动荷载下桩承式路堤的承载特性及机制研究

对于桩承式路堤作用效应的研究目前主要侧重于对静荷载作用下桩土应力比和土拱效应等,较少考虑动荷载的影响,而车辆运行产生的动应力会对路堤中的土拱产生一定的影响,进而影响桩承式路堤的整体性能。为了分析静、动荷载作用下桩承式加筋路堤的性能变化,采用可视化模型试验和颗粒流数值模拟相结合的方法,对桩承式路堤在静载和动载下的应力传递和变形性状进行研究,分析动载作用下填土高度、桩帽、桩距、加筋形式、荷载频率的影响。试验结果表明,在动载下无筋路堤的桩顶的应力减小,而桩间的应力和位移增大,并且变化的幅度均比加筋路堤大,加筋材料的设置有利于减小动载的影响效应,但不同加筋形式下桩承式路堤的工作性状有所不同,受动载影响程度的大小主要与土拱效应的强弱有关。设置双层加筋时,因加筋材料与周围砂土形成半刚性平台,土拱效应减弱,故受动载影响的程度最小,单层加筋时,格栅设于桩顶上方10 cm比格栅置于桩顶受动载影响的程度明显减小,颗粒流的模拟结果验证了以上结果,并且进一步得出随荷载频率的增加、填土高度与桩净距的减小,动载的影响效应增大的结论。     

桩承式加筋路堤作用机理理论分析与数值模拟

软土地基上填筑高路堤常常面临地基承载力不足、沉降和不均匀沉降过大等问题。桩承式加筋路堤能够有效地解决这些难题。通过理论分析和有限元数值模拟,研究了路堤填土-加筋材料-桩体-桩间土之间的相互作用机理,讨论了路堤填土中的土拱效率、桩体效率、路堤底面差异沉降和筋材拉力的变化规律。研究结果表明,填土中的土拱效应和筋材张力膜效应能够有效地提高桩体效率,防止软土屈服;筋材内部拉力呈非线性分布,桩顶边缘处筋材拉力最大。     

桩承式路堤土拱效应发挥过程研究

通过三维模型试验对桩承式路堤中土拱效应发挥过程进行了研究,重点分析了不同桩顶盖板尺寸、不同加筋方式下应力折减系数与差异沉降之间的关系。结果表明,土拱效应随变形的增加而发挥;加筋材料的设置减小了差异沉降,削弱了填土中的土拱效应,荷载向桩顶的传递是土拱效应和拉膜效应共同作用的结果。采用有限元法对桩间距、填土高度等未能在模型试验中考虑的关键因素进行了参数敏感性分析,总结了土拱效应发挥过程的相关规律。根据有限元计算结果、试验数据和文献中收集到的实测资料,提出用土拱效应发挥系数和归一化位移来描述土拱效应的发挥过程,建议二者之间采用双曲线方程模拟,从而在设计中体现土拱效应随位移的发展,并满足路堤填土、加筋材料和地基之间的变形协调要求。     

桩承式加筋路堤时效性数值模拟研究

利用有限元数值模拟方法研究了桩承式加筋路堤的时效性变化规律。通过无桩无筋、无桩加筋、竖向桩体及水平加筋联合使用3种情况对比研究,分析了路堤填土荷载作用下软土地基中超静孔隙水压力随时间的变化规律,探讨了路堤水平位移、沉降和工后沉降、筋材最大拉力及桩体荷载分担比随固结时间的变化规律。研究结论可为软土地基上路堤的设计和施工提供重要的参考。     

桩承式加筋路堤的现场试验及数值分析

对一桩体面积置换率为8.7 %的低置换率桩承式加筋路堤进行了现场试验及三维有限元分析。现场主要进行了桩、土荷载分担,孔压、沉降及侧向水平变形等内容的观测。将观测数据与常规设计方法及三维有限元分析结果进行了对比研究,在此基础上对设计方法的适用性进行了分析。研究结果表明,路堤填土的土拱效应造成荷载向桩体转移,这种荷载转移大幅度减小了在软土层中产生的超孔隙水压力。当填土高度大于2.5 m时,土拱效应的应力折减系数可用Russell和Pierpoint或Hewlett和Randolph提出的土拱效应分析方法进行计算,其结果与三维有限元分析也较相符,但在路堤高度较小时,只有Russell和Pierpoint方法与实测结果相接近。路堤施工过程中,实测的水平变形与沉降之比仅为0.2左右,这表明采用桩承式加筋路堤不仅可减小沉降,而且可减小水平向的变形,提高路堤的稳定性。     

素混凝土桩复合地基支承路堤变形破坏模式

为了分析素混凝土桩复合地基支承路堤沉降变形特征和失稳破坏机制,建立了3组不同桩间距的素混凝土桩复合地基支承路堤离心试验模型及其数值模型。结果表明：在路堤填土自重、轨道和车辆荷载作用下,改变桩间距对素混凝土桩复合地基支承路堤沉降变形、桩体应变、加筋垫层和桩体破坏模式具有显著的影响;当桩间距不大于4倍桩径时,加筋垫层整体基本保持完好,路堤下素混凝土桩复合地基沉降能逐渐趋于稳定,而桩间距达到6倍桩径后,桩顶刺穿加筋垫层,加筋垫层对桩土变形协调和传递荷载作用失效,素混凝土桩复合地基支承路堤沉降持续增大;当桩间距达到4倍桩径时,素混凝土桩最大应变值发生随上部荷载的增大反而减小的突变现象,最靠近坡脚的素混凝土桩最先产生弯曲破坏而不是剪切破坏,当桩间距增大至6倍桩径时,桩体弯曲破坏逐渐往路堤中心方向发展。     

加卸载作用下加筋垫层变形特征试验研究

加筋垫层由于具有诸多优点而被广泛应用于反复加卸载作用下公路、铁路路基等工程构筑物中。为研究加卸载作用下加筋垫层结构的变形特征,针对加筋与未加筋垫层2组模型,开展了单次加卸载静力试验。测试并获得了不同荷载作用下垫层竖向变形、筋材应变变化规律,对比分析了加筋与未加筋垫层的变形特征,并从能量角度对加筋垫层工作机制进行了探讨。结果表明：与未加筋情况相比,荷载作用下加筋垫层（加载板处）的沉降变形和残余变形更小。加筋后垫层表面（加载板范围外）的竖向变形及其受影响范围均增大,且在卸载过程中垫层表面竖向变形的水平分布曲线特征由“凹”型变为“凸”型,其加卸载曲线呈“∞”型。格宾网筋材应变沿横向呈现非均匀分布特点,其最大应变小于0.06%,筋材始终处于弹性变形状态。加筋垫层中筋材具有储存、释放及横向传递应变能效应,这使得加筋后垫层具有更好的承载能力与弹性性能,进而可降低循环加卸载作用下垫层的塑性变形或累计变形。     

绿色加筋格宾挡墙工程特性试验研究

为研究绿色加筋格宾挡墙的工程特性,分析其作用机制,进行了包括加筋土体垂直土压力、墙背侧向土压力、拉筋受力变形和面墙变形等内容的测试。在挡墙顶面施加6个荷载水平的加、卸循环荷载,研究了加筋土体中垂直土压力和墙背侧向土压力的大小和分布情况、拉筋应变沿筋长的分布情况、绿色加筋格宾挡墙潜在破裂面以及面墙变形规律等。试验结果表明：挡墙垂直土压力沿筋材方向大致呈均匀分布,墙背侧向土压力沿墙高呈曲线分布,其值小于理论值;第3层筋材应变沿筋长方向呈单峰值分布,第5层呈双峰值分布;与0.3H法和朗肯法相比,试验得到的挡墙潜在破裂面更加靠后;面墙的变形在加、卸循环荷载作用下呈现出弹塑性,最大侧向变形发生在第5层。     

桩承式加筋地基室内试验及数值分析

为研究桩承式加筋地基作用机制及影响加筋效果的因素,设计天然软土地基、土工格栅加筋地基、桩承式地基、桩承式加筋地基4组模型试验,通过对试验结果的对比,分析阐述桩承式加筋地基的作用机制。同时,将三维数值模拟的结果与试验结果进行对比验证,在此基础上采用三维流固耦合的数值模型研究影响桩承式加筋地基处理效果的因素。研究结果表明,4组试验中,桩承式加筋地基加载板的沉降量最小,承载力最大;桩承式加筋地基的桩土应力比大于同样荷载条件下的桩承式地基;随着桩间距的增大,桩承式加筋地基表面沉降逐渐增大,桩土应力比逐渐减小;随着格栅模量的增加,桩承式加筋地基表面沉降逐渐减小,桩土应力比逐渐增大。     

桩承式加筋路堤三维土拱效应试验研究

桩承式加筋路堤受力性状比较复杂,土拱效应对路堤的承载变形性状具有重要影响。通过三维土拱效应模型试验,研究桩-土相对位移、路堤高度、桩帽净间距和水平加筋体拉伸强度等因素对桩土应力比及路堤沉降的影响。结果表明：土拱效应发挥程度与桩-土相对位移密切相关,存在一个临界桩-土相对位移使得桩土应力比达到最大值,该临界桩-土相对位移约为6～8 mm。路堤高度与桩帽净间距之比越大,桩土应力比越大,路堤顶面差异沉降越小;桩帽宽度与桩帽净间距之比越大,桩土应力比越大,路堤顶面差异沉降越小。设置水平加筋体能有效提高桩土应力比并减小路堤顶面沉降;路堤越低,水平加筋体对桩土应力比的提高作用及对路面沉降的减小作用越明显;水平加筋体拉伸强度越高,这种作用越明显。桩承式加筋路堤三维土拱效应等沉面高度与桩帽净间距之比约为3.5。     

Capturing strain localization in reinforced soils

Lade’s single hardening soil model with Cosserat rotation embodied in the finite element method is employed to investigate the behavior of geosynthetic reinforced soils with special attention to the development of shear banding. The ability of the finite element model to detect shear banding in a reinforced soil is examined against three high quality small-scale laboratory plane strain tests on Toyoura sand with and without reinforcement. These three tests were chosen because of the clear failure surfaces that developed in the soil during loading. The FEM analyses were able to reasonably simulate the plane strain laboratory tests including both unreinforced and reinforced cases. The FEM analyses gave reasonably good agreement with the experimental results in terms of global stress–strain relationships and shear band occurrences. Furthermore, and based on FE analyses of a hypothetical geosynthetic reinforced soil (GRS) retaining wall, it is shown that the geosynthetic reinforcements are very effective in hindering the formation of shear bands in GRS retaining walls when small spacing between the reinforcement layers was used. When used properly, the geosynthetic reinforcements made the soil behave as a truly reinforced mass of considerable stiffness and strength.     

Nonlinear analysis of multilayer extensible geosynthetic-reinforced granular bed on soft soil

The paper presents a model for the analysis of granular foundation beds reinforced with several geosynthetic layers. Such reinforced granular beds are often placed on soft soil strata for an efficient and economical transfer of superstructure load. The granular bed is modeled by the Pasternak shear layer and the geosynthetic reinforcement layers by stretched rough elastic membranes. The soft soil is represented by a series of nonlinear springs. The reinforcement has been considered to be extensible and it is assumed that the deformation at the interface of the reinforcements and soil are same. The nonlinear behavior of the granular bed and the soft soil is considered. Plane strain conditions are considered for the loading and reinforced foundation soil system. An iterative finite difference scheme is applied for obtaining the solution and results are presented in nondimensional form. The results from the proposed model are compared to the results obtained for multilayer inextensible geosynthetic reinforcement system. Significant reduction in the settlement has been observed when the number of reinforcement layer is increased. In case of inextensible reinforcements as the number of reinforcement layer is increased the settlement is decreased with a decreasing rate, but in case of extensible reinforcement the reduction rate is almost constant. Nonlinear behavior of the soft soil decreases as number of reinforcement layer is increased. The effect of the stiffness of the geosynthetic layer on the settlement response becomes insignificant for multilayer reinforced system, but the mobilized tension in the reinforcement layers increases as the stiffness of the geosynthetic layers increases.     

土工格栅加筋土地基平板载荷试验研究

在近年来的岩土工程实践中,土工合成材料加筋土技术得到越来越广泛的应用。采用平板载荷板试验方法,进行了多组加筋砂土地基模型试验,监测和分析了不同加筋材料（双向格栅与四向格栅）和加筋层数对土工格栅加筋土地基承载特性的影响。研究结果表明：土工格栅加筋土地基与无筋地基相比,承载性能得到改善,双层加筋明显优于单层加筋;土工格栅加筋限制了浅层地基的侧向变形,相同荷载下地基沉降减小,可恢复变形增大;模型试验中测得加筋材料应变和拉力很小,与土工格栅强度相比,拉伸模量对加筋土地基承载力的贡献更大。     

Performance of geosynthetic-reinforced granular piles in soft clays: Model tests and numerical analysis

The laboratory model tests and numerical analyses have been performed on reinforced granular piles installed in very soft clay. The granular piles were reinforced with geosynthetic in the form of vertical encasement, horizontal strips and combined vertical-horizontal reinforcement. The short term-displacement control model tests were carried out either only a granular pile loaded or with an entire area loaded. The laboratory results in the form of vertical load intensity-settlement behaviour were compared with that obtained from FEM software, PLAXIS 3D. The results indicated significant improvement in ultimate load intensity and stiffness of treated ground due to inclusion of geosynthetic.     

Modelling and simulation of load transfer in reinforced soils: Part 1

Results of both triaxial and direct shear tests on reinforced soil samples performed by different investigators have shown that soil dilatancy and extensibility of the reinforcements have a significant effect on the generated tension forces in the inclusions. An appropriate soil--reinforcement load transfer model, integrating the effect of soil dilatancy and reinforcement extensibility is therefore needed to adequately predict forces in the inclusions under expected working loads. This paper present a load transfer model assuming an elastoplastic strain hardening behaviour for the soil and an elastic--perfectly plastic behaviour for the reinforcement. This model is used to analyse the response of the reinforced soil material under triaxial compression loading. A companion paper present the application of this model for numerical simulations of direct shear tests on sand samples reinforced with different types of tension resisting reinforcements. The model allows an evaluation of the effect of various parameters such as mechanical characteristics and dilatancy properties of the soil, extensibility of the reinforcements, and their inclination with respect to the failure surface, on the development of resisting tensile stresses in the reinforcements. A parametric study is conducted to evaluate the effect of these parameters on the behaviour of the reinforced soil material. An attempt is also made to verify the proposed model by comparing numerical predictions with available experimental results of both triaxial and direct shear tests on reinforced soil samples. This model can be used for analysis and design of reinforced soil walls with different types of tension resisting inclusions to predict tension forces under expected working loads.     

加筋垫层应力扩散特性试验研究

采用数值试验方法研究加筋垫层的应力扩散特性。首先提出一种基于附加应力反算的加筋垫层应力扩散角计算方法,然后应用该方法研究了加筋垫层应力扩散角的单因素影响规律。表明加筋垫层应力扩散角的范围为45～60°,且加筋垫层设置参数和筋材参数都存在最优值,其对应的应力扩散角最大,最后应用正交试验和多元回归分析方法研究了加筋垫层应力扩散角的多因素影响规律,分析结果表明筋材的间距对应力扩散角变化的影响最大,其次是筋材的首间距,筋材长度对应力扩散角的影响最小,所得到的加筋垫层应力扩散角综合计算公式可为工程实践提供参考。     

Performance of reinforced,DMM column-supported embankment considering reinforcement viscosity and subsoil’s decreasing hydraulic conductivity

It has been widely accepted that reinforcement made of polyethylene and polypropylene is susceptible to creep and soil’s hydraulic conductivity varies with its void ratio. However, unfortunately there is no available sensitivity analysis on time-dependent embankment behaviour taking either reinforcement viscosity or time varying hydraulic conductivity of subsoil into consideration. The influence of geosynthetic reinforcement viscosity and decreasing hydraulic conductivity with consolidation on the time-dependent performance of embankments with floating columns is investigated using a fully 3D coupled model. For an embankment at the working height corresponding to a post-consolidation polypropylene geotextile strain of about 5%, it is shown that the assumption of constant hydraulic conductivity and the failure to consider the viscous behaviour of geosynthetic reinforcement can underestimate time-dependent embankment deformations (including differential crest settlement and horizontal toe movement). The effects of factors including the foundation soil, reinforcement stiffness, column stiffness, column spacing, column type (floating and fully penetrating), and construction rate, on the time-dependent behaviour of column supported embankments are explored.     

Reliability Based Earthquake Resistant Design for Internal Stability of Reinforced Soil Structures

This paper presents a method to evaluate reliability for internal stability of reinforced soil structures using reliability based design optimization. Using limit equilibrium method and assuming the failure surface to be logarithmic spiral, analysis is conducted to maintain internal stability against both tensile and pullout failure of the reinforcements. Properties of backfill soil and strength of the geosynthetic reinforcement are considered as random variables. For the seismic conditions, reliability indices of all the geosynthetic layers in relation to tension and pullout failure modes are determined for different magnitudes of seismic accelerations both in the horizontal and vertical directions, surcharge load and design strength of the reinforcement. The efforts have been made to obtain the number of layers, pullout length and total length of the reinforcement at each level for the desired target reliability index values against tension and pullout modes of failure. The influence of horizontal and vertical earthquake acceleration, surcharge load, design strength of the reinforcement, coefficient of variation of soil friction angle and design strength of the reinforcement on number of layers, pullout length and total length of the reinforcement needed for the stability at each level is discussed.