Index: DamEngine/trunk/doc/Dam Engine - Functional Design/UpliftCalculations.tex =================================================================== diff -u -r1249 -r1279 --- DamEngine/trunk/doc/Dam Engine - Functional Design/UpliftCalculations.tex (.../UpliftCalculations.tex) (revision 1249) +++ DamEngine/trunk/doc/Dam Engine - Functional Design/UpliftCalculations.tex (.../UpliftCalculations.tex) (revision 1279) @@ -1,19 +1,19 @@ -\chapter{Uplift calculation} +\chapter{Uplift calculation}\label{sec:UpliftCalculation} \label{sec:UpliftCalculation} +\ProgramName makes calculations to see whether there is any uplift from the inner toe to the centre of the ditch bed. The formula from the VTV (2006) is used for this purpose. +\begin{equation} +\label{eq_opdrukveiligheid} + Uplift safety = \frac{\sigma_g}{\sigma_w} +\end{equation} -The check needs to be done as follows: -Check every point from DikeToeAtPolder to SurfaceLevelInside (from left to right) for uplift. -If uplift occurs, then correct PL3/PL4 value, so uplift does not occur. -All points in PL3 from this point to DikeToeAtRiver should be removed. -The PL3 continues from this point on with the specified slopegradient until polderlevel. -Make sure PL3 is always descending from left to right. +If there is no ditch present, the calculations will extend to the edge of the cross-section. -A better implementation (not implemented yet) would be: -Correct plline 3 or 4 for uplift according to -TRW (Technisch Rapport Waterspanningen bij dijken) par. b1.3.4 "Stijghoogte in het eerste watervoerende pakket" - - Adjust PL3/4 for all surface points from end of profile to toe of dike, so no uplift will occur in that surface point - - From the point, closest to the dike, (firstAdjustedPLPoint) where this correction has been made the following has to be done -/ * PL3/4 will continue horizontally from firstAdjustedPLPoint over a distance L = 2* d (d is height all layers above the aquifer) - * The the PL3/4 will go down in a slope of 1:50 to the PolderLevel - +The check for uplift is done at every surface line point from DikeToeAtPolder to SurfaceLevelInside (from left to right). + +The check for uplift has the following purposes: +\begin{itemize} + \item To decide if a LiftVan calculation is required, see \autoref{sec:CombinationBishopUpliftVan}. + \item To generate the piezometric levels, see \autoref{sec:CheckUplift}\newline +\end{itemize} + Index: DamEngine/trunk/doc/Dam Engine - Functional Design/DAM Engine - Functional Design.pdf =================================================================== diff -u -r1249 -r1279 Binary files differ Index: DamEngine/trunk/doc/Dam Engine - Functional Design/UseStabKernel.tex =================================================================== diff -u -r1249 -r1279 --- DamEngine/trunk/doc/Dam Engine - Functional Design/UseStabKernel.tex (.../UseStabKernel.tex) (revision 1249) +++ DamEngine/trunk/doc/Dam Engine - Functional Design/UseStabKernel.tex (.../UseStabKernel.tex) (revision 1279) @@ -4,16 +4,30 @@ For stabilily calculation the DAM engine uses the kernel used by D-Geo Stability 15.1 This use is restricted to the options described in this chapter. -\section{REQ.Model}\label{REQModel} +\section{Model}\label{sec:Model} The DAM Engine must be able to make calculations with following models: \begin{itemize} \item Bishop \item LiftVan (Uplift Van in D-Geostability) \item Horizontal balance \end{itemize} - All models are available for inwards stability. For outward stability only Bishop is used. +All models are available for inwards stability. For outward stability only Bishop is used. + +The choice of the model is partly user-defined, partly automatic:\\ +User can choose Bishop, Uplift Van or combination Bishop/Uplift Van.\\ +User can not choose Horizontal balance, this is part of the RRD scenario selection, see \autoref{sec:UpliftCalculation}. + +\subsection{Combination Bishop/Uplift Van} +\label{sec:CombinationBishopUpliftVan} +The combination Bishop/Uplift Van give three results: +\begin{enumerate} + \item Bishop + \item Uplift Van (is made when \textit{\textcolor[rgb]{0.65,0.16,0}{UpliftCriterionStability}}) is higher than the uplift safety (see \autoref {sec:CheckUplift}). + \item Normative result (lowest safety factor) of both. +\end{enumerate} + \section{Slip plane definition and calculation area}\label{sec:PlaneDeinitionAndCalculationArea} \subsection{Grid generation} Index: DamEngine/trunk/doc/Dam Engine - Functional Design/REQDataGenerationWater.tex =================================================================== diff -u -r1249 -r1279 --- DamEngine/trunk/doc/Dam Engine - Functional Design/REQDataGenerationWater.tex (.../REQDataGenerationWater.tex) (revision 1249) +++ DamEngine/trunk/doc/Dam Engine - Functional Design/REQDataGenerationWater.tex (.../REQDataGenerationWater.tex) (revision 1279) @@ -140,39 +140,84 @@ \begin{figure}[H] \centering \includegraphics[width=1\textwidth]{pictures/wsp_1WL.png} - \caption{Schematisatie van waterspanningen in de situatie van \'e\'en watervoerende laag} + \caption{Schematization of the water pressures in 1 aquifer situation} \label{fig:wsp_1WL} \end{figure} \begin{figure}[H] \centering - \includegraphics[width=0.7\textwidth]{pictures/dempingfactor.png} - \caption{Gebruik van dempingsfactor (f) en reductie pi\"ezolijn aan de polderzijde (X) voor schematisatie horizontaal stijghoogteverloop} + \includegraphics[width=1\textwidth]{pictures/dempingfactor.png} + \caption{Use of damping factor (f) and reduction of piezometric level at polder side (X) for horizontal schematization of water levels} \label{fig:dempingfactor} \end{figure} - \section {Correction for uplift}\label{sec:CheckUplift} The check for uplift is described in \autoref{sec:UpliftCalculation} -\ProgramName makes calculations to see whether there is any uplift from the inner toe to the centre of the ditch bed. The formula from the VTV (2006) is used for this purpose, together with the initial schematisation for the piezometric heads (see \autoref{sec:InitialPiezoHeads})\newline +If uplift is calculated,\ProgramName lowers the PL3 or PL4 (if present) to a value in which uplift just no longer occurs, in other words to the point at which there is an unstable equilibrium (zie \autoref{fig:redPL}). -\begin{equation} -\label{eq_opdrukveiligheid} - opdrukveiligheid = \frac{\sigma_g}{\sigma_w} -\end{equation} - -If there is no ditch present, the calculations will extend to the edge of the cross-section. If uplift is calculated,\ProgramName lowers the PL3 or PL4 to a value in which uplift just no longer occurs, in other words to the point at which there is an unstable equilibrium(zie \autoref{fig:redPL}) - \begin{figure}[H] \centering \includegraphics[width=1\textwidth]{pictures/redPL.png} \caption{Lowering of piezometric head in the presence of uplift. \ProgramName checks for uplift starting at the inner toe and extending to the edge of the profile and adapts the piezometric head accordingly until an unstable equilibrium is attained.} \label{fig:redPL} \end{figure} +The PL3/PL4 continues from this point on with the specified slopegradient (\textcolor[rgb]{0.65,0.16,0}{\textit{SlopeDampingPiezometricHeightPolderSide}}) until polderlevel with the condition that +PL3/PL4 is always descending from left to right. +When a ditch is present Uplift is checked conform Bijlage 1 of Technisch Rapport Waterspanningen bij dijken (TAW, 2004), without the last bullit (thickness of layer under ditch is between the width of the bottom and width of the ditch). +\ProgramName follows the flowchart of \autoref{fig:FlowchartUpliftDitch}. + +\begin{figure}[H] + \centering + \includegraphics[width=1\textwidth]{pictures/FlowchartUpliftDitch.png} + \caption{Flowchart check Uplift when ditch is present.} + \label{fig:FlowchartUpliftDitch} +\end{figure} + +Next figures are explaining the flowchart. + + +\begin{figure}[H] + \centering + \includegraphics[width=0.5\textwidth]{pictures/UpliftDitchA.png} + \caption{Uplift calculation when ditch is present, thicknes layer is larger than ditch} + \label{fig:UpliftDitchA} +\end{figure} + +\begin{figure}[H] + \centering + \includegraphics[width=0.5\textwidth]{pictures/UpliftDitchB.png} + \caption{Uplift calculation when ditch is present, thicknes layer is smaller than ditch} + \label{fig:UpliftDitchB} +\end{figure} + +When uplift occurs at the location of the ditch it is possible that by deleting previous points of the PL line also uplift occurs between toe and ditch. While using the initial PL line, no uplift occurs. See \autoref{fig:UpliftDitchC}. An extra check is made for uplift between toe and ditch ("Hier weer opdrijven"') + +\begin{figure}[H] + \centering + \includegraphics[width=0.5\textwidth]{pictures/UpliftDitchC.png} + \caption{Uplift calculation between toe and ditch after uplift calculation at ditch} + \label{fig:UpliftDitchC} +\end{figure} + + + + +%A better implementation (not implemented yet) would be: +%Correct plline 3 or 4 for uplift according to +%TRW (Technisch Rapport Waterspanningen bij dijken) par. b1.3.4 "Stijghoogte in het eerste watervoerende pakket" + %- Adjust PL3/4 for all surface points from end of profile to toe of dike, so no uplift will occur in that surface point + %- From the point, closest to the dike, (firstAdjustedPLPoint) where this correction has been made the following has to be done +%/ * PL3/4 will continue horizontally from firstAdjustedPLPoint over a distance L = 2* d (d is height all layers above the aquifer) + %* The the PL3/4 will go down in a slope of 1:50 to the PolderLevel + % + + + + \section {Definitive schematisation pore pressures}\label{sec:DefPorePressure} The definitive schematisation for the pore pressures is produced on the basis of the initial generation of the pore pressures and the check for uplift. This involves the straight-line interpolation of values in a horizontal direction between the various calculated tipping points in the PL lines.