黄土高原多沙粗沙区侵蚀模型探讨

国内外曾研究出不同类型的坡面侵蚀计算模型,但还没有一个成熟的流域侵蚀计算模型,至今流域侵蚀量仍以输沙量替代。本文充分利用黄河中游不同区域具有大量淤地坝的条件,再通过侵蚀影响因素机理的分析、在侵蚀形态类型区的划分等基础上探讨侵蚀变权模型的建设。首先选择了155个“闷葫芦”淤地坝,采集每个坝的年均淤积量,以及相应流域的侵蚀影响因素：植被盖度、降雨量、沟谷密度、切割深度、地表组成物质、>15°的坡耕地面积比等资料,采用变权形式,建立侵蚀强度宏观估算模型。最后用年降水量与年输沙量的关系对模型进行改进。     

含碎石土壤水分入渗试验研究

采用一维积水垂直入渗法测定含碎石土壤的入渗过程,分析碎石含量和碎石组成对土壤水分运动影响。对试验数据采用Kostiakov入渗公式拟合,得出反映入渗速率的拟合参数比值与土石比成幂函数关系;采用简略的Philip垂直入渗方程幂级数解拟合湿润峰随时间的变化,拟合精度高,并发现拟合参数与土石比仍成幂函数关系。采用简单相关分析碎石粒径对入渗过程影响,得出粒径2~3 mm碎石与入渗过程成显著的负相关关系,而>25 mm碎石有利于入渗。研究结果可为含碎石土壤的水循环提供重要的基础。     

连续流态下好氧颗粒污泥的培养及处理制药废水的性能

在上流式好氧颗粒污泥床反应器中, 以厌氧颗粒污泥和好氧絮状活性污泥为接种泥, 采用人工配制的模拟废水, 成功培养出性能优异的好氧颗粒污泥.反应器内污泥浓度稳定在5g/L左右, 颗粒污泥粒径为0.5~2.0mm, 当进水COD为2000mg/L, 容积负荷为4.8kg/(m3·d)时, 系统对COD的去除率稳定在96%以上.通过扫描电镜观察, 好氧颗粒污泥是层状结构, 表面有大量丝状菌缠绕, 内部有短杆菌和空穴存在.逐步提高制药废水在进水中的比例, 经过47d的培养, 生物制药废水完全取代模拟废水, 系统对COD、NH₃-N、TP的去除率分别稳定在90%、90%和70%以上.      

天山北麓一次沙尘天气污染过程剖析

2004年4月19日天山北麓出现的沙尘天气,造成天山北麓各城镇空气质量严重污染。天山北麓地面至700hPa的水平风、上升运动为沙尘暴发生的驱动力,气温回升和近地层干燥丰富了沙尘物质,天山北麓地面至850hPa对流性不稳定是沙尘暴发生的局地热力不稳定条件。这次沙尘天气的沙尘来源于艾比湖的盐末、北疆耕作土壤和城市自身浮土,上游沙尘的输送与城市自身扬尘的叠加造成城镇颗粒物污染严重超标。     

榆林黄河中游粗泥沙区生态问题与生态格局构建

黄河中游粗泥沙是黄河下游地上悬河形成的最重要组成物质,从源头遏制粗泥沙入黄是保障黄河长久安澜的根本之策。笔者采用从大尺度向小尺度梯度分析、生态问题识别诊断与综合评判等方法,确定了陕西省榆林市北部7个黄河一级支流区为粗泥沙主要来源区,并在识别出粗泥沙主要来源区生态问题及其之间关联性、紧迫度、优先度的基础上,提出了榆林黄河中游粗沙区生态保护修复的系统性对策。即围绕2个核心目标、3个关键问题,将研究区划分为10个保护修复单元,提出布局7类工程和29个子项目,构建“1廊2带3区多点” 的人与自然和谐共生的生态安全格局,从而达到提升粗泥沙集中来源区生态系统稳定性和韧性,实现从源头遏制粗泥沙入黄,缓解拦沙坝、水库和“地上悬河”泥沙淤积压力的目标。研究成果对于保障中国北方生态安全和能源资源安全等具有极为重要的意义。     

中国北方东部沙质荒漠化的地学观

中国北方东部的土地荒漠化主要受新构造运动以来的构造-沉积特征、青藏高原隆升所引起的全球气候变化、尤其是亚洲季风等地质背景控制。北方东部沙质荒漠化区域地质分类,按其成因可分为就地起沙型、风沙型和土地粗粒化型等3种类型。其中,就地起沙型沙质荒漠化主要分布在东部毛乌素、科尔沁、浑善达克、呼伦贝尔等沙地内,流经这些沙地的古河道,广泛发育河湖相砂质沉积物以及以砂质沉积物为母质的土壤分布区。风沙型沙质荒漠化主要分布在上述沙地的边缘地带,如毛乌素沙地以南的覆沙黄土区等。土地粗化主要分布在内蒙古锡林郭勒草原-河北坝上草原,其土壤类型多为含砾沙土,其土壤母质为基岩风化壳、残坡积或冲洪积物。荒漠化发展趋势上,尽管就地起沙型沙质荒漠化在毛乌素、科尔沁和浑善达克沙地的局部地区均有所逆转,但总体上,在北方广大地区,主要以地表土壤粗化为主的荒漠化和风沙型荒漠化等均有不同程度的扩大。上述不同类型的沙质荒漠化,总体上受地质背景控制。其中,第四纪以来的构造-沉积特征控制着不同类型荒漠化的区域分布,气候变化控制着荒漠化的进程,人类活动则是在上述背景的基础上进行。     

Statistical analysis of stress transmission in wet granular materials

The micromechanics of wet granular materials encompasses complex microstructural and capillary interconnects that can be readily described through a formal derivation of stress transmission in such a 3‐phase medium. In the quest for defining an appropriate stress measure, the stress tensor expression that results from homogenization [Duriez et al. J Mech Phys Solids 99 (2017): 495‐511] of such a medium provides theoretical insights necessary to extract useful information on the relationship between capillary effects and microforce interactions via several small‐scale parameters whose evaluation can be challenging. Using instead a statistical approach where microvariable distributions are described by probability density functions, the current study provides simple estimates of stress components in terms of only a few tractable microvariables such as coordination number and fabric anisotropy. In particular, the latter recognizes details of contacts such as force interactions being either mechanical or capillary, including interactions with and without mechanical contact. The developed expressions are in a good agreement with discrete element method simulation results of the triaxial loading of a wet granular assembly, notably for hydrostatic (mean) pressure. A new set of dimensionless groups is also identified to characterize the significance of mechanical and capillary physics, which facilitates a better understanding of the contribution of dominating elements to stress, while also providing the opportunity to incorporate important capillary effects in micromechanically based constitutive formulations.     

A micromechanically derived anisotropic micropolar constitutive law for granular media: Elasticity

In the present work, it is attempted to derive a macroscopic constitutive law for the elastic deformation of granular materials, based on microscopic considerations. For the sake of simplicity, the solution is restricted to two dimensions, that is, a random assembly of infinitely extended cylinders. After examining pairwise contact interactions, the elastic energy rate of the assembly is retrieved in a discrete form. Introducing the probability density function of the contact orientations, the continuum form of the elastic energy density rate is evaluated as a function of generalized strains and curvatures, and their rates. The stresses and couple stresses result as dual variables to the generalized strain and curvature rates. Some properties of the resulting model are discussed, examples are presented and conclusions are drawn.Copyright © 2014 John Wiley & Sons, Ltd.     

Three-dimensional hydromechanical modeling of internal erosion in dike-on-foundation

Currently, numerical studies at the real scale of an entire engineering structure considering internal erosion are still rare. This paper presents a three-dimensional (3D) numerical simulation of the effects of internal erosion within a linear dike located on a foundation. A two-dimensional (2D) finite element code has been extended to 3D in order to analyze the impact of internal erosion under more realistic hydromechanical conditions. The saturated soil has been considered as a mixture of four interacting constituents: soil skeleton, erodible fines, fluidized fine particles, and fluid. The detachment and transport of the fine particles have been modeled with a mass exchange model between the solid and the fluid phases. An elastoplastic constitutive model for sand-silt mixtures has been developed to monitor the effect of the evolution of both the porosity and the fines content induced by internal erosion upon the behavior of the soil skeleton. An unsaturated flow condition has been implemented into this coupled hydromechanical model to describe more accurately the seepage within the dike and the foundation. A stabilized finite element method was used to eliminate spurious numerical oscillations in solving the convection-dominated transport of fluidized particles. This numerical tool was then applied to a specific dike-on-foundation case subjected to internal erosion induced by a leakage located at the bottom of the foundation. Different failure modes were observed and analyzed for different boundary conditions, including the significant influence of the leakage cavity size and the elevation of the water level at the upstream and downstream sides of the dike.