英语翻译Comparative calculations perfon-ned for shapes of gravit

英语翻译
Comparative calculations perfon-ned for shapes of gravity dams with the downstream face at a 70 or 80% incline under a special load combination indicated that tensile stresses of up to 15-20 kg/cm 2 develop in the monolithic shape in the upstream face (including even along the contact with the foundation).This suggests that under average seismic loadings,we cannot avoid cracking in the upstream face.This situation confirms the expediency of constructing dams with a lining on the upstream face,particularly in seismically active regions.
The stability of the dam and its elements was determined for conditions of the plane problem,disregarding the interlock of sections in the interseetional joints.In this case:
1.For a basic loading combination,one obtains safety factors of not less than 50% above the standard factor for the dam and its individual sections; a stability that is higher for the individual sections of the dam than for the dam relative to the foundation.The slope of the construction joints (i = 0.1)increasesthe safety factors by 15-20%.
2.For the special loading combination,one obtains a stability factor for the dam relative to its contact with the foundation that is 20% greater than the average; a safety factor that is above average for the stability along the horizontal construction joints.
A method that permits evaluation of the duration of the seismic effect was also used to provide a basis for the reduced shape.* It was found that inelastic displacements with respect to the horizontal construction joints and to the contact with the foundation did not occur,and the safety factors were higher than those obtained with a static application of shearing forces.
Considering that in the type of reduced shape that we have developed,the stability reserve is determined to a large degree by the dependability of the annseepage installations,we performed a check in which an emergency rupture of the coupling between the dam and grout curtain or lining was examined.In these cases,full seepage pressure was assumed in the coupling,while pressure that dropped linearly down to the tailwater eleva-ation was assumed beneath the dam,or the back pressure of water in the plane horizontal to the construction joint was introduced." The checks indicated that even in these cases the safety factor for shearing resistance of the dam section is reduced by at least 8-10%; it is stiU higher,however,than the average values for a basic loading combination.For the contact section itself,the safety factor for stability is reduced by o:It is still higher,however,than the average value for the special loading combination.The stability safety factors are still higher than average for the basic loading combination and during emergency shutdown of the antiseepage installations in combination with an 8-point earthquake;
google上直接翻译出来的句子不通顺，是不可以的，要处理通顺后的语句。急用（第二部分）

对比计算perfon-ned重力坝的形状和下游的面孔出现在70或80%有特殊斜面荷载组合表明拉应力的15 - 20公斤/厘米2开发的整体造型上游面(甚至包括沿联系了).这表明在平均地震载荷,我们无法避免开裂上游的脸.这种情况确定大坝建设的权宜之计与衬砌在上游面,特别是在地震频繁的地区.


坝体的稳定性和它的元素是确定为条件的平面问题,不顾联锁部在interseetional关节.在这种情况下.
1.对于一个基本载荷组合,安全系数得到不少于50%以上标准的因素对大坝和单独的部分,是一个稳定、提高个人的大坝坝相对比.施工缝的斜率(= 0.1)increasesthe安全因素以15 - 20%.
2.对于特殊的载荷组合,获得了稳定因素对大坝与它接触的基础,是比平均20%的不安全因素,一是高于平均水平的稳定的水平.


评估方法,允许地震影响的时间也可以用来提供依据,它是降低形状发现塑性位移的横缝施工和联系了,没有发生,安全系数均高于静态应用获得力量.剪切


考虑到在这个类型的降低,我们已研制出,形状的稳定性储备决心很大程度的可靠性的annseepage安装,我们进行了一项检查在紧急情况下的耦合关系破裂的大坝和工程帷幕灌浆或衬里.在这些情况下,假设渗透压力耦合,压力下降到tailwater eleva-ation线性假设下,或背压大坝的建设飞机横向联合进行介绍.”检查表明,即使在这种情况下,安全系数为抗剪承载力的坝段降低至少8 - 10%;它是stiU更高,然而,比一般的价值观为基本载荷组合.对于接触部分本身,安全系数为稳定性降低3 ~ o:它还高,然而,比一般的价值为特殊的加载的组合.稳定安全系数仍高于平均水平的基本受力组合,在紧急停车的防渗设施结合某问题的地震