This reference section discusses these options for each GeoStudio product. Some parameters are common to all gauss points, nodes and slices. These are shown in the first table below. Elapsed time for the current iteration Finite Element Solvers only Current iteration count number Finite Element Solvers only The identification of the object. ID Note: this does not require GetParam. The next sections show the various parameters that are available in each product and for each type of function. A word of caution some of the requested parameters may not be available for all analyses in a product.
Also, some may only have valid data AFTER the first iteration or time step so be sure to put checks in your class logic to deal with missing data. Read the description column of the tables as there are often rules that are unique to each type of parameter.
In the tables below there is a listing of each type of function that can be replaced by an Add-In. If the function name is ShearStress y versus NormalStress x , for example, then your Add-In function will be passed the current location normal stress as a default value and the solver is expecting the Add-In to return the desired shear stress at that location. In other words, every Add-In already has one piece of data in it that being the x value passed by the solver.
It is not necessary to use the GetParam data call to access the same data passed to the Add-In as a default value. The pore water pressure at the base of the slice for the Shear-Normal function only. The base slice angle in degrees. Note the negative and positive angle convention. The total normal stress at the base of the slice for the Shear-Normal function only. The computed boundary force on a displacement BC or excavated node.
The data is for the last load step, not the current step. The computed rotation radians or moment on a structural beam node at the end of the last load step. The total head or excess pore-water pressure at a node computed or present at the start of the current load step. There will only be data for effective stress analysis models. This is the initial condition stress state or computed stress state at the end of the last load step or iteration. It is updated each iteration.
In an Add-In model, the previous iteration stresses are passed in to the Add-In by default and then these are updated based on new incremental strain and passed back to the solver where they are saved.
This is the cumulative strain since the start of the analysis and computed after the incremental displacements are solved and after the new stress state is computed on each iteration. This is the current pore-water pressure based on initial conditions or the solved value at the end of the last load step. It is only valid in effective stress analyses.
This is the void ratio computed internally for certain soil models OR computed in an Add-In model and passed back to, and saved by, the solver at the end of the previous iteration. This is the value of the function that modifies the hydraulic conductivity based on the current vertical effective stress. This is the current hydraulic conductivity at a gauss point. This is the current water content by volume and is computed using the water content function. The second value is the slope of the function.
This is the last time step computed x and y velocity. This is the last time step computed gradients. Caution: some of the requested parameters may not be available for all analyses. Yes Yes. For Nodes with a hydraulic boundary, this is the last time step instantaneous water flux and the cumulative flux since the start of the analysis. This is the current pore-water pressure based on initial conditions or the solved value at the end of the last iteration.
The Y direction value depends on the K ratio and anisotropy values specified. This is the current air conductivity at a gauss point. This is the last time step computed x and y air velocity. This is the last time step computed air head gradients.
The density of air at the gauss point as computed at the last iteration. The instantaneous and cumulative air flux at the end of the last time step. The instantaneous and cumulative volume air flux at the end of the last time step. The total non-infiltrated or ponded volume of water sitting on a surface mesh node that has a small q unit flux boundary condition applied to it.
The air content at the last iteration. Is equal to the porosity minus the water content. Its used to update the air density. The temperature at a node computed at the start of the current time step. The oxygen or radon gas concentration at a node computed at the start of the current time step. Will be zero or missing if the gas analysis option is off. The computed instantaneous gas flux at a gas boundary condition node at the end of the last iteration.
Will be missing if gas analysis is turned off. This is the vapor pressure in the soil as of the end of the last iteration. This is the gas radon or oxygen diffusion coefficient as of the end of the last iteration. This is the temperature as of the end of the last iteration. This is the unfrozen water content as of the end of the last iteration. This is the volumetric air content as of the end of the last iteration. It is equal to the porosity minus the water content minus the ice content.
This is the change in unfrozen water content per change in temperature at last or current iteration, depending on when you ask for this value. This is the volumetric heat capacity at the current or last iteration, depending on when you ask for the value. This is the current thermal conductivity. These are the gauss point vapor velocities as of the end of the last iteration. The thermal flux at a node at the end of the last time step.
The cumulative thermal flux at a node since the start of the analysis. This is the current thermal conductivity at a gauss point. This is the last time step computed x and y thermal flux within an element.
The mass flux at a node at the end of the last time step. The cumulative mass flux at a node since the start of the analysis. This is the coefficient of dispersivity in each direction at the start of the iteration.
These are the Peclet numbers for this iteration. This is the concentration at the Gauss point for the current iteration. These are the mass values at a gauss point at the start of the iteration. Mass is in the fluid, and adsorbed to solids. The total mass is the sum. This is the current adsorption coefficient and the slope of the adsorption function at the current iteration. No No No No No. In this Add-In version, the function prompts the user for a C and Phi to the left and right of an arbitrary X coordinate, also input through the function.
If the actual slice coordinate during the solving is to the left of the X value, one set of C and Phi are used.
If the slice X is to the right of the arbitrary X coordinate, the second set of C and Phi are used. The function also asks for an extra X value to be input for viewing purposes.
It's value will be retained until the function closes. The function then assumes the C and Phi vary. Notice there is no reference to Gsi. Function as it is not necessary if no GetParam data calls are needed. It asks for the two x,y coordinates and two stress values. Selection site for the dam The selection of a suitable site for the construction of a dam depends on various, factors which are briefly described below: 1.
There should be water tight rim for the reservoir formed by the surrounding hills up to the proposed elevation of the dam. The value of the property and land submerged in the reservoir created by the propose dam should be as low as possible.
Suitable foundations should be available at the dam site. It's however possible to Improve the foundation conditions by adopting appropriate foundation treatments. Special site requirement for the spillway. For economy it's necessary that the length of the dam should be as small possible and for a given height it should store large volume of water.
It therefore follows, that the river valley at the dam should be as narrow as possible and should open out upstream to create a reservoir with as far as possible large storage capacity often the dam is located on the downstream of the confluence of two rivers, So that advantages of both the valleys to provide larger capacity is available. As far as possible the dam should be located on high ground as compared to the river basin. This will reduce the cost and facilitate drainage of the dam section.
A suitable site for the spillway should be available in the vicinity of the dam if the spillway is to be located separately from the dam. From the standpoint of economy the economy the bulk of the materials required for the Construction of dam should available at or near the dam site. Immediately on the upstream of the dam site 8. Dam site should be such that the reservoir would not silt up soon.
For this if any of tributaries of the river is transporting relatively large quantity of sediment, and then the dam site may be selected on the upstream of the confluence of this tributary with the river. This would facilitate transportation of men, machinery and various other essential items to the dam site. In the near vicinity of the dam site sample space with healthy environment must be available for establishing colonies for lab our and other staff members associated with the construction of dam.
The dam site should be such that it involves minimum overall cost of construction as well as minimum cost of subsequent maintenance. Selection dam type: The following main factor are examined in stage of selecting dam type 1. Topography and geological condition of the proposed dam site. Availability of suitable material for the dam.
The feasibility of spillway construction. The need to be able to cope with conditions of extreme flood and earthquake. Foundation for embankment:- Foundation competence of the dam site must be assessed in terms of stability, load- carrying capacity, compressibility soils or deformability rocks , and effective mass permeability. The investigative techniques to be adopted will depend upon the geomorphology and geology of the specific site.
It is important, however, to identify and consider the influence of inter bedded thin and more permeable horizons which may be present, e. Considerable care is required in the examination of recovered samples to detect all such features.
The determination of appropriate shear strength parameters for evaluating foundation stability is of major importance. For a foundation on rock positive identification of the weathered rock profile may prove difficult. In situ determination of shear strength parameters may also be necessary, using plate loading tests in trial pits or adits, or dilatometer or pressure meter testing conducted within boreholes.
The latter techniques are particularly suitable in softer rocks containing very fine and closely spaced fissures. The nature of such formations also ensures that investigations are, in principle, relatively straightforward. The soft consistency of the clays may necessitate the use of special sampling techniques. In such situations continuous sampling or in situ cone penetrometer testing techniques offer advantages. Stability and settlement considerations will require the determination of drained shear strength and consolidation parameters for the clay.
In a high proportion of such instances the soil conditions are very complex, with permeable and much less permeable horizons present and closely interbedded. Where the decision is still open, the investigation must cover either option; both require a full understanding of the site geology. Chapter 3 Foundation of Alyawa dam 3. Foundation Three boreholes are drilled at dam axis as shown in figure 3. Test BH No. Overburden layer shall be removed therefore a cut depths between 3 to 4 m are used.
Figure Geological Cross Section. According to low permeability and sound foundation at dam site, there is no need for curtain grouting or consolidation grouting; Table 3. And all logs information is listed in Annex 1. Table Site Permeability Test Results. Test Depth Lugeon Location B. Test No. Dam Construction Material Construction material is available near the dam site. Samples were taken and required tests were carried out. The embankment construction materials are available in the vicinity of the dam.
The quality and availability of the materials were proved by extensive site and laboratory geotechnical investigation works as presented in the geotechnical report. Clays are plastic due to their water content and become hard, brittle and non—plastic upon drying or firing.
Geologic clay deposits are mostly composed of phyllosilicate minerals containing variable amounts of water trapped in the mineral structure.
Depending on the content of the soil, clay can appear in various colors, from white to dull gray or brown to a deep orange- red. Clays are distinguished from other fine-grained soils by differences in size and mineralogy. Silts, which are fine-grained soils that do not include clay minerals, tend to have larger particle sizes than clays. There is, however, some overlap in particle size and other physical properties, and many naturally occurring deposits include both silts and clay.
Granular material A granular material is a conglomeration of discrete solid, macroscopic particles characterized by a loss of energy whenever the particles interact the most common example would be friction when grains collide.
The constituents that compose granular material must be large enough such that they are not subject to thermal motion fluctuations. On the upper size limit, the physics of granular materials may be applied to ice floes where the individual grains are icebergs and to asteroid belts of the solar system with individual grains being asteroids.
Some examples of granular materials are snow, nuts, coal, sand, rice, coffee, corn flakes, fertilizer and ball bearings. Powders are a special class of granular material due to their small particle size, which makes them more cohesive and more easily suspended in agas. Granular materials are commercially important in applications as diverse as pharmaceutical industry, agriculture, and energy production.
Research into granular materials is thus directly applicable and goes back at least to Charles-Augustin de Coulomb, whose law of friction was originally stated for granular materials.
According to material scientist Patrick Richard, "Granular materials are ubiquitous in nature and are the second-most manipulated material in industry the first one is water ". In some sense, granular materials do not constitute a single phase of matter but have characteristics reminiscent of solids, liquids, orgases depending on the average energy per grain.
However in each of these states granular materials also exhibit properties which are unique. As such granular materials under excitation can be thought of as an example of a complex system.
In — situ enclosure 3. Standard penetration test 3. Water pressure test Table chemical test result for clay construction material at borrow areas. Table Grain size distribution, compaction, permeability and chemical test results for granular material at borrow areas. Chapter Four GeoStudio Software 4. Introduction: While primarily intended for analyzing the stability of natural and man-made earth slopes, you can also use GeoStudio Basic for the analysis of confined and unconfined steady-state seepage problems, for the analysis of linear-elastic settlement and stress distribution problems, for the tracking of contaminants within ground water flow, for the analysis of freeze-thaw problems, and for 1D vadose zone and soil cover analyses.
Figure GeoStudio Tools 4. Modeling Practice A common tendency when using powerful modeling software is to build numerical models that are geometrically too complex. The geometric complexity is usually not required to obtain meaningful results.
Adopting this modeling principle makes GeoStudio Basic a very powerful analytical tool for use in practice in spite of its geometric limitations. Evaluation and Upgrading GeoStudio Basic allows you to evaluate a very high-end geotechnical software package with a minimal investment.
Starting with GeoStudio Basic is an excellent strategy. Once you are comfortable with using the software and you find that your projects dictate analyzing more complexity, you can upgrade to the full-featured version.
Everything that you have learned and done with the Basic Edition will be directly usable in the full-featured edition. Nothing will be lost by first acquiring the Basic Edition and subsequently acquiring the full-featured edition.
The transient feature allows you to analyze such problems as the migration of a wetting front and the dissipation of excess pore-water pressure. Then graphically apply boundary conditions and specify material properties. Material properties can be estimated from easily measured parameters like grain-size, saturated conductivity, saturated water content, and the air-entry value.
Generate contours or x-y plots of any computed parameter, such as head, pressure, gradient, velocity, and conductivity. Velocity vectors show flow direction and rate. Transient conditions can be shown as a changing water table over time.
Interactively query computed values by clicking on any node, Gauss region, or flux section. Slope stability analyses can be performed using deterministic or probabilistic input parameters. Stresses computed by a finite element stress analysis may be used in addition to the limit equilibrium computations, for the most complete slope stability analysis available. Then choose an analysis method, specify soil properties and pore-water pressures, define reinforcement loads, and create trial slip surfaces.
Display the minimum slip surface and factor of safety, or view each one individually. View detailed information about any slip surface, including the total sliding mass, a free body diagram and a force polygon showing the forces acting on each slice. Contour the factors of safety, or show plots of computed parameters. The Problems and Solutions 4. Dams and levees Dams and Levees are engineered barriers designed to retain surface water.
These structures are often required to limit water losses and pore-pressures through the barrier. This is often difficult to achieve because ideal natural materials are not always available at the site. As a result, advanced designs of dams and levees may include internal drains or barriers to trap or collect seepage water or to dissipate the hydraulic head that drives flow through the dam. Operation of the dam under changing water levels can further complicate the required design.
Finally, it is imperative that the dam or levee be stable under construction, operation, and draw down conditions. The Solution GeoStudio is a suite of software products that can be used to evaluate the performance of dams and levees with varying levels of complexity. Either long term steady state or detailed transient analyses can be done to consider time-dependent responses. Pore-water pressures and stresses can be included in an advanced stability analysis. Figure barriers designed to retain surface water 4.
Can Geotech J 33 3 — J Geotech Geoenviron 5 :1— J Hydrol — Geosci Front 9 6 — Energies 12 15 Geosci Front 7 1 — Tunn Undergr Space Technol — Zhou WH, Yuen KV, Tan F Estimation of soil—water characteristic curve and relative permeability for granular soils with different initial dry densities. Eng Geol —9. Download references. You can also search for this author in PubMed Google Scholar. Correspondence to Wengang Zhang. Reprints and Permissions.
Wang, L. Probabilistic stability analysis of earth dam slope under transient seepage using multivariate adaptive regression splines. Bull Eng Geol Environ 79, — Download citation. Received : 05 November Accepted : 20 January Published : 30 January Abstract This study was conducted in order to assess the existing stability of an impoundment dyke and provide analysis for long term stability, following construction of a buttress.
Brisbin, Aaron. Undergraduate Honours Thesis.
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