Displacement and deformation analysis for uplift piles

On the assumptions that the shear resistance increases linearly with increasing shear displacement between the uplift pile and surrounding soil, that the axis force is distributed as parabola along the pile length, that elastic distortion occurs when the pile is loaded, that the displacement of pile is in accord with that of the soil, and that the uplift pile failure is regarded as the soil failure, a rational calculation method was proposed for calculating the deformation, ultimate displacement and shear resistance of piles. The distributions of frictional resistance and the shear displacement along the pile length were obtained with the method. The comparisons were made between the measurement results and the present results. The present theoretical results agree well with the measurement results, with the average difference being less than 12% before failure. The comparisons show that the proposed method is reasonable for uplift design and engineering construction of piles.

Simplified Calculation Method and 3D Numerical Analysis for Pile Group Under Uplift Loading

Pile foundations of ports, mooring systems for ocean surface or submerged platforms are subjected to amount of uplift loading, and prediction of the uplift capacity is one of the most important subjects in structure designs. The paper pertains to the development of a simplified theoretical method on prediction of the uplift capacity of pile group embedded in clay assuming a composite failure surface （inverted and tnmcated circular pyramidal and cylindrical sttrface）. Various pile and soil parameters such as the arrangement of pile group, pile spacing, length, diameter of the pile and the soil properties such as unit weight, angle of internal friction and the pile-soil interface friction angle, which have direct influence on the uplift capacity of the pile group, are incorporated in the analysis. A 3D numerical model is built by FLAC3D to analyze the pile group under uplift loading for comparison, and various effect factors, such as length to diameter ratio, pile spacing and pile numbers are considered. The predicted values of uplift capacity and failure surface of pile group with different length to diameter ratio, pile spacing and soil properties are then compared with numerical analysis results and tleld test results. The predictions are found to be in good agreement with numerical analysis and measured values, which validate the correctness of the developed method. It is also found that the uplift capacity is significantly influenced by the pile-soil friction coefficient, soil shear strength, etc.

Uplift Pile Test in Rocks and Its Bearing Capacity

This paper reports in situ tension test and laboratory model test for large diameter, manually digging anchorage piles in the 2nd Luzhou Changjiang Bridge. Tension behavior, uplift bearing capacity and influence of rock characteristics on bearing capacity are discussed. Proposes are presented with respect to issues related to the construction and design of uplift piles.

Uplift behavior and load transfer mechanism of prestressed high-strength concrete piles

Prestressed high-strength-concrete (PHC) tube-shaped pile is one of the recently used foundations for soft soil. The research on uplift resistance of PHC pile is helpful to the design of pile foundations. A field-scale test program was conducted to study the uplift behavior and load transfer mechanism of PHC piles in soft soil. The pullout load tests were divided into two groups with different diameters, and there were three piles in each group. A detailed discussion of the axial load transfer and pile skin resistance distribution was also included. It is found from the tests that the uplift capacity increases with increasing the diameter of pile. When the diameter of piles increases from 500 to 600 mm, the uplift load is increased by 51.2%. According to the load-displacement (Q-S) curves, all the piles do not reach the ultimate state at the maximum load. The experimental results show that the piles still have uplift bearing capacity.

Experimental Investigation of Irregular Wave Uplift Force on Deck of Exposed High-Pile Jetties

A laboratory setup was developed to investigate irregular wave uplift loads on exposed high-pile jetties. It is shown that the dimensionless uplift load increases to the maximum with an increasing relative clearance and then decreases. The relative clearance corresponding to the peak force is linked to a range from 0.4 to 0.8. When the relative clearance exceeds a certain value, the wave can not reach the underside of the deck and the force becomes zero. Distinct trends of dimensionless force with a relative width of deck show that the force tends to decrease as the relative deck width increases, and then the decrease slows down after the relative deck width increases or decreases to a certain value. The pressure distribution length associated with the maximum uplift force is equivalent to the wave contact width x. When x is larger than the width of deck B, it is taken as B. The statistical distribution of loads obeys the Weibull distribution. The results from the analyses of the real data suggest a new dimensionless prediction model on wave-in-deck uplift loads and the conversion ratio between wave loads at different exceedance probabilities. A comparison is made between the new prediction model and the existing widely used three prediction models. These results are used as useful references for structural design of the jetty.

Model tests on uplift capacity of double-belled pile influenced by distance between bells

To optimize the distance between the bells in pile design,this paper reports a series of small scale tests on the uplift capacity of double belled piles embedded in dry dense sand considering different bell space ratios.Finite element modelling is also performed to evaluate the range of soil failure around the piles during pile uplift displacement.Test results show that when bell space ratio is 6 or 8,the uplift capacity reaches the peak value.The upper bell bears more load than the lower one for the piles with bell space ratio less than 6,while the lower bell bears more load than the upper one for the piles with bell space ratio larger than 8.

Infuencing Factors of Load Carrying Capacity and Cooperative Work Laws of Metro Uplift Piles

The buoyancy of groundwater can reduce the foundation bearing capa-city and cause the metro tunnels to float as a whole,which threatens the safety of structures seriously.Therefore,uplift piles are set up to improve the structural sta-bility.In this paper,FLAC3D software is used to establish the calculation models of pile foundation.The bearing failure process of uplift piles was simulated to study the influencing factors on single pile load bearing capacity as well as the cooperative work laws of pile groups.The load-displacement curves of pile top under different length-diameter ratios,pile soil interface characteristics and pile types are obtained,respectively.The results showed that,increasing the length-diameter ratio and the pile-soil interface roughness properdly can improve the bear-ing capacity of uplift piles.Besides,changing the shapes of constant pile section can also improve it,which has the most significant effect concerning of saving material cost.In the loading process of pile groups,the ultimate bearing capacity of corner pile is the biggest,the side pile is the next,and the center pile is the smallest.The de formation characteristics of pile top are as follows:the center pile is the biggest,the side pile is the next,and comer pile is the smallest.Combined with the results,the uplift resistance of group piles can be enhanced pertinently,and the conclusions provide guidance for the design and construction of up lift piles in the actual engineer.

砂土中抗拔螺杆桩承载力及变形特性研究

通过基于数字图像相关技术的模型试验和离散元数值模拟方法(PFC),研究了叶片设置、砂土相对密实度、受荷工况等因素对螺杆桩抗拔承载力和变形特性的影响,利用试验结果校准离散元程序的细观参数,模拟结果用于分析螺杆桩的荷载分担特性、螺纹叶片间距对承载力的影响以及桩周土体滑动面特征。结果表明:抗拔工况下桩基荷载位移曲线呈现软化特征,0.05 D破坏准则适用于抗拔桩的极限承载力判定,叶片的设置使得桩承载力提高37%,螺纹段荷载分担比接近70%,直杆段荷载分担比是抗压工况的2倍;上拔承载力随叶片间距增加呈降低趋势,H/D=1.00是此工况下合理参数;砂土相对密实度的提高使得螺杆桩和直杆桩抗拔承载力分别增长19.4%、26%,而对抗拔桩周围土体位移模式影响有限,螺杆桩桩周土体最大影响范围约为4 D,而直杆桩约为2 D。

抗拔桩承载能力影响因素与群桩变形规律试验研究

利用自主研发的桩基室内抗拔测试装置,结合数值模拟技术对抗拔桩的承载破坏过程及影响因素、群桩的协同工作特征展开了深入研究。结果表明:抗拔桩的承载破坏经历4个阶段,承载初期,桩顶侧摩阻力最先发挥作用,桩顶土体发生塑性破坏;随上拔荷载不断增大,桩体产生相对位移,桩周土体由于桩身侧摩阻力产生塑性破坏;当桩身轴力自桩顶传递至桩底时,桩身底端产生抗拔“吸附力”,并伴随局部土体塑性破坏;随着桩周土体塑性区的拓展、连通,抗拔桩承载能力达到极限;桩身长径比、桩-土界面摩擦因数、桩侧土体压力与其承载极限呈正相关关系,其中桩身长径比对桩端“吸附力”具有重要影响;群桩抗拔过程中,角桩侧摩阻力发挥最充分,桩身位移量最小,极限承载力最大,中心桩桩身位移最大,极限承载力最低;距径比影响抗拔桩的群桩效应,当距径比从2增大至8时,桩身侧摩阻力提高30%,将距径比8作为群桩工程的推荐值,6~10作为群桩距径比的推荐范围。

不同嵌岩深度下抗拔桩承载特性研究

以广东省江门市某工程为例,通过有限元分析软件ABAQUS,结合地勘报告及现场对桩基进行抗拔静载试验得出的荷载–位移曲线图,建立抗拔桩三维有限元模型进行数值模拟计算分析,研究不同嵌岩深度增量下抗拔桩的承载特性。研究成果表明:增加嵌岩深度可在一定程度上提高桩基抗拔承载力,但二者之间并非呈线性增长关系。当嵌岩深度增量为3D时,相较于原试桩的桩顶位移量减小54.2%,抗拔承载力提高105.2%,对桩基抗拔承载力的提高效果尤为显著。

用荷载传递法分析PTC管桩的抗拔性状

建立了PTC管桩的荷载传递模型,并对相关参数的选取与计算进行了探讨。采用VC++语言编写了用位移协调法计算此桩在上拔荷载作用下的P-S曲线及轴力的程序,计算值与实测值吻合良好,则表明此方法合理可行,在实际工程中可用来推算管桩的极限承载力,以达到替代或部分替代现场试验的目的。

基于BOTDA的砂土地基预应力管桩抗拔静载试验研究

针对砂土地基抗拔桩受力性能与荷载传递机理研究不足问题,将布里渊光时域分析(BOTDA)光纤传感技术应用于长江下游地区厚层砂土地基预应力管桩原位抗拔静载试验研究,采用特殊设计的桩身刻槽钻孔、光纤粘贴保护、接桩过程连续植纤等技术工艺,实现了预应力管桩在拉拔过程中桩身受力变形状态的分布式测量与数据精确定位。研究结果表明:在上拔荷载作用下,试验桩桩身轴力沿桩身方向逐渐减小;桩侧摩阻力在下桩发挥效果较好,上桩侧摩阻力较小,全桩长侧摩阻力最大值在桩底;抗拔桩随上拔荷载的增加,轴力逐渐向下传递,向下传递的轴力主要由预制管桩侧摩阻力承担;分布式光纤应变传感技术能较好地监测预应力管桩桩身贯入施工因素对抗拔承载特性的影响。研究结果可在其他类型抗拔桩受力特性监测项目中推广应用。

静钻根植桩竖向承载性能现场试验研究

通过一组现场试验对同一场地内静钻根植桩的抗压和抗拔承载性能进行研究,试桩均加载至极限状态。通过抗压和抗拔静载试验对静钻根植桩的抗压和抗拔承载性能进行对比分析。试验结果表明:静钻根植桩的抗压承载性能相比传统钻孔灌注桩有显著提高,本次试验场地各土层中静钻根植桩的桩侧摩阻力是规范建议的钻孔灌注桩极限侧摩阻力的1.49~3.21倍;静钻根植桩抗拔承载性能也明显优于钻孔灌注桩,抗拔试桩的极限承载力是根据规范计算的钻孔灌注桩极限抗拔承载力的1.52~1.55倍;静钻根植桩抗拔状态下桩侧摩阻力明显小于抗压状态下的桩侧摩擦力,即静钻根植桩也存在侧阻抗拔系数。

压入式沉井与反力桩对地表沉降的耦合影响研究

利用压入式连续沉井群建造轨交地下车站是一种新型预制装配建造模式,但相较传统的明挖式基坑车站修建方式,目前尚缺乏对沉井压入过程环境影响的研究。为此,本研究以实际工程案例为背景,通过数值模拟,结合现有实测拟合沉降曲线,对比调查了沉井外侧反力桩的存在与否对地表沉降剖面的影响规律;进一步调查了桩间距对于地表沉降的调控作用;并基于抗拔承载力等效原则,同时探究了桩间距和桩径对周边土体沉降的影响。进而形成了桩外侧和桩间土体沉降剖面的修正归一化曲线,为压入式连续沉井群地下车站在高密度城市中心的实施提供参考支撑。

U型槽结构下振冲碎石桩联合抗拔桩数值分析及优化设计

[目的]研究沿海下穿道路工程U型槽结构下振冲碎石桩联合抗拔桩的加固效果及其优化设计.[方法]采用有限元软件ABAQUS进行建模,分析了振冲碎石桩的打入对砂土地基抗液化能力的改良效果,讨论了U型槽、抗拔桩、碎石桩各设计参数对U型槽抗浮效果的影响.针对以上结果基于NSGA2遗传算法,开展抗液化能力、抗浮效果、工程造价三目标的优化设计.[结果]振冲碎石桩可以大大增强砂土地基的抗液化能力,未使用振冲碎石桩的砂土均发生液化,而采用振冲碎石桩处理后的砂土地基液化率仅为4.7%;U型槽底板厚度、抗拔桩的桩径、桩长和振冲碎石桩的桩径、桩长均对U型槽底板上浮位移有较大影响;采用NSGA2遗传算法得出的最优方案在满足安全储备的情况下,造价比原始方案节省了10.0%,且砂土地基液化率降低了45.7%.[结论]基于NSGA2遗传算法提出的以砂土液化率、底板上浮位移和工程造价为目标的优化设计方案可为今后同类工程提供设计指导.

后插无粘结钢绞线U形管承压型抗拔桩工程应用

后插无粘结钢绞线U形管承压型抗拔桩技术是一种新型研发的抗浮技术,该技术具有桩身混凝土在使用周期内始终处于受压状态,充分发挥了混凝土的抗压性能,桩身不产生裂缝,无需进行裂缝宽度验算,耐久性好,使用范围广、工期快、造价低等优点。本文结合工程应用实例,详细介绍了后插无粘结钢绞线U形管承压型抗拔桩工程施工工艺,为后续类似工程的高质量施工提供参考。

砂土地基中钻进比对螺旋桩安装性能和抗拔承载性能的影响

螺旋桩在输电线路杆塔和光伏支架等工程基础中获得了推广应用,然而沉桩速率对螺旋桩沉桩效应和承载力特性的影响机制尚不明确。通过开展砂土地基中螺旋桩沉桩与抗拔承载性能模型试验,分析了螺旋桩钻进比与扭矩、下压力之间的关系,建立了考虑承载力-扭矩-下压力相互影响的极限抗拔承载性能相关系数K'_(t)的计算方法。与既有文献试验结果及理论计算方法进行了对比分析,验证了所建立的计算方法的可靠性。研究结果表明:钻进比与螺旋桩的沉桩扭矩和下压力呈线性关系,钻进比对沉桩扭矩的影响幅度大于下压力;降低沉桩过程中钻进比可有效提高螺旋桩的抗拔承载力,钻进比为0.6工况下的抗拔极限承载力可达到钻进比为2工况下的2.9倍;所建立的砂土地基螺旋桩抗拔极限承载力-扭矩-下压力相关系数计算方法,计算误差小于30%,具有较好的准确性和适用性。

循环压拔荷载作用下桩基础模型试验研究

随着大型建筑物不断兴起,桩基础作为西部地区基础常用形式之一,在承受上拔力作用时发挥着不可替代的作用。为了探明桩基础在循环荷载作用下的承载特性,在黄土高原区某典型黄土地基上,对单桩进行抗拔试验、循环压拔试验和循环抗拔试验。重点分析循环压拔加载路径下桩顶轴向位移和桩侧摩阻力的分布规律,阐述桩基承载力在不同循环次数以及循环荷载时的变化规律。结果表明:循环荷载和循环次数都是影响桩顶轴向位移变化的重要因素,并引入弱化因子来定量描述循环次数的影响;荷载越大,桩侧摩阻力越大,循环荷载下桩侧摩阻力整体呈下降趋势;压拔循环加载会在一定程度上减少对桩土之间接触的破坏,桩基承载力的损失也会更少,试验对竖向循环压拔荷载作用下的桩基础承载能力研究具有深刻的工程实践意义。

埋入式后压浆管桩竖向抗拔破坏模式研究

埋入式后压浆管桩作为一种新型桩基础,集钻孔灌注桩和预应力管桩的优点于一体,可以解决灌注桩桩身质量不可靠和预应力管桩沉桩困难等问题。对埋入式后压浆管桩的竖向抗拔试验进行CT扫描,得到不同位移状态下模型桩的CT扫描图像,直观地揭示破坏面的发展规律,并建立破坏面方程。对其他学者提出的抗拔桩破坏面方程进行优化,通过静力平衡方程,获得优化后破坏面方程对应的埋入式后压浆管桩抗拔极限承载力函数,并采用遗传算法确定优化后破坏面方程的参数。将多种理论假定破坏面与试验获得的破坏面进行对比分析,验证所得破坏面方程的准确性。研究发现:埋入式后压浆管桩在上拔位移到达0.45倍桩径时发生破坏,此时灌浆层与土体紧密结合,两者之间未出现明显位移,破坏仅发生在灌浆层之外的桩周土体中;破坏面从桩底向桩顶延伸,越靠近桩顶,破坏面距离桩身越远,破坏面在桩底与混凝土侧壁相切,在地面与水平面的夹角接近42°,呈喇叭形破坏;本文的理论假定破坏面与试验获得的破坏面的相关指数R^(2)=0.97,前人的理论假定破坏面与试验获得的破坏面的相关指数R^(2)=0.91,本文的破坏面方程更加贴近试验获得的破坏面。研究成果对埋入式后压浆管桩的设计计算具有重要的参考价值。

抗拔桩与承压型囊式扩体锚杆性价比浅析

对建(构)筑物抗浮工程两种常用锚固体钢筋混凝土抗拔桩和承压型囊式扩体锚杆设计计算理论进行了研究和梳理;并结合北京某一实际工程案例,对两种抗浮锚固体在设计中的可靠性、适用性和经济性进行对比分析。结果表明,在天然地基承载力满足基底压力要求,地基土层构成情况相同,两种抗浮锚固体提供相同抗力的条件下,承压型囊式扩体锚杆综合性价比优于钢筋混凝土抗拔桩,仅工程造价就可以节省20%左右,可为抗浮工程锚固设计时的锚固体方案比选提供借鉴与参考。