Soil Plug Effect Prediction and Pile Driveability Analysis for Large-Diameter Steel Piles in Ocean Engineering

Long steel piles with large diameters have been more widely used in the field of ocean engineering. Owing to the pile with a large diameter, soil plug development during pile driving has great influences on pile driveability and bearing capacity. The response of soil plug developed inside the open-ended pipe pile during the dynamic condition of pile-driving is different from the response under the static condition of loading during service. This paper addresses the former aspect. A numerical procedure for soil plug effect prediction and pile driveabihty analysis is proposed and described. By taking into consideration of the pile dimension effect on side and tip resistance, this approach introduces a dimensional coefficient to the conventional static eqnihbrium equations for the plug differential unit and proposes an improved static equity method for the plug effect prediction. At the same time, this approach introduces a simplified model by use of one-dimensional stress wave equation to simulate the interaction between soil plug and pile inner wall. The proposed approach has been applied in practical engineering analyses. Results show that the calculated plug effect and pile driveabihty based on the proposed approach agree well with the observed data.

Effect of sediment on vertical dynamic impedance of rock-socketed pile with large diameter

Based on the fictitious soil pile model, the effect of sediment on the vertical dynamic impedance of rock-socketed pile with large diameter was theoretically studied by means of Laplace transform technique and impedance function transfer method. Firstly, the sediment under rock-socketed pile was assumed to be fictitious soil pile with the same sectional area. The Rayleigh-Love rode model was used to simulate the rock-socketed pile and the fictitious soil pile with the consideration of the lateral inertial effect of large-diameter pile. The layered surrounding soils and bedrock were modeled by the plane strain model. Then, by virtue of the initial conditions and boundary conditions of the soil pile system, the analytical solution of the vertical dynamic impedance at the head of rock-socketed pile was derived for the arbitrary excitation acting on the pile head. Lastly, based on the presented analytical solution, the effect of sediment properties, bedrock property and lateral inertial effect on the vertical dynamic impedance at rock-socketed pile head were investigated in detail. It is shown that the sediment properties have significant effect on the vertical dynamic impedance at the rock-socketed pile head. The ability of soil-pile system to resist dynamic vertical deformation is weakened with the increase of sediment thickness, but amplified with the increase of shear wave velocity of sediment. The ability of soil pile system to resist dynamic vertical deformation is amplified with the bedrock property improving, but the ability of soil-pile system to resist vertical vibration is weakened with the improvement of bedrock property.

Vertical vibration of a large diameter pipe pile considering transverse inertia effect of pile

Considering the transverse inertia effect of pile, the vertical soil layer is studied. The wave propagations in the outer and inner soil dynamic response of a large diameter pipe pile in viscoelastic are simulated by three-dimensional elastodynamic theory and those in the pile are simulated by Rayleigh-Love rod theory. The vertical and radial displacements of the outer and inner soil are obtained by utilizing Laplace transform technique and differentiation on the governing equations of soils. Then, based on the continuous conditions between the pile and soils, the displacements of the pile are derived. The frequency domain velocity admittance and time domain velocity response of the pile top are also presented. The solution is compared to a classical rod model solution to verify the validity. The influences of the radii and Poisson ratio of pile on the transverse inertia effect of pile are analyzed. The parametric study shows that Poisson ratio and outer radius of pile have significant influence on the transverse inertia effect of large diameter pipe piles, while the inner radius has little effect.

An Approach to Stability Analysis of Embedded Large-Diameter Cylinder Quay

The large-diameter cylinder structure, which is made of large successive bottomless cylinders placed on foundation bed or partly driven into soil, is a recently developed retaining structure in China. It can be used in port, coastal and offshore works. The method for stability analysis of the large-diameter cylinder structure, especially for stability analysis of the embedded large-diameter cylinder structure, is an important issue. In this paper, an idea is presented that is, embedded large-diameter cylinder quays can be divided into two types, i.e. the gravity wall type and the cylinder pile wall type. A method for stability analysis of the large-diameter cylinder quay of the cylinder pile wall type is developed and a method for stability analysis of the large-diameter cylinder quay of the gravity wall type is also proposed. The effect of significant parameters on the stability of the large-diameter cylinder quay of the cylinder pile wall type is investigated through numerical calculation.

桩端岩溶三维超声成像方法及应用研究

研究目的:岩溶地区大直径桩基础受桩端岩溶的威胁大,探查不清或处理不当时可能会出现桩基承载力不足等严重工程质量问题,现有探测方法难以在桩底复杂泥水环境下实现桩端三维精细化探测。本文基于超声相控阵全聚焦成像原理,提出一种全新的桩端岩溶三维探测方法,以实现对桩端一定范围内地质结构进行三维高精度成像。研究结论:(1)本方法和装备在桩底采集超声数据并成像,可对桩端一定深度和冲切角范围内岩溶三维高精度成像;(2)足尺模型试验表明本装备可探测桩端10 m以内溶洞且探测精度优于0.1 m;(3)工程实践表明本装备可有效查明桩端岩溶、破碎裂隙,探测结果准确可靠;(4)本装备能适应桩底各种恶劣的环境,探测过程简单高效,时效性强,对保障岩溶区桩基施工安全与质量控制具有重要的意义。

双线大直径输水隧道建设对既有桥梁及桩基的影响分析

为准确分析双线大直径输水隧道下穿对既有桥梁结构的影响,构建桥梁-地层-桩基-盾构隧道高精度数值仿真模型,对桥梁桩基结构及盾构过程进行精细化模拟,结合基于智能算法的土层参数反演模型,获取更接近真实情况的土层参数,以提高数值模拟精度。结果表明:输水隧道盾构开挖引起的地表最大沉降量为15.01 mm,基于反演的地表变形计算结果与实际监测值的误差减少约70%;盾构隧道双线开挖会引起地表二次沉降变形,两条盾构隧道中间区域的地表二次沉降量最大,约占总沉降量的60%,最大二次沉降量为5.06 mm;隧道两侧的桩基受到影响较大,最大位移为10.03 mm,位于桩基顶部,而隧道开挖对桩基内应力分布影响较小,可以认为无影响。

震陷土层变化下变截面单、群桩动力响应差异

为研究地震动作用下震陷土层厚度不同时大直径变截面单桩与群桩基础的动力响应差异,依托厦门第二东通道翔安大桥,通过振动台模型试验,开展震陷土层厚度30、40、50 cm时,单桩与群桩基础桩周土震陷量、桩顶水平位移、桩身加速度及弯矩动力响应差异研究.结果表明:随着震陷层厚度增大,单桩与群桩基础桩周土震陷量、桩顶水平位移、桩身加速度及弯矩均逐渐增大,且加速度及弯矩在变截面处突变;同一震陷层厚度下,群桩基础桩周土震陷量较单桩大,但群桩基础加速度、桩顶水平位移及桩身弯矩均小于单桩.震陷场地桩基础设计时,应着重考虑变截面单桩与群桩动力响应差异,保证桩基础抗震性能.

砾砂地层盾构切削大直径群桩的刀具研究

刀盘刀具是盾构机实现切削功能并保证其顺利推进的主要部件,合适的刀具选型与设计在保证盾构机成功切削大直径钢筋混凝土群桩的过程中至关重要。依托沈阳地铁4号线盾构切桩工程,结合盾构穿越砾砂地层的工程特点以及切削大直径钢筋混凝土群桩的工程需求,对刀盘刀具进行选型,采用LS-DYNA软件模拟不同刃宽、刃角及前角的贝壳刀切削钢筋的效果。将分析结果应用于该工程,通过对比切桩前后既有隧道沉降变化规律论证刀具选型设计的合理性,并根据切桩后的贝壳刀磨损规律及盾构机排出钢筋情况,评估刀盘刀具切削效果,从而优化刀盘的刀具布置。研究结果表明:盾构刀盘采用面板+辐条复合式直角刀盘,切桩刀具采用前角-45°零后角、5 mm刃宽、90°刃角的双面刃贝壳刀,可提升盾构切桩效果;盾构切桩过程中既有隧道的变形波动控制在1.1 mm内,切桩完成后既有隧道的最大沉降仅为1.96 mm,未对既有隧道造成明显影响;刀盘布置贝壳刀时,应增加高度为210 mm的贝壳刀数量,尤其需要避免单个辐条上仅有1把高度为210 mm贝壳刀的情况,可有效提高刀盘刀具切削钢筋的能力并降低崩刃风险。刀具选型设计结果成功应用于沈阳地铁4号线切桩工程,可为今后类似工程提供参考。

大直径桩端岩溶三维高精度成像方法

在岩溶地区,大直径桩基础受桩端岩溶的威胁较大,传统的钻探和物探等手段难以实现桩端岩溶三维精细探测。该文提出了一种基于超声成像原理的桩端岩溶探测方法,使用超声相控阵传感器在桩底采集全矩阵数据,采用全聚焦方法可对桩端岩溶成像。为解决超声远场成像横向分辨率低的问题,在桩底多个测点采集全矩阵数据,采用多面阵合成孔径全聚焦技术进行远场成像,实现桩端大范围、大深度、高精度成像。制作1:1足尺桩基岩溶实验模型并开展了探测实验,证实了该方法的有效性,并结合工程实例检验了该方法的实用性。结果表明,该方法可以对桩端10 m深度范围内的岩溶进行三维高精度成像,探测分辨率达0.1 m。该方法为大直径桩端岩溶提供了一种全新的、有效的探测技术和手段,对保障岩溶区桩基施工安全与质量控制具有重要的意义。

高陡边坡变截面桩基础受力性能研究

高陡边坡中输电塔大直径钢管直桩基础存在材料浪费、经济型较差的问题,使用阶梯变截面桩基础可有效提高基础的经济性、降低施工难度。文中采用ABAQUS软件分别建立45°边坡的变截面桩及直桩精细化有限元模型,在相同下压工况下,以最大应力和最大位移为分析对象,对变截面桩和直桩进行对比。研究发现,在软土地区45°边坡条件下,变截面桩和等截面桩最大拉应力值均符合强度要求,最大位移和钢筋笼最大应力相差很小,变截面桩可以代替直桩;在硬土地区45°边坡条件下,变截面桩和等截面桩最大拉应力值均符合强度要求,最大位移和钢筋笼最大应力相差很小,变截面桩可以代替直桩。研究成果可为阶梯变截面桩在高陡边坡输电塔中应用提供一定的借鉴与参考。

大直径嵌岩灌注桩竖向承载特性试验研究

为了探讨泥岩地基大直径灌注桩竖向承载性能,依托青岛某机场桩基工程,对嵌入泥岩的9根大直径灌注桩进行了竖向抗压静载试验和桩身应力监测,分析大直径嵌岩灌注桩的竖向抗压性能,明确大直径灌注桩的荷载传递规律。结果表明,试桩桩身完整性较好,桩身质量可靠;试桩荷载沉降(Q-s)曲线均为缓变型,加载初期存在明显的压密段,桩顶沉降量为10.31 mm,最低回弹率大于50%;最大荷载作用下,各试桩的竖向抗压极限承载力特征值均不小于6480 kN,试桩竖向抗压承载能力仍有较大潜力;试桩均表现出端承摩擦桩的特性,轴力自桩顶到桩端逐渐衰减,桩侧摩阻力峰值发生在中风化泥岩段,桩端阻力占桩顶荷载的10.55%~34.48%。

Determination of large diameter bored pile's effective length based on Mindlin's solution

The calculation equation of large diameter bored pile＇s effective length is connected with its distribution of pile shaft resistance. Thus, there is a great difference between the calculation results under the different distributions of pile shaft resistance. Primarily, this paper summarizes the conceptualized mode of pile shaft resistance under the circum- stance that the soil surrounding the piles presents different layer distributions. Secondly, based on Mindlin＇s displacement solution and in consideration of the effect of pile diam- eter, the calculation equation is optimized with the assumption that the pile shaft resis- tance has a parabolic distribution. The influencing factors are analyzed according to the calculation result of effective pile length. Finally, combined with an engineering example, the calculation equation deduced in this paper is analyzed and verified. The result shows that both the Poisson ratio of soil and pile diameter have impacted the effective pile length. Compared with the Poisson ratio of soil, the effect of pile diameter is more significant. If the pile diameter remains the same, the effect of the Poisson ratio of soil to the effective pile length decreases as the ratio of pile elastic modulus and soil share modulus increases. If the Poisson ratio of soil remains the same, the effect of the pile diameter to the effective pile length increases as the ratio of pile elastic modulus and soil share modulus increases. Thus the optimized calculation result of pile effective length under the consideration of pile diameter effect is more close to the actual situation of engineering and reasonably practicable.

层状地基中海洋大直径管桩水平动力响应分析

考虑桩−海水−层状土相互作用,研究了水平动荷载作用下层状地基中海洋大直径管桩的动力响应特性。将海水视为无黏性可压缩流体介质建立桩周、桩芯海水的运动方程,通过分离变量法并结合海水的边界条件求得桩周、桩芯海水作用在管桩上的动水压力。将海床土体视为黏弹性介质并考虑其成层非均质性,利用微分变化并结合土体振动边界条件解得桩周、桩芯土体作用在管桩上的水平抗力。进而根据各桩段上水平力的平衡建立管桩控制方程,利用传递矩阵法并结合桩身的连续条件以及桩顶、桩底的边界条件,得到层状海床土中海洋大直径管桩的水平动力响应解析解,给出了桩顶位移解析表达式。将所得解与有限元模拟结果以及退化解与已有文献解进行对比,验证了本研究计算方法的合理性。并基于所得解分析了管桩−海水−层状土系统水平动力响应对动水压力、水深、土体模量、土层厚度等关键参数的敏感性。

高应变动测技术在如东海域大直径钢管桩基工程中的应用研究

基于江苏如东海域三根大直径敞口钢管桩的初打和复打高应变动测试验数据,提出了适用于该海域的桩端折减系数η的推荐值和承载力恢复计算公式,为该海域大直径钢管桩基础的承载力评估提供了技术依据。敞口钢管桩高应变试验数据显示,试验桩侧阻力的恢复系数都远大于端阻力的,且桩侧阻力随时间增长显著,但端阻力的增长却很小。基于此,推荐如东海域大直径敞开钢管桩的桩端阻力折减系数η取0.05进行估算。此外,通过桩基土体恢复和增长机理探讨,提出桩基承载力恢复计算公式,且验证误差在10%以内。

基于CPT大直径钢管桩可打入性分析方法研究

在海洋工程当中,大直径钢管桩常采用液压锤进行施工,桩基可打入性的准确预测对实际工程具有重要的意义。为探究静力触探试验(cone penetration test,CPT)锥尖阻力与单位锤击能量的关系,通过将CPT锥尖阻力转化为单位等效锥尖阻力,定义阻能比为单位等效锥尖阻力与单位锤击能量阻力之比,基于9个场地、72根钢管桩打桩记录以及CPT测试结果,探讨了不同土层(粉土层、砂土层以及黏土层)中阻能比随深度变化的关系,提出了基于CPT锥尖阻力的桩基可打入性预测方法。研究结果表明:单位等效锥尖阻力与单位锤击能量随深度变化具有相关性,阻能比在不同土层随深度变化具有各自的规律性。通过获得的不同土层阻能比随深度变化的关系式,利用CPT锥尖阻力可以直接获得打桩需要的单位锤击能量。经工程验证,使用本文提出的方法,预测打桩过程中单位锤击能量可行且具有一定精度。该方法仅需已知CPT锥尖阻力即可对单位锤击能量进行计算,可以快速地对桩基可打入性进行初步评估。

大直径水平受荷单桩的抗力组分分析及其应用

现有海上风机单桩设计方法的改进主要从修正p-y曲线入手,较少涉及单桩抗力组分的研究。文章将大直径水平受荷单桩的桩-土相互作用分解为桩-土水平抗力p、侧壁摩阻力τz、基底水平摩阻力Fs、基底竖向抗力Fbot,建立含4类抗力弹簧的简化梁单元分析模型,通过三维有限元分析对工程试桩验算,提取各抗力弹簧的组分,明确大直径单桩的抗力组成和变化规律。结果表明,小长径比单桩的水平承载力主要由水平抗力(p-y抗力)控制,但侧壁摩阻力τz、基底水平摩阻力Fs不可忽略;大直径单桩变形模式由桩土相对刚度控制,长径比是影响单桩水平承载力组分变化的重要因素。在此基础上提出了p-y抗力组分曲线,并通过案例分析展示了修正单桩水平承载力的步骤和结果。

钻孔灌注桩数字化施工技术及应用

随着钻孔灌注桩向超孔深、超大直径方向发展,其施工控制难度也显著增加。传统施工工艺高度依赖人工对施工参数进行采集和记录,难以满足精细化施工管控的要求。为了保证超长大直径桩施工质量,以双柳长江大桥北主塔桩基施工为依托工程,对钻孔灌注成孔、成桩关键施工参数及采集方式进行分析,并针对成孔、成桩过程的关键参数进行自动化监测装置的开发与应用。研究结果表明采用数字化技术手段,能有效减少施工过程中人工采集工作量,提升钻孔灌注桩施工精细化管控水平,可供类似工程借鉴。

市政桥梁灌注桩大直径桩基加固施工技术

城市化进程的加快,对城市基础设施建设提出了更高的要求。桥梁工程作为市政工程的重要组成部分,其建设质量直接影响到市政工程项目的建设质量。然而,在实际施工过程中,由于受到地质条件、施工环境、施工工艺等多种因素的影响,桩基施工难免会遇到一些问题和风险,影响工程项目的顺利开展。本文根据实际案例,通过分析高压注浆法、小管径钢管桩加固法以及扩底桩加固法三种方案的施工与效果,最终确定小管径钢管桩加固法具有较好的耐久性和可靠性。

黏土中大直径钢管桩p-y曲线法适用性研究

大直径钢管桩作为常用的海上风机基础形式,其水平承载性能是风机基础结构设计中最关键的一环。API规范建议的p-y曲线法是目前计算钢管桩水平承载力最主流的方法,但其对大直径刚性桩及刚柔性桩的适用性有待探讨。通过开展数值模拟方法,研究了不同长径比水平受荷桩的桩身变形规律及桩周土体破坏规律,提出了基于长径比的刚柔性桩判断标准,并通过比较不同长径比下钢管桩水平极限承载力,得到了传统p-y曲线的适用范围。研究结果发现传统p-y曲线模型由于仅考虑了水平向的土阻力,适用于计算长径比≥15的刚柔性桩及柔性桩;而对于长径比<9的刚性短桩,其误差最高可达63%,严重低估了单桩的水平向承载力;对于长径比在9~15之间的刚柔性桩可适当使用API规范进行计算。

不同桩-土界面摩擦系数对水平荷载下大直径单桩变形特性影响研究

为研究不同桩-土界面摩擦系数对水平荷载下大直径单桩变形特性的影响,根据现场试验及室内循环剪切试验结果,采用Abaqus软件及可考虑软土软化效应的本构模型进行数值模拟。结果表明:提高桩-土界面摩擦系数可在一定程度上减少桩顶位移,其减少程度与桩土相对位移呈正相关。桩-土界面摩擦系数变化区间为0.1~0.5,在水平静载作用下,桩-土界面摩擦系数对桩顶位移的影响随荷载的增大而增大,随桩径的增大而减小。水平循环荷载作用下,桩-土界面摩擦系数对桩顶位移及桩周土体软化程度的影响随荷载峰值、荷载频率、循环次数的增大而增大,桩顶位移减小值最大可达25.85%,桩周土体软化程度最大可达17%。