Remaining result of displacements for the next step in UEL subroutine
"Hossein Janbazi [email protected] [Abaqus]" <[email protected]> Tue, 10 Nov 2020 21:42:42 +0000 (UTC)
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Hi everyone, I would bethankful if consider my question:
I modeled vertical linearstiffness of seabed soil by UEL subroutine of Abaq=
us.=20
The pipe is hanging fromthe vessel located in a higher level, and laid on t=
he seabed same as catenaryshape. Actually, this is a steel catenary riser (=
SCR) modeling.
At the first step, the verticalstiffness of seabed was equal to ky=3D5 kPa =
(defined in UEL subroutine), and thenlaid pipe moves down due to its self-w=
eight. We assume this is static analysis,so after short time, some part of =
this catenary will be laid on the seabed andwe can find penetration as:
Actually, the penetrationwill be determined through UEL subroutine.=20
I provide simple handcalculation here which UEL can do that in a completed =
way.
Vertical displacement=3Du(2)
Self-weight of pipe=3D100kg/m
Force=3Dky*u(2)=C2=A0>>>>>>>>>>>>>>>>=C2=A0=C2=A0 u(2) =3D (100kg/m * 9.81)=
/5 kPa =3D 0.196 m (indownward direction).
=C2=A0
As you know, thestiffness of seabed is not constant during long time. It ma=
y be changed.
I assume the stiffness ofsoil will be stiffer in the future. So I=E2=80=99m=
going to define new stiffness (e.g.Ky=3D100 kPa). Actually, when I define =
a new stiffness in the next step, allcalculated displacements from the prev=
ious step will be reset and will nolonger be continued for the next step.
It expected thispenetration will be continuing from the previous step, but =
pipe reset itsprevious displacements and start to penetrate from zero.
Do you have anysuggestions to keep remain calculated displacements from pre=
vious step, andcontinue them in the next step?
=C2=A0
I try differentapproaches such as =E2=80=9Csave=E2=80=9D statement that all=
previous displacements stored in aseparate matrix and then use for new ste=
p, but it did not work.=20
Any comments would bebeneficial for me. My project was stopped due to this =
problem and I=E2=80=99m in needof your help and consideration.
I provide UEL subroutinethat I used.
=C2=A0
Many thanks
Hossein
=C2=A0
=C2=A0
=C2=A0
=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0SUBROUTINE UEL(RHS,AMATRX,SVARS,ENERGY,NDOFEL=
,NRHS,NSVARS,
=C2=A0=C2=A0=C2=A0=C2=A01=C2=A0=C2=A0=C2=A0=C2=A0PROPS,NPROPS,COORDS,MCRD,N=
NODE,U,DU,V,A,JTYPE,TIME,
=C2=A0=C2=A0=C2=A0=C2=A02=C2=A0=C2=A0=C2=A0=C2=A0DTIME,KSTEP,KINC,JELEM,PAR=
AMS,NDLOAD,JDLTYP,ADLMAG,
=C2=A0=C2=A0=C2=A0=C2=A03=C2=A0=C2=A0=C2=A0=C2=A0 PREDEF,NPREDF,LFLAGS,MLVA=
RX,DDLMAG,MDLOAD,PNEWDT,
=C2=A0=C2=A0=C2=A0=C2=A04=C2=A0=C2=A0=C2=A0=C2=A0 JPROPS,NJPROP,PERIOD)
=C2=A0
=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0INCLUDE 'ABA_PARAM.INC'
=C2=A0
=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0DIMENSION RHS(MLVARX,*),AMATRX(NDOFEL,NDOFEL)=
,
=C2=A0=C2=A0=C2=A0=C2=A01=C2=A0=C2=A0=C2=A0=C2=A0SVARS(NSVARS),ENERGY(8),PR=
OPS(*),COORDS(MCRD,NNODE),
=C2=A0=C2=A0=C2=A0=C2=A02=C2=A0=C2=A0=C2=A0=C2=A0U(NDOFEL),DU(MLVARX,*),V(N=
DOFEL),A(NDOFEL),TIME(2),
=C2=A0=C2=A0=C2=A0=C2=A03=C2=A0=C2=A0=C2=A0=C2=A0PARAMS(3),JDLTYP(MDLOAD,*)=
,ADLMAG(MDLOAD,*),
=C2=A0=C2=A0=C2=A0=C2=A04=C2=A0=C2=A0=C2=A0=C2=A0DDLMAG(MDLOAD,*),PREDEF(2,=
NPREDF,NNODE),LFLAGS(*),
=C2=A0=C2=A0=C2=A0=C2=A05=C2=A0=C2=A0=C2=A0=C2=A0 JPROPS(*)=C2=A0=C2=A0=C2=
=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=20
=C2=A0
=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=
=A0=C2=A0 =C2=A0 IF (kstep.EQ.1) THEN
=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=
=A0=C2=A0 =C2=A0 if (u(2).gt.0) THEN
=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=
=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=
=C2=A0=C2=A0=C2=A0=C2=A0 =C2=A0kx=3D0
=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=
=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=
=C2=A0=C2=A0=C2=A0=C2=A0 =C2=A0ky=3D0
=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=
=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=
=C2=A0=C2=A0=C2=A0=C2=A0 =C2=A0force(jelem)=3D0=C2=A0=C2=A0=C2=A0=C2=A0=C2=
=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=20
=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=
=A0=C2=A0 =C2=A0 else=C2=A0=C2=A0 =C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=
=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0 =C2=A0
=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0 =C2=A0=C2=A0=C2=A0=C2=A0=
=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=
=A0=C2=A0=C2=A0=C2=A0 =C2=A0kx=3D0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=20
=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=
=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=
=C2=A0=C2=A0=C2=A0=C2=A0 =C2=A0ky=3D5000
=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=
=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=
=C2=A0=C2=A0=C2=A0=C2=A0 =C2=A0force(jelem)=3Dky*u(2)=C2=A0=C2=A0=C2=A0=C2=
=A0=C2=A0=20
=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=
=A0=C2=A0 =C2=A0 end if=20
=C2=A0
=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=
=A0=C2=A0 =C2=A0 ELSE IF (kstep.EQ.2) THEN
=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=
=A0=C2=A0 =C2=A0 if (u(2).gt.0) THEN
=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=
=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=
=C2=A0=C2=A0=C2=A0=C2=A0 =C2=A0kx=3D0
=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=
=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=
=C2=A0=C2=A0=C2=A0=C2=A0 =C2=A0ky=3D0
=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=
=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=
=C2=A0=C2=A0=C2=A0=C2=A0 =C2=A0force(jelem)=3D0=C2=A0=C2=A0=C2=A0=C2=A0=C2=
=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=20
=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=
=A0=C2=A0 =C2=A0else=C2=A0=C2=A0 =C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=
=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0 =C2=A0
=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0 =C2=A0=C2=A0=C2=A0=C2=A0=
=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=
=A0=C2=A0=C2=A0=C2=A0 =C2=A0kx=3D0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=20
=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=
=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=
=C2=A0=C2=A0=C2=A0=C2=A0 =C2=A0ky=3D100,000
=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=
=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=
=C2=A0=C2=A0=C2=A0=C2=A0 =C2=A0force(jelem)=3Dky*u(2)=C2=A0=C2=A0=C2=A0=C2=
=A0=C2=A0=20
=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=
=A0=C2=A0 =C2=A0end if=20
=C2=A0
=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=
=A0=C2=A0 =C2=A0END IF
=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0=C2=
=A0=C2=A0 =C2=A0=20
=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0AMATRX(1,1:3)=3D(/KX, 0.,0./)
=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0AMATRX(2,1:3)=3D(/0., KY,0./)
=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0AMATRX(3,1:3)=3D(/0., 0., KZ/)
=C2=A0
=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0SRESID(2)=3DFORCE(jelem)
=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0RHS(2,1)=3DRHS(2,1)-SRESID(2)
=C2=A0
=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0SVARS(1)=3Du(2)
=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0SVARS(2)=3DRHS(2,1)=C2=A0=C2=A0=C2=A0=C2=A0=20
=C2=A0
=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0RETURN
=C2=A0=C2=A0=C2=A0=C2=A0=C2=A0END=C2=A0=C2=A0
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=20=20=20=20=20=20
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<p><div class=3D"yahoo-style-wrap" style=3D"font-family:bookman old s=
tyle, new york, times, serif;font-size:16px;"><div dir=3D"ltr" data=3D"fals=
e"><div><p class=3D"ydpeb74929fMsoNormal" dir=3D"ltr" data=3D"false"> </p><=
div><p class=3D"ydpf6d67879MsoNormal" dir=3D"ltr" data=3D"false"> </p><div>=
<p class=3D"ydp1e45c981MsoNormal" dir=3D"ltr" data=3D"false"> </p><div><p c=
lass=3D"ydpcf4dfe21MsoNormal">Hi everyone, I would be
thankful if consider my question:</p>
<p class=3D"ydpcf4dfe21MsoNormal">I modeled vertical linear
stiffness of seabed soil by UEL subroutine of Abaqus. </p>
<p class=3D"ydpcf4dfe21MsoNormal">The pipe is hanging from
the vessel located in a higher level, and laid on the seabed same as catena=
ry
shape. Actually, this is a steel catenary riser (SCR) modeling.</p>
<p class=3D"ydpcf4dfe21MsoNormal">At the first step, the vertical
stiffness of seabed was equal to ky=3D5 kPa (defined in UEL subroutine), an=
d then
laid pipe moves down due to its self-weight. We assume this is static analy=
sis,
so after short time, some part of this catenary will be laid on the seabed =
and
we can find penetration as:</p>
<p class=3D"ydpcf4dfe21MsoNormal">Actually, the penetration
will be determined through UEL subroutine. </p>
<p class=3D"ydpcf4dfe21MsoNormal">I provide simple hand
calculation here which UEL can do that in a completed way.</p>
<p class=3D"ydpcf4dfe21MsoNormal">Vertical displacement=3Du(2)</p>
<p class=3D"ydpcf4dfe21MsoNormal">Self-weight of pipe=3D100
kg/m</p>
<p class=3D"ydpcf4dfe21MsoNormal">Force=3Dky*u(2)
>>>>>>>>>>>>>>>>  =
; u(2) =3D (100kg/m * 9.81)/5 kPa =3D 0.196 m (in
downward direction).</p>
<p class=3D"ydpcf4dfe21MsoNormal"> </p>
<p class=3D"ydpcf4dfe21MsoNormal">As you know, the
stiffness of seabed is not constant during long time. It may be changed.</p=
>
<p class=3D"ydpcf4dfe21MsoNormal">I assume the stiffness of
soil will be stiffer in the future. So I=E2=80=99m going to define new stif=
fness (e.g.
Ky=3D100 kPa). Actually, when I define a new stiffness in the next step, al=
l
calculated displacements from the previous step will be reset and will no
longer be continued for the next step.</p>
<p class=3D"ydpcf4dfe21MsoNormal">It expected this
penetration will be continuing from the previous step, but pipe reset its
previous displacements and start to penetrate from zero.</p>
<p class=3D"ydpcf4dfe21MsoNormal">Do you have any
suggestions to keep remain calculated displacements from previous step, and
continue them in the next step?</p>
<p class=3D"ydpcf4dfe21MsoNormal"> </p>
<p class=3D"ydpcf4dfe21MsoNormal">I try different
approaches such as =E2=80=9Csave=E2=80=9D statement that all previous displ=
acements stored in a
separate matrix and then use for new step, but it did not work. </p>
<p class=3D"ydpcf4dfe21MsoNormal">Any comments would be
beneficial for me. My project was stopped due to this problem and I=E2=80=
=99m in need
of your help and consideration.</p>
<p class=3D"ydpcf4dfe21MsoNormal">I provide UEL subroutine
that I used.</p>
<p class=3D"ydpcf4dfe21MsoNormal"> </p>
<p class=3D"ydpcf4dfe21MsoNormal">Many thanks</p>
<p class=3D"ydpcf4dfe21MsoNormal">Hossein</p>
<p class=3D"ydpcf4dfe21MsoNormal"> </p>
<p class=3D"ydpcf4dfe21MsoNormal"> </p>
<p class=3D"ydpcf4dfe21MsoNormal"> </p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> =
SUBROUTINE UEL(RHS,AMATRX,SVARS,ENERGY,NDOFEL,NRHS,NSVARS,</p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> =
1
PROPS,NPROPS,COORDS,MCRD,NNODE,U,DU,V,A,JTYPE,TIME,</p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> =
2
DTIME,KSTEP,KINC,JELEM,PARAMS,NDLOAD,JDLTYP,ADLMAG,</p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> =
3 PREDEF,NPREDF,LFLAGS,MLVARX,DDLMAG,MDLOAD,PNEWDT,=
</p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> =
4 JPROPS,NJPROP,PERIOD)</p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;">
</p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> =
INCLUDE 'ABA_PARAM.INC'</p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> </p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> =
DIMENSION RHS(MLVARX,*),AMATRX(NDOFEL,NDOFEL),</p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> =
1
SVARS(NSVARS),ENERGY(8),PROPS(*),COORDS(MCRD,NNODE),</p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> =
2
U(NDOFEL),DU(MLVARX,*),V(NDOFEL),A(NDOFEL),TIME(2),</p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> =
3
PARAMS(3),JDLTYP(MDLOAD,*),ADLMAG(MDLOAD,*),</p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> =
4
DDLMAG(MDLOAD,*),PREDEF(2,NPREDF,NNODE),LFLAGS(*),</p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> =
5 JPROPS(*) &nbs=
p; </p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> </p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> =
&n=
bsp; IF (kstep.EQ.1) THEN</p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> =
&n=
bsp; if (u(2).gt.0) THEN</p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> =
&nb=
sp; =
kx=3D0</p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> =
&nb=
sp; =
ky=3D0</p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> =
&nb=
sp; =
force(jelem)=3D0 &nbs=
p; =20
</p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> =
&n=
bsp; else  =
; </p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> =
&n=
bsp;  =
; kx=3D0 </p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> =
&nb=
sp; =
ky=3D5000</p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> =
&nb=
sp; =
force(jelem)=3Dky*u(2) </p=
>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> =
&n=
bsp; end if </p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> </p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> =
&n=
bsp; ELSE IF (kstep.EQ.2) THEN</p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> =
&n=
bsp; if (u(2).gt.0) THEN</p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> =
&nb=
sp; =
kx=3D0</p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> =
&nb=
sp; =
ky=3D0</p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> =
&nb=
sp; =
force(jelem)=3D0 &nbs=
p; =20
</p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> =
&n=
bsp;else =
</p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> =
&n=
bsp;  =
; kx=3D0 </p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> =
&nb=
sp; =
ky=3D100,000</p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> =
&nb=
sp; =
force(jelem)=3Dky*u(2) </p=
>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> =
&n=
bsp;end if </p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> </p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> =
&n=
bsp;END IF</p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> =
&n=
bsp; </p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> =
AMATRX(1,1:3)=3D(/KX, 0.,0./)</p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> =
AMATRX(2,1:3)=3D(/0., KY,0./)</p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> =
AMATRX(3,1:3)=3D(/0., 0., KZ/)</p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> </p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> =
SRESID(2)=3DFORCE(jelem)</p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> =
RHS(2,1)=3DRHS(2,1)-SRESID(2)</p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> </p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> =
SVARS(1)=3Du(2)</p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> =
SVARS(2)=3DRHS(2,1) </p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> </p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> =
RETURN</p>
<p class=3D"ydpcf4dfe21MsoNormal" style=3D"margin-bottom:0in;"> =
END <span lang=3D"FA" dir=3D"RTL" style=3D"font-family:"Ari=
al",sans-serif;"></span></p></div><div><br></div><p></p></div><p></p><=
/div><p></p></div></div></div></p>
</div>
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