiments described above, has been carried out further in detail to the purpose of the present invention, technical scheme and beneficial effect
Describe in detail bright, should be understood that and the foregoing is only specific embodiment of the invention, be not intended to limit the invention, it is all
Within the spirit and principles in the present invention, any modification, equivalent substitution and improvements done etc., should be included in guarantor of the invention
Within the scope of shield.
Claims (6)
1. a kind of method for designing of Pipeline Crossing Program strike-slip fault, it is characterised in that including：
The wrong amount of earth's surface dominant bit where strike-slip fault is calculated, and determines that backfill soil types, buried depth of pipeline, pipeline and soil connect
The angle of the type, strike-slip fault and pipeline of contacting surface；
The pipe parameter of the strike-slip fault is passed through in acquisition, and calculates the fault displcement parallel to pipeline axial direction and pipeline normal side
Upward fault displcement；
The FEM model of strike-slip fault described in Pipeline Crossing Program is set up, and using the pipe parameter for obtaining to the FEM model
Carry out parameterized treatment；
The pipeline maximum strain when strike-slip fault slides is simulated using the FEM model, and is set up according to analog result
The maximum strain empirical equation of strike-slip fault described in Pipeline Crossing Program, is fitted to the undetermined parameter in the empirical equation, obtains
Maximum strain and the concrete numerical value relation of parameters to Pipeline Crossing Program strike-slip fault.
2. the method for designing of Pipeline Crossing Program strike-slip fault as claimed in claim 1, it is characterised in that described using described limited
Meta-model simulates the pipeline maximum strain when strike-slip fault slides, and cunning is walked according to analog result sets up Pipeline Crossing Program
The step of maximum strain empirical equation of tomography, is specially：
The parameters such as different tubing curves of stress-strain relationship, caliber D, wall thickness t are introduced into FEM model, different works are obtained
The maximum strain of Pipeline Crossing Program strike-slip fault under condition；According to different maximum strains, the maximum of Pipeline Crossing Program strike-slip fault is set up
Strain stress empirical equation, it is specific as follows：
1) when the angle of strike-slip fault and pipeline is less than 90 degree：
2) when the angle of strike-slip fault and pipeline is more than 90 degree：
Wherein：x1,x2,...x14It is undetermined coefficient；D is pipe diameter, and unit is m；T is pipeline wall thickness, and unit is m；F is to walk
Slip fault displacement, unit is m；α is the angle of strike-slip fault and pipeline, and unit is radian；P is pipeline internal pressure, and unit is MPa；
tuIt is axial soil spring, unit is KN/m；puIt is the lateral soil spring of horizontal direction, unit is KN/m；C glues for the feature of backfill
Knotting strength；H is the buried depth of pipe centerline；γ is the effective weight of soil；frIt is the coefficient related to pipeline soil layer interface；φ
It is the internal friction angle of soil；C0~C4It is coefficient value relevant with internal friction angle.
3. the method for designing of Pipeline Crossing Program strike-slip fault as claimed in claim 1, it is characterised in that the maximum dislocation amount root
Calculated according to the geologic information and geological data of earth's surface where strike-slip fault, specific formula for calculation is：Log (M)=- 4.8+
0.69Mw, wherein：Log (M) is the common logarithm with 10 for the truth of a matter, MwIt is earthquake moment magnitude.
4. the method for designing of Pipeline Crossing Program strike-slip fault as claimed in claim 1, it is characterised in that the backfill soil class
Type includes close sand, the fluffing of moulding sand, batt and loose clay；The type of the pipeline and soil contact include concrete layer, coal tar,
Coarse steel surface, smooth steel surface and clinkery epoxy powder.
5. the method for designing of Pipeline Crossing Program strike-slip fault as claimed in claim 1, it is characterised in that the pipe parameter includes
The maximum tension that tubing curves of stress-strain relationship, caliber D, wall thickness t, operating pressure elastic modulus E and pipeline are allowed is strained
εmax；
The tubing curves of stress-strain relationship is measured by experiment, and is fitted with Ramberg-Osgood equations：
Wherein：ε is to strain, σ is stress, E is operating pressure elastic modelling quantity, σsIt is yield stress；α and N is Ramberg-Osgood
Parameter, N is the hardening parameter of nonlinear terms, and α is surrender side-play amount；
The maximum tension strain stressmaxFor：
εmax=δ(2.36-1.58λ-0.101ξη)(1+16.1λ-4.45)(-0.157+0.239ξ-0.241η-0.315)
Wherein：λ is yield tensile ratio, and η is shortcoming depth and wall thickness ratio, and ξ is shortcoming length and wall thickness ratio, and δ is tough for apparent fracture
Degree.
6. the method for designing of Pipeline Crossing Program strike-slip fault as claimed in claim 1, it is characterised in that described to set up Pipeline Crossing Program
The FEM model of the strike-slip fault, and parameterized treatment is carried out to the FEM model using the pipe parameter for obtaining
Step is specifically included：FEM model is set up using finite element software, and during FEM model is set up, it is sliding disconnected according to walking
Layer location table dislocation amount, the pipeline apart from strike-slip fault farther out is discrete using pipe unit, by the pipeline near strike-slip fault
It is discrete using Pipe Elbow Element；By the type of backfill soil types, buried depth of pipeline, pipeline and soil contact, strike-slip fault with
The pipe parameter of the angle of pipeline, the fault displcement of strike-slip fault and acquisition introduces FEM model, realizes to FEM model
Parameterized treatment.
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107169240A (en) * | 2017-06-22 | 2017-09-15 | 贵州财经大学 | Returning based on shoulder hole drags computational methods and device |
| CN107367735A (en) * | 2017-07-10 | 2017-11-21 | 四川昇赛尔科技有限公司 | A kind of in-service oil-gas pipeline River Crossing section electromagnetic sound wave detection method |
| CN111046502A (en) * | 2019-11-13 | 2020-04-21 | 长江大学 | Method and device for calculating stiffness of soil spring of pipeline crossing fault |
| CN112948944A (en) * | 2021-03-24 | 2021-06-11 | 中国石油大学(北京) | Pipeline strain calculation method under action of general continuous surface displacement |
| CN112989525A (en) * | 2019-12-17 | 2021-06-18 | 中国石油天然气集团有限公司 | Checking method for oil and gas pipeline design under melting and sinking action in permafrost |
| CN113705030A (en) * | 2020-05-20 | 2021-11-26 | 中国石油天然气集团有限公司 | Method, device and equipment for determining lifting amount of oil and gas pipeline and storage medium |
| CN115130259A (en) * | 2022-06-24 | 2022-09-30 | 武汉大学 | Method and device for predicting axial displacement of cross-fault pipeline interface and building model |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| RU2197667C2 (en) * | 2000-03-16 | 2003-01-27 | Шадунц Константин Шагенович | Method of construction of underground pipeline in section of tectonic faults |
| CN103574160A (en) * | 2013-11-21 | 2014-02-12 | 中国石油集团工程设计有限责任公司 | Method for designing pipeline passing by strike-slip fault with shock peak value larger than 0.4g |
| 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 |
| US20150362103A1 (en) * | 2014-06-13 | 2015-12-17 | Kubota Corporation | Pipeline structure and computer readable recording medium having recorded thereon program for pipeline structure |
| JP2016200460A (en) * | 2015-04-08 | 2016-12-01 | 株式会社クボタ | Behavior estimation method of fault traversal underground buried pipeline and behavior estimation device of fault traversal underground buried pipeline |
-
2016
- 2016-11-09 CN CN201610987464.5A patent/CN106777454B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| RU2197667C2 (en) * | 2000-03-16 | 2003-01-27 | Шадунц Константин Шагенович | Method of construction of underground pipeline in section of tectonic faults |
| CN103574160A (en) * | 2013-11-21 | 2014-02-12 | 中国石油集团工程设计有限责任公司 | Method for designing pipeline passing by strike-slip fault with shock peak value larger than 0.4g |
| US20150362103A1 (en) * | 2014-06-13 | 2015-12-17 | Kubota Corporation | Pipeline structure and computer readable recording medium having recorded thereon program for pipeline structure |
| JP2016200460A (en) * | 2015-04-08 | 2016-12-01 | 株式会社クボタ | Behavior estimation method of fault traversal underground buried pipeline and behavior estimation device of fault traversal underground buried pipeline |
| 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 |
Non-Patent Citations (2)
| Title |
|---|
| LISONG ZHANG等: "A new finite element model of buried steel pipelines crossing strike-slip faults considering equivalent boundary springs", 《ENGINEERING STRUCTURES》 * |
| 王亮等: "基于ABAQUS和MATLAB的断层抗大变形管道长度设计", 《石油工程建设》 * |
Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107169240A (en) * | 2017-06-22 | 2017-09-15 | 贵州财经大学 | Returning based on shoulder hole drags computational methods and device |
| CN107169240B (en) * | 2017-06-22 | 2020-09-11 | 贵州财经大学 | Back-dragging calculation method and device based on stepped hole |
| CN107367735A (en) * | 2017-07-10 | 2017-11-21 | 四川昇赛尔科技有限公司 | A kind of in-service oil-gas pipeline River Crossing section electromagnetic sound wave detection method |
| CN111046502A (en) * | 2019-11-13 | 2020-04-21 | 长江大学 | Method and device for calculating stiffness of soil spring of pipeline crossing fault |
| CN111046502B (en) * | 2019-11-13 | 2023-08-25 | 长江大学 | Soil spring stiffness calculation method and device for pipeline crossing fault |
| CN112989525A (en) * | 2019-12-17 | 2021-06-18 | 中国石油天然气集团有限公司 | Checking method for oil and gas pipeline design under melting and sinking action in permafrost |
| CN113705030A (en) * | 2020-05-20 | 2021-11-26 | 中国石油天然气集团有限公司 | Method, device and equipment for determining lifting amount of oil and gas pipeline and storage medium |
| CN113705030B (en) * | 2020-05-20 | 2024-03-26 | 中国石油天然气集团有限公司 | Method, device, equipment and storage medium for determining lifting amount of oil and gas pipeline |
| CN112948944A (en) * | 2021-03-24 | 2021-06-11 | 中国石油大学(北京) | Pipeline strain calculation method under action of general continuous surface displacement |
| CN112948944B (en) * | 2021-03-24 | 2023-07-21 | 中国石油大学(北京) | Pipeline strain calculation method under general continuous surface displacement effect |
| CN115130259A (en) * | 2022-06-24 | 2022-09-30 | 武汉大学 | Method and device for predicting axial displacement of cross-fault pipeline interface and building model |
| 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 |
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Address after: 100007 No. 9 North Main Street, Dongcheng District, Beijing, Dongzhimen Patentee after: CHINA NATIONAL PETROLEUM Corp. Patentee after: China Petroleum Pipeline Engineering Co.,Ltd. Address before: 100007 No. 9 North Main Street, Dongcheng District, Beijing, Dongzhimen Patentee before: China National Petroleum Corp. Patentee before: China Petroleum Pipeline Engineering Co.,Ltd. |
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