整体刚性面板加筋土挡墙基频影响因素计算分析

作为一种柔性支挡结构,加筋土挡墙相较于传统重力式挡墙具有优越的抗震性能。由于结构在地震等动荷载作用下的动力响应大小与其自身的固有频率大小有关,因此,固有频率的研究显得尤为重要,特别是其最小值基频。以整体刚性面板加筋土挡墙为研究对象,分别用弹性地基梁模型、线性弹簧模型表示面板、填土及筋材,提出了一种加筋土挡墙固有频率计算方法。计算求得的基频值与既有瑞利能量法计算值具有较好的一致性。参数分析表明：填土中铺设筋材可以增大墙体的基频;对于加筋土挡墙,筋材长度以及筋材-填土界面摩擦系数对墙体基频影响较小;随着筋材竖向间距的增大,加筋密度对加筋土挡墙基频的影响逐渐减小;墙体基频随着面板宽度的增大先减小后增大;随着面板模量的减小,墙体基频趋于恒值。     

Seismic response of flexible cantilever retaining walls with dry backfill

Failure of retaining walls during earthquakes has occurred many times in the past. Although significant progress has been made in analysing the seismic response of rigid gravity type retaining walls, considerable difficulties still exist in the seismic-resistant design of the flexible cantilever type of retaining walls because of the complex nature of the dynamic soil–structure interaction. In this paper the seismic response of cantilever retaining walls with dry backfill is simulated using centrifuge modelling and numerical modelling. It is found that bending moments on the wall increased significantly during an earthquake. After the end of base shaking, the residual moment on the wall was significantly higher than the moment under static loading. The numerical simulation is able to model quite accurately the main characteristics of acceleration, bending moment, and displacement recorded in the centrifuge test.     

Experimental study on seismic performances of geogrid striped-reinforced waste tire-faced retaining wallsEI北大核心

废旧轮胎胎面挡土墙是一种有效利用废旧轮胎的理想途径,但直立的模块式废旧轮胎胎面挡土墙不能承受高强度的地震作用,因而提出格栅条带式加筋的方法提高其抗震性能。根据土-结构动力相似体系,设计格栅条带式加筋废旧轮胎胎面挡土墙振动台试验模型,考虑地震强度、地震波、格栅加筋长度、格栅加筋间距以及墙面坡度的影响,分析胎面墙体与回填料加速度、墙体侧向位移、墙顶表面回填料沉降以及墙背动土压力等地震响应特征,并与无加筋的废旧轮胎胎面挡土墙的振动台模型试验进行对比。研究结果表明:格栅条带式加筋胎面挡土墙的方式显著改善了无加筋状态的胎面挡土墙的地震响应特征,提高了胎面挡土墙的抗震性能,格栅条带式加筋直立式废旧轮胎胎面挡土墙可以作为理想的墙体进行工程推广应用。     

刚/柔性组合墙面加筋土挡墙内部破坏机制

基于离心模型试验成果,建立软土地基刚/柔性组合墙面加筋土挡墙离散-连续耦合数值模型,采用离散单元颗粒流程序PFC和有限差分程序FLAC分别模拟加筋土挡墙和软土地基,分析挡墙的变形、筋材拉力分布及内部破坏演化过程,并与刚性地基上挡墙情况进行比较,以探讨刚/柔性组合墙面加筋土挡墙的内部破坏机制。研究结果表明,数值模型计算结果与离心模型试验结果吻合,其内部潜在破坏面经过连接件锚固端位置,各层筋材拉力均在连接件锚固端位置最大;软土地基上挡墙和刚性地基上挡墙的内部破坏面均一致,且筋材均由下而上依次断裂;软土地基上挡墙内部破坏面与地基圆弧滑移面贯通,为复合滑动模式,而刚性地基上挡墙整体破坏模式为折线型,连接件埋深范围内加筋体沿其底部连接件水平滑出。     

2D Numerical Simulations of Soil Nail Walls

In practice, numerical simulations of soil nail walls are often carried out to assess the performance and stability. In the present study, implications of the use of advanced soil models, such as hardening soil model and hardening soil with small-strain stiffness model to simulate the behavior of in situ soil on the overall response of simulated soil nail wall have been studied, and compared with respect to the analysis using conventional and most prevalently used Mohr-Coulomb soil model. Further, influence of the consideration of bending stiffness of soil nails on the simulation results has been examined. Results of the simulations indicated that the use of advanced models is desirable for cases of soil nail walls constructed in soft soils and when lateral wall displacements are critical to the adjoining structures. Incorporation of bending stiffness of nails is found important from the consideration of facing failure modes of soil nail walls.     

土钉墙地基承载力问题探讨

土钉墙墙底地基土的承载力验算是土钉墙支护设计的一项重要内容。国内的工程实践中,通常将土钉墙地基承载力与坑底土抗隆起验算合并考虑。针对具体案例,通过Plaxis3D有限元数值模拟,分析研究了土钉墙底部土体发生地基承载力失稳的破坏模式、破坏荷载以及土钉墙墙底应力分布特点等,探讨了依据我国相关规程进行土钉墙坑底隆起或地基承载力计算可能存在的问题。借鉴国外加筋土挡墙地基承载力计算的一般方法,将土钉墙作为荷载倾斜、偏心的刚性基础对待,利用荷载倾斜、偏心条件下传统刚性浅基础的地基承载力的Meyerhof解和Vesic解,对土钉墙地基承载力进行了计算和对比,通过对比发现,Meyerhof解更接近实际,据此,提出了土钉墙地基承载力计算的合理模式。     

闭合型地下连续墙基础竖向承载性能数值模拟

基于室内模型试验,就闭合型与单片地下连续墙基础在竖向承载性能上的差异进行了对比分析,并采用FLAC-3D软件进行数值分析来丰富室内模型试验,探讨了土体变形模量、密度、内聚力以及内摩擦角对闭合型地下连续墙竖向承载力的影响。结果表明：闭合型地下连续墙基础外侧摩阻力的发挥过程与单片地下连续墙基础大致相同,但由于土芯的存在,其内侧摩擦阻力发挥机理更复杂;闭合型与单片地下连续墙基础均可视为端承摩擦型基础;随着墙周土变形模量的增加,闭合型地下连续墙基础竖向位移显著减少,墙体轴力也减少;密度对闭合型地下连续墙基础沉降的影响不显著;内聚力对侧摩擦阻力的影响程度受地下连续墙和土体之间相对位移量的控制;只有闭合型地下连续墙基础的沉降量超过20 mm时,土体内摩擦角才对基础的竖向承载力有较大影响。     

Passive earth pressure of overconsolidated collapsible soil subjected to inundation

ABSTRACT

Backfills behind retaining walls are often made of collapsible soils, which are subjected to wetting by surface running water or by rising the groundwater table. Collapsible soil shows considerable strength when it is dry or at a relatively low degree of saturation and experiences excessive and sudden settlement when it is inundated. This paper presents an experimental investigation on walls retaining overconsolidated collapsible soil subjected to passive earth pressure. A prototype model of a vertical wall, retaining horizontal backfill was developed. Collapsible soil was prepared in the laboratory by mixing kaolin clay with fine sand. The model was instrumented to measure the total passive earth force on the wall, the passive earth pressure at strategic locations on the wall, and the overconsolidation ratio of the soil in the testing tank. The state of passive pressure was developed by pushing the wall horizontally toward the backfill without any rotation. Tests were conducted on walls retaining overconsolidated collapsible soil at the dry and at full saturation conditions. Results showed that for the dry state, the passive earth pressure increases with the increase of the collapse potential and overconsolidation ratio, and was significantly dropped at full saturation.     

成槽作业中泥浆的护壁作用分析

根据土层的物理力学性质、地下水位分析护壁泥浆对地下连续墙槽壁稳定性的影响，导出槽壁稳定性数学模型公式，并提出相应的护壁措施，防止槽壁的坍塌。     

面板对加筋土挡墙影响的离心模型试验研究

加筋土挡墙因其特有的景观性能、协调变形性能而日益受到设计者青睐。面板作为加筋土挡墙的组成部分,对墙体的承载能力影响显著。针对现有设计规范无法考虑面板形式对结构自身力学变形特性的影响,设计并开展了整体式与分块式面板的离心模型试验。数据测试分析显示：整体式面板加载期的位移小于分块式面板位移;由于分块式面板位移较大,所以其水平土压力小于整体式面板土压力;加筋土挡墙面板底部存在应力集中现象;分块式面板筋-土界面的摩擦系数发挥值大于整体式面板数值,但两者均小于设计规范建议值;由于模型筋材长度较长并且连接件的存在,导致原型设计较为保守。     

Efficiency of excavations with buttress walls in reducing the deflection of the diaphragm wall

Installation of buttress walls against diaphragm walls has been used as an alternative measure for the protection of adjacent buildings during excavation, but their mechanism in reducing movements has not yet been fully understood. This study performs three-dimensional finite element analyses of two excavation case histories, one in clay with T-shape buttress walls and another in dominant sand with rectangular buttress walls, to establish analysis model. Then, a series of parametric study were performed by varying soil types, types and length of buttress walls based on the above-mentioned excavations. Results show that the mechanism of buttress walls in reducing wall deflections mainly came from the frictional resistance between the side surface of buttress wall and adjacent soil rather than from the combined bending stiffness from diaphragm and buttress walls. The buttress wall with a length <2.0 m had a poor effect in reducing the wall deflection because the soil adjacent to the buttress wall had almost the same amount of movement as the buttress wall, causing the frictional resistance little mobilized. Since the frictional resistance of buttress walls in a deep excavation has fully been mobilized prior to the final excavation depth, the efficiency of buttress walls in reducing the wall deflection in a deep excavation was much less than that in a shallow excavation. Rectangular shape of buttress walls was of a better effect than T-shape in the shallow excavation because frictional resistance between buttress walls and adjacent soil played a major role in reducing the wall deflection rather than bearing resistance of the flange. When the excavation went deeper, the difference in reducing the wall deflection between the R-shape and T-shape became small.     

Advanced numerical modeling of seismic response of a propped r.c. diaphragm wall

The paper presents some results from a number of dynamic FE simulations carried out to investigate the seismic response of a propped flexible retaining wall in a dry coarse-grained soil, considering two bedrock acceleration time histories as seismic input. Two different soil plasticity models have been considered in this study: an anisotropic hardening, critical-state model for cyclic/dynamic loading of sands and the classical Mohr–Coulomb elastic-perfectly plastic model with nonassociative flow rule. The results obtained allow to highlight the main features of the seismic performance of such type of flexible retaining structures and to evaluate the effects of the constitutive assumptions made on soil behavior on the predicted wall displacements and structural loads.     

铁路台阶式加筋土挡墙潜在破裂面特征模型试验

铁路台阶式加筋土挡墙的设计方法尚不成熟,现有设计方法不能满足铁路边坡工程实践的需求。潜在破裂面的确定是加筋土挡墙设计的关键,但现行规范仅对10 m以下单级加筋土挡墙的潜在破裂面有了明确的规定。为了研究台阶式加筋土挡墙在铁路荷载作用下潜在破裂面的特征,设计了1:4的大比例尺二级台阶式加筋土挡墙室内模型试验,以周期性加卸载的方式模拟铁路荷载,通过监测墙面水平位移、墙顶沉降及土工格栅筋带变形,分析确定潜在破裂面的位置和形状。试验结果表明：I级墙（下级墙）潜在破裂面形状与现行规范中的0.3H法破裂面类似,但位置更深,且下部破裂面更缓,表明潜在不稳定范围更大;II级墙（上级墙）潜在破裂面形状与朗肯主动破裂面基本一致,但并未从II级墙坡脚剪出,而是内移刺入I级墙体;研究结果可为铁路台阶式加筋土挡墙的设计提供理论参考。     

GPR Signatures of Pipes and Walls with Emphasis on the Effect of Inclined Scanning Trajectory

This study investigates the effects of some commonly encountered constraints such as inclined scanning trajectory, multiple targets in the vicinity and material variation on GPR responses of pipes and walls. Further, the effects of wall inclination and broken walls are also explored in GPR signatures. Interpretation of such signatures in GPR data for archaeological and geotechnical surveys has been a challenge. A physical model was created to simulate buried pipes and walls under controlled conditions by maintaining density and moisture content of the soil medium. The presence of PVC pipes, plastered brick and stone walls buried in the dry sand have been investigated and major observations have been reported. The inclined scanning trajectory on buried pipes shows a change in curvature of hyperbola-like signatures. Inclined transects near the ends of pipes and walls manifest single limb GPR signatures. The responses of multiple pipes and walls show dependence on separation of targets and footprint of an antenna. One can discern stone walls from brick walls by recognizing the diffraction of waves by irregular stones in GPR responses. The signatures of walls differ from pipes with respect to the width of the apex and variation in the intensity in the limb.     

井筒式地下连续墙水平承载能力模型试验研究

井筒式地下连续墙利用构造接头把地下连续墙段连接成一个平面为封闭形状挡土结构,其刚度大,承载力高。由于基础内部含有大面积的土芯,存在墙内土芯、墙体以及外部土体的相互作用。采用水平单向单循环维持荷载法,通过3个不同截面尺寸的单孔闭合墙水平静载试验,研究闭合地下连续墙基础的水平承载特性。基于墙身内力及位移测试结果,研究了井筒式地下连续墙基础在水平荷载作用下的承载机理,分析了水平荷载-位移特性、墙身位移、墙身弯矩、剪力、转角随深度的分布规律。试验结果表明,闭合墙基础呈整体倾斜破坏特性,墙身弯矩随墙深呈非线性变化,墙身剪力在加载处最大,在墙身弯矩极大值处墙身剪力为0,0点以下,墙身剪力随深度呈“大肚形”变化,并且闭合墙的承载力随着闭合墙边长的增大,深度的提高而提高。     

Analytical solution for the response of a flexible retaining structure with an elastic backfill

An extension of an existing analytical solution for the response of a flexible retaining wall subjected to seismic loading is presented. The solution is based on the assumption that the wall and the soil remain elastic and that there are no shear stresses at the wall–soil interface while the contact remains tied. In addition to the wall displacements due to bending, the wall can experience rigid‐body motions due to rotation and horizontal and vertical movements. The solution is verified by comparing its results with those of a finite element method. Results from the analytical solution together with those of the (FEM) are used to identify and quantify the relative importance of key parameters on the seismic response of a wall. The study shows that wall flexibility and horizontal rigid‐body motions of the wall and frequency content of the seismic input have a significant effect on the wall loads. The pressures behind a rigid wall decrease as the wall rotates about its base, whereas for a flexible wall, the soil pressures decrease as the friction between the backfill and the wall increases. The rigid‐body vertical movements of a wall have little impact on the dynamic pressures induced in the wall, except for a flexible wall where, when prevented, the dynamic loads may be reduced. Copyright © 2009 John Wiley & Sons, Ltd.     

考虑窜孔效应的人工挖孔桩护壁设计方法研究

护壁对于人工挖孔桩成孔过程中防止土体塌落及滑动有着极为重要的作用,是施工中保障人员安全和工程质量的主要构件。针对人工挖孔桩的护壁设计问题,分灌注桩和空桩两种工况分别建立了力学分析模型,以护壁的抗拉强度和水平位移作为护壁失效的控制条件,结合桩间土受力模型,提出了预防窜孔问题的人工挖孔桩护壁设计方法。将本文提出的新的设计方法应用于实际工程,结果表明了本文方法的合理性,并根据实际应用结果提出了施工建议。研究成果对人工挖孔桩护壁的设计与施工安全有积极的指导和借鉴意义。     

Analysis of resistance factors for LFRD of soil nail walls against external stability failures

This paper presents reliability analyses of soil nail walls against two external ultimate limit states, global and sliding stabilities, which are related to the external stability failures of soil nail walls. Reliability analyses are conducted using Monte Carlo simulation technique. Soil nailing is a popular retaining system in highway construction and slope stabilization, and its current design practice is still based on the working stress design. There remains a need to establish a more rational design framework—load and resistance factor design—based on the concept of limit state design and reliability analysis for soil nail walls. The development of load and resistance factor design approach must consider multiple ultimate limit states, associated with external, internal, and facing failures. The analyses of resistance factors against two external failures are conducted in this study considering various influencing factors, including statistical parameters of soil friction angle, ultimate bond strength between soil and nails, soil type, wall geometry (wall height, back slope angle, and face batter angle), and nail configurations (nail inclination angle, drillhole diameter, and nail spacing). In the end, a series of resistance factors are proposed for potential application of load and resistance factor design approach against external failures for soil nail walls according to different design codes.     

Modulus and damping from shaking table tests of reinforced soil walls

The paper presents rational procedures to estimate normalised shear modulus and damping ratio from measured responses of reinforced soil model walls tested in a 1-g shaking table. Displacement measured at the top of the model walls and input base acceleration time histories are used to produce equivalent hysteretic responses of the model walls. Equivalent hysteretic loops at different strain amplitudes are developed and used to calculate normalised modulus degradation curves and damping ratio for the tested model walls. Model wall responses are also analysed using the single degree of freedom (SDOF) model to determine damping ratio and phase difference, and to verify the validity of SDOF model for application with reinforced soil walls.

Results indicate that the normalised shear modulus significantly decreased at the early stage of the base shaking (i.e. γ_s < 0.03%). For example, about 68% and 80% reductions in shear modulus occurred at γ_s = 0.005% and 0.01% respectively. In addition, a 90% reduction in the normalised shear modulus realised at relatively strong input base acceleration (i.e. for γ_s > 0.03%). Minimum damping ratio of 5% to 10% for both model walls was obtained, increased to 15% to 20% at strain amplitude γ_s = 0.3%, and reached higher values thereafter. Finally, dynamic properties determined from the proposed method are compared with experimental and empirical relationships proposed in literature as well as resonant column test results.     

复合土钉墙支护模型及在深大基坑工程中的应用

土钉墙是用于基坑开挖和边坡稳定的一种挡土结构,将土钉与预应力锚杆结合形成复合土钉墙结构。根据土钉、预应力锚杆和土体的联合作用机理,提出钉-锚-土联合作用模型模拟复合土钉墙的支护锚固效应。将该力学模型用于指导设计一深大基坑支护工程,使基坑支护设计方案得到显著优化,确保了基坑开挖稳定和周边环境的安全,基坑支护获得圆满成功。