* fichier : ricbet_uni_2.dgibi
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* DESCRIPTION
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* Local test - Multifiber analysis
*
* Loading path considered:
*
* - 1 : Monotonic tension test
* - 2 : Monotonic compression test
* - 3 : Cyclic tension test
* - 4 : Cyclic compression test
* - 5 : Cyclic tension/compression test
* - 6 : Tension/compression/tension test
*
*
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* AUTHOR
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* Developped by : Benjamin RICHARD
* CEA-DEN/DANS/DM2S/SEMT/EMSI
* Benjamin.Richard@cea.fr
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graph = 'N';
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* Type of loading
ncas = 1;
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* OPTIONS
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OPTION DIME 2 ELEM QUA4;
* Number of element------------------------------------
nelem = 10;
* Concrete parameters----------------------------------
* Young
ESSS= 28000E6;
* Poisson ratio
nun = 0.20;
* Tension strength
C1 = 2.1E+6;
* Brittleness in tension
C2 = 9.0E-3;
* Kinematic hardening coefficient 1
C3 = 3.0E+9;
* Kinematic hardening coefficient 2
C4 = 8.0e-6;
* Closure stress
C5 = -3.0e6;
* Resistance en compession
C6 = 10.0e6;
* XXX (unused)
C7 = 1.0;
* XXX (unused)
C8 = 1.0;
* Yield surface 1
C9 = 4.0e10;
* Yield surface 2
C10 = 600.0;
* Parameter that can be implemented in ESOPE
* (not subjected to high variations)
C11 = -6.0e6;
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* GEOMETRICAL PARAMETERS
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SACIER1 = 0. 0.;
SACIER2 = 1. 0.;
SACIER3 = 1. 1.;
SACIER4 = 0. 1.;
LL1 = D 1 SACIER1 SACIER2;
LL2 = D 1 SACIER2 SACIER3;
LL3 = D 1 SACIER3 SACIER4;
LL4 = D 1 SACIER4 SACIER1;
SACIER = DALL LL1 LL2 LL3 LL4;
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* MODEL
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OPTI DIME 3 ELEM SEG2;
*mo1 = mode sacier mecanique elastique quas;
*ma1 = MATE mo1 YOUN ESSS NU nun;
mo1 = mode sacier mecanique elastique plastique RICBET_UNI
quas;
ma1 = MATE mo1 YOUN ESSS NU nun
'FT ' C1 'ALDI' C2 'GAM1' C3
'A1 ' C4 'SIGF' C5 'FC ' C6
'AF ' C7 'AG ' C8 'AC ' C9
'BC ' C10 'SIGU' C11 'HYST' 2;
car1 = CARA mo1 ALPY .66 ALPZ .66;
modstot = mo1;
matstot = ma1 et car1;
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* BEAM ELEMENT
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OPTI ELEM SEG2;
P1 = 0. 0. 0.;
P2 = 0. 0. 1.;
Lpoutre = d nelem P1 P2;
modpout = MODE Lpoutre MECANIQUE ELASTIQUE SECTION
PLASTIQUE SECTION TIMO;
matpout = MATE modpout MODS modsTOT MATS matsTOT
VECT (0 1 0);
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* BOUNDARY CONDITIONS
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con1 = BLOQ DEPL ROTA P1;
con3 = BLOQ UZ P2;
con2 = BLOQ UX UY RX RY RZ P2 ;
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* LOADING CASES
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fo1 = depi con3 1.0;
SI (EGA ncas 1) ;
LI1 = PROG 0. 1.;
LI2 = PROG 0. 1.0e-3;
LIS1 = PROG 0. PAS 0.02 1.;
FINSI;
SI (EGA ncas 2) ;
LI1 = PROG 0. 1.;
LI2 = PROG 0. -5.0e-3;
LIS1 = PROG 0. PAS 0.02 1;
FINSI;
SI (EGA ncas 3) ;
LI1 = PROG 0. 1. 2. 3. 4. 5.;
LI2 = PROG 0. 1.5e-4 9.5e-6 2.0E-4 3.0E-5 10E-4;
LIS1 = PROG 0. PAS 0.02 5.;
FINSI;
SI (EGA ncas 4) ;
LI1 = PROG 0. 1. 2. 3. 4. 5.;
LI2 = PROG 0. -3.0e-3 1.5e-4 -5.0E-3 -3.5E-4 -8.0E-3;
LIS1 = PROG 0. PAS 0.02 5.;
FINSI;
SI (EGA ncas 5) ;
LI1 = PROG 0. 1. 2. 3. 4. 5.;
LI2 = PROG 0. 3.e-4 -3.0e-4 5.0E-4 -1.5E-4 1.0E-3;
LIS1 = PROG 0. PAS 0.02 5;
FINSI;
SI (EGA ncas 6) ;
LI1 = PROG 0. 1. 2. 3. 4. 5.;
LI2 = PROG 0. 3.e-4 -1.e-5 5.0E-4 -5E-3 -3.0E-3;
LIS1 = PROG 0. PAS 0.02 5;
FINSI;
ev1 = evol manu li1 li2;
cha1 = char dimp fo1 ev1;
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* SOLVING PROCEDURE
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TAB1 = TABLE;
TAB1 . BLOCAGES_MECANIQUES = con1 et con3 et con2;
TAB1 . MODELE = modpout;
TAB1 . CARACTERISTIQUES = matpout;
TAB1 . CHARGEMENT = cha1;
TAB1 . TEMPS_CALCULES = lis1;
TAB1 . MAXDEFOR = 1.E-5;
TAB1 . MOVA = RIEN;
PASAPAS TAB1;
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* POST PROCESSING
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dep0 = TAB1.'DEPLACEMENTS';
tim0 = tab1. TEMPS;
sig0 = TAB1.'CONTRAINTES';
var0 = TAB1.'VARIABLES_INTERNES';
ind0 = INDE dep0;
time = PROG (tim0 . 0);
uzp0 = PROG 0.;
fzp0 = PROG 0.;
ep1 = prog 0.;
si1 = prog 0.;
nn = (('DIME' ind0) - 1);
j = 1;
REPE lab1 (('DIME' ind0) - 1);
j = j + 1;
indj = ind0.j;
depj = dep0.indj;
sigj = sig0.indj;
epsj = epsi depj modpout matpout;
vecj = bsigma sigj modpout matpout;
time = time et (prog tim0. &lab1);
uzp0 = uzp0 ET (PROG (EXTR depj 'UZ' P2));
fzp0 = fzp0 ET (PROG (EXTR vecj 'FZ' P2));
FIN lab1;
si (ega graph 'O');
evuzfz = evol manu uzp0 (fzp0);
list evuzfz;
dess evuzfz;
finsi;
aa = (EXTR vecj 'FZ' P2);
message 'erreur relative';
err = (aa - 3.46710E+05) / 3.46710E+05;
list err;
si (> err 1E-3);
erreur(5);
finsi;
fin;
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