Stress Ratio-Strain Relation of Pile and Soil in Composite Foundation

A series of triaxial compression tests were arried out by means of composite-reinforced soil samples to simulate the interaction between soil and pile. The samples are made of gravel or lime-soil with different length at the center. The experiment indicates that the strength of the composite samples can not be obtained by superimposure of reinforcing pile and soil simply according to their replacement proportion. It also indicates the law for stress ratio of reinforcing column to soil. The stress ratio of reinforcing column to soil increases and reaches peak rapidly while load and strain is small. Then the ratio decreases. This law is in accordance with the measuring resuits in construction site.

Numerical Study of the Interaction between a Reinforced Concrete Pile and Soil

This paper proposes a numerical simulation of the mechanical behavior of a reinforced concrete pile foundation under an axial load. In fact, the foundation of a structure represents the essential structural part of it, because it ensures its bearing capacity. Among the types of foundation, deep foundation is the one for which from a mechanical point of view, the justification takes into account the isolated or combined effects of base resistance offered by the soil bed and lateral friction at the soil-pile interface;the latter being the consequence of a large contact surface with the surrounding soil;hence the need to study the interaction between the soil and the pile in service, in order to highlight the characteristics of soil which influence the mechanical behavior of pile and therefore the stability of the structure. In this study, the reinforced concrete pile is supposed to be elastic, and characterized by a young’s modulus (E) and a Poisson’s ratio (ν). The soil obeys to a Camclay model characterized by a cohesion (c), an initial voids ratio (e0), shearing resistance angle (φ) and a pre-consolidation pressure (P0). A joint model with a Mohr Coulomb behavior characterizes the soil-pile interface. The loading is carrying out by imposing a vertical monotonic displacement at the head of pile. The results in terms of stress and displacement show that the bearing capacity of the pile is influenced by various soils characteristics, it appears that the vertical stress and the force mobilized at rupture increase when the initial pre_consolidation pressure, the cohesion and the internal friction angle of soil increase;and when the initial soil voids index decreases.

Pile-soil stress ratio in bidirectionally reinforced composite ground by considering soil arching effect

To discuss the soil arching effect on the load transferring model and sharing ratios by the piles and inter-pile subsoil in the bidirectionally reinforced composite ground, the forming mechanism, mechanical behavior and its effect factors were discussed in detail. Then, the unified strength theory was introduced to set up the elastoplastic equilibrium differential equation of the subsoil under the limit equilibrium state. And from the equation, the solutions were derived with the corresponding formulas presented to calculate the earth pressure over and beneath the horizontal reinforced cushion or pillow, the stress of inter-pile subsoil and the pile-soil stress ratio. Based on the obtained solutions and measured data from an engineering project, the influence rules by the soil property parameters (i.e., the cohesion c and internal friction angle φ) and pile spacing on the pile-soil stress ratio n were discussed respectively. The results show that to improve the load sharing ratio by the piles, the more effective means for filling materials with a larger value of φ is to increase the ratio of pile cap size to spacing, while to reduce the pile spacing properly and increase the value of cohesion c is advisable for those filling materials with a smaller value of φ.

Torsional dynamic response of tapered pile considering compaction effect and stress diffusion effect

Considering both the compaction effect of pile surrounding soil and the stress diffusion effect of pile end soil,this paper theoretically investigates the torsional vibration characteristics of tapered pile.Utilizing the complex stiffness transfer model to simulate compaction effect and tapered fictitious soil pile model to simulate stress diffusion,the analytical solution for the torsional impedance at tapered pile top is obtained by virtue of Laplace transform technique and impedance transfer method.Based on the present solution,a parametric study is conducted to investigate the rationality of the present solution and the influence of soil and pile properties on the torsional vibration characteristics of tapered pile embedded in layered soil.The results show that,both the compaction effect and stress diffusion effect have significant influence on the torsional vibration characteristics of tapered pile,and these two factors should be considered during the dynamic design of pile foundation.

Experimental investigation on seismic behavior of single piles in sandy soil

This paper describes a quasi-static test program featuring lateral cyclic loading on single piles in sandy soil. The tests were conducted on 18 aluminum model piles with different cross sections and lateral load eccentricity ratios, e/d, （e is the lateral load eccentricity and d is the diameter of pile） of 0, 4 and 8, embedded in sand with a relative density of 30% and 70%. The experimental results include lateral load-displacement hysteresis loops, skeleton curves and energy dissipation curves. Lateral capacity, ductility and energy dissipation capacity of single piles under seismic load were evaluated in detail. The lateral capacities and the energy dissipation capacity of piles in dense sand were much higher than in loose sand. When embedded in loose sand, the maximum lateral load and the maximum lateral displacement of piles increased as e/d increased. On the contrary, when embedded in dense sand, the maximum lateral load of piles decreased as e/d increased. Piles with a higher load eccentricity ratio experienced higher energy dissipation capacity than piles with e/d of 0 in both dense and loose sand. At a given level of displacement, piles with circular cross sections provided the best energy dissipation capacity in both loose and dense sand.

Fully Stressed Piles and Beams in a Winkler's Medium,End-loaded by an Orthogonal Force,and with Optimum Length

A simplified method of designing fully stressed piles and beams with optimum length in a Winkler's medium,end-loaded by an orthogonal force and without any point constraint,is proposed. A numerical algorithm distributing the mass by means of the Fully Stressed Design ( FSD) method and updating the moment by finite elements has been first implemented. The use of the FSD method is in general quite simple,and allows to obtain optimum,or close to the optimum,solutions. After having distributed the mass through the FSD method,the length has been finally optimised by means of a heuristic procedure.

Water Deficit Stress Effects on Corn (<i>Zea mays</i>, L.) Root:Shoot Ratio

A study was conducted at Akron, CO, USA, on a Weld silt loam in 2004 to quantify the effects of water deficit stress on corn (Zea mays, L.) root and shoot biomass. Corn plants were grown under a range of soil bulk density and water conditions caused by previous tillage, crop rotation, and irrigation management. Water deficit stress (Dstress) was quantified by the number of days when the water content in the surface 0.3 m deviated from the water content range determined by the Least Limiting Water Range (LLWR). Root and shoot samples were collected at the V6, V12, and R1 growth stages. There was no significant correlation between Dstress and shoot or root biomass at the V6 growth stage. At the V12 and R1 growth stages, there were negative, linear correlations among Dstress and both root biomass and shoot biomass. The proportional decrease of shoot biomass was greater than the proportional decrease in root biomass, leading to an increase in the root:shoot ratio as water deficit stress increased at all growth stages. Determining restrictive soil conditions using the LLWR may be useful for evaluating improvement or degradation of the soil physical environment caused by soil management.

Performance of X-Section Concrete Pile Group in Coral Sand Under Vertical Loading

To reveal the bearing capacity of the X-section pile group in coral sand, a series of model load tests are conducted.The testing results are presented as load-settlement curves, pile-soil stress ratios, distributions of side friction and axial force, and load-sharing ratio between side and tip resistances. The reliability and accuracy of the numerical simulation model are verified by comparing the results of the model test. Comparative analysis between X-section and circular section piles with the same cross-sectional area indicates that the bearing capacity of the X-section pile group is much larger than that of the circular pile group. The axial force of X-section piles is smaller while the peak skin friction is larger than that of circular piles at the same depth. The skin friction of the core pile is the largest,followed by the side pile and the corner pile is the smallest when the load is relatively small;however, it is converse when the load is larger than 10 k N. Compared with piles in silica sand, the pile in coral sand has a lower bearing capacity, and the sand breakage leads to the steep drop failure of pile foundation. Moreover, pile positions under the raft have less effect on the load-share differences among corner, side and core piles in coral sand. This study provides a reference for the construction of pile foundations in coral sand.

Model test on vertical bearing capacity of X-section concrete pile raft foundation in silica sand

To reveal the bearing capacity of the X-section concrete piles pile raft foundation in silica sand,a series of vertical load tests are carried out.The X-section concrete piles are compared with circular section pile with the same section area.The load−settlement curves,axial force and skin friction,strain on concave and convex edge of the pile,pile-sand stress ratio,distributions of side and tip resistance are presented.The results show that bearing capacity of the X section concrete pile raft foundation is much larger than that of the circular pile raft foundation.Besides,compared with the circular pile,the peak axial force of X-section piles under raft is deeper and smaller while the neutral point of X-section concrete pile is deeper.Moreover,the strain on the concave edge is much larger than that on the convex edge of the pile,and the convex edge has more potential in bearing capacity as the vertical load increases.The X-section pile has higher pile-sand stress ratios and load-sharing between side resistance and tip resistance.Above all,the X-section concrete pile can significantly increase the bearing capacity of pile-raft foundations in silica sand.

Bearing capacity and mechanical behavior of CFG pile composite foundation

CFG pile (i.e., pile constructed by granular materials of cement, fly-ash and gravel) composite foundation is applied in subsoil treatment widely and successfully. In order to have a further study of this kind of subsoil treatment technology, the influencing factors and calculation methods of the vertical bearing capacity of single CFG pile and the CFG pile composite foundation were discussed respectively. And based on the obtained solutions, effects by the cushion and measurements to reduce negative friction area were analyzed. Moreover, the developing law of settlement and bearing capacity eigenvalue controlled by the material strength with the increase of load were given for the CFG composite foundation. The in-situ static load test was tested for CFG pile. The results of test show that the maximum test load or half of the ultimate load is used from all the points of test, the average bearing capacity eigenvalue of single pile is 390 kN, and slightly greater than the design value of bearing capacity. The bearing capacity eigenvalues of composite foundation for 3 piles are greater than 300 kPa, and the mechanical properties of CFG pile composite foundation are almost identical in the case of the same load and cushion thickness. The pile-soil stress ratio and the load-sharing ratio can be adjusted through setting up cushion thickness.

Experiments of Multi-element Composite Foundation with Steel Pipe Pile and Gravel Pile

A set of serf-developed apparatus for foundation physical model were utilized to conduct model tests of the multi-element composite foundation with a steel pipe pile and several gravel piles. Some load-bearing characteristics of the multi-element Composite foundation, including the curves of foundation settlement, stresses of piles, pile-soil stress ratio, and load-sharing ratio of piles and soil, were obtained to study its working performances in silty sand soil. The experimental results revealed that the multi-element composite foundation with steel pipe pile and gravel pile contributed more than the gravel pile composite foundation in improving the bearing capacity of the silty fine sand.

Study on one—dimensional consolidation of saturated soil with semi—pervious boundaries and under cyclic loading

The variation of effective stress ratio of stratfied soil with semi pervious boundaries and under cyclic loading was analyzed on the basis of Terzaghi's one dimensional consolidation assumptions. A solution by Laplace Transform was obtained for the case when the soil was under time varied loading. With numerical inversion of Laplace Transform, some useful results were obtained for several kinds of commonly encountered loadings. The results can be meaningful in engineering practice.

双向增强复合地基桩土应力比计算方法研究

研究目的:桩土应力比是反映双向增强复合地基工作特性的重要指标。由于路堤荷载下双向增强复合地基承载变形机理复杂,本文以双桩范围内的路堤与双向复合地基为研究对象,考虑路堤土拱效应、加筋层网兜效应、应力扩散效应等多重效应的共同作用,建立路堤-水平加筋垫层-竖向桩体-桩间土协调变形的二维理论分析模型,探究各影响因素对桩土应力比的影响规律。研究结论:(1)桩土应力比随填土重度、桩间距的增加而减小,随填料内摩擦角的增大呈先增加后减小趋势,随路堤填筑高度、格栅层数、填料黏聚力的增加而增大;(2)桩土应力比对各参数的敏感性由高到低排序为:桩间距、路堤填筑高度、路堤填土重度、路堤填料黏聚力、格栅层数及路堤填料内摩擦角;(3)本研究成果可为类似工程的桩土应力比计算提供理论依据及工程借鉴。

厚软土层下高层建筑长短桩复合地基承载性能研究

为了提升厚软土层下高层建筑地基的承载力,提出长短桩复合地基承载性能研究。基于地质勘测结果设计长短桩复合地基,分析其承载性状及沉降情况;利用Mohr-Coulomb模型,完成承载性能模拟。实验结果显示:在短桩和长桩桩体的单桩承载载荷最大时,沉降结果均在5.00 cm左右;楼体层高为30.00 m时,单位载荷沉降平均值为0.51 cm。所提方法能够可靠分析厚软土层的高层建筑长短桩复合地基承载性能,为厚软土层的高层建筑长短桩复合地基设计提供可靠依据。

桩网复合地基离心模型试验中桩顶轴力测试方法研究

桩网复合地基是常见的软土加固措施。在开展桩网复合地基离心模型试验时,为了分析桩土应力比,需要测量桩顶轴力和桩间土压力。微型土压力计在离心模型试验中已经得到广泛应用,但尚无成熟的微型桩顶轴力测试传感器。利用模型桩的桩帽,开发了一种离心模型试验专用桩顶轴力测试方法,标定结果显示该方法测试线性度好。通过某桩网复合地基离心模型试验和数值分析的桩土应力比结果对比分析,验证了该方法的测试效果。

重载码头堆场CFG桩网复合地基离心模型试验研究

CFG桩网复合地基广泛应用于处理软土地基。采用土工离心模型试验研究某码头堆场超大荷载下CFG桩网复合地基的变形和桩土应力特性,试验模拟了地基、CFG桩、树根桩、加筋垫层、防尘网和轨道梁基础、矿石堆载等,分析了超大荷载作用下复合地基表面变形、桩顶轴力、桩间土压力、桩土应力比的变化规律。试验结果表明,复合地基的沉降速率在稳定控制标准之内,沉降量满足堆场使用要求,防尘网基础和轨道梁基础水平位移和沉降均很小,桩土应力比为25.2~43.8,CFG桩网复合地基在350 kPa荷载作用下是稳定安全的,达到了预期加固效果。

基于现场试验的CFG桩复合地基桩帽与垫层效应分析

【目的】柔性垫层和桩帽对CFG桩复合地基的桩土应力比、荷载分担比和沉降均有较大影响,但目前柔性垫层与桩帽在现场试验中如何共同影响复合地基特性仍有待进一步的研究。【方法】以CFG桩复合地基软基处理的某路段作为工程背景,在土工格栅层数不变的情况下,对垫层厚度为100 mm、200 mm、300 mm,桩帽尺寸为0.8 m、1.0 m、1.2 m组合下的形式进行了现场原位试验,研究了CFG桩复合地基的桩土应力比、荷载分担比和沉降特性。【结果】现场试验表明:随着垫层厚度由100 mm增大到300 mm,桩土荷载比减小了51.5%,桩土应力比减小了52.5%,总沉降量增大了7.9%;随着桩帽直径由0.8 m增大到1.2 m,桩土荷载比增大了29.0%,桩土应力比减小了29.2%,总沉降量10.4%.本文区域地质条件,宜选用垫层厚度100 mm、桩帽直径为1.2 m的CFG桩复合地基形式。

考虑桩土变形协调的复合地基设计方法

目前在复合地基的设计中,由于采用桩体压缩模量计算得到的复合压缩模量偏大,造成复合地基加固区沉降被低估;另外桩和桩间土承载力发挥系数取值主观性较强,导致复合地基承载力计算结果偏大。针对上述两个问题,从复合地基形成机理出发,指出桩及桩间土共同直接承担荷载时必须保证桩土变形协调。桩土变形协调的条件是:(1)桩刺入垫层的深度不能超过垫层厚度;(2)桩宜设置为摩擦桩。在此前提下,分别计算桩及桩间土的沉降,利用桩土变形协调方法得到了桩土应力比和承载力发挥系数理论值,进而得到加固区的沉降计算方法。工程算例证实,从保证复合地基有效设计和工程安全的角度出发,应该根据桩土变形协调来进行复合地基设计计算。

桩网结构路基动静承载性状分析

为研究桩网结构路基在静动荷载作用下的承载性状,采用有限元分析方法对桩网结构路基在静动两种荷载下的承载特性、荷载传递机理、土拱形成及发展规律进行了数值计算。通过分析静动两种工况下桩土应力、桩周土压力分布、桩土应力比及土拱效应,并与试验结果进行了对比分析。结果表明:静载作用下基桩轴向应力约为400 kPa,最大土压力出现在路基中部,且沿路基横向向外逐渐减小;动载作用下沿路基横向布置的桩体的动应力在埋深方向呈先增大后减小趋势,其竖向应力最大值约为静载下的160%;动载下路基内部土拱效应较静载有大幅削弱,其中削弱最大的为四桩中心处的空间土拱效应,其桩土应力比约为静载的29.3%。

桩承式路基双向受荷桩设计分析方法研究

研究目的:为系统研究桩承式路基双向受荷桩工作机理及设计分析方法,确定水平荷载以及桩体轴力共同影响下的双向受荷桩承载关键影响因素,综合运用线弹性、水平土拱、弹性地基梁等基本理论以及有限差分方法,建立并求解桩承式路基双向受荷桩内力变形分析模型,揭示水平地基系数、桩体轴力、边界约束及桩长等因素对双向受荷桩变形及内力的影响规律,形成完整的桩承式路基双向受荷桩设计分析流程。研究结论:(1)桩承式路基路堤范围内桩体处于弯压受力状态,表现为双向受荷被动桩承载特征,通过水平土拱以及有限差分法可实现双向受荷桩内力与变形的精确计算;(2)“m”方法关于双向受荷桩内力变形的分析结果偏于安全,层状地基分段“K”方法能更好地体现地基软弱夹层的影响;(3)桩体轴力对双向受荷桩承载性能的影响很小,桩承式路基双向受荷桩设计中可不考虑桩体轴力大小及分布形式的影响;(4)桩顶约束对双向受荷桩承载性能的影响高于桩端约束,桩端可统一采用自由约束边界,桩顶嵌固约束可引起桩顶内力的较大集中;(5)桩体长度对双向受荷桩承载性能的影响存在限值,桩端一般应超过桩体水平荷载最大的区域,应避免出现短柱桩承载情形;(6)本研究结论可为桩承式路基双向受荷桩设计提供理论支撑和方法依据。