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Document type: Part of book or chapter of book | Document type: Part of book or chapter of book | ||
+ | |||
+ | == Error == | ||
+ | |||
+ | ==2. Numerical modeling== | ||
+ | |||
+ | In this study, an X80 grade steel pipeline with corrosion defect is modeled. According to the previous analysis, the local stress state of buried corrosion defective pipelines is complicated under the action of unreasonable ground overload. Meanwhile, the focus of this paper is to conduct a safety assessment of buried corrosion defective pipelines under given conditions. Generally, the shape of corrosion defects is irregular. To quantify the shape of corrosion defects, it is necessary to reasonably simplify the model corrosion defects to apply the results to various geometric shapes [19-20]. In many industry standard specifications such as DNV and modified B31G, the maximum corrosion depth (<math display="inline">d</math> | ||
+ | ), width (<math display="inline">W</math>) and length (<math display="inline">L</math>) are used to describe the pipeline corrosion defects. If the defect depth profile is relatively smooth and does not present multiple major peaks in depth, a corrosion defect can be considered as a regular shape [20]. The shape of the corrosion defect of buried pipelines is simplified as a rectangular volume defects and rounded the corners in this paper, as shown in [[#img-1|Figure 1]], which is a common used method in literature [13,17,21]. | ||
+ | |||
+ | <div id='img-1'></div> | ||
+ | {| style="text-align: center; border: 1px solid #BBB; margin: 1em auto; width: auto;max-width: auto;" | ||
+ | |- | ||
+ | |style="padding:10px;"| [[Image:Draft_Zheng_851632191-image1.png|426px]] | ||
+ | |- style="text-align: center; font-size: 75%;" | ||
+ | | colspan="1" style="padding:10px;"| '''Figure 1'''. Schematic diagram of corrosion defect pipeline | ||
+ | |} | ||
+ | |||
+ | |||
+ | Numerical analysis of the buried pipeline under the ground loads is conducted by using the FE software ABAQUS6.14. The diameter of the pipeline is 0.66m, and the wall thickness is 8mm. The length of soil along the axial is selected 30 times the pipe diameter, and the height and width are 9 times and 15 times the pipe diameter, respectively, according to the previously published article [1]. Therefore, the whole size of the soil is <math display="inline">20{\rm m}\times 10{\rm m}\times 6{\rm m}</math>, and the buried depth is 1m. Considering that the model and boundary conditions have obvious symmetry, a quarter model is used for calculation, in order to improve the calculation efficiency. The FE model of buried corrosion defect pipeline under ground overload is shown in [[#img-2|Figure 2]]. The equivalent pressure is used to describe the ground overload, and the ground overload directly acts on the soil surface above the corrosion defect pipeline, as shown in [[#img-2|Figures 2]](a) and (c). The pipeline corrosion defect is simplified as a rectangle with rounded corners, and the detailed local shape is shown in [[#img-2|Figure 2]](d). | ||
+ | |||
+ | The bottom boundary conditions of the model are fixed constraints, and the symmetry constraint is used on the symmetry plane (i.e. the XY plane and the ZY plane). The upper surface of the model is free, and the normal displacement of the outer end faces is restricted to prevent the soil from collapsing. The contact pair algorithm is used to simulate the interface between the outer surface of the pipe and the surrounding soil. And set the friction coefficient as 0.4 [22]. The contact algorithm is widely accepted to simulate the nonlinear behavior of pipe-soil contact, and it can truly simulate the contact force of underground pipeline and soil [2,8]. | ||
== Test == | == Test == |
eer-reviewed\nThis chapter examines the importance of “where” mobile work/life practices\noccur. By discussing excerpts of data collected through in-depth interviews\nwith mobile professionals, we focus on the importance of place for mobility, and\nhighlight the social character of place and the intrinsically social motivations of\nworkers when making decisions regarding where to move. In order to show how\nthe experience of mobility is grounded within place as a socially significant construct,\nwe concentrate on three analytical themes: place as an essential component\nof social/collaborative work, place as expressive of organizational needs and characteristics,\nand place as facilitating a blending of work/life strategies and relationships.\nACCEPTED\nPeer reviewed
Document type: Part of book or chapter of book
In this study, an X80 grade steel pipeline with corrosion defect is modeled. According to the previous analysis, the local stress state of buried corrosion defective pipelines is complicated under the action of unreasonable ground overload. Meanwhile, the focus of this paper is to conduct a safety assessment of buried corrosion defective pipelines under given conditions. Generally, the shape of corrosion defects is irregular. To quantify the shape of corrosion defects, it is necessary to reasonably simplify the model corrosion defects to apply the results to various geometric shapes [19-20]. In many industry standard specifications such as DNV and modified B31G, the maximum corrosion depth (Failed to parse (MathML with SVG or PNG fallback (recommended for modern browsers and accessibility tools): Invalid response ("Math extension cannot connect to Restbase.") from server "https://test.scipedia.com:8081/localhost/v1/":): {\textstyle d}
), width (Failed to parse (MathML with SVG or PNG fallback (recommended for modern browsers and accessibility tools): Invalid response ("Math extension cannot connect to Restbase.") from server "https://test.scipedia.com:8081/localhost/v1/":): {\textstyle W} ) and length (Failed to parse (MathML with SVG or PNG fallback (recommended for modern browsers and accessibility tools): Invalid response ("Math extension cannot connect to Restbase.") from server "https://test.scipedia.com:8081/localhost/v1/":): {\textstyle L} ) are used to describe the pipeline corrosion defects. If the defect depth profile is relatively smooth and does not present multiple major peaks in depth, a corrosion defect can be considered as a regular shape [20]. The shape of the corrosion defect of buried pipelines is simplified as a rectangular volume defects and rounded the corners in this paper, as shown in Figure 1, which is a common used method in literature [13,17,21].
426px |
Figure 1. Schematic diagram of corrosion defect pipeline |
Numerical analysis of the buried pipeline under the ground loads is conducted by using the FE software ABAQUS6.14. The diameter of the pipeline is 0.66m, and the wall thickness is 8mm. The length of soil along the axial is selected 30 times the pipe diameter, and the height and width are 9 times and 15 times the pipe diameter, respectively, according to the previously published article [1]. Therefore, the whole size of the soil is Failed to parse (MathML with SVG or PNG fallback (recommended for modern browsers and accessibility tools): Invalid response ("Math extension cannot connect to Restbase.") from server "https://test.scipedia.com:8081/localhost/v1/":): {\textstyle 20{\rm m}\times 10{\rm m}\times 6{\rm m}}
, and the buried depth is 1m. Considering that the model and boundary conditions have obvious symmetry, a quarter model is used for calculation, in order to improve the calculation efficiency. The FE model of buried corrosion defect pipeline under ground overload is shown in Figure 2. The equivalent pressure is used to describe the ground overload, and the ground overload directly acts on the soil surface above the corrosion defect pipeline, as shown in Figures 2(a) and (c). The pipeline corrosion defect is simplified as a rectangle with rounded corners, and the detailed local shape is shown in Figure 2(d).
The bottom boundary conditions of the model are fixed constraints, and the symmetry constraint is used on the symmetry plane (i.e. the XY plane and the ZY plane). The upper surface of the model is free, and the normal displacement of the outer end faces is restricted to prevent the soil from collapsing. The contact pair algorithm is used to simulate the interface between the outer surface of the pipe and the surrounding soil. And set the friction coefficient as 0.4 [22]. The contact algorithm is widely accepted to simulate the nonlinear behavior of pipe-soil contact, and it can truly simulate the contact force of underground pipeline and soil [2,8].
PERFIL IPE | It
calculado |
It
Argüelles [11] |
It
Monfort [12] |
It ArcelorMittal
[16] |
Iw calculado | Iw
Argüelles [11] |
Iw ArcelorMittal
[16] |
mm4 x 103 | mm4 x 103 | mm4 x 103 | mm4 x 103 | mm6 x 106 | mm6 x 106 | mm6 x 106 | |
IPE 80 | 5.59 | 7.21 | 7.0 | 7 | 119 | 118 | 120 |
IPE 100 | 8.83 | 11.4 | 12.0 | 12 | 353 | 351 | 350 |
IPE 120 | 13.72 | 17.7 | 17.4 | 17 | 895 | 890 | 890 |
IPE 140 | 20.35 | 26.3 | 24.5 | 25 | 1989 | 1981 | 1980 |
IPE 160 | 28.20 | 36.4 | 36.0 | 36 | 3976 | 3959 | 3960 |
IPE 180 | 39.20 | 50.6 | 47.9 | 48 | 7470 | 7431 | 7430 |
IPE 200 | 51.65 | 66.7 | 69.8 | 70 | 13019 | 12990 | 13000 |
IPE 220 | 70.91 | 91.5 | 90.7 | 91 | 22774 | 22670 | 22700 |
IPE 240 | 92.80 | 120 | 128.8 | 129 | 37624 | 37390 | 37400 |
IPE 270 | 119.43 | 154 | 159.0 | 159 | 70871 | 70580 | 70600 |
IPE 300 | 155.74 | 201 | 201.2 | 201 | 126379 | 125900 | 126000 |
IPE 330 | 205.40 | 265 | 281.5 | 282 | 199841 | 199100 | 199000 |
IPE 360 | 289.26 | 373 | 373.2 | 373 | 314510 | 313600 | 314000 |
IPE 400 | 374.33 | 483 | 510.8 | 511 | 492215 | 490000 | 490000 |
IPE 450 | 510.71 | 659 | 668.7 | 669 | 794312 | 791000 | 791000 |
IPE 500 | 711.68 | 918 | 892.9 | 893 | 1254441 | 1249000 | 1249000 |
IPE 550 | 947.43 | 1220 | 1232.0 | 1230 | 1893452 | 1884000 | 1884000 |
IPE 600 | 1329.70 | 1720 | 1654.0 | 1650 | 2858298 | 2846000 | 2846000 |
The different versions of the original document can be found in:
http://dx.doi.org/10.1007/978-1-4471-4093-1_13
http://hdl.handle.net/10344/7664
https://ulir.ul.ie/bitstream/10344/7664/1/Gray_2012_Social.pdf
http://shura.shu.ac.uk/6578/1/Ciolfi_23.pdf,https://ulir.ul.ie/handle/10344/7664,https://link.springer.com/chapter/10.1007/978-1-4471-4093-1_13,https://dl.eusset.eu/bitstream/20.500.12015/2757/1/00512.pdf,http://shura.shu.ac.uk/6578,https://rd.springer.com/chapter/10.1007/978-1-4471-4093-1_13,https://academic.microsoft.com/#/detail/1796785663
http://www.springerlink.com/index/pdf/10.1007/978-1-4471-4093-1_13,http://dx.doi.org/10.1007/978-1-4471-4093-1_13
Published on 31/12/11
Accepted on 31/12/11
Submitted on 31/12/11
DOI: 10.1007/978-1-4471-4093-1_13_9
Licence: CC BY-NC-SA license
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