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。     

基于锥形破坏面的桩靴式钻井平台插桩阻力分析

在分析桩靴式钻井平台插桩过程中地基土的破坏形式的基础上,将桩靴下土体破坏面假定为锥形面,根据极限平衡理论,推导出了均匀、双层地基土中基于被动土压力的插桩阻力计算公式。通过插桩实例对所推导的公式进行了验证,分析比较了极限承载力与插桩阻力的异同,讨论了插桩阻力计算公式推导过程中土体假设为锥形破坏面的合理性,认为本文推导的插桩阻力计算公式作为桩靴式钻井平台插桩深度预测方法更接近实际插桩结果。     

黄河水下三角洲表层粉土的冲切破坏与残留楔体研究

有桩靴的桩基在黄河三角洲海域表层硬粉土厚度＜3.5 m的区域插桩时,桩靴下部会形成残留楔体进入下卧软土层内,导致实际插桩深度比理论计算插桩深度少0.5～1.0 m.表层粉土冲切破坏形成弹性楔体,其厚度与桩靴宽度和地基土的内摩擦角有关.楔形体的产生可利用太沙基(K.Terzaghi)浅基础理论结合滑移线场理论解释.残留楔体的厚度受软黏土的厚度和抗剪强度控制.     

离岸深水全直桩码头承载性能有限元分析

全直桩码头是适于软土地基上离岸深水海域的新型高桩码头结构型式,其承载机理与传统高桩码头存在较大差异,且软土地基循环软化效应显著。建立全直桩码头结构与地基相互作用三维弹塑性有限元模型,基于二次开发采用拟静力法对土体循环软化效应进行模拟。通过有限元模型研究全直桩码头的承载特性与破坏模式,并探讨水平极限承载力的影响因素。研究表明水平荷载作用下,基桩的塑性破坏是结构失稳的控制因素,地基土体的承载力对结构水平极限承载力不起决定性作用;竖向荷载作用下,结构竖向极限承载力由地基土体强度决定。研究范围内入土深度对结构水平极限承载力影响不大,但桩壁厚度减小或考虑土体软化后,结构水平极限承载力明显降低。设计中,增加入土深度可有效减小土体软化引起的水平极限承载力降低程度,且应考虑结构腐蚀和土体软化对水平极限承载力的双重降低效应,为钢管桩预留足够的腐蚀富裕量。     

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。     

海床表层软土对宽浅式筒型基础承载特性影响研究

近海海床表层多为软黏土或淤泥质土,为探究海床表层软土对海上风电宽浅式筒型基础承载特性的影响,以中国广东某海域风电场为背景,通过有限元分析的方法,研究竖向、水平、弯矩荷载作用下软土层厚度和土体强度对基础极限承载力、破坏模式以及筒基土压力分布的影响。研究结果表明:当软土层厚度小于H/2(H为筒裙高度)时,单向荷载作用下宽浅式筒型基础极限承载力随软土层厚度的增加呈线性减小的趋势;当软土层厚度大于H/2后,承载力降低速率逐渐增大。表层软土的存在,使得塑性区范围缩小,软土层内土体塑性破坏更加明显。竖向荷载作用下,随软土层厚度的增大,筒顶承载先减小后增大,筒内侧摩阻力先增大后减小;水平荷载和弯矩作用下,筒侧被动土压力的降低是引起软土覆盖地基中基础承载能力降低的主要因素。     

多层砂土地基扩底桩单桩抗压模型试验及颗粒流模拟研究

利用室内半模试验和颗粒流数值模拟,揭示多层砂土地基扩底桩单桩抗压承载特性及变形特征。结果表明,通过对比分析极限承载力与H_h/D(持力层厚度与扩大头直径之比)的关系可以看出,单桩的抗压极限承载力随H_h/D逐渐增加,当H_h/D超过2.0时,极限承载力基本不再增加,此时的单桩抗压极限承载力稳定在300.01~303.25 N,是H_h/D=0.5时极限承载力(183.83 N)的1.65倍。扩大头下部土体发生局部压缩-剪切破坏,破坏面从扩大头底面边缘向斜下方扩展,在水平方向影响范围达到最大后逐渐向桩内侧收缩;荷载作用越大,地基破坏区域越大,相应的极限抗压承载力也越大;持力层厚度增加,扩大头分担的荷载比例增大,分担的荷载达到稳定需要的桩顶位移也越大,H_h=0.5 D试验扩大头分担的荷载比例稳定时为60%,对应的桩顶位移约为29 mm;桩顶位移达到33 mm后,H_h=1.0~3.0 D试验稳定在63%~65%之间;通过细观颗粒流理论对砂土移动特性的研究发现,持力层厚度从0.5 D增大至2.0 D,破坏面的起始扩展角度从31°增大至42°。数值模拟研究结果与模型试验数据吻合效果良好,证明该方法分析多层砂土地基扩底桩单桩抗压荷载传递机理是可行的。     

不同海况和地质条件下海上风电桩基水平承载力研究

在海上风电单桩基础水平承载力的设计中,风荷载和波浪荷载是两个最主要的常规水平荷载,需要考虑在波浪荷载和风荷载的不同荷载组合下的桩土相互作用。利用有限元软件ABAQUS构建桩土相互作用模型,对桩基施加不同组合的环境荷载,研究桩土的相互作用。在固定环境荷载的情况下,将土体分层,研究不同土质条件下桩基水平承载力的差异。分析可得极端海况下桩身泥面位移约是正常海况下的5倍,且桩身水平位移主要由风荷载引起。桩周土体所受水平应力与桩体的摆动幅度相关,且桩基摆动对桩周土体水平变形的影响范围有限,以桩基为中心1.7倍桩径范围内土体所受影响显著。海床上层土体的强度对桩基水平承载力起关键性作用,上软下硬海床与纯软土海床相比水平承载力大约提高25%,而上硬下软海床与纯软土海床相比水平承载力约提高3倍。     

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。     

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。     

海底防沉板—桩复合基础承载特性数值分析

为了研究桩长对海底防沉板—桩复合基础在水平、弯矩和扭转荷载作用下承载特性的影响,以我国南海水深200 m的某工程实例为研究对象,利用Flac3D有限差分仿真软件建立了计算模型。研究了桩长为4 m、6 m和8 m的防沉板—桩复合基础在水平、弯矩和扭转荷载作用下的极限承载力和荷载传递机理。结果表明,桩长超过6 m时复合基础的水平承载力显著增长,在水平加载过程中,防沉板总是先达到极限状态而破坏,桩基础的贡献在加载后期体现,且桩长为4 m、8 m时,桩基础与防沉板的连接处弯矩最大;随着桩长的增加,复合基础的抗弯承载力大幅提高,桩基础对复合基础的抗弯承载力贡献增大,当桩长超过8 m,桩长的增加对提高复合基础的抗弯承载力意义不大;在弯矩加载过程中,桩长对于防沉板、桩基础的荷载分配有显著影响,桩长为4 m时,外荷载主要由防沉板承担,当桩长超过4 m时,外荷载主要由桩基础承担;当扭转荷载不超过2 100 k N·m时,防沉板承担主要荷载,直至防沉板达到极限状态而发生旋转,随后桩基础的承载力逐渐发挥;对于桩长为6 m、8 m的复合基础,其极限状态根据防沉板适用性准则确定。     

海上风电大直径加翼桩水平承载性能研究

为改善海上风电大直径钢管桩的水平承载性能,基于ABAQUS有限元软件对单桩改进形式的加翼桩结构进行了系统研究,计算分析了软黏土地基中加翼桩在水平荷载作用下桩身弯矩、应力、位移、桩身泥面处倾斜率和极限承载力,研究了加翼桩面积、形状、埋深和刚度等翼板参数对加翼桩水平承载性能的影响规律,根据加翼桩的桩-土作用机理,参考现行规范模式提出适用于软黏土地基大直径钢管桩的P-Y曲线。研究结果表明,加翼桩通过在泥面处设置翼板可降低桩基泥面处倾斜率50%、提高桩基极限承载力60%以上,加翼桩水平承载性能明显优于单桩。     

A simplified calculation method for axial cyclic degradation of offshore wind turbine foundations in clay

Abstract

Pile foundation is the most popular option for the foundation of offshore wind turbines. The degradation of stiffness and bearing capacity of pile foundation induced by cyclic loading will be harmful for structure safety. In this article, a modified undrained elastic–plastic model considering the cyclic degradation of clay soil is proposed, and a simplified calculation method (SCM) based on shear displacement method is presented to calculate the axial degradated capacity of a single pile foundation for offshore wind turbines resisting cyclic loadings. The conception of plastic zone thickness R_p is introduced to obtain the function between accumulated plastic strain and displacement of soil around pile side. The axial ultimate capacity of single piles under axial cyclic loading calculated by this simplified analysis have a good consistency with the results from the finite element analysis, which verifies the accuracy and reliability of this method. As an instance, the behavior of pile foundation of an offshore wind farm under cyclic load is studied using the proposed numerical method and SCM. This simplified method may provide valuable reference for engineering design.     

Characteristic Test Study on Bearing Capacity of Suction Caisson Foundation Under Vertical Load

Suction caisson foundations are often subjected to vertical uplift loads, but there are still no wide and spread engineering specifications on design and calculation method for uplift bearing capacity of suction caisson foundation.So it is important to establish an uplift failure criterion. In order to study the uplift bearing mechanism and failure mode of suction caisson foundation, a series of model tests were carried out considering the effects of aspect ratio,soil permeability and loading mode. Test results indicate that the residual negative pressure at the top of caisson is beneficial to enhance uplift bearing capacity. The smaller the permeability coefficient is, the higher the residual negative pressure will be. And the residual negative pressure is approximately equal to the water head that causes seepage in the caisson. When the load reaches the ultimate bearing capacity, both the top and bottom negative pressures are smaller than Su and both the top and bottom reverse bearing capacity factors are smaller than 1.0 in soft clay. Combined the uplift bearing characteristics of caisson in sandy soil and soft clay, the bearing capacity composition and the calculation method are proposed. It can provide a reference for the engineering design of suction caisson foundation under vertical load.     

Experimental Study on the Interaction Mechanism of Cap—Pile Group—Soil

Static load tests on pile group with prototype size were carried out in order to study the behavior and the working properties of the cap—pile group—soil interaction in the pile group foundation. The soil resistance under the cap, the pile shaft resistance and the tip resistance were measured by installing various measuring gauges. Based on these test results, the cap—pile group—soil interaction characteristics were analyzed. The regulations of the soil reaction on the cap, the shaft resistance and the tip resistance of pile, the mechanism of load transfer have been discussed with comparison to the result of the single pile tests. The bearing capacity of pile group is greater than the sum of the bearing capacity of the single pile obtained from testing in the same site in pile group foundation in the case presented here.     

Numerical analysis of bearing capacity of drilled displacement piles with a screw-shaped shaft in sand

Drilled displacement (DD) piles with a screw-shaped shaft (referred to as DD piles) are installed using a continuous full thread hollow rod (without a displacement body) inserted and advanced in the soil by both a vertical force and a torque. As a type of newly developed pile, current understanding of the bearing mechanism of DD piles is unsatisfactory, which restricts their further applications in engineering. The primary aim of this paper is to study the bearing mechanism of this type of pile using a numerical method. First, a numerical model for calculating the bearing capacity of the DD piles was created and validated by a laboratory test. Then, the effects of the parameters of pile–soil interface, soil strength, and pile geometrical parameters on the bearing mechanism of the DD piles were investigated in parametric studies. The results of parametric studies show that the limit shear stress on the pile–soil interface, the friction angle of surrounding sand, screw pitch, and thread width significantly influence the bearing capacity of the DD piles, whereas the friction coefficient at the pile–soil interface and the thread thickness have little effect. Based on the results of the parametric studies, the failure mechanism of the DD piles under vertical load is analyzed. Finally, an equation for predicting the ultimate bearing capacities of helical piles based on cylindrical shear failure was used for estimating the bearing capacity of the DD piles, and the calculated results were verified with the numerical results.     

Bearing capacity of offshore umbrella suction anchor foundation in silty soil under varying loading modes

Considering the current disadvantages of present offshore wind turbine foundations, a novel anchor foundation with skirt and branches is proposed, called offshore umbrella suction anchor foundation (USAF). A series of experiments and numerical simulations were performed to explore the bearing capacity of the USAF under various kinds of loading modes. The bearing characteristics and the anchor–soil interactions are described in detail for horizontal static loading, horizontal cyclic loading, and an antidrawing (pullout) test in silty soil. In the static loading test, the load–deflection of the anchor under step loading was analyzed and the normalized curve of the load–deflection was obtained to determine the ultimate horizontal bearing capacity of the anchor under normal working conditions. Under horizontal cyclic loading, the relationship between the plastic cumulative deformation and cyclic number was determined. In addition, the responses of USAF were investigated for a low wave frequency and storm surges. In the drawing test, it was found that a “segmentation phenomenon” occurred during the test. Moreover, a method to identify the maximum antidrawing load of USAF was provided based on dynamic mechanics. The numerical results show that the use of anchor branches and skirt can enhance the bearing performance of USAF to a certain degree. However, the anchor branch has a slight positive influence on the bearing performance improvement. The USAF is not only similar to a stiff short pile, but a rotation occurs. The failure envelope under composite loading (V-M) was obtained and the changes associated with changes in the aspect ratio of the internal compartment were clarified.     

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。