diff --git a/.github/workflows/compile.yml b/.github/workflows/compile.yml new file mode 100644 index 0000000..4ee4913 --- /dev/null +++ b/.github/workflows/compile.yml @@ -0,0 +1,28 @@ +# yml file for CIs using https://github.com/xu-cheng/latex-action +name: compile +on: [push] + +jobs: + compilation: + # The type of runner that the job will run on + runs-on: ubuntu-latest + + steps: + - name: Set up Git repository + uses: actions/checkout@v4 + - name: Compile LaTeX document + uses: xu-cheng/latex-action@v3 + with: + root_file: libroANLE.tex + working_directory: tex + - name: upload + uses: actions/upload-artifact@v4 + with: + name: PDF + path: tex/libroANLE.pdf +# - name: Download a Build Artifact +# uses: actions/download-artifact@v3 +# with: +# name: PDF +# - name: Display structure of downloaded files +# run: ls -R \ No newline at end of file diff --git a/.gitignore b/.gitignore index 242db7d..314e395 100644 --- a/.gitignore +++ b/.gitignore @@ -1,4 +1,4 @@ -tex/*.pdf +tex/libroANLE.pdf *.aux *.synctex.gz *.log diff --git a/fig/Explicit-inc.eps b/fig/Explicit-inc.eps deleted file mode 100644 index d417663..0000000 --- a/fig/Explicit-inc.eps +++ /dev/null @@ -1,1950 +0,0 @@ -%!PS-Adobe-3.0 EPSF-3.0 -%%Title: gl2ps_renderer figure -%%Creator: GL2PS 1.4.0, (C) 1999-2017 C. 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+elements(1).elemType = 'node' ; +elements(2).elemType = 'frame'; +elements(2).elemCrossSecParams = {'rectangle'; [2 b b ] } ; + + +%Boundary Conditions Definitions +boundaryConds(1).imposDispDofs = [ 1 3 5 ] ; % pinned node +boundaryConds(1).imposDispVals = [ 0 0 0 ] ; +boundaryConds(2).imposDispDofs = 3 ; % node restrained in X-Y plane +boundaryConds(2).imposDispVals = 0 ; +boundaryConds(2).loadsCoordSys = 'global' ; +boundaryConds(2).loadsTimeFact = @(t) t ; + +boundaryConds(2).loadsBaseVals = 12.8e3*[ 0 0 0 ecc*1 -1 0 ] ; % Fx = -12.8e3 (N), My = 12.8e3*ecc (Nmm) + % Note that LBA Load is: Pcr = 12.8e3 (N) + +%Nodal Coordinates Definitions. X(mm) Y(mm) Z(mm) +dl = L/m; % length of finite elements (mm) + +for i=1:m+1 + mesh.nodesCoords(i,:) = [ 0 0 (i-1)*dl ] ; % Coords of Nodes in vertical member, incl corner node #(m+1) +end + +for i=m+2:2*m+1 + mesh.nodesCoords(i,:) = [ (i-m-1)*dl 0 L ] ; % Coords of Nodes in horizontal member, excl corner node #(m+1) +end + +%Conectivity Definitions +mesh.conecCell = cell(5,1) ; + %M E B / Node +mesh.conecCell{ 1 } = [ 0 1 1 1 ] ; % Node at coord (0,0,0) +mesh.conecCell{ 2 } = [ 0 1 1 2*m+1 ] ; % Node at coord (L,0,L) +mesh.conecCell{ 3 } = [ 0 1 2 m+1 ] ; % Corner Node (0,0,L) + +for j=1:2*m %M E B / Nodes + mesh.conecCell{ 4+j-1 } = [ 1 2 0 j j+1 ] ; % frame finite elements +end + +initialConds = []; % no initial conditions for static analysis + +%Static Analysis Parameter Definitions +analysisSettings.methodName = 'arcLength' ; +analysisSettings.deltaT = 0.02 ; +analysisSettings.finalTime = 1.1 ; +analysisSettings.stopTolDeltau = 1e-8 ; +analysisSettings.stopTolForces = 1e-8 ; +analysisSettings.stopTolIts = 30 ; + +analysisSettings.finalTime = 1.1 ; +analysisSettings.incremArcLen = vecpAL(indecc) ; +analysisSettings.iniDeltaLamb = boundaryConds(2).loadsTimeFact(1)/100 ; +analysisSettings.posVariableLoadBC = 2 ; + +otherParams.problemName = 'staticRoordaFrame_Stable_AL'; +otherParams.plotsFormat = 'vtk' ; + +%Analysis case 1: Solution of Stable Branch with ArcLength +[matUs, loadFactorsMat] = ONSAS( materials, elements, boundaryConds, initialConds, mesh, analysisSettings, otherParams ) ; +controlDispsALstab = -matUs(6*m+4,:) ; % rotation wrt Y-axis at node m+1 +loadFactorsALstab = loadFactorsMat(:,2) ; + + +%Analysis case 2: Solution of Unstable Branch with ArcLength +otherParams.problemName = 'staticRoordaFrame_Unstable_AL' ; + +boundaryConds(2).loadsBaseVals = 12.8e3*[ 0 0 0 -ecc -1 0 ] ; % choose opposite eccentricity + +[matUs, loadFactorsMat] = ONSAS( materials, elements, boundaryConds, initialConds, mesh, analysisSettings, otherParams ) ; +controlDispsALunstab = -matUs(6*m+4,:) ; % rotation wrt Y-axis at node m+1 +loadFactorsALunstab = loadFactorsMat(:,2) ; + +%Plot Load Displacement Curves +lw = 1.0 ; ms = 5 ; plotfontsize = 12 ; + +plot( controlDispsALstab, loadFactorsALstab, 'k-x' , 'linewidth', lw,'markersize',ms ) +plot( controlDispsALunstab, loadFactorsALunstab, 'r-o' , 'linewidth', lw,'markersize',ms ) + +labx = xlabel('rotation @Corner node (rad)'); laby = ylabel('\lambda(t)') ; +legend( 'stable branch', 'unstable branch','location','southeast') ; +set(gca, 'linewidth', 1.0, 'fontsize', plotfontsize ) ; +set(labx, 'FontSize', plotfontsize); set(laby, 'FontSize', plotfontsize) ; +title('Roorda Frame / Load-Displacement curves / With imperfectons') ; +grid on ; + +end + +print('output/RoordaFrame.png','-dpng') diff --git a/onsasExample_dynamicVonMises.m b/onsasExample_dynamicVonMises.m new file mode 100644 index 0000000..9fb1f42 --- /dev/null +++ b/onsasExample_dynamicVonMises.m @@ -0,0 +1,124 @@ +%md +%mdBefore defining the structs, the workspace is cleaned, the ONSAS directory is added to the path and scalar auxiliar parameters are defined. +close all, clear all ; addpath( genpath( [ pwd '/../../src'] ) ); +% scalar parameters + +%%% Parametros Estructura +rho = 7850; % kg/m3 (acero) +Lx = .374/2; +L0 = .205 ; + +Lc = .240; %m +Ic = .0254*.0032^3/12; %m4 +Ac = .0254*.0032; %m2 +E = 200000e6 ; %Pa (acero) +kc = 3*E*Ic/Lc^3; %N/m +mConc = 1.4; %kg Pandeo incipiente en 1.4 +c = 0; %kg/s (amortiguamiento por friccion juntas y arrastre pesa) +g = 9.81; %m/s2 + +tf = 1.0; +dt = .000025; % sec + +[u, normalForce, times ] = centralDiffDynVonMises(rho, Lx, L0, Lc, Ic, Ac, E, kc, mConc, c, g, tf, dt); + +mb = L0*Ac*rho; %kg +Lz = sqrt( L0^2 - Lx^2 ); %m + +rhoBarraMasa = mConc*.5 / (Lz*Ac); + +M = [mb 0 ; 0 (mb+mConc)/2] ; + + +nu = .3 ; +materials(1).modelName = 'elastic-rotEngStr' ; +materials(1).modelParams = [ E nu ] ; +materials(1).density = rho ; + +materials(2).modelName = 'elastic-rotEngStr' ; +materials(2).modelParams = [ 1e10*E nu ] ; +materials(2).density = rhoBarraMasa ; + +materials(3).modelName = 'elastic-rotEngStr' ; +materials(3).modelParams = [ kc*L0/Ac nu ] ; +materials(3).density = rho ; + + +elements(1).elemType = 'node' ; + +elements(2).elemType = 'truss'; +elements(2).elemCrossSecParams{1,1} = 'rectangle' ; +elements(2).elemCrossSecParams{2,1} = [sqrt(Ac) sqrt(Ac) ] ; +elements(2).massMatType = 'lumped' ; + +boundaryConds(1).imposDispDofs = [ 3 5 ] ; +boundaryConds(1).imposDispVals = [ 0 0 ] ; + +boundaryConds(2).imposDispDofs = [ 1 3 ] ; +boundaryConds(2).imposDispVals = [ 0 0 ] ; +boundaryConds(2).loadsCoordSys = 'global' ; +boundaryConds(2).loadsTimeFact = @(t) 1 ; +boundaryConds(2).loadsBaseVals = [ 0 0 0 0 -(mConc+mb)/2*g 0 ] ; + +boundaryConds(3).imposDispDofs = [ 1 3 ] ; +boundaryConds(3).imposDispVals = [ 0 0 ] ; + +boundaryConds(4).imposDispDofs = [ 1 3 5 ] ; +boundaryConds(4).imposDispVals = [ 0 0 0 ] ; + +mesh.nodesCoords = [ 0 0 0 ; ... + Lx 0 Lz ; ... + Lx 0 Lz-Lz; ... + -L0 0 0 ] ; + +mesh.conecCell = { } ; +mesh.conecCell{ 1, 1 } = [ 0 1 1 1 ] ; +mesh.conecCell{ 2, 1 } = [ 0 1 2 2 ] ; +mesh.conecCell{ 3, 1 } = [ 0 1 3 3 ] ; +mesh.conecCell{ 4, 1 } = [ 0 1 4 4 ] ; + +mesh.conecCell{ 4+1, 1 } = [ 1 2 0 1 2 ] ; +mesh.conecCell{ 4+2, 1 } = [ 2 2 0 2 3 ] ; +mesh.conecCell{ 4+3, 1 } = [ 3 2 0 1 4 ] ; + +initialConds = struct() ; + + +analysisSettings.methodName = 'newmark' ; +%md and the following parameters correspond to the iterative numerical analysis settings +analysisSettings.deltaT = 0.0005 ; +analysisSettings.finalTime = 1 ; +analysisSettings.stopTolDeltau = 1e-8 ; +analysisSettings.stopTolForces = 1e-8 ; +analysisSettings.stopTolIts = 10 ; + +%md +%md### otherParams +otherParams.problemName = 'dynamicVonMisesTruss'; +otherParams.plotsFormat = 'vtk' ; +%md +%md### Analysis case 1: NR with Rotated Eng Strain +%md In the first case ONSAS is run and the solution at the dof of interest is stored. +[matUs, loadFactorsMat] = ONSAS( materials, elements, boundaryConds, initialConds, mesh, analysisSettings, otherParams ) ; + +uONSAS = [ matUs(1,:) ; matUs(6+5,:) ] ; + +timesONSAS = 0:analysisSettings.deltaT:analysisSettings.finalTime ; + + +subplot(3,1,1) +plot(times(1:10:end),1000*u(1,1:10:end)) +hold on +plot(timesONSAS,1000*uONSAS(1,:),'r' ) +xlabel('t [s]'); ylabel('u_1 [mm]'); +axis( [0 2 1e3*min(u(1,:))*1.1 1e3*max(u(1,:))*1.1] ); +subplot(3,1,2) +hold on +plot(times(1:10:end),1000*u(2,1:10:end)) +plot(timesONSAS,1000*uONSAS(2,:),'r' ) +xlabel('t [s]'); ylabel('u_2 [mm]'); +axis([0 2 1e3*min(u(2,:))*1.1 1e3*max(u(2,:))*1.1]); +subplot(3,1,3) +plot(times(1:10:end),normalForce(1:10:end)) +xlabel('t [s]'); ylabel('Directa [N]') +axis([0 2 min(normalForce)*1.1 max(normalForce)*1.1]); diff --git a/src/Explicit-inc.pdf b/src/Explicit-inc.pdf new file mode 100644 index 0000000..2b357f1 Binary files /dev/null and b/src/Explicit-inc.pdf differ diff --git a/src/Explicit.pdf b/src/Explicit.pdf new file mode 100644 index 0000000..f673e9f Binary files /dev/null and b/src/Explicit.pdf differ diff --git a/src/Explicit.tex b/src/Explicit.tex new file mode 100644 index 0000000..9b7f298 --- /dev/null +++ b/src/Explicit.tex @@ -0,0 +1,39 @@ +% Title: Figure 1 +% Creator: GL2PS 1.4.2, (C) 1999-2020 C. Geuzaine +% For: Octave +% CreationDate: Mon Aug 5 15:51:39 2024 +\setlength{\unitlength}{1pt} +\begin{picture}(0,0) +\includegraphics[scale=1]{Explicit-inc} +\end{picture}% +\begin{picture}(420,315)(0,0) +\fontsize{13}{0}\selectfont\put(54.6199,176.8){\makebox(0,0)[t]{\textcolor[rgb]{0.15,0.15,0.15}{{0}}}} +\fontsize{13}{0}\selectfont\put(115.55,176.8){\makebox(0,0)[t]{\textcolor[rgb]{0.15,0.15,0.15}{{0.1}}}} +\fontsize{13}{0}\selectfont\put(176.481,176.8){\makebox(0,0)[t]{\textcolor[rgb]{0.15,0.15,0.15}{{0.2}}}} +\fontsize{13}{0}\selectfont\put(237.412,176.8){\makebox(0,0)[t]{\textcolor[rgb]{0.15,0.15,0.15}{{0.3}}}} +\fontsize{13}{0}\selectfont\put(298.342,176.8){\makebox(0,0)[t]{\textcolor[rgb]{0.15,0.15,0.15}{{0.4}}}} +\fontsize{13}{0}\selectfont\put(359.273,176.8){\makebox(0,0)[t]{\textcolor[rgb]{0.15,0.15,0.15}{{0.5}}}} +\fontsize{13}{0}\selectfont\put(48.1275,193.717){\makebox(0,0)[r]{\textcolor[rgb]{0.15,0.15,0.15}{{0}}}} +\fontsize{13}{0}\selectfont\put(48.1275,211.074){\makebox(0,0)[r]{\textcolor[rgb]{0.15,0.15,0.15}{{100}}}} +\fontsize{13}{0}\selectfont\put(48.1275,228.431){\makebox(0,0)[r]{\textcolor[rgb]{0.15,0.15,0.15}{{200}}}} +\fontsize{13}{0}\selectfont\put(48.1275,245.788){\makebox(0,0)[r]{\textcolor[rgb]{0.15,0.15,0.15}{{300}}}} +\fontsize{13}{0}\selectfont\put(48.1275,263.146){\makebox(0,0)[r]{\textcolor[rgb]{0.15,0.15,0.15}{{400}}}} +\fontsize{13}{0}\selectfont\put(48.1275,280.503){\makebox(0,0)[r]{\textcolor[rgb]{0.15,0.15,0.15}{{500}}}} +\fontsize{14}{0}\selectfont\put(217.429,162.8){\makebox(0,0)[t]{\textcolor[rgb]{0.15,0.15,0.15}{{t [s]}}}} +\fontsize{14}{0}\selectfont\put(25.1275,238.92){\rotatebox{90}{\makebox(0,0)[b]{\textcolor[rgb]{0.15,0.15,0.15}{{presion [kPa]}}}}} +\fontsize{15}{0}\selectfont\put(66.4939,31.1353){\makebox(0,0)[t]{\textcolor[rgb]{0.15,0.15,0.15}{{0}}}} +\fontsize{15}{0}\selectfont\put(125.203,31.1353){\makebox(0,0)[t]{\textcolor[rgb]{0.15,0.15,0.15}{{0.1}}}} +\fontsize{15}{0}\selectfont\put(183.911,31.1353){\makebox(0,0)[t]{\textcolor[rgb]{0.15,0.15,0.15}{{0.2}}}} +\fontsize{15}{0}\selectfont\put(242.62,31.1353){\makebox(0,0)[t]{\textcolor[rgb]{0.15,0.15,0.15}{{0.3}}}} +\fontsize{15}{0}\selectfont\put(301.328,31.1353){\makebox(0,0)[t]{\textcolor[rgb]{0.15,0.15,0.15}{{0.4}}}} +\fontsize{15}{0}\selectfont\put(360.037,31.1353){\makebox(0,0)[t]{\textcolor[rgb]{0.15,0.15,0.15}{{0.5}}}} +\fontsize{15}{0}\selectfont\put(59,63.5394){\makebox(0,0)[r]{\textcolor[rgb]{0.15,0.15,0.15}{{-0.005}}}} +\fontsize{15}{0}\selectfont\put(59,85.6135){\makebox(0,0)[r]{\textcolor[rgb]{0.15,0.15,0.15}{{0}}}} +\fontsize{15}{0}\selectfont\put(59,107.688){\makebox(0,0)[r]{\textcolor[rgb]{0.15,0.15,0.15}{{0.005}}}} +\fontsize{15}{0}\selectfont\put(59,129.762){\makebox(0,0)[r]{\textcolor[rgb]{0.15,0.15,0.15}{{0.01}}}} +\fontsize{15}{0}\selectfont\put(223.366,15.1353){\makebox(0,0)[t]{\textcolor[rgb]{0.15,0.15,0.15}{{t [s]}}}} +\fontsize{15}{0}\selectfont\put(16,89.6158){\rotatebox{90}{\makebox(0,0)[b]{\textcolor[rgb]{0.15,0.15,0.15}{{desplazamiento [m]}}}}} +\fontsize{13}{0}\selectfont\put(342.243,118.306){\makebox(0,0)[l]{\textcolor[rgb]{0,0,0}{{$u_1$}}}} +\fontsize{13}{0}\selectfont\put(342.243,101.308){\makebox(0,0)[l]{\textcolor[rgb]{0,0,0}{{$u_2$}}}} +\fontsize{13}{0}\selectfont\put(342.243,84.3091){\makebox(0,0)[l]{\textcolor[rgb]{0,0,0}{{$u_3$}}}} +\end{picture} diff --git a/src/Explicit_Edificio_Blast_V0_FIGURA.m b/src/Explicit_Edificio_Blast_V0_FIGURA.m index 7408613..4eff1c7 100644 --- a/src/Explicit_Edificio_Blast_V0_FIGURA.m +++ b/src/Explicit_Edificio_Blast_V0_FIGURA.m @@ -3,7 +3,7 @@ % Definicion de la estructura A = 30; %m Lado del Edificio -e = 0.25; %m Espesor Losa Piso +esp = 0.25; %m Espesor Losa Piso hv = 0.7; %m Altura Viga bv = 0.3; %m Ancho Viga muro = 300; %kg/m2 Peso muro por uni. area @@ -20,7 +20,7 @@ K = k*[2 -1 0 ; -1 2 -1 ; 0 -1 1]; %N/m % Definicion de Matriz de Masa -Mpiso = 2500*(e*A^2+hv*bv*A*8); %kg +Mpiso = 2500 * ( esp*A^2+hv*bv*A*8 ) ; %kg Mpilar = 2500*ncols*a^2*H; %kg Mmuro = muro*H*A*4*0.6; %kg Mint = Mpiso + Mpilar + Mmuro; @@ -75,8 +75,8 @@ Meff = a0*M+a1*C; Keff = (K-a2*M); M2 = a0*M-a1*C; % Comienza Marcha en el Tiempo usando Diferencia Centrada -t(1) = -dt; t(2) = t0; k=2; -while t