$ DO WRPOWADZENIA

+PROG AQUA urs:1
HEAD  MATERIAŁY I PRZEKROJE
ECHO  FULL EXTR  $Program wyrzuca wszystkie informacje
CTRL  SDIV 5  $ Sofistik kontroluje wielkości elementw skonczonych
CTRL  REST 0  $ Wyczyszczenie z pamięci wszystkich opcji
NORM  EN 199X-200X-BRIDGE CAT 'B' $Obliczenia wg Eurokodu
$norm dc EN ndc 1992-1991 unit 0
UNIT 5 $Jednostki - przekroje w [mm], reszta w [m]

CONC NO  1 type C 35 gam 25.0 TYPR B TITL "=C 35/45 (EN 1992)" $26.98    $SCM 1.3   $ Beton płyty pomostu 25


STEE 3 type B '500B' TMAX 32 TITL "=B 500 B (EN 1992)"

$MATE 9 E 3400000 E90 3400000 GAM 0


$STEE 9  S '355' ES  2.1E+07 GAM 0 TMAX 16 TITL "=sztywniak"





END
END



+PROG SOFIMSHA URS:3
HEAD KONSTRUKCJA
SYST SPAC gdiv 100000
$CTRL GTOL 0.1
!*!Label NODE


node 101 X  0    Y -9.0 Z 0.0
node 102 X  3.75 Y -9.0 Z 0.0
node 103 X  7.5  Y -9.0 Z 0.0
node 104 X 11.25 Y -9.0 Z 0.0
node 105 X 15.0  Y -9.0 Z 0.0
node 106 X 18.75 Y -9.0 Z 0.0
node 107 X 22.5  Y -9.0 Z 0.0



node 201 X  0    Y  0   Z 0.0
node 202 X  3.75 Y  0   Z 0.0
node 203 X  7.5  Y  0   Z 0.0
node 204 X 11.25 Y  0   Z 0.0
node 205 X 15.0  Y  0   Z 0.0
node 206 X 18.75 Y  0   Z 0.0
node 207 X 22.5  Y  0   Z 0.0


node 301 X  0    Y  9.0 Z 0.0
node 302 X  3.75 Y  9.0 Z 0.0
node 303 X  7.5  Y  9.0 Z 0.0
node 304 X 11.25 Y  9.0 Z 0.0
node 305 X 15.0  Y  9.0 Z 0.0
node 306 X 18.75 Y  9.0 Z 0.0
node 307 X 22.5  Y  9.0 Z 0.0

node

!*!Label QUADY


$QUAD   MNO=1 MRF=3  POSI=BELO KR=POSX  T=280 $$

$NO FIT 101 102 202 201
$NO FIT 102 103 203 202
$NO FIT 103 104 204 203
$NO FIT 104 105 205 204
$NO FIT 105 106 206 205
$NO FIT 106 107 207 206

$NO FIT 201 202 302 301
$NO FIT 202 203 303 302
$NO FIT 203 204 304 303
$NO FIT 204 205 305 304
$NO FIT 205 206 306 305
$NO FIT 206 207 307 306




$ GRP 10
QUAD   MNO=1 MRF=3  POSI=BELO KR=POSX  T=280  $$
NO FIT 101 107 307 301 m 18 n 22
$UMSH TYPE QUAD HMAX 1
$UBND TYPE OUT SEL NODE N1 101 103 203 201
$UBND TYPE OUT SEL NODE N1 103 105 205 203
$UBND TYPE OUT SEL NODE N1 105 107 207 205

BOUN 1 TITL 'Rand 1' ; BOUN  101  301  FITL TYPE DN 30000
BOUN 2 TITL 'Rand 2' ; BOUN  103 303   FITL TYPE DN 35000
BOUN 3 TITL 'Rand 3' ; BOUN  105  305  FITL TYPE DN 30000
BOUN 4 TITL 'Rand 4' ; BOUN  107 307  FITL TYPE DN 35000
$BOUN 5 TITL 'Rand 5' ; BOUN  102 302  FITL TYPE DN 35000
$BOUN 6 TITL 'Rand 6' ; BOUN  106 306  FITL TYPE DN 35000

BOUN 10 TITL 'Rand 10' ; BOUN  101 107  FITL TYPE DN 35000
BOUN 20 TITL 'Rand 20' ; BOUN  301 307  FITL TYPE DN 35000


NODE FIT  101  301  FIX PZMY
NODE FIT  103  303  FIX PZ
NODE FIT  105  305 FIX PZ
NODE FIT  107  307  FIX PZ
$NODE FIT  102  302  FIX PZ
$NODE FIT  106  306  FIX PZ


NODE FIT  101  107  FIX PZ
NODE FIT  301  307  FIX PZ


$!*!Label Podparcia liniowe

$$ PODPORA P1

$GRP 10  TITL 'POPRARCIA'

$node 10  z        2.33+0.538nr1  4004
$node 11  z        2.33+0.492nr1 10004

$$BEAM 21 10  4004  NCS 50 DIV=1
$$BEAM 22 11 10004  NCS 50 DIV=1

$node 10  nr1   4004      fix    KF
$node 11  nr1  10004      fix    KF

$NODE 10  FIX   pzpy
$NODE 11  FIX     pz


$$NODE 10 FIX pz
$$NODE 11 FIX kpt dx 1.0 dy 0  dz 0    $ 1  1 = 45stopni


$$ PODPORA P2
$node 20  z        2.33+0.538nr1  4184
$node 21  z        2.33+0.492nr1 10184

$$BEAM 31 20  4184  NCS 50 DIV=1
$$BEAM 32 21 10184  NCS 50 DIV=1

$node 20  nr1   4184      fix    KF
$node 21  nr1  10184      fix    KF

$NODE 20  FIX  pzpxpy
$
end



+PROG SOFIMSHC urs:2
HEAD os konstrukcji A
SYST rest


gax id A type AXIS typc poly
gaxc  x       y       z
0.000   0.000   0
1.000   0.000   0
2.000   0.000   0
3.000   0.000   0
4.000   0.000   0
5.000   0.000   0
6.000   0.000   0
7.000   0.000   0
8.000   0.000   0
9.000   0.000   0
10.00   0.000   0
11.00   0.000   0
12.00   0.000   0
13.00   0.000   0
14.00   0.000   0
15.00   0.000   0
16.00   0.000   0
17.00   0.000   0
18.00   0.000   0
19.00   0.000   0
20.00   0.000   0
21.00   0.000   0
22.00   0.000   0
22.50   0.000   0




end
end



$+PROG ASE urs:25
$HEAD  sprawdzenie CW
$SYST SPAC


$lc 1 dlz 1


$END




!+!Chapter ODDZIAŁYWANIA


+PROG SOFILOAD URS:16
HEAD Actions and loads
$ actions bridge design
$ All actions should be defined in a separate SOFILOAD run as shown here.
UNIT 5 $ units: sections in mm, geometry+loads in m
ECHO ACT Full $ Please check GAMU factors, especially for L_U and L_T (in germany GAMU 1.35)
ACT G_1 GAMU 1.35 GAMF 0.00 SUP PERM PART G PSI0 1.00 PSI1 1.00 PSI2 1.00           TITL 'dead load'
ACT G_2 GAMU 1.35 GAMF 0.00 SUP PERM PART G PSI0 1.00 PSI1 1.00 PSI2 1.00           TITL 'dead load'
ACT P   GAMU 1.00 GAMF 1.00 SUP PERC PART P PSI0 1.00 PSI1 1.00 PSI2 1.00           TITL 'prestress'
ACT C   GAMU 1.00 GAMF 0.00 SUP PERC PART G PSI0 1.00 PSI1 1.00 PSI2 1.00           TITL 'C+S'
ACT ZC  GAMU 1.00 GAMF 1.00 SUP PERM PART Q PSI0 1.00 PSI1 1.00 PSI2 1.00           TITL 'Life load creep part'
ACT L_T GAMU 1.35 GAMF 0.00 SUP EXCL PART Q PSI0 0.75 PSI1 0.75 PSI2 0.00 PS1S    - TITL 'TS Tandemsystem'
ACT L_U GAMU 1.35 GAMF 0.00 SUP COND PART Q PSI0 0.40 PSI1 0.40 PSI2 0.00 PS1S    - TITL 'UDL basic load'

ACT L_1 GAMU 1.35 GAMF 0.00 SUP EXCL PART Q PSI0 0.40 PSI1 0.40 PSI2 0.00 PS1S    - TITL 'UDL overload span 1'
ACT L_2 GAMU 1.35 GAMF 0.00 SUP EXCL PART Q PSI0 0.40 PSI1 0.40 PSI2 0.00 PS1S    - TITL 'UDL overload span 2'
ACT L_3 GAMU 1.35 GAMF 0.00 SUP EXCL PART Q PSI0 0.40 PSI1 0.40 PSI2 0.00 PS1S    - TITL 'UDL overload span 3'



ACT GR_T GAMU 1.35 GAMF 0.00 SUP EXCL PART Q PSI0 0.75 PSI1 0.75 PSI2 0.00 PS1S    - TITL 'TS Tandemsystem'

ACT GR_U GAMU 1.35 GAMF 0.00 SUP EXCL PART Q PSI0 0.40 PSI1 0.40 PSI2 0.00 PS1S    - TITL 'UDL overload span 3'

ACT ZQ   GAMU 1.35 GAMF 0.00 SUP EXCL PART Q PSI0 0.40 PSI1 0.40 PSI2 0.00 PS1S    - TITL 'Load of pavement'


$ The GAMU and PSI factores are taken from the .ini file depending on the design code (-> check)
$ You can also define them nanually here e.g. with:
$ ACT L_T GAMU 1.35::1.50 0 SUP EXCL PSI0 0.75 PSI1 0.75 PSI2 0.20 PS1S    - TITL 'TS Tandemsystem'
$ ACT L_U GAMU 1.35::1.50 0 SUP COND PSI0 0.40 PSI1 0.40 PSI2 0.20 PS1S    - TITL 'UDL basic load'
  $ Superposition with ELLA traffic loading see more\csm31_design_ella.dat
  $ here SUP COND=special case, since L_U is applied in MAXIMA/AQB without inter superposition!
  $ L_1 with multiple UDL over loads in transvers direction needs EXCL, because only one to be taken
ACT SL  GAMU 1.50 GAMF 0.00 SUP COND PART Q PSI0 0.40 PSI1 0.40 PSI2 0.20 PS1S    - TITL 'loading during construction'
$--------------------------------------------------------------------------
ACT FAT GAMU 1.50 GAMF 0.00 SUP EXCL PART Q PSI0 1 1 1                              TITL 'Fatigue LM3'
ACT SF  GAMU 1.00 GAMF 0.00 SUP EXCL PART Q PSI0 1 1 1                              TITL 'possible settlement ULS'
ACT ZF  GAMU 1.00 GAMF 0.00 SUP EXCL PART Q PSI0 1 1 1                              TITL 'probable settlement SLS'
  $ Acc. DIN FB 101 - C.2.3 for settlements GAMA=1.00.
ACT  W  GAMU 1.50 GAMF 0.00 SUP EXCL PART Q PSI0 0.60 PSI1 0.20 PSI2 0.00 PS1S    - TITL 'wind transvers'
ACT ZW  GAMU 1.50 GAMF 0.00 SUP EXCL PART Q PSI0 0.60 PSI1 0.20 PSI2 0.00 PS1S    - TITL 'wind on traffic'
ACT  T  GAMU 1.50 GAMF 0.00 SUP EXCL PART Q PSI0 0.60 PSI1 0.60 PSI2 0.50 PS1S    - TITL 'temperatur'
  $ In the verification of ultimate limit state is an accretion of temperature load for the
  $ usual continuous girder bridges according to DIN (German) FB 102 II-2.3.2.2(102)P is actually
  $  not necessary. It is normal to consult the general circulars to the German FB: thus the
  $ temperature is to be affixed in ultimate limit state, however with 60% stiffness.
  $ Hence to simplify, set the ULS-gama-u value by 1.35 to 0.81 (0.81 = 1.35*0.60).
  $ GAMU for T 1.35 (e.g. acc. DIN-FB-101 - 2009) !
  $---------------------------------------------------------------------------------------------------------
ACT B  GAMU 1.0 GAMF 1.00 SUP PERM PART G PSI0 1 1 1                              TITL 'construction stage'
$
$ The signs SUP PERM,COND,EXCL are necessary and set itself according to
$ the definition of traffic load cases:
$    SUP EXCL - only one out of available load cases
$    SUP CONC - all of the available load cases, if acting unfavourable
           $ Meaning of PSI-Value:
           $
           $ Fraction :(1.00*Q-Leit + PSI0*Qki)*GAMU-GAMF
           $
           $ Rare    : 1.00*Q-Leit + PSI0*Qki
           $ frequent: PSI1*Q-Leit + PSI2*Qki
           $ quasi   : PSI2*Q-Leit + PSI2*Qki  = PSI2*Q-all
           $ not     : PSI1*Q-Leit + PSI1*Qki
           $
           $ to  : (ING-BAY-Buba-S.15)
           $ See MAXIMA - theoretical basics
$ G if as generic term effects G the under effects
$ G_1 and G_2 combined! alike L the L_U plus L_T combined!
$ not but Z the ZF and ZS, as no underline follows!
$------------------------------------------------------------------------------------------------






#DEFINE SOFILOAD
RCL#LCC
$RCL#Z
#ENDDEF




STO#LCC 10



END
END

+PROG ASE urs:25
HEAD  CW
SYST SPAC


lc 1 dlz 1  type G


END




+PROG SOFILOAD urs:26 $ Traffic Loader
HEAD POSITIONAL VARIANTS OF LOAD TRAINS
PAGE UNII 0

LANE A TYPE EN WL -4.300 WR 4.300 YLA -9.000 YRA 9.000  $YCA 0.1

ECHO LANE FULL

$ Qlk=0.6*2*300+0.1*12*3*64.15=591 kN < 900 kN Qlk=591 kN
$ LM 1
LC NO 1200 TYPE none TITL 'EN 1991-2 Load model LM1'
TRAI LM1 P1 300 P2 300  P4 9.0*1.33 P5 2.5*1.2  P8 900 PFAC 1 WIDT 3
LC NO 1201 TYPE none TITL 'EN 1991-2 Load model LM1'
TRAI LM1 P1 200 P2 200  P4 2.5*2.4 P5 2.5*1.2    P8 0  PFAC 1 WIDT 3
$LC NO 1202 TYPE none TITL 'EN 1991-2 Load model LM1'
$TRAI LM1 P1 100 P2 100 P4 2.5*1.2 P5 2.5*1.2     P8 0 PFAC 1 WIDT 3


   $  P1    = Class                     300    200    100
   $  P2    = Axle load[kN]             300    200    100
   $  P3    = reserved[kN]               0       0      0
   $  P4    = traffic lane[kN/m2]       9.0     2.5    2.5
   $  P5    = Residual area[kN/m2]      2.5     2.5    2.5    loading on spare areas - obciązenie na pozostałym obszarze
   $  P8    = Brake loading[kN]         *       0.0    0.0
   $
   $                                    *- Qk=1.2·P2+0.10·P4·WIDT·L




END
END





+PROG ELLA urs:35.1 $ Traffic Loader
HEAD AUTOMATIC EVALUATION OF LOAD TRAINS
PAGE UNII 0


SIZE URS 0 HDIV 3 $ 0.30
SHOW SNO A TYPE ALL NO 0 ETYP EXTR
ECHO LPOS VAL FULL $ SHOW ONLY THE CENTRAL ONE
ECHO LOAD VAL YES  $ SHOWS LOADtrains
ECHO EVAL VAL NO   $ EVALUATION
ECHO RES  VAL NO   $ RESULTS

LSEL A INT 3 DZ 0.1 TRAI 1200 $RSEL $GRP 10
CALC N LMAX 2 LMIN 1
CALC VY LMAX 4 LMIN 3
CALC VZ LMAX 6 LMIN 5
CALC MT LMAX 8 LMIN 7
CALC MY LMAX 10 LMIN 9
CALC MZ LMAX 12 LMIN 11
APPL FULL


SAVE LCB 100 TYPE L_T TITL 'LM1 TS'
CASE 1 GRP GR0
   POSL A.10 TRAI 1200 FACT 1.33 YEX 0 P 2.5*1.2 SYNC OFF
   POSL A.20 TRAI 1201 FACT 2.4  YEX 0 P 2.5*1.2 SYNC OFF


SAVE LCB 200 TYPE L_U TITL 'LM1 UDL'
CASE 2 GRP GRU
   POSL A.10 TRAI 1200 FACT 1.33 YEX 0 P 2.5*1.2 SYNC OFF
   POSL A.20 TRAI 1201 FACT 2.4  YEX 0 P 2.5*1.2 SYNC OFF


END
END





$+PROG ELLA urs:21.1 $ Traffic Loader
$HEAD AUTOMATIC EVALUATION OF LOAD TRAINS
$PAGE UNII 0

$SIZE URS 0 HDIV 3 $ 0.30

$ECHO OPT LOAD VAL YES $ Loadtrains
$ECHO OPT EVAL VAL NO $ Evaluation
$ECHO OPT LPOS VAL FULL $ Load positions
$ECHO OPT RES VAL NO $ Results



$LSEL A INT 0 DZ 0.5 $ RSEL GRP 0
$CALC N LMAX 2 LMIN 1
$CALC VY LMAX 4 LMIN 3
$CALC VZ LMAX 6 LMIN 5
$CALC MT LMAX 8 LMIN 7
$CALC MY LMAX 10 LMIN 9
$CALC MZ LMAX 12 LMIN 11
$APPL FULL

$SAVE LCB 100 TYPE Q
$CASE 1 GRP GR0
$   POSL A.10 TRAI 1200 FACT 1 YEX 0 P 2.5 SYNC OFF PLON VAR PTRA VAR FUGA CODE IMPA ON EXCE FIX EXTR ALL OPT FREE
$   POSL A.11 TRAI 1201 FACT 1 YEX 0 P 2.5 SYNC OFF PLON VAR PTRA VAR FUGA CODE IMPA ON EXCE FIX EXTR ALL OPT FREE
$   POSL A.12 TRAI 1202 FACT 1 YEX 0 P 2.5 SYNC OFF PLON VAR PTRA VAR FUGA CODE IMPA ON EXCE FIX EXTR ALL OPT FREE

$CASE 2 GRP GRU
$   POSL A.10 TRAI 1200 FACT 1 YEX 0 P 2.5 SYNC OFF PLON VAR PTRA VAR FUGA CODE IMPA ON EXCE FIX EXTR ALL OPT FREE
$   POSL A.11 TRAI 1201 FACT 1 YEX 0 P 2.5 SYNC OFF PLON VAR PTRA VAR FUGA CODE IMPA ON EXCE FIX EXTR ALL OPT FREE
$   POSL A.12 TRAI 1202 FACT 1 YEX 0 P 2.5 SYNC OFF PLON VAR PTRA VAR FUGA CODE IMPA ON EXCE FIX EXTR ALL OPT FREE

$CASE 3 GRP GR0
$   POSL A.20 TRAI 1200 FACT 1 YEX 0 P 2.5 SYNC OFF PLON VAR PTRA VAR FUGA CODE IMPA ON EXCE FIX EXTR ALL OPT FREE
$   POSL A.21 TRAI 1201 FACT 1 YEX 0 P 2.5 SYNC OFF PLON VAR PTRA VAR FUGA CODE IMPA ON EXCE FIX EXTR ALL OPT FREE
$   POSL A.22 TRAI 1202 FACT 1 YEX 0 P 2.5 SYNC OFF PLON VAR PTRA VAR FUGA CODE IMPA ON EXCE FIX EXTR ALL OPT FREE

$CASE 4 GRP GRU
$   POSL A.20 TRAI 1200 FACT 1 YEX 0 P 2.5 SYNC OFF PLON VAR PTRA VAR FUGA CODE IMPA ON EXCE FIX EXTR ALL OPT FREE
$   POSL A.21 TRAI 1201 FACT 1 YEX 0 P 2.5 SYNC OFF PLON VAR PTRA VAR FUGA CODE IMPA ON EXCE FIX EXTR ALL OPT FREE
$   POSL A.22 TRAI 1202 FACT 1 YEX 0 P 2.5 SYNC OFF PLON VAR PTRA VAR FUGA CODE IMPA ON EXCE FIX EXTR ALL OPT FREE

$CASE 5 GRP GR0
$   POSL A.10 TRAI 1205 FACT 1 YEX 0 P 0 SYNC OFF PLON VAR PTRA VAR FUGA CODE IMPA ON EXCE FIX EXTR ALL OPT FREE

$CASE 6 GRP ALL
$   POSL A.20 TRAI 1205 FACT 1 YEX 0 P 0 SYNC OFF PLON VAR PTRA VAR FUGA CODE IMPA ON EXCE FIX EXTR ALL OPT FREE

END

 PROG MAXIMA urs:6
HEAD Superposition of ultimate limit state
COMB 1 PERM  BASE 1100
ACT  G_1
     LC 1 TYPE G
ACT L_T
ACT L_U


SUPP 1 MAMI ETYP QUAD TYPE M      TITL 'GZT_QUAD'
SUPP 1 MAMI ETYP QNOD TYPE M      TITL 'GZT_QUAD'
SUPP 1 MAMI ETYP QUAD TYPE VX,VY  TITL 'GZT_QUAD'
SUPP 1 MAMI ETYP QNOD TYPE VX,VY  TITL 'GZT_QUAD'
SUPP 1 MAMI ETYP NODE TYPE PZ     TITL 'GZT_KNOT'
SUPP 1 MAMI ETYP BOUN TYPE M      TITL 'GZT_RAND'


END