2. GENERAL DATA

GENERAL DATA – 2.1.

FINELG v111 February 2021 Chap. 2.A

“FINELG”

2. GENERAL DATA

Chapter’s content

A. COMMENTS – VERSION NUMBER

B. CTRL – control cards B.a Units, language of drawings in Desfin, and use of MKL libraries B.b General control parameters B.c Specific control parameters B.d Renumbering parameters ( RENU) B.e Printings ( IMPR) B.f Savings ( SAUV) B.g MKL libraries (IMKL)

C. MECA - mechanical properties

D. GEOM – Geometrical properties

E. NODE COORDINATES AND INITIAL DEFORMATION [28,29] E.a Node coordinates : E.b Initial deformation by nodes E.c Normalisation of initial deformed shaped by files E.d Supports E.e Local Axes E.f Initial Deformation By Files E.g Duplicata Nodes E.h Roughness and Hunting

F. ELEMENTS F.a Element definition F.b Element generation F.c Index modification F.d Residual or Initial Sresses or Strains (RISS)

G. LOADS and DISPLACEMENTS G.a Loads G.b Load Cases

2.2' – GENERAL DATA

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H. SEQUENCES H.a Combination card H.b Incremental sequence H.c Load multipliers H.d Imposed load levels H.e Modification of the equilibrium iteration parameters H.f Automatic loading parameters H.g Arc-length adaptation H.h Control nodes H.i Control reactions

I. SEQUENCES FOR DYNAMIC LOADING I.a Time multipliers I.b Incremental method I.c Modification of the equilibrium iteration parameters I.d Control nodes

J. DAMPING

K. EVOLUTION OF STRUCTURE K.a ELEM Cards K.b Derrick cards K.c Boundary surface cards K.d Excentricity cards

L. GROUP DEFINITION

M. END

NOTE : GENERATION OF LIST OF NUMBERS




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A. "COMMENTS - VERSION NUMBER" 1+N cards (or lines) [10 A8]

12 20

FINELG TITLE CARD

1 40 80

B. "CONTROL"

CTRL TITLE CARD

B.a. Units, language of drawings in Desfin, MKL libraries 1 card [3(2X,A2),I4] or [3(3X,A2),I5] or [3(4X,A2),I6]

1 40 80

UFO ULO ILANGD IMKL

B.b. General Control parameters 1 card [5I4,8I1,6I4,2G12,I4] or [5I5,10I1,6I5,2G15,I5] or [5I6,12I1,6I6,2G18,I6]

1 20 40 60 80

NOM REPS REPP IALLO IDR IDW IRE KARA KREQ KALT ECART

IVER

LISDDL

ICOL

TDEB TFIN



A. COMMENTS – VERSION NUMBER

VER Version number for datas

Datas can still be given in the 7.2 format. IVER distinguish between old and

new formats. If IVER <80, file is formatted to the old format. If 90 > IVER

>80 , file is related to the 82 format. If IVER > 90, file is related to the 90

format. When old datas are used, FINELG creates a ".DAN" file with datas in

the new format.

ICOL column width for data definitions (4, 5 or 6)

The column width of datas can be determined on base of 4 columns (4 columns

for integer datas, 8 or 12 columns for real datas), on a base of 5 columns (5

columns for integer datas, 10 or 15 columns for real datas) or on a base of 6

columns (6 columns for integer datas, 12 or 18 columns for real datas)

All datas are given below with the 4-definition. The complete 5-definition is

given in italic in the synthesis of cards.

Default value : 4

COMMENTS The number of comment lines is unlimited.

B. CTRL – control cards

B.a Units, language of drawings in Desfin, and use of MKL libraries

UFO Unit of force (CHARACTER*2).

KG = Kilogram

T = Ton (1000 KG)

N = Newton

KN = Kilonewton (1000 N)

LB = Pound (4.4482216 N)

KP = Kilopound (1000 LB)

TA = English ton (10160.469 N)

ULO Unit of length (CHARACTER*2).

MM = Millimeter

CM = Centimeter

M = Meter

IN = Inch (25.4 MM)

ILANGD Language of drawings in Desfin (CHARACTER*2).

FR = French

EN = English

DE = German

NL = Dutch


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FINELG v111 February 2021 Chap. 2.B

IMKL Use of MKL libraries for linear system solution

0 : No use of MKL

1 : Use MKL with default parameters

2 : Use MKL with user-provided parameters. An IMKL card must be provided.

(see chapter B.g)

Default : 0

NB: the MKL conditional bit-wise reproducibility (CBWR) can be

activated by setting the IMKL value to its negative counterpart (-1 or -2). This

enhances reproducibility on multiple processors or different machines but may

degrade performance.

Remark: UFO and ULO are necessary when one uses cross-section data base (see "FINITE ELEMENTS") or

residual stress pre-established schema, or concrete material data base or wind loading.

Remark: in general, the use of MKL libraries should considerably reduce both computation time and memory

consumption. However, this feature is still under development. Do not hesitate to contact the R&D team in

case of unexpected behaviour. Set IMKL to zero in case of trouble.


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B.b General control parameters

NOM Index defining the type of analysis

1. Static analysis

-1 Linear analysis only

0 Nonlinear analysis, general case

1 Nonlinear analysis without extrema

-2 EULER linear stability analysis (𝐾0 + 𝜆 ∙ 𝐾𝜎 = 0)

-3 DUPUIS linear stability analysis (𝐾0 + 𝜆 ∙ [𝐾𝑢 + 𝐾𝜎] = 0)

Very few element have the possibility NOM = -3 ; See “FINITE

ELEMENT”.

When NOM = -2 or -3 is used, the linear solution is computed as if

NOM = -1

23] Nonlinear stability analysis (𝐾𝑡1 + 𝛬 ∙ [𝐾𝑡2 − 𝐾𝑡1] = 0)

When NOM = 2 or 3 is used, the nonlinear analysis is performed as if

NOM = 0 or 1 respectively

2. Dynamic analysis

20 Eigen modes nonlinear dynamic analysis (𝐾𝑡1 − 𝜔2 ∙ 𝑀 = 0)

-20 Eigen modes classical dynamic calculation (𝐾0 − 𝜔2 ∙ 𝑀 = 0)

-30 Eigen modes dynamic analysis with initial stress matrix

(𝐾0 + 𝐾𝑠 − 𝜔2 ∙ 𝑀 = 0)

-50 Seismic spectrum analysis

-51 Same as -20, with calculation of internal forces

-52 Turbulent wind spectrum analysis

-65 Spatial variation of earth ground motion (SVEGM)

-4 step by step linear dynamic analysis in nodal basis

40 step by step nonlinear dynamic analysis in nodal basis

-44 step by step linear dynamic analysis in modal basis

For dynamic analysis:

- Masses per volume unit defined in geometrical properties (AMAS) see “FINITE ELEMENT”.

- Concentrated masses defined in load cases cards.


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REPS Sequence number for restart.

Number of the sequence from which resolution is restarted.

REPP Step number for restart.

Number of the step in the sequence REPS from which resolution is restarted.

If REPP=0 , restart is done from last converged step.

IALLO use of dynamic allocation

0 : yes

-1 : no

in case of dynamic allocation, temporary savings for elements are maintained in

RAM memory. if IALLO = -1, savings are done in temporary files. IALLO=0

is faster but needs more RAM memory.

LISDDL List of the dofs of the system

List of the dofs used for resolution.

For example, for a plane frame, u,v,ɵ displacements are active.

so LISDDL=1, 2, 6 =126.

IDR Useless

IDW Private storage unit to save the displacements.

They are saved at all steps for graphic output;

Test : 1 ≤ IDW ≤ 4

IDW=1, 2, 3, 4 corresponds to file DE3,DE4,DE5,DE6.

IRE Index for renumbering.

IRE=0 renumbering with default values of the parameters.

IRE=1 renumbering with definition of parameters (RENUM card needed, B.d.

card).

IRE=2 no renumbering.

KARA Index for computing/printing of reactions.

0 compute and print.

N compute, but print only at node N.

These options are also valid if NOM = -1.

KREQ Index for printing of residuals forces.

KREQ=2 compute and print the residual {ΔP} = {P} - Kt{u} after equation

solving .

KALT Index for stopping resolution

KALT = 1 : stop after data reading (after FIRSTA);

KALT = 2 : stop before K building (after FIRSTB);

KALT = 3 : stop after K control (after VERK);

KALT = 4 : stop before K solving (after REAK);

KALT = 5 : stop after K solving (after SOLK);

KALT = 6 : stop before stress computation (works only if NOM = -1).

TDEB Beginning of the time evolution of the program.

T0 is the beginning time of the resolution. If no time sequence is defined, time

remains constant and equal to T0. Time is defined in days.


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TFIN

ECART

End of the time evolution of the program ???

XXYY

The last 2 digits YY: Control the gap of the stiffness matrix

If diag max / diag min > 10YY then the resolution is stopped.

If equal to 0 ➔ default value is 13.

The first 2 digits XX: Control the test on forces for neutralised equations.

If forces for neutralised equation > 10-XX *force max then resolution is stopped

If equal to 0 → default value is 6

(if XX is changed, YY must be given too)


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B.c. Specific control parameters

B.c.1 non linear resolution 2+2 cards [20 I4] or [20I5] or [20I6]

NONL SUBTITLE CARD

SEQP SUBTITLE CARD

1 20 40 60 80METH AUTO MIT INT SR SW NORM MUL EPSL MA MB ICOF

PAS1 DL1 DL2

only if

NOM 0

ISP



B.c Specific control parameters

These cards define the parameters needed for the kind of resolution wanted: linear, nonlinear, modal, dynamic

or else.

B.c.1 Non linear resolution ( NONL)

These parameters are needed for all the nonlinear computations ( NOM ≥ 0 ) .

For each sequence, a group of cards is necessary.

ISP Number of the sequence.

METH Method to increment the loads

= 0 Imposed loads or displacements.

= 1 Arc length method type II.

= 2 Arc length method type I.

AUTO Index for arc-length calculation.

In case of arc length method.

= 0 No automatic strategy

= 1 Automatic strategy

MIT Maximum number of iterations.

Optional: if not given, then MIT = 200.

INT Interruption step number, with SAVING of results on a private disk storage

unit.

INT-1 steps are executed. Results of step INT-1 are saved.

Step INT is initialised and would become the first step at RESTART.

Test: 2 ≤ INT ≤ total number of nonzero INC.

See also SAV(I) (B.f card).

SR, SW Private storage unit numbers, for SAVING and RESTART.

SR = reading unit (for RESTART) = 1,2,3 or 4.

SR must be defined in the first sequence defined in the DAT restart file.

SW = writing unit (for SAVING) = +/-1,+/-2,+/-3.

SW must have the same absolute value for all sequences

SR, SW = 1,2,3,4 corresponds to files .RH1, RH2, RH3, RHF.

Optional: The default value is SR = 1 and SW = -2.

Tests: SR = 0 if no RESTART.

Note : On unit 4, FINELG saves automatically the current last executed

step, provided that :

- The step is not saved on SW by INT or SAV(i) (see card c).

- The step is not the last one with INT = 0.

To suppress this automatic saving on unit 4, give SW < 0.


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NORM Convergence criteria

Only existing option :

= 1 convergence criterion based on the norm of residual loads

MUL Control multiplier of the incremental displacements (if NOM = 0).

Let DLIN be the displacement of the controlled NSD1 node in the linear

analysis (see B.f); then the maximum incremental displacement is restricted to

MUL x DLIN in the nonlinear analysis to prevent the solution from drifting

away.

Test: MUL 2.

Optional → f not given, then MUL = 5 .

If NOM = 1, MUL is ignored (MUL = 0).

EPSL Maximum allowable effective plastic strain

expressed in percentages (for instance, if EPSL = 7, then 7 % max).

Optional → default value EPSL = 5 ( 5 %).

Useless for HOOKE's law, naturally (EPS = 0).

MA, MB Special parameters to be used when difficulties arise in passing "maximum" or

"limit" points.

Define SCK = sign changes of det(Kt) ; then

0 0 No effect (SCK considered)

1 0 SCK considered only ONCE

1 2 SCK not considered

ICOF Index for incremental calculation of out-of-balance forces.

ICOF= -1 :

Incremental computation of the out-of-balance forces in nonlinear analysis.

Only some elements have this possibility (see "FINITE ELEMENTS")!

Moreover, reactions are not computed!

PAS1 Index for arc-length calculation.

In case of arc length method, for all sequences except the first one :

= 0 First step is resolved for imposed load.

= 1 First step is resolved using arc-length method with the radius of last step

of previous sequence.

DL1, DL2 Special parameter for arc-length method.

Each numeral of the number indicates the d.o.f. number taken into account in the

cylinder equation.

= 0 all degrees of freedom are used to compute the equation


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B.c.2 Instability or Modal resolution 1+2 cards [10 I4,3 G8,4 I4 / 10 I4] or [10 I5,3 G10,4 I5 / 10 I4] or [10 I6,3 G12,4 I6 / 10 I6]

MODE SUBTITLE CARD

1

METH NVAP EFMOD STU KSIG ITV PSV KT1S KT1P TSHF FIMFI CHMDE3

LECM MRES

SHIFT

optional20 40 60 80



B.c.2 Modal or instability resolution ( MODE)

These parameters are needed for the instability computation (NOM= +/-2, 3), the modal computation

(NOM = +/- 132) and for resolution in reduced basis (NOM= -112, -400, -222, -322, -142).

All parameters have default values. So this card is optional.

METH Method for resolving the eigenvalue problem

= 1 Subspace iteration method.

= 2 Secant method.

= 3 Power method.

= 4 Computation of Ritz vector (only for |NOM| >100)

= -1 Eigenvalues and eigenmodes imported from .DE3 file (see CHMDE3)

Default value =1

NVAP Number of Eigen values required

Default value = 5

EFMOD Internal Modal Forces Calculation

= 0 not calculated

= 1 calculated

STU Index for Sturm method

Only used if METH=1

KSIG Kind of stiffness matrix used for the computation of modes

KSIG = 0 K0

KSIG = 1 K0 + K

ITV Maximum number of iterations

Default value: = 200 for eigenvalues computed by power or secant method;

= 16 for eigenvalues computed by subspace iteration

method.

For INSTA=1, ITV must be a multiple of 16.

PSV power of ten of the convergence parameter

Test: - 10 PSV -1.

Optional → default value PSV = -4.

KT1S, KT1P Sequence number and step number for calculus of Kt1

Kt1 is calculated at the end of the step KT1P of the sequence KT1S

(in case of nonlinear stability computation or nonlinear dynamic resolution)

TSHF Shift method

0 No shift ;

1 Linear shift ;

2 Nonlinear shift.

SHIFT Shift value

FIMFI Modal mass

0 default value

1 Print contribution of each ddl in the modal mass – absolute value

2 Print contribution of each ddl in the modal mass – percentage value


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CHMDE3 Path to DE3 file to import eigenvalues and eigenmodes

Used in case of METH = -1.

Maximum length : 80 characters.


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H. SEQUENCES

SEQP ISP TITLE CARD

H.a Combination card 1+1 card [2I4, 9 G8] or [2I5, 9G10] or [2I6, 9G12]

COMB SUBTITLE CARD

1 16 40 80

or

ITIP TTIP DTTOT

FAKP

FAKI(I),I=9,…

FAKI(I),I=1,8ITIP

TIMPARAM

-ITIP

H. SEQUENCES

SEQP ISP TITLE CARD


COMB SUBTITLE CARD

1 16 40 80

or

ITIP TTIP DTTOT

FAKP

FAKI(I),I=9,…

FAKI(I),I=1,8ITIP

TIMPARAM

-ITIP



LECM Index for reading (or not) the modes computed previously

LECM=0 read

LECM=1 not read

Only for |NOM| > 500

For instability calculation (NOM -2,-3), the MODE card can be followed by a COMB card (cfr. Chap. H.a)

to define the combination of load cases to use.


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B.c.3 Time/frequency domain resolution 1+3 cards : [ 10 I4 ,5 G8/10 I4,5 G8/20 I4 or 2 G8] or [10 I5 ,5 G10/10 I5,5 G10/20 I5 or 2 G10]

or [10 I6 ,5 G12/10 I6,5 G12/20 I6 or 2 G12]

DYNA SUBTITLE CARD

1

MODE1 if ICHMO <>0

If ICHMO = 1 [ 20 I4 ]

MODE1 MODE2 MODE3 MODE4 MODE5 …

If ICHMO = 2 [ 2 G8.0 ]

NORM EPSLLOME

EPSILON

METH INT SR SW

IDFMP ITERAM

8060

ICOUPL PARA 1 PARA 2 PARA 3

ETA

40

…MODE2 MODE3 MODE4

optional

ITRAN

ICHMO

20

MODE5

FMIN FMAX



B.c.3 Time/frequency domain resolution

METH Integration scheme of the equation of motion

0 Newmark

1 Wilson

2 Central difference

IDTM Useless

INT Useless

SR Useless

SW Useless

ITRAN Index concerning the off-diagonals terms of the generalized matrices for

probabilistic calculation

0 The off diagonal terms are not taken into account (not yet available)

(so, neglected even if not equal to zero).

1 The complete matrix is inverted (not yet available).

2 A simplified method (based on a Taylor series expansion) replaces the

inversion (only possible).

ICOUPL Index for the recombination of the modal responses (Reduced analysis only!)

0 the contributions coming from different modes are neglected.

1 Complete combination.

PARA1, … Parameters associated with the integration scheme

If METH=0 (Newmark method) then PARA1= and PARA2 = .

Default values: =0.25, =0.5 correspond to the average acceleration method.

If METH=1 (WILSON method) then PARA1=

IDFMP Iteration method for moving loads

If trafic lanes only.

= 0 Default method:

relaxation for structures without cables.

Aitken acceleration for structures with cables.

= 1 Imposed iteration method: relaxation.

= 2 Imposed iteration method: Aitken relaxation.


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IDFPP Useless

ITERAM Maximum number of iterations by step

If traffic lanes only.

This number depends on the convergence criterion. Normally, the convergence

must be reached in 15 iterations. In most cases, it is reached in 6 iterations but if

the coefficient is bad or the convergence criterion too severe, the convergence

may be not reached. So, it's better to limit the number of iterations. If the

convergence is not reached, the iteration stops and the results are used as there

were converged. The non-converged steps can be detected in the LOG file.

ICHMO Index for choosing the number of modes to be used

ICHMO = 0 all modes are used.

ICHMO = 1 only modes in the list defined in the next card.

ICHMO = 2 only modes in an interval defined in the next card.

ETA relaxation method coefficient ( 0 < < 2 )

= 0.85 is a recommended value for good convergence

with moving loads only (no vehicle), = 1

Default value : =1

EPSILON Convergence criterion

structures without cables: 1.0E-08 < EPSILON < 1.0E-05

structures with cables: 1.0E-12 < EPSILON < 1.0E-08

(No default value)

LOME Loading method (USELESS FOR THE MOMENT)

LOME = 0 imposed force or displacement.

LOME = 1 arc length method.

NORM Convergence criterion

???????????

EPSL maximum allowable effective plastic strain

MODE1,MODE2… Modes to be used (if ICHMO = 1)

If MODEn<0, modes from MODEn-1 to |MODEn| with a step of 1 are used.

FMIN, FMAX limits of the frequency interval (if ICHMO = 2)


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B.c.4 Deterministic/Stochastic characteristics 1 card : [ 10 I4 ,5 G8]

DEST SUBTITLE CARD

1 20 40 60 80optional

IPEAK TOBS GIMPO

B.d. Renumbering parameters 1+1 cards [ 2 I4 , G12, I4 ] or [ 2I5,G15,I5] or [ 2I6,G18,I6]

RENU SUBTITLE CARD

1 40 80NOD1 IRAY ICRIT

Only if

IRE=1

FACBAN



B.c.4 Deterministic/stochastic characteristics ( DEST)

IPEAK Peak factor

= 0 g=3 (Gaussian distribution: +3).

= 1 Poisson's formula (Extreme value without interaction).

= 2 Van Marcke's formula (Extreme value with interaction).

= 3 g=1.2533 (Mean of the maxima in a narrow band).

= 4 g is fixed by the user (GIMPO).

TOBS observation period (estimation of the peak factor)

Default value : 600.

GIMPO Peak factor

If IPEAK=4.

B.d Renumbering parameters ( RENU)

If default parameters of renumbering have to be changed, a renumbering card is needed.

Even if the automatic renumbering is not asked, the not used nodes to define elements or the fictitious nodes

(node K for beam element, mid-side nodes for shell elements) are eliminated from equations system.

NOD1 Node number to start the automatic renumbering.

optional → NOD1 = 1

IRAY Zone radius for the first iteration of renumbering.

optional → IRAY = 4

FACBAN Bandwidth factor to the decision about the following iterations.

optional → FACBAN = 1.05

ICRIT Renumbering criteria index.

0 minimum equations system surface

1 minimum equations system bandwidth

The easiest solution is to choose all optional values of the data.


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B.e. printings 1+1 cards [ 8 I4 ] or [ 8 I5] or [ 8 I6]

IMPR SUBTITLE CARD

1 40 80IMP(1) IMP(2) IMP(3) IMP(4) IMP(5) IMP(6) IMP(7) IMP(8)

optional



B.e Printings ( IMPR)

IMP(i) Optional control printings.

Not used for usual computations.

IMP(1) = 1 : Linear elastic stiffness and localisation matrices of elements (CALL KLIMP);

IMP(2) = 1 :

= 2 :

Intermediate results in stability analysis ;

Compute and print the residual r = [Ko + K] . dp

Moreover printing of columns of Ko and Ks (matrices in skyline form) ;

IMP(3) = 1 :

= 2 :

= -1 :

Control nodes (cards B.f) as transformed by the program;

Support conditions (cards I);

Rotation matrices (deduced from cards J.- if NAL 0);

Imposed displacement conditions (displacement array taken from cards G.

and displacement load cases taken from cards H) if any;

Full nodal forces (B and BB), full LORA and NUL vectors ;

Suppresses the standard printing of the nonzero nodal forces (B and BB, in

FIRSTB);

IMP(4) = 1 :

= 2 :

= 3 :

= 4 :

= 5 :

= 6 :

= 7 :

= 8 :

= -1 :

Main diagonal of Kt printed three times, i.e. before VERK, after VERK, and after

equation solving ;

Stiffness matrix Kt and load vector {P} before eliminating reactions; printed twice,

i.e. before and after VERK;

Idem, but after eliminating reactions ;

= 2 + 3 ;

Don’t print numbers of neutralised equations, and nodal forces and displacements

Don’t print numbers of neutralised equations

Main diagonal of M

Mass matrix M

Suppresses the standard printing of the main diagonal of K;

IMP(5) = 1 : Out of balance forces;

IMP(6) = 1 : Control printing in case of two or three dimensional plasticity (see subroutine

PLA... of each element);

IMP(7) = 1 : Reaction equations;

IMP(8) = 1 : Print ALL RESULTS at each iteration (thick listing !);


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B.f.1 Savings 1+1 (if needed) +n cards [16 I4 +n * 20 I4] or [16 I5 +n*20 I5] or [16 I6 +n*20 I6]

SAUV SUBTITLE CARD

SEQP SUBTITLE CARD

1 40 80IDEP IVEL IACC IOUT ISEL ISAV ISP1 ISP2 ISET ISVMOD

optional

ISVHM ISVHN ISVSM ISVSN

ISP

SAVV(i), i=1,20 IF IVEL=1

only if

NOM 0

SAVS(i), i=1,20 if ISEL=1

SAVR(i), i=1,20 if ISAV=1

SAVD(i), i=1,20 IF IDEP=1

SAVMOD(i), i=1,20 if ISP2 =1

SAVO(i), i=1,20 if IOUT=1

SAVA(i), i=1,20 if IACC=1

SAV2(i), i=1,20 if ISP2 =1

SAV1(i), i=1,20 if ISP1=1



B.f Savings ( SAUV)

B.f.1 Step by step saving

In case of linear, dynamic or stability analysis, only one group of saving cards has to be introduced.

In case of nonlinear analysis, NSP (number of sequences) groups of cards have to be introduced. Each of it

begins by a "SEQP ISP" comment card.

In case of a dynamic step-by-step calculation, a SEDY sub card (see B.f.3 card) has to be introduced.

IDEP Index for displacements savings.

= -1 no saving

= 0 Saving of all the steps

= 1 Selected saving : steps defined on the SAVD(I) line are saved with 100 <

NOM <200

SAVD(1) = the increment step of savings

steps: 0, 0 + SAVD(1), 0 + 2*SAVD(1), … are saved

SAVD(2) = 0 : Compact format read by DEPDESCOU

1 : Usual format read by DESFIN or DEPEXCEL

IVEL Index for velocity savings.

= -1 no saving


= 1 Selecting saving : steps defined on the SAVV(I) line are saved

with 100<NOM<200

SAVV(1) = the increment step of savings

SAVV(2) = 0 : compact format read by DEPDESCOU

1 : usual format read by DESFIN or DEPEXCEL

IACC Index for acceleration savings.

= -1 no saving


= 1 Selecting saving : steps defined on the SAVA(I) line are saved

with 100 < NOM < 200

SAVA(1) = the increment step of savings

SAVA(2) = 0 : compact format read by DEPDESCOU

1 : usual format read by DESFIN or DEPEXCEL

IOUT Index for step savings in the OUT file.

= -1 no saving


= 1 Selecting saving : steps defined on the SAVO(I) line are saved

ISEL Index for step savings in the SEL and DE3 file.

= -1 no saving


= 1 Selecting saving : steps defined on the SAVS(I) line are saved

Only elements defined in SELE cards are saved. For dynamic computation, pay

attention to the interaction with ISET datas.


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ISAV Index for restart savings.

= -1 no saving


= 1 Selecting saving : steps defined on the SAVR(I) line are saved

If SAVR(I)=40, last step of the sequence is saved

= 2 Selecting saving : steps at time defined on the SAVR(I) line are saved

If TSAV(I)> 0 Last step at TSAV(I) is saved

If TSAV(I)< 0 Last step at TSAV(I) is saved

Don't forget that ISAV is related to only one sequence.

Note: For evolutive structures, provided that new sequences are created, using

ISAV=1 in time sequences is difficult to master. So ISAV=2 is recommended.

ISP1 Index for special savings

for 100 < NOM < 200

SAV(1) = the increment step of savings the result of cables read by DEPDESCOU

ISP2 Index for special savings

with 100 < NOM < 200

SAV(1) = the increment step of savings the result of vehicles read by

DEPDESCOU

ISET Saving index of complete steps in SEL file

= -1 no saving


= 1 Selecting saving : steps defined on the SAVT(I) line are saved

with 100 < NOM < 200

SAVT(1) = the increment step of savings

All elements are saved ( SELE card is only taken into account for savings with

ISEL)

Important remark: if ISET=0, all steps with all elements are saved in SEL,

whatever the value of ISEL is !

ISVHN,ISVHM Saving index of the transfer matrix (nodal or modal components)

Diagonal terms only can be saved.

For the modes: all modes are saved.

For the nodes: nodes and dofs selected in the NODY cards are saved.

ISVSN,ISVHM Saving index of the power spectral densities (nodal or modal components)

Diagonal terms only can be saved.

For the modes: all modes are saved.

For the nodes: nodes and dofs selected in the NODY cards are saved.

SAVD (I=1,20)

SAVV

SAVA

SAVO

SAVS

SAVR

SAV1

SAV2

SAVT

List of saved steps results

Remark : special use with 100 < NOM < 200 for SAVD,SAVV,SAVA,SAVT


UEE-ULiège GREISCH

B.f.2 outputs of extrema [20 I4/ I4,G8,3I4/ 20I4] or [20I5/ I5,G10,3I5/ 20I5] or [20I6/ I6,G12,3I6/ 20I6]

SEDY SUBTITLE CARD

1 40 80

IMAX IENV IEVO IALL

KDEP KVEL KACC

NODES …

optional

LISDYN

-1

1



B.f.2 Outputs of extrema (100 < NOM < 200) ( SEDY)

In case of a dynamic step-by-step calculation, a SEDY sub card has to be introduced

IMAX Index for printing of maximum results

IMAX = 1: No output

IMAX = 0: Default value

Maximum and minimum values obtained during calculation are printed

in the output file. Values are given for each node of the structure, for the

DOF specified in LISDYN. Values can be given for displacements,

velocities, accelerations, depending on the parameters

KDEP, KVEL, KACC.

IENV Index for printing of concomitant values

IENV = 1: No output

IENV = 0: Default value

Concomitant values printed in the output file for the DOF specified in

LISDYN, and the list of NODES specified. If a maximum or minimum

value is obtained for one of the specified degrees of freedom, the value of

the other dofs of the same node is given, as well as the time at which the

maximum/minimum occurred. Displacements, velocities, accelerations

depending on KDEP, KVEL, KACC.

IEVO Index for evolution saving

IEVO = 1: No saving

IEVO = 0: Default value

The evolution of the dofs specified in LISDYN, and the list of NODES

given, is saved as a .evo file. Savings are performed for the displacements,

velocities, accelerations depending on KDEP, KVEL, KACC.

This unformatted file can be consulted by the postprocessor DESCOU.

IALL Index for complete saving

IALL = 1: No saving

IALL = 0: Default value

If a maximum or minimum is obtained at a specified node and dof

(NODES and LISDYN), a complete saving of the structure is performed.

(Displacements, velocities, accelerations according to KDEP, KVEL,

KACC). This saving can be visualised by DESFIN.

LISDYN List of the dofs for dynamic savings

KDEP Index for displacement saving

KDEP = 1 : No saving

KDEP = 0 : Saving (default)

KVEL Index for velocity saving

KVEL = 1: No saving

KVEL = 0: Saving (default)


UEE-ULiège GREISCH

B.f.3 Element savings for post-processing n cards (as many as needed) [20 I4] or [20I5] or [20I6]

SELE SUBTITLE CARD

1 40 80

DOF1 DOF2 …

ELEM1 ELEM2 …

1

-1

optional



KACC Index for acceleration saving

KACC=1 : no saving

KACC=0 : saving (default)

LISDYN, KDEP, KVEL, KACC are used for the savings obtained with IMAX, IENV,

IEVO, IALL.

NODES List of nodes for dynamic savings

Automatic generation of a list is possible. If NODES(i)<0, results are saved for node

numbers NODES(i-1), NODES(i-1)-NODES(i), ......, NODES(i+1)

As many lines as necessary to introduce all nodes.

Restriction: total number of requested results (number of dofs in LISDYN * number of nodes * DVA) must

be smaller than 100. DVA = 3-KDEP-KVEL-KACC

B.f.3 Selecting saving of elements ( SELE)

DOFi Stress numbers for saving

unused at this time

ELEMi Element numbers for saving

As many lines as wanted.

if ELEMi is negative, elements ELEMi-1,ELEMi-1 + |ELEMi|,

ELEMi-1 + 2|ELEMi|,... to ELEMi+1 are saved.


UEE-ULiège GREISCH

B.g. MKL libraries 1 + 1 card [20 I4] + [20 I4] or [20 I5]+[20 I5] or [20 I6]+[20 I6]

IMKL SUBTITLE CARD

1 40 80

ISOLDEF NPROC INFO

If ISOLVE = 0 and ISOLDEF = 1

IPAR2 IPAR3 … IPAR19 MTYPE

LDETKoptional

ISOLVE

IPAR1



B.g MKL libraries (IMKL)

ISOLVE MKL solver

0 : PARDISO

1 : FGMRES (not developed yet)

Default : 0

ISOLDEF MKL solver parameters

0 : solver default parameters

1 : user-defined solver parameters (2nd line – see the following)

Default : 0

LDETK Computation and printing of determinant and factorized matrix diagonal

0 : no computation or printing

1 : computation and printing

Default : 0

IMPORTANT: PARDISO may permute the equations to enhance the resolution

process. For the moment, this has two consequences:

1. Concerning the diagonal of the factorized matrix, the line numbers may not

correspond to the original nodes/dof numbering.

2. the sign of the determinant may be wrong.

We exposed the problem to Intel and we are waiting for a solution in a further release

of PARDISO.

NPROC Number of (physical) processors for parallel computing

Default : 0 (all available processors are used)

INFO Additional information from MKL solver to the user

0 : no additional information

1 : additional information provided

Default : 0


UEE-ULiège GREISCH



PARDISO SOLVER (ISOLVE = 0) IPAR* PARDISO solver parameters

Definition of the PARDISO iparm parameters vector. Refer to the MKL PARDISO

user guide for more information:

https://software.intel.com/content/www/us/en/develop/documentation/onemkl-

developer-reference-fortran/top/sparse-solver-routines/onemkl-pardiso-parallel-

direct-sparse-solver-interface/pardiso-iparm-parameter.html.

The correspondence between FINELG parameters and PARDISO iparm vector is

given in the table below:

FINELG PARDISO Usage Default value

IPAR1 iparm(1) Default vs. user iparm values 0 (default values)

IPAR2 iparm(2) Reordering technique 2 (METIS)

IPAR3 iparm(4) Iterative-direct algorithm 0 (fully direct)

IPAR4 iparm(5) User-provided permutation 0 (no user permutation)

IPAR5 iparm(6) RHS used to stock the solution 0 (RHS unchanged)

IPAR6 iparm(8) N. of steps of iterative refinement 0 (2 steps)

IPAR7 iparm(10) 10−IPAR7 pivot perturbation

(only for indefinite matrices)

8 if MTYPE = -2

13 if MTYPE = 11

IPAR8 iparm(11) Scaling 0 (no) if MTYPE = -2

1 (yes) if MTYPE = 11

IPAR9 iparm(12) Solve for transposed matrix 0 (no transpose)

IPAR10 iparm(13) Weighted matching 0 (no) if MTYPE = -2

1 (yes) if MTYPE = 11

IPAR11 iparm(18) Report n. of non-zeros in factors -1 (report enabled)

IPAR12 iparm(19) Report Mflops for lu factorization 0 (report disabled)

IPAR13 iparm(21) Pivoting (only for MTYPE = -2) 1 (Bunch-Kaufman)

IPAR14 iparm(24) Parallel factorization control 0 (Regular factorization)

IPAR15 iparm(25) Parallel solve control 0 (Regular solve)

IPAR16 iparm(27) Check the input matrix 0 (no check)

IPAR17 iparm(56) Return factorized diagonal 0 (disabled)

IPAR18 iparm(60) In-Core vs. Out-Of-Core PARDISO 0 (In-core)

IPAR19 Not used yet - -

MTYPE Matrix type

1 : Structurally symmetric

2 : Symmetric positive definite

-2 : Symmetric indefinite

11: Non-symmetric

Default: -2

https://software.intel.com/content/www/us/en/develop/documentation/onemkl-developer-reference-fortran/top/sparse-solver-routines/onemkl-pardiso-parallel-direct-sparse-solver-interface/pardiso-iparm-parameter.html




UEE-ULiège GREISCH

C. "MECHANICAL PROPERTIES" : 1+N cards [2 I4, 6 G12] or [2I5, 6G15 or [2I6, 6G18] <<ARRAY>>

MECA TITLE CARD

1 9 21 33 45 57 69 80

IMEC MAT E / g / ........

MECA_END

n e


FINELG v111 February 2021 Chap. 2.C

C. MECA - mechanical properties

1 to 22 cards define a typical material, referred to by IMEC (corresponding line in the "array" of mechanical

properties). The NMEC cards may be put in any order ("array"!).

IMEC Identification number.

MAT Type of the constitutive law of the material.

See "CONSTITUTIVE LAWS" - Chapter IV.

E/g YOUNG's modulus (= E) for classical finite element

Coefficients of constraint equations (= g) for CLIA/B element

(See "FINITE ELEMENTS").

n POISSON's ratio.

Test : 0 n < 0,5

… See "CONSTITUTIVE LAWS". - Chapter IV

If more than one card is needed to define one mechanical property, use -IMEC (negative value of IMEC) as

identification number in the continuation card(s), and see "FINITE ELEMENTS" for eventual MAT specific

value (i.e. special laws for trusses finite elements).


UEE-ULiège GREISCH

D. "GEOMETRICAL PROPERTIES" : 1+N cards [2 I4, 6 G12] or [2 I5, 6 G15] or [2 I6, 6 G18] <<ARRAY>>

TITLE CARD

1 9 21 33 45 57 69 80IGEO ISEC t / A / ........ I / A' / ........

1 9 21 33 45 57 69 80

IGEO1

GEOM_END

FICG

optional

IGEO2 FILENAME

GEOM


FINELG v111 February 2021 Chap. 2.D

D. GEOM – Geometrical properties

1 to 25 cards define a typical geometry referred to by IGEO (corresponding line in the array of geometrical

properties).

IGEO Identification number.

ISEC Type of geometrical property.

see "FINITE ELEMENTS".

t,A,I,... Geometrical or static properties.


FILENAME Exportation file with extension .GCI from CINELU (see ch8.87-PSPPCA element)

If more than one card is needed to define one geometrical property, use -IGEO (negative value of IGEO)


UEE-ULiège GREISCH

Coordinate systems

X = H X = R sin X = R cos X = R sin cos

Y = r cos Y = H Y = R sin Y = R sin sin

Z = R sin Z = R cos Z = H Z = R cos

KOR=1 KOR=2 KOR=3 KOR=4

Generation

Remark: id N1 and N2 are the first and last node numbers, they must be of the same sign, and KOR must

divide exactly (N2-N1).

Example :

NODE KOR X/R Y/ Z/H/

3 2 10. -90

18 -5 10. 90. 20.

These data will produce the six nodes 3, 6, 9, 12, 15 and 18 to be located on half a helix of Y-axis.

E. "NODES COORDINATES AND INITIAL DEFORMATIONS" : 1+N cards [2 I4, 4 G12,24X,I4] or [2 I5 , 4G15,30X,I5 ]

or [2 I6 , 4G18,36X,I6] <<ARRAY>>

COOR TITLE CARD

E.a. Node coordinate

1 9 21 33 45 47 69 80 84NODE KOR X Y Z ........ ........ ........ iPtOrig

Coordinate Systems

NODE KOR X Y Z ........ ........ ........

NODE R q H ........ ........ ........

NODE R q f ........ ........ ........

1/2/3

4


FINELG v111 February 2021 Chap. 2.E

E. NODE COORDINATES AND INITIAL DEFORMATION [28,29]

three types of data are available :

E.1 : node coordinates (i.e. perfect structure);

E.2 : initial deformed shape given node by node;

E.3 : normalisation of initial deformed shape given by files.

Notes :

- the three types of data cards are mixable provided for a given node :

E.1 data precedes E.2 data.

- the definition of node coordinates may appear more than once a time, only the last one is valid.

- if several initial deformations are defined at one node, its value is equal to the sum.

- for a given node : repeated E.1 data cancels previous E.2 data.

E.a Node coordinates :

NODE Node number.

Test : 0 < Node NN (see B.b.)

Note : Negative node number has not utility.

Gaps are allowed in the numbering of nodes. All nodes need not be defined thanks

to facilities offered at the element level (see idem IDEM under F.-).

KOR > 0 Type of coordinate system.

Note : Cartesian, cylindrical ... coordinates may be combined in the same problem.

KOR < 0 Indice of automatic coordinate generation.

X, Y, Z Cartesian coordinates.

R, , H Cylindrical coordinates.

given in degrees

R, , Spherical coordinates.

, , given in degrees

iPtOrig GiD point number (geometry)

Not used by Finelg, only by post-processors

.

0123

cartesian coordinates

cylindrical coordinates with XYZ

as rotation axis

4 spherical coordinates


UEE-ULiège GREISCH

E.b. Initial deformation by nodes

1 9 21 33 45 56NODE KOR DX DY DZ ........

linear in cartesian coordinates for node or line(s) KOR=90

NA DXA DYA DZA ........

NB DXB DYB DZB ........

linear in cynlindrical or spherical coordinates for node or line(s) KOR=91/92/93/94

NA DRA ........

NB DRB ........

linear in cartesian coordinates for surfaces KOR=99

NA DXA DYA DZA ........

NB DXC DYC DZC ........

NB ........

99

-NAB

-NBC

90

KOR

-NAB

-NAB

linear in cartesian coordinates for node or line(s) KOR=100 : sinusoïdal

KOR=110 : semi-sinusoïdal

NA DXS DYS DZS ........

NB ........

linear in cynlindrical or spherical coordinates for node or line(s) KOR=101/102/103/104 : sinusoïdal

KOR=111/112/113/114 : semi-sunsoïdal

NA DRS ........

NB ........

linear in cartesian coordinates for surfaces KOR=109 : sinusoïdal

KOR=119 : semi-sinusoïdal

NA DXS DYS DZS ........

NB ........

NB ........

-NAB

KOR

-NAB

-NBC

KOR

-NAB

KOR



Coordinate generation

KOR < 0 allows a coordinate and node numbering generation to be performed.

In the first card, the first node of the series is given, and KOR 0 defines the selected coordinate system.

In the second card, the last node of the series is given, and KOR is the number of spaces between the first and

last nodes, where KOR is given a negative sign to recognise a generation.

The generation proceeds along the three coordinates ; the generated nodes are regularly spaced and numbered

from the first to the last node.

Note that a "KOR < 0" card may follow another "KOR < 0" card ("successive lines").

E.b Initial deformation by nodes

- Coordinates increments are given here for chosen nodes.

- Coordinate system may be chosen at each node independently of the one used in E.1.

- Generation on successive lines is possible like in E.1.

- Surface generation proceeds line by line between corner nodes NA, NB, NC;

the choice and the order of NA,NB,NC is not neutral !

- Three types of generation are possible :

linear : D = DA + (DB - DA) ;

sinusoïdal : D = DS sin () ;

semi-sinusoïdal : D = DS sin (/2) ;

with D any coordinate X, Y, Z and a non-dimensional coordinate equal to 0 at NA and 1 at NB.

- Three types of interpolation are possible :

cartesian : by polygonal length, s ( = )

defining cartesian increment DX, DY, DZ

cylindrical : by angular length ( -A)/(B -A) ( = )

defining radius increment, must be in increasing value,

B - A > 2 is accepted (helix).

For Z axis, is indefinite : = 0 is chosen by the program !

spherical : by the ratio

( ) ( ) ( ) ( ) ( ) − + − − + − =A A B A B A2 2 2 2

with the same remarks as for the cylindrical interpolation.


UEE-ULiège GREISCH

E.c. Normalization of initial deformation by files

1 9 21 33 45 56NODI # ........

# ........

# ........

NODI # ........

# ........

# ........

NODI # ........

# ........

# ........

NODI # ........

# ........

# ........

NODI # ........

# ........

# ........

914 DX

924

DY DZ

903

913 DX

923

904

921

902

912 DX

922

DX

920

901

911 DX

900

910



KOR 90 Indices for initial deformed shaped.

90 linear in cartesian coordinates for nodes or lines.

()+i linear in coordinates type KOR=i (see E.1) for nodes or lines.

100 sinusoïdal in cartesian coordinates for nodes or lines.

()+i sinusoïdal in coordinates type KOR=i (see E.1) for nodes or lines.

110 semi-sinusoïdal in cartesian coordinates for nodes or lines.

()+i semi-sinusoïdal in coordinates type KOR=i (see E.1) for nodes or lines.

99 linear in cartesian coordinates for surfaces

109 sinusoïdal in cartesian coordinates for surfaces

119 semi-sinusoïdal in cartesian coordinates for surfaces.

DXA, DYA, ... Value of initial deformed shaped at node NA.

E.c Normalisation of initial deformed shaped by files

Introduction and combination of deformed shaped by files : see L.

- Norm is given here for one chosen node

- Only cartesian system is considered

- Three types of normalisation.

Set DI(NODI)j the initial deformation resulting of files combination at current node N along component j

with 0 < NODI NN and 1 j 3 (no rotation component). This deformation is transformed here

by normalisation at chosen node NODI by one of the following way (see data card on the left).

KOR 900 Indice for normalisation of initial deformed shape

900 → 904 Normalisation concerns the summation of the initial deformation defined by

nodes AND files.

910 → 914 Normalisation concerns the summation of the initial deformation defined

ONLY by nodes.

920 → 924 Normalisation concerns the summation of the initial deformation defined

ONLY by files.

900, 910, 920 vector normalisation so that

DI (NODI) = DX

901, 911, 921 component number 1 normalisation so that

DI (NODI, 1) = DX


DI (NODI, 2) = DX


UEE-ULiège GREISCH




DI (NODI, 3) = DX

904, 914, 924 Three components normalisation so that

DI (NODI) = (DX, DY, DZ)

Remarks :

- For KOR = 900 to 903, 910 to 913, 920 to 923, all components are

multiplied by the same factor.

- For KOR = 900, 910, 920, the sign of all components are inverted if DX = 0.

- For KOR = 904, 914, 924 each components are treated separately.


UEE-ULiège GREISCH

E.d. Supports 1+N cards [1X,7I1,18I4] or [1X,7I1,2X,18I5] or [1X,7I1,4X,18I6]

APPU SUBTITLE CARD

1 7 8 16 20 40 80 optional

- CODES LAXa LAXb NODES (max 16) *



E.d Supports

CODES Support codes.

The CODES must be in accordance with the dof sequence at the available nodes.

0 free.

1 fixed, with reaction computed.

2 fixed, reaction ignored.

Tests: If NK is the number of CODES, one has 0 NK LIB.

1 and 2 CODES cannot be combined in the same card.

Notes: NK = 0 makes it possible to declare local coordinate axes at nonsupported

nodes.

If all CODES are 2, no reactions are computed.

LAXa Local coordinate axes identification for translational dof (see E.5.).

LAXb Local coordinate axes identification for rotational dof.

Notes: if two local coordinate systems must be defined at a node (one for translational, the

other for rotational displacement components), then both LAXa and LAXb must be used

(even if LAXa = LAXb); otherwise, only LAXa or LAXb is used.

A node number cannot appear more than once in all the support cards.


UEE-ULiège GREISCH

E.e. Local axes 1+N cards [I4, 4X, 3 I4, 4X, 3 G12] or [I5, 5X, 3I5, 5X, 3G15] or [I6, 6X, 3I6, 6X, 3G18]

AXES SUBTITLE CARD

1 4 12 20 25 37 49 60

LAXa NA NB NC z y x

LAXb GUIDES NODES ANGLES (degrees)

z

NC

Z

Y

X

x

y

NA

NB



E.e Local Axes

One card defines a typical local coordinate system referred to by LAX (corresponding line in the array of local

axes).

The cards may be put in any order (array !).

LAX Identification number of local axes LAXa or LAXb.

NA, NB, NC Guide node numbers (warning : different of beam K node).

Z, Y, X Angles of the three successive rotations (in degrees).

A local coordinate system at a node N (node number is given on supports cards) is defined:

- either by three nodes, called GUIDE NODES,

- or by three successive rotations X, Y, Z.

In the first case, one has :

local x axis : x⃗ = (NA)(NB)

local z axis : z = x⃗ × (NA)(NC)

local y axis : y⃗ = z × x⃗

Guide nodes NA, NB and NC may be nodes of the structure. Their coordinates must given.

In the second case, the three angles are defined by three successive rotations. Such a technique is difficult to

use, except in the case where there is only one rotation, for example in two-dimensional structures. As such

structures generally lie in the XY plane, the angle Z is given first in the "LOCAL AXES" card.


UEE-ULiège GREISCH

E.f. Initial deformation by files 1+N cards [2 I4, 3 G12] or [2I5, 3 G15] or [2I6, 3 G18] <<ARRAY>>

DEFO SUBTITLE CARD

1 9 21 33 44 45

NFIC NPAS FACX FACY FACZ name_of_file.de* (optional)



E.f Initial Deformation By Files

These cards enable the introduction and combination of structure deformations given by displacements files

(see Saving in B.c.-). For normalisation, see E.3.

NDI cards define NDI deformations to be read and combined (in any order). Combination proceeds by simple

addition with individual multipliers on each component.

NFIC File number (private storage unit number).

If left blank, NFIC is considered to be identical with its previous value.

At each file, corresponds one NFIC value.

For example : for the first one, NFIC = 1

for the second one, NFIC = 2

NPAS Number of the saved deformed shape to be read in file NFIC.

If left blank, NPAS = 1.

FACX/Y/Z Component multipliers.

If FACX = FACY = FACZ only FACX is necessary with NPAS < 0.

Test: not all zero !

- Displacements files must be of same number of unknowns than present analysis (see B.-b.-).

- Rotation displacements are not considered, except with plane beams (LIB = 3 : U, V, ).

Although it has no influence, eliminate it with FACZ = 0.


UEE-ULiège GREISCH

E.g Duplicata nodes :

DUPL SUBTITLE CARD

E.g.1. Duplicata nodes definition N cards [3 I4, 4X, 16 I4] or [3 I5, 5X, 16 I5] or [3 I6, 6X, 16 I6] <<ARRAY>>

1 16 20 40 80NM IDCO IDDE NS (max 16) *

E.g.2. Duplicata nodes generation N cards [5 I4] or [5I5] or [5I6]

1 20NMF IDCO IDDE KNM KNE



E.g Duplicata Nodes

The aim is to give at two nodes the same equation number.

By definition, the program gives at the slave node, NS, the equation numbers of the master node, NM.

E.g.1 Definition

NM Master node number.

NS Slave node number.

maximum 16 nodes on the same card.

IDCO Index for equalising the coordinates.

0 the slave node coordinates are put equal to the master node coordinates.

1 no equalisation of coordinates.

test : the master node coordinates must have been defined.

IDDE Index for equalising the initial deformations.

0 the slave node initial deformations are put equal to the master node initial

deformations.

1 no equalisation of initial deformations.

test : the master node initial deformations must have been defined.

E.g.2 Automatic generation

NMF Last master node to be generated.

IDCO Index for equalising the coordinates (see above).

IDDE Index for equalising the initial deformations (see above).

KNM Node increment for master nodes.

KNE Node increment for all slave nodes of the previous card.

Notes: - One NS node cannot appear on two different cards.

- One NM node cannot be also a NS node.

- On the other cards, the slave or master can be used at any place.


UEE-ULiège GREISCH

E.h Roughness and Hunting :

VOIE SUBTITLE CARD

E.h.1. Roughness N cards [6 I4, 7 G8.0] or [6I5,8G10.0] or [6I6,8G12.0] <<ARRAY>>

1 80ITYR L LY XO

E.h.2. Hunting N cards [6 I4, 7 G8.0] or [6I5,7G10] or [6I6,7G12]<<ARRAY>>

1 80

ITYR L A AL PHI0

24

24



E.h Roughness and Hunting

The data relative to the vehicle's movements about the bridge are of two kinds : the roughness and the hunting

phenomenon.

E.h.1 Roughness

ITYR = 1 for a roughness definition

L The number lane of circulation

LY The number sequence of roughness

A number of sequence of roughness is applied to some circulation lanes and are superimposed. Each

sequence is composed of a pair of values for X and Z saved in a file.

The here-above card show that the sequence number LY is applied to the L lane with a translation X0 along

the Xd axe of the deck.

LY is equal to 1, 2, 3 or 4 that indicate that the data of the sequence are saved in the files *.RY1, *.RY2,

*.RY3 or *.RY4.

L equal 1 to n where n is the number of circulation lanes.

X0 indicate that a translation in the local axes of the deck; Xd = X0 + X is considered as the coordinates in

the local axes of the bridge.

Remark

L cannot be applied two times to the same circulation lane

The same number LY can be applied to different lanes, these lane have the same roughness.

E.h.2 Hunting

ITYR = 2 for a hunting definition

L The number lane of circulation

This number cannot be repeated to the same lane, otherwise the repetition is null. The

hunting movement is applied to two lanes at maximum.

Only, the first two lanes are taken in account.

A, AL, PHI0 Hunting movement parameters (see below)

)0PHIAL

X2sin(AY d

d +

=

A maximum of two cards is possible for two circulation lane

if A = 0, the hunting movement is null

E.h.3 Files *.RY1, *.RY2, *.RY3 and *.RY4

(X,Z) are couple of points defining the roughness

The couples must be in increasing order against X

Z1 equal to zero except we want to have a shock

The couple of points are generated by the program RGHNSS


UEE-ULiège GREISCH

Nodes, continuation j and increment i:

Rule : If node numbers are a, b, c... and increment is i, the real element numbering should be:

a, a+i, b,b+i, c, c+i,...

Example :

F. "ELEMENTS" 1 card

ELEM IiGrup TITLE CARD

F.a. Element definition N cards [4 I4, 12 I4, I2, I1, A1, 5 I1, I2, I1, I2, 2 I1, 2I4] or [4 I5, 12 I5, I2, I1, A1, 5I1, I2, I1, I2, 2 I1, 2I5]

or [4 I6, 12 I6, I2, I1, A1, 5I1, I2, I1, I2, 2 I1, 2I6]

1 16 64 67 70 73 76 80 84 88i j m I S I N I I G I I I

NELM TYPE IMEC IGEO NODES (max. 12) D 3 U 5 N L N 9 K iGrup iLSOrig

E I E S T T

M T S T A

Node continuation 1 2 3 4 5 6 7 8 9 10

(if necessary) from 13 th to max. 24 th node TEN ELEMENT INDICES

[16X, 12I4] (1 to 10)

or [20X, 12I5]

or [24X, 12I6] 16 NODES 64 67 70

5 6 7 8 9 10 11 12 13 14 15 16 1

17 18 19 20 equivalent

5 7 9 11 13 15 17 19

16 NODES 64 67 70

5 6 7 8 9 10 11 12 13 14 15 16 1

17 18 19 20 equivalent

5 7 9 11 13 15 17 19


FINELG v111 February 2021 Chap. 2.F

F. ELEMENTS

F.a Element definition

Identification field

NELM Element number.

if left blank, automatic numbering

TYPE Identification of the element type.

(see "FINITE ELEMENTS").

IMEC, IGEO Identification of the mechanical and geometrical properties.

If TYPE and/or IMEC and/or IGEO are left blank, they are considered to be

identical with their previous values.

Node field

NODES Element nodes.

in a conventional order (+ eventual other data after 12 X blank)

(see "FINITE ELEMENTS").

j indice for following card.

1 in column 67 of the first card.

If they are more than 12 nodes, they must be continued on a second card in the

same field, that is, [16X, 12I4], 12I4 for 12 nodes.

i increment node layer.

When elements have two identical layers of nodes, and when the node numbering

of one layer can be obtained from the other simply by an increment i (i 0), only

one layer and the increment i (i in columns 65-66) can be declared. Be careful

when using this technique !

See example on the left.

m Automatic generation indice for index data.

See below "m : automatic generation...", at the end of this section.

Index field

IDEM Index for identical elements.

0 new element ; standard option;

1 the element is geometrically and mechanically similar to the previous one (same

TYPE, IMEC and IGEO);

2 moreover nonnodal loads and load cases and, possibly, residual stresses are

similar to the previous element.

Notes: In the first card, IDEM = 0.

Advantage of IDEM 0 : corresponding node coordinates are not necessary and

need not be defined (see E.-; economy!).

IDEM 0 is not possible if all nodes coordinates are defined.


UEE-ULiège GREISCH



When IDEM 0, the stiffness matrix of this element is equal to the previous ones

for the first iteration of the first run.

When "IDEM 0", indices NUIT to IKT must not change with respect to their

previous value.

Be careful when using "IDEM = 2"! Control the loading with the G.-, H.- and K.-

cards!

S Flag for stress output

0 stresses are printed

1 stresses are not printed

other special printing (see "FINITE ELEMENTS").

I3 see "FINITE ELEMENTS" for particular use.

NUIT Index of numerical integration along the beam axis or the shell middle

surface.



INES Number of integration points through the thickness for plates and shells

numerical integration order in the cross-section for beams

see "FINITE ELEMENTS" and "NUMERICAL INTEGRATION THROUGH

THE THICKNESS".

GLST Type of numerical integration.

- through the thickness for plates and shells

- through the length for beams

see "FINITE ELEMENTS"

1 GAUSS

2 LOBATTO

3 SIMPSON

4 Trapezoidal rule.

INTA Numerical integration order in the cross-section.



IKT Tangent stiffness matrix flag.


Note : - The seven last indices NUIT to IKT can be specified only when they first appear

and then only when they change : if left blank, they can be automatically

generated with a value that is identical with the previous one.

- For a correct use of this automatic generation procedure, see below

"m : automatic...".


UEE-ULiège GREISCH



iGrup group number in which the element is assigned (see Grup Card in chapter L.)

OPTIONAL

Rem.: The column number assigned for iGrup can be increase. To do this, please write a

IiGrup in the header line after the key word “ELEM”. The IiGrup format is [8X,I4] or

[10X,I5] or [12X,I6]. The maximum column number is 8.


iLSOrig GiD geometry element number

For linear element: contain the GiD Line number at the Origin of the element

For surface element: contain the GiD Surface number at the Origin of the element

OPTIONAL

Rem.: The column number is the same than the iGroup.



UEE-ULiège GREISCH

Example

Element generation

Row generation :

Generation order :

Elements 2 to 5 are first generated (j=8; element 1-2, 2-3, etc...); then rows 6-10 and 11-15 are generated

(j=9; element 1-6, 2-7, ..., 6-11, 7-12, ..., 10-15).

F.b Element generation [same FORMAT as F1.]

1 16 64 69 80SIMILAR NNLE ISTE NELG KMEC KGEO KSTE j - SIMILAR

F.c Modification of the ELEMENT INDICES N cards [20 I4] or [20 I5] or [20 I6]

NMEL SUBTITLE CARD

1 16 20 40 80

INDN NVAL ELEMENTS (max 16) *

16 NODES or NNLE/ISTEP/NELG 64 67

j

2 7 6 1

22 5 4 8

27 29 28 26

16 NODES or NNLE/ISTEP/NELG 64 67

j

1 2 8 7

5 1 4 8

17 6 2 9



F.b Element generation

Automatic generation of element cards can proceed in one or two directions.

Elements need not be identical.

The element numbering is assumed to increase by +1.

NNLE Number of the first node of the last generated element.

ISTEP Node numbering increment.

It may be negative.

NELG Number of elements (j=8) or of rows of elements (j=9) to be generated.

j generation index.

8 : Element generation in one direction.

9 : Row generation in the other direction.

Note : A "j=8" card cannot follow a "j=9" card.

A "j=9" card should follow a "j=8" or another "j=9" card.

KMEC increment for IMEC numbering.

it may be negative.

KGEO increment for IGEO numbering.

it may be negative.

Be very careful when using KMEC and/or KGEO, especially in the row

generation.

KSTEP Increment on supplementary data of node field.

Optional : → if not given, then KSTEP = 0.

F.c Index modification

Any index can be easily modified.

Indices can also be created by such cards, which may be easier than the direct use of the indices, especially

when element generation is used.

NIND Index number.

Indices IDEM, S ... are numbered from 1 to 10 :

IDEM S I3 NUIT I5 INES GLST INTA I9 IKT

1 2 3 4 5 6 7 8 9 10

INDEX NUMBER

NVAL New value of index.


UEE-ULiège GREISCH

Variable If left blank or aqual zero the generated value of the variable i

ITYP(j) ITYP(j-1)

IMEC(j) IMEC(j-1)

IGEO(j) IGEO(j-1)

INDi(j) ( )IND j

or

i −

1

0

if m = ' ' the value is generated before correction

if m = 'A ' the value is generated after correction

if m = 'S' or m = 'G'

ITYP8 ITYP(k) = ITYP(j)

IMEC8 IMEC(k) = IMEC(k-1)+KMEC = IMEC(j)+(k-1)*KMEC

IGEO8 IGEO(k) = IGEO(k-1)+KGEO = IGEO(j)+(k-1)*KGEO

IND8i ( ) ( )

( )

IND k IND j

k

i i=

=

if m = ' ' or 'A' or ('G' if all indices from 2 to 10 are zero)

IND if m = 'S' or (m = 'G' and one of the indices 2 to 10

is not zero)i 0

ITYP9 ITYP(1) = ITYP(k)

IMEC9

IGEO9 IMEC(1) = IMEC(k) + KMEC * N

IGEO(1) = IMEC(k) + KMEC * N where N = (1- k) / (NELG8 +1)

IND9i

IND l IND k

l IND l

l

i i

i

( ) ( )

( ) ( )

( )

=

= −

=

if m = 'G' and all indices from 2 to 10 are zero

or IND if m = ' ' the value is generated before correction

if m = 'A' the value is generated after correction

or IND if m = 'S' or (m = 'G' and one of the

indices 2 to 10 is not zero)

i

i

1

0

Examples of index generation

i j m I S I N I I G I I I

NELM TYPE IMEC IGEO NODES (max. 12) D 3 U 5 N L N 9 K

E I E S T T

M T S T A

1

.

.

j-1

j ITYPj IMECj INDi(j)

ITYP8 IMEC8 NELG8 8 IND8i

ITYP9 IMEC9 NELG9 9 IND9i



About the automatic generation of the nine last indices S to IKT

m Index value for automatic generation of indices

The value m must be defined in the first element card and its value defines the generation mode of the 9 last

indices :

m value the generation

blank proceeds before F3.- data

A proceeds after F3.- data

G - only proceeds during the element generation

- the indices of a generated element are equal to the first

element of the generation (equal or not to zero)

- proceeds befor F.3. datas

S is suppressed, all indices must be defined

A summary of the possibilities of the element generation and indice generation is presented in the examples

here on the left.

The effect of this generation should be carefully examined ! A control is obtained by the printing "OK

ELEMENT" which shows the actual set of indices used.


UEE-ULiège GREISCH

1.Bad use of generation of indices with m=0, indices of elements 5 and 6 must be 0.

ELEMENTS - DONNEES

1 33 1 1 1 2 0 0 0 0 0 0 0 0 0 0 * 0 0 * 0 0 0 4 0 7 1 0 0 0

0 0 0 0 4 1 3 0 0 0 0 0 0 0 0 0 * 0 8 * 0 0 0 0 0 0 0 0 0 0

5 66 2 2 7 6 0 0 0 0 0 0 0 0 0 0 * 0 0 * 0 0 0 0 0 0 0 0 0 0

6 0 0 0 6 3 0 0 0 0 0 0 0 0 0 0 * 0 0 * 0 0 0 0 0 0 0 0 0 0

ELEMENTS I N I G I

D I U I N L N I I

NO TYPE MEC GEO NOEUDS E 3 I 5 E S T 9 K

M S . T . S T A . T

1 33 1 1 1 2 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 7 1 0 0 0

2 33 1 1 2 3 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 7 1 0 0 0

3 33 1 1 3 4 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 7 1 0 0 0

4 33 1 1 4 5 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 7 1 0 0 0

5 66 2 2 7 6 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 7 1 0 0 0

6 66 2 2 6 3 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 7 1 0 0 0

2.Correct use of generation with m=0 and modification cards.

ELEMENTS - DONNEES

0 33 1 1 1 2 0 0 0 0 0 0 0 0 0 0 * 0 0 * 0 0 0 4 0 7 1 0 0 0

0 0 0 0 4 1 3 0 0 0 0 0 0 0 0 0 * 0 8 * 0 0 0 0 0 0 0 0 0 0

0 66 2 2 7 6 0 0 0 0 0 0 0 0 0 0 * 0 0 * 0 0 0 0 0 0 0 0 0 0

0 0 0 0 6 3 0 0 0 0 0 0 0 0 0 0 * 0 0 * 0 0 0 0 0 0 0 0 0 0

MODIFICATIONS DES INDICES

NO VAL ELEMENTS

4 0 0 0 0 0 5 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0

6 0 0 0 0 0 5 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0

7 0 0 0 0 0 5 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0

ELEMENTS I N I G I

D I U I N L N I I


M S . T . S T A . T

1 33 1 1 1 2 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 7 1 0 0 0

2 33 1 1 2 3 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 7 1 0 0 0

3 33 1 1 3 4 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 7 1 0 0 0

4 33 1 1 4 5 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 7 1 0 0 0

5 66 2 2 7 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

6 66 2 2 6 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0




UEE-ULiège GREISCH

3. Correct use of generation with m="G"

ELEMENTS - DONNEES

1 33 1 1 1 2 0 0 0 0 0 0 0 0 0 0 * 0 0 G * 0 0 0 4 0 7 1 0 0 0

0 0 0 0 4 1 3 0 0 0 0 0 0 0 0 0 * 0 8 * 0 0 0 0 0 0 0 0 0 0

5 66 2 2 7 6 0 0 0 0 0 0 0 0 0 0 * 0 0 * 0 0 0 0 0 0 0 0 0 0

6 0 0 0 6 3 0 0 0 0 0 0 0 0 0 0 * 0 0 * 0 0 0 0 0 0 0 0 0 0

ELEMENTS I N I G I

D I U I N L N I I


M S . T . S T A . T

1 33 1 1 1 2 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 7 1 0 0 0

2 33 1 1 2 3 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 7 1 0 0 0

3 33 1 1 3 4 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 7 1 0 0 0

4 33 1 1 4 5 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 7 1 0 0 0

5 66 2 2 7 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

6 66 2 2 6 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

4. Correct use of generation with m="S"

ELEMENTS - DONNEES

1 33 1 1 1 2 0 0 0 0 0 0 0 0 0 0 * 0 0 S * 0 0 0 4 0 7 1 0 0 0

0 0 0 0 4 1 3 0 0 0 0 0 0 0 0 0 * 0 8 * 0 0 0 4 0 7 1 0 0 0

5 66 2 2 7 6 0 0 0 0 0 0 0 0 0 0 * 0 0 * 0 0 0 0 0 0 0 0 0 0

6 0 0 0 6 3 0 0 0 0 0 0 0 0 0 0 * 0 0 * 0 0 0 0 0 0 0 0 0 0

ELEMENTS I N I G I

D I U I N L N I I


M S . T . S T A . T

1 33 1 1 1 2 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 7 1 0 0 0

2 33 1 1 2 3 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 7 1 0 0 0

3 33 1 1 3 4 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 7 1 0 0 0

4 33 1 1 4 5 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 7 1 0 0 0

5 66 2 2 7 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

6 66 2 2 6 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

5.Correct use of generation with m="A" if printing of stresses is not needed in elements 5 and 6.

ELEMENTS - DONNEES

0 66 2 2 7 6 0 0 0 0 0 0 0 0 0 0 * 0 0 A * 0 0 0 0 0 0 0 0 0 0

0 0 0 0 6 3 0 0 0 0 0 0 0 0 0 0 * 0 0 * 0 0 0 0 0 0 0 0 0 0

0 33 1 1 1 2 0 0 0 0 0 0 0 0 0 0 * 0 0 * 0 0 0 4 0 7 1 0 0 0

0 0 0 0 4 1 3 0 0 0 0 0 0 0 0 0 * 0 8 * 0 0 0 0 0 0 0 0 0 0

MODIFICATIONS DES INDICES

NO VAL ELEMENTS

2 1 0 0 0 0 5 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0

ELEMENTS I N I G I

D I U I N L N I I


M S . T . S T A . T

1 66 2 2 7 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2 66 2 2 6 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

3 33 1 1 1 2 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 7 1 0 0 0

4 33 1 1 2 3 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 7 1 0 0 0

5 33 1 1 3 4 0 0 0 0 0 0 0 0 0 0 0 1 0 4 0 7 1 0 0 0

6 33 1 1 4 5 0 0 0 0 0 0 0 0 0 0 0 1 0 4 0 7 1 0 0 0




UEE-ULiège GREISCH

6.Correct use generation with m="G" in example with generation in two directions

ELEMENTS - DONNEES

0 20 1 1 1 2 0 0 0 0 0 0 0 0 0 0 * 0 0 G * 0 0 1 4 1 10 4 0 3 0

0 33 3 2 1 0 1 0 0 0 0 0 0 0 0 0 * 0 8 * 0 0 0 4 0 7 1 0 2 0

0 0 0 0 4 1 3 0 0 0 0 0 0 0 0 0 * 0 9 * 0 0 0 0 0 0 0 0 0 0

0 66 2 2 7 6 0 0 0 0 0 0 0 0 0 0 * 0 0 * 0 0 0 0 0 0 0 0 0 0

0 0 0 0 6 3 0 0 0 0 0 0 0 0 0 0 * 0 0 * 0 0 0 0 0 0 0 0 0 0

ELEMENTS I N I G I

D I U I N L N I I


M S . T . S T A . T

1 20 1 1 1 2 0 0 0 0 0 0 0 0 0 0 0 0 1 4 1 10 4 0 3 0

2 33 3 2 1 2 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 7 1 0 2 0

3 20 1 1 2 3 0 0 0 0 0 0 0 0 0 0 0 0 1 4 1 10 4 0 3 0

4 33 3 2 2 3 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 7 1 0 2 0

5 20 1 1 3 4 0 0 0 0 0 0 0 0 0 0 0 0 1 4 1 10 4 0 3 0

6 33 3 2 3 4 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 7 1 0 2 0

7 20 1 1 4 5 0 0 0 0 0 0 0 0 0 0 0 0 1 4 1 10 4 0 3 0

8 33 3 2 4 5 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 7 1 0 2 0

9 66 2 2 7 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

10 66 2 2 6 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

7.Same example as 6. with generation of IMEC (IMEC.NE.0)

ELEMENTS - DONNEES

0 20 1 1 1 2 0 0 0 0 0 0 0 0 0 0 * 0 0 G * 0 0 1 4 1 10 4 0 3 0

0 33 3 2 1 0 1 0 2 0 0 0 0 0 0 0 * 0 8 * 0 0 0 4 0 7 1 0 2 0

0 0 0 0 4 1 3 0 1 0 0 0 0 0 0 0 * 0 9 * 0 0 0 0 0 0 0 0 0 0

0 66 2 2 7 6 0 0 0 0 0 0 0 0 0 0 * 0 0 * 0 0 0 0 0 0 0 0 0 0

0 0 0 0 6 3 0 0 0 0 0 0 0 0 0 0 * 0 0 * 0 0 0 0 0 0 0 0 0 0

ELEMENTS I N I G I

D I U I N L N I I


M S . T . S T A . T

1 20 1 1 1 2 0 0 0 0 0 0 0 0 0 0 0 0 1 4 1 10 4 0 3 0

2 33 3 2 1 2 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 7 1 0 2 0

3 20 2 1 2 3 0 0 0 0 0 0 0 0 0 0 0 0 1 4 1 10 4 0 3 0

4 33 4 2 2 3 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 7 1 0 2 0

5 20 3 1 3 4 0 0 0 0 0 0 0 0 0 0 0 0 1 4 1 10 4 0 3 0

6 33 5 2 3 4 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 7 1 0 2 0

7 20 4 1 4 5 0 0 0 0 0 0 0 0 0 0 0 0 1 4 1 10 4 0 3 0

8 33 6 2 4 5 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 7 1 0 2 0

9 66 2 2 7 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

10 66 2 2 6 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0




UEE-ULiège GREISCH

Example

Suppose rectangular element n°4, with nodes 1, 2,

3, 4 in plane state of stress x, y, has y0 residual

stresses, in one case constant, in the second case

quadratic.

= points where RISS components are given; these points are independent of the element nodes; they are

only used to define the RISS distributions :

m

m

=

=

2 12

3 13

("linear")

("quadratic")

F.d "RESIDUALS or INITIAL STRESSES or STRAINS" (RISS) 1 + (1 + 1 to 6)*N cards

RESI SUBTITLE CARD

F.d.1. RISS repartition and localization : 1 card [1X, 6 I1, 1X, 18 I4] or [1X, 6I1, 3X, 18 I5] or [1X, 6I1, 5X, 18 I6]

1 7 8 16 20 40 80

- KODES - m mm ELEMENTS (max 16) *

F.d.2. RISS values 1 to 6 cards [8 G10] or [8G10] or [8G10]

1 11 21 31 41 51 61 71 80Numerical values of RISS

repeate

d n

tim

es

optio

nal

Case a

40

- 1 - 1. 4.

6.

Case b

80

- 1 - 3. 4.

12. -3. -4. -4. -4. -3. 12. 12.



F.d Residual or Initial Sresses or Strains (RISS)

One card of integers defining the type of RISS and the affected elements followed by one to six cards of

floating point values describing the state of RISS.

An element number cannot appear more than once in all the cards M1.

Not available for all types of elements : see "FINITE ELEMENTS".

F.d.1 Type of Riss and affected elements

KODES Indices to define the state of residual stresses.

1 to 6 codes in a conventional order defined by the state of stress (or possibly

stress resultants, i.e. internal forces) in the element

for beams trusses:

See "FINITE ELEMENTS" for proper definition and values of KODES

for plates, shells membrane:

each KODE corresponds to a component of stress or strain.

0 zero component;

1 non-zero stress or strain component ; the strain is transformed into a stress by a

one-dimensional stress-strain law (POISSON's ratio ignored);

2 non-zero stress or strain component ; the strain state is transformed into a stress

state by a two- or three-dimensional stress-strain law (POISSON's ratio

considered).

Test : 1 and 2 KODES cannot be combined in the same card.

Remark : The number of non-zero KODES defines the number of M2-cards below,

except if m = ± 1 or m = ± 11, in which case only one M2-card will be enough.

m Treatment type of RISS.

> 0 "live" RISS, giving rise to a constant load case ;

if NOM = -1, load case = 3 (possibly added to other loads);

if NOM -1, load case = 1 (added);

< 0 "dead" RISS; the resultant stresses are simply added to the stresses arising

from loads (without equilibrium or plasticity check).

for beams, trusses :

See "FINITE ELEMENTS" for eventual proper definition and values of ³m³,

for plates, shells, membrane :

1/11 → constant m 10 stress input

2/12 → linear RISS on the element

3/13 → quadratic m 10 strain input

mm generally not used (see below).


UEE-ULiège GREISCH

M2. numerical value of RISS - Possible indeterminancy

• given 0 0→ is known

• given 0 0

* → and 0 are known

• given 0 0→ is known



F.d.2 Numerical values of RISS

If m = ± 1 or ± 11, 1 to 6 components are given on the same card in accordance with the non-zero KODES; →1 card.

Otherwise, to each non-zero KODE must correspond one card ; the ith card must correspond to the ith non-zero

KODE (no mixing !);

For plate, shells, membrane :

- if m = ± 2 or ± 12, n values are given for the n corners of the element, following the same order as for the

nodes ;

- if m = ± 3 or ± 13, n values are given for the n points of the element, following the same order as for the

nodes.

The total number of M2-cards must be 6.NCI.

Remarks

. RISS data are particular to each kind of element ; therefore, always see "FINITE ELEMENTS" for

complementary information.

. If the RISS state of stress is elastic, either RISS stresses or strains may be given.

. If it is initially elasto-plastic, preferably give the RISS strains (if stresses are given, not the actual stresses are

used, but those deduced elastically from the strains; this avoids the indeterminacy in case of an

elastic-perfectly plastic stress-strain law, see figure on the left; naturally, these "wrong" data will be

transformed into correct ones by the program!).

. If the RISS state of stress is initially elasto-plastic, and has to be considered as an initial elasto-plastic state

of the structure from the very beginning, then put mm = 100.

. Do not forget that if

NOM = -1 and m > 0

residual stresses enter the load case no.3 (it may be necessary to define a fictitious load case no.1). If m < 0,

they are added to the stresses of the load case no.3 (without entering any load case).


UEE-ULiège GREISCH

G.a Loads : N cards [2 I4, 6G12] or [2 I5, 6G15] or [2 I6, 6G18] <<ARRAY>>

1 9 21 33 45 57 69 80

ISOL FX / UX / ........ FY ........

G.a.2 Seismic Analysis : N cards [2 I4, 6G12] or [2 I5, 6G15] or [2 I6, 6G18] <<ARRAY>>

Seismic spectrum of basic acceleration

1 9 21 33 45 57 69 80

ISOL

Seismic spectrum of basic acceleration

1 9 21 33 45 57 69 80

ISOL

T2 … …

Mx Mz

T1 Ab1 Ab2

My


FINELG v111 February 2021 Chap. 2.G

G. LOADS and DISPLACEMENTS

G.a Loads

G.a.1 General Analysis

One card defines a typical imposed load or displacement referred to by ISOL (corresponding line in the array

of loads and displacements). The NSOL cards may be put in any order (array!).

ISOL Identification number.

xF xu, Load or displacement components,

which must be in accordance with the dof sequence available at the nodes.

If more than one card is needed, use -ISOL (negative value of ISOL on the previous card) as identification

number on the continuation card.

See additional information in § G.2.- below.

G.a.2 Seismic spectrum analysis

A special use of the load cases cards is the definition of a seismic spectrum. Spectrum is defined by a basis

spectrum, multiplied by acceleration factors in the 3 directions of space. In this case, one ISOL card defines

the basis spectrum, and one card defines acceleration factors

G.a.2.1 definition of the basis spectrum


Ti, ab Point of the basis spectrum

Ti : period

abi : basis acceleration

The basis spectrum is defined by discrete points (Ti, abi). Between these points, a linear

interpolation is used.

G.a.2.2 Definition of the acceleration factors


Mx,My,Mz Multipliers of the basis spectrum

Mx : Multiplier in the x direction

My : Multiplier in the y direction

Mz : Multiplier in the z direction

Combination of these two cards is explained in G.2. below


UEE-ULiège GREISCH

G.a.3 Turbulent wind analysis : N cards [2 I4, 6G12] or [2 I5, 6G15] or [2 I6, 6G18] <<ARRAY>>

IVER < 101 - OLD FORMAT

IVARU = 1, 3, 4 or 5 - Puissance or Millau viaduct law

1 9 21 33 45 57 69 80

ISOL

ISOL

ISOL

ISOL

ISOL

ISOL

ISOL

ISOL

IVARU = 2 - Logarithmic law

1 9 21 33 45 57 69 80

ISOL

ISOL

ISOL

ISOL

ISOL

ISOL

ISOL

ISOL

IVER ≥ 101 - NEW FORMAT

1 9 21 33 45 57 69 80

ISOL

ISOL

ISOL

ISOL

ISOL

ISOL

ISOL

ISOL

ISOL

ISOL

ISOL

Cxv Cy

v

…

Xzone1

U(Zref) α / z0 Xref Yref Zref

Czv

pzwCx

w Cyw Cz

w pxw py

w

pxv py

v

pzu

pzv

Cxu Cy

u Czu px

u pyu

ISU Lxu

Lxw Ly

w Lzw σw

IVERT Lxv Ly

v Lzv σv

IVARU U (Zref) α / z0 Xref Yref

ev z

Lyu Lz

u σu

Tpointe

U (Z=10m)

Zref AI

NZONE Xzone0 ρ ev x ev y

…

Xzone1

ciu

z0

Cju

Cju

ISU Lxu

ICXYZ Lxw Ly

w Lzw σw

IVERT Lxv Ly

v Lzv σv Ci

u

Lzu σu Ci

u

Tpointe

IVARU U (Z=10m)

Cju

AI

NZONE Xzone0 ρ ev x ev y ev z

z0

…

Zref

ciu Cj

u

Xzone1

σw

Ciu Cj

u

Lxv Ly

v Lzv σv Ci

u Cju

Lxu Ly

u

Xref Yref Zref AI

ev yρ

Yrefα Xref

Lxw Ly

w Lzw

Lyu

IVARU

ISU

IVERT

ICXYZ

α

Lzu σu

NZONE Tpointe

U(Zref)

U (Zref)

Xzone0 ev zev x



G.a.3 Turbulent wind analysis

a. wind definition

Pay attention to IVER number in the CTRL card : There are two different format to define wind turbulent

loads :

a. The old one for IVER < 101

b. The new one for IVER ≥ 101

ISOL Identification number

NZONE Number of zones

IVARU Variation of wind velocity with height

IVARU = 1 : power law in local axes of wind𝑈(𝑧) = 𝑈(𝑍𝑟𝑒𝑓) ∗ (𝑍

𝑍𝑟𝑒𝑓)𝛼

IVARU = 2 : logarithmic law in local axes of wind𝑈(𝑧) = 𝑈(𝑍𝑟𝑒𝑓) ∗𝑙𝑛(

𝑍

𝑧0)

𝑙𝑛(𝑍𝑟𝑒𝑓

𝑧0)

IVARU = 3 :Millau viaduct law

(special law to have U(z) = cst everywhere on the deck)

IVARU = 4 : idem for reduced model Millau viaduct

IVARU = 5 : Power law in global axes

ISU Spectral density

ISU = 1 : Von Karman law

ISU = 2 :Kaimal law

ISU = 3 : Davenport law

ISU = 4 : EC1 Kaimal law

IVERT Vertical degree of freedom

IVERT = 2 : y vertical

IVERT = 3 : z vertical

ICXYZ Correspondence of coherence coefficients (Useless if IVER ≥ 101)

ICXYZ = 100 * colx + 10 * coly + colz

Cxi= Ccolx

i with colx = 1 or 2, defining which colum of the C datas is taken

Default value : ICXYZ = 012

XZONEi Limits of wind zones

zone 1 from Xzone0 to Xzone1

maximum 5 zones.

ρ Air density

evx, evy, evz Direction vector of mean wind

Tpointe Period for calculation of peak factor

U (Zref) Mean wind velocity at reference point


UEE-ULiège GREISCH

Damping definition

1 9 21 33 45 57 69 80

ISOL

Variation of structural damping

1 9 21 33 45 57 69 80

ISOL

-ISOL …DAKSIST6 DAKSIST7 DAKSIST8

…DAKSIST2

AKSID2

DAKSIST1

AKSIST AKSID1 …

G.a.4 Time varying nodal Loads : N cards [2 I4, 6G12] or [2 I5, 6G15] or [2 I6, 6G18] <<ARRAY>>

Dynamic loads at nodes

ITIP = 550

1 9 21 33 45 57 69 80

ISOL1 IDOF P0

ITIP = 551, 553

1 9 21 33 45 57 69 80

ISOL1 IDOF P0 T0 T1 T2

ITIP = 552

1 9 21 33 45 57 69 80

ISOL1 IDOF P0 T0 B T1 T2

ITIP = 554

1 9 21 33 45 57 69 80

ISOL1 IDOF P0 T0 B1 B2 T1 T2

ITIP = 555

1 9 21 33 45 57 69 80

ISOL1 IDOF P1 P0 w T0 T1 T2

ITIP = 556

1 9 21 33 45 57 69 80

ISOL1 IDOF T1 P1 T2 P2 T3 P3

-ISOL1 T4 P4 T5 P5 T6 P6

-ISOL1

-ISOL1 T10 P10 T11 P11 -1.0

ITIP = 558

1 9 21 33 45 57 69 80

ISOL1 IDOF



α Parameter of power law

z0 Initial roughness for logarithmic law

Xref, Yref, Zref Coordinates of the reference point

AI Incidence of the wind (in local axes of the wind)

Lij Turbulence scales

σi Standard deviation

Cij Coefficients of coherence

pij Coherence exponent

b. Initial damping definition


AKSIST Structural damping

AKSID(II), I=1,NVAP Dynamic damping

If left blank, automatically calculated

c. Definition of a variation of structural damping


ΔAKSIST(II), I=1,NVAP Variation of Structural damping

Total structural damping for mode I : AKSIST + ΔAKSIST (I)

G.a.4 Time varying nodal loads


P0 Reference value of the Load

T1, T2 Interval of existence of the Load

F(t) = P(t) if t ∈ [t1,t2]

F(t) = 0 otherwise

T0, B1, B2, B Parameter for the definition of the load

See graphics next paragraph in function of ITIP value

IDOF Index to define the degree of freedom about which the non nodal loads is

applied. 0<IDFO<LIB+1


UEE-ULiège GREISCH

G.a.5. SVEGM analysis : 3 cards [2 I4, 6G12] or [2 I5, 6G15] or [2 I6, 6G18] <<ARRAY>>

DSP definition

1 9 21 33 45 57 69 80

ISOL

Coherency definition

1 9 21 33 45 57 69 80

ISOL

Direction of propagation of the earthquake

1 9 21 33 45 57 69 80

ISOL

KA

DIRSVEGM(1)

B

S0 w1IDOF

V

w2 1 2

wB

DIRSVEGM(2) DIRSVEGM(3)



G.a.5 SVEGM Analysis

Spatial variation of Earthquake Ground Motion

a. DSP definition

DSP definition following Kanai-Tajimi formulation only (ITIP = 230)

( )2

2

2

2

22

2

2

2

2

1

2

1

22

1

2

1

2

1

01

4141

41

,

+

−−

+

−−

+

=

w

w

w

w

w

w

w

w

w

w

w

w

w SPS


IDOF Direction of the seismic action at considered node

S0 Parameter of the Kanai-Tajimii DSP

w1 Parameter of the Kanai-Tajimii DSP

w2 Parameter of the Kanai-Tajimii DSP

1 Parameter of the Kanai-Tajimii DSP

2 Parameter of the Kanai-Tajimii DSP

b. Coherency definition

Definition of the coherency following the SMART-1 formulation

( ) ( ) ( ) ( )

+−

−−+

+−

−= AA

dAAA

dAPP

w

ww 1

)(

2exp11

)(

2exp,, 21

Definition of the phase angle :

= 2d/v,

with d the signed distance between the two points, projected in the direction of earthquake propagation


UEE-ULiège GREISCH




A Parameter of the SMART-1 formulation

Parameter of the SMART-1 formulation

k Parameter of the SMART-1 formulation

wb Parameter of the SMART-1 formulation

B Parameter of the SMART-1 formulation

V Speed of the earthquake action

c. Directional vector for earthquake propagation


DIRSVEGM Directional vector for earthquake propagation


UEE-ULiège GREISCH

G.b Load cases : N cards [ 20 I4 ] or [20 I5] or [20 I6]

CAS SUBTITLE CARD

1 16 20 40 80

CC ITIP ISOL1 ISOL2 ELEMENTS or nodes (max 16) *

1 16 20 40 80

CC 558 ISOL1 ITYP2 ELEMENTS or nodes (max 16) *

|_colonne de la charge dans fichier .acg

CC ISOL1231 NNO1 (INO1(I),I=1,NNO1) (INO2(J),J=1,NNO2)

558



G.b Load Cases

CC

Load case number.

NOM = -1,

NOM < -1, 1 CC 80

NOM = -50, CC = 1 for the spectrum definition (ITIP=-3)

CC ≠ 1 for masses (concentrated or distributed)

NOM 0,

|NOM| > 100 last load case for concentrated masses.

NOM =-400 CC=1 for the definition of the spectrum.

ITIP Load type -1 Imposed nodal displacement on supported node.

1 Imposed nodal force (concentrated).

4 See "FINITE ELEMENTS".

If ITIP 20, it is assumed that all the elements are loaded ;

therefore, no element numbers are declared ; the card contains

only CC, ITIP and ISOL. There are exceptions (i.e. ITIP=22) !

-2 Concentrated masses.

-3 Definition of the seismic spectrum

-4 Definition of the turbulent wind analysis

-40 Definition of the variation of the modal structural damping for

turbulent wind analysis

≥ 230 SVEGM analysis

230 : DSP of support

231 : Coherency data

232 : Direction of propagation

≥ 500 Loads for step by step dynamic analysis.

550 : constant dynamic load

551 : step dynamic load

552 : rectangular varying dynamic load

553 : linearly varying load

554 : triangularly varying load

555 : sine dynamic load

556 : piecewise load

557 : structure loaded by an accelerogram.

The accelerogram is defined in an .acg file

558 : user defined dynamic load

The loads are defined in an .acg file

≥ 700 Loads for stochastic dynamic analysis.

700 : white noise excitation

701 : N-colourized noise excitation

702 : user defined PSD excitation


UEE-ULiège GREISCH



For ITIP = 231 :

NNO1 Number of nodes for first index

Coherency data defined by ISOL1 card will be used for all pairs

((INO1(I),INO2(J)), I=1,NNO1, J=1,NNO2 )

NNO2 computed automatically by FINELG

ISOL1, ISOL2 Identification of the load cards

For usual loads and for masses, only ISOL1 is used

For spectrum analysis :

ISOL1 card of definition of basis spectrum

ISOL2 card of definition of acceleration multipliers

Then, total acceleration in direction j for mode k is defined by :

ajk = Mj ab(Tk)

For ITIP = 558 :

ISOL1 card definition for IDOF

ISOL2 charge number in the *.ACG file

For turbulent wind analysis :

ITIP=-4 :

ISOL1 card of definition of wind

ISOL2 card of definition of damping

ITIP=-40 :

ISOL1 card of definition of variation of structural damping

This card is optional.

Remarks

If CC and/or ITIP and/or ISOL are left blank, they are considered to be similar to their previous value ;

therefore, they cannot be zero in the first card.

The cards may be put in any order.

A repeated NODE or ELEMENT number means that the same force is applied as many times (valid only for

forces, not for other types of loads!).

If a local coordinate system is declared at a node, component of nodal loads (ITIP = - 1 or 1) must be given in

this local system.

Linear stability analysis (NOM = -2 or -3) computes eigenvalues which are multipliers of all given loads (so be

care: dead weight is multiplied).


UEE-ULiège GREISCH

H. SEQUENCES

SEQP ISP TITLE CARD


COMB SUBTITLE CARD

1 16 40 80

or

ITIP TTIP DTTOT

FAKP

FAKI(I),I=9,…

FAKI(I),I=1,8ITIP

TIMPARAM

-ITIP

ITIP 1 Dt1 ADTTOT


FINELG v111 February 2021 Chap. 2.H

H. SEQUENCES

Sequences have to be defined for non linear computation.

H.a Combination card

ITIP Sequence type.

= 0 or 1 : load sequence.

= -1 : continuation card

= 2 : time sequence.

H.a.1 Load sequence.

FAKP Combination increment.

FAKI(I) load case Increment.

i=1,8

The Global increment of load is defined by

FAKP*(FAKI(1)*Load case 1+FAKI(2)*Load case 2+ …).

H.a.2 Time sequence

DTTOT Total time increment for the sequence.

TTIP Time increment method.

1 Logarithmic increments.

2 Linear or parabolic increments.

3 user-defined increments.

The most efficient definition is the logarithmic one, except near collapse. Then user defined

increments should be used.

H.a.2.1 Logarithmic increment

At first step :

1n

ki

10iAttt

−

D+=

If nk is changed at step k :

( ) kn

ki

0k0iAtttt

−

−+=

A Logarithmic base.

Default value : 10.


UEE-ULiège GREISCH

ITIP 2 DTTOT A

ITIP 3 DTTOT



i Number of current step.

nk Number of steps in a logarithmic interval.

defined by CREME.

See H.c. for his definition.

Recommended values : from 4 to 6 (6 at the beginning of sequence)

Dt1 (tk-t0) for first step.

Recommended value : 0.1 day.

t0 time at the beginning of the sequence.

k first step of the actual logarithmic increment.

For first step, k=1.

What is not bold, is not a data

H.a.2.2 Power increment :

At first step :

1

a

0ititt D+=

If Dt is changed at step k :

( )k

a

1kit2kitt D+−+=

−

k first step of the actual power increment.

For first step, k=1.

a power of the law.

Dtk Basic increment time of the law.

defined by CREME.

See H.c. for his definition

What is not bold, is not a data

H.a.2.3 User defined increment

)i(CREMEtt1ii

+=−


UEE-ULiège GREISCH

Example:

INC(i) 1 1 -1 -1 1 1 1 -1 1 -1 1

C(k) 0.1 0.05 -0.05 -0.5

Suppose P = DP = 10. is given in loads, then

D 1. 1. 0.1 0.05 0.05 0.05 0.05 -0.05 -0.05 -0.5 -0.5

DP 10. 10. 1. 0.5 0.5 0.5 0.5 -0.5 -0.5 -5. -5.

1. 2 2.1 2.15 2.20 2.25 2.30 2.25 2.20 1.7 1.2

P 10. 20. 21. 21.5 22. 22.5 23. 22.5 22. 17. 12.

Example with INC>100.

These two cards

INC(i) -3 104 4 105 -4

C(i) 0.5 0.1

are equivalent to

INC(i) -3 4 4 4 4 -4 4 4 4 4

C(i) 0.5 0.1

H.b Incremental sequence 1+1 card [20I4] or [20 I5]

INCR SUBTITLE CARD

1 40 80

INC(i), i=1,20



H.b Incremental sequence

INC(i) Incremental load sequence.

i=1,20

0 stops the incremental sequence

INC(i) ± 1 simple step

± 2 simple step with residual forces

± 3 NEWTON-RAPHSON step + SKIP (N.R.+ SAUT)

If NOM = 0, and if the previous step has converged the resolution of the first

iteration of the step is skipped. If not, same as ± 5

± 4 NEWTON-RAPHSON step + SKIP (N.R. + FHE + SAUT)

If NOM = 0, and if the previous step has converged the resolution of the first

iteration of the step is skipped. If not, same as ± 6

± 5 NEWTON-RAPHSON step (N.R.)

± 6 NEWTON-RAPHSON step with residual forces (N.R. + FHE)

< 0 the load increment is modified and is equal to C(k).(see B.e.)

Tests : if INC(1) >10 and if IREP = 0,

INC(1) =INC(1)-10 if INC(1) = 2, 4, 6, it is modified by 1, 3, 5.

> 100 (INC(i)-100) is the number of steps which the type is defined with INC(i+1)

Note : - INC(i) must be > 0 and < 200.

- The total number of steps must be 40.

- If INC(i+1)<0, only the first of the generated steps is < 0.


UEE-ULiège GREISCH

Incremental stability

( ) K K K dut t t c1 2 1 0+ − = (NOM = 2 or 3)

is computed here, i.e. in the last

computed step

(if INT = i, K t2 is computed in step i-1).

Both should be of N.R. type !

The fictitious step should be 7, 8 or 9 (choice between power, secant or subspace method); it is not executed.

Convergence parameter (PSP)

Nonlinear analysis (NOM = 0 or 1) Convergence of equilibrium iterations

default value PSP = - 4

Stability analysis ( NOM = 2 or 3 ) Convergence on eigenvalues and eigenvectors

Power method: default value PSP on eigenvalues

Secant method: default value on eigenvalues

Subspace method: default value PSP*10-2 on eigenvalues

H.c Load multipliers 1+1 cards [10 G8] or [10 G10]

CREM SUBTITLE CARD

1 40 80

C(i), i=1,10

H.d Load imposed levels 1+1 cards [10 G8] or [10 G10]

FIMP SUBTITLE CARD

1 40 80 optional

F(i), i=1,10

H.e Iteration parameters N cards [3 I4] or [3I5]

MOPA SUBTITLE CARD

1 12 optional

PAS AJ PSP



H.c Load multipliers

CREME(k) Load or time Multiplier

Each time a negative INC(i) is given, then a nonzero C(k)

must be given (with C(k) 10-20).

Tests : "number of INC(i) < 0" = "number of C(k) 0" 10.

H.d Imposed load levels

F(k) k = 1,10 Imposed load or time levels

Combined with an automatic loading strategy or with the arc-

length, these values enable to obtain results at imposed load multiplier.

For time sequence, imposed time is T+F(K), T the beginning time of the sequence.

Note : to impose to obtain result at level equal to zero, one must give the following

imposed load level different from zero.

All imposed load levels are automatically printed on listing and/or saved for

SELFIN

Remark : All these load levels are automatically printed (saved for SELFIN)

IMPORTANT REMARK

- In case of arc length method : Sequence is stopped when last imposed level is reached except for the last

one.

- When no imposed level is defined, loading is stopped for a total increment equal to 1 except for the last

one

H.e Modification of the equilibrium iteration parameters

These cards are optional.

Standard parameters AJ and PSP may be modified from step number PAS as follows.

PAS step number

from which the convergence parameters AJ and PSP are modified

Test : (1 PAS number of nonzero INC(i)).

AJ number of successive equilibrium corrections for the iterative methods

Test : (1 AJ 100) .

optional → default value AJ = 5 .

PSP power of 10 of the convergence parameter

of equilibrium iterations within an iterative method; convergence is completed

whenPSP10

iterationfirst in force balance ofout estargL

iterationcurrent in force balance ofout Largest

Test : - 10 PSP -1.

optional → default value PSP = -4.


UEE-ULiège GREISCH

H.f Automatic loading parameters N+1 cards [2 I4, 4 G8] or [2I5, 4G10] or [2I6, 4G12]

MOPS SUBTITLE CARD

1 4 8 24 40

PAS JUSO DRMIN DRMAX DRC DROMIN



H.f Automatic loading parameters

These cards are optional

These parameters are used only for the automatic loading (AUTO=1, see card C.1..). They are used to compute

the new radius of arc length equation introduction (equ. 11, 12) at each step. Each parameter has default value.

The user can change it with these cards. Their meanings are given in the introduction (see § 2.5.).

PAS Step number

i : step number from which new values are used

900 : new values are valid until the maximum load

999 : new values are valid from the maximum load.

JUSO Optimum number of adjustments

to obtain the convergence

optional → default value = 3

DRMIN Minimum increment of the new radius

Rnew must be DRMIN * Rold

with Rold, the radius of the previous step.

optional → default value = 0.25

DRMAX Maximum increment of the new radius

Rnew must be DRMAX * Rold

with Rold, the radius of the previous step


DRC Accelerator parameter


DROMIN Minimum value of the new radius

Rnew DROMIN

optional → default = 0.20

Following the problem, the proposed values are different :

- for a structure where instability plays a leading part


900 3 0.5 1.0 1.0 0.5

999 4 0.5 2.0 2.0 0.5

- for a structure where plasticity plays a leading part


900 3 0.5 1.2 1.0 0.5

999 4 0.5 2.0 2.0 0.5


UEE-ULiège GREISCH

H.g arc length adaptation N+1 cards [2 I4, 3 G8] or [2I5, 3G10] or [2I6, 3G12]

MOPN SUBTITLE CARD

1 4 8 24 40

PAS ISTR DPMIN DPMAX FACAMP

H.h Control nodes 1+ 2 cards [10 I4] or [10 I5] or [10 I6]

NODC SUBTITLE CARD

1 40

NSD1 NSD2 NSD3 ........

1 40

ICOC ........ ........ ........

H.i Control Réactions 1+ 2 cards [10 I4] or [10 I5] or [10 I6]

REAC SUBTITLE CARD

1 40

NSR1 NSR2

1 40

ICOC ........ ........ ........



H.g Arc-length adaptation

PAS step number

from which parameters are modified


optional → default = 1

ISTR Strategy of modification of the sphere

ISTR=0 : Modification of radius

ISTR=1 : modification of the norm.


FACAMP amplification factor

Amplification factor of the norm or of the radius minimum for intersection between sphere and

behaviour

optional → default = 1.1

DPMIN Minimum load multiplier

For step after adaptation


DPMAX Maximum load multiplier

For step after adaptation


H.h Control nodes

NSDi Node number where the displacement is controlled.

ICOC Corresponding component (1 ICOC LIB).

Notes : - NSD1 and its component must always be given (first field).

- the displacement of the node NSD1 will be controlled at each iteration

(see MUL,§ B.c.1)

- the value and the increments of these only displacements and reactions

are printed at each iteration of computation.

Tests : 1 i 10 ;

H.i Control reactions

These two cards are optional

NSRj Node number where the reaction is controlled.


Notes : - NSRJ data should be zero if no support is defined.


UEE-ULiège GREISCH

I. SEQUENCE for non linear dynamic loading

TITLE CARD

I.a. Steps increments 2 cards [10 I8/10 G8]

SUBTITLE CARD

1 40

PADY

20

SEQP

60 80

NSTEP1 NSTEP2 NSTEP3 …

DELTA1 DELTA2 DELTA3 …

I.b. incremental method 2 cards [10 I8 /10 G8]

SUBTITLE CARD

1

ITDY

20 40 60 80

NSEQ1 N1 N2 … NSEQ2 N1 N2

ITYPAS1 ITYPAS2 … ITYPAS1 ITYPAS2


FINELG v111 February 2021 Chap. 2.I

I. SEQUENCES FOR DYNAMIC LOADING

Sequences have to be defined for non linear dynamic computation.

I.a Time multipliers

NSTEPi Number of time/frequency steps

DELTAi Step sizes

I.b Incremental method

NSEQ1 Number of time to repeat the first step sub sequence (positive)

N1,N2,… Numbers of steps in the subsequences

N1,N2… must be negative. Sequence 1 is defined by :

|N1| steps with the ITYPAS1 method, followed by

|N2| steps with the ITYPAS2 method,

ITYPAS1,.. Incremental method

6 Newton-Raphson method.

7 Modified Newton-Raphson method.

8 Single step method.

I.c Modification of the equilibrium iteration parameters

These cards are optional.

Standard parameters AJ and PSP may be modified from step number PAS as follows.

PAS step number

from which the convergence parameters AJ and PSP are modified


AJ number of successive equilibrium corrections for the iterative methods

Test : (1 AJ 100) .

optional → default value AJ = 5 .

PSP power of 10 of the convergence parameter

of equilibrium iterations within an iterative method; convergence is completed

when

Test : - 10 PSP -1.

optional → default value PSP = -4.


UEE-ULiège GREISCH

I.d. Control nodes 1+ 2 cards [10 I4] or [10 I5] or [10 I6]

NODC SUBTITLE CARD

1 40

NSD1 NSD2 NSD3 ........

1 40

ICOC ........ ........ ........

I.e Control reactions 1+2 cards [10 I4] or [10 I5] or [10 I6]

REAC SUBTITLE CARD

1 40

NSR1 NSR2

ICOC ........ ........ ........

J. DAMPING

a. general damping parameters 1 card [2 I4, 9 G8] or [2 I5, 9 G10] or [2 I6, 9 G12]

SUBTITLE CARD

1

b. damping parameters 1 card [20 I4] or [20 I5] or [20 I6]

SUBTITLE CARD

1

80

20 40 60 80

LIST

DIAM

IAMOR IFORM NDAM -

NDAMP - PARAM1 ….

AMOR

20 40 60

PARAM2


FINELG v111 February 2021 Chap. 2.J

I.d Control nodes

NSDi Node number where the displacement is controlled.


Notes : - NSD1 and its component must always be given (first field).

- the displacement of the node NSD1 will be controlled at each iteration

(see MUL,§ B.c.1)

- the value and the increments of these only displacements and reactions

are printed at each iteration of computation.

Tests : 1 i 10 ;

J. DAMPING

NDAMP Number of the damping case

PARAM1,… Parameters of the damping case

IAMOR useless

IFORM Kind of damping

0 No damping. C = 0

1 2-parameters Rayleigh damping C = PARAM1.K + PARAM2.M

2 4 parameters Rayleigh (1, 2, F1, F2) not functional C = 0

3 Damping coefficients by mode. C = 2 PARAM1.M.w

4 Damping defined by materials. not functional C = 0

NDAM Number of the damping case

LIST list of the modes or of the materials concerned by the damping

useless if IFORM = 0, 1 or 2

LIST(i) < 0 : Modes from LIST(i-1) to LIST(i+1) by step of ABS(LIST(i)) are selected


UEE-ULiège GREISCH

K. EVOL Cards

EVOL TITLE CARD

K.a. elements card IEL cards [10 I4, 5G8] or [10 I5, 5G10] or [10 I6, 5G12]

ELEM SUBTITLE CARD

16 40 80

ITIP IGEN IREF JREF IMO IR(1) IR(2) IR(3) IR(4)

ITIP IPOS IDRI

IGENAU NUCR ICR(1) ICR(2) ICR(3) ICR(4) ICR(5) ICR(6) ICR(7)

IEL TINI TFIN

IECR TICR(2) TICR(3) TICR(5)

AGERETTINI(1) TPP AGEINI(1)

AGEINI(2)

TFIN

TICR(1) TICR(4)

-IEL TINI(2)

IEL


FINELG v111 February 2021 Chap. 2.K

K. EVOLUTION OF STRUCTURE

These cards define the evolution of the topology of the structure within time. From definition of initialisation

time of elements, time and load sequences are defined in such a way that every element is created in a load

sequence.

The use of this kind of resolution needs to :

- define a first load sequence in which dead weight case is incremented to its nominal value

- define a suit of load and time sequence til the end of construction phases.

Program will mix sequences for creation of elements and sequences defined by the user.

EVOL cards are divided into 2 groups :

- ELEM cards which define elements creation and disparition

- MONT cards which define derrick position

GPPAA, GPP33A, PPC33A, GTSA, CONLIA, RESSA , RESS2A, RESSPA, POUSSA can be used to

modelize a plane evolutive structure.

PSPPCA, GTSA, CONLIA, RESSA ,RESS2A, RESSPA, POUS3A can be used to modelize a spatial evolutive

structure.

K.a ELEM Cards

IEL Element number

ITIP Element type

1. Plane beam - truss

2. Cable

3. Connection element (linear constraint)

4. Elastic bound (spring)

K.a.1 General datas

IGEN Generation of node coordinates

0 : cantilever element. a cantilever element is added isostatically to the structure. A

fictitious rigidity is defined from the beginning of the resolution if the element doesn't

exist at the beginning of the sequence

1 : closing element. a closing element adds a hyperstatical bound at its creation. Closing

elements can be defined by groups.

IREF,JREF reference nodes for closing elements generation

If a node of a closing element hasn't been displaced yet , he will be put on the straight line

going from node IREF to node JREF ( in their actual place)

IMO Derrick number

Between TINI and TPP, dead weight of element will be transferred to derrck number IMO.

If there is no derrick, IMO must be left blank.


UEE-ULiège GREISCH

Particular data for spring or linear constraint element

Beam Element generation

ITIP IPOS IDIRIEL TINI TFIN

IGENAU NUCR ICR(1) ICR(2) ICR(3) ICR(4) ICR(5) ICR(6) ICR(7)IECR TICR(1) TICR(2) TICR(3) TICR(4) TICR(5)



TINI Time of creation of element.

In case of concrete element PPC33A, TINI changes from one geometrical region to

another. So different TINI can be defined on different lines to define TINI by regions

TPP Time when element begins to be self-supporting

One TPP per element

AGEINI,AGERET Time for concrete element

see PPC33A (chapter 8 , type 24). One AGEIN, AGERET per element

TFIN Time of suppression of element

One TFIN per element

K.a.2 Particular data for cable element (ITIP = 2)

IR(I),I=1,4 Residual stresses cards for definition of initial state

RESI cards for definition of dead length, initial prestressing or initial force (see GTSA ,

chapter 8, type 65)

TR(I),I=1,4 Time of initial state definition

Configuration of the cable can be changed 4 times

K.a.3 Particular datas for non linear constraint element (ITIP = 3)

IPOS Initial position of the spring

IPOS=0 : non linear constraint acts on total displacements

IPOS=1 : non linear constraint act on variation of displacements from displacements at time

of creation

K.a.4 Particular data for spring element (ITIP = 4)

IPOS Initial position of the spring

IPOS=0 : springs act on variation of displacements from displacements at time of creation

IPOS=1 : spring acts on total displacements

IDIR Initial direction of the spring

IDIR=0 : direction of spring is defined in reference configuration

IDIR=1 : direction of spring is defined in configuration at creation of spring

K.a.5 Beam Element generation

This automatic generation can only be used with beam elements.

IECR Increments on the elements number

NUCR Number of the elements to be generated in an automatic form

IGENAU Indicator of automatic generation (= 999)


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K.b. derrick card IEL cards [10 I4, 5G8] or [10 I5, 5G10] or [10 I6, 5G12]

MONT SUBTITLE CARD

ITIP IPOS IDIR

IGENAU NUCR ICR(1) ICR(2) ICR(3) ICR(4) ICR(5) ICR(6) ICR(7)

TFINTINIIEL

TICR(5)IECR TICR(1) TICR(2) TICR(3) TICR(4)

K.c. boundary surface cards IEL cards [20 I4] or [20 I5] or [20 I6]

BOUN SUBTITLE CARD

…IIEXC1 N1 N2

-ISUR IIEXC2 Ni

ISUR N3 N4 N5

K.d. excentricity cards IEL cards [2I4,G8.0] or [2I5,G10.0] or [2I6,G12.0]

EXCE SUBTITLE CARD

IIEXC YA



ICR(I) Increment of the integer variable placed in the precedent element line in the

same position

TCR(I) Increment of the real variable placed in the precedent element line, in the

same position

K.b Derrick cards

Derrick element doesn't exist yet. MONT card must be put with a blank line under it

K.c Boundary surface cards

These cards define a suit of nodes that can be bounded to launching element POUSSA.

The suit must be sorted.

The order of the nodes in the BOUN card must be consistent with the order of the nodes in the beam element.

For POUSSA :

Nodes must correspond to plane beam elements with three nodes. So nodes N1,N3,N5,… are extremity nodes

of beam elements and nodes N2,N4,N6 are mid-nodes of these elements.

ISUR Number of the surface

Maximum 5 different surfaces. A surface can be defined by more than 1 line (continuation

line begins by -ISUR)

IIEXCi Number of excentricity properties

Excentricity cards are defined in next section. They define the excentricity of boundary

surface from nodes. Excentricity is defined for nodes on the current line.

N1,N2,N3,.. Nodes of the boundary surface

K.d Excentricity cards

These cards define the excentricity from nodes to boundary surface

For POUSSA :

Excentricity is defined for nodes N1,N3,N5… Excentricity at mid-node of plane beam has no sense.

IIEXC Number of excentricity properties

YA Excentricity


UEE-ULiège GREISCH

L. "GROUP DEFINITION" : 1+N cards [1 I4, A12, A4, 15 I4] or [1 I5, A15, A5, 15 I5] or [1 I6, A18, A6, 15 I6] <<ARRAY>>

GRUP InomGM TITLE CARD

1 5 20 40 60 80nomGM

GRUP_END

nS10 nS11 nS12 nS13 nS14 nS15nS4 nS5 nS6 nS7 nS8 nS9

nS12 nS13 nS14 nS15typeSnGM nS6 nS7 nS8 nS9 nS10 nS11nS1 nS2 nS3 nS4 nS5

-nGM typeS nS1 nS2 nS3


FINELG v111 February 2021 Chap. 2.L

L. GROUP DEFINITION

This card define group of elements. The groups can be used in Desfin and FineGL to draw easily parts of

structure.

A group is defined by a number (ex: 11), and a name (12 characters max) defined by the user (ex :

“tower_E”).

nGM Number of the Master Group

nomGM Name of the Master Group

This name will be shown in Desfin and FineGL

typeS Type of Slaves

Defined the type of the number following in the line. Possibilities :

GR group number

EL element number

nSi Number of Slave

Add slave in the group nGM. If you add a group (typeS = “GR”), all the elements in the

slave group are added to the master group.

Rem.:

• An element can be assigned in a group not defined in the grup card. In this case, the group has no

name.

• The column number assigned for nGM can be increase. It is the same that defined in ELEM card.

See chapter F.

• The column number assigned for nomGM can be increase. To do this, please write a InomGM in the

header line after the key word “GRUP”. The InomGM format is [8X,I4] or [10X,I5]. The maximum

column number is 50.

M. END

Type END in columns 1 to 3 with upper case letters.

________________________

_________________

___________


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FINELG v111 February 2021 Chap. 2.0

NOTE : GENERATION OF LIST OF NUMBERS

A series of numbers in arithmetic progression may be given under the form

[3 I4] M -K N

where M and N are the first and last numbers and K the increment.

This type of generation is available for :

cards B.c. : savings and printings

cards F.3. : modification of element indices

cards G. : duplicata nodes

cards J. : load cases

cards K. : supports

cards M.1. : residual or initial stresses or strains.

However, in one card, the total of all numbers, when series are expanded, must still be less than or equal to

NUMMAX !

Documents

2. GENERAL DATA