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  carrying
    Study on the Water Resources Carrying Capacity in the Yellow River
    黄河流域水资源承载能力研究
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    A COMPREHENSIVE EVALUATION OF THE REGIONAL WATER RESOURCE CARRYING CAPACITY ──Application of Main Component Analysis Method
    区域水资源承载能力综合评价──—主成分分析法的应用
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    Comprehensive evaluation of the water resource carrying capacity in Zhoukou City
    周口市水资源承载能力综合评价
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    Comprehensive evaluation method for water resources carrying capacity in river basins
    流域水资源承载能力的综合评价方法
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    Study on the Theory and Perspective of the Carrying Capacity of Water Resources Based on Sustainable Development View
    可持续发展观念下的水资源承载能力理论研究与展望
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    Study on Partial Coefficients for Ultimate States of Concrete of Hydro-Structure
    水工混凝土结构承载能力极限状态分项系数研究
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    Analysis for composite structure of steel scroll case and outer covering reinfoced concrete
    钢衬和钢筋混凝土联合承载蜗壳结构分析
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    Penalty-element method in nonlinear analysis for composite structure of steel liner reinforced concrete penstock
    钢衬钢筋混凝土管道联合承载结构非线性分析的罚单元法
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    The paper combines the two methods to establish the method of coupling model with neural network and projection pursuit based on partial least-squares regression to predict the city water resources capacity,the model was found to be able to give satisfactory effect.
    本文把这两种方法结合在一起,建立了基于偏最小二乘回归的神经网络投影寻踪耦合模型,对城市水资源承载能力进行了预测,并取得了满意效果.
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    Study on population supporting capacity of land resources in Shule river basin
    疏勒河流域土地资源承载能力研究
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  carrying
The persistence of the infectious disease and disease-related deaths can lead to a new equilibrium population size below the carrying capacity.
      
Chitosan-sodium alginate-hemoglobin microcapsules are expected to become an artificial oxygen-carrying therapeutic agent with sustained release for intravenous injection.
      
Results indicate that the annual accumulation of different forest litters is about 6.80-20.21 t/hm2 and the maximum water carrying capacity ranges from 1.8 to 4.6 mm.
      
Among them the water carrying abilities of the litter of Lithocarpus glabra and natural deciduous forests are larger than that of Pinus massoniana.
      
A power function relationship exists between the accumulated water-carrying volume and time.
      
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The arch type gravity dam has the advantage of , uniform distribution of stresses in it, and also, of higher compressive stresses near the heel at its base than that of ordinary gravity dam. It is anticipated that the arch type gravity dam will have greater factor of safety. Rupture tests have been made to study the overloading factors of the arch type gravity dam and to compare it with the ordinary gravity dam. In the paper, model similarity of rupture test is derived. The method of the tests is described....

The arch type gravity dam has the advantage of , uniform distribution of stresses in it, and also, of higher compressive stresses near the heel at its base than that of ordinary gravity dam. It is anticipated that the arch type gravity dam will have greater factor of safety. Rupture tests have been made to study the overloading factors of the arch type gravity dam and to compare it with the ordinary gravity dam. In the paper, model similarity of rupture test is derived. The method of the tests is described. Altogether twelve models have been tested: 2 of the ordinary gravity dam, 1 of the ordinary gravity dam with vertical construction joint, 9 of the arch type gravity dam divided into three groups. From the results of these tests, the following conclusion may be drawn: 1) The Overloading factor under rupture of the arch type gravity dam is 8%-19% higher than that of ordinary gravity dam. And the overloading factor, under rupture, of the ordinary gravity dam with vertical construction joint is 25%-30% lower than that of the ordinary gravity dam without vertical construction joint. Vertical construction joint, however, are always used in the ordinary gravity dams, but could be avoided in the arch type gravity dam. Therefore, the arch type gravity dam will have greater factor of safety than the ordinary gravity dam. 2) During the tests of rupturing the models, cracks occured at the upstream face of the ordinary gravity dam. As for the arch type gravity dam, cracks occured near the inner face of the arch. The cracks at the upstream face of the dam will greatly in crease the uplift pressure, thereby endangering the dam. Therefore, the way of cracking of the dam near rupture is also in favor of arch type gravity dam,

(一)重力坝超载破坏的原因是多方面的,而且比较复杂。本文讨论新型的腹拱式重力坝由于改善了结构特点和应力状态,对提高超载破坏能力的影响,并与相应的宽缝重力坝进行比较。(二)本文阐述了结构破坏的模型试验原理,并附带地提到地基连接条件及纵缝灌 浆条件的模拟。(三)对实验方法,模型制作,加载方法,量测方法,以及实验步骤进行了阐述。(四)根据上述原理和方法进行了十二组模型超载破坏试验,模型材料均采用砼, 比例尺为1:200,根据实验结果初步分析如下: 1)腹拱坝和同体积宽缝坝的超载能力,在其他条件相同时,腹拱坝较宽缝坝大 8%-19%,初步证明了腹拱坝具有较好的承载能力。 2)就腹拱坝而言,其坝体剖面形状对超载能力亦有颇大影响。实验结果,初步认 为腹拱高约占坝高1/3左右,倾角与合力线大致吻合(一般为60°-66°),拱顶曲率 适当减少,前后腿厚度比在1.2-1.4之间比较适宜。 3)坝体破坏的原因均由于主拉应力破坏,宽缝坝裂缝由外而内,腹拱坝则由内拱 向外裂开,因而在抵抗渗透的危险上腹拱坝亦有利。 4)对带有纵缝灌浆的宽缝坝进行的破坏试验说明,从缝对超载能力有一定影响,超载系数与同样的整体宽缝坝要低25-...

(一)重力坝超载破坏的原因是多方面的,而且比较复杂。本文讨论新型的腹拱式重力坝由于改善了结构特点和应力状态,对提高超载破坏能力的影响,并与相应的宽缝重力坝进行比较。(二)本文阐述了结构破坏的模型试验原理,并附带地提到地基连接条件及纵缝灌 浆条件的模拟。(三)对实验方法,模型制作,加载方法,量测方法,以及实验步骤进行了阐述。(四)根据上述原理和方法进行了十二组模型超载破坏试验,模型材料均采用砼, 比例尺为1:200,根据实验结果初步分析如下: 1)腹拱坝和同体积宽缝坝的超载能力,在其他条件相同时,腹拱坝较宽缝坝大 8%-19%,初步证明了腹拱坝具有较好的承载能力。 2)就腹拱坝而言,其坝体剖面形状对超载能力亦有颇大影响。实验结果,初步认 为腹拱高约占坝高1/3左右,倾角与合力线大致吻合(一般为60°-66°),拱顶曲率 适当减少,前后腿厚度比在1.2-1.4之间比较适宜。 3)坝体破坏的原因均由于主拉应力破坏,宽缝坝裂缝由外而内,腹拱坝则由内拱 向外裂开,因而在抵抗渗透的危险上腹拱坝亦有利。 4)对带有纵缝灌浆的宽缝坝进行的破坏试验说明,从缝对超载能力有一定影响,超载系数与同样的整体宽缝坝要低25-30%左右,破坏规律?

According to orthogonal tests and analysis of variance for several scrts of paddy-field soils, the Burgers 4-element model is accepted as a general model for paddy-field soils in South China, and it is concluded that the rheological coefficients are dependent on soil ccnditions, but independent of load conditions(shape and size of bearing surfaces, load per unit area).The above principle leads to the idea that a stress-strain-time graph of rheological soils, characterized by paddy-field soils in Scuth China,...

According to orthogonal tests and analysis of variance for several scrts of paddy-field soils, the Burgers 4-element model is accepted as a general model for paddy-field soils in South China, and it is concluded that the rheological coefficients are dependent on soil ccnditions, but independent of load conditions(shape and size of bearing surfaces, load per unit area).The above principle leads to the idea that a stress-strain-time graph of rheological soils, characterized by paddy-field soils in Scuth China, may be developed un-der definite soil ccnditions, and a rheological surface is generated in the 3-dimensio-nal space of stress, strain and time by rheological curves when stresses are limited within a definite range. It is also expected that this graph may be of some benefit to the traction and tillage research.

本文根据对多种水田土壤的正交试验和方差分析,采用Burgers四元件模型作为我国南方水田土壤的通用变流模型,并得出下列结论:这些土壤各流变参数的值,与土壤条件有关,与载荷条件(承载面形状和面积、单位面积载荷)无关。 根据上述原理,作者提出我国南方水田土壤所表征的流变型土壤在一定土壤条件下的应力-应变-时间图,以及当应力在一定范围内时,流变曲线族在应力-应变-时间三维空间内舒展成流变曲面的概念;也提出了将此图应用于行走装置和切削元件研究的设想。

According to the structure of arch dams and property of stress distribution, it is considered that the juctures of dam sections, the juction parts of a dam and its foundation, as well as the joint face between concrets are frail in strength. As arch dams' fractures result in redistribution of stress, to improve calculation we have used six nodes isoparametric elements in Finite Element Method.Arch dam crack field is determined with stress of element Gauss points, pressed dam elements have been used to analog...

According to the structure of arch dams and property of stress distribution, it is considered that the juctures of dam sections, the juction parts of a dam and its foundation, as well as the joint face between concrets are frail in strength. As arch dams' fractures result in redistribution of stress, to improve calculation we have used six nodes isoparametric elements in Finite Element Method.Arch dam crack field is determined with stress of element Gauss points, pressed dam elements have been used to analog the joint part of a dam and its foundation.Based on the non-linear analysis of arch dams, a method of estimating ultimate load capacity for arch dams has been developed. Since the stress transfers slowly when cracks hvae occured and elements cracks befall frequently while dams are damaged, the initial stress method and variable stiffness method became improper for calculation. In this paper an alternative iteration method with more accuracy is proposed

本文根据拱坝结构和应力分布的特点,假设坝段缝、边缘接触面和新老混凝土交接面是拱坝的几个强度薄弱面.由于这些面的开裂引起坝体应力的重分布.在有限元计算时采用六节点等参数单元,以单元高斯点的应力值确定坝体开裂范围,同时采用压扁的坝体单元来模拟坝体与地基的接缝.在拱坝非线性分析基础上探讨了拱坝极限承载能力的估算方法,由于接缝单元开裂后应力转移缓慢且拱坝破坏时坝体单元开裂很多,单纯用初应力法或变劲度迭代法已不能满足计算的需要,本文提出用交替迭代法可以得到较好的效果.

 
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