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Article(id=1242150712608633493, tenantId=1146029695717560320, journalId=1240685776644648972, issueId=1242150711367119505, articleNumber=null, orderNo=null, doi=10.3969/j.issn.1007-7294.2024.04.010, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1697817600000, receivedDateStr=2023-10-21, revisedDate=null, revisedDateStr=null, acceptedDate=null, acceptedDateStr=null, onlineDate=1774081407930, onlineDateStr=2026-03-21, pubDate=1713542400000, pubDateStr=2024-04-20, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1774081407930, onlineIssueDateStr=2026-03-21, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1774081407930, creator=13701087609, updateTime=1774081407930, updator=13701087609, issue=Issue{id=1242150711367119505, tenantId=1146029695717560320, journalId=1240685776644648972, year='2024', volume='28', issue='4', pageStart='479', pageEnd='636', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=0, createTime=1774081407634, creator=13701087609, updateTime=1774081679149, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1242151850229702738, tenantId=1146029695717560320, journalId=1240685776644648972, issueId=1242150711367119505, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1242151850229702739, tenantId=1146029695717560320, journalId=1240685776644648972, issueId=1242150711367119505, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=582, endPage=593, ext={EN=ArticleExt(id=1242150712851903127, articleId=1242150712608633493, tenantId=1146029695717560320, journalId=1240685776644648972, language=EN, title=Longitudinal and transverse coupled dynamic model for hang-off evacuation down-hole riser and its mechanical characteristic analysis, columnId=1242129251223274417, journalTitle=Journal of Ship Mechanics, columnName=Structural Mechanics, runingTitle=null, highlight=null, articleAbstract=

A dynamic numerical analysis model for hang-off evacuation down-hole riser was established with coupling the longitudinal and transverse deformation. The hard hang-off and soft hang-off boundary conditions were given considering the horizontal evacuation and vertical heave movement of the platform. The down-hole riser model was discretized by the finite element method and solved by the Newmark-β method. An experiment for the hang-off riser was conducted to verify the accuracy of the numerical model. For a deep-water well in the South China Sea, the dynamic characteristics of hard hang-off and soft hang-off risers coupling the longitudinal and transverse deformation were analyzed. The research results show that the lateral deformation of the hang-off evacuation riser presents a wave shape, and the vertical deformation vibrates periodically with the platform heaving. The maximum lateral and longitudinal displacements of the down-hole risers appear at the bottom of the riser under both hard and soft hang-off conditions. The displacement of the down-hole riser under the hard hang-off condition is small near the top, where the bending moment reaches a maximum value. The displacement of the down-hole riser near the top increases sharply under the soft hang-off condition, but the maximum bending moment appears near the water surface. The range of longitudinal displacement envelope of the hang-off evacuation riser increases gradually from top to bottom, while the range of axial tension envelope increases gradually from bottom to top. Besides, the minimum tension of the down-hole riser under hard hang-off conditions is negative near the top, where obvious axial compression with the risk of buckling failure appears.

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建立悬挂撤离状态井下管柱纵、横向耦合动力学数值分析模型，同时考虑平台横向撤离以及纵向升沉运动，给出软、硬悬挂边界条件。采用有限单元法进行离散，结合Newmark-β法求解动力学方程，并通过实验验证数值模型的正确性。针对南中国海深水井，分析了悬挂状态的井下管柱纵、横向耦合动力学特性，研究结果表明：纵、横向耦合条件下，井下管柱悬挂撤离时在横向呈现出波浪状位移形态，纵向呈现周期性振动；硬悬挂与软悬挂状态下最大横向位移和纵向位移都出现在管柱最底端；硬悬挂状态下管柱顶端位移较小、弯矩出现极大值；软悬挂状态下管柱顶端位移急剧增加，弯矩在水面附近出现极大值；悬挂撤离状态下管柱纵向位移包络线范围从顶部向底端逐渐增大，而轴向张力包络线范围从底部向顶部逐渐增大；另外，硬悬挂状态下管柱在顶端附近出现轴向压缩，存在发生屈曲失效的风险。

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通讯作者，E-mail：
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曾松（1995-），男，博士，工程师，通讯作者，E-mail：

毛良杰（1987-），男，博士，研究员。

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曾松（1995-），男，博士，工程师，通讯作者，E-mail：

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曾松（1995-），男，博士，工程师，通讯作者，E-mail：

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毛良杰（1987-），男，博士，研究员。

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毛良杰（1987-），男，博士，研究员。

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language=CN, orderNo=4, keyword=纵横向耦合), Keyword(id=1242150730354733250, tenantId=1146029695717560320, journalId=1240685776644648972, articleId=1242150712608633493, language=CN, orderNo=5, keyword=动力学特性)], refs=[Reference(id=1242150735635362126, tenantId=1146029695717560320, journalId=1240685776644648972, articleId=1242150712608633493, doi=null, pmid=null, pmcid=null, year=1983, volume=null, issue=null, pageStart=null, pageEnd=null, url=null, language=null, rfNumber=[1], rfOrder=0, authorNames=Long J R, Steddum R, Young R D, journalName=null, refType=null, unstructuredReference=Long J R, Steddum R, Young R D. 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ArticleFig(id=1242150734687449387, tenantId=1146029695717560320, journalId=1240685776644648972, articleId=1242150712608633493, language=CN, label=图15, caption=轴向张力包络线, figureFileSmall=1uEgfVo1Y+ZGbeItWO9kUA==, figureFileBig=94oEAIk5pXsvDYyCjtictQ==, tableContent=null), ArticleFig(id=1242150734771335472, tenantId=1146029695717560320, journalId=1240685776644648972, articleId=1242150712608633493, language=EN, label=Tab.1, caption=

Main parameters of experiment model

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参数名称数值
长度/m2.7
外径/mm20
内径/mm16
密度/（kg・m-3）0.9
弹性模量/GPa1.5
底部LMRP质量/kg1
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实验管柱参数

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参数名称数值
长度/m2.7
外径/mm20
内径/mm16
密度/（kg・m-3）0.9
弹性模量/GPa1.5
底部LMRP质量/kg1
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Main parameters of the riser

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参数数值单位参数数值单位
管柱外径0.5334m弹性模量210GPa
管柱内径0.488 95m管柱总长1000m
管柱单根湿重439kg海水密度1025kg/m3
管柱单根长度22.86mLMRP质量140 000kg
浮力块外径1.1938m平台速度0.4m/s
管柱密度7850kg/m3
), ArticleFig(id=1242150735043965242, tenantId=1146029695717560320, journalId=1240685776644648972, articleId=1242150712608633493, language=CN, label=表2, caption=

管柱系统的主要参数

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参数数值单位参数数值单位
管柱外径0.5334m弹性模量210GPa
管柱内径0.488 95m管柱总长1000m
管柱单根湿重439kg海水密度1025kg/m3
管柱单根长度22.86mLMRP质量140 000kg
浮力块外径1.1938m平台速度0.4m/s
管柱密度7850kg/m3
), ArticleFig(id=1242150735119462716, tenantId=1146029695717560320, journalId=1240685776644648972, articleId=1242150712608633493, language=EN, label=Tab.3, caption=

Hydraulic parameters of the South China Sea

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参数数值
阻力系数CD1.2（水深0~150 m），0.7（水深150 m以上）
惯性系数Cm2.0
), ArticleFig(id=1242150735199154495, tenantId=1146029695717560320, journalId=1240685776644648972, articleId=1242150712608633493, language=CN, label=表3, caption=

中国南海的水力参数

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参数数值
阻力系数CD1.2（水深0~150 m），0.7（水深150 m以上）
惯性系数Cm2.0
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悬挂撤离状态井下管柱纵横向耦合动力学特性分析
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曾松 1 , 毛良杰 2 , 陈雪峰 3 , 杨森 4 , 张林 1
船舶力学 | 结构力学 2024,28(4): 582-593
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船舶力学 | 结构力学 2024, 28(4): 582-593
悬挂撤离状态井下管柱纵横向耦合动力学特性分析
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曾松1 , 毛良杰2, 陈雪峰3, 杨森4, 张林1
作者信息
  • 1.中国石油西南油气田公司工程技术研究院，成都　610031
  • 2.西南石油大学　油气藏地质及开发工程国家重点实验室，成都　610500
  • 3.中国石油集团工程技术研究院有限公司，北京　102206
  • 4.中国石油西南油气田公司开发事业部，成都　610021

    • 曾松（1995-），男，博士，工程师，通讯作者，E-mail：

    毛良杰（1987-），男，博士，研究员。

通讯作者:

通讯作者，E-mail：
Longitudinal and transverse coupled dynamic model for hang-off evacuation down-hole riser and its mechanical characteristic analysis
Song ZENG1 , Liang-jie MAO2, Xue-feng CHEN3, Sen YANG4, Lin ZHANG1
Affiliations
  • 1.Engineering Technology Research Institute, PetroChina Southwest Oil and Gasfield Company, Chengdu 610031, China
  • 2.State Key Laboratory of Oil and Gas Reservoir Geology and Exploitation, Southwest Petroleum University, Chengdu 610500, China
  • 3.CNPC Engineering Technology R&D Company Limited, Beijing 102206, China
  • 4.Development Department of PetroChina Southwest Oil and Gasfield Company, Chengdu 610021, China
出版时间: 2024-04-20 doi: 10.3969/j.issn.1007-7294.2024.04.010
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摘要
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建立悬挂撤离状态井下管柱纵、横向耦合动力学数值分析模型，同时考虑平台横向撤离以及纵向升沉运动，给出软、硬悬挂边界条件。采用有限单元法进行离散，结合Newmark-β法求解动力学方程，并通过实验验证数值模型的正确性。针对南中国海深水井，分析了悬挂状态的井下管柱纵、横向耦合动力学特性，研究结果表明：纵、横向耦合条件下，井下管柱悬挂撤离时在横向呈现出波浪状位移形态，纵向呈现周期性振动；硬悬挂与软悬挂状态下最大横向位移和纵向位移都出现在管柱最底端；硬悬挂状态下管柱顶端位移较小、弯矩出现极大值；软悬挂状态下管柱顶端位移急剧增加，弯矩在水面附近出现极大值；悬挂撤离状态下管柱纵向位移包络线范围从顶部向底端逐渐增大，而轴向张力包络线范围从底部向顶部逐渐增大；另外，硬悬挂状态下管柱在顶端附近出现轴向压缩，存在发生屈曲失效的风险。

井下管柱  /  硬悬挂  /  软悬挂  /  纵横向耦合  /  动力学特性

A dynamic numerical analysis model for hang-off evacuation down-hole riser was established with coupling the longitudinal and transverse deformation. The hard hang-off and soft hang-off boundary conditions were given considering the horizontal evacuation and vertical heave movement of the platform. The down-hole riser model was discretized by the finite element method and solved by the Newmark-β method. An experiment for the hang-off riser was conducted to verify the accuracy of the numerical model. For a deep-water well in the South China Sea, the dynamic characteristics of hard hang-off and soft hang-off risers coupling the longitudinal and transverse deformation were analyzed. The research results show that the lateral deformation of the hang-off evacuation riser presents a wave shape, and the vertical deformation vibrates periodically with the platform heaving. The maximum lateral and longitudinal displacements of the down-hole risers appear at the bottom of the riser under both hard and soft hang-off conditions. The displacement of the down-hole riser under the hard hang-off condition is small near the top, where the bending moment reaches a maximum value. The displacement of the down-hole riser near the top increases sharply under the soft hang-off condition, but the maximum bending moment appears near the water surface. The range of longitudinal displacement envelope of the hang-off evacuation riser increases gradually from top to bottom, while the range of axial tension envelope increases gradually from bottom to top. Besides, the minimum tension of the down-hole riser under hard hang-off conditions is negative near the top, where obvious axial compression with the risk of buckling failure appears.

down-hole riser  /  hard hang-off  /  soft hang-off  /  longitudinal and transverse coupling  /  dynamic characteristic
曾松, 毛良杰, 陈雪峰, 杨森, 张林. 悬挂撤离状态井下管柱纵横向耦合动力学特性分析. 船舶力学, 2024 , 28 (4) : 582 -593 . DOI: 10.3969/j.issn.1007-7294.2024.04.010
Song ZENG, Liang-jie MAO, Xue-feng CHEN, Sen YANG, Lin ZHANG. Longitudinal and transverse coupled dynamic model for hang-off evacuation down-hole riser and its mechanical characteristic analysis[J]. Journal of Ship Mechanics, 2024 , 28 (4) : 582 -593 . DOI: 10.3969/j.issn.1007-7294.2024.04.010
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0　引言
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深水区域油气资源开发是未来海上石油工业发展的重点。隔水管作为海上作业平台井下管柱的主要组成部分，能够为钻井平台和海底之间提供连接通道，同时还具有支持辅助管线和引导钻具等作用。平台海上作业极易受到台风等恶劣天气影响，在台风来临时一般会选择将井下管柱悬挂在平台上进行撤离。此时，井下管柱同时受到平台纵向升沉运动和横向海洋环境载荷两者的耦合作用，这种耦合作用极易导致管柱发生断裂、失效等事故，因此对悬挂撤离状态井下管柱进行纵横向耦合动力特性分析，对于管柱和钻井平台的安全具有十分重要的意义。
隔水管等井下管柱在悬挂撤离过程中，其横向变形特性是分析井下管柱安全的关键。学者们采用频域分析[1]、有限差分[2]、有限元[3]等方法建立了针对悬挂状态隔水管的横向变形分析模型，并从横向位移响应、剪力、弯矩、转角等特性出发分析悬挂撤离隔水管的横向位移响应。Wang等[4]研究了悬挂状态隔水管安装过程中的力学特性，指出隔水管横向变形随水深、海面风速和海潮速度增加而增加。Mao等[5-6]建立了考虑实际配置的隔水管动态分析模型，指出悬挂撤离状态下隔水管横向位移在底端最大，弯矩和应力则在顶部附近出现最大值。
许多学者[7-8]还通过数值模型分析了悬挂撤离状态下隔水管的纵向位移特征，探讨了隔水管采用软悬挂方式进行悬挂撤离方案的可行性和减少其动态载荷的方法。孙友义、高沣等[9-10]使用有限元软件Orcaflex对硬悬挂与软悬挂两种方式轴向动力特性进行了比对和分析，指出硬悬挂隔水管有出现动态压缩和悬挂过载风险，而软悬挂模式可显著降低隔水管的轴向振动幅度，更为安全可靠。还有学者[11-13]基于Flexcom、ANSYS等分析软件研究了隔水管悬挂撤离作业窗口，研究表明隔水管悬挂撤离主要受顶端和底端转角以及等效应力的限制，悬挂撤离状态下隔水管最大安全航速受航向和海流载荷共同限制。
综上所述，前人研究主要分别针对隔水管横向弯曲或纵向振动建立线弹性力学模型。然而，悬挂撤离状态的井下管柱横向大变形会导致结构中性面发生非线性拉伸，从而出现纵横向耦合的非线性响应特性。而线弹性力学模型难以准确描述井下管柱在大变形下的非线性响应，目前考虑纵横向耦合作用的悬挂撤离井下管柱力学模型还很缺乏，井下管柱纵横向耦合变形机理及其力学特性尚不够清楚。因此，本文建立考虑硬悬挂与软悬挂的井下管柱纵横向耦合动力学数值分析模型，并给出软、硬悬挂模式纵横向耦合条件下的边界条件，采用有限单元法进行离散，结合Newmark-β法编制计算机程序求解动力学矩阵方程。同时，开展井下管柱悬挂撤离实验对数值模型进行验证。最后，对比、讨论了硬悬挂和软悬挂状态井下管柱纵横向耦合下的动力学特性，可为井下管柱悬挂撤离操作决策提供指导和参考。
1　悬挂撤离状态下井下管柱纵横向耦合动力模型的建立
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台风来临时，隔水管等井下管柱短时间内无法回收到甲板，通常需要在底部总成（LMRP）处与海底防喷器（BOP）断开进行悬挂撤离。井下管柱悬挂撤离分为硬悬挂与软悬挂两种悬挂模式，如图1所示。软悬挂状态下管柱顶部与连接模式相同，仍保留常规钻井工作状态时需要的分流器和挠性接头等设备，管柱在张紧器处进行悬挂。硬悬挂模式下伸缩节内筒锁定于伸缩节外筒，管柱顶部通过伸缩节外筒直接与位于钻台的卡盘进行刚性连接。
1.1　控制方程
深水钻井井下管柱在横向和纵向载荷共同作用下将发生弯曲和拉伸相互耦合的变形，图2所示可视为细长同心圆截面梁，其位移远大于自身直径，忽略管柱的结构阻尼。
采用Rayleihg梁模型，根据Hamilton原理，考虑纵横向耦合的井下管柱应变几何关系[14-17]为
式中，，分别为z和x方向对应的位移场函数，表达式为
将式（2）代入式（1），得
系统应变能函数和动能函数分别为
因此根据虚功原理[14-17]，耦合横向和纵向运动的井下管柱微分控制方程可表示为
式中，ρ为井下管柱材料密度，单位g/cm3；A为井下管柱横截面积，单位m2；u为井下管柱纵向位移，单位m；v为井下管柱横向位移，单位m；E为杨氏弹性模量，单位Pa；ξ为纵横向耦合系数，在非线性系统中取1；I为横截面惯性矩，单位m4；FT、F分别为井下管柱纵向受力和横向受力，单位N。
悬挂撤离状态下井下管柱纵向受力包括自身重力以及底部LMRP重力，即
式中，mr为单位长度井下管柱质量，mLMRP为底部总成质量。
1.2　边界条件
硬悬挂状态下，井下管柱顶端随平台一起运动，二者横向和纵向位移都相同。同时，考虑卡盘万向节橡胶具有一定弹性，即具有较大旋转刚度Ku，如文献[3]中为340 kN·m/°。因此硬悬挂井下管柱顶端边界条件可以表示为
式中，uboat为平台纵向位移，vboat为平台横向位移。
对于软悬挂状态下井下管柱，其顶端通过挠性接头与平台连接并可以较为灵活地旋转，因此具有较小旋转刚度Ku。由于井下管柱顶端的张紧器和伸缩节仍起作用，纵向须考虑张紧器重量mz以及张紧器等效刚度Kz[18]。因此，软悬挂状态井下管柱顶端边界条件可以表示为
硬悬挂与软悬挂状态井下管柱底端边界相同，底部承受LMRP惯性力，因此底端边界条件可以表示为
1.3　海洋环境载荷计算
深水钻井井下管柱被认为是细长的圆柱体，悬挂撤离时管柱产生流向大变形更容易发生破坏。因此，本文主要考虑导致管柱大变形的流向海流载荷，忽略引起管柱横向振动响应和疲劳的涡激载荷[6]。悬挂撤离管柱流向所受海洋环境载荷可以用Morison方程来计算。同时考虑海水速度以及管柱运动速度的海洋环境的载荷计算[5，19]如下：
式中，CD为拖曳系数；Cm为附加质量系数；CM为惯性系数，等于Cm+1；ρw为海水密度（kg/m3）；D为管柱外径（m）；Uw为海水速度（m/s），考虑风海流、波浪、潮流的海水速度分布计算方法参考文献[20]；v̇，v̈分别为管柱横向运动速度及加速度。
2　模型的离散及求解
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采用有限元法对悬挂撤离状态井下管柱纵横向耦合动力模型进行离散，并采用Newmark-β法求解模型控制方程（式6）。应用Hermite插值方法，管柱纵向位移和横向位移的有限元公式可表示为
井下管柱典型动力学运动方程可以表示为
式中，K为刚度矩阵；C为阻尼矩阵，模型假设中忽略了阻尼的影响；M为质量矩阵；u为节点位移矩阵；f为节点的外力载荷矩阵。
单元的质量矩阵可表示为
单元刚度矩阵可以表示为
单元坐标系下的矩阵建立好后，再通过矩阵转换得到总体坐标系下的井下管柱的整体矩阵[6]。
通过Newmark-β法求解矩阵方程，将当前时刻的速度、加速度转换成当前时刻的位移的函数[21]：
其中γ、β分别取0.5和0.25时，该方法具有无条件稳定性。
忽略结构阻尼后的运动方程（17）可以表示为
将式（21）和（22）代入式（23），可得当前时刻位移计算公式：
其中
因此，采用高斯消去法求解矩阵方程（24）即可得到当前时刻的位移，回代入式（21）、（22）即可求得相应的速度和加速度响应。悬挂撤离状态下井下管柱纵横向耦合模型详细求解流程如图3所示。
3　实验验证
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为验证悬挂撤离状态下井下管柱纵横向耦合动力模型模拟结果的正确性，设计并开展井下管柱悬挂撤离实验，如图4所示。实验装置主要包括钢框架、滑轮-钢丝拖航系统、管柱及测试系统。钢架四周依次安装滑轮、卷扬机、钢丝、固定导轨及滑块。滑块与钢丝固定，滑块下端固定连接悬挂实验管柱模拟硬悬挂状态下的井下管柱。采用卷扬机带动钢丝以一定速度牵引滑块及管柱在静水中移动，可以模拟平台悬挂着管柱在静止海水中撤离的过程。实验管柱采用PE材质，底端悬挂砝码模拟LMRP，主要参数如表1所示。实验管柱四周贴有应变片用于采集管柱应变信号，应变片布置情况如图5所示。使用动态应变仪采集管柱应变数据，并采用模态分析法分析对比悬挂实验管柱流向位移[22-24]。
进行对比验证时，数值模型约束纵向振动，并采用实验模型参数进行计算，对比数值模型与实验管柱的无量纲横向位移（横向位移与直径的比值），如图6所示。可以看出，数值模型与实验管柱变形的分布几乎一致，并且都在底端位置达到最大变形。两者结果微小的差异可能是由实验应变片及测试电线对管柱变形的影响所引起。因此，该对比结果可以证明本文数值模型的正确性。
4　悬挂撤离状态下井下管柱动力特性分析
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4.1　实例参数
以南海深水井为例，分析井下管柱纵横向耦合动力学响应特征，管柱系统的主要参数见表2，中国南海的水力参数见表3[5-6]。计算时间为60 s，并忽略浮力块配置变化。假设平台以固定速度0.4 m/s在静止不动的海水中进行撤离，给予平台纵向正弦振动激励。考虑软悬挂工况上部挠性接头的旋转刚度为8.8 kN·m/°，硬悬挂工况上部挠性接头的旋转刚度为340 kN·m/°。
4.2　悬挂撤离状态下井下管柱纵横向耦合位移特性分析
图7为悬挂撤离状态下井下管柱底端纵横向耦合变形随时间变化的三维图。悬挂撤离时，平台纵向受到正弦激励，井下管柱横向以平台位置为原点，向撤离方向相反的方向发生变形。对比纵横向耦合与非耦合条件下悬挂状态井下管柱底端横向位移和纵向位移特性，分别如图8和图9所示。可以看出，纵横向耦合条件下悬挂状态管柱横向位移与非耦合下几乎相同，但是纵横向耦合作用下管柱底端纵向位移振幅相比非耦合下明显较大。这主要是由于井下管柱横向大变形导致管柱中性面发生非线性拉伸，因此纵横向非线性耦合作用导致井下管柱纵向位移[15]增加。对于大尺度和大变形的悬挂撤离井下管柱，考虑了横向大变形带来纵向附加非线性响应的纵横向耦合动力模型计算结果，能更真实地反映井下管柱悬挂撤离时的实际位移形态。
4.3　悬挂撤离状态井下管柱动力特性分析
基于纵横耦合动力学模型，分析悬挂撤离状态井下管柱在硬悬挂、软悬挂模式下的横向和纵向动力学特性。
4.3.1　横向动力学特性分析
图10为井下管柱横向位移云图，图11为不同时刻全段井下管柱横向变形形态图。从图中可以看出，管柱由右侧初始垂直形态在顶部开始变形，横向变形以横波形式逐渐向下传递。在撤离过程中某一时刻井下管柱会呈现出波浪状位移形态。在计算时间60 s附近管柱横向位移趋于稳定，并在底端达到最大位移值。对比图11（a）和（b）可以看出，硬悬挂与软悬挂撤离状态下井下管柱底端最大横向位移接近。另外，硬悬挂状态下管柱位移在顶端附近位移较小，而软悬挂状态下管柱由于顶端可旋转挠性接头产生较大横向位移[6]。
图12展示了悬挂撤离状态井下管柱横向弯矩分布。可以看出，硬悬挂状态井下管柱弯矩在顶端出现极大值25 kN∙m，软悬挂状态井下管柱顶端弯矩为0，但在水面附近出现极大值16 kN∙m，且硬悬挂状态井下管柱最大弯矩远大于软悬挂状态井下管柱最大弯矩。硬悬挂状态井下管柱由于上端与平台近似为刚性固定连接，连接位置局部出现较大弯曲曲率，导致极大弯矩值的出现。而软悬挂状态井下管柱顶端采用可旋转挠性接头，管柱以位移形式替代局部弯曲。同时，水面作为海洋环境载荷的边界，局部由于载荷突然增大管柱发生较大变形，进而导致弯矩急剧增大[25]。因此，硬悬挂状态井下管柱撤离时需要加强与卡盘连接部位的安全监测与防护，软悬挂状态井下管柱则应当关注由于顶端位移较大导致连接部位设备破坏、碰撞等风险。
4.3.2　纵向动力学特性分析
图13为悬挂撤离状态井下管柱纵向位移云图，可以看出，悬挂撤离开始阶段纵向位移振动剧烈，在约20 s后振动位移趋于稳定。由于初始条件给予了平台纵向的正弦振动激励，因此管柱纵向位移也呈现正弦周期的振动，且纵向位移振动的振幅在自上而下的传递过程中得到逐步增大。沿着水深方向，随着长度和重量增加，管柱发生变形并向下累积，位移振幅增大。另外，取z轴沿水深方向拉伸为正值，纵向位移振动曲线整体向正方向偏移，表明管柱底端轴向以拉伸变形为主，且硬悬挂状态井下管柱纵向变形远大于软悬挂时。
图14给出了悬挂撤离状态下井下管柱纵向位移包络线，图中实线为各位置最大位移，虚线为各位置最小位移。可以看出，井下管柱纵向位移包络线范围逐渐增大，最大纵向位移出现在最底端位置。硬悬挂状态井下管柱纵向位移包络线范围大于软悬挂，这主要是由于软悬挂状态井下管柱顶端张紧器和伸缩节弹性刚度较小，可以抵消一部分纵向振动[8]。另外，悬挂状态的井下管柱纵向位移包络线范围内，其位移位于正值的区域较大，表明在自重及底部LMRP重量作用下，井下管柱纵向以拉伸变形为主[9]。对于纵向位移包络线范围较大的硬悬挂状态井下管柱，需要结合轴向张力的分析来加强轴向安全监测。
图15为悬挂撤离状态下井下管柱轴向张力包络线图，图中实线为各位置最大张力，虚线为各位置最小张力。可以看出，张力从井下管柱底部向顶部逐渐增大，顶部张力波动范围明显大于底部。这主要是由于上部管柱需要承受下部管柱重量，同时上部管柱直接受到平台轴向振动的激励[10]。硬悬挂状态井下管柱最小张力在顶端附近出现负值，表明该区域井下管柱出现明显的轴向压缩。而软悬挂状态井下管柱张力波动范围则远小于硬悬挂，且最小张力大于0，没有出现轴向压缩。因此，井下管柱上部应该采用壁厚较大的单根以承受下部管柱重量和动态张力，同时应当根据悬挂状态井下管柱最小许可轴向张力设计浮力块数量，从而避免井下管柱轴向压缩发生屈曲失效等事故。
5　结论
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本文建立了悬挂撤离状态井下管柱纵横向耦合动力学数值分析模型，并通过实验验证数值模型的正确性。针对南中国海深水井分析悬挂状态井下管柱纵横向耦合动力学特性，主要结论如下：
（1）悬挂撤离状态井下管柱由顶部开始变形，横向位移以横波形式向底端传递，井下管柱整体逐渐呈现波动的位移形态。井下管柱纵向位移振动周期与初始平台升沉周期相同，振幅沿水深方向随管柱长度和重量的增加逐渐增大。悬挂撤离状态井下管柱纵横向耦合模型计算结果，更加符合悬挂撤离时的真实位移形态。
（2）悬挂撤离状态井下管柱最大横向位移出现在管柱最底端。硬悬挂状态井下管柱位移在顶端附近位移较小，弯矩在最顶端出现极大值。软悬挂状态井下管柱顶端位移急剧增加，弯矩在上部首根单根位置出现极大值。
（3）悬挂撤离状态井下管柱纵向位移包络线范围从顶部向底端逐渐增大，而轴向张力包络线范围从底部向顶部逐渐增大。硬悬挂井下管柱纵向位移与张力包络线范围明显大于软悬挂，且硬悬挂状态井下管柱最小张力在顶端到上部三分之一位置出现明显的轴向压缩，存在屈曲失效风险。
（4）硬悬挂状态井下管柱需要加强与卡盘连接部位的安全监测与防护，软悬挂状态井下管柱则应关注由于顶端位移较大而导致连接部位设备破坏、碰撞等风险。另外，水面附近管柱可以采用壁厚较大的单根并取消浮力块配置，以此增加井下管柱强度并降低水面附近海流载荷。
基金
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  • 中国石油科技创新基金资助项目(2020D-5007-0210)
  • 中国石油-西南石油大学创新联合体科技合作项目(2020CX040204)
  • 四川省重点研发项目(21ZDYF3109; 21SYSX0054)
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2024年第28卷第4期
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doi: 10.3969/j.issn.1007-7294.2024.04.010
  • 接收时间：2023-10-21
  • 首发时间：2026-03-21
  • 出版时间：2024-04-20
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  • 收稿日期：2023-10-21
基金
中国石油科技创新基金资助项目(2020D-5007-0210)
中国石油-西南石油大学创新联合体科技合作项目(2020CX040204)
四川省重点研发项目(21ZDYF3109; 21SYSX0054)
作者信息
    1.中国石油西南油气田公司工程技术研究院，成都　610031
    2.西南石油大学　油气藏地质及开发工程国家重点实验室，成都　610500
    3.中国石油集团工程技术研究院有限公司，北京　102206
    4.中国石油西南油气田公司开发事业部，成都　610021

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2种不同金属材料的力学参数
科
Family		 属数
Number of
genus		 种数
Number of
species		 占总种数比例
Percentage of
total species (%)		 属
Genus		 种数
Number of
species		 占总种数比例
Percentage of total
species (%)
鹅膏菌科Amanitaceae 2 11 5.26 鹅膏菌属 Amanita 10 4.78
小菇科 Mycenaceae 2 12 5.74 丝盖伞属 Inocybe 5 2.39
多孔菌科 Polyporaceae 8 14 6.70 蜡蘑属 Laccaria 5 2.39
红菇科 Russulaceae 3 23 11.00 小皮伞属 Marasmius 6 2.87
小菇属 Mycena 11 5.26
光柄菇属 Pluteus 5 2.39
红菇属 Russula 17 8.13
栓菌属 Trametes 5 2.39
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