单一地层平台插桩地基土破坏模式及插桩深度有限元分析

自升式平台插桩是地基土在桩靴荷载作用下发生连续塑性破坏的过程,当地基极限承载力等于桩靴荷载时插桩完成。经典土力学极限承载力理论对土体潜在滑动面做了假设,无法有效分析土体内部的破坏过程。因而,研究采用有限元极限分析法对单一地层中插桩时地基土渐进破坏过程进行了模拟,并与Skempton、Terzaghi公式计算的极限承载力进行了对比,取得了较为一致的结果,同时对插桩深度进行了预测。     

桩靴贯入黏土层时邻近群桩相互作用分析

为研究钻井船插桩对邻近平台群桩相互作用的影响,采用耦合欧拉拉格朗日(CEL)方法对桩靴贯入黏土层时邻近群桩中各桩荷载分担比、桩头附加位移及两桩相互作用系数进行了分析。首先通过对缩尺模型试验的数值分析,验证了CEL方法的可行性;然后进一步分析了桩靴贯入黏土层时对邻近群桩相互作用的影响;最后探讨了净间距、桩间距对群桩相互作用的影响。结果表明,在桩靴贯入中,前桩的荷载分担比大于后桩,且桩靴贯入至一定深度后,当净间距越小或桩间距越大时,前桩的荷载分担比越大、后桩的荷载分担比越小,但各桩的荷载分担比随桩靴贯入深度增加时的变化规律不变;净间距越大,桩头附加位移及相互作用系数越小;在桩靴贯入时,由于受群桩遮拦效应的影响,桩头附加位移及相互作用系数随桩间距的变化规律同插桩前有所不同,当桩间距大于3倍桩径时,随桩间距的增加而减小,当桩间距小于3倍桩径时,随桩间距的增加而增大。     

有限元法在桩靴承载力计算中的应用

自升式钻井平台插桩是地基土在桩靴荷载作用下发生连续的塑性破坏的动态过程,当地基极限承载力等于桩靴荷载时插桩完成。经典土力学极限承载力理论对土体潜在滑动面做了假设,无法有效分析土体内部的破坏过程。本研究应用有限元法（FEM ）对插桩过程进行了模拟,得到地基土的破坏机制以及中间荷载下土体的应力、应变情况,通过和各理论公式计算的极限承载力进行对比分析,分析影响地基极限承载力的因素。研究表明,基础宽度与硬土层厚度的比值 B/H越大,下卧软土层越容易发生塑性破坏,极限承载力明显下降,当B/H＜0．286时,可以忽略下卧软土层对地基承载力的影响。     

弱超固结黏土中桩靴贯入形成孔洞对承载力影响

自升式平台作业前需对桩靴基础进行预压安装,使桩靴具备抵抗竖向-水平-弯矩复合荷载的能力。安装过程中,桩靴上部将形成一定深度的孔洞。弱超固结黏土地基中,土体强度较高,桩靴最终贯入深度较浅,而形成的上部孔洞较深,因此孔洞将对桩靴就位后的承载力产生影响。通过有限元分析,研究弱超固结黏土中桩靴上部孔洞对承载力的影响,结果表明:1)与无孔洞的情况相比,孔洞的存在对桩靴的单向和复合承载力有削弱作用; 2)当桩靴与孔洞底部距离大于桩靴直径时,承载力不再受上部孔洞的影响; 3)当桩靴埋深小于等于0.75倍桩靴直径时,无论桩靴上部有无孔洞,现有预测公式都不能较为合理地预测弱超固结黏土地基的复合承载力,为此提出了考虑孔洞影响的桩靴复合承载力包络面预测公式。     

自升式钻井平台桩靴踩脚印应对措施对比研究

基于现有规范与文献研究提出的减小桩靴踩脚印附加响应的相关措施,首先基于耦合欧拉—拉格朗日(CEL)定量分析了传统纺锤形桩靴与新型桩靴在不同工况条件下插桩时桩靴地基土体相互作用机制,明确了最不利桩靴踩脚印工况时的插桩偏心距与桩坑深度。基于该最不利工况条件,对比分析了新型六孔莲蓬形桩靴、试踩法与地基钻孔法3种桩靴踩脚印应对措施的适用性与有效性。结果表明,相较于传统纺锤形桩靴,采用六孔莲蓬形桩靴使桩靴倾斜角与桩腿偏移距分别降低了33.13%和48.26%,说明结构在位稳定性更高。此外,通过对比分析得出,采用最佳设置方式进行试踩与钻孔处理后再进行桩靴贯入时,桩靴受到的水平滑动力峰值与桩腿RP₁处弯矩峰值相较于未处理时分别降低了29.47%、29.17%、34.7%、37.7%。可见,3种应对措施均能有效降低桩靴踩脚印后产生的不利影响,提高桩靴结构的在位稳定性。以最终减小不利附加响应程度作为评定标准：地基钻孔法>新型六孔莲蓬形桩靴>试踩法,由于地基钻孔法与试踩法均需增设额外机械设备及施工工序,大幅提高了工程造价,因此,在实际工程中,需要根据实际情况恰当选择应对措施。研究成果可为实际工程中应对桩靴踩脚印工况响应提供一定参考与借鉴。     

海洋桩靴基础穿刺破坏实时预测研究

海上自升式钻井平台以其造价低廉、便于移动和安装的优势被广泛应用于海洋地质勘察、风电安装和油气开采等领域,其基础类型多为桩靴基础。为了保证平台能在恶劣的海洋环境中安全作业,桩靴基础需要贯入海床以下一定深度以获得足够的承载力。然而,当桩靴基础在上硬下软土层中贯入时可能发生穿刺破坏导致平台损坏甚至倾覆。已有的桩靴穿刺破坏分析方法基于预设的地层参数预测穿刺荷载,由于无法考虑海床中地层及土性的不确定性,其准确性有待提高。将桩靴基础贯入过程中的监测数据与穿刺破坏机理相结合,通过66组离心机模型试验结果表征土体不确定性的影响,发展贝叶斯预测模型,实现了峰值阻力和穿刺深度的实时预测。基于规范推荐的荷载扩展分析法和冲剪系数分析法,建立了适用于规范法的概率模型,采用该模型对上砂下黏土层中桩靴基础的穿刺行为进行了预测,结果表明所提方法的预测精度随着监测数据的增加而提高,预测得到的峰值阻力误差在10%以内。     

新型平台桩靴在“砂-黏”地层中穿刺的数值模拟研究

开发了一种新型平台桩靴,可通过活动板转动实现自升式平台不同阶段桩靴受力面积的灵活变化。基于大变形有限元方法,模拟新型桩靴基础在“砂-黏”地层中的贯入过程,分析了活动板转角、砂层厚度比、摩擦角和黏土层不排水抗剪强度对新型桩靴贯入阻力的影响,并与普通桩靴的贯入响应比较。数值分析中,上覆砂土和下层黏土分别采用摩尔库伦模型和修正Tresca模型进行模拟。结果表明：新型桩靴穿刺时,土层参数对峰值阻力的影响规律与普通桩靴相同,但其峰值阻力随活动板转角的变化而变化,无法直接使用具有等效面积普通桩靴的穿刺预测方法。考虑各项关键影响因素,结合穿刺破坏时的地基破坏模式,基于数值模拟结果提出了适用于新型桩靴的贯入阻力预测公式。     

黏土中桩靴底部吸附力产生机理研究

在海洋工程中,移动钻井平台在作业结束后需要转场时,经常会遇到拔桩困难的问题,桩靴底部的吸附力是上拔力的重要组成部分,明确其产生机理及发展规律对于上拔力计算与缓解上拔困难问题有重要意义。通过室内模型试验研究了黏土中桩靴底部真空度对桩靴吸附力产生机理的影响,试验结果表明,桩靴底部真空度的变化对上拔力的影响显著,而桩靴贯入深度和上拔速率会对真空度产生影响。当真空度达到峰值时,桩靴底部吸附力与上拔力几乎同时达到峰值,因此可以通过减小桩靴底部真空度的措施来减小上拔力。根据试验结果,提出了运用真空吸盘理论来计算桩靴底部吸附力的计算公式。所述吸附力计算方法与试验结果进行对比,其误差较小,对工程实践具有一定的参考意义。     

自升自航式船桩靴入泥初步分析

初步分析自升自航式船桩靴的入泥过程、入泥机理和入泥深度的组成,讨论桩靴入泥深度的计算分析方法,将入泥过程看作基础埋深增大的过程,用极限承载力公式分析计算桩靴的入泥深度和适宜的地基。     

黏土地基上海洋平台桩靴峰值阻力上限分析

在自升式平台的预压载过程中，桩靴在层状地基上较易发生“穿刺”现象，很大程度上影响着平台的安全运行。准确地分析桩靴峰值阻力，避免平台桩靴发生“穿刺”是非常重要的。采用极限分析上限定理，合理构建运动许可速度场，从理论上推导了层状地基上桩靴峰值阻力的上限解答。为了进一步验证峰值阻力理论解答的准确性，采用ABAQUS有限元软件构建了“桩靴—弹塑性海床”的三维数值模型，对桩靴贯入海床的过程进行了数值模拟，分析桩靴周围土体的塑性变形演变规律，研究土体的破坏机理。研究结果表明：推导的桩靴峰值阻力上限解答，能够较好地计算层状地基极限承载能力，通过与离心机试验和数值结果对比，计算误差在18%以内；给出的运动许可速度场能够较好地反映桩靴周围土体破坏模式；桩靴阻力达到峰值时，下层软土中的土塞高度约为桩靴直径的0.2倍。     

自升式平台桩脚在含硬壳层地基中的插深分析

存在硬壳层的层状地基承载能力分析是自升式钻井平台桩脚插深分析的关键,但是目前对硬壳层承载能力的确定还没有成熟可行的理论计算方法。一般的针对非均质层状地基的承载力计算方法,因参数较多,计算步骤繁琐,很难广泛应用于实际的平台桩脚入泥深度分析中。文中主要介绍了存在硬壳层的层状地基承载力的分析方法与过程,根据应力扩散原理推导并做适当的简化得到硬壳层承载力修正方法。简化后的修正方法能满足一般硬壳层承载力分析的需要,并使平台插桩深度分析计算过程变得简便。通过在实际工程的应用,得到的实测结果与理论计算值也较为一致,说明了用此方法分析硬壳层地基的平台插桩是合理、实用的。     

混合破坏模式在自升式钻井平台插桩中的应用

自升式钻井平台插桩深度分析要求高,难度大,可检验性非常强。常规计算模式主要为“穿刺破坏模式”和“排挤破坏模式”。对于某些地质条件复杂的井场,按这两种模式分析计算的结果仍存在个别预测不准的情况。因此,如何提高钻井平台插桩分析的准确性,是目前需要攻克的一个技术难点。在总结工程插桩实践经验的基础上,提出了一种新的分析模式,即“混合破坏模式”。以南海一个工程实例进行具体分析,该井场应用“混合破坏模式”分析的插桩结果与实际结果较为吻合。并对数个复杂井场的实际插桩结果进行了统计分析,总结了桩端土体破坏模式的影响因素及“混合破坏模式”的特点,为在复杂地层中进行插桩分析提供了参考。     

用静力触探参数确定地基土水平地基抗力系数的比例系数m值--以天津地区为例

承受水平荷载作用的桩基,规范中常采用m法进行桩基水平承载力的计算,地基土水平地基抗力系数的比例系数m值在规范中根据地基土的状态、类别以表格给出。在地基勘察中,现在广泛采用静力触探试验。直接利用静力触探数据给出比例系数m值。将使桩基设计所用参数更加直接准确。本文利用天津地区地层大量静力触探资料与地基土状态数据,利用统计分析回归方法,总结出地基土的液性指数IL与静力触探参数锥尖阻力qc及摩阻比Rf间的关系式,针对天津的地层土体,给出利用静力触探资料查用m值的表格,为桩基的设计计算提供资料。     

Behavior of soil plugs in open‐ended model piles driven into sands

Calibration chamber tests were conducted on open‐ended model piles driven into dried siliceous sands with different soil conditions in order to clarify the effect of soil conditions on load transfer mechanism in the soil plug. The model pile used in the test series was devised so that the bearing capacity of an open‐ended pile could be measured as three components: outside shaft resistance, plug resistance, and tip resistance. Under the assumption that the unit shaft resistance due to pile‐soil plug interaction varies linearly near the pile tip, the plug resistance was estimated. The plug capacity, which was defined as the plug resistance at ultimate condition, is mainly dependent on the ambient lateral pressure and relative density. The length of wedged plug that transfers the load decreases with the decrease of relative density, but it is independent of the ambient pressure and penetration depth. Under several assumptions, the value of earth pressure coefficient in the soil plug can be calculated. It gradually reduces with increase in the longitudinal distance from the pile tip. At the bottom of the soil plug, it tends to decrease with increase in the penetration depth and relative density, and to increase with the increase of ambient pressure. This may be attributed to (1) the decrease of friction angle as a result of increase in the effective vertical stress, (2) the difference in the dilation degree of the soil plug during driving with ambient pressures, and (3) the difference in compaction degree of soil plug during driving with relative densities. Based on the test results, an empirical equation was suggested to compute the earth pressure coefficient to be used in the calculation of plug capacity using one‐dimensional analysis, and it produces proper plug capacities for all soil conditions.     

海床CPT和井下CPT在砂土中贯入机理差异研究

海洋石油建设中的一个关键环节是对有关海域的工程地质条件作出准确评价。海上原位静力触探(CPT)是主要的原位勘察手段,与陆地CPT不同,其贯入方式主要有Seabed和Downhole两种形式。这两种CPT由于贯入方式不同,所得到的锥端阻力存在一定的差异。采用有限元方法对这两种形式的CPT锥端阻力和贯入模式进行计算分析。研究显示,CPT入土过程中,周围土体存在两种不同位移状态,即滑动状态和排挤状态。在入土初期,土体以滑动状态为主,土体中竖向应力随贯入深度的增加而递增。在入土一定深度以后,土体的排挤状态占主导地位,竖向应力变化趋于平稳。这两种位移状态的相互转化解释了Seabed CPT和Downhole CPT实测数据之间的差异。在贯入深度较大时,Seabed CPT受排挤状态控制,而Downhole CPT仍然受滑动状态的影响。     

Bearing capacity of shallow foundations in clay with linear increase in strength and adhesion factor

In this paper, the computational lower bound (LB) limit analysis using finite element with second-order cone programming was used to investigate the LB solutions of the undrained bearing capacity of continuous footing with a linear increase in the strength profile and an adhesion factor at the soil–footing interface. A full range of parametric studies of the dimensionless strength gradients and adhesion factors at the soil–footing interface were performed in the LB calculations. The results were verified by comparison with the available solution from the method of characteristics (slip-line analysis) for perfectly smooth and rough footings. The LB analyses were able to complete a prior solution of undrained bearing capacity with a linear increase in the strength profile by incorporating the influence of adhesion factor at the soil–footing interface. Based on the nonlinear regression to the computed LB solutions, an approximate expression of the LB solution regression was proposed, which is applicable to an accurate prediction of a safe load for offshore shallow foundations in clay with an arbitrary linear increase in strength and adhesion factor at soil–foundation interface in practice.     

天津永定新河口滩涂地层沙性土的液化判别分析

根据天津永定新河口滩涂地层沙性土分布规律,采用现场标准贯入试验和室内动三轴试验两种方法进行了沙性土的液化判别。两种方法的判别结果基本一致,即在地震基本烈度为Ⅶ度的地震作用下,除第5层的沙性土不发生液化外,其余各层的沙性土均发生局部液化;在基本烈度为Ⅷ度的地震作用下,仅第5层的沙性土发生局部液化,其余各层的沙性土均完全液化;在基本烈度为Ⅸ度的地震作用下,所有地层中的沙性土均完全液化。     

CPT based prediction of foundation penetration in siliceous sand

The load–penetration response of a foundation is one of the fundamental aspects of geotechnical engineering. In sand, the bearing capacity approach requires the operative friction angle to be known, which introduces significant uncertainty to the prediction. The predictive method developed in this paper eliminates the need to determine the friction angle. The central concept is the direct correlation of in situ piezocone penetrometer measurements to the load–penetration response of foundations.The correlation factor is shown to depend primarily on the sand relative density. The footing shape has a minor influence on the correlation factor. This study aims at large diameter foundations used in the offshore industry, where the variation in correlation coefficient is minor. However, context is provided to previous research on smaller diameter foundations, which shows the dependence on the footing diameter (through the well-known stress level effect).The proposed method is shown to perform well against load–penetration data from centrifuge experiments on footings of different diameters and elevation shapes. The performance against field data in particular provides significant confidence in the CPT based prediction method of foundation penetration in sand developed here.     

An Approach to Evaluate Hydraulic Conductivity of Soil Based on CPTU Test

This article presents a new approach to estimate hydraulic conductivity of soil from cone penetration test with pore water pressure measurement (referred to as CPTU hereafter). The proposed approach is based on the test result of the spherical cavity expansion of the soil at the tip of a pile. During the piezocone penetration, the flow shape of pore water around the tip of the cone is assumed to be a spherical crown and induced excess pore water is assumed to dissipate from the crown surface. Based on this assumption, a bi-linear relation between the piezocone sounding metric (which is the product of the pore water pressure ratio B_q and the tip resistance Q_t) and the hydraulic conductivity index K_D is derived to estimate the hydraulic conductivity of the soil layer. The derived approach expands the applicable range of existing approaches in the literature. It is demonstrated that the proposed approach can cover the entire tip angles of the cone and the modified equation can fit the CPTU test data well.     

Modified approach to evaluation of undrained shear strength from piezocone tests in soft clays

This paper proposes a modified-theoretical approach to interpreting the undrained shear strength from piezocone tests in clays. Assuming the shear and normal stresses on the cone face to be the friction at the cone–soil interface and the ultimate expansion pressure, respectively, an expression of the tip resistance is first derived at force equilibrium. The undrained shear strength is then determined by combining the derived expression of tip resistance with the formulation for pore pressure at the cone shoulder position. Many factors, such as the penetration rate and the cone roughness, are considered in this model. Different shaped model penetrometers, including cone- and ball-shaped ones, are adopted in centrifuge tests to investigate the validity of the proposed method. The undrained shear strength estimated from the piezocone test is found to agree well with that from ball penetrometer test. Case studies are also presented to show the application of the proposed method. Comparisons between the predicted and measured values of undrained shear strength indicate that the proposed approach is generally applicable for nonfissured clays, especially intact clays.