CN105179808B - Pipe laying construction method after the pre- ditching of long range submerged pipeline - Google Patents
Pipe laying construction method after the pre- ditching of long range submerged pipeline Download PDFInfo
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- CN105179808B CN105179808B CN201510609139.0A CN201510609139A CN105179808B CN 105179808 B CN105179808 B CN 105179808B CN 201510609139 A CN201510609139 A CN 201510609139A CN 105179808 B CN105179808 B CN 105179808B
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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 present invention relates to a kind of pipe laying construction method after pre- ditching of long range submerged pipeline, it comprises the following steps：Step 1, the pre- ditching of sub-sea location progress to being intended to pipeline installation, form pipeline groove；Step 2, calculating are intended to prestress value of the pipeline installation in each axial positions of pipeline groove；Step 3, the prestress value of each axial positions calculated is 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 location of prestressing force level threshold value, and carry out rectification construction.
Description
Technical field
The present invention relates to the technical field of undersea pipe-laying, and in particular to is spread after a kind of pre- ditching of long range submerged pipeline
Pipe construction method.
Background technology
As offshore oil and gas field exploitation constantly extends to deep layer and frontier, offshore platform PROCESS FOR TREATMENT flow is more and more simpler
Change, increasing submerged pipeline is used, inevitably occur during pipe installation and pass through busy navigation channel, harbour
Buried depth is increased Deng the phenomenon in high traffic section marine site, therefore for protection pipeline.Embedded depth be traditional rear ditcher without
What method was realized, it is therefore desirable to pipe laying after the pre- ditching of long range.
At present, domestic and international specification is to pipe laying construction technology after the pre- ditching of long range submerged pipeline, only in DNV-OS-F101
In requirement to pipe trench be " sufficiently smooth ", i.e., qualitative regulation (the trench " enough smoothly "
shallbe excavated to a sufficiently smooth profile to minimise thepossibility
Of damages to the pipeline, coating and anodes), but operability is very poor in practice of construction, very
Hardly possible judges the stable case of pipeline.The domestic and international construction precedent without pipe laying after the pre- ditching of long range submerged pipeline.
The content of the invention
For case above, present inventor is on the basis of data at home and abroad is consulted, by largely analyzing and trying
Test, develop a set of method for meeting pipe laying construction after the pre- ditching of long range submerged pipeline.This method is based on FEM model
The pre- ditching bottom of trench flatness of long range submerged pipeline is analyzed, the mount stress control to pipe laying after pre- ditching over long distances is realized
System, solves the construction difficult problem of pipe laying after the pre- ditching of long range submerged pipeline.This method proposes long range submerged pipeline first
The solution of pipe laying construction after pre- ditching, has ensured the safety of new laying pipeline.This method considers controlled investment, shortening
Duration, facilitate factor in terms of site operation, ditching mode after traditional first pipe laying is breached first, formed and be applied to over long distances
The technical scheme of pipe laying construction after the pre- ditching of submerged pipeline, pipe laying construction technology after the pre- ditching of long range submerged pipeline is successfully answered
In the branch line submarine pipeline state key project financing of the second west to east gas pipeline project Hong Kong.
The features such as this method has economic, efficient, pollution-free, strong operability, meets construction requirement.
Embodiments in accordance with the present invention are there is provided a kind of pipe laying construction method after pre- ditching of long range submerged pipeline, and it is wrapped
Include following steps：Step 1, the pre- ditching of sub-sea location progress to being intended to pipeline installation, form pipeline groove；Step 2, calculating are intended to spread
If pipeline is in the prestress value of each axial positions of pipeline groove；Step 3, by the pre- of each axial positions calculated
Stress value is compared with prestressing force level threshold value respectively；Step 4, according to comparative result, determine the prestressing force in pipeline groove
Value exceedes the axial location of prestressing force level threshold value, and carries out rectification construction.
The invention has the advantages that：
1st, it is pipe laying construction after the domestic pre- ditching of long range submerged pipeline first, pipeline specifications do not recommend way, and long
The pipe laying construction after the pre- ditching of submerged pipeline, at home and abroad all beyond example；
2nd, economic, efficient, strong operability.Can effectively solve marine area function zoning complexity where engineering, ship frequent activity,
The requirement that program practice is tight, the implementing plan duration is tight.
3rd, pipe laying construction after the pre- ditching of long range submerged pipeline, the control of bottom of trench flatness is improper in ditching, easily causes new
Build pipeline local stress excessive, cause deformation or even damage, produce immeasurable consequence.The program disclosure satisfy that the engineering
The characteristics of mesh control of investment is tight, the implementing plan duration is tight, meets field engineering requirement.
4th, pipe laying construction method after the pre- ditching of long range submerged pipeline, achieves good effect in engineering, it is possible to resolve
The practical problem of pipe laying construction and duration anxiety, produces obvious economic benefit after the pre- ditching of long range submerged pipeline.
5th, pipe laying construction after the pre- ditching of long range submerged pipeline, at home and abroad all beyond example, first in transfering natural gas from the west to the east two
Applied in the branch line submarine pipeline engineering of line spices port, successfully solve the problem of pipe laying after nearly 20 kilometers of pre- ditchings.Therefore, this skill
The breakthrough of art, to fill the domestic gaps, solve after the pre- ditching of China's submerged pipeline technical barrier of pipe laying construction etc. have it is important
Meaning.Strong reference reference value is provided for the construction of submarine pipeline of the same trade.
Brief description of the drawings
Fig. 1 is the pipe canal digging sectional drawing according to embodiments of the invention；
Fig. 2 is the segmentation according to embodiments of the invention and slitting ditching figure；
Fig. 3 is to be excavated to scheme according to the layering ladder of embodiments of the invention；
Fig. 4 is to be dredged figure according to the grab boat of embodiments of the invention.
Embodiment
Pipe laying construction scheme after the pre- ditching of long range submerged pipeline：
This application provides following technical scheme：
(1) piping design figure and pipe laying environmental analysis
Fig. 1 is the pipe canal digging sectional drawing according to embodiments of the invention.By to piping design figure and pipe laying marine site
The depth of water, geology, wind, wave, the analysis for flowing situation, determine the excavation that grab bucket dredger is adapted to design pipe trench.
(2) pipe laying risk point analysis after pre- ditching
Influence of the maximum risk sources in pipe trench flatness to the On-bottom stability of pipeline in construction operation.With ocean work
Ditching is different after common first pipe laying in journey, and the bedding that the sea pre- ditching technique of pipe is similar in dredging work is excavated, and section is small, long
Degree is big, and bottom of trench flatness is the principal risk point of pipe laying construction after pre- ditching, and the steady safety for directly affecting pipeline enters ditch.
(3) pipe canal digging method is analyzed
By the research to pipe canal digging equipment its own system, clearly coordinate the pipe canal digging method of pipe laying construction.Fig. 4 is
Grab boat is dredged figure according to an embodiment of the invention.Grab bucket dredger is the stronger ship of a kind of adaptability in dredger
Type, it is adaptable to the dredging operation of pipe trench.As shown in figure 4, the main construction of grab bucket dredger includes grab claw and grab bucket two
Point.Wherein grab claw is equipped with transmission system and control system.Transmission system is made up of the interior diesel engine set and transmission device, is used for
Drive the lifting and opening and closing of grab bucket；Control system is made up of elevator scoop roller, opening and closing bucket roller and luffing roller, and roller is equipped with
Clutch and brake, using hydraulic control mode, can automatically control bucket speed and dig deep, slow down falling speed automatically, steady bottom,
And ensure that grab bucket is all opened.The luffing roller is connected by wirerope with derrick, the length for controlling derrick.
During work, rise to above the water surface of position of dredging, opened completely by controlling opening and closing bucket roller to grab bucket by grabbing bucket, then by grabbing
Bucket deadweight is poured in water, and grab bucket is inserted into mud layer certain depth, is then lifted out wirerope, and closure is grabbed bucket to excavate and capture silt,
Finally, control elevator scoop roller and opening and closing bucket roller, water surface certain altitude, and rotating lifting are lifted out by the grab bucket for filling silt
Bar, the silt of excavation is discharged into by refuting the hopper by ship side of dredging, grab bucket is back to a top of dredging, completes an operation and follow
Ring.
Fig. 2 is the segmentation according to embodiments of the invention and slitting ditching figure, and Fig. 3 is point according to embodiments of the invention
Layer ladder excavates figure.As shown in Figure 2,3, more than pipeline top surface slightly dug using large-scale grab boat, bottom 0.5m~1m
Smart digging is carried out using the small-sized grab boat with depthkeeping function.Mode of dredging is carried out using subregion, segmentation, slitting, every layer
Excavate the thick mud layers of 2m, it is a section length that grab bucket dredger is per 100m or so, is a slitting width per 12m.Hong Kong branch line is dug
Mud side slope is 1:4 and 1:7, layering ladder need to be carried out and excavated, according to the principle of " lower super deficient, super underbalance ", side slope after slightly digging
Zigzag is formed, layer of not dredging is disturbed in digging process, and disturbed soil collapses into 1 naturally under gravity:1 side
Slope, rear local finding slope, eventually forms 1:4 and 1:7 side slope.
(4) the qualified control standard of pipe laying (that is, the prestressed upper limit that pipeline can bear) is determined
Submarine pipeline intensity in place is analyzed according to DNV1981 specifications, circumference stress, axial stress are calculated respectively
(including thermal expansion stress and route bending stress), then carries out equivalent stress calculating, finally draws the qualified control of pipe laying
Standard processed.
Circumference stress：
Wherein, piFor pipeline internal pressure, peFor hydrostatic pressure (hydraulic pressure in marine site), D is pipeline nominal diameter, and t is that steel pipe is minimum
Wall thickness.
Thermal expansion stress：Axial stress comprising temperature stress and internal pressure effect generation
Temperature stress：
σlT=α E Δs t (2)
Wherein, α is pipe linear expansion coefficient, and E is steel modulus of elasticity, and Δ t is maximum or minimum running temperature with installing
Temperature difference between temperature.
The stress of internal pressure effect generation is calculated according to below equation：
Wherein, υ is Poisson's ratio, diFor pipe diameter,
It route bending stress：
σlR=DE/2R (4)
Wherein, D is outer diameter tube, and E is steel modulus of elasticity, and R is route bending radius.
According to thermal expansion stress and route bending stress, axial stress is obtained：
σl=σlT+σP+σlR。
Next, equivalent stress is calculated as follows：
Wherein, τxyShear stress (it is assumed that 0).
Thus obtaining the qualified prestress control standard value of pipe laying is：
ηepσF-σe (6)
Wherein, ηepCoefficient of utilization, σFYield strength.That is, the pipe alley bottom dug in advance at each position it is pre- should
Above-mentioned prestress control standard value is not to be exceeded in power, 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, in above formula, each parameter is corresponding is worth such as following table
It is shown：
| Parameter | Pipeline internal pressure, pi | Pipeline external pressure, pe | Pipeline nominal diameter, D | Minimum wall thickness (MINI W.), t |
| Numerical value | 7MPa | 0 | 813mm | 20.7mm |
| Parameter | Pipe linear expansion coefficient, α | Steel modulus of elasticity, E | Temperature difference, Δ t | Poisson's ratio, υ |
| Numerical value | 1.17×10-5 | 207000MPa | 43℃ | 0.3 |
| Parameter | Pipe diameter, di | It route bending radius, R | Coefficient of utilization, ηep | Yield strength, σF |
| Numerical value | 768.6mm | 1500m | 0.72 | 448MPa |
Design and tubing physical parameter more than, Hong Kong branch line sea as obtained by being calculated above-mentioned calculation formula (1)-(6)
Pipe, which is laid, qualified controls standard value to be 85.3MPa.
(5) prestressing force of the pipeline at bottom of trench each extension position is obtained
For example, setting up bottom of trench flatness by OFFPIPE softwares analyzes mathematical calculation model, the pipeline of OFFPIPE softwares
Span analysis " Pipe span analysis option " models, can not only obtain the height and length of extra large pipe suspended span, and
The pipeline prestress value caused by pipe trench out-of-flatness can be obtained.To improve the accuracy that simulation is calculated, guarantee the safety of construction, sea
The boundary condition of the vertical hardness (vertical soil deflection) of bed soil earth is conservatively set to 0；Check and accept and close because of pipe trench
After lattice can pipe laying, therefore only consider distribution situation of the pipeline on sea bed, the relative depth (reference depth) of sea bed
Boundary condition is set to 0；Tubing tension boundary condition is set to 20kN.Primary condition be by Site Detection obtain it is right every 10 meters
Answer transverse direction, the longitudinal coordinate value of pipeline.The bottom of trench absolute altitude at each position is measured by heave the lead.Using the bottom of trench absolute altitude of measurement as
Input condition, bottom of trench irregularity degree analysis is carried out using OFFPIPE softwares, determine prestressing force at each position whether not less than
Above-mentioned prestress control standard value, i.e. it is determined that whether dug pipe trench meets the prestressing force requirement of pipe laying.
That is, by above-mentioned model, calculate pipeline prestress value at each position caused by pipe trench flatness,
And compared with above-mentioned control standard value, so that it is determined that whether the prestressing force of each position meets control standard, further determine that
Dug pipe trench, if being not suitable for, takes corresponding measures to rectify and reform if appropriate for pipe laying.
It is briefly described as follows field conduct process.
During the branch line undersea pipe-laying of the second west to east gas pipeline project Hong Kong, substantially 500 meters of ditching is once checked and accepted,
Bottom of trench absolute altitude is measured by heave the lead.Water stone roller is made by 50 × 455mm of Φ round steel, can be penetrated the Mud Layer of pipe trench, be measured pipe
The actual elevation of ditch.Operated during with water stone roller measurement absolute altitude by veteran measurement work.Using the bottom of trench absolute altitude of measurement as input bar
Part, bottom of trench irregularity degree analysis is carried out using OFFPIPE softwares, it is determined that dug pipe trench is if appropriate for pipe laying, to being adapted to pipe laying
Pipelaying work need to be carried out in time, to reduce the influence that pipe trench back-silts；The less Grab of bucket capacity need to be used to unsuitable pipe trench
Carry out smooth processing.
By taking wherein two section 500 mitron section of the second west to east gas pipeline project Hong Kong branch line as an example, whether qualified bottom of trench flatness is illustrated
Decision method, to determine this section of pipe trench if appropriate for progress pipe laying.As shown in table 1, simulation is calculated the bottom of trench absolute altitude of measurement
Corresponding each point stress is as shown in table 2.
The corresponding ttom of pipe absolute altitude of 1 Hong Kong branch line of table, two section of 500 mitron section
The corresponding pipeline each point stress of table 2
From table 2 it can be seen that the corresponding stress of each point is satisfied by step (4) identified pipe laying conjunction in first paragraph
The control standard value 85.3MPa of lattice, therefore this section of pipe trench is adapted to pipe laying；And 270m, 280m, 310m, 320m in second segment,
8 points of corresponding stress of 330m, 460m, 470m, 480m have exceeded 85.3MPa, therefore need to be handled accordingly.
Finally it should be noted that, it is clear that, above-described embodiment is only intended to clearly illustrate example of the present invention, and simultaneously
The non-restriction to embodiment.For those of ordinary skill in the field, it can also do on the basis of the above description
Go out other various forms of changes or variation.There is no necessity and possibility to exhaust all the enbodiments.And thus drawn
Among the obvious changes or variations that Shen goes out is still in protection scope of the present invention.
Claims (7)
1. a kind of pipe laying construction method after pre- ditching of long range submerged pipeline, comprises the following steps：
Step 1, the pre- ditching of sub-sea location progress to being intended to pipeline installation, form pipeline groove；
Step 2, calculating are intended to prestress value of the pipeline installation in each axial positions of pipeline groove；
Step 3, the prestress value of each axial positions calculated is 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 location of prestressing force level threshold value,
And carry out rectification construction,
Wherein, in the step 1, more than pipeline top surface slightly dug using large-scale grab boat, slightly digging back domatic
Into zigzag,
Bottom uses the small-sized grab boat with depthkeeping function to carry out smart digging, wherein, every layer is excavated certain thickness thick mud
Layer, is excavated according to every section length, per slitting width,
Wherein, grab boat excavates width and is more than slitting width, the excavation width of adjacent slitting when every slitting is excavated
Have overlapping.
2. pipe laying construction method after the pre- ditching of long range submerged pipeline according to claim 1, wherein, in the step 1
In, there is 0.5 to 1 meter of use of bottom the small-sized grab boat of depthkeeping function to carry out smart digging, and mode of dredging uses subregion, divided
Section, slitting are carried out, and every layer is excavated 2 meters thick mud layer, and every 100 meters of grab boat is a section length, and every 12 meters are that a slitting is wide
Degree.
3. pipe laying construction method after the pre- ditching of long range submerged pipeline according to claim 1, wherein, in the step 2
In, by OFFPIPE softwares, bottom of trench flatness analysis mathematical calculation model is set up, by the border of the vertical hardness of sea bed soil
Condition is set to 0, and the relative depth boundary condition of sea bed is set into 0, tubing tension boundary condition is set into 20kN, with the pipe of measurement
The bottom of trench absolute altitude of road groove is input condition, obtains the prestressing force for being intended to pipeline installation in each axial positions of pipeline groove
Value.
4. pipe laying construction method after the pre- ditching of long range submerged pipeline described in one in claims 1 to 3, wherein,
The prestressing force level threshold value through the following steps that obtain：
According to below equation, circumference stress is calculated：
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<mo>(</mo>
<mn>1</mn>
<mo>)</mo>
</mrow>
</mrow>
Wherein, piFor pipeline internal pressure, peFor hydrostatic pressure (hydraulic pressure in marine site), D is pipeline nominal diameter, and t is steel pipe minimal wall
Thickness,
According to below equation calculation of temperature stresses：
σlT=α E Δs t (2)
Wherein, α is pipe linear expansion coefficient, and E is steel modulus of elasticity, and Δ t is maximum or minimum running temperature with installing temperature
Between temperature difference,
The stress of internal pressure effect generation is calculated according to below equation：
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<mi>d</mi>
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</mrow>
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<mo>(</mo>
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</mrow>
</mrow>
Wherein, υ is Poisson's ratio, diFor pipe diameter,
According to below equation, route bending stress is calculated：
σlR=DE/2R (3-2)
Wherein, D is outer diameter tube, and E is steel modulus of elasticity, and R is route bending radius,
According to below equation, axial stress is obtained：
σl=σlT+σP+σlR,
Next, according to below equation, calculating equivalent stress：
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<msub>
<mi>&sigma;</mi>
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Wherein, τxyFor shear stress,
According to below equation, the prestressing force level threshold value is obtained：
ηepσF-σe (5)
Wherein, ηepFor coefficient of utilization, σFFor yield strength.
5. pipe laying construction method after the pre- ditching of long range submerged pipeline according to claim 3, wherein, dug by grab type
Mud ship carries out the step 1, and the grab bucket dredger includes grab claw and grab bucket, wherein, grab claw be equipped with transmission system and
Control system, transmission system includes the interior diesel engine and transmission device set, lifting and opening and closing for driving grab bucket；Control system
Including elevator scoop roller, opening and closing bucket roller and luffing roller, roller is equipped with clutch and brake, and the luffing roller passes through steel
Cable is connected with derrick, the length for controlling derrick,
When carrying out pre- ditching, risen to grabbing bucket above the water surface of position mud layer to be dug, will by control system opening and closing bucket roller
Grab bucket is opened completely, then by grab bucket deadweight, grab bucket is inserted into mud layer certain depth,
Then, the wirerope of lifting connection grab bucket, closure grab bucket, to excavate and capture silt,
Finally, control system elevator scoop roller and bucket roller is opened and closed, the grab bucket for filling silt is lifted out water surface certain altitude,
And be rotatably connected grab bucket and control system derrick, by the silt of excavation be discharged into by refute dredger ship side by hopper,
Grab bucket is back to above the water surface of position mud layer to be dug, and completes a work cycle.
6. pipe laying construction method after the pre- ditching of long range submerged pipeline according to claim 3, wherein, surveyed by heave the lead
Bottom of trench absolute altitude is measured, water stone roller is made by 50 × 455mm of Φ round steel, can penetrate the Mud Layer of pipeline groove.
7. pipe laying construction method after the pre- ditching of long range submerged pipeline according to claim 5, wherein, carrying out pre- ditching
When, part more than pipeline top surface is slightly dug using large-scale grab boat, and bottom above 0.5m~1m part is using tool
The small-sized grab boat for having depthkeeping function carries out smart digging, and every layer is excavated 2 meters thick mud layer, and every 100 meters or so are a section length,
Every 12 meters are a slitting width, and layer of not dredging is disturbed in digging process, and disturbed soil caves in naturally under gravity
Into 1:1 side slope, rear local finding slope, eventually forms 1:4 and 1:7 side slope.
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| CN106555387A (en) * | 2017-01-18 | 2017-04-05 | 深圳海油工程水下技术有限公司 | A kind of sea bed preprocess method based on jet |
| 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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