CN105179808A - Pipe laying construction method adopted after pre-ditching of long-distance subsea pipeline - Google Patents
Pipe laying construction method adopted after pre-ditching of long-distance subsea pipeline Download PDFInfo
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- CN105179808A CN105179808A CN201510609139.0A CN201510609139A CN105179808A CN 105179808 A CN105179808 A CN 105179808A CN 201510609139 A CN201510609139 A CN 201510609139A CN 105179808 A CN105179808 A CN 105179808A
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- pipeline
- ditching
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F16—ENGINEERING ELEMENTS AND UNITS; GENERAL MEASURES FOR PRODUCING AND MAINTAINING EFFECTIVE FUNCTIONING OF MACHINES OR INSTALLATIONS; THERMAL INSULATION IN GENERAL
- F16L—PIPES; JOINTS OR FITTINGS FOR PIPES; SUPPORTS FOR PIPES, CABLES OR PROTECTIVE TUBING; MEANS FOR THERMAL INSULATION IN GENERAL
- F16L1/00—Laying or reclaiming pipes; Repairing or joining pipes on or under water
- F16L1/12—Laying or reclaiming pipes on or under water
- F16L1/16—Laying or reclaiming pipes on or under water on the bottom
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Abstract
The invention relates to a pipe laying construction method adopted after pre-ditching of a long-distance subsea pipeline. The method comprises the following steps that firstly, pre-ditching is carried out at the subsea position where the pipeline needs to be laid, and a pipeline trench is formed; secondly, the prestress values of the pipeline to be laid at various axial positions in the pipeline trench are calculated; thirdly, the calculated prestress values at the axial positions are compared with the prestress standard threshold value; and fourthly, according to the comparison result, the axial position where the prestress value exceeds the prestress standard threshold value in the pipeline trench is determined, and modifying construction is carried out.
Description
Technical field
The present invention relates to the technical field of undersea pipe-laying, be specifically related to a kind of long apart from pipe laying construction method after the pre-ditching of submerged pipeline.
Background technique
Along with offshore oil and gas field exploitation is constantly to deep layer and frontier expansion; offshore platform process treating flow process more and more simplifies; increasing submerged pipeline is used; the phenomenon of passing through the high traffic section marine sites such as busy navigation channel, harbour is inevitably there will be, therefore for protecting pipeline to add great burying in pipe installation process.The degree of depth buried underground is that traditional rear trenching machine cannot realize, and therefore needs long apart from pipe laying after pre-ditching.
At present, domestic and international specification is to pipe laying construction technology after the pre-ditching of long distance submerged pipeline, be only " sufficientlysmooth " to the requirement of pipe trench in DNV-OS-F101, i.e. qualitative regulation (the thetrenchshallbeexcavatedtoasufficientlysmoothprofiletom inimisethepossibilityofdamagestothepipeline of " enough level and smooth ", coatingandanodes), but operability is very poor in practice of construction, be difficult to the stable case judging pipeline.The not long construction precedent apart from pipe laying after the pre-ditching of submerged pipeline both at home and abroad.
Summary of the invention
For above situation, present inventor, on the basis of consulting data at home and abroad, by large component analysis and test, develops a set of satisfied long method apart from pipe laying construction after the pre-ditching of submerged pipeline.The method analyzes long distance submerged pipeline pre-ditching bottom of trench flatness based on FEM (finite element) model, achieve and control apart from the mount stress of pipe laying after pre-ditching long, solves the long construction difficult problem apart from pipe laying after the pre-ditching of submerged pipeline.The method proposes the long solution apart from pipe laying construction after the pre-ditching of submerged pipeline first, has ensured the safety of new tubing.The method considers controlled investment, reduction of erection time, facilitates the aspect factors such as site operation, breach ditching mode after traditional first pipe laying first, formed and be applicable to the long technological scheme apart from pipe laying construction after the pre-ditching of submerged pipeline, after growing the pre-ditching of distance submerged pipeline, pipe laying construction technology successful Application is in the branch line submarine pipeline state key project financing of the second west to east gas pipeline project Hong Kong.
The method has the features such as economy, efficient, pollution-free, strong operability, meets construction requirement.
According to embodiments of the invention, provide a kind of long apart from pipe laying construction method after the pre-ditching of submerged pipeline, it comprises the steps: step 1, carries out pre-ditching to the sub sea location for pipeline installation, forms pipeline groove; Step 2, calculating are for the prestress value of pipeline installation in each axial positions of pipeline groove; Step 3, the prestress value of each axial positions calculated to be compared with prestressing force level threshold value respectively; Step 4, according to comparative result, determine that the prestress value in pipeline groove exceedes the axial position of prestressing force level threshold value, and carry out rectification construction.
The present invention has following beneficial effect:
1, be pipe laying construction after the pre-ditching of domestic first vice-minister distance submerged pipeline, pipeline specifications does not recommend way, and pipe laying construction after the pre-ditching of long distance submerged pipeline, at home and abroad all beyond example;
2, economic, efficient, strong operability.Effectively can solve engineering place marine area function zoning complexity, boats and ships frequent activity, program practice are tight, the implementing plan duration is tight requirement.
3, pipe laying construction after the pre-ditching of long distance submerged pipeline, in ditching, the control of bottom of trench flatness is improper, very easily causes newly-built pipeline localized stress excessive, causes distortion even to damage, produces immeasurable consequence.The program can meet the feature that this project program practice is tight, the implementing plan duration is tight, meets field engineering requirement.
4, pipe laying construction method after the pre-ditching of long distance submerged pipeline, achieves good effect in engineering, can solve the long practical problem apart from pipe laying construction and duration anxiety after the pre-ditching of submerged pipeline, produce obvious economic benefit.
5, pipe laying construction after the pre-ditching of long distance submerged pipeline, at home and abroad all beyond example, applies first in the branch line submarine pipeline engineering of the second west to east gas pipeline project Hong Kong, successfully solves a difficult problem for pipe laying after nearly 20 kilometers of pre-ditchings.Therefore, the breakthrough of this technology, has great importance to the technical barrier etc. of pipe laying construction after the pre-ditching of China's submerged pipeline that fills the domestic gaps, solves.Construction for submarine pipeline of the same trade provides strong reference reference value.
Accompanying drawing explanation
Fig. 1 is pipe canal digging sectional view according to an embodiment of the invention;
Fig. 2 is segmentation according to an embodiment of the invention and itemize ditching figure;
Fig. 3 is that layering ladder excavation is schemed according to an embodiment of the invention;
Fig. 4 to dredge figure for grab boat according to an embodiment of the invention.
Embodiment
Pipe laying construction scheme after the pre-ditching of long distance submerged pipeline:
This application provides following technological scheme:
(1) piping design figure and pipe laying environmental analysis
Fig. 1 is pipe canal digging sectional view according to an embodiment of the invention.By the analysis of the depth of water to piping design figure and pipe laying marine site, geology, wind, wave, stream situation, determine the excavation that grab dredger is applicable to designing pipe trench.
(2) after pre-ditching, pipe laying risk point is analyzed
Risk sources maximum in construction operation is in the impact of pipe trench flatness on the On-bottom stability of pipeline.Different from ditching after first pipe laying common in ocean engineering, the sea pre-ditching technique of pipe is similar to the bedding excavation in dredging works, and cross section is little, and length is large, bottom of trench flatness is the principal risk point of pipe laying construction after pre-ditching, and the steady safety directly affecting pipeline enters ditch.
(3) pipe canal digging methods analyst
By the research to pipe canal digging facility its own system, clearly coordinate the pipe canal digging method of pipe laying construction.Fig. 4 to dredge figure for grab boat according to an embodiment of the invention.Grab dredger is the ship type that in dredger, a kind of adaptability is stronger, is applicable to the dredging operation of pipe trench.As shown in Figure 4, the major constituents of grab dredger comprises grab claw and grab bucket two-part.Wherein grab claw is equipped with transmission system and control system.Transmission system is made up of, for driving lifting and the opening and closing of grab bucket the interior diesel engine established and transmission device; Control system is made up of elevator scoop cylinder, opening and closing bucket cylinder and luffing cylinder, and cylinder is equipped with clutch and brake, adopts hydraulic control mode, automatically can control bucket speed and dig dark, automatically slowing down falling speed, steady the end, and ensures that grab bucket is all opened.Described luffing cylinder is connected with derrick by wirerope, for controlling the length of derrick.During work, above the water surface rising to position of dredging by grabbing bucket, by controlling opening and closing bucket cylinder, grab bucket is opened completely, grab bucket deadweight is relied on to pour in water again, mud layer certain depth is inserted in grab bucket, then wirerope is promoted, closed grab bucket is to excavate and to capture silt, finally, control elevator scoop cylinder and opening and closing bucket cylinder, the grab bucket of filling silt is lifted out water surface certain altitude, and rotate suspension rod, be discharged into by the silt of excavation by refuting the other hopper of ship side of dredging, grab bucket is back to a top of dredging, and completes a work cycle.
Fig. 2 is segmentation according to an embodiment of the invention and itemize ditching figure, Fig. 3 is that layering ladder excavation is schemed according to an embodiment of the invention.As shown in Figure 2,3, more than pipeline end face adopt large-scale grab boat slightly to dig, bottom 0.5m ~ 1m adopts the small-sized grab boat with depthkeeping function to carry out essence and digs.The mode of dredging adopts subregion, segmentation, itemize to carry out, and every layer of thick mud layer of excavation 2m, every about the 100m of grab dredger is a section length, and every 12m is an itemize width.Branch line side slope of dredging in Hong Kong is 1:4 and 1:7, layering ladder excavation need be carried out, according to the principle of " lower super deficient; super underbalance ", slightly dig back domatic engrail, layer of not dredging is disturbed in digging process, and disturbed soil collapses into 1:1 side slope under gravity naturally, rear local finding slope, finally forms the side slope of 1:4 and 1:7.
(4) control criterion that pipe laying is qualified (that is, pipeline can bear the prestressed upper limit) is determined
According to DNV1981 specification, submarine pipeline intensity in place is analyzed, calculate circumference stress, axial stress (comprising thermal expansion stress and route flexural stress) respectively, then carry out equivalent stress calculating, finally draw the control criterion that pipe laying is qualified.
Circumference stress:
Wherein, p
ifor pressing in pipeline, p
efor hydrostatic pressure (hydraulic pressure in marine site), D is pipeline nominal diameter, and t is steel pipe minimum wall thickness (MINI W.).
Thermal expansion stress: the axial stress comprising temperature stress and interior pressure effect generation
Temperature stress:
σ
lT＝αEΔt(2)
Wherein, α is pipe linear expansion coefficient, and E is steel Young's modulus, the temperature difference that Δ t is maximum or minimum running temperature and installs between temperature.
Stress according to pressure effect in following formulae discovery generates:
Wherein, υ is Poisson's ratio, d
ifor pipe diameter,
Route flexural stress:
σ
lR＝DE/2R(4)
Wherein, D is outer diameter tube, and E is steel Young's modulus, and R is route bending radius.
According to thermal expansion stress and route flexural stress, obtain axial stress:
σ
l＝σ
lT+σ
P+σ
lR。
Next, equivalent stress is calculated as follows:
Wherein, τ
xyshearing stress (being assumed to 0).
The prestress control reference value obtaining pipe laying thus qualified is:
η
epσ
F-σ
e(6)
Wherein, η
epcoefficient of utilization, σ
fyield strength.That is, above-mentioned prestress control reference value should do not exceeded at the prestressing force of each position at the bottom of the pipe alley dug in advance, to meet the flatness requirement for pipeline installation.
As a specific example, for the second west to east gas pipeline project Hong Kong branch line, the value that in above formula, each parameter is corresponding is as shown in the table:
| Parameter | Pressure in pipeline, p i | Pipeline external pressure, p e | Pipeline nominal diameter, D | Minimum wall thickness (MINI W.), t |
| Numerical value | 7MPa | 0 | 813mm | 20.7mm |
| Parameter | Pipe linear expansion coefficient, α | Steel Young's modulus, E | Temperature difference, Δ t | Poisson's ratio, υ |
| Numerical value | 1.17×10 -5 | 207000MPa | 43℃ | 0.3 |
| Parameter | Pipe diameter, d i | Route bending radius, R | Coefficient of utilization, η ep | Yield strength, σ F |
| Numerical value | 768.6mm | 1500m | 0.72 | 448MPa |
According to above design and tubing physical parameter, the control criterion value calculating gained Hong Kong branch line pipe laying qualified by above-mentioned formula (1)-(6) is 85.3MPa.
(5) prestressing force of pipeline at each extension position place of bottom of trench is obtained
Such as, set up bottom of trench flatness by OFFPIPE software and analyze mathematical calculation model, pipeline span analysis " Pipespananalysisoption " model of OFFPIPE software, not only can obtain height and the length of extra large pipe suspended span, and the pipeline prestress value that pipe trench out-of-flatness causes can be obtained.For improving the accuracy of analog computation, guarantee the safety of construction, the boundary conditions of the vertical hardness (verticalsoildeflection) of sea bed soil is conservatively set to 0; Because of can pipe laying, the therefore distribution situation of consideration pipeline on sea bed after pipe trench acceptance(check), relative depth (referencedepth) boundary conditions of sea bed be set to 0; Tubing tension boundary conditions is set to 20kN.Initial conditions is horizontal, the longitudinal coordinate value every the 10 meters of corresponding pipelines that are obtained by Site Detection.The bottom of trench absolute altitude of each position is measured by heave the lead.With the bottom of trench absolute altitude measured for initial conditions, utilize OFFPIPE software to carry out the analysis of bottom of trench irregularity degree, determine whether the prestressing force of each position does not exceed above-mentioned prestress control reference value, that is, determine whether dug pipe trench meets the prestressing force requirement of pipe laying.
That is, by above-mentioned model, calculate each position caused by pipe trench flatness pipeline prestress value and compared with above-mentioned control criterion value, thus determine whether the prestressing force of each position meets control criterion, determine whether dug pipe trench is applicable to pipe laying further, if be not suitable for, take corresponding measures to rectify and reform.
Brief description field conduct process below.
In the branch line undersea pipe-laying process of the second west to east gas pipeline project Hong Kong, ditching 500 meters is is once checked and accepted substantially, measures bottom of trench absolute altitude by heave the lead.Water stone roller is made by Φ 50 × 455mm round steel, can penetrate the Mud Layer of pipe trench, record the actual elevation of pipe trench.Operated by veteran measurement work when measuring absolute altitude with water stone roller.With the bottom of trench absolute altitude measured for initial conditions, utilize OFFPIPE software to carry out the analysis of bottom of trench irregularity degree, determine whether dug pipe trench is applicable to pipe laying, carries out pipelaying work in time, to reduce the impact that pipe trench back-silts to the need of applicable pipe laying; The Grab that bucket capacity is less need be adopted to carry out smooth process to unaccommodated pipe trench.
For the second west to east gas pipeline project Hong Kong branch line wherein two section of 500 mitron section, illustrate the decision method whether bottom of trench flatness is qualified, to determine whether this section of pipe trench is applicable to carrying out pipe laying.The bottom of trench absolute altitude measured is as shown in table 1, and each point stress corresponding to analog computation is as shown in table 2.
Absolute altitude at the bottom of the pipe of table 1 Hong Kong branch line two section of 500 mitron section correspondence
The pipeline each point stress of table 2 correspondence
As can be seen from Table 2, the stress that in first paragraph, each point is corresponding all meets the control criterion value 85.3MPa that in step (4), determined pipe laying is qualified, and therefore this section of pipe trench is applicable to pipe laying; And stress corresponding to 270m, 280m, 310m, 320m, 330m, 460m, 470m, 480m 8 in second segment has exceeded 85.3MPa, therefore needs to process accordingly.
Finally it should be noted that obviously above-described embodiment is only for example of the present invention is clearly described, and the restriction not to mode of execution.For those of ordinary skill in the field, can also make other changes in different forms on the basis of the above description.Here exhaustive without the need to also giving all mode of executions.And thus the apparent change of amplifying out or variation be still among protection scope of the present invention.
Claims (7)
1. a pipe laying construction method after the pre-ditching of long distance submerged pipeline, comprises the steps:
Step 1, carry out pre-ditching to for the sub sea location of pipeline installation, form pipeline groove;
Step 2, calculating are for the prestress value of pipeline installation in each axial positions of pipeline groove;
Step 3, the prestress value of each axial positions calculated to be compared with prestressing force level threshold value respectively; And
Step 4, according to comparative result, determine that the prestress value in pipeline groove exceedes the axial position of prestressing force level threshold value, and carry out rectification construction.
2. pipe laying construction method after the pre-ditching of long distance submerged pipeline according to claim 1, wherein, in described step 1, large-scale grab boat more than pipeline end face is adopted slightly to dig, the small-sized grab boat that bottom 0.5 to 1 meter of employing has a depthkeeping function carries out essence and digs, and the mode of dredging adopts subregion, segmentation, itemize to carry out, every layer of excavation 2 meters of thick mud layers, every 100 meters of grab boat is a section length, and every 12 meters is an itemize width.
3. pipe laying construction method after the pre-ditching of long distance submerged pipeline according to claim 1, wherein, in described step 2, by OFFPIPE software, set up bottom of trench flatness and analyze mathematical calculation model, the boundary conditions of the vertical hardness of sea bed soil is set to 0, the relative depth boundary conditions of sea bed is set to 0, tubing tension boundary conditions is set to 20kN, with the bottom of trench absolute altitude of the pipeline groove measured for initial conditions, obtain for the prestress value of pipeline installation in each axial positions of pipeline groove.
4., according to pipe laying construction method after the pre-ditching of long distance submerged pipeline described in claims 1 to 3, wherein, described prestressing force level threshold value is obtained by following steps:
According to following formula, calculate circumference stress:
Wherein, p
ifor pressing in pipeline, p
efor hydrostatic pressure (hydraulic pressure in marine site), D is pipeline nominal diameter, and t is steel pipe minimum wall thickness (MINI W.),
According to following formulae discovery temperature stress:
σ
lT＝αEΔt(2)
Wherein, α is pipe linear expansion coefficient, and E is steel Young's modulus, the temperature difference that Δ t is maximum or minimum running temperature and installs between temperature,
Stress according to pressure effect in following formulae discovery generates:
Wherein, υ is Poisson's ratio, d
ifor pipe diameter,
According to following formula, calculate route flexural stress:
σ
lR＝DE/2R(3-2)
Wherein, D is outer diameter tube, and E is steel Young's modulus, and R is route bending radius,
According to following formula, obtain axial stress:
σ
l＝σ
lT+σ
P+σ
lR，
Next, according to following formula, calculate equivalent stress:
Wherein, τ
xyfor shearing stress,
According to following formula, obtain described prestressing force level threshold value:
η
epσ
F-σ
e(5)
Wherein, η
epfor coefficient of utilization, σ
ffor yield strength.
5. pipe laying construction method after the pre-ditching of long distance submerged pipeline according to claim 3, wherein, described step 1 is carried out by grab dredger, described grab dredger comprises grab claw and grab bucket, wherein, grab claw is equipped with transmission system and control system, and the diesel engine established in transmission system comprises and transmission device, for driving lifting and the opening and closing of grab bucket; Control system comprises elevator scoop cylinder, opening and closing bucket cylinder and luffing cylinder, and cylinder is equipped with clutch and brake, and described luffing cylinder is connected with derrick by wirerope, for controlling the length of derrick,
When carrying out pre-ditching, grab bucket being risen to above the water surface for digging position mud layer, by control system opening and closing bucket cylinder, grab bucket being opened completely, then rely on grab bucket deadweight, mud layer certain depth is inserted in grab bucket,
Then, promote the wirerope connecting grab bucket, closed grab bucket, to excavate and to capture silt,
Finally, control system elevator scoop cylinder opening and closing bucket cylinder, the grab bucket of filling silt is lifted out water surface certain altitude, and the derrick of be rotatably connected grab bucket and control system, the silt of excavation is discharged into the hopper on the ship side side by refuting dredger, grab bucket is back to above the water surface for digging position mud layer, completes a work cycle.
6. pipe laying construction method after the pre-ditching of long distance submerged pipeline according to claim 3, wherein, measures bottom of trench absolute altitude by heave the lead, and water stone roller is made by Φ 50 × 455mm round steel, can penetrate the Mud Layer of pipeline groove.
7. pipe laying construction method after the pre-ditching of long distance submerged pipeline according to claim 5, wherein, when carrying out pre-ditching, part more than pipeline end face adopts large-scale grab boat slightly to dig, the part of the above 0.5m ~ 1m of bottom adopts the small-sized grab boat with depthkeeping function to carry out essence and digs, every layer of excavation 2 meters of thick mud layers, every about 100 meters is a section length, every 12 meters is an itemize width, primary excavation back domatic engrail, layer of not dredging is disturbed in digging process, disturbed soil collapses into 1:1 side slope under gravity naturally, rear local finding slope, finally form the side slope of 1:4 and 1:7.
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| CN107169240A (en) * | 2017-06-22 | 2017-09-15 | 贵州财经大学 | Returning based on shoulder hole drags computational methods and device |
| CN108193713A (en) * | 2017-12-25 | 2018-06-22 | 中冶天工集团有限公司 | Large-diameter Steel pipeline Immersed tunnel technique under a kind of no precipitation condition |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| 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 |
| CN108193713A (en) * | 2017-12-25 | 2018-06-22 | 中冶天工集团有限公司 | Large-diameter Steel pipeline Immersed tunnel technique under a kind of no precipitation condition |
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