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%  New template code for TAMU Theses and Dissertations starting Fall 2012.  
%  For more info about this template or the 
%  TAMU LaTeX User's Group, see http://www.howdy.me/.
%
%  Author: Wendy Lynn Turner 
%	 Version 1.0 
%  Last updated 8/5/2012
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%%                           APPENDIX A 
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\phantomsection

\chapter{\uppercase{Post Processing Results}}
\label{app:postp}
\section{Control Test}
\noindent The 1 m$^3$ foundation is embedded 0.76 m.  The depth of investigation for this experiment is 3.06 m and the RMS for the inverted IP section is 1.21 mV/V.
\begin{figure}[!ht]
\setlength{\unitlength}{0.8cm}
\centering
\begin{picture}(18.89,12)
\put(1.2,0){\includegraphics[width=0.85\textwidth]{figures/chargeone}}
%\put(5,4.82){Element 1}
%\put(5,4.28){Element 2}
\put(5,3.74){Element 1}
\put(5,3.2){Element 2}
\put(5,2.66){Element 3}
\put(5,2.12){Data Depth}
\put(5,1.58){Foundation Depth}
\put(3.2,0.75){0}
\put(5.42,0.75){0.5}
\put(8.15,0.75){1}
\put(10.42,0.75){1.5}
\put(13.15,0.75){2}
\put(15.45,0.75){2.5}
\put(2.5,1.2){-10}
\put(2.8,2.14){-9}
\put(2.8,3.125){-8}
\put(2.8,4.10){-7}
\put(2.8,5.075){-6}
\put(2.8,6.05){-5}
\put(2.8,7.06){-4}
\put(2.8,8.03){-3}
\put(2.8,9.01){-2}
\put(2.8,9.98){-1}
\put(2.8, 10.95){ 0}
\put(1.75,4.5){\rotatebox{90}{Depth (m)}}
\put(9.27,0){$R$}
\end{picture}
\caption{Chargeability ratio for the 1 x 1 m$^2$ footing}
\label{fig:chargeone}
\end{figure}
The $R_{\textrm{max}}$ value occurs at 0.75 m embedment depth.  The element directly beneath the max element is at a depth of -1.04 m.
\begin{figure}[!ht]
\setlength{\unitlength}{0.8cm}
\centering
\begin{picture}(18.89,12)
\put(1.2,0){\includegraphics[width=0.85\textwidth]{figures/slopeone}}
%\put(5,4.82){Element 1}
%\put(5,4.28){Element 2}
\put(5,3.74){Element 1}
\put(5,3.2){Element 2}
\put(5,2.66){Element 3}
\put(5,2.12){Data Depth}
\put(5,1.58){Foundation Depth}
\put(2.85,0.75){-40}
\put(4.4,0.75){-30}
\put(6,0.75){-20}
\put(7.55,0.75){-10}
\put(9.4,0.75){0}
\put(10.8,0.75){10}
\put(12.425,0.75){20}
\put(14,0.75){30}
\put(15.5,0.75){40}
\put(2.5,1.2){-10}
\put(2.8,2.14){-9}
\put(2.8,3.125){-8}
\put(2.8,4.10){-7}
\put(2.8,5.075){-6}
\put(2.8,6.05){-5}
\put(2.8,7.06){-4}
\put(2.8,8.03){-3}
\put(2.8,9.01){-2}
\put(2.8,9.98){-1}
\put(2.8, 10.95){ 0}
\put(1.75,4.5){\rotatebox{90}{Depth (m)}}
\put(9.27,0){$\frac{\textrm{d} \epsilon}{\textrm{d} y}$}
\end{picture}
\caption{Slope for the 1 x 1 m$^2$ footing}
\label{fig:slopeone}
\end{figure}
The minimum slope for all elements occurs at 0.75 m emebedment; the element beneath this occurs at 1.04 m.  The criteria match and the foundation prediction is 1.04 m.
\clearpage
\section{3 x 3 m$^2$ Unknown Depth}
\noindent The depth of the foundation is 1 m according to the final report by \citet{Dunn} and the depth of investigation for this experiment is 4.87 m.  The array is 26 m long with 14 SS and 14 NP electrodes spaced every 2 m.  The RMS for the inverted IP section is 0.59 mV/V.
\begin{figure}[!ht]
\setlength{\unitlength}{0.8cm}
\centering
\begin{picture}(18.89,12)
\put(1.2,0){\includegraphics[width=0.85\textwidth]{figures/chargedunn}}
\put(5,3.74){Element 1}
\put(5,3.2){Element 2}
\put(5,2.66){Element 3}
\put(5,2.12){Data Depth}
\put(5,1.58){Foundation Depth}
\put(3.2,0.75){0}
\put(5.42,0.75){0.5}
\put(8.15,0.75){1}
\put(10.42,0.75){1.5}
\put(13.15,0.75){2}
\put(15.45,0.75){2.5}
\put(2.5,1.2){-10}
\put(2.8,2.14){-9}
\put(2.8,3.125){-8}
\put(2.8,4.10){-7}
\put(2.8,5.075){-6}
\put(2.8,6.05){-5}
\put(2.8,7.06){-4}
\put(2.8,8.03){-3}
\put(2.8,9.01){-2}
\put(2.8,9.98){-1}
\put(2.8, 10.95){ 0}
\put(1.75,4.5){\rotatebox{90}{Depth (m)}}
\put(9.27,0){$R$}
\end{picture}
\caption{Chargeability ratio for the 3 x 3 m$^2$ unknown depth}
\label{fig:chargedunn}
\end{figure}
The $R_{\textrm{max}}$ value occurs at 1.41 m embedment depth.  The element directly beneath the max element is at a depth of -1.98 m.
\begin{figure}[!ht]
\setlength{\unitlength}{0.8cm}
\centering
\begin{picture}(18.89,12)
\put(1.2,0){\includegraphics[width=0.85\textwidth]{figures/slopedunn}}
\put(5,3.74){Element 1}
\put(5,3.2){Element 2}
\put(5,2.66){Element 3}
\put(5,2.12){Data Depth}
\put(5,1.58){Foundation Depth}
\put(2.85,0.75){-40}
\put(4.4,0.75){-30}
\put(6,0.75){-20}
\put(7.55,0.75){-10}
\put(9.4,0.75){0}
\put(10.8,0.75){10}
\put(12.425,0.75){20}
\put(14,0.75){30}
\put(15.5,0.75){40}
\put(2.5,1.2){-10}
\put(2.8,2.14){-9}
\put(2.8,3.125){-8}
\put(2.8,4.10){-7}
\put(2.8,5.075){-6}
\put(2.8,6.05){-5}
\put(2.8,7.06){-4}
\put(2.8,8.03){-3}
\put(2.8,9.01){-2}
\put(2.8,9.98){-1}
\put(2.8, 10.95){ 0}
\put(1.75,4.5){\rotatebox{90}{Depth (m)}}
\put(9.27,0){$\frac{\textrm{d} \epsilon}{\textrm{d} y}$}
\end{picture}
\caption{Slope for the 3 x 3 m$^2$ unknown depth}
\label{fig:slopedunn}
\end{figure}
The minimum slope for all elements occurs at 1.41 m emebedment; the element beneath this occurs at 1.98 m.  The criteria match and the foundation prediction is 1.98 m.

\clearpage
\section{Beason Creek Bridge}
\noindent The depth of the foundation is 4.88 m with a depth of penetration of 5.2 m.   The RMS for the inverted IP section is 32.98 mV/V.
\begin{figure}[!ht]
\setlength{\unitlength}{0.8cm}
\centering
\begin{picture}(18.89,12)
\put(1.2,0){\includegraphics[width=0.85\textwidth]{figures/chargebeason}}
%\put(5,4.82){Element 1}
%\put(5,4.28){Element 2}
\put(5,3.74){Element 1}
\put(5,3.2){Element 2}
\put(5,2.66){Element 3}
\put(5,2.12){Data Depth}
\put(5,1.58){Foundation Depth}
\put(3.2,0.75){0}
\put(4.2,0.75){0.2}
\put(5.42,0.75){0.4}
\put(6.67,0.75){0.6}
\put(7.93,0.75){0.8}
\put(9.22,0.75){1.0}
\put(10.42,0.75){1.2}
\put(11.71,0.75){1.4}
\put(12.94,0.75){1.6}
\put(14.2,0.75){1.8}
\put(15.59,0.75){2}
\put(2.5,1.2){-10}
\put(2.8,2.14){-9}
\put(2.8,3.125){-8}
\put(2.8,4.10){-7}
\put(2.8,5.075){-6}
\put(2.8,6.05){-5}
\put(2.8,7.06){-4}
\put(2.8,8.03){-3}
\put(2.8,9.01){-2}
\put(2.8,9.98){-1}
\put(2.8, 10.95){ 0}
\put(1.75,4.5){\rotatebox{90}{Depth (m)}}
\put(9.27,0){$R$}
\end{picture}
\caption{Chargeability ratio for Beason Creek Bridge}
\label{fig:chargebeason}
\end{figure}
The $R_{\textrm{max}}$ occurs at an embedment depth of 4.49 m.  The predicted depth is 5.18 m.
\begin{figure}[!ht]
\setlength{\unitlength}{0.8cm}
\centering
\begin{picture}(18.89,12)
\put(1.2,0){\includegraphics[width=0.85\textwidth]{figures/slopebeason}}
%\put(5,4.82){Element 1}
%\put(5,4.28){Element 2}
\put(5,3.74){Element 1}
\put(5,3.2){Element 2}
\put(5,2.66){Element 3}
\put(5,2.12){Data Depth}
\put(5,1.58){Foundation Depth}
\put(2.85,0.75){-40}
\put(4.4,0.75){-30}
\put(6,0.75){-20}
\put(7.55,0.75){-10}
\put(9.4,0.75){0}
\put(10.8,0.75){10}
\put(12.425,0.75){20}
\put(14,0.75){30}
\put(15.5,0.75){40}
\put(2.5,1.2){-10}
\put(2.8,2.14){-9}
\put(2.8,3.125){-8}
\put(2.8,4.10){-7}
\put(2.8,5.075){-6}
\put(2.8,6.05){-5}
\put(2.8,7.06){-4}
\put(2.8,8.03){-3}
\put(2.8,9.01){-2}
\put(2.8,9.98){-1}
\put(2.8, 10.95){ 0}
\put(1.75,4.5){\rotatebox{90}{Depth (m)}}
\put(9.27,0){$\frac{\textrm{d} \epsilon}{\textrm{d} y}$}
\end{picture}
\caption{Gradient for Beason Creek Bridge}
\label{fig:slopebeason}
\end{figure}
The max slope occurs at 3.29 m.  The element beneath this point is 3.86 m.  The average of the two criteria is taken, 4.52 m.
\clearpage
\section{Clear Creek Bridge 1 m Spacing}
\noindent The depth of the foundation is 4.6 m with a depth of penetration of 5.3 m.  The RMS for the inverted IP section is 2.22 mV/V.
\begin{figure}[!ht]
\setlength{\unitlength}{0.8cm}
\centering
\begin{picture}(18.89,12)
\put(1.2,0){\includegraphics[width=0.85\textwidth]{figures/chargeborris}}
\put(5,3.74){Element 1}
\put(5,3.2){Element 2}
\put(5,2.66){Element 3}
\put(5,2.12){Data Depth}
\put(5,1.58){Foundation Depth}
\put(3.2,0.75){0}
\put(4.2,0.75){0.2}
\put(5.42,0.75){0.4}
\put(6.67,0.75){0.6}
\put(7.93,0.75){0.8}
\put(9.22,0.75){1.0}
\put(10.42,0.75){1.2}
\put(11.71,0.75){1.4}
\put(12.94,0.75){1.6}
\put(14.2,0.75){1.8}
\put(15.59,0.75){2}
\put(2.5,1.2){-10}
\put(2.8,2.14){-9}
\put(2.8,3.125){-8}
\put(2.8,4.10){-7}
\put(2.8,5.075){-6}
\put(2.8,6.05){-5}
\put(2.8,7.06){-4}
\put(2.8,8.03){-3}
\put(2.8,9.01){-2}
\put(2.8,9.98){-1}
\put(2.8, 10.95){ 0}
\put(1.75,4.5){\rotatebox{90}{Depth (m)}}
\put(9.27,0){$R$}
\end{picture}
\caption{Chargeability ratio for Clear Creek Bridge 1 m spacing}
\label{fig:chargeborris}
\end{figure}
$R_{\textrm{max}}$ is at 0.18 m, the element depth beneath this is 0.44 m.
\begin{figure}[!ht]
\setlength{\unitlength}{0.8cm}
\centering
\begin{picture}(18.89,12)
\put(1.2,0){\includegraphics[width=0.85\textwidth]{figures/slopeborris}}
\put(5,3.74){Element 1}
\put(5,3.2){Element 2}
\put(5,2.66){Element 3}
\put(5,2.12){Data Depth}
\put(5,1.58){Foundation Depth}
\put(2.85,0.75){-40}
\put(4.4,0.75){-30}
\put(6,0.75){-20}
\put(7.55,0.75){-10}
\put(9.4,0.75){0}
\put(10.8,0.75){10}
\put(12.425,0.75){20}
\put(14,0.75){30}
\put(15.5,0.75){40}
\put(2.5,1.2){-10}
\put(2.8,2.14){-9}
\put(2.8,3.125){-8}
\put(2.8,4.10){-7}
\put(2.8,5.075){-6}
\put(2.8,6.05){-5}
\put(2.8,7.06){-4}
\put(2.8,8.03){-3}
\put(2.8,9.01){-2}
\put(2.8,9.98){-1}
\put(2.8, 10.95){ 0}
\put(1.75,4.5){\rotatebox{90}{Depth (m)}}
\put(9.27,0){$\frac{\textrm{d} \epsilon}{\textrm{d} y}$}
\end{picture}
\caption{Gradient for Clear Creek Bridge 1 m spacing}
\label{fig:slopeborris}
\end{figure}
The minimum slope occurs at 2.49 m.   The element depth beneath this is 2.94 m.  The predicted depth is 1.47 m.
\clearpage
\section{Clear Creek Bridge 0.57 m Spacing}
\noindent The depth of the foundation is 4.6 m with a depth of penetration of 2.95 m.  The RMS for the inverted IP section is 16.89 mV/V.
\begin{figure}[!ht]
\setlength{\unitlength}{0.8cm}
\centering
\begin{picture}(18.89,12)
\put(1.2,0){\includegraphics[width=0.85\textwidth]{figures/chargeborrishalf}}
\put(5,4.28){Element 1}
\put(5,3.74){Element 2}
\put(5,3.2){Element 3}
\put(5,2.66){Element 4}
\put(5,2.12){Data Depth}
\put(5,1.58){Foundation Depth}
\put(3.2,0.75){0}
\put(4.2,0.75){0.2}
\put(5.42,0.75){0.4}
\put(6.67,0.75){0.6}
\put(7.93,0.75){0.8}
\put(9.22,0.75){1.0}
\put(10.42,0.75){1.2}
\put(11.71,0.75){1.4}
\put(12.94,0.75){1.6}
\put(14.2,0.75){1.8}
\put(15.59,0.75){2}
\put(2.5,1.2){-10}
\put(2.8,2.14){-9}
\put(2.8,3.125){-8}
\put(2.8,4.10){-7}
\put(2.8,5.075){-6}
\put(2.8,6.05){-5}
\put(2.8,7.06){-4}
\put(2.8,8.03){-3}
\put(2.8,9.01){-2}
\put(2.8,9.98){-1}
\put(2.8, 10.95){ 0}
\put(1.75,4.5){\rotatebox{90}{Depth (m)}}
\put(9.27,0){$R$}
\end{picture}
\caption{Chargeability ratio for Clear Creek Bridge with 0.57 m spacing}
\label{fig:chargeborrishalf}
\end{figure}
$R_{max}$ occurs at a depth of embedment of 1.58 m.  The element below this is located at 1.88 m beneath the surface.
\begin{figure}[!ht]
\setlength{\unitlength}{0.8cm}
\centering
\begin{picture}(18.89,12)
\put(1.2,0){\includegraphics[width=0.85\textwidth]{figures/slopeborrishalf}}
\put(5,4.28){Element 1}
\put(5,3.74){Element 2}
\put(5,3.2){Element 3}
\put(5,2.66){Element 4}
\put(5,2.12){Data Depth}
\put(5,1.58){Foundation Depth}
\put(2.85,0.75){-60}
\put(4.9,0.75){-30}
\put(7,0.75){-10}
\put(9.4,0.75){0}
\put(11.3,0.75){10}
\put(13.4,0.75){30}
\put(15.5,0.75){60}
\put(2.5,1.2){-10}
\put(2.8,2.14){-9}
\put(2.8,3.125){-8}
\put(2.8,4.10){-7}
\put(2.8,5.075){-6}
\put(2.8,6.05){-5}
\put(2.8,7.06){-4}
\put(2.8,8.03){-3}
\put(2.8,9.01){-2}
\put(2.8,9.98){-1}
\put(2.8, 10.95){ 0}
\put(1.75,4.5){\rotatebox{90}{Depth (m)}}
\put(9.27,0){$\frac{\textrm{d} \epsilon}{\textrm{d} y}$}
\end{picture}
\caption{Slope for Clear Creek Bridge with 0.57 m spacing}
\label{fig:slopeborrishalf}
\end{figure}
The minimum slope for the elements is -1.58 m.  The element depth beneath this is 1.88 m beneath the surface; this is the predicted depth.

\clearpage
\section{Davidson Creek Bridge 1}
\noindent The actual depth of the foundation for Davidson Creek Bridge 1 is 5.75 m.  Data is only collected to 2.07 m.  The RMS for the inverted IP section is 25.95 mV/V.
\begin{figure}[!ht]
\setlength{\unitlength}{0.8cm}
\centering
\begin{picture}(18.89,12)
\put(1.2,0){\includegraphics[width=0.85\textwidth]{figures/chargedavid1}}
\put(5,4.28){Element 1}
\put(5,3.74){Element 2}
\put(5,3.2){Element 3}
\put(5,2.66){Element 4}
\put(5,2.12){Data Depth}
\put(5,1.58){Foundation Depth}
\put(3.2,0.75){0}
\put(4.2,0.75){0.2}
\put(5.42,0.75){0.4}
\put(6.67,0.75){0.6}
\put(7.93,0.75){0.8}
\put(9.22,0.75){1.0}
\put(10.42,0.75){1.2}
\put(11.71,0.75){1.4}
\put(12.94,0.75){1.6}
\put(14.2,0.75){1.8}
\put(15.59,0.75){2}
\put(2.5,1.2){-10}
\put(2.8,2.14){-9}
\put(2.8,3.125){-8}
\put(2.8,4.10){-7}
\put(2.8,5.075){-6}
\put(2.8,6.05){-5}
\put(2.8,7.06){-4}
\put(2.8,8.03){-3}
\put(2.8,9.01){-2}
\put(2.8,9.98){-1}
\put(2.8, 10.95){ 0}
\put(1.75,4.5){\rotatebox{90}{Depth (m)}}
\put(9.27,0){$R$}
\end{picture}
\caption{Chargeability ratio for Davidson Creek Bridge 1}
\label{fig:chargedavid1}
\end{figure}
The chargeability ratio, $R_{\textrm{max}}$ occurs at 1.32 m beneath the surface.  The predicted depth is the element depth beneath this, 1.55 m.

\begin{figure}[!ht]
\setlength{\unitlength}{0.8cm}
\centering
\begin{picture}(18.89,12)
\put(1.2,0){\includegraphics[width=0.85\textwidth]{figures/slopedavid1}}
\put(5,4.28){Element 1}
\put(5,3.74){Element 2}
\put(5,3.2){Element 3}
\put(5,2.66){Element 4}
\put(5,2.12){Data Depth}
\put(5,1.58){Foundation Depth}
\put(2.85,0.75){-40}
\put(4.4,0.75){-30}
\put(6,0.75){-20}
\put(7.55,0.75){-10}
\put(9.4,0.75){0}
\put(10.8,0.75){10}
\put(12.425,0.75){20}
\put(14,0.75){30}
\put(15.5,0.75){40}
\put(2.5,1.2){-10}
\put(2.8,2.14){-9}
\put(2.8,3.125){-8}
\put(2.8,4.10){-7}
\put(2.8,5.075){-6}
\put(2.8,6.05){-5}
\put(2.8,7.06){-4}
\put(2.8,8.03){-3}
\put(2.8,9.01){-2}
\put(2.8,9.98){-1}
\put(2.8, 10.95){ 0}
\put(1.75,5.5){\rotatebox{90}{Depth (m)}}
\put(9.27,0){$\frac{\textrm{d} \epsilon}{\textrm{d} y}$}
\end{picture}
\caption{Slope for Davidson Creek Bridge 1}
\label{fig:slopedavid1}
\end{figure}
The maximum slope also occurs at 1.32 m beneath the surface.  The predicted depth is 1.55 m.

\clearpage
\section{Davidson Creek Bridge 2}
\noindent Results are included in Chapter~\ref{chap:Stats}

\clearpage
\section{Davidson Creek Bridge 3}
\noindent The depth of embedment for the foundation is 6.19 m with a depth of penetration of 5.9 m.  The RMS of the inverted IP section is 1.93 mV/V.  
\begin{figure}[!ht]
\setlength{\unitlength}{0.8cm}
\centering
\begin{picture}(18.89,12)
\put(1.2,0){\includegraphics[width=0.85\textwidth]{figures/chargedavid3}}
\put(5,3.74){Element 1}
\put(5,3.2){Element 2}
\put(5,2.66){Element 3}
\put(5,2.12){Data Depth}
\put(5,1.58){Foundation Depth}
\put(3.2,0.75){0}
\put(4.2,0.75){0.2}
\put(5.42,0.75){0.4}
\put(6.67,0.75){0.6}
\put(7.93,0.75){0.8}
\put(9.22,0.75){1.0}
\put(10.42,0.75){1.2}
\put(11.71,0.75){1.4}
\put(12.94,0.75){1.6}
\put(14.2,0.75){1.8}
\put(15.59,0.75){2}
\put(2.5,1.2){-10}
\put(2.8,2.14){-9}
\put(2.8,3.125){-8}
\put(2.8,4.10){-7}
\put(2.8,5.075){-6}
\put(2.8,6.05){-5}
\put(2.8,7.06){-4}
\put(2.8,8.03){-3}
\put(2.8,9.01){-2}
\put(2.8,9.98){-1}
\put(2.8, 10.95){ 0}
\put(1.75,4.5){\rotatebox{90}{Depth (m)}}
\put(9.27,0){$R$}
\end{picture}
\caption{Chargeability ratio for Davidson Creek Bridge 3}
\label{fig:chargedavid3}
\end{figure}
$R_{\textrm{max}}$ occurs at 4.75 m beneath the surface.  The element beneath the maximum occurs at 5.43 m.
\begin{figure}[!ht]
\setlength{\unitlength}{0.8cm}
\centering
\begin{picture}(18.89,12)
\put(1.2,0){\includegraphics[width=0.85\textwidth]{figures/slopedavid3}}
\put(5,3.74){Element 1}
\put(5,3.2){Element 2}
\put(5,2.66){Element 3}
\put(5,2.12){Data Depth}
\put(5,1.58){Foundation Depth}
\put(2.85,0.75){-40}
\put(4.4,0.75){-30}
\put(6,0.75){-20}
\put(7.55,0.75){-10}
\put(9.4,0.75){0}
\put(10.8,0.75){10}
\put(12.425,0.75){20}
\put(14,0.75){30}
\put(15.5,0.75){40}
\put(2.5,1.2){-10}
\put(2.8,2.14){-9}
\put(2.8,3.125){-8}
\put(2.8,4.10){-7}
\put(2.8,5.075){-6}
\put(2.8,6.05){-5}
\put(2.8,7.06){-4}
\put(2.8,8.03){-3}
\put(2.8,9.01){-2}
\put(2.8,9.98){-1}
\put(2.8, 10.95){ 0}
\put(1.75,5.5){\rotatebox{90}{Depth (m)}}
\put(9.27,0){$\frac{\textrm{d} \epsilon}{\textrm{d} y}$}
\end{picture}
\caption{Slope for Davidson Creek Bridge 3}
\label{fig:slopedavid3}
\end{figure}
The minimum slope occurs at the same depth at $R_{\textrm{max}}$, 4.75 m.  The predicted depth is 5.43 m.

\clearpage
\section{Davidson Creek Bridge 4}
\noindent The foundation is 6.0 m into the subsurface with a depth of investigation of 6.3 m.  The inverted IP section has an RMS of 1.90 mV/V.
\begin{figure}[!ht]
\setlength{\unitlength}{0.8cm}
\centering
\begin{picture}(18.89,12)
\put(1.2,0){\includegraphics[width=0.85\textwidth]{figures/chargedavid4}}
\put(5,3.74){Element 1}
\put(5,3.2){Element 2}
\put(5,2.66){Element 3}
\put(5,2.12){Data Depth}
\put(5,1.58){Foundation Depth}
\put(3.2,0.75){0}
\put(4.2,0.75){0.2}
\put(5.42,0.75){0.4}
\put(6.67,0.75){0.6}
\put(7.93,0.75){0.8}
\put(9.22,0.75){1.0}
\put(10.42,0.75){1.2}
\put(11.71,0.75){1.4}
\put(12.94,0.75){1.6}
\put(14.2,0.75){1.8}
\put(15.59,0.75){2}
\put(2.5,1.2){-10}
\put(2.8,2.14){-9}
\put(2.8,3.125){-8}
\put(2.8,4.10){-7}
\put(2.8,5.075){-6}
\put(2.8,6.05){-5}
\put(2.8,7.06){-4}
\put(2.8,8.03){-3}
\put(2.8,9.01){-2}
\put(2.8,9.98){-1}
\put(2.8, 10.95){ 0}
\put(1.75,4.5){\rotatebox{90}{Depth (m)}}
\put(9.27,0){$R$}
\end{picture}
\caption{Chargeability ratio for Davidson Creek Bridge 4}
\label{fig:chargedavid4}
\end{figure}
$R_{\textrm{max}}$ occurs at -6.66 m.  The element beneath this is located at -7.30 m.
\begin{figure}[!ht]
\setlength{\unitlength}{0.8cm}
\centering
\begin{picture}(18.89,12)
\put(1.2,0){\includegraphics[width=0.85\textwidth]{figures/slopedavid4}}
\put(5,3.74){Element 1}
\put(5,3.2){Element 2}
\put(5,2.66){Element 3}
\put(5,2.12){Data Depth}
\put(5,1.58){Foundation Depth}
\put(2.85,0.75){-40}
\put(4.4,0.75){-30}
\put(6,0.75){-20}
\put(7.55,0.75){-10}
\put(9.4,0.75){0}
\put(10.8,0.75){10}
\put(12.425,0.75){20}
\put(14,0.75){30}
\put(15.5,0.75){40}
\put(2.5,1.2){-10}
\put(2.8,2.14){-9}
\put(2.8,3.125){-8}
\put(2.8,4.10){-7}
\put(2.8,5.075){-6}
\put(2.8,6.05){-5}
\put(2.8,7.06){-4}
\put(2.8,8.03){-3}
\put(2.8,9.01){-2}
\put(2.8,9.98){-1}
\put(2.8, 10.95){ 0}
\put(1.75,5.5){\rotatebox{90}{Depth (m)}}
\put(9.27,0){$\frac{\textrm{d} \epsilon}{\textrm{d} y}$}
\end{picture}
\caption{Slope for Davidson Creek Bridge 4}
\label{fig:slopedavid4}
\end{figure}
The maximum slope occurs in the same location at the maximum ratio.  The predicted depth is 7.30 m beneath the surface.

\clearpage
\section{Davidson Creek Bridge 5}
\noindent Pile 5 is embedded 6.12 m after accounting for scour.  The RMS of this experiment is 3.58\% for the ERI section and 8.95 mV/V for the IP section so the data quality is lower than the other piles on the Davidson Creek Bridge.
\begin{figure}[!ht]
\setlength{\unitlength}{0.8cm}
\centering
\begin{picture}(18.89,12)
\put(1.2,0){\includegraphics[width=0.85\textwidth]{figures/chargedavid5}}
\put(5,3.74){Element 1}
\put(5,3.2){Element 2}
\put(5,2.66){Element 3}
\put(5,2.12){Data Depth}
\put(5,1.58){Foundation Depth}
\put(3.2,0.75){0}
\put(4.2,0.75){0.2}
\put(5.42,0.75){0.4}
\put(6.67,0.75){0.6}
\put(7.93,0.75){0.8}
\put(9.22,0.75){1.0}
\put(10.42,0.75){1.2}
\put(11.71,0.75){1.4}
\put(12.94,0.75){1.6}
\put(14.2,0.75){1.8}
\put(15.59,0.75){2}
\put(2.5,1.2){-10}
\put(2.8,2.14){-9}
\put(2.8,3.125){-8}
\put(2.8,4.10){-7}
\put(2.8,5.075){-6}
\put(2.8,6.05){-5}
\put(2.8,7.06){-4}
\put(2.8,8.03){-3}
\put(2.8,9.01){-2}
\put(2.8,9.98){-1}
\put(2.8, 10.95){ 0}
\put(1.75,4.5){\rotatebox{90}{Depth (m)}}
\put(9.27,0){$R$}
\end{picture}
\caption{Chargeability ratio for Davidson Creek Bridge 5}
\label{fig:chargedavid5}
\end{figure}
$R_{\textrm{max}}$ occurs at 2.86 m beneath the surface.  The element depth beneath this is 3.32 m.
\begin{figure}[!ht]
\setlength{\unitlength}{0.8cm}
\centering
\begin{picture}(18.89,12)
\put(1.2,0){\includegraphics[width=0.85\textwidth]{figures/slopedavid5}}
\put(5,3.74){Element 1}
\put(5,3.2){Element 2}
\put(5,2.66){Element 3}
\put(5,2.12){Data Depth}
\put(5,1.58){Foundation Depth}
\put(2.85,0.75){-60}
\put(4.9,0.75){-30}
\put(7,0.75){-10}
\put(9.4,0.75){0}
\put(11.3,0.75){10}
\put(13.4,0.75){30}
\put(15.5,0.75){60}
\put(2.5,1.2){-10}
\put(2.8,2.14){-9}
\put(2.8,3.125){-8}
\put(2.8,4.10){-7}
\put(2.8,5.075){-6}
\put(2.8,6.05){-5}
\put(2.8,7.06){-4}
\put(2.8,8.03){-3}
\put(2.8,9.01){-2}
\put(2.8,9.98){-1}
\put(2.8, 10.95){ 0}
\put(1.75,5.5){\rotatebox{90}{Depth (m)}}
\put(9.27,0){$\frac{\textrm{d} \epsilon}{\textrm{d} y}$}
\end{picture}
\caption{Slope for Davidson Creek Bridge 5}
\label{fig:slopedavid5}
\end{figure}
The maximum gradient occurs at the same location at the maximum ratio.  The predicted depth is 3.32 m, 2.8 m short of the actual foundation depth.
\clearpage
\section{Davidson Creek Bridge 6}
\noindent The foundation for pile 6 on the Davidson Creek Bridge is 6.27 m after accounting for scour.  The depth of investigation for the inversion is 5.9 m into the subsurface.  The inverted IP section has an RMS of 4.34 mV/V.
\begin{figure}[!ht]
\setlength{\unitlength}{0.8cm}
\centering
\begin{picture}(18.89,12)
\put(1.2,0){\includegraphics[width=0.85\textwidth]{figures/chargedavid6}}
\put(5,3.74){Element 1}
\put(5,3.2){Element 2}
\put(5,2.66){Element 3}
\put(5,2.12){Data Depth}
\put(5,1.58){Foundation Depth}
\put(3.2,0.75){0}
\put(4.2,0.75){0.2}
\put(5.42,0.75){0.4}
\put(6.67,0.75){0.6}
\put(7.93,0.75){0.8}
\put(9.22,0.75){1.0}
\put(10.42,0.75){1.2}
\put(11.71,0.75){1.4}
\put(12.94,0.75){1.6}
\put(14.2,0.75){1.8}
\put(15.59,0.75){2}
\put(2.5,1.2){-10}
\put(2.8,2.14){-9}
\put(2.8,3.125){-8}
\put(2.8,4.10){-7}
\put(2.8,5.075){-6}
\put(2.8,6.05){-5}
\put(2.8,7.06){-4}
\put(2.8,8.03){-3}
\put(2.8,9.01){-2}
\put(2.8,9.98){-1}
\put(2.8, 10.95){ 0}
\put(1.75,4.5){\rotatebox{90}{Depth (m)}}
\put(9.27,0){$R$}
\end{picture}
\caption{Chargeability ratio for Davidson Creek Bridge 6}
\label{fig:chargedavid6}
\end{figure}
$R_{\textrm{max}}$ occurs at 5.50 m beneath the surface.  The element depth beneath this is 6.17 m.
\begin{figure}[!ht]
\setlength{\unitlength}{0.8cm}
\centering
\begin{picture}(18.89,12)
\put(1.2,0){\includegraphics[width=0.85\textwidth]{figures/slopedavid6}}
\put(5,3.74){Element 1}
\put(5,3.2){Element 2}
\put(5,2.66){Element 3}
\put(5,2.12){Data Depth}
\put(5,1.58){Foundation Depth}
\put(2.85,0.75){-40}
\put(4.4,0.75){-30}
\put(6,0.75){-20}
\put(7.55,0.75){-10}
\put(9.4,0.75){0}
\put(10.8,0.75){10}
\put(12.425,0.75){20}
\put(14,0.75){30}
\put(15.5,0.75){40}
\put(2.5,1.2){-10}
\put(2.8,2.14){-9}
\put(2.8,3.125){-8}
\put(2.8,4.10){-7}
\put(2.8,5.075){-6}
\put(2.8,6.05){-5}
\put(2.8,7.06){-4}
\put(2.8,8.03){-3}
\put(2.8,9.01){-2}
\put(2.8,9.98){-1}
\put(2.8, 10.95){ 0}
\put(1.75,5.5){\rotatebox{90}{Depth (m)}}
\put(9.27,0){$\frac{\textrm{d} \epsilon}{\textrm{d} y}$}
\end{picture}
\caption{Slope for Davidson Creek Bridge 6}
\label{fig:slopedavid6}
\end{figure}
The minimum slope occurs at the same depth as the maximum ratio.  The predicted depth is 6.17 m, 0.10 m less than the actual foundation.

\clearpage
\section{Gum Creek Bridge Pile 1}
\noindent The foundation is 3.03 m deep with a depth of penetration of 3.8 m.  The RMS of the IP section is 19.76 mV/V.
\begin{figure}[!ht]
\setlength{\unitlength}{0.8cm}
\centering
\begin{picture}(18.89,12)
\put(1.2,0){\includegraphics[width=0.85\textwidth]{figures/chargegum1}}
%\put(5,4.82){Element 1}
%\put(5,4.28){Element 2}
\put(5,3.74){Element 1}
\put(5,3.2){Element 2}
\put(5,2.66){Element 3}
\put(5,2.12){Data Depth}
\put(5,1.58){Foundation Depth}
\put(3.2,0.75){0}
\put(4.2,0.75){0.2}
\put(5.42,0.75){0.4}
\put(6.67,0.75){0.6}
\put(7.93,0.75){0.8}
\put(9.22,0.75){1.0}
\put(10.42,0.75){1.2}
\put(11.71,0.75){1.4}
\put(12.94,0.75){1.6}
\put(14.2,0.75){1.8}
\put(15.59,0.75){2}
\put(2.5,1.2){-10}
\put(2.8,2.14){-9}
\put(2.8,3.125){-8}
\put(2.8,4.10){-7}
\put(2.8,5.075){-6}
\put(2.8,6.05){-5}
\put(2.8,7.06){-4}
\put(2.8,8.03){-3}
\put(2.8,9.01){-2}
\put(2.8,9.98){-1}
\put(2.8, 10.95){ 0}
\put(1.75,4.5){\rotatebox{90}{Depth (m)}}
\put(9.27,0){$R$}
\end{picture}
\caption{Chargeability ratio for Gum Creek Bridge 1}
\label{fig:chargegum1}
\end{figure}
$R_{\textrm{max}}$ occurs at -1.55 m.  The element beneath this is 1.94 m beneath the surface.
\begin{figure}[!ht]
\setlength{\unitlength}{0.8cm}
\centering
\begin{picture}(18.89,12)
\put(1.2,0){\includegraphics[width=0.85\textwidth]{figures/slopegum1}}
\put(5,3.74){Element 1}
\put(5,3.2){Element 2}
\put(5,2.66){Element 3}
\put(5,2.12){Data Depth}
\put(5,1.58){Foundation Depth}
\put(2.85,0.75){-60}
\put(4.9,0.75){-30}
\put(7,0.75){-10}
\put(9.4,0.75){0}
\put(11.3,0.75){10}
\put(13.4,0.75){30}
\put(15.5,0.75){60}
\put(2.5,1.2){-10}
\put(2.8,2.14){-9}
\put(2.8,3.125){-8}
\put(2.8,4.10){-7}
\put(2.8,5.075){-6}
\put(2.8,6.05){-5}
\put(2.8,7.06){-4}
\put(2.8,8.03){-3}
\put(2.8,9.01){-2}
\put(2.8,9.98){-1}
\put(2.8, 10.95){ 0}
\put(1.75,5.5){\rotatebox{90}{Depth (m)}}
\put(9.27,0){$\frac{\textrm{d} \epsilon}{\textrm{d} y}$}
\end{picture}
\caption{Slope for Gum Creek Bridge 1}
\label{fig:slopegum1}
\end{figure}
The minimum slope occurs at the same location as the maximum ratio.  The predicted depth is 1.94 m beneath the surface.

\clearpage
\section{Gum Creek Bridge Pile 2}
\noindent The foundation is 3.03 m deep with a depth of penetration of 3.8 m.  The RMS of the IP section is 19.76 mV/V.
\begin{figure}[!ht]
\setlength{\unitlength}{0.8cm}
\centering
\begin{picture}(18.89,12)
\put(1.2,0){\includegraphics[width=0.85\textwidth]{figures/chargegum2}}
\put(5,3.74){Element 1}
\put(5,3.2){Element 2}
\put(5,2.66){Element 3}
\put(5,2.12){Data Depth}
\put(5,1.58){Foundation Depth}
\put(3.2,0.75){0}
\put(4.2,0.75){0.2}
\put(5.42,0.75){0.4}
\put(6.67,0.75){0.6}
\put(7.93,0.75){0.8}
\put(9.22,0.75){1.0}
\put(10.42,0.75){1.2}
\put(11.71,0.75){1.4}
\put(12.94,0.75){1.6}
\put(14.2,0.75){1.8}
\put(15.59,0.75){2}
\put(2.5,1.2){-10}
\put(2.8,2.14){-9}
\put(2.8,3.125){-8}
\put(2.8,4.10){-7}
\put(2.8,5.075){-6}
\put(2.8,6.05){-5}
\put(2.8,7.06){-4}
\put(2.8,8.03){-3}
\put(2.8,9.01){-2}
\put(2.8,9.98){-1}
\put(2.8, 10.95){ 0}
\put(1.75,4.5){\rotatebox{90}{Depth (m)}}
\put(9.27,0){$R$}
\end{picture}
\caption{Chargeability ratio for Gum Creek Bridge 2}
\label{fig:chargegum2}
\end{figure}
The $R_{\textrm{max}}$ occurs at -1.55 m.  The element beneath this occurs at -1.94 m.
\begin{figure}[!ht]
\setlength{\unitlength}{0.8cm}
\centering
\begin{picture}(18.89,12)
\put(1.2,0){\includegraphics[width=0.85\textwidth]{figures/slopegum2}}
\put(5,3.74){Element 1}
\put(5,3.2){Element 2}
\put(5,2.66){Element 3}
\put(5,2.12){Data Depth}
\put(5,1.58){Foundation Depth}
\put(2.85,0.75){-60}
\put(4.9,0.75){-30}
\put(7,0.75){-10}
\put(9.4,0.75){0}
\put(11.3,0.75){10}
\put(13.4,0.75){30}
\put(15.5,0.75){60}
\put(2.5,1.2){-10}
\put(2.8,2.14){-9}
\put(2.8,3.125){-8}
\put(2.8,4.10){-7}
\put(2.8,5.075){-6}
\put(2.8,6.05){-5}
\put(2.8,7.06){-4}
\put(2.8,8.03){-3}
\put(2.8,9.01){-2}
\put(2.8,9.98){-1}
\put(2.8, 10.95){ 0}
\put(1.75,5.5){\rotatebox{90}{Depth (m)}}
\put(9.27,0){$\frac{\textrm{d} \epsilon}{\textrm{d} y}$}
\end{picture}
\caption{Slope for Gum Creek Bridge 2}
\label{fig:slopegum2}
\end{figure}
The minimum gradient occurs at the same location as the maximum ratio.  The predicted depth is -1.94 m.