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% % (used in a file _Chapter_SoftwareHardware_Domain_Specific_Language_English.tex
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% \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
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% \usepackage[pdfauthor={Boris Jeremic},
% colorlinks=true,
% linkcolor=webblue,
% citecolor=webblue,
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% linktocpage,
% pdftex]{hyperref}
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% does not look nice, try deleting the line with the fontenc.
% Site Specific Dynamics of Structures:
%From Seismic Source to
%the Safety of Occupants and Content
\title[MS ESSI]
{MS-ESSI for Professional Practice, \\
Core Functionality}
%\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=0.20cm]{UCD-logo}{/home/jeremic/BG/amblemi/UCD/UCD_white_01}
\pgfdeclareimage[height=0.20cm]{LBNL-logo}{/home/jeremic/BG/amblemi/LBNL/LBNL_white_01}
% \pgfdeclareimage[height=0.15cm]{ESSI-C-logo}{/home/jeremic/BG/amblemi/ESSI/ESSI_Consultants_gray_02}
\pgfdeclareimage[height=0.20cm]{ESSI-C-logo}{/home/jeremic/BG/amblemi/ESSI/ESSI-C_white_01}
\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{UCD-logo}\hspace*{0.15truecm}\pgfuseimage{LBNL-logo}\hspace*{0.15truecm}\pgfuseimage{ESSI-C-logo}] % (optional, but mostly needed)
%\institute[\pgfuseimage{UCD-logo}\mbox{;}\pgfuseimage{LBNL-logo}\mbox{;}\pgfuseimage{ESSI-C-logo}] % (optional, but mostly needed)
%{ Professor, University of California, Davis\\
{ University of California, Davis, CA\\
% and\\
% Faculty Scientist, Lawrence Berkeley National Laboratory, Berkeley }
Lawrence Berkeley National Laboratory, Berkeley, CA\\
ESSI Consultants, Davis, CA}
% - 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)
{\small ENSI\\
Brugg, Switzerland\\
May 2018}
\subject{}
% This is only inserted into the PDF information catalog. Can be left
% out.
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%\logo{\pgfuseimage{university-logo}}
% \pgfdeclareimage[height=0.5cm]{university-logo}{university-logo-filename}
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{
\begin{scriptsize}
\begin{frame}
\frametitle{Outline}
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\titlepage
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\begin{frame}
\frametitle{Outline}
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\tableofcontents
% You might wish to add the option [pausesections]
\end{scriptsize}
\end{frame}
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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}
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\subsection*{Motivation}
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\begin{frame}
\frametitle{Motivation, General}
\begin{itemize}
\vspace*{2mm}
\item[] Improve seismic modeling and simulation for infrastructure
objects, focus on nuclear installations
%\vspace*{0.3cm}
\vspace*{2mm}
\item[] Quality control of the modeling and simulation tool
%\vspace*{0.3cm}
\vspace*{2mm}
\item[] Quality assurance for the modeling and simulation tool
%\vspace*{0.3cm}
\vspace*{2mm}
\item[] Hierarchy of modeling capabilities,
\begin{itemize}
\vspace*{1mm}
\item Linear elastic models, elastic constants, viscous damping
\vspace*{1mm}
\item Nonlinear models, core functionality, does not require much
material data however, sensitivity study is advised
\vspace*{1mm}
\item High sophistication nonlinear models, require material data
\end{itemize}
\end{itemize}
\end{frame}
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\begin{frame}
\frametitle{Motivation, Practice}
\begin{itemize}
% \vspace*{3mm}
\item[] Usable models for professional practice
\vspace*{3mm}
\item[] Core functionality needed for nonlinear modeling in professional
practice
%
\vspace*{3mm}
\item[] Use of prescribed (low?, high?) fidelity numerical models to analyze
seismic behavior of soil structure systems
\vspace*{3mm}
\item[] Investigate sensitivity of response to model sophistication
\vspace*{3mm}
\item[] Investigate sensitivity or response to model parameters
%
% \vspace*{1mm}
% \item[] Accurately follow the flow of seismic energy in a
% soil structure system
%
% \vspace*{1mm}
% \item[] The goal is to create methodology and numerical tool that is used to
% predict and inform and not to fit
%
%
%
% %\vspace*{1mm}
% % \item[] Directing, in space and time, seismic energy flow in the
% % soil structure system
%
\end{itemize}
\end{frame}
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% %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
% \begin{frame}
% \frametitle{Motivation, Practice}
%
% \begin{itemize}
%
%
% %
% %\vspace*{2mm}
% \item[] Accurately follow the flow of seismic energy in a
% soil structure system
%
%
%
% \vspace*{3mm}
% \item[] The goal is to create methodology and numerical tool that is used to
% predict and inform and not to fit
%
%
% \vspace*{3mm}
% \item[] Directing, in space and time, seismic energy flow in the
% soil structure system
%
%
%
%
%
%
% \end{itemize}
% \end{frame}
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%
%
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\section{Core Functionality}
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\subsection{Modeling Core Functionality}
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\begin{frame}
\frametitle{Structure}
\vspace*{2mm}
\begin{itemize}
\item Truss
\item Beam
\item Shell
\item Super-Element
\end{itemize}
\end{frame}
%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
\begin{frame}
\frametitle{Soil}
\vspace*{2mm}
\begin{itemize}
\item Linear elastic
\item $G/G_{max}$
\item Super-Element
\end{itemize}
\end{frame}
%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
\begin{frame}
\frametitle{Contact}
\vspace*{2mm}
\begin{itemize}
\item Bonded
\item Frictional
\item Gap open, close
\end{itemize}
\end{frame}
%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
\begin{frame}
\frametitle{Loads}
%\vspace*{2mm}
\begin{itemize}
\item Static loads, self weight, etc.
\item Dynamic loads, earthquake, 1C or 3$\times$1C
\begin{itemize}
\item deconvolution from surface
\item convolution from depth, rock
\end{itemize}
\item Aftershock, restart option, can stack simulations, and branch into
loading cases
\end{itemize}
\end{frame}
%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
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\subsection{Simulation Core Functionality}
%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
\begin{frame}
\frametitle{Simulation Options}
\vspace*{2mm}
\begin{itemize}
\item Explicit simulation without equilibrium check or enforcement
\item Implicit simulation with equilibrium check and enforcement
\begin{itemize}
\item relative and/or absolute tolerances for force or displacement increment
\item constitutive and global FEM level iterations
\end{itemize}
\item Newmark for time advancement
\end{itemize}
\end{frame}
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\subsection{Use of MS-ESSI on AWS or Local Computers}
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\section{Structural Modeling}
\subsection{Alcali Silica Reacted Concrete Model}
%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
\begin{frame}
\frametitle{Model Dimensions and Rebar Plan}
\begin{columns}[T] % align columns
\begin{column}{.4\textwidth}
\vspace*{3mm}
Heavily reinforced top and bottom slabs\\
\vspace*{3mm}
Heavily(?) reinforced left and right flanges\\
\vspace*{3mm}
Lightly reinforced web with unconfined concrete
\end{column}%
\begin{column}{.6\textwidth}
\vspace*{-7mm}
\begin{figure}[!h]
\begin{center}
\includegraphics[width=7truecm]{/home/jeremic/tex/works/Thesis/HanYang/Shear_Wall_Presentation_26Apr2018/Presentation/Figures/Rebar_Plan.pdf}
\end{center}
\end{figure}
\end{column}%
\hfill%
\end{columns}
\end{frame}
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\begin{frame}
\frametitle{Model Mesh and Boundary Conditions}
\vspace*{-8mm}
\begin{figure}[!h]
\begin{center}
\includegraphics[width=11truecm]{/home/jeremic/tex/works/Thesis/HanYang/Shear_Wall_Presentation_26Apr2018/Presentation/Figures/3D_mesh.pdf}
\end{center}
\end{figure}
\end{frame}
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% %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
% \begin{frame}
%
% \frametitle{Loading Stages}
%
% \vspace*{-5mm}
%
% \begin{enumerate}
% \item Self-weight loading is applied to the whole model.
% \vspace*{3mm}
% \item To represent post-tensioned force in the truss (bolt) element, the truss is stretched so that an adequate force is obtained and after that the bottom of the bolt is fixed.
% \vspace*{3mm}
% \item Two-point vertical loading is applied to the top steel plate.
% \vspace*{3mm}
% \item Cyclic horizontal loading is applied (using displacement control) to the sides of the top beam slab.
% \end{enumerate}
%
% \end{frame}
% %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
%
%
%
%
% \subsection{Element and Material Models}
%
% %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
% \begin{frame}
%
% \frametitle{Layered Plane Stress Element}
%
% \vspace*{-5mm}
%
% \begin{figure}[!h]
% \begin{center}
% \includegraphics[width=9truecm]{/home/jeremic/tex/works/Thesis/HanYang/Shear_Wall_Presentation_26Apr2018/Presentation/Figures/Layered_Element.pdf}
% \end{center}
% \end{figure}
%
% \end{frame}
% %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
%
% %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
% \begin{frame}
%
% \frametitle{Plastic Damage Concrete Model (Faria et al., 1998)}
%
% \begin{columns}[T] % align columns
% \begin{column}{.5\textwidth}
% \vspace*{-5mm}
% \begin{itemize}
% \item Strength and modulus calibrated from tests
% \vspace*{2mm}
% \item Independent evolutions of damage in compression and tension
% \vspace*{2mm}
% \item Higher strength under multidirectional loading
% \vspace*{2mm}
% \item Stiffness recovery after loading reversal
% \end{itemize}
% \end{column}%
% \hspace*{-10mm}
% \begin{column}{.5\textwidth}
% \vspace*{-5mm}
% \begin{figure}[!h]
% \begin{center}
% \includegraphics[width=6truecm]{/home/jeremic/tex/works/Thesis/HanYang/Shear_Wall_Presentation_26Apr2018/Presentation/Figures/faria.pdf}
% \end{center}
% \end{figure}
% \end{column}
% \end{columns}
%
% \vspace{5mm}
% \tiny
% [1] R. Faria, J. Oliver, and M. Cervera. A strain-based plastic viscous-damage model for massive concrete
% structures. International Journal for Solids and Structures, 35(14):1533-1558, 1998.
%
% \end{frame}
% %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
%
% %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
% \begin{frame}
%
% \frametitle{Plastic Damage Concrete Model}
%
% \vspace*{-5mm}
%
% \begin{figure}[!h]
% \begin{center}
% \includegraphics[width=10.5truecm]{/home/jeremic/tex/works/Thesis/HanYang/Shear_Wall_Presentation_26Apr2018/Presentation/Figures/Concrete_1.pdf}
% \end{center}
% \end{figure}
%
% \vspace{-4mm}
% \scriptsize
% Courtesy of Dr. Francis McKenna
%
% \end{frame}
% %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
%
% %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
% \begin{frame}
%
% \frametitle{Plastic Damage Concrete Model}
%
% \vspace*{-5mm}
%
% \begin{figure}[!h]
% \begin{center}
% \includegraphics[width=10.5truecm]{/home/jeremic/tex/works/Thesis/HanYang/Shear_Wall_Presentation_26Apr2018/Presentation/Figures/Concrete_2.pdf}
% \end{center}
% \end{figure}
%
% \vspace{-4mm}
% \scriptsize
% Courtesy of Dr. Francis McKenna
%
% \end{frame}
% %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
%
% %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
% \begin{frame}
%
% \frametitle{Determining ASR Concrete Model Parameters}
%
% \begin{itemize}
% \item Laboratory tests on concrete samples obtained from the existing structure
% \end{itemize}
%
% or
%
% \begin{itemize}
% \item First, estimate ASR expansion: Charlwood model, 1992; Saouma and Perotti model, 2006; other models.
% \vspace*{2mm}
% \item Then, estimate mechanical properties according to ASR expansion: Institution of Structural Engineers (ISE), 1992.
% \end{itemize}
%
%
% \vspace{5mm}
% \tiny
% [2] R. G. Charlwood, S. V. Solymar, and D. D. Curtis. A Review of Alkali Aggregate Reactions in Hydroelectric Plants and Dams, Proceedings of the International Conference of Alkali-Aggregate Reactions in Hydroelectric Plants and Dams, Fredericton, Canada, 1992, pp. 129-135.
%
% [3] V. Saouma and L. Perotti. Constitutive Model for Alkali-Aggregate Reactions. ACI Materials
% Journal, 103(3):194-202,2006.
%
% [4] Institution of Structural Engineers, 1992. In: Structural effects of alkali-silica reaction, technical guidance on the appraisal of existing structures. Published by the Institution of Structural Engineers, London.
% \end{frame}
% %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
%
% %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
% \begin{frame}
%
% \frametitle{Uniaxial Steel Material Model (Filippou et al., 1983)}
%
%
% \begin{columns}[T] % align columns
% \hspace*{-15mm}
% \begin{column}{.4\textwidth}
% % \vspace*{-5mm}
% \begin{itemize}
% \small
% \item Uniaxial fiber material
% \vspace*{2mm}
% \item Strength and modulus calibrated from tests
% \vspace*{2mm}
% \item Modulus reduction after initial loading
% \vspace*{2mm}
% \item Isotropic hardening
% \end{itemize}
% \end{column}%
% \hspace*{-15mm}
% \begin{column}{.5\textwidth}
% \vspace*{-5mm}
% \begin{figure}[!h]
% \begin{center}
% \includegraphics[width=7truecm]{/home/jeremic/tex/works/Thesis/HanYang/Shear_Wall_Presentation_26Apr2018/Presentation/Figures/Steel_Model.pdf}
% \end{center}
% \end{figure}
% \end{column}
% \end{columns}
%
% \vspace{5mm}
% \tiny
% [5] F. C. Filippou, V. V. Bertero, and E. P. Popov. Effects of bond deterioration on hysteretic behavior of reinforced concrete joints. Technical report, Earthquake Engineering Research Center, University of
% California, Berkeley, 1983.
%
% \end{frame}
% %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
%
%
%
%
%
%
%
% \subsection{Thermomechanical Framework}
%
% % %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
% % \begin{frame}
% % \frametitle{Energy Input and Dissipation}
%
% % \begin{itemize}
%
% % \vspace*{1mm}
% % \item[] Energy input, dynamic forcing
%
%
% % \vspace*{4mm}
% % \item[] Mechanical dissipation outside SSI domain:
% % \begin{itemize}
% % \item[] SSI system oscillation radiation
% % \item[] Reflected wave radiation
% % \end{itemize}
% % %\vspace*{1mm}
% % \item[] Mechanical dissipation/conversion inside SSI domain:
% % \begin{itemize}
% % \item[] Inelasticity of soil and contact zone
% % \item[] Inelasticity/damage of structure and foundation
% % \item[] Viscous coupling of porous solid and pore fluids (soil)
% % \item[] Viscous coupling of structures with fluids
% % % % \item[] potential and kinetic energy
% % % \item[] potential $\leftarrow \! \! \! \! \! \! \rightarrow$ kinetic energy
% % \end{itemize}
%
%
%
% % %\vspace*{1mm}
% % % \item[] Numerical energy dissipation (numerical damping/production and period errors)
% % % \item[] Numerical energy dissipation (damping/production)
% % \item[] Numerical energy dissipation/production
%
%
% % \end{itemize}
%
% % %
% % \end{frame}
% % % %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
%
%
% %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
% \begin{frame}
%
% \frametitle{Energy Balance in Dynamic Elastic-Plastic System}
%
% \begin{figure}[!H]
% \begin{center}
% \includegraphics[height=6cm]{/home/jeremic/tex/works/Thesis/HanYang/Shear_Wall_Presentation_26Apr2018/Presentation/Figures/Energy_Transformation.png}
% \end{center}
% \end{figure}
%
% \end{frame}
% %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
%
% %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
% \begin{frame}
%
% \frametitle{Energy Balance in Dynamic Elastic-Plastic System}
%
% \begin{itemize}
% \item Equation of Motion:
% \begin{equation*}
% M_{ij} \ddot{u}_j(t) + C_{ij} \dot{u}_j(t) + K_{ij}^{elpl}(t) u_j(t) = f_i(t)
% \end{equation*}
%
% \item Energy Balance Equation (Rate Form):
% \begin{equation*}
% \frac{d}{dt}(\frac{1}{2} M_{ij} \dot{u}_i \dot{u}_j) + C_{ij} \dot{u}_i \dot{u}_j + \frac{d}{dt}(\frac{1}{2} K_{ij}^{elpl} {u}_i {u}_j) = f_i \dot{u}_i
% \end{equation*}
%
% or
% \begin{equation*}
% \dot{E}_K + \dot{D}_V + (\dot{E}_S + \dot{E}_P + \dot{D}_P) = \dot{W}_{Input}
% \end{equation*}
% \end{itemize}
%
% \end{frame}
% %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
%
% %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
% \begin{frame}
%
% \frametitle{Energy Dissipation Process in Concrete}
%
% \begin{itemize}
% \item At initial state (no damage), a large amount of Helmholtz free energy is stored in the concrete, in the form of molecular bonds between the cement molecules.
% \vspace{2mm}
% \item As load increases, tensile cracks develop (the molecular bonds are damaged), and the free energy stored in the molecular bonds are released (or dissipated).
% \vspace{2mm}
% \item \textbf{Energy dissipation is directly related to damage.}
% \end{itemize}
%
% \end{frame}
% %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
%
% %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
% \begin{frame}
%
% \frametitle{Energy Computation of the Concrete Model}
%
% % \hspace*{-15mm}
%
% The rate of strain energy (or elastic free energy):
% \begin{equation*}
% \dot{E}_S = \sigma_{ij} (\dot{\epsilon}_{ij} - \dot{\epsilon}^{p}_{ij})
% \label{equation_concrete_elastic_energy_rate}
% \end{equation*}
%
% The rate of plastic free energy:
% \begin{equation*}
% \dot{E}_P = - \frac{1}{2} (\bar{\sigma}^{+}_{ij} \dot{d}^{+} + \bar{\sigma}^{-}_{ij} \dot{d}^{-})(\epsilon_{ij} - \epsilon^{p}_{ij})
% \label{equation_concrete_plastic_free_energy_rate}
% \end{equation*}
%
% The rate of plastic dissipation:
% \begin{equation*}
% \dot{D}_P = \sigma_{ij} \dot{\epsilon}^{p}_{ij} + \frac{1}{2} (\bar{\sigma}^{+}_{ij} \dot{d}^{+} + \bar{\sigma}^{-}_{ij} \dot{d}^{-})(\epsilon_{ij} - \epsilon^{p}_{ij})
% \label{equation_concrete_plastic_dissipation_rate}
% \end{equation*}
%
% \end{frame}
% %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
%
% %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
% \begin{frame}
%
% \frametitle{Energy Computation of the Steel Model}
%
% % \hspace*{-15mm}
%
% The rate of strain energy (or elastic free energy):
% \begin{equation*}
% \dot{E}_S = \sigma_{ij} (\dot{\epsilon}_{ij} - \dot{\epsilon}^{p}_{ij})
% \label{equation_steel_elastic_energy_rate}
% \end{equation*}
%
% The rate of plastic free energy:
% \begin{equation*}
% \dot{E}_{P} = \frac{1}{2} \left[ \left(\sigma + \sigma_{r} \right) \dot{\epsilon} + \left( \epsilon - \frac{1}{E_0} \sigma - \epsilon_{r} \right) \dot{\sigma} \right]
% \label{equation_steel_plastic_free_energy_rate}
% \end{equation*}
%
% The rate of plastic dissipation:
% \begin{equation*}
% \dot{D}_{P} = \frac{1}{2} [(\sigma - \sigma_{r}) \dot{\epsilon} - (\epsilon - \epsilon_{r}) \dot{\sigma}]
% \label{equation_steel_plastic_dissipation_rate}
% \end{equation*}
%
% \end{frame}
% %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
%
%
\subsection{Force, Stress, and Strain Response}
%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
\begin{frame}
\frametitle{Force--Displacement Response}
\begin{itemize}
\small
\item Good match between ESSI simulation and experimental results.
\item ASR concrete has a (slightly) higher shear strength.
\end{itemize}
\vspace{-7mm}
\begin{figure}[!htbp]
\hspace*{-8mm}
\centering
\includegraphics[width=6truecm]{/home/jeremic/tex/works/Thesis/HanYang/Shear_Wall_Presentation_26Apr2018/Presentation/Figures/Reg_A_Force_Displacement.pdf}
\includegraphics[width=6truecm]{/home/jeremic/tex/works/Thesis/HanYang/Shear_Wall_Presentation_26Apr2018/Presentation/Figures/ASR_A1_Force_Displacement.pdf}
\end{figure}
\footnotesize
\vspace{-5mm}
\hspace{15mm}
(a) Regular concrete
\hspace{25mm}
(b) ASR Concrete
\end{frame}
%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
% %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
% \begin{frame}
% \frametitle{Force--Displacement Response}
% \begin{itemize}
% \small
% \item ASR concrete has larger unloading-reloading loop area, which means larger capacity of energy dissipation under cyclic loading.
% \end{itemize}
% \vspace{-7mm}
% \begin{figure}[!htbp]
% \hspace*{-8mm}
% \centering
% \includegraphics[width=6truecm]{/home/jeremic/tex/works/Thesis/HanYang/Shear_Wall_Presentation_26Apr2018/Presentation/Figures/Reg_A_Force_Displacement.pdf}
% \includegraphics[width=6truecm]{/home/jeremic/tex/works/Thesis/HanYang/Shear_Wall_Presentation_26Apr2018/Presentation/Figures/ASR_A1_Force_Displacement.pdf}
% \end{figure}
% \footnotesize
% \vspace{-5mm}
% \hspace{15mm}
% (a) Regular concrete
% \hspace{25mm}
% (b) ASR Concrete
% \end{frame}
% %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
\begin{frame}
\frametitle{Strain Distribution at $u_y$ = 6 mm}
\begin{itemize}
\small
\item Large tensile and shear strains, small compressive strains
\item Large shear strain in a 45$^{\circ}$ shear zone
\item Large tensile/shear strain at bottom corners
\end{itemize}
\vspace{-3mm}
\begin{figure}[!htbp]
\hspace*{-3mm}
\centering
\includegraphics[width=5.5truecm]{/home/jeremic/tex/works/Thesis/HanYang/Shear_Wall_Presentation_26Apr2018/Presentation/Figures/Strain_xx.pdf}
\includegraphics[width=5.5truecm]{/home/jeremic/tex/works/Thesis/HanYang/Shear_Wall_Presentation_26Apr2018/Presentation/Figures/Strain_xy.pdf}
\end{figure}
\footnotesize
\vspace{-3mm}
\hspace{7mm}
(a) Horizontal normal strain $\epsilon_{xx}$
\hspace{15mm}
(b) Shear strain $\epsilon_{xy}$
\end{frame}
%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
\begin{frame}
\frametitle{Stress Distribution at $u_y$ = 6 mm}
\begin{itemize}
\small
\item Stress pattern is consistent with strain plots
\item Large tensile, compressive, and shear stresses
\item Large stresses at bottom corners and 45$^{\circ}$ shear zone
\end{itemize}
\vspace{-8mm}
\begin{figure}[!htbp]
\hspace*{-10mm}
\centering
\includegraphics[width=4.2truecm]{/home/jeremic/tex/works/Thesis/HanYang/Shear_Wall_Presentation_26Apr2018/Presentation/Figures/Stress_xx.pdf}
\includegraphics[width=4.2truecm]{/home/jeremic/tex/works/Thesis/HanYang/Shear_Wall_Presentation_26Apr2018/Presentation/Figures/Stress_yy.pdf}
\includegraphics[width=4.2truecm]{/home/jeremic/tex/works/Thesis/HanYang/Shear_Wall_Presentation_26Apr2018/Presentation/Figures/Stress_xy.pdf}
\end{figure}
\footnotesize
\vspace{-3mm}
\hspace{-10mm}
(a) Horizontal normal stress $\sigma_{xx}$
\hspace{2mm}
(b) Vertical normal stress $\sigma_{yy}$
\hspace{2mm}
(c) Shear stress $\sigma_{xy}$
\end{frame}
%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
\subsection{Concrete Damage and Energy Dissipation}
%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
\begin{frame}
\frametitle{Evolution of Concrete Damage}
\begin{itemize}
\small
\item Significant tensile damage, no compressive damage
\item Two 45$^{\circ}$ tensile/shear damage zones
\item Tensile damage zone along the bottom
\end{itemize}
\vspace{-10mm}
\begin{figure}[!htbp]
\hspace*{-10mm}
\centering
\includegraphics[width=4.5truecm]{/home/jeremic/tex/works/Thesis/HanYang/Shear_Wall_Presentation_26Apr2018/Presentation/Figures/Damage_3000.pdf}
\hspace*{-5mm}
\includegraphics[width=4.5truecm]{/home/jeremic/tex/works/Thesis/HanYang/Shear_Wall_Presentation_26Apr2018/Presentation/Figures/Damage_5000.pdf}
\hspace*{-5mm}
\includegraphics[width=4.5truecm]{/home/jeremic/tex/works/Thesis/HanYang/Shear_Wall_Presentation_26Apr2018/Presentation/Figures/Damage_10000.pdf}
\end{figure}
\footnotesize
\vspace{-3mm}
\hspace{2mm}
(a) At $u_y$ = 1.4 mm
\hspace{12mm}
(b) At $u_y$ = 1.8 mm
\hspace{12mm}
(c) At $u_y$ = 3.0 mm
\end{frame}
%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
\begin{frame}
\frametitle{Evolution of Plastic Dissipation}
\begin{itemize}
\small
\item Large energy dissipation in the damage zones
\item Plastic dissipation can increase even after completely damage
\item X--shaped zones in the wall and at the corners of flanges
\end{itemize}
\vspace{-10mm}
\begin{figure}[!htbp]
\hspace*{-10mm}
\centering
\includegraphics[width=4.5truecm]{/home/jeremic/tex/works/Thesis/HanYang/Shear_Wall_Presentation_26Apr2018/Presentation/Figures/Dissipation_3000.pdf}
\hspace*{-5mm}
\includegraphics[width=4.5truecm]{/home/jeremic/tex/works/Thesis/HanYang/Shear_Wall_Presentation_26Apr2018/Presentation/Figures/Dissipation_5000.pdf}
\hspace*{-5mm}
\includegraphics[width=4.5truecm]{/home/jeremic/tex/works/Thesis/HanYang/Shear_Wall_Presentation_26Apr2018/Presentation/Figures/Dissipation_10000.pdf}
\end{figure}
\footnotesize
\vspace{-3mm}
\hspace{2mm}
(a) At $u_y$ = 1.4 mm
\hspace{12mm}
(b) At $u_y$ = 1.8 mm
\hspace{12mm}
(c) At $u_y$ = 3.0 mm
\end{frame}
%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
\begin{frame}
\frametitle{Evolution of Plastic Dissipation}
\vspace*{-2mm}
\begin{center}
\hspace*{-7mm}
\movie[label=show3,width=90mm,poster,showcontrols]
{\includegraphics[width=90mm]{../Shear_wall_frame.jpg}}{/home/jeremic/tex/works/Thesis/HanYang/Shear_Wall_Presentation_26Apr2018/Presentation/Figures/Shear_Wall_Plastic_Dissipation.mp4}
\end{center}
\begin{flushleft}
\vspace*{-15mm}
\href{http://sokocalo.engr.ucdavis.edu/~jeremic/lecture_notes_online_material/_Chapter_Applications_Concrete_Structures/ShearWall/Shear_Wall_Plastic_Dissipation.mp4}
% \href{./homo_50m-mesh_45degree_Ormsby.mp4}
{\tiny (MP4)}
\end{flushleft}
%
%
%
% \vspace*{-3mm}
% \begin{center}
% % \hspace*{-15mm}
% \includemedia[width=\linewidth,height=0.6\linewidth,activate=pageopen,addresource=/home/jeremic/tex/works/Thesis/HanYang/Shear_Wall_Presentation_26Apr2018/Presentation/Figures/Shear_Wall_Plastic_Dissipation.mp4,
% flashvars={source=/home/jeremic/tex/works/Thesis/HanYang/Shear_Wall_Presentation_26Apr2018/Presentation/Figures/Shear_Wall_Plastic_Dissipation.mp4&autoPlay=true&loop=true}]{VPlayer.swf}
% \end{center}
%
\end{frame}
%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
%
% %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
% \subsection{Modeling Alkali-Silica Reaction for Concrete}
%
%
%
% %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
% %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
% %%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
% \subsection{OECD Program}
\section{Summary}
\subsection{\ }
%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%
\begin{frame}
\frametitle{Summary}
\begin{itemize}
\item[] Practical tool set for practicing engineers
\vspace*{1mm}
\item[] Examples that support practical toolset
\vspace*{1mm}
\item[] Development of Just in Time courses and refreshers
\vspace*{1mm}
\item[] Development of online courses, once a day, few days a week for few hours
\vspace*{1mm}
\item[] ESSI Consultants: \\
\url{http://essi-consultants.com/}
\end{itemize}
\end{frame}
\end{document}
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