Index: DamEngine/trunk/doc/Dam Engine - Functional Design/UseWBIPipingKernel.tex
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diff -u -r2664 -r6137
--- DamEngine/trunk/doc/Dam Engine - Functional Design/UseWBIPipingKernel.tex	(.../UseWBIPipingKernel.tex)	(revision 2664)
+++ DamEngine/trunk/doc/Dam Engine - Functional Design/UseWBIPipingKernel.tex	(.../UseWBIPipingKernel.tex)	(revision 6137)
@@ -1,60 +1,34 @@
 \chapter{Use of WBI piping kernel} \label{sec:UseWBIPipingKernel}
 
-The WBI use of the piping kernel consists of three sub failure mechanisms: uplift, heave and backward erosion. 
+The WBI use of the piping kernel consists of three sub failure mechanisms:
+\begin{itemize}
+	\item \nameref{sec:Uplift}
+	\item \nameref{sec:Heave}
+	\item \nameref{sec:InternalErosion}
+\end{itemize}
+
 The complete calculation is done by:
 \begin{enumerate}
 	\item The calculation of the uplift safety by determining the vertical balance of weight of the subsoil and the waterpressure at the top of the aquifer.
-\item The calculation of heave by checking the maximal gradient over the vertical waterflow at the uplift location. Heave is the vertical sand transport through the horizontal pipes towards the location of uplift breaching (the exit location.)The thickness layer is the distance where over heave occurs.
-\item The calculation of internal erosion with Sellmeijer revised.
-\item Checking the presence of sufficient horizontal seepage length (kwelweglengte) 
-\item Determiniation of the piping safety factor by dividing the required seepage length by the present seepage length.
+	\item The calculation of heave by checking the maximal gradient over the vertical waterflow at the uplift location. Heave is the vertical sand transport through the horizontal pipes towards the location of uplift breaching (the exit location.)The thickness layer is the distance where over heave occurs.
+	\item The calculation of internal erosion with Sellmeijer revised.
+	\item Checking the presence of sufficient horizontal seepage length (kwelweglengte) 
+	\item Determination of the piping safety factor by dividing the required seepage length by the present seepage length.
 \end{enumerate}
 
-Note that the seepage length is calculated by (XExit - XEntry) + DistanceToEntryPoint. XExit is the exit point (point where the uplift is located), XEntry is the location of the dike toe at riverside and DistanceToEntryPoint is an optional user defined value, default 0.
+\Note{The seepage length is calculated by (X$_{Exit}$ - X$_{Entry}$) + DistanceToEntryPoint. \\
+X$_{Exit}$ is the exit point (point where the uplift is located), 
+X$_{Entry}$ is the location of the dike toe at riverside and DistanceToEntryPoint is an optional user defined value, default 0.}
 
 The use by DAM of these functions is described in following paragraphs.
 
 \section{Uplift (uplift safety)}\label{sec:Uplift}
 For the uplift calculation DAM uses the DAM uplift calculation described in \autoref{sec:UpliftCalculation}
 
-%This function of the kernel is decribed in paragraph 3.3 in \citep{PipingKernel_FunctionalDesign}.
-%
-%Input of the kernel consists of:
-%
-%\begin{table}[H]
-	%\centering
-		%\begin{tabular}{|p{20mm}|p{20mm}|p{50mm}|p{50mm}|} \hline
-%\textbf{Symbol}& \textbf{Unit}  & \textbf{Description} & \textbf{Value in DAM}  \\ \hline
-%h$_{exit}$		 & m	 & phreatic level at the exit point (above reference level NAP)     & calculated, see \autoref{sec:PiezHeadUpliftLocation}    \\ \hline
-%$\Phi _{polder}$ & m & piezometric head in the hinterland (above reference level NAP) & \\HeadPl2 \ \\ \hline
-%$\Phi _{exit}$         & m     & piezometric head at the exit point (above reference level NAP)  & calculated, see \autoref{sec:PiezHeadUpliftLocation} \\  \hline
-%r$_{exit}$               &       & damping factor at the exit point  &  calculated, see \autoref{sec:PiezHeadUpliftLocation}  \\ \hline
-%m$_{u}$        & -   & model factor uplift &   ?    \\ \hline
-%D$_{cover,i}$	    & m    & thickness of the cover sublayer i at the exit point &  calculated, see \autoref{sec:DeterminationSoilParameters}   \\ \hline
-%$\sigma_{eff}$ &	kN/m$^{2}$ & effective vertical stress at the bottom of the cover layer & calculated, see \autoref{sec:DeterminationSoilParameters}  \\ \hline
-%$\gamma_{eff,cover,i}$   & kN/m$^{3}$ & effective volumetric weight of cover sublayer i  & calculated, see \autoref{sec:DeterminationSoilParameters} \\ \hline
-%$\gamma_{water}$  & kN/m$^{3}$  & volumetric weight of water &  9.81  \\ \hline
-%$\gamma$          & m     & leakage length on the landside of the dike (hinterland)    & New input for DAM \\ \hline
-		%\end{tabular}
-	%\caption{Input paramaters}
-	%\label{tab:InputParametersUplift}
-%\end{table}
-%
-%Output of the kernel for the uplift safety calculation is:
-%\begin{itemize}
-	%\item Z$_u$ (limit state function value)
-	%\item FoS$_{u}$ (factor of safety)
-	%\item $\Delta \Phi _{c,u}$ (critical head difference for uplift)
-	%\item h$_{c,u}$(critical water level for uplift)
-	%\item D$_{cover,i}$ (effective thickness of the cover layer at exit point)
-	%\item $\gamma _{eff}$(effective stress at the exit point)
-	%\item h$_{exit}$(piezometric head at the exit point)
-%\end{itemize}
-
 \section{Heave}\label{sec:Heave}
-This function of the kernel is decribed in paragraph 3.4 in \citep{PipingKernel_FunctionalDesign}.
+This function of the kernel is described in paragraph 3.4 in \citep{PipingKernel_FunctionalDesign}.
 
-In DAM is assumed that heave always occurs, until the connection to the WBI piping kernel is extended to the complete version (also adeptions in DAM UI)
+In DAM is assumed that heave always occurs, until the connection to the WBI piping kernel is extended to the complete version (also adaptions in DAM UI)
 
 Input of the kernel consists of:
 
@@ -64,11 +38,11 @@
 \textbf{Symbol}            & \textbf{Unit}  & \textbf{Description}    &\textbf{Value in DAM   }            \\ \hline
 i                 & -     & gradient at exit point & calculated based on the damping factor \\ \hline
 i$_{c,h}$                & -     & critical exit gradient & calculated based on the damping factor\\ \hline
-D$_{cover}$	    & m     & total thickness of the cover sublayer &  calulated, see \\ \hline	
+D$_{cover}$	    & m     & total thickness of the cover sublayer &  calculated, see \\ \hline	
 h$_{exit}$ & m NAP & piezometric head at the exit point & output kernel 	\\ \hline	
 $\Phi _{polder}$ & m & piezometric head in the hinterland (above reference level NAP) & {\textcolor[rgb]{0.65,0.16,0}{HeadPl2}}\\ \hline
 		\end{tabular}
-	\caption{Input paramaters Heave}
+	\caption{Input parameters Heave}
 	\label{tab:InputParametersHeave}
 \end{table}
 
@@ -83,8 +57,8 @@
 
 \section{Internal erosion (backward erosion)}\label{sec:InternalErosion}
 
-The WBI piping kernel facilitates the models Bligh, Sellmeijer both in original as revised (WTI2011)form. For now the use by DAM is restricted to Sellmeijer revised (WTI 2011)
-This function of the kernel is decribed in paragraph 3.5 in \citep{PipingKernel_FunctionalDesign}.
+The WBI piping kernel facilitates the models Bligh, Sellmeijer both in original as revised (WTI2011) form. 
+This function of the kernel is described in paragraph 3.5 in \citep{PipingKernel_FunctionalDesign}.
 
 Input of the kernel consists of:
 
@@ -102,16 +76,16 @@
 $\gamma_{sub,particals}$ & kN/m$^{3}$  & submerged volumetric weight of sand particles   &       16.5                               \\ \hline
 $\theta_{Sellmeijer,rev.}$  & deg   & bedding angle for Sellmeijer original &      37                                               \\ \hline
 $\eta$                   & -     & White’s drag coefficient        &   0.25                                         					      \\ \hline
-d$_{70}$                 & m     & 70\%-fractile of the aquifer’s grain size distribution   &  from soilmaterials.mdb               \\ \hline
+d$_{70}$                 & m     & 70\%-fractile of the aquifer’s grain size distribution   &  from soils.csv               \\ \hline
 d$_{70m}$                & m     & d70-reference value in Sellmeijer, revised    &    2.08E-4                                       \\ \hline
 $\kappa$                 & m$^{2}$     & intrinsic permeability      & calculated with  k, $\nu_{water}$ and g                      \\ \hline
-k                        & m/s         & hydraulic conductivity (Darcy)          & from soilmaterials.mdb                           \\ \hline
+k                        & m/s         & hydraulic conductivity (Darcy)          & from soils.csv                           \\ \hline
 $\nu_{water}$          & m$^{2}$ /s  & kinematic viscosity of water at 10 degrees Celsius   &  1.33 E-6                             \\ \hline
 g                      & m/s$^{2}$   & gravitational constant       & 9.81                                                          \\ \hline
 D				  			       & m		 & thickness of the aquifer	& calculated  							\\ \hline
 L                      & m     & seepage length                 &  calculated        \\ \hline
 		\end{tabular}
-	\caption{Input paramaters Internal erosion}
+	\caption{Input parameters Internal erosion}
 	\label{tab:InputParametersInternalErosion}
 \end{table}
 
@@ -122,7 +96,7 @@
 	\item FoS$_{p}$ (factor of safety)
 	\item h$_{c,p}$(critical water level for uplift)
 	\item $\Delta$ H$_{c}$ (critical head difference)
-	\item h - $_{exit}$- r$_{c}$D$_{cover}$(reduced head drop this the head drop which is reduced by the head drop over the exit channel)
+	\item h - h$_{exit}$- r$_{c}$D$_{cover}$(reduced head drop this the head drop which is reduced by the head drop over the exit channel)
 \end{itemize}
 
 
