Identification of Empirical Models for the Prediction of the Plasticity Index:Case of the KhôDepression in South Benin

The plasticity index is an essential design parameter used as a standard input in fine-grained soil investigation programs.It is used to estimate the plasticity and physical properties of soils,and indirectly their strength properties.This index is determined from the Atterberg limit tests,starting from the limits of liquidity and plasticity.However,the realization of the test considered as basic and simple,is not so much.The effects of the operator,the calibration of the apparatus and the environmental aspects during the tests affect the reliability and accuracy of the results.In this paper,the objective is to overcome these difficulties by evaluating the plasticity index of clay and loam soils by considering only the values of the liquid limit.Soil samples were collected from 0 to 5 m depth in the localities of the Khôdepression in Benin.On these samples,Atterberg limit tests were performed in the laboratory.Using MATLAB’s Curve Fitting Toolbox,linear,exponential and power prediction models were analyzed.The results showed that there is indeed a good correlation between the plasticity index and the liquid limit of the soils.For the linear model,it was observed R2 equal to 0.9891.For the exponential model,R2 is 0.98871 and for the power model 0.9802.A study of the residual plot validated the models found,as well as comparisons with well-known literature sources.Through the equations obtained,it is now possible to study the plasticity of soils in the Khôdepression only from the liquid limit,without determining the plasticity limit.

Determination of the Plasticity Index of Soils with Fine-Grained Soils Using Methylene Blue Test

The amount of fine material available in the soil is significant in Atterberg limits and methylene blue tests. In the context of Atterberg limits, increased amount of clay minerals contained in the soil increases liquid and plastic limit values;however, increasing sand content reduces the moisture content reducing the water retention capacity of the soil which in return reduces the plasticity index (PI) value. In the case of methylene blue test, which is used to specify the quality of the amount of fine material, existence of clay in the medium increases the pollution level of the sand and the amount of methylene solution (V1) used. In this study, soil classes were determined and pollution rates were identified with Atterberg limits, pycnometer, sieve analysis, hydrometer analysis and methylene blue tests conducted on 11 different natural soil samples collected from different regions. From the data obtained, first the relationship between PI and methylene blue (MB) was examined and was evaluated according to the results of the “single regression” method. Furthermore, the other coefficient of uniformity (Cu), coefficient of graduation (Cc), unit weight of soils (γs) parameters obtained from experimental studies were also subjected to “multiple regression analysis” in order to reveal their impact on the MB and this impact was confirmed taking both statistical analyses into account.

Fall cone tests considering water content, cone penetration index, and plasticity angle of fine-grained soils

This paper analyzed the consistency of some parameters of soils in the literature and experimental results from fall cone test and its application to soil plasticity classification.Over 500 data from both literatures and experiments using fall cone and Casagrande methods were compiled to assess the relationships among specified water content,cone penetration index ebT,and plasticity angle eaT of finegrained soils.The results indicate that no unique correlation exists among b,liquid limit of the fall cone test(LLc)and a.The water content at 1 mm cone penetration eC0T correlates well with b,plasticity ratio eRpT(i.e.the ratio of plastic limit to liquid limit),and a.Finally,the potential of using the btan a diagram to classify soil plasticity was also discussed.

崩岗土壤液塑限的离子特异性效应

为探究崩岗土壤液塑限的离子特异性效应,选取福建省长汀县河田镇一处稳定型崩岗的3个土层土壤(红土层、砂土层和碎屑层)为研究对象,用液塑限联合测定仪对不同离子(Li^(+)、Na^(+)和K^(+))盐溶液交换处理后的土壤液塑限进行分析。结果表明,红土层的土壤塑限、液限和塑性指数均显著高于砂土层和碎屑层(P<0.05)。土壤塑限和液限均与土壤黏粒含量、有机质含量、阳离子交换量以及高岭石含量呈正相关关系,其中,土壤塑限与黏粒含量和阳离子交换量呈显著正相关关系(P<0.05)。K^(+)交换处理后,红土层土壤塑限、液限和塑性指数比Li^(+)交换处理分别高5.80%、9.53%和12.99%,比Na^(+)交换处理分别高3.50%、9.77%和15.86%;K^(+)交换处理后,砂土层土壤塑限、液限和塑性指数比Li^(+)交换处理分别高7.22%、6.69%和6.83%,比Na^(+)交换处理分别高4.33%、5.27%和7.32%;而不同离子对碎屑层土壤液塑限的影响不显著。不同离子对同一土层土壤液塑限的影响不同,K^(+)交换处理后红土层、砂土层的土壤液塑限总体高于Li^(+)和Na^(+)交换处理,即较Li^(+)和Na^(+)而言,K^(+)可提高崩岗土壤液塑限。

Test study of high liquid limit clay modified by quick lime used as sub-grade material

Through laboratory test, the relationships among change of compactibility, liquid/plastic limit, free swell, swell ratio without load, california bearing ratio (CBR) and soakage (after being soaked in water), and mix-ratio of quick lime and time were studied. The results show that optimum water content, plastic limit and CBR of high liquid limit clay improved by quick lime increase with the increase of mix-ratio of quick lime, while the maximum dry density, liquid limit, plasticity index, soakage (after being immersed in water), free swell, and swell ratio without load decrease with the increase of mix-ratio of quick lime. Plastic limit of high liquid clay improved by quick lime gradually increases with time, while the liquid limit, plasticity index, free swell and swell ratio without load gradually decrease with time. When the mix-ratio of quick lime exceeds 2%, after 14 d, swell ratio without load of the improved clay is zero, its free swell is about 30% of that of untreated soil, and its plasticity index is less than 26 for sub-grade material, satisfying the requirement by 'Specifications for Design of Highway Subgrade'.

7种重塑黏土的一维压缩-卸荷行为

重塑黏土的一维压缩-卸荷行为是黏土最基本的力学特征。为此,开展系统的7种重塑黏土一维压缩-卸荷试验与相应物理化学性质指标及矿物成分测试,在此基础上,评价黏土压缩-卸荷行为经典预测公式的适用性。结论如下:(1)4个经典压缩指数公式预测效果均较好,其中Nagaraj公式最优。(2)7种重塑黏土孔隙比指数-有效一维固结压力关系与Burland固有压缩线经验公式几乎重合。(3)Nagaraj、Burland一维压缩曲线方程预测效果均较好,其中Burland方程更优。(4)Nagaraj、Kulhawy回弹指数公式预测效果均较好,其中Kulhawy公式更优。(5)压缩指数、回弹指数与比表面积、阳离子交换量均有很强的相关性,且与比表面积的相关性强于与阳离子交换量的相关性。(6)压缩指数与回弹指数比值最低为3.0,最高为10.2,超出了5~10的范围,且随塑性增大而降低。

木质素磺酸钙改良黄土液塑限试验研究

木质素磺酸钙是一种复杂的高分子聚合物,可有效改善土体物理力学特性,选取兰州地区黄土,对木质素磺酸钙不同掺量和养护龄期条件下改良黄土液塑限的变化规律进行试验研究。试验结果表明:随着木质素磺酸钙掺量的增大,改良黄土的液限、塑限均呈现出减小的趋势。塑性指数随木质素磺酸钙掺量增加呈略微降低趋势,且随着掺量增大,改良黄土的塑性指数趋于7~8之间。

California Bearing Ratio for Cohesive Soils from Quasi Static Cone Tests

The California bearing ratio (CBR) test is the most widely spread method of determining the bearing strength of the pavement material and is fundamental to pavement design practice in most countries. This test is expensive, laborious and time consuming, and to overcome this, Quasi static cone penetrometer machine was fabricated and used to measure the consistency limits (liquid limit-LL, Plastic limit-PL and Plasticity index-PI), which were used to develop an empirical equation to determine CBR. Soil samples were collected and unsoaked CBR, PL, LL and PI were determined according to BS 1377 part 9 and BS 1377-2;1990. Quasi static penetration forces at 20 mm depth of penetration were also determined at consistency limits. It was found that the force of 1020 gf and 60 gf was achieved at a depth of 20 mm at PI and LL respectively. The correlation and regression analysis between consistency limits, and the experimental CBR obtained showed coefficient of determination, R2 = 0.907 between CBR and all the parameters using multiple linear regression analysis (MLRA). The regression equation developed was used together with the relationship developed between the Quasi static Penetration force at consistency limits and the tested consistency limits to come up with the General Empirical Equation. Verification of the formula showed that the correlation can be used accurately to determine the un soaked CBR.

不同改良剂对红黏土液塑限的影响研究

在实际道路施工中遇到红黏土,一般采用改良剂对其进行改良。红黏土改良之后,需要重新测定物性指标,液塑限是其中的一个重要指标。以三明将乐动车站右侧取土场的红黏土作为试验土样,以石灰、粉煤灰、玄武岩纤维和氯化镁作为改良剂,通过界限含水率试验,研究不同改良剂在不同掺量下对红黏土液塑限的影响。研究表明:液限随着改良剂掺量的增加而减少,使用氯化镁改良的红黏土液限降幅最大;塑限随着氯化镁掺量和粉煤灰掺量的增加而减少,随着石灰掺量和玄武岩纤维掺量的增加而增加;塑性指数随着氯化镁掺量、石灰掺量和玄武岩纤维掺量的增加而减少,随着粉煤灰掺量的增加而增加。

国产润滑脂流变参数的确定与研究

用ＨＡＡＫＥ流变仪确定了９种具有不同稠化剂结构的润滑脂和７种具有不同基础油粘度及稠化剂含量的锂基脂的流变参数，考察了稠化剂的结构和含量，以及温度、基础油粘度和剪切时间对流变参数的影响，对９种脂的触变性作了对比研究．结果表明：这些润滑脂的强度极限均随温度升高而降低，但其塑性粘度和塑性指数的变化均无规律性，不含添加剂的同种润滑脂随稠化剂含量的增大和基础油粘度的减小，其强度极限和塑性粘度都逐渐增大，而塑性指数逐渐减小；在９种含不同稠化剂的润滑脂中，非皂基润滑脂聚脲和膨润土都有优良的触变安全性．

关于粉土分类及性质的探讨

本文主要是对40多组粉土试验进行分析整理,找出有关粉土的物理、力学性质特点.

基床翻浆冒泥土的物理力学性质

随着列车提速和轴重大幅增加,基床出现翻浆冒泥病害的几率加大.为了进一步研究翻浆冒泥发生机理和探究其发生条件,系统研究了60多组翻浆冒泥实例,分析了翻浆冒泥土的颗粒组成、可塑性指标、渗透性及矿物成分等物理力学性质.研究结果表明:翻浆冒泥土中,绝大部分黏粒含量大于20%、粉粒含量大于20%,黏粒含量大于30%和粉粒含量大于40%的土所占数量最多;翻浆冒泥土中粉粒的含量一般要高于黏粒含量;翻浆冒泥土(主要包括砂黏土、粉质黏土、黏土和部分低液限粉质黏土)液限大于23%,塑性指数大于6.5;翻浆冒泥土渗透系数小于1.0×10^(-5)m/s;翻浆冒泥土的渗透系数与细颗粒含量之间存在较好的负指数关系.

Na_2SO_4和MgCl_2污染土压缩性能的室内试验

通过人工拌和击实的方法配制了不同含量的Na2SO4和MgCl2污染土,分别通过室内试验测试了不同Na2SO4和MgCl2含量污染土的物理指标和压缩系数,结果表明:受Na2SO4和MgCl2污染土的塑性指数Ip与液限WL之间存在着明显的线性相关关系;随着含盐量的增加,污染土的压缩系数减小;受到Na2SO4和MgCl2污染的土的压缩系数随压力的增大而减小,当压力小于200kPa时,降幅显著。

常用建筑泡沫塑料及其防火性能

介绍了常用建筑泡沫塑料的特点、阻燃机理及方法、建筑规范对泡沫材料的防火性能要求 ,通过国家防火建材质检中心对泡沫塑料的检验情况 ,分析了两种典型的泡沫塑料的防火性能现状 ,并对其中存在的问题进行了探讨。

土壤液限和抗剪强度特征值及其影响因素研究——基于紫色土区

紫色土区土壤力学性质独特,造成土壤侵蚀现象严重,对水土保持和农田基本建设产生了较大的影响。为此,以紫色土和水稻土两种代表性土壤为例,通过液塑限联合测定试验和快速剪切试验,测定土壤的液限及抗剪强度特征值,并对其影响因素进行探讨。结果表明：紫色土和水稻土两种土壤的液限值差异较大;紫色土的液限值为13.37%~15.75%,平均值为14.42%,水稻土液限值为42.61%~47.64%,平均值为45.16%;紫色土为一般性粘土,而水稻土为高液限粘性土。粘粒和有机质是影响土壤液限值的重要因素,且土壤液限受有机质影响最为强烈,三者之间符合多元线性回归分析方程,相应的VAF和RMSE值分别为92.18,96.86和0.19,0.24,R2值分别为0.922和0.969。在100kPa固定压力下,紫色土和水稻土的抗剪强度差异明显,水平值分别为61.91kPa和46.76kPa,水稻土的抗剪强度小于紫色土,且土壤液性指数与抗剪强度之间具有明显的指数函数关系。

复合阻燃剂阻燃硬质聚氨酯泡沫塑料的性能研究

制备了复合阻燃剂阻燃硬质聚氨酯(PUR-R)泡沫塑料,研究了复合阻燃剂甲基膦酸二甲酯(DMMP)、三(2-氯异丙基)磷酸酯(TCPP)、可膨胀型石墨(EG)和氢氧化铝(ATH)对PUR-R泡沫塑料阻燃性能的影响,采用正交试验确定了复合阻燃剂的最佳配比。用极限氧指数(LOI)测定仪、烟密度测定仪和万能试验机测定了阻燃PUR-R泡沫塑料的LOI、烟密度等级和压缩强度,结果表明,当DMMP,TCPP,EG,ATH的质量比为2∶2∶3∶3时,在25份聚醚多元醇中添加12份复合阻燃剂,制备的阻燃PUR-R泡沫塑料的LOI达26.3%,烟密度等级为77.63,压缩强度为0.18 MPa,阻燃PUR-R泡沫塑料具有良好的综合性能。

PE基木塑复合材料的阻燃研究

以纳米SiO2和NH4Cl协效聚磷酸铵(APP)作为阻燃剂制备了聚乙烯(PE)木粉复合材料(WPC),利用热重分析(TGA)、极限氧指数(LOI)、傅里叶红外光谱分析(FTIR)以及扫描电子显微镜(SEM)对木塑复合材料的热性能、阻燃性能、阻燃机理及炭残渣结构进行了分析表征.结果表明:当APP、SiO2和NH4Cl的质量比为9.8∶1.1∶1.6时,WPC的LOI值增加到29.4%;800℃时阻燃WPC的成炭量提高了170%,热性能显著提高;燃烧后木塑复合材料的化学成分发生了变化,阻燃WPC炭残渣表面出现鳞片状的晶体.

植物油基含磷增塑剂DOPO-ESO的合成及应用

大豆油经环氧化制成环氧大豆油(ESO),将ESO和9,10-二氢-9-氧杂-10-磷杂菲-10-氧化物(DOPO)为原料,经开环反应,合成植物油基含磷阻燃增塑剂DOPO-ESO。并通过傅里叶变换红外谱图和核磁共振氢谱确认了其结构,以热重分析和氧指数测定仪分析了其热失重行为、阻燃性能。研究了DOPO-ESO用量对PVC体系力学性能的影响。结果表明,当其用量为40%时,PVC体系具有良好的力学性能,增塑效果与ESO相当;而极限氧指数从22.3%上升到了37.3%,说明该产物可有效地改善PVC增塑体系的阻燃性。

黏结指数G值表征炼焦煤结焦性的局限性研究

对7组相同变质程度和黏结指数 G值炼焦煤煤岩显微组分、高温塑性和成焦光学组织结构进行研究。结果表明，相同变质程度和 G值的炼焦煤高温塑性差异明显，软化温度相差3～29℃，固-软温度区间相差8～42℃，最大基氏流动度比值为1．3～1266；其炼焦煤焦炭光学组织结构差异亦明显，粗粒镶嵌结构占比相差9％～43％，同性结构占比相差2％～16％，纤维结构占比相差15％～36％。因此， G值对煤料受热所产生胶质体的数量能较好地表征，但对其结焦性的判断存在缺陷。

落石冲击下无回填土拱形明洞结构可靠度设计

为完善拱形明洞结构可靠性设计方法,利用模型试验、数值模拟及理论分析等,结合现场实际,开展了落石冲击下无回填土拱形明洞破坏特征及失效模式、极限承载力、落石冲击荷载及极限状态表达式等的研究.首先,根据落石冲击下无回填土拱形明洞结构失效破坏特征,将结构局部失效范围部分简化为四边固支方形钢筋混凝土板结构,利用塑性极限原理按刚塑性板进行准静态极限荷载计算,得到结构极限承载力即抗力;其次,将离散元颗粒流数值模拟方法得到的落石冲击力最大峰值作为钢筋混凝土板顶部落石冲击力,通过回归分析,得到用落石重力势能的幂函数表示的落石冲击荷载表达式;再次,将得到的结构抗力与落石冲击荷载联立得到极限状态方程,利用MABLAB软件编程求得结构可靠指标,通过与目标可靠指标的比较,进行结构可靠度设计与优化;最后,利用所建立的结构可靠度设计方法,对某客专双线拱形明洞设计进行了可靠度检算.研究结果表明:当落石高度为5~15 m、落石重量为1~2 k N时,原设计明洞结构可靠指标可达到4.2;当将原设计的C35混凝土调整为C40,钢筋由HRB335调整为HRB500后,落石高度为5~20 m、落石重量为1~2 k N范围时的结构可靠指标可达到5.4以上.