基于组件的决策支持系统模型设计与实现

决策支持系统（Decision Support System简称DSS）是模型驱动的,DSS中模型的设计与实现是一个有待进一步研究的问题。本文把组件技术引入到DSS模型的设计与实现中来,提出基于组件技术的DSS的模型设计与实现策略。给出基于组件思想的DSS模型定义和运算,并给出基于组件技术的DSS基模型和复合模型的实现方法。     

循环荷载作用下铁路路基级配碎石填料累积变形研究

路基在列车往复荷载作用下会产生累积变形,引起轨道不平顺,影响列车运行的舒适性和安全性。为揭示铁路路基级配碎石填料在循环荷载作用下的累积变形规律,对级配碎石开展了大型动三轴试验,研究了循环荷载作用次数、围压及循环应力比对级配碎石累积变形的影响。试验结果表明：1）随着循环应力比的增加,级配碎石试样累积变形达到稳定所需的循环次数逐渐增加;当循环应力比一定时,围压对级配碎石试样累积变形达到稳定所需的循环次数影响不明显,围压越大,级配碎石试样最终的累积变形越大。2）相同围压条件下,循环应力比越大,级配碎石试样累积变形达到稳定所需的循环次数越多,级配碎石试样最终的累积变形越大。3）围压越大,级配碎石试样最终累积变形越大。循环应力比越大,级配碎石试样最终累积变形越大;当循环应力比达到0.4时,已不符合稳定型累积变形规律。通过试验获得了循环荷载作用次数、围压及循环应力比对级配碎石累积变形规律的影响。基于试验结果,提出了铁路路基级配碎石填料稳定型累积变形预测模型,揭示了级配碎石稳定型累积变形规律,可为准确预测和控制铁路路基工后沉降提供依据。     

红砂岩粗粒土流变工程特性试验研究

在自行设计的粗粒土单轴流变试验仪上,进行红砂岩粗粒土流变试验,分析红砂岩粗粒土的流变特性。流变试验结果表明,在比较低的应力状态（轴向应力σ≤0.8MPa）下,红砂岩粗粒土表现出线性黏弹性;在较高的应力状态（轴向应力σ〉0.8MPa）下,红砂岩粗粒土表现出非线性黏弹塑性。为描述红砂岩粗粒土的非线性黏塑性变形特征,提出一个新的双曲线型黏塑性体,将双曲线型黏塑性体与Burgers流变模型串联,建立一个新的红砂岩粗粒土非线性黏弹塑性6元件流变本构模型,该流变本构模型能很好描述红砂岩粗粒土的非线性流变特征。同时,通过红砂岩粗粒土流变试验曲线,采用改进的最小二乘拟合方法确定该流变本构模型参数;流变试验曲线和该流变本构模型的理论曲线进行对比,对比结果验证了该模型合理。     

弹性抗滑桩设计中几个问题的探讨

在采用传统系数法对边坡进行稳定性分析的基础上,深入探讨抗滑桩加固边坡的作用机理,建立了抗滑桩的合理位置和设计参数的确定方法,对抗滑桩的应用及设计具有一定的指导作用。     

窑尾排风机温度检测报警电路的误动作分析

水泥生产中有很多大功率、高压、高频的设备，它们在启动、运行过程中往往会产生很多高频电磁波，对附近的自动化仪表检测装置产生影响，使其发出错误的检测报警信号，导致保护装置误动作，从而造成生产设备的误停机。下面以窑尾排风机为例，介绍我们的处理方法。     

本钢集团公司管理决策支持系统的开发和应用

<正> 1.本钢集团公司概述 本钢集团公司成立于1992年10月10日,是以特大型钢铁联合企业本溪钢铁公司为核心企业,由44家(紧密层、半紧密层、松散层)企业组成跨地区、跨所有制的统一生产经营活动的经济实体。核心层、紧密层企业有职工11.4万人,其中有3万名科技人员,固定资产原值61亿元。集团公司企业遍及全国12个省。 本钢集团公司以雄厚的物质资源、先进的技术装备和优化的企业管理优势,生产出优质钢铁产品。集团公司有全国重点钢铁骨干企业;有国内装备水     

某尾矿填料的土工试验研究

本文对湖北黄石金山店铁矿锡冶山尾矿坝的粉砂、粉土、粉粘三种尾矿填料进行了常规土工试验,并针对试验结果,进行数据的统计分析,总结出了指标和指标之间的规律。     

自适应遗传算法在电厂主汽温控制系统优化中的研究与应用

电厂中的热工系统是一个复杂的系统,由于其特有的复杂性,使得模型的获取有一定的难度．PID调节是热工系统最主要的控制策略,它直接影响机组的安全、经济运行．自适应遗传算法作为一种智能优化算法,它是在解空间进行高效启发式搜索,而非盲目地穷举或完全随机搜索,应用遗传算法对主汽温系统控制器参数进行优化,实验表明,应用遗传算法优化控制器参数,能够获得令人满意的效果．     

Effects of stress conditions on rheological properties of granular soil in large triaxial rheology laboratory tests

In order to study the rheological properties of red stone granular soil,a series of rheological experiments were executed on large tri-axial rheological apparatus.Under 100,200 and 300 kPa confining stress conditions,the rheological tests were carried out.These experiment results showed that the stress conditions,especially the stress level were the critical influencing factors of the rheological deformation properties.Under the low stress level(S=0.1),the granular soil showed the elastic properties,and there was no obvious rheological deformation.Under the middle stress level(0.20.8) creep curves showed the non-linear viscous plastic rheological properties.Especially,under the stress level of S=1.0,the accelerated rheological phase of creep curves occurred at early time with a trend of failure.The stress level had obvious effects on the final rheological deformation of the soil sample,and the final rheological deformation increments nonlinearly increased with stress level.The final rheological deformation increment and step was little under low stress level,while it became large under high stress level,which showed the nonlinearly rheological properties of the granular soil.The confining pressure also had direct effects on final rheological deformation,and the final rheological deformation linearly increased with confining pressure increments.     

Effect of granite gravel content on improved granular mixtures as railway subgrade fillings

The improved granular mixtures are widely used as the fillings of railway 8ubgrade, and in order to investigate the effect of coarse grain content on granular mixtures, a series of field tests were conducted. The experimental results indicate that the permeability coefficient increases significantly with the increment of granite gravel content, especially in the range of 60%-70%. Thcrc exists a coarse grain content limit defined as 53%-58.5% to reform the permeable granular skeleton. Beyond this limit, the permeable granular skeleton is efficiently formed, and the macro pores between the separate gravels are partially filled, which is the explanation lbr the permeability increase. The investigations indicate the subgrade resistance modulus （ks0, Ev2, and Evd） depends on the granite gravel content, and the resistance modulus increases significantly beyond granite gravel content of 50%. The skeletons of granitc gravel clayey sand mixture change in the long-term deformation objected to the train-induced dynamic load, which involves three main repeated and circular deformation stages. Generally, the long-time deformation is explained as the gravel crushing and filling the internal porous space with crushed gravel fragments. Through these investigations, the C40-G60 or C30-G70 is recommended as an optimum soil mixture for the good permeability and high resistance modulus.