土质边坡稳定安全系数影响因素的

土质边坡稳定安全系数的计算值主要与采用的简化计算方法和土工参数有关。采用正交试验法计算分析了不同的计算方法、材料参数、水位及其相关荷载、地震作用等对边坡安全系数计算值的影响，进而对设计中的计算方法和材料参数提出了一些有益的建议，并提出了在工程运行管理中应尽量避免低水位或水位骤降情况的意见，为土石坝类工程的设计与运行管理提供了重要参考。     

膜孔灌溉田面综合糙率系数的确定

根据膜孔灌溉田面水流运动特性 ,建立了膜孔灌溉田面水流运动零惯性量数学模型 ,并将其与优化理论相结合 ,提出了确定膜孔灌溉田面综合糙率系数的优化模型。实例计算与方法验证表明 ,该方法能够简单而有效地确定膜孔灌溉田面综合糙率系数。该研究成果为膜孔灌溉理论与技术的进一步研究奠定了基础     

云厚朴SFE-CO2萃取物中厚朴酚与和厚朴酚的热稳定性考察

温度是影响云厚朴提取物稳定性的主要因素,本研究考察云厚朴提取物的热稳定性。采用高效液相色谱法,测定云厚朴SFE-CO2(二氧化碳超临界流体萃取)工艺萃取物中的和厚朴酚、厚朴酚在不同温度干燥时的含量变化并得出降解规律,干燥时降解为一级反应,在100 ℃降解较快。采用恒温加速实验,得出SFE-CO2萃取液中的和厚朴酚、厚朴酚室温25 ℃贮存期分别为1 125.6 h和975.7 h。在制剂生产中,云厚朴SFE-CO2萃取物不宜长时间贮存,以减少有效成分损失;由于热不稳定性,高温干燥会导致制剂质量不稳定,降低药效,应在较低温度下干燥。     

云南高原粳稻抗白叶枯病新品系云资抗21号的选育

以高产优质的云南高原粳稻品种滇系4号为轮回亲本，以IRBB21为白叶枯病抗性基因Xa21的供体亲本，通过杂交和3次回交以及5次自交形成BC3F，代材料，并结合后代材料的白叶枯病抗性鉴定及农艺性状的评价选择，选育出高原粳稻新品系云资抗21号，对云资抗21号的21个单株采用与Xa21连锁标记RM21和RM229、以及22个独立分离的SSR标记进行检测，结果表明这21个单株在RM21位点上均为IRBB21的纯合基因型，在RM229位点上有1个单株显示为轮回亲本的纯合基因型，其余的20个单株均为IRBB21的纯合基因型，而在其余22个SSR标记位点上均显示为轮回亲本的纯合基因型。该新品系白叶枯病抗性与IRBB21相近，农艺性状与轮回亲本相似，具有很好的应用前景。     

Transmission Congestion Management Based on Power Influence Coefficient

Basing eliminating on the idea that the generator who has the most influence on the power flow of line is mostly in favor of transmission congestion, the model of congestion management with the object of minimizing adjustments of bufions varied with generation outputs is proposed. It can eliminate the congestion effectively by judging the generators who should be adjusted and the amounts of adjustment. The test on IEEE-RTS24 buses system and other practical systems show that the proposed method is effective.     

Stability Analysis on Excavated High Slope of Mozong River Power Station in Wulong

The subject matter of this paper is to analyze the stability of excavated high slope. On the base of typical engineering case in Wulong, Chongqing, the geological conditions and potential failure pattern of the high slope are discussed. Then, the limit equilibrium method and the stereographic projection method are used to synthetically analyze the stability of excavated high slope. As a result, it indicates that the stability of the high slope in insufficient and some retaining structures ought to be adopted for the high slope as soon as possible.