1) implicit expression of stability coefficient
稳定性系数隐式函数
2) stability function
稳定性函数
1.
At last,applying this to Y series 15kW induction motor in China,we get its stability function.
从分析传统二阶系统稳定性出发 ,推导出直流传动系统的Lyapunov函数 ;在此基础上 ,运用矢量变换的思想 ,把MT坐标系中交流传动系统的稳定性函数反变换到三相定子坐标之中 ,得到与感应电机相对应的一类函数 ;证明了这种函数的正定性以及其导数的定号性 ,并对变换过程中函数值域的变化情况进行讨论 ;最后对 15kW的国产Y系列电机进行研究 ,得出其稳定性判别函数 ,方法简单 ,而且稳定性区域大小满足工程实际需要。
3) implicit function
隐式函数
1.
With this method,the internal force equations are expressed with implicit functions and can be resolved with numerical algorithms.
引入计算截面性质常用的节线法,将混凝土构件正截面承载力解析算法列式中的相关项改为受压区高度的隐式函数,使表达式形式与截面形状无关,避免了列式对截面形状的依赖,最后通过数值方法求解非线性方程。
4) stability factor
稳定性系数
1.
The conclusions indicate that the stability factors from Residual Thrust Method are larger than those from Janbu Method, and that the influence of water level on stability factor is a little greater than that from earthquake when Residual Thrust Method is used to calculat.
从剩余推力法和简布法基本原理出发 ,分析了两种计算方法的不同假设条件 ,并结合实例 ,对滑坡稳定性进行了计算 ,最后对两种计算结果进行了分析与比较 ,得出了剩余推力法计算的稳定性系数总是比简布法计算的要偏大、用剩余推力法计算稳定性时水的影响比地震要稍大以及用简布法计算稳定性时水的影响比地震要稍小的结论。
2.
As a result,the stability factor is improved.
V塔斜拉桥能够降低塔高,减小拉索悬挂长度,增大拉索倾角,使得结构整体刚度增加,稳定性系数得以提高,算例中塔根弯矩比常规体系小26%左右。
3.
The calculated result of test data show that the self-stability of slope was down to limit equilibrium equation caused by blasting vibration and bedding cracks when blasting,which often brings on slide,and the decrement of stability factor is about 64%;blast bedding cracks decreased the self-stability of slope and the decrement is from 30% to 35% after blasting.
根据含软弱夹层顺层岩质边坡爆破中产生爆破振动和层裂效应的特点,推导了在顺层岩质边坡爆破时的边坡稳定性系数计算公式,并以顺层岩质边坡模型爆破试验实测数据为基础,按极限平衡法进行了爆破作用下顺层岩质边坡的稳定性分析。
5) coefficient of stability
稳定性系数
6) stability coefficient
稳定性系数
1.
In order to calculate the stability coefficients of slope,the calculate format,procedure and method of Sarma method were also deduced.
推导了萨尔玛方法在边坡稳定性系数的计算格式,计算程序和方法。
2.
The results show that: ① in combination I (dry season), the new landslide stability coefficient is 1 05～1 42, the slump is 1 05～1 31, most of them are between 1 05 and 1 07, which is in stable status; ② in combination II (soil moisture is saturated in wet seasons), without conc.
计算分析表明 ,在天然 (枯季 )状态下 (荷载组合I) ,新滑坡稳定性系数为 1 0 5～ 1 4 2 ,滑塌体的稳定性系数为 1 0 5～ 1 31 ,其中大部分剖面稳定性系数在 1 0 5～ 1 0 7之间 ,滑坡呈基本稳定状态 ;在饱水状态 (洪季 )、不考虑土体抗剪强度降低的影响下 (所取土样已为饱水状态 ) ,仅考虑土体总重量增大及河水涨落产生的动水作用时 (荷载组合II) ,新滑坡稳定性系数为 0 97～ 1 0 3,滑塌体稳定性系数为 0 96～ 1 0 6 ,呈较稳定状态 ;在考虑地震力作用时 (荷载组合III) ,新滑坡稳定性系数 0 90～ 1 0 0 (仅 1 0 1 0′剖面为 1 2 4 ) ,滑塌体稳定性系数为 0 90～0 97,呈不稳定状
3.
The sliding direction and stability coefficient of the landslide are defined based on the concept of dynamic directional stability coefficient for the landslide, while the stability coefficient and the sliding direction of the landslide may be determined in the digital landform image by utilizing the algorithm of gradually approaching.
讨论了滑坡动态方向稳定性系数的概念，并在此基础上定义了滑坡的滑动方向和滑坡的稳定性系数。
补充资料：稳定极限和静态稳定储备系数
稳定极限和静态稳定储备系数
stability limit and steady state stability margin
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说明：补充资料仅用于学习参考，请勿用于其它任何用途。
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