In order to further increase the speed and robustness of PLAXIS 2D calculations, starting with the PLAXIS 2D 2012 version, calculations are now always made on files stored on a local disk: the data necessary for the calculation is copied to the Windows TEMP folder when starting the calculation. Once the calculation is finished, it will move the resulting data from the Windows TEMP folder to the final save location.With this change calculations on Plaxis files stored in a network location become faster and more robust due to less network traffic.
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Plaxis 3D Foundation Version 2.1 Crack. دانلود plaxis 3d foundation v2.2. Ba tashakor az zahmatetoon lotfan file crack ham bezarid. Jun 29, 2016 Form Z (7. PLAXIS 3D is a powerful and user friendly finite element package intended for three-dimensional analysis of deformation and stability in geotechnical engineering and rock mechanics. PLAXIS is used worldwide by top engineering companies and institutions in the civil and geotechnical engineering industry.
Flexural cracking is controlled for the reinforced concrete structures by to ensuring to provide the required level of durability for the structure. Because of the saline seawater providing a highly corrosive marine environment for the tunnel units, it is common practice to impose tight limits for the flexural crack widths, particularly in the water-retaining external surfaces of the structure. Typically, maximum crack-widths on the external face will be limited to 0.15-0.2 mm, and on the inside faces, between 0.2 mm and 0.25 mm (ACI 318-11, 2011). The Post-earthquake displacements were used for the calculations of concrete crack-widths, using the formula given in the equation 1 below (ACI 224.2R-92, 2004).
Results of crack-width calculations are given in Table 5, which indicates that crack widths in the dynamic analysis of IBITT are found to be tolerable (0.15 mm) and less than 0.2 mm, the maximum value allowed for the inside and outside faces of the tunnel units (ACI 318-11, 2011).
The tests of concrete surface parameters described in [15] were carried out on the samples prepared in the laboratory. In these cases, the working conditions of the triangulation scanner were favorable in a controlled environment at a positive temperature and in the absence of other adverse atmospheric phenomena. Surface scanning in the laboratory is usually a preliminary step before further investigations, such as pull-outs [5,6], tension stresses, shear stresses, and a combination of shear and compression stresses [42] on samples of concrete surfaces with homogeneous, already known surface parameters. The research described in [42] was made with a profilometer and roughness parameters from the 2D group were obtained. The samples were subjected to further tests to determine the shear strength parameter. Maximum valley depth (Rv) presented an almost linear correlation with the concrete bond strength in shear. The results indicate that the Rv roughness parameter could be adequate to incorporate in design expression for the longitudinal shear strength of the interface between the concretes [42]. The current research on the CFA palisade is performed for 3D surface analysis, where the equivalent of the Rv parameter is the Dale void volume (Vvv) parameter. The Vvv parameter represents the void volume of dale at the areal material ratio p%. It can quantify the magnitude of the core surface, reduced peaks, and reduced valleys using the other functional volume parameters Vmp, Vmc, and Vvc. For sample areas 2 and 3, the values of the functional volume parameters Vmp and Vvv are higher than for samples 4 and 5. This can be ascribed to the particles of the composite earthwork layer with low strength parameters being more penetrated and moved by the concrete under forming pressure than the robust medium sand (MSa) soil. The peak material volume parameter Vmp describes the volume of concrete located on the highest peaks of the pile surface, which will be cracked or removed during the pile loading process. The volume featured by Vvv is filled with soil in the concrete valleys and again the values of the Vvv parameter are smaller for samples 4 and 5. Shaft friction between the concrete surface and the soil in the valleys is smaller, because the normal effective stress σz on the concrete surface in the cavities is less than the effective stress σz resulting from the soil rest pressure on the basic vertical surface of the pile. The obtained values of Vmp and Vvv explain the expected higher pile shaft resistance in the medium sand layer. Practical engineering application may take into account the influence of skewness and kurtosis on the static coefficient of friction. In [43], the effects of kurtosis and skewness on different levels of surface roughness were investigated independently. It was found that positive skewness values were associated with larger contact force, real area of contact, and tangential and adhesion forces than the Gaussian case, while negative skewness values predicted lower values tangential and adhesion forces and larger deviations from the Gaussian case. It was also found that distributions with kurtosis higher than 3 predict higher friction parameters compared with the Gaussian case, while distributions with kurtosis lower than 3 predict lower values than the Gaussian case [43]. In the case of the studied surface areas, lower shear strength can be expected for areas 2 and 3 than for areas 4 and 5.
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