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%  \usetheme{Marburg} % ima naslov i sadrzaj sa desne strane
%  \usetheme{Hannover} % ima naslov i sadrzaj sa leve strane
%  \usetheme{Singapore} % ima sadrzaj i tackice gore
% \usetheme{Antibes}  % ima sadrzaj gore i kao graf ...
%  \usetheme{Berkeley} % ima sadrzaj desno
%  \usetheme{Berlin} % ima sadrzaj gore i tackice
%  \usetheme{Goettingen} % ima sadrzxaj za desne strane
%  \usetheme{Montpellier} % ima graf sadrzaj gore
%  \usetheme{Warsaw}
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%%%%%%%
%  \usecolortheme{BorisJeremic}
%%%%%%%
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% does not look nice, try deleting the line with the fontenc.






%\title{NRC Staff Capacity Building: \\
%       Micromechanical Origins of Elasto-Plasticity }
\title[ESSI]
%      {Methods, Computational Platform, and          \\
%       Case Studies for Time-Domain                \\
%       Soil-Structures-Interaction \\
%       Modeling and Simulation \\
%       Incorporating Complex Seismic Loads\\
%       Introduction to the NRC ESSI Simulator System}
        {{\cyrsesnaest Numerichko modeliranje \\
           interakcije konstrukcije i tla u \\
           zemljotresnom inzhinjerstvu: \\
           TLO
}}


%\subtitle
%{Include Only If Paper Has a Subtitle}

%\author[Author, Another] % (optional, use only with lots of authors)
%{F.~Author\inst{1} \and S.~Another\inst{2}}
% - Give the names in the same order as the appear in the paper.
% - Use the \inst{?} command only if the authors have different
%   affiliation.
\pgfdeclareimage[height=0.2cm]{university-logo}{/home/jeremic/BG/amblemi/ucdavis_logo_blue_sm}
\pgfdeclareimage[height=0.7cm]{lbnl-logo}{/home/jeremic/BG/amblemi/lbnl-logo}




%\author[Boris Jeremi{\'c}, CompGeoMech \includegraphics[width=8cm]{/home/jeremic/BG/amblemi/ucdavis_logo_gold_lrg}] % (optional, use only with lots of authors)
\author[{\cyrosam Jeremi\cj{}}] % (optional, use only with lots of authors)
{\cyrsesnaest Boris~Jeremi\cj{}}
% - Give the names in the same order as the appear in the paper.
% - Use the \inst{?} command only if the authors have different
%   affiliation.

% 
% 
% \author[Jeremi{\'c} et al.] % (optional, use only with lots of authors)
% %{Boris~Jeremi{\'c}}
% {Boris Jeremi{\'c}
% }

%\institute[Computational Geomechanics Group \hspace*{0.3truecm}
%\institute[\pgfuseimage{university-logo}\hspace*{0.1truecm}\pgfuseimage{lbnl-logo}\hspace*{0.1truecm}\pgfuseimage{ETH-logo}] % (optional, but mostly needed)
\institute[\pgfuseimage{university-logo}] % (optional, but mostly needed)
%{ Professor, University of California, Davis\\
{~\vspace*{-5mm} \\
 Professor, University of California, Davis, CA, USA \\
%  and\\
%  Faculty Scientist, Lawrence Berkeley National Laboratory, Berkeley }
  Faculty Scientist, Lawrence Berkeley National Laboratory, Berkeley, CA, USA \\
%  Visiting Professor, Swiss Federal Institute of Technology, Z{\" u}rich, CH 
  }
% - Use the \inst command only if there are several affiliations.
% - Keep it simple, no one is interested in your street address.






\date[] % (optional, should be abbreviation of conference name)
{~\vspace*{-5mm} \\ 
\cyrdvanaest Srpsko udruzhenje za zemljotresno inzhenjerstvo 
         \\
         SUZI 
        \\
        17 Septembar 2020 
%        \\ ~
%        \\ ~
%          \\ ~  \vspace*{-8mm}
%  %        \\ ~
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        }


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%\logo{\pgfuseimage{university-logo}}

% \pgfdeclareimage[height=0.5cm]{university-logo}{university-logo-filename}
% \logo{\pgfuseimage{university-logo}}




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  \titlepage
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\begin{frame}
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% You might wish to add the option [pausesections]
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% Structuring a talk is a difficult task and the following structure
% may not be suitable. Here are some rules that apply for this
% solution:

% - Exactly two or three sections (other than the summary).
% - At *most* three subsections per section.
% - Talk about 30s to 2min per frame. So there should be between about
%   15 and 30 frames, all told.

% - A conference audience is likely to know very little of what you
%   are going to talk about. So *simplify*!
% - In a 20min talk, getting the main ideas across is hard
%   enough. Leave out details, even if it means being less precise than
%   you think necessary.
% - If you omit details that are vital to the proof/implementation,
%   just say so once. Everybody will be happy with that.



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\section{Introduction}


%\subsection*{Intro}



%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
\begin{frame}
 \frametitle{Motivation}

\begin{itemize}
  
   
           
%\vspace*{0.3cm}
  \item[-] Improve design and assessment of infrastructure objects



      
\vspace*{3mm}
  \item[-]  Use of high fidelity numerical models to  
  analyze behavior of 
  earthquake, soil, structure interacting (ESSI) systems





\vspace*{3mm}
  \item[-] Control modeling uncertainty




\vspace*{3mm}
  \item[-]  Propagate parametric uncertainty







% \vspace*{0.3cm}
%   \item[-]      Accurate     following  of  the  flow  of  seismic  energy  in 
%   the soil structure system
% 
% \vspace*{0.3cm}
%   \item[-]   Direct,   in   space   and   time,  energy  flow  in  the
%   soil structure system
% 


\end{itemize}
\end{frame}
%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%


\section{Site Effects, Rock and Soil Modeling}
%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
\begin{frame}
\frametitle{Rock and Soil Material Data}


\begin{itemize}

\item Rock assumed to be \\
      linear elastic (?)

\item Soil inelastic 

\end{itemize}

%
\vspace*{-1.5cm}
\begin{figure}[!hbpt]
\begin{center}
\hspace*{15mm}
\includegraphics[width=7.0cm]{/home/jeremic/tex/works/Reports/2020/ATC-144-buildings/ATC_building_report_git/ATC_building_report/images/tall_building_soil_profile.pdf}
\hspace*{-15mm}
\hspace*{-15mm}
%\includegraphics[angle=0.5,width=6.0cm]{/home/jeremic/tex/works/consulting/2009/Lachel_and_Felice/report/Stavrogin2001Fig1_15a.pdf}
%\includegraphics[angle=0.5,width=6.0cm]{/home/jeremic/tex/works/consulting/2009/Lachel_and_Felice/report/Stavrogin2001Fig1_15c.pdf}
%\caption{\label{P_body_wave} Visualization of propagation of a compressional (P)
%body seismic wave (illustrations are from MTU web site).}
\end{center}
\end{figure}
%


\end{frame}


%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%



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%\section{Site Effects, Rock and Soil Modeling}
%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
\begin{frame}
\frametitle{Inelastic Response of Rock, Granite, Marble}


%
\vspace*{-0.5cm}
\begin{figure}[!hbpt]
\begin{center}
\hspace*{-15mm}
\includegraphics[angle=0.5,width=6.0cm]{/home/jeremic/tex/works/consulting/2009/Lachel_and_Felice/report/Stavrogin2001Fig1_15c.pdf}
\includegraphics[angle=0.5,width=6.0cm]{/home/jeremic/tex/works/consulting/2009/Lachel_and_Felice/report/Stavrogin2001Fig1_15a.pdf}
\hspace*{-15mm}

%\includegraphics[angle=0.5,width=6.0cm]{/home/jeremic/tex/works/consulting/2009/Lachel_and_Felice/report/Stavrogin2001Fig1_15a.pdf}
%\includegraphics[angle=0.5,width=6.0cm]{/home/jeremic/tex/works/consulting/2009/Lachel_and_Felice/report/Stavrogin2001Fig1_15c.pdf}
%\caption{\label{P_body_wave} Visualization of propagation of a compressional (P)
%body seismic wave (illustrations are from MTU web site).}
\end{center}
\end{figure}
% %
% \vspace*{-2cm}
% \hspace*{2cm}  Marble \hspace*{3cm} Granite \hspace*{3cm} 



\end{frame}



%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
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\begin{frame}
\frametitle{Inelastic Response of Rock, Trachite, Marble} 
  
\begin{figure}[!htbp]
\begin{center}
\vspace*{-3.5cm}
%\vspace*{-0.5cm}
%\vspace*{-10cm}
%\hspace*{1cm}
\includegraphics[width=8cm]{/home/jeremic/tex/works/consulting/2009/Lachel_and_Felice/report/Mogi2006Fig24bc.pdf}
%\hspace*{-10cm}
%\hspace*{1cm}
%\hspace*{-4.0cm}
%\vspace*{-2.0cm}
\vspace*{-4.5cm}
% \caption{\label{Mogi2006Fig24bc} 
% Full     elastic-plastic    response, with loading-reloading cycles  of Trachite
% (left) and Marble (right)
% specimens  for  varying  confinement  pressures.  Shown are axial ($\epsilon_1$)
% strains versus differential stresses ($\sigma_1 - \sigma_2$)
% for triaxial loading of 3D samples.}
% %\vspace*{-0.5cm}
\end{center}
\end{figure}
%




\end{frame}



%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%

%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
\begin{frame}
\frametitle{Inelastic Response of Soil}


%
\vspace*{-0.5cm}
\begin{figure}[!hbpt]
\begin{center}
\hspace*{-15mm}
\includegraphics[width=7.0cm]{/home/jeremic/tex/works/Reports/2020/ATC-144-buildings/ATC_building_report_git/ATC_building_report/images/Tall_building_Tau_calibration_VMAF_2ndlayer.pdf}
\hspace*{-15mm}
% %\includegraphics[angle=0.5,width=6.0cm]{/home/jeremic/tex/works/consulting/2009/Lachel_and_Felice/report/Stavrogin2001Fig1_15a.pdf}
% %\includegraphics[angle=0.5,width=6.0cm]{/home/jeremic/tex/works/consulting/2009/Lachel_and_Felice/report/Stavrogin2001Fig1_15c.pdf}
% %\caption{\label{P_body_wave} Visualization of propagation of a compressional (P)
% %body seismic wave (illustrations are from MTU web site).}
\end{center}
\end{figure}
% %
% \vspace*{-2cm}
% \hspace*{2cm}  Marble \hspace*{3cm} Granite \hspace*{3cm} 
% 


\end{frame}











 %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
\begin{frame}
 \frametitle{Soil Volume Response}

\begin{itemize}
  \item Soil behavior is very much a function of volumetric response

\vspace*{2mm}
  \item Dilative soils: increase  volume due to shearing

\vspace*{2mm}
  \item Compressive soils: decrease  volume due to shearing


\vspace*{2mm}
  \item Modulus reduction and damping curves do not provide volumetric data

\vspace*{2mm}
  \item Soil volume change will affect response due to volume constraints

\end{itemize}

    

\end{frame}

%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
\begin{frame}
 \frametitle{No Volume Change, Compressive and Dilative Soil}
% \frametitle{No Volume Change and Dilative Soil}

\begin{figure}[!h]
\begin{center}
%\hspace*{-1cm}
\hspace*{-0.3cm}
  \includegraphics[width=3.6cm]{/home/jeremic/tex/works/Thesis/FedericoPisano/Pisano_model/Issue_of_dilatancy/sine1Hz-4.pdf}
\hspace*{-0.3cm}
  \includegraphics[width=3.6cm]{/home/jeremic/tex/works/Thesis/FedericoPisano/Pisano_model/Issue_of_dilatancy/sine1Hz_comp-4.pdf}
\hspace*{-0.3cm}
  \includegraphics[width=3.6cm]{/home/jeremic/tex/works/Thesis/FedericoPisano/Pisano_model/Issue_of_dilatancy/sine1Hz_dil-4.pdf}
\hspace*{-0.3cm}
%\hspace*{1cm}
\end{center}
\end{figure}

\end{frame}
% 
% %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
% \begin{frame}
%  \frametitle{Northridge, No Volume Change Soil}
% 
% \vspace*{-0.6cm}
% \begin{figure}[!h]
% \begin{center}
%   \includegraphics[width=10cm]{/home/jeremic/tex/works/Thesis/FedericoPisano/Pisano_model/Issue_of_dilatancy/Northridge1-2.pdf}
% \end{center}
% \end{figure}
% 
% \end{frame}
% 
% % 
% %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
% \begin{frame}
%  \frametitle{Northridge, Dilatant Soil}
% 
% \vspace*{-0.6cm}
% \begin{figure}[!h]
% \begin{center}
%   \includegraphics[width=10cm]{/home/jeremic/tex/works/Thesis/FedericoPisano/Pisano_model/Issue_of_dilatancy/Northridge1-3.pdf}
% \end{center}
% \end{figure}
% 
% \end{frame}
% % 
% %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
% %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
\begin{frame}
 \frametitle{Northridge, No Volume Change and Dilative Soils}

\vspace*{-0.6cm}
\begin{figure}[!h]
\begin{center}
  \includegraphics[width=10cm]{/home/jeremic/tex/works/Thesis/FedericoPisano/Pisano_model/Issue_of_dilatancy/Northridge1-4.pdf}
\end{center}
\end{figure}

\end{frame}
% 
% %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
% %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
\begin{frame}
 \frametitle{Northridge, No Volume Change and Dilative Soils}

\vspace*{-0.6cm}
\begin{figure}[!h]
\begin{center}
  \includegraphics[width=10cm]{/home/jeremic/tex/works/Thesis/FedericoPisano/Pisano_model/Issue_of_dilatancy/Northridge1-5.pdf}
\end{center}
\end{figure}

\end{frame}
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% -                      
% - %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
% - \begin{frame}
% - \frametitle{Parametric Uncertainty: Material and Loads}
% - 
% - 
% - 
% - \begin{itemize}
% - 
% - 
% - 
% -   \item  Significant uncertainty in material and loads
% - 
% - %\vspace*{1mm}
% -      \item  Need  to  propagate  uncertainty through simulation, to provide
% -      engineers information for design, assessment...
% - 
% - 
% - \end{itemize}
% - 
% - %
% - %\vspace{1cm}
% - %\hspace{-0.5cm}
% - %Example: Elastic Stiffness
% - 
% - %\vspace*{-3mm}
% - \begin{figure}[!hbpt]
% - \begin{center}
% - %
% - \hspace*{-7mm}
% - \includegraphics[width=6.0truecm]{/home/jeremic/tex/works/Papers/2008/JGGE-GoverGmax/figures/YoungModulus_RawData_and_MeanTrend_01-Ed.pdf}
% - % \hfill
% - \includegraphics[width=4.0truecm]{/home/jeremic/tex/works/Papers/2008/JGGE-GoverGmax/figures/YoungModulus_Histogram_Normal_01-Ed.pdf}
% - %
% - \end{center}
% - \end{figure}
% - 
% - \vspace*{-0.8cm}
% - %\hspace*{-3.3cm}
% - \begin{flushleft}
% - {\tiny
% - Transformation  of SPT $N$-value: 
% - 1-D Young's modulus, $E$ 
% - (cf. Phoon and Kulhawy (1999B))
% - ~}
% - \end{flushleft}
% - 
% - \end{frame}
% - 
% - 
% - %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
% - \begin{frame}
% - \frametitle{Parametric Uncertainty: Material Strength}
% - 
% - 
% - \begin{figure}[!hbpt]
% - \begin{center}
% - %
% - \hspace*{-7mm}
% - \includegraphics[width=5.50truecm]{/home/jeremic/tex/works/Papers/2008/JGGE-GoverGmax/figures/ShearStrength_RawData_and_MeanTrend-Mod.pdf}
% - \hspace*{-7mm}
% - % \hfill
% - \includegraphics[width=5.0truecm]{/home/jeremic/tex/works/Papers/2008/JGGE-GoverGmax/figures/ShearStrength_Histogram_PearsonIV-FineTuned-Mod.pdf}
% - %
% - \end{center}
% - \end{figure}
% - 
% - %\vspace*{-1.8cm}
% - %\hspace*{-3.3cm}
% - \begin{flushright}
% - {\tiny
% - Transformation  of SPT $N$-value:
% - 1-D Strength 
% - (cf. Phoon and Kulhawy (1999B))
% - ~}
% - \end{flushright}
% - %
% - 
% - 
% - \end{frame}
% -  %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
% - \subsection{Uncertainty in Modeling Ground Motions}
% - 
% - %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
% - \begin{frame}
% -  \frametitle{Complexity of and Uncertainty in Ground Motions}
% - 
% - \begin{itemize}
% - %\vspace*{0.3cm}
% -   \item 6D (3 translations, 3 rotations)
% - 
% - \vspace*{0.3cm}
% -   \item Vertical motions usually neglected
% -  
% - \vspace*{0.3cm}
% -   \item Rotational components usually not measured and neglected 
% -  
% - \vspace*{0.3cm}
% -   \item Lack of models for such 6D motions (from measured data))
% -   
% - \vspace*{0.3cm}
% -   \item Sources of uncertainties in ground motions (Source, Path (rock), soil (rock))  
% - \end{itemize}
% - 
% - 
% - 
% - \end{frame}
% - 
% - 
% - 
% - 
% - 
% - 
% - 
% - 
% - 
% - %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
% - %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
% - \subsection{Uncertainty in  Modeling Material}
% - 
% - 
% - %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
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\begin{frame} 
\frametitle{Soil Uncertainties and Quantification}

\begin{itemize}
%
%\vspace*{0.5cm}
\item Natural variability of soil deposit  (Fenton 1999) 

  \begin{itemize}

    \item Function of soil formation process 
 
  \end{itemize}


%
\vspace*{0.2cm}
\item Testing error (Stokoe et al. 2004)

  \begin{itemize}

    \item Imperfection of instruments 
 
    \item Error in methods to register quantities

  \end{itemize}

%
\vspace*{0.2cm}
\item Transformation error (Phoon and Kulhawy 1999)

  \begin{itemize}

    \item Correlation by empirical data fitting (e.g. CPT data $\rightarrow$ friction angle etc.)

  \end{itemize}

\end{itemize}


\end{frame}
%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
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\begin{frame} 

\frametitle{Material Behavior Inherently Uncertain}


%\begin{itemize}

%\vspace*{0.5cm}
%\item  
%Material  behavior  is  inherently uncertain  (concrete,  metals,  soil,  rock, 
%bone, foam, powder etc.)

        \begin{itemize}

\vspace*{0.5cm}
        \item Spatial \\ 
              variability

\vspace*{0.5cm}
        \item Point-wise \\ 
              uncertainty, \\
              testing \\
              error, \\
              transformation \\
              error

        \end{itemize}

% \vspace*{0.5cm}
% \item  Failure mechanisms related to spatial variability (strain localization and
%        bifurcation of response)
% 
% \vspace*{0.5cm}
% \item Inverse problems
% 
%       \begin{itemize}
%       
%       \item New material design, ({\it point-wise})
% 
%       \item Solid and/or structure design (or retrofits),  ({\it spatial})
% 
%       \end{itemize}
                                  
%\end{itemize}

\vspace*{-5cm}
\begin{figure}[!hbpt]
%\nonumber
%\begin{center}
\begin{flushright}
%\includegraphics[height=5.0cm]{/home/jeremic/tex/works/Conferences/2006/KragujevacSEECCM06/Presentation/MGMuzorak01.jpg}
\includegraphics[height=5.5cm]{/home/jeremic/tex/works/Conferences/2006/KallolsPresentationGaTech/FrictionAngleProfile.jpg}
\\
\mbox{(Mayne et al. (2000) }
\end{flushright}
%\end{center}
%\end{center}
\end{figure}

\end{frame}

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\begin{frame}
\frametitle{Parametric Uncertainty: Material Properties}



\begin{figure}[!hbpt]
\begin{center}
% %
\hspace*{-3mm}
\includegraphics[width=2.5truecm]{/home/jeremic/tex/works/Thesis/KonstantinosKarapiperis/Soil_Uncertainty_Report_Pdf_Cdf_Figures/FieldPhiPdf.pdf}
\hspace*{-3mm}
\includegraphics[width=2.5truecm]{/home/jeremic/tex/works/Thesis/KonstantinosKarapiperis/Soil_Uncertainty_Report_Pdf_Cdf_Figures/FieldPhiCdf.pdf}
\hspace*{3mm}
\includegraphics[width=2.5truecm]{/home/jeremic/tex/works/Thesis/KonstantinosKarapiperis/Soil_Uncertainty_Report_Pdf_Cdf_Figures/FieldSuPdf.pdf}
\hspace*{-3mm}
\includegraphics[width=2.5truecm]{/home/jeremic/tex/works/Thesis/KonstantinosKarapiperis/Soil_Uncertainty_Report_Pdf_Cdf_Figures/FieldSuCdf.pdf}
\\
%\vspace*{-2mm}
\hspace*{-2.5cm} \mbox{\tiny Field $\phi$} \hspace*{3.5cm} \mbox{\tiny Field $c_u$}
\\
~
\\
%\vspace*{45mm}
\hspace*{-3mm}
\includegraphics[width=2.5truecm]{/home/jeremic/tex/works/Thesis/KonstantinosKarapiperis/Soil_Uncertainty_Report_Pdf_Cdf_Figures/LabPhiPdf.pdf}
\hspace*{-3mm}
\includegraphics[width=2.5truecm]{/home/jeremic/tex/works/Thesis/KonstantinosKarapiperis/Soil_Uncertainty_Report_Pdf_Cdf_Figures/LabPhiCdf.pdf}
\hspace*{3mm}
\includegraphics[width=2.5truecm]{/home/jeremic/tex/works/Thesis/KonstantinosKarapiperis/Soil_Uncertainty_Report_Pdf_Cdf_Figures/LabSuPdf.pdf}
\hspace*{-3mm}
\includegraphics[width=2.5truecm]{/home/jeremic/tex/works/Thesis/KonstantinosKarapiperis/Soil_Uncertainty_Report_Pdf_Cdf_Figures/LabSuCdf.pdf}
\\
%\vspace*{-8mm}
\hspace*{-2.5cm} \mbox{\tiny Lab $\phi$} \hspace*{3.5cm} \mbox{\tiny Lab $c_u$}
\end{center}
\end{figure}

\end{frame}

% 

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\begin{frame}



\frametitle{SPT Based Determination of Young's Modulus}


\begin{figure}[!hbpt]
\begin{center}
%
\includegraphics[width=5.0truecm]{/home/jeremic/tex/works/Papers/2008/JGGE-GoverGmax/figures/YoungModulus_RawData_and_MeanTrend_01-Ed.pdf} 
\hfill
\includegraphics[width=5.0truecm]{/home/jeremic/tex/works/Papers/2008/JGGE-GoverGmax/figures/YoungModulus_Histogram_Normal_01-Ed.pdf}
%
\end{center}
\end{figure}                                                          

\vspace*{-0.3cm}
 Transformation of SPT $N$-value $\rightarrow$ 1-D Young's modulus, $E$ (cf. Phoon and Kulhawy (1999B))

 Histogram of the residual (w.r.t the deterministic transformation equation) Young's modulus, along with fitted probability density function

\end{frame}












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\begin{frame}



\frametitle{SPT Based Determination of Shear Strength}




\begin{figure}[!hbpt]
\begin{center}
% 
\includegraphics[width=5.0truecm]{/home/jeremic/tex/works/Papers/2008/JGGE-GoverGmax/figures/ShearStrength_RawData_and_MeanTrend-Mod.pdf}
\hfill
\includegraphics[width=5.0truecm]{/home/jeremic/tex/works/Papers/2008/JGGE-GoverGmax/figures/ShearStrength_Histogram_PearsonIV-FineTuned-Mod.pdf}
%
\end{center}
\end{figure}                                                          

\vspace*{-0.3cm}
Transformation of SPT $N$-value $\rightarrow$ undrained shear
strength, $s_u$ (cf. Phoon and Kulhawy (1999B)

Histogram  of  the  residual  
(w.r.t  the  deterministic transformation
equation) undrained strength, 
along with fitted probability density function 
(Pearson IV)
\end{frame}




% 
% 



			 
% 
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\begin{frame} 

\frametitle{Probabilistic Elastic-Plastic Response}


\begin{figure}[!hbpt]
\begin{center}
%\includegraphics[width=8cm]{/home/jeremic/tex/works/Papers/2007/ProbabilisticYielding/figures/vonMises_G_and_cu_very_uncertain/Contour_PDF-edited.pdf}
\includegraphics[width=8cm]{/home/jeremic/tex/works/Conferences/2012/DOE-LLNL-workshop-27-28-Feb-2012/ProbabilisticYielding_vonMises_G_and_cu_very_uncertain_Contour_PDF-edited.pdf}
\end{center}
\end{figure}

\end{frame}





							 
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\begin{frame}
\frametitle{Probabilistic Elastic-Plastic Response}


% % \vspace*{-5mm}
% \begin{center}
% % \hspace*{-15mm}
% \movie[label=show3,width=7cm,poster,autostart,showcontrols]
% {\includegraphics[width=7cm]
% {/home/jeremic/tex/works/Thesis/HanYang/Files_06June2017/DOE_Annual_2017/Figures/NPP_Plastic_Dissipation_Density.png}}
% %{/home/jeremic/tex/works/Thesis/HanYang/Files_06June2017/DOE_Annual_2017/Figures/NPP_without_Contact_vonMises.mp4}
% {NPP_without_Contact_vonMises.mp4}
% \end{center}

%\vspace*{-5mm}
\begin{center}
% \hspace*{-15mm}
\movie[label=show3,width=9cm,poster,autostart,showcontrols]
{\includegraphics[width=9cm]
{/home/jeremic/tex/works/Thesis/MaximeLacour/Files_06Jun2017/Panel_Review_Slides_ML/Latex/img/figure_PEP_25.png}}
% /home/jeremic/tex/works/Thesis/MaximeLacour/Files_06Jun2017/Panel_Review_Slides_ML/Latex/img/figure_PEP_25.pdf
%{/home/jeremic/tex/works/Thesis/MaximeLacour/Files_06Jun2017/Panel_Review_Slides_ML/Animations/PEP_Animation.mp4}
{/home/jeremic/public_html/lecture_notes_online_material/_Chapter_Probabilistic_Elasto_Plasticity_and_Stochastic_Elastic_Plastic_Finite_Element_Method/PEP_Animation.mp4}
\end{center}


 

\begin{flushleft}
\vspace*{-15mm}
\href{http://sokocalo.engr.ucdavis.edu/~jeremic/lecture_notes_online_material/_Chapter_Probabilistic_Elasto_Plasticity_and_Stochastic_Elastic_Plastic_Finite_Element_Method/PEP_Animation.mp4}
%  \href{./homo_50m-mesh_45degree_Ormsby.mp4}
  {\tiny (MP4)}
\end{flushleft}
%




%
% \includegraphics[width = 12cm]{./img/figure_PEP_25.pdf}


\end{frame}
















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\begin{frame}
\frametitle{Liquefaction as Base Isolation, Model}

\begin{figure}[!hbpt]
\begin{center}
\includegraphics[width=4.5truecm]{/home/jeremic/tex/works/Conferences/2017/Slovenia_IAEA_short_course/present/SSI-Site_Response_Analysis/Liquefaction_04.jpg}
\end{center}
\end{figure}

\end{frame}


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\begin{frame}
\frametitle{Liquefaction, Wave Propagation}

\begin{figure}[!hbpt]
\begin{center}
\includegraphics[width=5.5truecm]{/home/jeremic/tex/works/Conferences/2017/Slovenia_IAEA_short_course/present/SSI-Site_Response_Analysis/Liquefaction_01.jpg}
\end{center}
\end{figure}

\end{frame}


%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
\begin{frame}
\frametitle{Liquefaction, Stress-Strain Response}

\begin{figure}[!hbpt]
\begin{center}
\includegraphics[width=5.5truecm]{/home/jeremic/tex/works/Conferences/2017/Slovenia_IAEA_short_course/present/SSI-Site_Response_Analysis/Liquefaction_03.jpg}
\end{center}
\end{figure}

\end{frame}



% 
%  %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
%  \begin{frame}
%  \frametitle{Pile in Liquefiable Soil, Model}
%  
%  \begin{figure}[!hbpt]
%  \begin{center}
%  \includegraphics[width=2.7truecm]{/home/jeremic/tex/works/lecture_notes_SOKOCALO/Figure-files/_Chapter_Applications_Cyclic_Mobility_and_Liquefaction/tex_works_Papers_2008_Pile_in_liquefied_soil_upU_final_FEmesh3D.pdf}
%  \hfill
%  \includegraphics[width=3.5truecm]{/home/jeremic/tex/works/lecture_notes_SOKOCALO/Figure-files/_Chapter_Applications_Cyclic_Mobility_and_Liquefaction/tex_works_Papers_2008_Pile_in_liquefied_soil_upU_final_FEmeshPileBeam.pdf}
%  %\hfill
%  \includegraphics[width=4truecm]{/home/jeremic/tex/works/lecture_notes_SOKOCALO/Figure-files/_Chapter_Applications_Cyclic_Mobility_and_Liquefaction/tex_works_Papers_2008_Pile_in_liquefied_soil_upU_final_SFSIModelSetup_upU_01.pdf}
%  \end{center}
%  \end{figure}
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%  \begin{frame}
%  \frametitle{Pile in Liquefiable Soil, Results}
%  
%  \begin{figure}[!hbpt]
%  \begin{center}
%  \includegraphics[width=6truecm]{/home/jeremic/tex/works/Conferences/2018/Oersted-DONG-Energy/present/Pile_in_liquefied_soil.jpg}
%  \end{center}
%  \end{figure}
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\section{Summary}



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\begin{frame}
  \frametitle{Summary}


\begin{itemize}


\vspace*{0.2cm}
     \item[-] Importance of using  realistic models for soil and rock!

\vspace*{6mm}
     \item[-] Modeling uncertainty

\vspace*{6mm}
     \item[-] Parametric uncertainty

%\vspace*{0.2cm}
%     \item[-] Help in checking hidden (most if not all) failure (problem) modes



%
% \vspace*{0.2cm}
%      \item[-]  NRC  ESSI  Simulator  will  (can)  take  into consideration (use for
%      modeling/simulation) all of the above motions

\end{itemize}

\end{frame}
%--


\end{document}


