离子型稀土浸矿过程中渗透性变化规律的试验研究

离子型稀土矿体的渗透性对浸矿工艺和浸矿引起边坡稳定变化具有重要影响,为此,采用室内柱浸试验研究渗流过程离子型稀土渗透性变化规律,通过对比原矿和筛分样的渗透系数变化,探讨了浸矿过程渗透系数的变化机理.研究结果表明:在清水渗流过程中,微颗粒迁移引起渗流稳定时间增长.渗流变化幅度增大,随着水力梯度的增大,流场稳定时间减小.流量变化幅度增加;浸矿过程中,离子吸附和离子交换使渗透系数减小,微颗粒迁移引起渗透系数增加,两种相反的作用同时存在,当水力梯度小于某一临界值时,引起渗透系数变化的主要原因是离子吸附和离子交换,当水力梯度大于某一临界值时,引起渗透系数变化的主要原因是微颗粒迁移,水力梯度增大,微颗粒迁移对渗透系数的变化影响增大;由于原矿级配良好,粒径大小相差悬殊,导致原矿比筛分样流场稳定时间更长.      

离子型稀土矿石颗粒粒度分布及变化规律研究

渗流问题和边坡稳定性问题是离子型稀土矿床原地浸矿工艺面临的两个基本问题,而颗粒粒度分布被认为是土壤最基本的物理性质之一,对土壤水流动、溶质和颗粒迁移以及水土流失等起关键作用。通过浸矿实验、筛分分析和激光粒度分析研究了离子型稀土矿石颗粒粒度分布特征及其影响因素和变化规律。研究结果表明,离子型稀土矿石颗粒粒度分布受成矿母岩、风化程度、水土流失和颗粒垂向迁移、原地浸矿活动等因素的影响,呈如下变化规律:(1)当成矿母岩为中、粗粒结构,且石英含量高时,稀土矿石颗粒易呈双峰式粒度分布,即微粒组分(0.2 mm)和中、粗粒组分(2 mm)含量较高,细粒组分(0.2 mm~2 mm)含量相对较低,原地浸矿活动过程中容易造成水土流失和颗粒垂向迁移,并易诱发滑坡灾害;(2)受风化程度和颗粒垂向迁移的影响,稀土矿石微粒组分的含量随深度增大常呈先升后降的抛物线形态;(3)原地浸矿活动可促进稀土矿石的进一步风化,并加剧较细颗粒的垂向迁移,从而影响稀土矿石颗粒粒度分布。     

酸性环境下黏土渗透特性的试验分析

文中以矿山蓄污土石坝黏土为原料,对其进行了在酸性环境下渗透特性的试验分析。试验表明,黏土在酸性环境下渗透系数会随着时间的推移而增加,在20%硫酸溶液条件下浸泡一周,黏土的渗透系数增加了约两倍,并且渗透系数的增加与酸性的强弱成正相关。试验还发现,黏土在酸性环境下会随着时间的推移而有失重的现象,说明酸性溶液对黏土有溶蚀作用,且浓度愈大作用愈强,致使黏土的孔隙增加,这也是渗透系数增加的原因。黏土渗透特性试验结果对进一步研究和精确预测矿山蓄污土石坝的剩余寿命具有重要意义。     

碎石土路基填料压实及渗透特性

为揭示碎石土路基填料在压实及渗透过程中的颗粒破碎、流失规律,对不同含石量及含水率的碎石土试样进行击实及击实后的渗透试验.结果表明：对于碎石为硬岩、细颗粒为砂类土的碎石土试样,在碎石质量分数(简称含石量)为60%时达到最大干密度;击实破碎前后的粒径分布具有良好的分形特征,分形维数D与干密度呈现正相关,破碎最优分形维数区间粗颗粒为2.23～2.25、细颗粒为2.43～2.45;建立了分形维数D与含石量和含水率的关系式可以对分形维数D进行预测并进一步估计压实效果;破碎率B_g与分形维数D也有良好的线性关系,含石量不超过60%时,粗、细颗粒的分形维数D均随颗粒破碎率B_g的增加而增加;渗透侵蚀对分形维数D的影响受含石量的影响较大,60%含石量时,分形维数差值随含水率的增大先减小后增大,与渗透系数的变化趋势相同.含石量和含水率是影响颗粒破碎、流失的两个重要因素,但相对于含水率而言,含石量对颗粒破碎、流失的影响更加显著,分形维数D与各配比试样的击实、渗透试验结果的相关性良好,能够较好地反映碎石土试样的压实及渗透特性,可进一步揭示碎石土路基的压实机理,也可为路...     

PS溶液渗透对非饱和土的增强效应研究

特定模数硅酸钾溶液(PS)已广泛的用于我国西北干旱地区土遗址加固保护工程中,并且取得了显著的效果.但是PS对潮湿地区遗址土加固效果,目前尚缺乏成熟的理论和实验验证.本文从室内试验的资料出发,研究PS对潮湿地区土遗址非饱和土的增强效应.本次研究土样取自位于潮湿环境中的浙江杭州良渚土遗址(3000 B C.),在实验室内对高含水量(13%～25%)的重塑土样进行了PS渗透加固.通过研究对比加固前后重塑土样的固结特性和抗剪强度,发现PS对潮湿地区遗址土也有一定的加固效果.加固效果随初始饱和度的不同而不同,但初始含水量达25%的土在PS作用下仍可能得到增强.经PS渗透的土样不仅提高了初始固结性能和抗剪强度,而且加固土样而且呈现出一定的弹脆性特征,呈现出塑脆性转化,表明PS渗透可能产生对土初始结构的稳固作用.这一探索研究将为扩大PS在土遗址加固保护工程的应用提供一定的理论支持.     

离子吸附型稀土浸矿过程渗透系数与孔隙率关系研究

为研究离子吸附型稀土矿在浸出过程中矿体的渗透系数和孔隙率的关系,对稀土试样进行室内渗透和测定孔隙率试验,进而分析矿体的内部孔隙和渗透的变化规律。在同种试验条件下重塑相同物理性质的渗透试样和测定孔隙率的试样进行试验。结果表明,纯水浸矿时,矿样的渗透率和孔隙率都出现先增大后平稳的变化规律。(NH_4)_2SO_4溶液浸矿后的矿样的渗透系数在有效浸矿时间内逐渐增大,同时孔隙率也出现同样的变化规律。最后对矿样的孔隙率和渗透系数变化进行拟合曲线得出,矿样的渗透系数与其孔隙率有极强的相关性,渗透系数随孔隙率的增大而增大。且(NH_4)_2SO_4溶液浸矿对矿样内部微观结构改变起到进一步加深作用,具体表现在矿样的孔隙率和渗透系数相对单纯水作用下进一步增大。     

模拟降雨条件下南方某城市土壤中铀的迁移转化机制研究

土壤中放射性核素铀是主要天然辐射贡献者之一,当土壤中铀含量异常时其化学毒性和放射性会对人类健康产生严重威胁。城市是人口高密度区,明确土壤中铀含量水平是城市放射性地质调查重要工作,为城市规划区及潜在规划区提供基础数据支撑。以某城市土壤作为研究对象,通过静态吸附试验和模拟降雨动态淋滤试验方式,对城市放射性地质调查土壤中铀迁移转化机制进行分析研究。结果表明：加Cu离子使土壤铀吸附率下降9.7%;初始铀浓度、吸附时间、粒径大小表明定量土壤中吸附铀酰离子的负点电荷有限;pH为4~6的土壤吸附铀能力最强。SEM分析表明,吸附铀酰后,土壤表面由凹凸不平变为平滑、孔隙度减少及变小。铀在不同pH下的淋洗动力学均符合双常数动力学程,土壤表面对铀的释放表现为一定的微曲线性特征。在pH为4~6自然酸性条件下,当溶液中铀含量大于土壤时,土壤会吸附溶液中铀酰离子;当溶液中铀含量小于土壤时,土壤中铀酰离子易释放到溶液中。该研究为城市放射性地质调查提供了理论依据。     

离子型稀土矿浸出过程微细颗粒迁移规律及调控

离子型稀土矿在浸出过程中浸出剂与矿石表面水合机制较为复杂,颗粒间的桥式胶结因离子吸附交换过程中存在多种作用力与分散作用而容易发生断裂,从而使微细颗粒发生迁移和重新排列,并在孔喉处沉淀,产生堵塞现象,影响离子型稀土的浸出效率。为揭示离子型稀土矿在原地浸出过程中微细颗粒的迁移规律,并找到适宜的调控方法,以龙南足洞离子型稀土矿为研究对象,采用实验室柱式溶浸法,考察了浸出剂质量浓度、黏度、流速、水力梯度、矿体高度及矿体含水率对微细颗粒迁移的影响。结果表明,离子型稀土矿浸出过程微细颗粒的迁移是影响浸出效率的重要因素之一。在外力的作用下,微细颗粒在浸出过程中易随浸出剂发生迁移运动。当调控浸出剂质量浓度低于4%,浸出剂黏度不超过1.5 mPa?s,水力梯度小于0.75,浸出剂流速低于3 mL/min,原矿含水量大于11%时,矿体中微细颗粒迁移率较低,矿体渗透性保持良好,有利于浸出液的渗流和稀土离子的浸取。     

尾矿级配特征和渗透性关系研究

影响散粒介质渗透性的因素很多，本文在分析散粒介质渗透机理的基础上，重点研究了散粒介质的颗粒组成对其渗透性的影响，通过试验分析不同组分粒径与渗透系数的关系，最后提出以常规颗分曲线特征为基础资料的更合理而适用的经验公式。     

谷壳对水中铜离子的吸附热力学及动力学研究

应用低成本吸附剂谷壳去除溶液中的重金属铜离子.以间歇吸附的方式考察了溶液pH值、反应时间、反应温度、金属离子初始浓度等物理化学参数对吸附过程的影响.在pH为7.O、温度为328 K、谷壳用量为4 g/L时,溶液中铜离子达到最大吸附去除率.吸附过程符合Langmuir吸附等温模式.吸附热力学表明谷壳对Cu2+的吸附是自发的吸热反应.谷壳对Cu2+的吸附动力学模型能够较好地符合准二级动力学方程.     

离子型稀土矿土壤粒度分布特征研究——以赣县姜窝子稀土矿山为例

颗粒粒度分布对土壤水分运动和溶质迁移,以及水土流失有重要影响. 利用水洗分筛和激光粒度分析技术研究了江西赣县姜窝子稀土矿土壤颗粒粒度并探讨了土壤颗粒粒度在垂直方向的分布规律. 研究表明,姜窝子稀土矿山土壤颗粒粒度分布受风化程度、颗粒垂向迁移因素的影响,呈如下分布:①离子型稀土矿土壤颗粒按直径分为粗、细、粉、黏粒结构,且土壤粗颗粒以石英为主,稀土矿土壤颗粒粒度呈驼峰式分布,即粒径在粗颗粒（ > 2 mm） 和黏粒（ < 0.075 mm）含量较高,粒径在细、粉粒（0.075~2 mm）含量相对较低;②受风化程度和颗粒垂向迁移的影响,稀土矿土壤细、黏粒组分的含量随深度增大呈先升后降的曲线形态;③黏粒（ < 0.075 mm）激光粒度分析表明,颗粒分布随粒径的大小变化与粒径大于0.075 mm的颗粒在深度上的分布相似.      

A Theoretical Solution for Consolidation Rates of Stone Column‐Reinforced Foundations Accounting for Smear and Well Resistance Effects

Theoretical and experimental studies have proven that stone columns can be used for accelerating the consolidation rate of soft soil by providing a drainage path and reducing stresses in the soil. In constructing stone columns in fine‐grained soils, however, soil zones at the interface between the columns and their surrounding soil can become smeared and the fine‐grained soil particles can also be mixed into aggregates in the columns. The smear and well resistance due to aggregates contaminated with the fine‐grained soil particles reduce the effectiveness of stone columns in dissipating excess pore water pressures. A theoretical solution is developed in this article for computing the consolidation rates of stone column reinforced foundations accounting for smear and well resistance effects. In the derivations, stone columns and soft soil are both considered deforming one‐dimensionally and the stone columns having a higher drained elastic modulus than the surrounding soft soil. A modified coefficient of consolidation is introduced to account for the effect of the stone column‐soil modular ratio or stress concentration ratio. A parametric study investigates the influences of six important factors on the rate of consolidation. These influence factors include the diameter ratio of the influence zone to the stone column, the permeability of the stone column, the stress concentration ratio, the size of the smeared zone, the permeability of the smeared zone, and the thickness of the soft soil. To assist geotechnical engineers in utilizing the new solution for the design of stone column reinforced foundations, an illustrative design example is presented at the end of this article.     

Dependency of fracture toughness on the inhomogeneity of coarse TiN particle distribution in a low alloy steel

An investigation of the effect of the coarse TiN particle distribution on the fracture toughness of a steel, as determined by crack-tip opening displacement (CTOD), was carried out using a range of samples from a Ti-treated steel that had been thermally cycled to simulate a coarse grained heat-affected zone (CG HAZ) microstructure. Experimental results from tests carried out at room temperature showed that the inhomogeneous spatial distribution of the coarse TiN particles in the microstructure ahead of the fatigue precrack caused the samples to fail with significantly different CTOD values. Detailed fractographic investigation showed that, with an increased number of overall fracture initiation sites (FISs) and number density of local cleavage initiation sites (CISs) caused by coarse TiN particles, the fracture toughness CTOD values generally decreased. The increase in FIS number and CIS number density has been related to the inhomogeneous coarse TiN distribution ahead of the fatigue precrack and so the sampling of microstructural areas with a high number density of coarse TiN particles. The mechanism by which the coarse TiN particles cause cleavage fracture initiation is discussed.     

晶粒细化对奥氏体不锈钢高温力学性能的影响

摘要：对粗晶201LN奥氏体不锈钢采用60%冷变形结合700℃退火120s工艺制备超细晶奥氏体不锈钢,研究晶粒细化对奥氏体不锈钢高温力学性能的影响。利用光学显微镜、扫描电子显微镜、透射电子显微镜、电子背散射衍射技术对粗晶和超细晶奥氏体钢进行了组织表征,并使用万能试验机测试20和650℃环境下力学性能。结果显示粗晶奥氏体不锈钢经过冷变形结合退火工艺处理,平均晶粒尺寸由18μm细化为0.9μm,屈服强度由383MPa提高到704MPa,而伸长率由63.8%下降到46.3%,表明晶粒细化能有效提高奥氏体不锈钢屈服强度的同时较小损害塑性,TEM证实其形变机制均为形变诱导马氏体和孪生协同作用。当温度由20℃提高到650℃时,粗晶奥氏体不锈钢屈服强度和伸长率分别下降到180MPa和28.1%,超细晶奥氏体不锈钢屈服强度和伸长率分别为384MPa和24.2%。这表明在650℃高温环境下细晶强化作用仍然有效,粗晶和超细晶奥氏体不锈钢也有较好的塑性,其形变机制分别变为位错滑移和位错滑移+层错+孪生。     

Effect of Fine Particle Migration on the Small-Strain Stiffness of Unsaturated Soils

The paper presents the results of an experimental investigation of fine particle migration from pore body to the pore throat and toward the contact between particles and its effect on skeleton stiffness of granular materials. We hypothesize that the suspended colloids in the pore fluid migrate and deposit on the contact surface between the skeleton-forming particles and change the magnitude of the soil stiffness. Three specimens were prepared using uniform spherical glass particles that were saturated with deionized water and kaolinite or silt-base slurries. The specimens were drained by evaporation which retained the fines in the soil while increasing the matric suction. Changes in soil dynamic stiffness were evaluated using piezoelectric transducers while the migration of fines and the changes of the properties of the pore fluid were monitored using synchrotron X-ray microcomputed tomography (SMCT) on identical specimens. The wave propagation experiments show that the stiffness of the tested specimens increased at different rates during the drying processes. These measurements were complemented with SMCT scanning analysis that shows an increase in mass density of the remaining slurry as the pore fluid concentrated near the particle contacts. The results indicate that the soil stiffness increase due to the alteration of the pore fluid at the particles’ contact and changes caused at the contact behavior itself. These results provide an insight about parameters that influence soil stiffness which may help in better predictions of stiffness changes in compacted soils during moisture changes.     

高能球磨-放电等离子烧结法制备双晶分布钛

以平均粒径约150μm的球形钛粉为原料,采用高能球磨结合放电等离子烧结技术制备由双尺度晶粒组成的高致密纯钛块体材料,研究高能球磨过程中钛粉的形貌、尺寸及显微组织的变化,分析球磨钛粉放电等离子烧结时的致密化行为和显微组织的演变规律,测试烧结钛块体材料的室温压缩性能。结果表明:钛粉在球磨初期发生剧烈的塑性变形并相互焊合,形成层片状团聚粉末。球磨10 h时,钛粉的部分晶粒细化至40~100 nm。放电等离子烧结过程中,随烧结温度升高和烧结时间延长,烧结钛的密度逐渐增大。在烧结温度为800℃、保温时间为4 min、烧结压力为50 MPa的条件下,烧结钛的密度达到4.489 g/cm3,接近全致密,其显微组织由双尺度的等轴晶组成,细晶区晶粒尺寸为1~2μm,粗晶区晶粒尺寸为5~20μm,二者呈层状交替分布;该试样在室温压缩条件下的综合力学性能与铸锻Ti-6Al-4V合金相当。     

Process analysis of binder treatment on iron-based alloy powder

Binder treatment technology is a widely used method of bonding fine powders to coarse particles using a binder liquid. In this paper, binder treatment experiments were carried out for binary Fe–C mixture and multicomponent mixture (alloy powders exceeding 15?wt.%). The differences of particle size distribution and microstructural of conventional mixing and binder treatment mixing in Fe–C mixture were compared, and the fine particles were evenly bonded to the coarse iron particles surface and preferentially filled into the pits after binder treatment. The physical properties of the multicomponent mixture after binder treatment were improved, the flowrate and fine particles adhesion ratio achieved 30?s/50?g and 96%, respectively, and the segregation was obviously reduced. Further, the phenomenon of small particles bonded to large particles was explained by capillary force and snowball effect. Meanwhile, the theory that small particles migration caused by spontaneous capillary flow during drying and consolidation was proposed.     

Erosion Function Apparatus for Scour Rate Predictions

Scour is the number one cause of bridge failures. Scour in coarse grained soils (sand, gravel) is relatively well known, but scour in fine grained soils (silt, clay) and weak rock is not. In coarse grained soils, scour takes place very rapidly and the scour rate is rarely an issue because one flood is likely to create the maximum scour depth. In fine grained soils, the scour process is much slower; as a result, even after a hundred years, a bridge may not experience the maximum depth of scour. Therefore, in fine grained soils it becomes necessary to predict the rate at which scour takes place. A new apparatus called the EFA (Erosion Function Apparatus; 〈http:∕/tti.tamu.edu∕geotech∕scour〉) has been built and tested to measure the erosion rate of fine grained soils; the EFA can also be used to measure the erosion rate of coarse grained soils if necessary. The end of a Shelby tube sample from the bridge site is fitted through a tight opening at the bottom of a pipe with a rectangular cross section. Water flows through the pipe and erodes the soil sample, which protrudes 1 mm above the bottom of the pipe. The rate at which the sample erodes is measured, and the shear stress imposed by the water on the soil is calculated. The plot of erosion rate versus shear stress is the result of an EFA test. It indicates the critical shear stress at which erosion starts and the rate of erosion beyond that shear stress. This function can be used to predict the rate of scour at a bridge.