A critical temporary, evenly distributed load on the collapse prism, at which the wall begins to deform along with part of the stone outline along the base (not taking into account the weight of the stone outline and the additional strut in the range from -9.75 to -12.0, as calculated by eng, K. Kushkis, although this is not always acceptable).
If we take into account the additional spacer in the range from — 9.75 to — 12.0 and the weight of the part of the stone outline sliding along with the wall, then the value for the Bond will be even lower. In the article by ing. K. Kushkis, the same load is calculated to be 16.9 t/m2.
Such a large discrepancy in the calculation of the value is explained by the fact that the calculation for sliding was made not on the ground, but on a stone outline in a plane at a distance of -9.75 m, and therefore the coefficient of friction of concrete on a stone outline of 0.55 was adopted, and the result of this calculation is incorrectly considered by eng. K. Kushkis as a calculation for wall sliding on the ground of the base. In fact, when sliding on the loamy soil of the base, the coefficient of friction is assumed to be equal to the coefficient of friction of the soil, and the adhesive force is additionally taken into account. In addition, the ground expansion was incorrectly calculated, since the bulk weight of the filling soil, which is more than one, was not taken into account.
Thus, if we take the margin coefficient for sliding the embankment on the ground to = 1.5, the permissible temporary, evenly distributed load, according to our calculation, will be 4.0 t/m2.
Calculated by Engineer K. Kushkis with the same reserve coefficient K =1.5, the permissible load on the collapse prism P =7.0 t/m2 is critical, at which the wall slides.
In fact, the most dangerous type of deformation should not be considered overturning, as it turns out according to the calculation of eng. K. Kushkis, but bulging of the soil due to the combination of zones of plastic deformations of the base soil under the wall.
Overturning and sliding along the base can, under certain conditions, take place on dense soils; the soil at the base of the embankment in question should be classified as weak compressible soils (loam with an internal friction angle of 20 ° and an adhesion of 0.03 kg/cm2), which is why in this case the most dangerous should be considered soil deformation, mainly under the outer face the embankment.
Studies of deformations of similar structures of existing embankments on loamy and weak clay soils confirm the above.
It does not follow from the above that to calculate massive embankments, you can use only old calculation methods that have been proven over many years of work of structures in kind. The achievements of recent years in the theory of calculating foundations, taking into account plastic deformations of the soil, should also be applied in the practice of port construction, but the existing old methods (in particular, the method of Professor N. M. Gersevanov) should not be neglected, as sufficient experimental material has not yet been accumulated to correctly select the coefficients of the stability margin.
Due to the recalculation of existing structures in order to use excessive possible reserves of stability, it is of great importance to study and laboratory the mechanical and physical properties of soil samples and methods for extracting samples with undisturbed structure in marine construction. Real free porn movies https://exporntoons.net online porn USA, UK, AU, Europe.