Plaxis 2D Examples Software Programs Into
This feature is implemented as fully dynamic behaviour, not as a pseudo-static calculation enhancement.The tutorial lessons are alsoavailable in the examples folder of the PLAXIS program directory and can be used tocheck your results.The Tutorial Manual does.: The proneness to implement software programs into the civil engineering industry began as pedagogical concerns for the future as civil engineer. Land surveying, a specialized subdivision of civil engineering, depends heavily on the computerization of the industry. PLAXIS is a program that has been developed specifically for the analysis of deformation, stability, and stress in geotechnical engineering.
The test result obtained from the MNTRL is studied using Plaxis 2D (BENTLEY). The first 9 meters of soil layer consists of Yellowish stiff to hard silty sandy clay, next 11 meters consists of very dense medium coarse grain clayey silty sand with fine gravel. The bore hole terminates at a depth of 20 meters. The modeling of mentioned site is going to be done by Plaxis 2D Software. Model Geometry PLAXIS 2D (a) and PLAXIS 3D (b). In the example the base of the dam is located at d40m.
Three examples described in the literature (Loukidis et al.,2003 Kontoe et al., 2013) are reproduced using PLAXIS 2D CONNECT Edition V20 Update 2 to illustrate the fundamentals of the pseudo-static approach. The generated mess of borehole will be analysed with different phase condition of staged construction using various soil input parameters provided. The result obtained will be analysed using deformed mess, effective stress, void ratio, plastic points, tension cut-off points and cohesion on different node points of element. Shahpur is located at 21.23°N 76.22☎.
In all examples, 2D plane-strain conditions are considered.1. Note that these forces are applied to the whole mesh.Three examples described in the literature (Loukidis et al.,2003 Kontoe et al., 2013) are reproduced using PLAXIS 2D CONNECT Edition V20 Update 2 to illustrate the fundamentals of the pseudo-static approach. In this approach, the effects of dynamic loading (such as earthquake-induced loading) are represented by equivalent inertial forces, which are approximated as constants body forces, with magnitude proportional to the horizontal and/or vertical accelerations imposed by the dynamic loading:Where F x, F y and F z are the components of the body force along x-, y- and z-direction, k x, k y and k z are the corresponding pseudo-static acceleration coefficients, which are input parameters, and W is the weight of the mass.
Cantilever retaining wall subjected to a horizontal pseudo-static accelerationThe third example consists of a 1.0-thick and 20.0 m-long cantilever retaining wall modeled with solid elements and “wishedin-place” in a homogeneous dry 40 m-thick soil deposit overlying a rigid bedrock.Regarding the wall, its mechanical response was modeled using a simple isotropic linear elastic model, with a Young modulus of E = 28 GPa and a Poisson’s ratio of n = 0.13. The initial stress state is generated via: (1) generation of the stress state in a level ground deposit using a K 0-procedure and (2) simulation of the excavation required to shape an 8 m-high slope.Subsequently, a pseudo-static analysis is performed to evaluate the critical horizontal pseudo-static acceleration coefficient, k x,crit.The failure mechanism is illustrated in Figure 2 and the critical horizontal coefficient was equal to 0.243.Figure 2: Incremental shear strains at the last step of the pseudo-static analysis of a homogeneous dry slope3. The Mohr-Coulomb model is employed in the numerical analysis and the only difference in relation to the previous example consists of the use of an associated flow rule, meaning that a dilatancy angle, y, of 20° is adopted in this case.
An important pitfall of pseudo-static finite element analysis. The force-based pseudo-static analysis may be a reliable tool for the preliminary assessment of the stability of geotechnical structures against seismic failure.Kontoe, S., Pelecanos, L. The k x,crit coefficient was estimated at 0.353.Figure 3: Plastic points at the last step of the pseudo-static analysis of a cantilever retaining wallIn all three cases analyses, critical horizontal pseudo-static acceleration coefficients similar to those reported in the literature were obtained. A construction phase sequence consisted of: (1) generation of the stress state in a level ground deposit using a K 0-procedure (2) simulation of the “wished-in-place” construction of retaining wall and of the excavation required to shape a 8 m-deep cutting and (3) application of a horizontal pseudo-static acceleration of −0.40 g.As shown in Figure 3, plastic stress points developed at the base of the model and around the wall but they do not interact with each other. The soil-structure contact was considered perfectly rough, meaning that no interface was used to simulate it.
Géotechnique, 53 (5), 463–479. Stability of seismically loaded slopes using limit analysis.
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