Liquefaction and post-liquefaction behaviors of sands affected by immersion-induced degradation of crushed mudstone

A series of undrained triaxial tests was conducted to investigate the effect of crushed mudstone with the immersion-induced degradation on the liquefaction and post-liquefaction properties,and the undrained shearing behavior without precedent cyclic-loading histories of sands containing crushed mudstone.The tested materials with a main particle diameter of 2-0.85 mm were prepared by mixing sands and crushed mudstone to reach the prescribed mudstone content defined by dry mass ranging from 0% to 50%.The mixtures were subjected to immersion under a certain stress level and were subsequently tested.In addition,one-dimensional compression tests were also supplementally performed to visually observe the immersion-induced degradation of crushed mudstone.The test results mainly showed that: (1) the liquefaction resistance,the post-liquefaction undrained strength,and the undrained strength without a precedent cyclic-loading history decreased significantly with increasing mudstone content,M c ,up to 20%;(2) even a small amount of crushed mudstone affected these strengths;(3) the above-mentioned large reductions in the strengths were attributed to the immersion-induced degradation of crushed mudstone;(4) at M_(c) >20%,the liquefaction resistance increased while the significant increase in the undrained static strengths with and without precedent cyclic-loading histories was not observed;and (5) the increase in the liquefaction resistance at M_(c) >20% may have been attributed to both the gradual increase in the plasticity and the formation of the soil aggregates among deteriorated crushed mudstone,while the increase in the specimen density did not play an important role in such behavior.

A plasticity model for sand-structure interfaces

The predictive capacity of numerical analyses in geotechnical engineering depends strongly on the efficiency of constitutive models used for modeling of interfaces behavior.Interfaces are considered as thin layers of the soil adjacent to structures boundary whose major role is transferring loads from structures to soil masses.An interface model within the bounding surface plasticity framework and the critical state soil mechanics is presented.To this aim,general formulation of the interface model according to the bounding surface plasticity theory is described first.Similar to granular soils,it has been shown that the mechanical behavior of sand-structure interfaces is highly affected by the interface state that is the combined influences of density and applied normal stress.Therefore,several ingredients of the model are directly related to the interface state.As a result of this feature,the model is enabled to distinguish interfaces in dense state from those in loose state and to provide realistic predictions over wide ranges of density and normal stress values.In evaluation of the model,a reasonable correspondence between the model predictions and the experimental data of various research teams is found.

Interaction mechanism of the interface between a deep buried sand and a paleo-weathered rock mass using a high normal stress direct shear apparatus

In order to evaluate the feasibility of safe mining close to the contact zone under reduced security coal pillar conditions at a coal mine in eastern China, the interaction mechanism of the interface between deep buried sand and a paleo-weathered rock mass was investigated in the laboratory by direct shear testing. A DRS-1 high pressure soil shear testing machine and orthogonal design method were used in the direct shear tests. Variance and range methods were applied to analyze the sensitivity of each factor that has an influence on the mechanical characters of the interface. The test results show that the normal pressure is the main influencing factor for mechanical characteristics of the interface, while the lithological characters and roughness are minor factors; the shear stress against shear displacement curve for the interface shows an overall hyperbola relationship, no obvious peak stress and dilatancy was observed.When the normal pressure is 6 MPa, the shear strengths of interfaces with different roughness are basically the same, and when the normal pressure is more than 8 MPa, the larger the roughness of the interface, the larger will be the shear strength; the shear strength has a better linear relationship with the normal pressure, which can be described by a linear Mohr–Coulomb criterion.

Effects of interface adhesive and resin cohesive strength on tensile strength of resin sand based on numerical analysis

A plane-strain unit-cell finite element model was proposed to study the effects of resin/sand interface adhesive and resin cohesive strength on the overall tensile strength of resin sand,as well as the fracture modes.The main micro-scale characteristics of the numerical model were extracted from the micrograph of resin sand specimens by three-dimensional X-ray microscopy(3 D-XRM).The extended finite element method(XFEM)and cohesive behavior method were employed to explicitly describe the resin fracture and sand/resin interface debonding,separately.The corresponding experimental observation of micro-scale failure behavior based on the scanning electron microscopy(SEM)was presented for a comparison.The numerical results show that the initial failure of the model occurs at the sand/resin interface,followed by consequent resin failure.Dependent on the resin cohesive strength,the location of resin failure varies from the central zones to resin neck arc zones.A typical mixed mode fracture is observed,which is consistent with the corresponding micro-scale experimental observation.When the resin cohesive strength ranges between 8 and 12 MPa,the resin cracks occur at the central zone of resin bridges and propagate perpendicularly to the tensile direction until through cracks happen.At a higher range(between 12 and 16 MPa),interface cracks cross with resin cracks,bonding bridges of resin sand are broken.The interface adhesive strength has a more significant effect on the overall tensile strength of resin sand than the resin cohesive strength.The overall tensile strength of resin sand increases first then keeps stable with the increase of the resin cohesive strength.This work attempts to establish a numerical model which accurately describes the complicated mixed mode fracture of resin sand,which is beneficial to understand deeply the fracture mechanism of resin sand.

Freeze-Thaw Effect on Coarse Sand Coated Interface between FRP and Concrete

This paper examines the effect of freezing and thawing on the coarse sand coating chosen to achieve the composition of FRP and concrete in FRP-concrete composite deck. Push-out test specimens with dimensions of 100 × 100 × 450 mm were subjected to repeated freeze-thaw cycles under wet conditions ranging from -18℃± 2℃ to 4℃ ± 2℃. The failure strength of the interface and the deformation of FRP at failure exhibited by the specimens that experienced 300 freezing-thawing cycles showed a difference of merely 5% compared to those of the specimens that were not subjected to freeze-thaw. This indicates that coarse sand coating is not affected by freezing-thawing cycles and the FRP-concrete composite deck owns sufficient applicability in terms of durability against freezing-thawing.

Nonlinear Elastic Constitutive Model of Soil-Structure Interfaces Under Relatively High Normal Stress

The shear characteristics of soil-structure interfaces with different roughness are studied systematically by us-ing the DRS-1 high normal stress and residual shear apparatus. The experimental results indicate that,under a relatively high normal stress,normal stress and the coefficient of structural roughness are the most important factors affecting the mechanical interface characteristics. The relationship between shear stress and shear displacement of the soil-structure interface is a hyperbolic curve with high regression accuracy. Based on our experimental results,a nonlinear elastic con-stitutive model of the soil-structure interface under relatively high normal stress is established with a definite physical meaning for its parameters. The model can predict the strain hardening behavior of the soil during the shearing process. The results show an encouraging agreement with experimental data from direct shear tests.

Friction Characteristics at the Pipe-Soil Interface

-In order to analyze the stability of pipelines on the sea bed, the friction characteristics at the pipe-soil interface were examined by means of special direct shear tests. High density polythene was used as the surface of the pipe, which is a widely-utilized material for the outer cover of the pipe to prevent sea water corrosion. Sands of different gradings were tested. The reconstituted soft clay taken from the Bohai area was consolidated to different degrees of consolidation by the vacuum preloading technique, and tested.

砂土-混凝土接触面剪切带细观变形特征的试验研究

接触面剪切带的细观变形特征是研究结构物与土体相互作用的核心问题。为探明砂土-混凝土接触面剪切带变形特征,利用大型直剪仪开展砂土-混凝土接触面直剪试验,采用灌砂变形标记法实测砂土变形,依据标记线剪应变沿竖向的变化特征对砂土变形区域进行划分。在此基础上,研究粗糙度、法向应力和密实度对砂土-混凝土接触面剪切带细观变形特征的影响规律。研究结果表明:1)砂土可分为非剪切区、过渡区和应变集中区,应变集中区仅存在剪切面之上。2)规则型接触面的上剪切带厚度均值为33D_(50),远大于下剪切带9D_(50)和“光滑”接触面剪切带厚度20.4D_(50)。3)密实度对剪切带及其过渡区厚度的影响微弱,而粗糙度对其影响显著;法向应力、密实度对应变集中区厚度影响有限,应变集中区厚度随粗糙度的增大近似线性增大;应变集中区长度随粗糙度的增大先增大后减小,随密实度的增大近似线性增大,随法向应力增大而减小。4)随剪切位移增大,上剪切带厚度不断增大而下剪切带厚度先增大后保持基本不变,应变集中区的长度增大,但剪切位移对应变集中区厚度的影响有限。5)获得归一化剪切带厚度取值h_(t)/D_(50)与D_(50)的关系,在有限元模拟规则型结构与砂土的相互作用时,建议砂土体细化网格单元的范围不小于最大剪切带厚度37D_(50)。研究成果深化了砂土-规则型接触面剪切带变形特征的认识,可为大粗糙度、带肋桩的承载变形特性的精细化有限元模拟分析提供重要参考和依据。

基于含冰量的冻结砂土-混凝土接触面蠕变特性

保证高含冰量冻土区桩基础的长期稳定性是多年冻土区桥梁桩基础安全服役中的关键问题,为研究含冰量对冻土-混凝土接触面蠕变特性的影响,采用自行研制的大型蠕变剪切仪,在−2℃条件下开展含冰量为6%、12%、16%、23%、36%、60%、80%的冻结砂土与混凝土接触面蠕变试验.试验结果表明:在恒定的剪应力作用下,除含冰量为6%试样出现加速蠕变外,其他试样仅出现衰减蠕变及稳定蠕变2个阶段;随含冰量的增大,试样黏性变形占比增大,含冰量为80%试样的黏性变形超过总变形量的80%;稳定蠕变速率受到干密度及含冰量的综合影响,含冰量为16%时稳定蠕变速率最小;Burgers黏弹性模型能较好地模拟高含冰量冻结砂土-混凝土接触面蠕变曲线;随着含冰量的增大,初始剪切模量和稳定蠕变阶段黏滞系数先增大后减小,初始蠕变阶段的渐进剪切模量呈幂函数减小,初始蠕变阶段黏滞系数呈幂函数增大.

循环剪切作用下含可燃冰砂土-开采井界面强度弱化细观机制

含可燃冰砂土呈现埋藏浅、未成岩和强度低的特性。波浪循环荷载作用下含可燃冰砂土-开采井界面弱化特征显著,直接影响井口稳定。采用离散元方法,通过设置波浪循环荷载引起的井筒运动,研究含可燃冰砂土-开采井界面循环剪切力学特性,并从细观角度揭示界面宏观弱化机制。结果表明:可燃冰赋存导致含可燃冰砂土-开采井界面呈显著的强度弱化及剪胀体变特征,且可燃冰饱和度越高,弱化及剪胀越显著;原因在于近井区域含可燃冰砂土在循环剪切作用下形成胶结失效区域,大部分颗粒失去胶结约束,同时少部分胶结未失效的可燃冰颗粒与邻近颗粒形成较大粒径团簇,这些颗粒和团簇翻滚错动且无法充分传递荷载,导致界面产生强度弱化和剪胀体变;法向应力与剪切振幅的增大均会加剧界面试样可燃冰颗粒的胶结失效发展,强度弱化现象更为严重。

穿越层状多孔介质的非达西渗流特征研究

穿越层状多孔介质的非达西渗流多见于人类活动影响下的土壤-地下水系统中。采用自行开发设计的室内渗流实验装置,设置不同粒径的单层多孔介质和相应粒径组合的双层多孔介质,从水力坡降与渗流流速关系、非达西渗流参数和临界雷诺数等方面,探讨了平均粒径、粗细颗粒界面对穿越层状多孔介质非达西渗流特征的影响规律。结果表明:当水流穿越层状多孔介质时,粗细颗粒界面对非达西流渗流特征具有重要影响;作为判断达西流态到非达西流态转换的临界雷诺数,其在单层多孔介质中随多孔介质平均粒径的增大而减小,而当水流穿越层状多孔介质时,临界雷诺数不仅随平均粒径的增大而增大,而且随粗/细颗粒粒径差的减小而增大;受粗细颗粒界面的影响,单层多孔介质中临界雷诺数均低于粗颗粒层与单层多孔介质相同相应粒径组合的双层多孔介质;通过引入非线性分量指数发现,粗细颗粒界面对水流惯性力分量的影响具有一定抑制作用,其抑制性影响程度与粗细颗粒差别大小呈负相关。研究结果对研究穿越层状岩土体的非达西渗流问题具有较好的指导意义。

风积砂-黄土混合料与钢界面的环形剪切力学特性

黄土高原北侧与诸多沙漠接壤,形成了广泛分布的风积砂-黄土混合区。不同比例条件下的风积砂-黄土混合料会呈现不同的物理力学特征,且风积砂-黄土混合料地基现场施工和使用过程中常与其他材料产生界面接触力学行为,相关研究目前鲜有述及。鉴于此,本工作获得了不同掺砂率条件下的混合料最大干密度,配制相同压实度和不同掺砂率的风积砂-黄土混合料环状试样,开展不同竖向压力和剪切速率条件下的混合料与钢制界面的环形剪切试验,借助扫描电镜观测不同混合料的颗粒分布特征以及颗粒破碎特征,揭示风积砂-黄土混合料与钢制界面环形条件下的残余强度形成机制。结果表明,随着掺砂率的增大,风积砂-黄土混合料的物理力学特征由黄土向砂土过渡。竖向压力小于100 kPa条件下,混合料产生剪胀的概率增大。混合料与钢界面之间的残余强度与竖向压力呈线性关系,变化趋势符合摩尔-库仑定律。随着掺砂率的增大,风积砂颗粒破碎效应增大,混合料与钢界面之间的残余内摩擦角及残余黏聚力均会减小。剪切速率的增大会缩短混合料与钢界面之间的接触时间,两者之间的接触、咬合效应尚不足以发挥作用进而减小了界面残余强度。研究结果预测了风积砂中掺入黄土的比例,可以为风积砂地基处理提供有益参考,也可为风积砂-黄土混合料施工力学行为研究提供科学借鉴。

塔河油田T1-5H井泵送桥塞分段加砂压裂工艺

针对塔河油田泵送桥塞分段加砂压裂施工中存在泵送桥塞工具串易遇阻遇卡,缺乏相配的井下工具,含硫化氢、井控风险较高等问题,以T1-5H井为例,提出了井下工具泵送模拟技术,提高工具串在复合套管中的通过性;形成了人工井底地质深度回归结合连续油管探底的高精度校深方法,保证首段射孔位置精确;采用大通径全封堵桥塞,解决高压气井组下生产管柱的难题。应用表明,T1-5H井泵送桥塞分段加砂压裂完井工艺4段5簇,注入地层总液量3210.7 m^(3),累计产能提高2401.6 t,有效提高了储层动用程度。该工艺为西北工区砂泥岩薄互储层改造提供经验借鉴,为实现超深石炭系储层大规模开发奠定了技术基础。

含界面过渡区随机分布多边形骨料沙漠砂混凝土高温后抗压强度研究

为研究试件尺寸、界面过渡区(ITZ)厚度及强度、沙漠砂替代率(DSRR)对沙漠砂混凝土(DSC)经历高温后抗压强度的影响,将DSC看作三相复合材料,建立含ITZ随机分布多边形骨料有限元模型,利用ANSYS对高温后DSC单轴受压破坏过程进行数值模拟。结果表明:模拟结果与试验结果误差在-2.59%~3.13%,吻合良好。高温后DSC抗压强度随试件尺寸增大而减小,强度下降范围为1.44%~4.13%;抗压强度随ITZ厚度增加呈逐渐减小趋势;随着ITZ强度增加,抗压强度基本呈线性增大趋势;抗压强度在DSRR为40%时最优,研究结果可为DSC工程应用提供理论依据。

深回填土砂泥岩组合地层桩锚围护基坑的变形规律

[目的]目前工程界针对基坑的研究大多数基于软土基坑和岩质基坑的经验,重庆地区为深回填土砂泥岩组合地层,需展开基坑变形规律研究。[方法]以重庆轨道交通10号线兰花湖停车场基坑工程为背景,基于现场监测数据,总结围护结构水平位移,围护桩后地面沉降的变化规律,进而围护结构水平位移与桩后地面沉降相关性。[结果及结论]围护桩最大侧移δh变化范围为0.048%H~0.103%H(H为开挖深度),远小于软土地区的统计结果;最大地面沉降δv介于0.033%H~0.220%H,小于卵石和软土基坑,与青岛土岩组合基坑较为接近;基坑开挖影响范围为H~1.5 H;基坑最大地面沉降δv与围护结构最大侧移δh关系可表示为δ_(v)=0.45δ_(h)~2.35δ_(h),均值为1.31δ_(h);地面沉降包络面积和围护结构侧移包络面积比值近似为1.67。

基于界面本构模型的砂土中单桩荷载−沉降响应预测方法

基于界面本构模型提出了一种新的砂土中单桩荷载沉降响应的预测方法。首先,从土−结构界面本构模型出发推导了严格的桩−土界面非线性荷载传递模型,该模型承继了界面本构模型特征,能够模拟桩−土界面上发生的应变硬化/软化、剪胀与应力路径依赖性等行为。此外,采用双曲线荷载传递模型模拟桩端−土相互作用的非线性应力−位移关系。上述荷载传递模型所需参数可以通过室内界面剪切试验和土工试验进行校准。继而,基于荷载传递法,提出了单桩荷载沉降响应分析的一维计算模型,并采用迭代算法进行数值求解。最后,将理论解答与已报道的模型试验、自主开展的模型桩试验以及数值模拟结果进行比较,以验证所提出的理论方法的正确性。试验结果表明,预测值与实测值吻合较好,且该方法能够很好地预测非位移桩与位移桩的荷载沉降响应。提出了一个基于界面本构模型的单桩荷载沉降响应分析框架,为竖向荷载下砂土中单桩优化设计提供了理论参考。

基于扰动状态概念的砂土-混凝土桩接触面荷载传递模型研究

基于扰动状态概念理论,考虑砂土密实度对扰动函数的影响,建立混凝土桩-砂土接触面荷载传递模型。用混凝土板表征桩侧粗糙度效应,采用大型直剪仪开展不同密实度的砂土-混凝土桩接触面力学行为的试验模拟,研究砂土密实度对混凝土桩-砂土接触面的力学特性的影响规律,分析接触面模型初始剪切系数、模型扰动参数(A和Z)对桩-砂土接触面荷载传递模型的作用机制。研究结果表明:1)混凝土桩-砂土接触面易呈现应变软化,在低法向应力条件下,混凝土桩-密砂接触面的应变软化程度最大。2)模型扰动参数Z在数值上近似等于孔隙比。模型扰动参数A越大,砂土与混凝土桩接触面的软化显著程度越大。参数A随着密实度增大而增大。随着法向应力增大,密砂的扰动参数A呈近似线性衰减,松砂和中密砂的扰动参数A近似呈双折线衰减。3)初始剪切系数k_s随着法向应力增大而增大,密实度越大,增速越快。4)基于扰动状态概念的桩-砂土接触面荷载传递模型可靠、参数的物理意义明确且易确定,能很好地表征桩-砂土接触面的应变软化及硬化等力学特征。

A区块砂泥岩薄互层气藏改建储气库的可行性研究

随着大庆油田原油、伴生气产量逐年递减,冬夏季供气不平衡的矛盾日益突出,在无法满足季节调峰需求时,需压减工业用气。因此,从满足冬季下游用户的用气需求、合理利用有限的油气资源和保护环境等角度出发,建设储气库势在必行。根据大庆油田库址筛选标准,优选出A区块进行库址规划,与大庆油田已建储气库相配合,联合保障大庆及周边地区用气季节调峰。A区块属于砂泥岩薄互层气藏,从地质特征、气藏开采特征等方面分析改建储气库的可行性,详细评价建库的地质条件和气藏条件,并设计库容参数和两套井位部署方案,建立数值模型进行优选对比。结果表明,A区块砂泥岩薄互层气藏具备建库的可行性。

锚杆支护对砂泥岩地层铁路隧道仰拱变形及受力的影响

以成渝中线(成都—重庆)某砂泥岩地层隧道为例,采用数值模拟研究锚杆支护参数对仰拱竖向变形、受力的影响。结果表明:在仰拱处施加锚杆能有效提高支护结构与底部岩层的完整性,减小仰拱竖向变形及受力;单个锚杆有效控制面积对仰拱竖向变形、受力有影响,综合考虑推荐锚杆间距×排距为1.2 m×1.4 m,即单个锚杆有效控制面积为1.68 m2方案;随着锚杆长度增加仰拱竖向变形、受力均减小,但锚杆长度大于4.5 m后锚杆长度增加对仰拱变形、受力影响不明显。在依托工程仰拱处施加长4.5 m、间距×排距为1.2 m×1.4 m的锚杆,对仰拱竖向变形、受力的控制效果良好。施加锚杆支护后仰拱竖向变形、受力的数值模拟结果与工程实际监测情况相符。

基于响应面法的机制砂路面混凝土配合比优化及其性能研究

为实现多目标性能机制砂混凝土配合比设计,本文采用Box-Behnken响应面法进行试验设计,探究了石粉掺量、浆体体积分数及水胶比对机制砂路面混凝土性能(坍落度、28 d抗压强度和磨损量)的影响,并结合SEM和XRD对硬化浆体的微观结构进行了分析。结果表明,通过响应面法建立的回归模型能够精确预测各因素与性能之间的关系,精度达95%以上。在各因素中,水胶比对坍落度和抗压强度的影响最显著,而对磨损量的影响较小。经优化,得到最佳的机制砂路面混凝土配合比:水胶比0.36,浆体体积分数25%,石粉掺量10%(质量分数)。此外,掺量不超过10%的石粉改善了界面过渡区,有助于提升混凝土的力学性能。