Input Data

Units: 
Length: [m] 
Force:  [kN]

NODES
 id               X               Y
  0      0.0000E+00      0.0000E+00
  1      0.0000E+00      3.0000E+00
  2      0.0000E+00      6.0000E+00
  3      5.0000E+00      6.0000E+00
  4      8.0000E+00      6.0000E+00
  5      5.0000E+00      0.0000E+00
  6      5.0000E+00      3.0000E+00
  7      8.0000E+00      0.0000E+00
  8      8.0000E+00      3.0000E+00

CROSS SECTIONS
  0  TSECT
     bf= 1.20000E+02
     bw= 2.00000E+01
     h= 6.00000E+01
     hf= 1.50000E+01
     A= 2.70000E-01
     I= 7.25625E-03
     Material:  C25/30, S500
     C25/30
     Mod. of Elast.       E= 3.14758E+07
     Poisson. coeff.     nu= 2.00000E-01
     Thermal. coeff. alphaT= 1.00000E-05

  1  25x40
     b= 2.50000E+01
     h= 4.00000E+01
     A= 1.00000E-01
     I= 1.33333E-03
     Material:  C25/30, S500
     C25/30
     Mod. of Elast.       E= 3.14758E+07
     Poisson. coeff.     nu= 2.00000E-01
     Thermal. coeff. alphaT= 1.00000E-05

  2  IPE 180, S235
     A= 2.39000E-03
     I= 1.32000E-05
     S235
     Mod. of Elast.       E= 2.10000E+08
     Poisson. coeff.     nu= 3.00000E-01
     Thermal. coeff. alphaT= 1.20000E-05

ELEMENTS
 id            NI            NJ  CROSSSECTION
  0             0             1             1
  1             1             2             1
  2             2             3             0
  3             3             4             2
  4             5             6             1
  5             6             3             1
  6             7             8             1
  7             8             4             1
  8             1             6             0
  9             6             8             2


LOAD CASES
No.  Load Case        Self Weight    
  0  DEAD                            
  1  SELF WEIGHT      (+g)           
  2  LIVE                            

LOAD COMBINATIONS
No.  Load Combination                
  0  SLS              1.00xDL+1.00xSL+1.00xLL
  1  ULS              1.35xDL+1.35xSL+1.50xLL


LOADS

  0  UniformY
     Load Case= DEAD
     a from Ni=    0.000 Relative
     pa=   -9.000
     b from Ni=    1.000 Relative
     pa=   -9.000
     Coord system:  Local

  1  UniformY
     Load Case= LIVE
     a from Ni=    0.000 Relative
     pa=  -12.000
     b from Ni=    1.000 Relative
     pa=  -12.000
     Coord system:  Local

[LC: DEAD]

NODAL DISPLACEMENTS
 id            UX            UY            UR
  0   -1.3086E-10   -4.4703E-09    6.7905E-05
  1   -6.3403E-05   -4.2611E-05   -7.2407E-05
  2   -1.3022E-04   -6.3729E-05   -1.0199E-04
  3   -1.3382E-04   -1.0432E-04    7.9498E-05
  4   -1.5485E-04   -3.7834E-05    1.3396E-04
  5    5.9232E-11   -7.2793E-09   -9.8065E-07
  6   -6.0569E-05   -6.9387E-05    6.2531E-05
  7    7.1626E-11   -2.6505E-09   -1.0993E-05
  8   -4.3821E-05   -2.5265E-05    6.5808E-05

REACTIONS
 id  LOC           FORCE
  0    0      1.3086E+00
  0    1      4.4703E+01
  5    0     -5.9232E-01
  5    1      7.2793E+01
  7    0     -7.1626E-01
  7    1      2.6505E+01


ELEMET RESULTS
ELEMENT END DISPLACEMENTS (LOCAL CS)
 id           UIX           UIY           UIR
  BEAM2D   0
  0   -4.4703E-09    1.3086E-10    6.7905E-05
  1   -4.2611E-05    6.3403E-05   -7.2407E-05
  BEAM2D   1
  1   -4.2611E-05    6.3403E-05   -7.2407E-05
  2   -6.3729E-05    1.3022E-04   -1.0199E-04
  BEAM2D   2
  2   -1.3022E-04   -6.3729E-05   -1.0199E-04
  3   -1.3382E-04   -1.0432E-04    7.9498E-05
  BEAM2D   3
  3   -1.3382E-04   -1.0432E-04    7.9498E-05
  4   -1.5485E-04   -3.7834E-05    1.3396E-04
  BEAM2D   4
  5   -7.2793E-09   -5.9232E-11   -9.8065E-07
  6   -6.9387E-05    6.0569E-05    6.2531E-05
  BEAM2D   5
  6   -6.9387E-05    6.0569E-05    6.2531E-05
  3   -1.0432E-04    1.3382E-04    7.9498E-05
  BEAM2D   6
  7   -2.6505E-09   -7.1626E-11   -1.0993E-05
  8   -2.5265E-05    4.3821E-05    6.5808E-05
  BEAM2D   7
  8   -2.5265E-05    4.3821E-05    6.5808E-05
  4   -3.7834E-05    1.5485E-04    1.3396E-04
  BEAM2D   8
  1   -6.3403E-05   -4.2611E-05   -7.2407E-05
  6   -6.0569E-05   -6.9387E-05    6.2531E-05
  BEAM2D   9
  6   -6.0569E-05   -6.9387E-05    6.2531E-05
  8   -4.3821E-05   -2.5265E-05    6.5808E-05


ELEMET END FORCES (LOCAL CS)
 id         AXIAL         SHEAR        MOMENT
  BEAM2D   0
  0   -4.4703E+01    1.3086E+00    4.4409E-16
  1   -4.4703E+01    1.3086E+00   -3.9257E+00
  BEAM2D   1
  1   -2.2157E+01    6.1257E+00    8.7747E+00
  2   -2.2157E+01    6.1257E+00   -9.6024E+00
  BEAM2D   2
  2   -6.1257E+00   -2.2157E+01   -9.6024E+00
  3   -6.1257E+00    2.2843E+01   -1.1317E+01
  BEAM2D   3
  3   -3.5183E+00   -1.3813E+01   -7.1685E+00

  4   -3.5183E+00    1.3187E+01   -6.2308E+00
  BEAM2D   4
  5   -7.2793E+01   -5.9232E-01   -2.2204E-16
  6   -7.2793E+01   -5.9232E-01    1.7770E+00
  BEAM2D   5
  6   -3.6655E+01   -2.6074E+00   -3.6737E+00
  3   -3.6655E+01   -2.6074E+00    4.1485E+00
  BEAM2D   6
  7   -2.6505E+01   -7.1626E-01   -0.0000E+00
  8   -2.6505E+01   -7.1626E-01    2.1488E+00
  BEAM2D   7
  8   -1.3187E+01   -3.5183E+00   -4.3240E+00
  4   -1.3187E+01   -3.5183E+00    6.2308E+00
  BEAM2D   8
  1    4.8171E+00   -2.2546E+01   -1.2700E+01
  6    4.8171E+00    2.2454E+01   -1.2472E+01
  BEAM2D   9
  6    2.8020E+00   -1.3683E+01   -7.0212E+00
  8    2.8020E+00    1.3317E+01   -6.4728E+00


ELEMET FORCES ALONG BEAM (LOCAL CS)
  d         AXIAL         SHEAR        MOMENT
  BEAM2D   0
 0.00     -44.703         1.309        -0.000
 0.30     -44.703         1.309        -0.393
 0.60     -44.703         1.309        -0.785
 0.90     -44.703         1.309        -1.178
 1.20     -44.703         1.309        -1.570
 1.50     -44.703         1.309        -1.963
 1.80     -44.703         1.309        -2.355
 2.10     -44.703         1.309        -2.748
 2.40     -44.703         1.309        -3.141
 2.70     -44.703         1.309        -3.533
 3.00     -44.703         1.309        -3.926
  BEAM2D   1
 0.00     -22.157         6.126         8.775
 0.30     -22.157         6.126         6.937
 0.60     -22.157         6.126         5.099
 0.90     -22.157         6.126         3.262
 1.20     -22.157         6.126         1.424
 1.50     -22.157         6.126        -0.414
 1.80     -22.157         6.126        -2.252
 2.10     -22.157         6.126        -4.089
 2.40     -22.157         6.126        -5.927
 2.70     -22.157         6.126        -7.765
 3.00     -22.157         6.126        -9.602
  BEAM2D   2
 0.00      -6.126       -22.157        -9.602
 0.50      -6.126       -17.657         0.351
 1.00      -6.126       -13.157         8.055
 1.50      -6.126        -8.657        13.508
 2.00      -6.126        -4.157        16.712
 2.50      -6.126         0.343        17.665
 3.00      -6.126         4.843        16.369
 3.50      -6.126         9.343        12.822
 4.00      -6.126        13.843         7.026
 4.50      -6.126        18.343        -1.021
 5.00      -6.126        22.843       -11.317
  BEAM2D   3
 0.00      -3.518       -13.813        -7.169
 0.30      -3.518       -11.113        -3.430
 0.60      -3.518        -8.413        -0.501
 0.90      -3.518        -5.713         1.618
 1.20      -3.518        -3.013         2.927
 1.50      -3.518        -0.313         3.425
 1.80      -3.518         2.387         3.114

[LC: SELF WEIGHT (+g)]

NODAL DISPLACEMENTS
 id            UX            UY            UR
  0   -8.7137E-11   -4.8649E-09    3.1406E-05
  1   -7.8517E-07   -4.2799E-05   -6.2027E-05
  2    2.3488E-06   -6.2401E-05   -8.3780E-05
  3   -1.6907E-08   -6.3760E-05    8.2168E-05
  4   -2.4701E-07   -1.4852E-05    1.7160E-06
  5    8.5688E-11   -4.9582E-09   -3.0982E-05
  6    1.0679E-06   -4.3688E-05    6.0897E-05
  7    1.4492E-12   -1.5395E-09   -9.2177E-07
  8    1.2114E-06   -1.1100E-05    6.3219E-07

REACTIONS
 id  LOC           FORCE
  0    0      8.7137E-01
  0    1      4.8649E+01
  5    0     -8.5688E-01
  5    1      4.9582E+01
  7    0     -1.4492E-02
  7    1      1.5395E+01


ELEMET RESULTS
ELEMENT END DISPLACEMENTS (LOCAL CS)
 id           UIX           UIY           UIR
  BEAM2D   0
  0   -4.8649E-09    8.7137E-11    3.1406E-05
  1   -4.2799E-05    7.8517E-07   -6.2027E-05
  BEAM2D   1
  1   -4.2799E-05    7.8517E-07   -6.2027E-05
  2   -6.2401E-05   -2.3488E-06   -8.3780E-05
  BEAM2D   2
  2    2.3488E-06   -6.2401E-05   -8.3780E-05
  3   -1.6907E-08   -6.3760E-05    8.2168E-05
  BEAM2D   3
  3   -1.6907E-08   -6.3760E-05    8.2168E-05
  4   -2.4701E-07   -1.4852E-05    1.7160E-06
  BEAM2D   4
  5   -4.9582E-09   -8.5688E-11   -3.0982E-05
  6   -4.3688E-05   -1.0679E-06    6.0897E-05
  BEAM2D   5
  6   -4.3688E-05   -1.0679E-06    6.0897E-05
  3   -6.3760E-05    1.6907E-08    8.2168E-05
  BEAM2D   6
  7   -1.5395E-09   -1.4492E-12   -9.2177E-07
  8   -1.1100E-05   -1.2114E-06    6.3219E-07
  BEAM2D   7
  8   -1.1100E-05   -1.2114E-06    6.3219E-07
  4   -1.4852E-05    2.4701E-07    1.7160E-06
  BEAM2D   8
  1   -7.8517E-07   -4.2799E-05   -6.2027E-05
  6    1.0679E-06   -4.3688E-05    6.0897E-05
  BEAM2D   9
  6    1.0679E-06   -4.3688E-05    6.0897E-05
  8    1.2114E-06   -1.1100E-05    6.3219E-07


ELEMET END FORCES (LOCAL CS)
 id         AXIAL         SHEAR        MOMENT
  BEAM2D   0
  0   -4.8649E+01    8.7137E-01    4.4409E-16
  1   -4.1149E+01    8.7137E-01   -2.6141E+00
  BEAM2D   1
  1   -2.4316E+01    4.0210E+00    5.7272E+00
  2   -1.6816E+01    4.0210E+00   -6.3358E+00
  BEAM2D   2
  2   -4.0210E+00   -1.6816E+01   -6.3358E+00
  3   -4.0210E+00    1.6934E+01   -6.6285E+00
  BEAM2D   3
  3   -3.8496E-02   -3.7618E-01   -3.5719E-01

  4   -3.8496E-02    1.8666E-01   -7.2906E-02
  BEAM2D   4
  5   -4.9582E+01   -8.5688E-01   -0.0000E+00
  6   -4.2082E+01   -8.5688E-01    2.5706E+00
  BEAM2D   5
  6   -2.4810E+01   -3.9825E+00   -5.6762E+00
  3   -1.7310E+01   -3.9825E+00    6.2713E+00
  BEAM2D   6
  7   -1.5395E+01   -1.4492E-02   -6.9389E-18
  8   -7.8945E+00   -1.4492E-02    4.3477E-02
  BEAM2D   7
  8   -7.6867E+00   -3.8496E-02   -4.2583E-02
  4   -1.8666E-01   -3.8496E-02    7.2906E-02
  BEAM2D   8
  1    3.1496E+00   -1.6833E+01   -8.3413E+00
  6    3.1496E+00    1.6917E+01   -8.5536E+00
  BEAM2D   9
  6    2.4004E-02   -3.5498E-01   -3.0673E-01
  8    2.4004E-02    2.0787E-01   -8.6060E-02


ELEMET FORCES ALONG BEAM (LOCAL CS)
  d         AXIAL         SHEAR        MOMENT
  BEAM2D   0
 0.00     -48.649         0.871        -0.000
 0.30     -47.899         0.871        -0.261
 0.60     -47.149         0.871        -0.523
 0.90     -46.399         0.871        -0.784
 1.20     -45.649         0.871        -1.046
 1.50     -44.899         0.871        -1.307
 1.80     -44.149         0.871        -1.568
 2.10     -43.399         0.871        -1.830
 2.40     -42.649         0.871        -2.091
 2.70     -41.899         0.871        -2.353
 3.00     -41.149         0.871        -2.614
  BEAM2D   1
 0.00     -24.316         4.021         5.727
 0.30     -23.566         4.021         4.521
 0.60     -22.816         4.021         3.315
 0.90     -22.066         4.021         2.108
 1.20     -21.316         4.021         0.902
 1.50     -20.566         4.021        -0.304
 1.80     -19.816         4.021        -1.511
 2.10     -19.066         4.021        -2.717
 2.40     -18.316         4.021        -3.923
 2.70     -17.566         4.021        -5.129
 3.00     -16.816         4.021        -6.336
  BEAM2D   2
 0.00      -4.021       -16.816        -6.336
 0.50      -4.021       -13.441         1.229
 1.00      -4.021       -10.066         7.106
 1.50      -4.021        -6.691        11.295
 2.00      -4.021        -3.316        13.797
 2.50      -4.021         0.059        14.612
 3.00      -4.021         3.434        13.739
 3.50      -4.021         6.809        11.178
 4.00      -4.021        10.184         6.930
 4.50      -4.021        13.559         0.995
 5.00      -4.021        16.934        -6.629
  BEAM2D   3
 0.00      -0.038        -0.376        -0.357
 0.30      -0.038        -0.320        -0.253
 0.60      -0.038        -0.264        -0.165
 0.90      -0.038        -0.207        -0.095
 1.20      -0.038        -0.151        -0.041
 1.50      -0.038        -0.095        -0.004
 1.80      -0.038        -0.038         0.016

[LC: LIVE]

NODAL DISPLACEMENTS
 id            UX            UY            UR
  0   -1.7448E-10   -5.9604E-09    9.0540E-05
  1   -8.4538E-05   -5.6815E-05   -9.6543E-05
  2   -1.7362E-04   -8.4973E-05   -1.3599E-04
  3   -1.7843E-04   -1.3910E-04    1.0600E-04
  4   -2.0647E-04   -5.0445E-05    1.7862E-04
  5    7.8976E-11   -9.7057E-09   -1.3075E-06
  6   -8.0759E-05   -9.2516E-05    8.3374E-05
  7    9.5501E-11   -3.5340E-09   -1.4658E-05
  8   -5.8428E-05   -3.3686E-05    8.7744E-05

REACTIONS
 id  LOC           FORCE
  0    0      1.7448E+00
  0    1      5.9604E+01
  5    0     -7.8976E-01
  5    1      9.7057E+01
  7    0     -9.5501E-01
  7    1      3.5340E+01


ELEMET RESULTS
ELEMENT END DISPLACEMENTS (LOCAL CS)
 id           UIX           UIY           UIR
  BEAM2D   0
  0   -5.9604E-09    1.7448E-10    9.0540E-05
  1   -5.6815E-05    8.4538E-05   -9.6543E-05
  BEAM2D   1
  1   -5.6815E-05    8.4538E-05   -9.6543E-05
  2   -8.4973E-05    1.7362E-04   -1.3599E-04
  BEAM2D   2
  2   -1.7362E-04   -8.4973E-05   -1.3599E-04
  3   -1.7843E-04   -1.3910E-04    1.0600E-04
  BEAM2D   3
  3   -1.7843E-04   -1.3910E-04    1.0600E-04
  4   -2.0647E-04   -5.0445E-05    1.7862E-04
  BEAM2D   4
  5   -9.7057E-09   -7.8976E-11   -1.3075E-06
  6   -9.2516E-05    8.0759E-05    8.3374E-05
  BEAM2D   5
  6   -9.2516E-05    8.0759E-05    8.3374E-05
  3   -1.3910E-04    1.7843E-04    1.0600E-04
  BEAM2D   6
  7   -3.5340E-09   -9.5501E-11   -1.4658E-05
  8   -3.3686E-05    5.8428E-05    8.7744E-05
  BEAM2D   7
  8   -3.3686E-05    5.8428E-05    8.7744E-05
  4   -5.0445E-05    2.0647E-04    1.7862E-04
  BEAM2D   8
  1   -8.4538E-05   -5.6815E-05   -9.6543E-05
  6   -8.0759E-05   -9.2516E-05    8.3374E-05
  BEAM2D   9
  6   -8.0759E-05   -9.2516E-05    8.3374E-05
  8   -5.8428E-05   -3.3686E-05    8.7744E-05


ELEMET END FORCES (LOCAL CS)
 id         AXIAL         SHEAR        MOMENT
  BEAM2D   0
  0   -5.9604E+01    1.7448E+00   -0.0000E+00
  1   -5.9604E+01    1.7448E+00   -5.2343E+00
  BEAM2D   1
  1   -2.9543E+01    8.1676E+00    1.1700E+01
  2   -2.9543E+01    8.1676E+00   -1.2803E+01
  BEAM2D   2
  2   -8.1676E+00   -2.9543E+01   -1.2803E+01
  3   -8.1676E+00    3.0457E+01   -1.5089E+01
  BEAM2D   3
  3   -4.6910E+00   -1.8417E+01   -9.5580E+00

  4   -4.6910E+00    1.7583E+01   -8.3078E+00
  BEAM2D   4
  5   -9.7057E+01   -7.8976E-01   -0.0000E+00
  6   -9.7057E+01   -7.8976E-01    2.3693E+00
  BEAM2D   5
  6   -4.8874E+01   -3.4765E+00   -4.8983E+00
  3   -4.8874E+01   -3.4765E+00    5.5313E+00
  BEAM2D   6
  7   -3.5340E+01   -9.5501E-01   -8.8818E-16
  8   -3.5340E+01   -9.5501E-01    2.8650E+00
  BEAM2D   7
  8   -1.7583E+01   -4.6910E+00   -5.7653E+00
  4   -1.7583E+01   -4.6910E+00    8.3078E+00
  BEAM2D   8
  1    6.4228E+00   -3.0061E+01   -1.6934E+01
  6    6.4228E+00    2.9939E+01   -1.6629E+01
  BEAM2D   9
  6    3.7360E+00   -1.8244E+01   -9.3616E+00
  8    3.7360E+00    1.7756E+01   -8.6303E+00


ELEMET FORCES ALONG BEAM (LOCAL CS)
  d         AXIAL         SHEAR        MOMENT
  BEAM2D   0
 0.00     -59.604         1.745        -0.000
 0.30     -59.604         1.745        -0.523
 0.60     -59.604         1.745        -1.047
 0.90     -59.604         1.745        -1.570
 1.20     -59.604         1.745        -2.094
 1.50     -59.604         1.745        -2.617
 1.80     -59.604         1.745        -3.141
 2.10     -59.604         1.745        -3.664
 2.40     -59.604         1.745        -4.187
 2.70     -59.604         1.745        -4.711
 3.00     -59.604         1.745        -5.234
  BEAM2D   1
 0.00     -29.543         8.168        11.700
 0.30     -29.543         8.168         9.249
 0.60     -29.543         8.168         6.799
 0.90     -29.543         8.168         4.349
 1.20     -29.543         8.168         1.898
 1.50     -29.543         8.168        -0.552
 1.80     -29.543         8.168        -3.002
 2.10     -29.543         8.168        -5.452
 2.40     -29.543         8.168        -7.903
 2.70     -29.543         8.168       -10.353
 3.00     -29.543         8.168       -12.803
  BEAM2D   2
 0.00      -8.168       -29.543       -12.803
 0.50      -8.168       -23.543         0.468
 1.00      -8.168       -17.543        10.740
 1.50      -8.168       -11.543        18.011
 2.00      -8.168        -5.543        22.282
 2.50      -8.168         0.457        23.554
 3.00      -8.168         6.457        21.825
 3.50      -8.168        12.457        17.097
 4.00      -8.168        18.457         9.368
 4.50      -8.168        24.457        -1.361
 5.00      -8.168        30.457       -15.089
  BEAM2D   3
 0.00      -4.691       -18.417        -9.558
 0.30      -4.691       -14.817        -4.573
 0.60      -4.691       -11.217        -0.668
 0.90      -4.691        -7.617         2.157
 1.20      -4.691        -4.017         3.902
 1.50      -4.691        -0.417         4.567
 1.80      -4.691         3.183         4.152

[LCOMB: SLS 1.00xDL+1.00xSL+1.00xLL]

NODAL DISPLACEMENTS
 id            UX            UY            UR
  0   -3.9247E-10   -1.5296E-08    1.8985E-04
  1   -1.4873E-04   -1.4222E-04   -2.3098E-04
  2   -3.0149E-04   -2.1110E-04   -3.2176E-04
  3   -3.1227E-04   -3.0718E-04    2.6766E-04
  4   -3.6157E-04   -1.0313E-04    3.1429E-04
  5    2.2390E-10   -2.1943E-08   -3.3270E-05
  6   -1.4026E-04   -2.0559E-04    2.0680E-04
  7    1.6858E-10   -7.7239E-09   -2.6573E-05
  8   -1.0104E-04   -7.0051E-05    1.5418E-04

REACTIONS
 id  LOC           FORCE
  0    0      3.9247E+00
  0    1      1.5296E+02
  5    0     -2.2390E+00
  5    1      2.1943E+02
  7    0     -1.6858E+00
  7    1      7.7239E+01


ELEMET RESULTS
ELEMENT END DISPLACEMENTS (LOCAL CS)
 id           UIX           UIY           UIR
  BEAM2D   0
  0   -1.5296E-08    3.9247E-10    1.8985E-04
  1   -1.4222E-04    1.4873E-04   -2.3098E-04
  BEAM2D   1
  1   -1.4222E-04    1.4873E-04   -2.3098E-04
  2   -2.1110E-04    3.0149E-04   -3.2176E-04
  BEAM2D   2
  2   -3.0149E-04   -2.1110E-04   -3.2176E-04
  3   -3.1227E-04   -3.0718E-04    2.6766E-04
  BEAM2D   3
  3   -3.1227E-04   -3.0718E-04    2.6766E-04
  4   -3.6157E-04   -1.0313E-04    3.1429E-04
  BEAM2D   4
  5   -2.1943E-08   -2.2390E-10   -3.3270E-05
  6   -2.0559E-04    1.4026E-04    2.0680E-04
  BEAM2D   5
  6   -2.0559E-04    1.4026E-04    2.0680E-04
  3   -3.0718E-04    3.1227E-04    2.6766E-04
  BEAM2D   6
  7   -7.7239E-09   -1.6858E-10   -2.6573E-05
  8   -7.0051E-05    1.0104E-04    1.5418E-04
  BEAM2D   7
  8   -7.0051E-05    1.0104E-04    1.5418E-04
  4   -1.0313E-04    3.6157E-04    3.1429E-04
  BEAM2D   8
  1   -1.4873E-04   -1.4222E-04   -2.3098E-04
  6   -1.4026E-04   -2.0559E-04    2.0680E-04
  BEAM2D   9
  6   -1.4026E-04   -2.0559E-04    2.0680E-04
  8   -1.0104E-04   -7.0051E-05    1.5418E-04


ELEMET END FORCES (LOCAL CS)
 id         AXIAL         SHEAR        MOMENT
  BEAM2D   0
  0   -1.5296E+02    3.9247E+00    8.8818E-16
  1   -1.4546E+02    3.9247E+00   -1.1774E+01
  BEAM2D   1
  1   -7.6016E+01    1.8314E+01    2.6201E+01
  2   -6.8516E+01    1.8314E+01   -2.8741E+01
  BEAM2D   2
  2   -1.8314E+01   -6.8516E+01   -2.8741E+01
  3   -1.8314E+01    7.0234E+01   -3.3035E+01
  BEAM2D   3
  3   -8.2478E+00   -3.2605E+01   -1.7084E+01

  4   -8.2478E+00    3.0957E+01   -1.4612E+01
  BEAM2D   4
  5   -2.1943E+02   -2.2390E+00   -2.2204E-16
  6   -2.1193E+02   -2.2390E+00    6.7169E+00
  BEAM2D   5
  6   -1.1034E+02   -1.0066E+01   -1.4248E+01
  3   -1.0284E+02   -1.0066E+01    1.5951E+01
  BEAM2D   6
  7   -7.7239E+01   -1.6858E+00   -8.9512E-16
  8   -6.9739E+01   -1.6858E+00    5.0573E+00
  BEAM2D   7
  8   -3.8457E+01   -8.2478E+00   -1.0132E+01
  4   -3.0957E+01   -8.2478E+00    1.4612E+01
  BEAM2D   8
  1    1.4390E+01   -6.9439E+01   -3.7976E+01
  6    1.4390E+01    6.9311E+01   -3.7655E+01
  BEAM2D   9
  6    6.5620E+00   -3.2282E+01   -1.6690E+01
  8    6.5620E+00    3.1281E+01   -1.5189E+01


ELEMET FORCES ALONG BEAM (LOCAL CS)
  d         AXIAL         SHEAR        MOMENT
  BEAM2D   0
 0.00    -152.955         3.925        -0.000
 0.30    -152.205         3.925        -1.177
 0.60    -151.455         3.925        -2.355
 0.90    -150.705         3.925        -3.532
 1.20    -149.955         3.925        -4.710
 1.50    -149.205         3.925        -5.887
 1.80    -148.455         3.925        -7.064
 2.10    -147.705         3.925        -8.242
 2.40    -146.955         3.925        -9.419
 2.70    -146.205         3.925       -10.597
 3.00    -145.455         3.925       -11.774
  BEAM2D   1
 0.00     -76.016        18.314        26.201
 0.30     -75.266        18.314        20.707
 0.60     -74.516        18.314        15.213
 0.90     -73.766        18.314         9.719
 1.20     -73.016        18.314         4.224
 1.50     -72.266        18.314        -1.270
 1.80     -71.516        18.314        -6.764
 2.10     -70.766        18.314       -12.259
 2.40     -70.016        18.314       -17.753
 2.70     -69.266        18.314       -23.247
 3.00     -68.516        18.314       -28.741
  BEAM2D   2
 0.00     -18.314       -68.516       -28.741
 0.50     -18.314       -54.641         2.048
 1.00     -18.314       -40.766        25.900
 1.50     -18.314       -26.891        42.814
 2.00     -18.314       -13.016        52.791
 2.50     -18.314         0.859        55.831
 3.00     -18.314        14.734        51.933
 3.50     -18.314        28.609        41.097
 4.00     -18.314        42.484        23.324
 4.50     -18.314        56.359        -1.387
 5.00     -18.314        70.234       -33.035
  BEAM2D   3
 0.00      -8.248       -32.605       -17.084
 0.30      -8.248       -26.249        -8.256
 0.60      -8.248       -19.893        -1.334
 0.90      -8.248       -13.537         3.680
 1.20      -8.248        -7.180         6.788
 1.50      -8.248        -0.824         7.988
 1.80      -8.248         5.532         7.282

[LCOMB: ULS 1.35xDL+1.35xSL+1.50xLL]

NODAL DISPLACEMENTS
 id            UX            UY            UR
  0   -5.5601E-10   -2.1543E-08    2.6988E-04
  1   -2.1346E-04   -2.0053E-04   -3.2630E-04
  2   -4.3306E-04   -2.9773E-04   -4.5477E-04
  3   -4.4833E-04   -4.3556E-04    3.7724E-04
  4   -5.1909E-04   -1.4679E-04    4.5109E-04
  5    3.1411E-10   -3.1079E-08   -4.5111E-05
  6   -2.0147E-04   -2.9142E-04    2.9169E-04
  7    2.4190E-10   -1.0957E-08   -3.8072E-05
  8   -1.4516E-04   -9.9621E-05    2.2131E-04

REACTIONS
 id  LOC           FORCE
  0    0      5.5601E+00
  0    1      2.1543E+02
  5    0     -3.1411E+00
  5    1      3.1079E+02
  7    0     -2.4190E+00
  7    1      1.0957E+02


ELEMET RESULTS
ELEMENT END DISPLACEMENTS (LOCAL CS)
 id           UIX           UIY           UIR
  BEAM2D   0
  0   -2.1543E-08    5.5601E-10    2.6988E-04
  1   -2.0053E-04    2.1346E-04   -3.2630E-04
  BEAM2D   1
  1   -2.0053E-04    2.1346E-04   -3.2630E-04
  2   -2.9773E-04    4.3306E-04   -4.5477E-04
  BEAM2D   2
  2   -4.3306E-04   -2.9773E-04   -4.5477E-04
  3   -4.4833E-04   -4.3556E-04    3.7724E-04
  BEAM2D   3
  3   -4.4833E-04   -4.3556E-04    3.7724E-04
  4   -5.1909E-04   -1.4679E-04    4.5109E-04
  BEAM2D   4
  5   -3.1079E-08   -3.1411E-10   -4.5111E-05
  6   -2.9142E-04    2.0147E-04    2.9169E-04
  BEAM2D   5
  6   -2.9142E-04    2.0147E-04    2.9169E-04
  3   -4.3556E-04    4.4833E-04    3.7724E-04
  BEAM2D   6
  7   -1.0957E-08   -2.4190E-10   -3.8072E-05
  8   -9.9621E-05    1.4516E-04    2.2131E-04
  BEAM2D   7
  8   -9.9621E-05    1.4516E-04    2.2131E-04
  4   -1.4679E-04    5.1909E-04    4.5109E-04
  BEAM2D   8
  1   -2.1346E-04   -2.0053E-04   -3.2630E-04
  6   -2.0147E-04   -2.9142E-04    2.9169E-04
  BEAM2D   9
  6   -2.0147E-04   -2.9142E-04    2.9169E-04
  8   -1.4516E-04   -9.9621E-05    2.2131E-04


ELEMET END FORCES (LOCAL CS)
 id         AXIAL         SHEAR        MOMENT
  BEAM2D   0
  0   -2.1543E+02    5.5601E+00    1.1990E-15
  1   -2.0531E+02    5.5601E+00   -1.6680E+01
  BEAM2D   1
  1   -1.0705E+02    2.5949E+01    3.7127E+01
  2   -9.6928E+01    2.5949E+01   -4.0721E+01
  BEAM2D   2
  2   -2.5949E+01   -9.6928E+01   -4.0721E+01
  3   -2.5949E+01    9.9384E+01   -4.6860E+01
  BEAM2D   3
  3   -1.1838E+01   -4.6780E+01   -2.4497E+01

  4   -1.1838E+01    4.4430E+01   -2.0972E+01
  BEAM2D   4
  5   -3.1079E+02   -3.1411E+00   -2.9976E-16
  6   -3.0067E+02   -3.1411E+00    9.4232E+00
  BEAM2D   5
  6   -1.5629E+02   -1.4111E+01   -1.9970E+01
  3   -1.4616E+02   -1.4111E+01    2.2364E+01
  BEAM2D   6
  7   -1.0957E+02   -2.4190E+00   -1.3416E-15
  8   -9.9448E+01   -2.4190E+00    7.2571E+00
  BEAM2D   7
  8   -5.4555E+01   -1.1838E+01   -1.4543E+01
  4   -4.4430E+01   -1.1838E+01    2.0972E+01
  BEAM2D   8
  1    2.0389E+01   -9.8252E+01   -5.3807E+01
  6    2.0389E+01    9.8060E+01   -5.3328E+01
  BEAM2D   9
  6    9.4191E+00   -4.6317E+01   -2.3935E+01
  8    9.4191E+00    4.4893E+01   -2.1800E+01


ELEMET FORCES ALONG BEAM (LOCAL CS)
  d         AXIAL         SHEAR        MOMENT
  BEAM2D   0
 0.00    -215.430         5.560        -0.000
 0.30    -214.418         5.560        -1.668
 0.60    -213.405         5.560        -3.336
 0.90    -212.393         5.560        -5.004
 1.20    -211.380         5.560        -6.672
 1.50    -210.368         5.560        -8.340
 1.80    -209.355         5.560       -10.008
 2.10    -208.343         5.560       -11.676
 2.40    -207.330         5.560       -13.344
 2.70    -206.318         5.560       -15.012
 3.00    -205.305         5.560       -16.680
  BEAM2D   1
 0.00    -107.053        25.949        37.127
 0.30    -106.041        25.949        29.342
 0.60    -105.028        25.949        21.557
 0.90    -104.016        25.949        13.772
 1.20    -103.003        25.949         5.988
 1.50    -101.991        25.949        -1.797
 1.80    -100.978        25.949        -9.582
 2.10     -99.966        25.949       -17.367
 2.40     -98.953        25.949       -25.152
 2.70     -97.941        25.949       -32.936
 3.00     -96.928        25.949       -40.721
  BEAM2D   2
 0.00     -25.949       -96.928       -40.721
 0.50     -25.949       -77.297         2.835
 1.00     -25.949       -57.666        36.576
 1.50     -25.949       -38.035        60.501
 2.00     -25.949       -18.403        74.611
 2.50     -25.949         1.228        78.904
 3.00     -25.949        20.859        73.383
 3.50     -25.949        40.490        58.045
 4.00     -25.949        60.122        32.892
 4.50     -25.949        79.753        -2.076
 5.00     -25.949        99.384       -46.860
  BEAM2D   3
 0.00     -11.838       -46.780       -24.497
 0.30     -11.838       -37.659       -11.831
 0.60     -11.838       -28.538        -1.901
 0.90     -11.838       -19.417         5.292
 1.20     -11.838       -10.296         9.749
 1.50     -11.838        -1.175        11.469
 1.80     -11.838         7.946        10.454

Design of cross sections

RC Cross Section [cm]

Element 0
Cross Section at the Start of the Beam

Required Reinforcement Area [cm2]
_reqA_s2 (min) = 1.50
_reqA_s1 (min) = 1.50
_reqA_sw (min) [cm²/m] = 2.00

Section Properties
A [cm2] = 1000.00
Iy [cm4] = 133333.33

Material
Concrete C25/30
Reinforcement S500

Load
Load Combination ULS
1.35xDL+1.35xSL+1.50xLL
M_Ed = 0.00
N_Ed = -215.43
V_Ed = 5.56

Calculation Details
_reqA_s2 (min) = 1.50
_reqA_s1 (min) = 1.50
_reqA_sw (min) [cm²/m] = 2.00

μ_Ed = 0.000
ν_Ed = 0.152
ω₂ = 0.0000
ω₁ = 0.0000
Dilatations [‰]
ε_c2 = 0.000
ε_s1 = 0.000

RC Cross Section [cm]

Element 0
Cross Section at the End of the Beam

Required Reinforcement Area [cm2]
_reqA_s2 (min) = 1.50
_reqA_s1 (min) = 0.00
_reqA_sw (min) [cm²/m] = 2.00

Section Properties
A [cm2] = 1000.00
Iy [cm4] = 133333.33

Material
Concrete C25/30
Reinforcement S500

Load
Load Combination ULS
1.35xDL+1.35xSL+1.50xLL
M_Ed = -16.68
N_Ed = -205.31
V_Ed = 5.56

Calculation Details
_reqA_s2 (min) = 1.50
_reqA_s1 (min) = 0.00
_reqA_sw (min) [cm²/m] = 2.00

μ_Eds = 0.108
ξ = 0.1416
ζ = 0.9411
ω₁ = 0.1147
Dilatations [‰]
ε_s2 = 21.210
ε_c1 = 3.500

RC Cross Section [cm]

Element 1
Cross Section at the Start of the Beam

Required Reinforcement Area [cm2]
_reqA_s2 (min) = 0.00
_reqA_s1 (min) = 1.50
_reqA_sw [cm²/m] = 1.84

Section Properties
A [cm2] = 1000.00
Iy [cm4] = 133333.33

Material
Concrete C25/30
Reinforcement S500

Load
Load Combination ULS
1.35xDL+1.35xSL+1.50xLL
M_Ed = 37.13
N_Ed = -107.05
V_Ed = 25.95

Calculation Details
_reqA_s2 (min) = 0.00
_reqA_s1 (min) = 1.50
_reqA_sw [cm²/m] = 1.84

μ_Eds = 0.118
ξ = 0.1561
ζ = 0.9350
ω₁ = 0.1264
Dilatations [‰]
ε_c2 = 3.500
ε_s1 = 18.915

RC Cross Section [cm]

Element 1
Cross Section at the End of the Beam

Required Reinforcement Area [cm2]
_reqA_s2 = 1.62
_reqA_s1 = 0.00
_reqA_sw [cm²/m] = 1.84

Section Properties
A [cm2] = 1000.00
Iy [cm4] = 133333.33

Material
Concrete C25/30
Reinforcement S500

Load
Load Combination ULS
1.35xDL+1.35xSL+1.50xLL
M_Ed = -40.72
N_Ed = -96.93
V_Ed = 25.95

Calculation Details
_reqA_s2 = 1.62
_reqA_s1 = 0.00
_reqA_sw [cm²/m] = 1.84

μ_Eds = 0.123
ξ = 0.1623
ζ = 0.9325
ω₁ = 0.1314
Dilatations [‰]
ε_s2 = 18.065
ε_c1 = 3.500

RC Cross Section [cm]

Element 2
Cross Section at the Start of the Beam

Required Reinforcement Area [cm2]
_reqA_s2 (min) = 10.80
_reqA_s1 (min) = 0.00
_reqA_sw [cm²/m] = 4.42

Section Properties
A [cm2] = 2700.00
Iy [cm4] = 725625.00

Material
Concrete C25/30
Reinforcement S500

Load
Load Combination ULS
1.35xDL+1.35xSL+1.50xLL
M_Ed = -40.72
N_Ed = -25.95
V_Ed = -96.93

Calculation Details
_reqA_s2 (min) = 10.80
_reqA_s1 (min) = 0.00
_reqA_sw [cm²/m] = 4.42

μ_Eds = 0.050
ξ = 0.0759
ζ = 0.9714
ω₁ = 0.0512
Dilatations [‰]
ε_s2 = 25.000
ε_c1 = 2.053

RC Cross Section [cm]

Element 2
Cross Section in the Middle of the Beam

Required Reinforcement Area [cm2]
_reqA_s2 = 0.00
_reqA_s1 = 3.11
_reqA_sw (min) [cm²/m] = 1.60

Section Properties
A [cm2] = 2700.00
Iy [cm4] = 725625.00

Material
Concrete C25/30
Reinforcement S500

Load
Load Combination ULS
1.35xDL+1.35xSL+1.50xLL
M_Ed = 78.90
N_Ed = -25.95
V_Ed = 1.23

Calculation Details
_reqA_s2 = 0.00
_reqA_s1 = 3.11
_reqA_sw (min) [cm²/m] = 1.60

μ_Eds = 0.017
ξ = 0.0396
ζ = 0.9861
ω₁ = 0.0169
Dilatations [‰]
ε_c2 = 1.031
ε_s1 = 25.000

RC Cross Section [cm]

Element 2
Cross Section at the End of the Beam

Required Reinforcement Area [cm2]
_reqA_s2 (min) = 10.80
_reqA_s1 (min) = 0.00
_reqA_sw [cm²/m] = 4.54

Section Properties
A [cm2] = 2700.00
Iy [cm4] = 725625.00

Material
Concrete C25/30
Reinforcement S500

Load
Load Combination ULS
1.35xDL+1.35xSL+1.50xLL
M_Ed = -46.86
N_Ed = -25.95
V_Ed = 99.38

Calculation Details
_reqA_s2 (min) = 10.80
_reqA_s1 (min) = 0.00
_reqA_sw [cm²/m] = 4.54

μ_Eds = 0.057
ξ = 0.0830
ζ = 0.9682
ω₁ = 0.0585
Dilatations [‰]
ε_s2 = 25.000
ε_c1 = 2.263

Steel Cross Section [mm]

Utilization Factor
Section resistance
NEd/Nc,Rd = 0.02
MEd/Mc,Rd = 0.63
VEd/Vc,Rd = 0.28
Element buckling Resistance
NEd/Nb,Rd,z = 0.07
MEd/Mb,Rd = 0.88

IPE 180
Element 3
Cross Section at the Start of the Beam
Section Class:1

Section Properties
A [cm2] = 23.90
Iy [cm4] = 1320.00
Iz [cm4] = 101.00
Wy,pl [cm3] = 166.40
It [cm4] = 4.80
Iw [cm6] = 7430.00

Material
Steel S235
fy [N/mm2] = 235.0
fu [N/mm2] = 360.0
E [N/mm2] = 2.100E+05
G [N/mm2] = 8.100E+04

Load
Load Combination ULS
1.35xDL+1.35xSL+1.50xLL
M_Ed = -24.50
N_Ed = -11.84
V_Ed = -46.78

Buckling resistance in compression
System Length L= 3.00
Buckling Factor β = 1.00
Buckling Length Lcr = 3.00
KLy= a
KLz= b
Ncr = 232.59
λz = 1.55
αz = 0.34
χz = 0.32
Design Buckling Resistance
Nb,Rd,z = 181.48
NEd/Nb,Rd,z = 0.07

Lateral Torsional buckling resistance in bending
System Length L= 3.00
Later.Buckl.Fact. β = 1.00
Later.Tors. Buckling Length LLT,cr = 3.00
C1 = 1.081
C2 = 0.000
C3 = 1.000
kz = 1.000
kw = 1.000
zg = 9.000
zj = 0.000
Mcr = 39.00
αLT = 0.21
λLT = 0.94
χLT = 0.71
Mb,Rd = 27.70
MEd/Mb,Rd = 0.88

Steel Cross Section [mm]

Utilization Factor
Section resistance
NEd/Nc,Rd = 0.02
MEd/Mc,Rd = 0.29
VEd/Vc,Rd = 0.01
Element buckling Resistance
NEd/Nb,Rd,z = 0.07
MEd/Mb,Rd = 0.41

IPE 180
Element 3
Cross Section in the Middle of the Beam
Section Class:1

Section Properties
A [cm2] = 23.90
Iy [cm4] = 1320.00
Iz [cm4] = 101.00
Wy,pl [cm3] = 166.40
It [cm4] = 4.80
Iw [cm6] = 7430.00

Material
Steel S235
fy [N/mm2] = 235.0
fu [N/mm2] = 360.0
E [N/mm2] = 2.100E+05
G [N/mm2] = 8.100E+04

Load
Load Combination ULS
1.35xDL+1.35xSL+1.50xLL
M_Ed = 11.47
N_Ed = -11.84
V_Ed = -1.18

Buckling resistance in compression
System Length L= 3.00
Buckling Factor β = 1.00
Buckling Length Lcr = 3.00
KLy= a
KLz= b
Ncr = 232.59
λz = 1.55
αz = 0.34
χz = 0.32
Design Buckling Resistance
Nb,Rd,z = 181.48
NEd/Nb,Rd,z = 0.07

Steel Cross Section [mm]

Utilization Factor
Section resistance
NEd/Nc,Rd = 0.02
MEd/Mc,Rd = 0.54
VEd/Vc,Rd = 0.27
Element buckling Resistance
NEd/Nb,Rd,z = 0.07
MEd/Mb,Rd = 0.76

IPE 180
Element 3
Cross Section at the End of the Beam
Section Class:1

Section Properties
A [cm2] = 23.90
Iy [cm4] = 1320.00
Iz [cm4] = 101.00
Wy,pl [cm3] = 166.40
It [cm4] = 4.80
Iw [cm6] = 7430.00

Material
Steel S235
fy [N/mm2] = 235.0
fu [N/mm2] = 360.0
E [N/mm2] = 2.100E+05
G [N/mm2] = 8.100E+04

Load
Load Combination ULS
1.35xDL+1.35xSL+1.50xLL
M_Ed = -20.97
N_Ed = -11.84
V_Ed = 44.43

Buckling resistance in compression
System Length L= 3.00
Buckling Factor β = 1.00
Buckling Length Lcr = 3.00
KLy= a
KLz= b
Ncr = 232.59
λz = 1.55
αz = 0.34
χz = 0.32
Design Buckling Resistance
Nb,Rd,z = 181.48
NEd/Nb,Rd,z = 0.07

RC Cross Section [cm]

Element 4
Cross Section at the Start of the Beam

Load
Load Combination ULS
1.35xDL+1.35xSL+1.50xLL
M_Ed = -0.00
N_Ed = -310.79
V_Ed = -3.14

Calculation Details
_reqA_s2 (min) = 1.50
_reqA_s1 (min) = 1.50
_reqA_sw (min) [cm²/m] = 2.00

μ_Ed = 0.000
ν_Ed = 0.219
ω₂ = 0.0000
ω₁ = 0.0000
Dilatations [‰]
ε_s2 = 0.000
ε_c1 = 0.000

RC Cross Section [cm]

Element 4
Cross Section at the End of the Beam

Load
Load Combination ULS
1.35xDL+1.35xSL+1.50xLL
M_Ed = 9.42
N_Ed = -300.67
V_Ed = -3.14

Calculation Details
_reqA_s2 (min) = 1.50
_reqA_s1 (min) = 1.50
_reqA_sw (min) [cm²/m] = 2.00

μ_Ed = 0.017
ν_Ed = 0.212
ω₂ = 0.0000
ω₁ = 0.0000
Dilatations [‰]
ε_c2 = 0.000
ε_s1 = 0.000

RC Cross Section [cm]

Element 5
Cross Section at the Start of the Beam

Required Reinforcement Area [cm2]
_reqA_s2 (min) = 1.50
_reqA_s1 (min) = 0.00
_reqA_sw [cm²/m] = 1.00

Section Properties
A [cm2] = 1000.00
Iy [cm4] = 133333.33

Material
Concrete C25/30
Reinforcement S500

Load
Load Combination ULS
1.35xDL+1.35xSL+1.50xLL
M_Ed = -19.97
N_Ed = -156.29
V_Ed = -14.11

Calculation Details
_reqA_s2 (min) = 1.50
_reqA_s1 (min) = 0.00
_reqA_sw [cm²/m] = 1.00

μ_Eds = 0.098
ξ = 0.1278
ζ = 0.9468
ω₁ = 0.1035
Dilatations [‰]
ε_s2 = 23.880
ε_c1 = 3.500

RC Cross Section [cm]

Element 5
Cross Section at the End of the Beam

Required Reinforcement Area [cm2]
_reqA_s2 (min) = 0.00
_reqA_s1 (min) = 1.50
_reqA_sw [cm²/m] = 1.00

Section Properties
A [cm2] = 1000.00
Iy [cm4] = 133333.33

Material
Concrete C25/30
Reinforcement S500

Load
Load Combination ULS
1.35xDL+1.35xSL+1.50xLL
M_Ed = 22.36
N_Ed = -146.16
V_Ed = -14.11

Calculation Details
_reqA_s2 (min) = 0.00
_reqA_s1 (min) = 1.50
_reqA_sw [cm²/m] = 1.00

μ_Eds = 0.100
ξ = 0.1302
ζ = 0.9458
ω₁ = 0.1054
Dilatations [‰]
ε_c2 = 3.500
ε_s1 = 23.385

RC Cross Section [cm]

Element 6
Cross Section at the Start of the Beam

Load
Load Combination ULS
1.35xDL+1.35xSL+1.50xLL
M_Ed = -0.00
N_Ed = -109.57
V_Ed = -2.42

Calculation Details
_reqA_s2 (min) = 1.50
_reqA_s1 (min) = 1.50
_reqA_sw (min) [cm²/m] = 2.00

μ_Ed = 0.000
ν_Ed = 0.077
ω₂ = 0.0000
ω₁ = 0.0000
Dilatations [‰]
ε_s2 = 0.000
ε_c1 = 0.000

RC Cross Section [cm]

Element 6
Cross Section at the End of the Beam

Required Reinforcement Area [cm2]
_reqA_s2 (min) = 0.00
_reqA_s1 (min) = 1.50
_reqA_sw (min) [cm²/m] = 2.00

Section Properties
A [cm2] = 1000.00
Iy [cm4] = 133333.33

Material
Concrete C25/30
Reinforcement S500

Load
Load Combination ULS
1.35xDL+1.35xSL+1.50xLL
M_Ed = 7.26
N_Ed = -99.45
V_Ed = -2.42

Calculation Details
_reqA_s2 (min) = 0.00
_reqA_s1 (min) = 1.50
_reqA_sw (min) [cm²/m] = 2.00

μ_Eds = 0.050
ξ = 0.0766
ζ = 0.9711
ω₁ = 0.0520
Dilatations [‰]
ε_c2 = 2.074
ε_s1 = 25.000

RC Cross Section [cm]

Element 7
Cross Section at the Start of the Beam

Required Reinforcement Area [cm2]
_reqA_s2 (min) = 1.50
_reqA_s1 (min) = 0.00
_reqA_sw [cm²/m] = 0.84

Section Properties
A [cm2] = 1000.00
Iy [cm4] = 133333.33

Material
Concrete C25/30
Reinforcement S500

Load
Load Combination ULS
1.35xDL+1.35xSL+1.50xLL
M_Ed = -14.54
N_Ed = -54.55
V_Ed = -11.84

Calculation Details
_reqA_s2 (min) = 1.50
_reqA_s1 (min) = 0.00
_reqA_sw [cm²/m] = 0.84

μ_Eds = 0.051
ξ = 0.0768
ζ = 0.9710
ω₁ = 0.0522
Dilatations [‰]
ε_s2 = 25.000
ε_c1 = 2.081

RC Cross Section [cm]

Element 7
Cross Section at the End of the Beam

Required Reinforcement Area [cm2]
_reqA_s2 (min) = 0.00
_reqA_s1 (min) = 1.50
_reqA_sw [cm²/m] = 0.84

Section Properties
A [cm2] = 1000.00
Iy [cm4] = 133333.33

Material
Concrete C25/30
Reinforcement S500

Load
Load Combination ULS
1.35xDL+1.35xSL+1.50xLL
M_Ed = 20.97
N_Ed = -44.43
V_Ed = -11.84

Calculation Details
_reqA_s2 (min) = 0.00
_reqA_s1 (min) = 1.50
_reqA_sw [cm²/m] = 0.84

μ_Eds = 0.061
ξ = 0.0877
ζ = 0.9660
ω₁ = 0.0633
Dilatations [‰]
ε_c2 = 2.402
ε_s1 = 25.000

RC Cross Section [cm]

Element 8
Cross Section at the Start of the Beam

Required Reinforcement Area [cm2]
_reqA_s2 (min) = 10.80
_reqA_s1 (min) = 0.00
_reqA_sw [cm²/m] = 4.48

Section Properties
A [cm2] = 2700.00
Iy [cm4] = 725625.00

Material
Concrete C25/30
Reinforcement S500

Load
Load Combination ULS
1.35xDL+1.35xSL+1.50xLL
M_Ed = -53.81
N_Ed = 20.39
V_Ed = -98.25

Calculation Details
_reqA_s2 (min) = 10.80
_reqA_s1 (min) = 0.00
_reqA_sw [cm²/m] = 4.48

μ_Eds = 0.057
ξ = 0.0838
ζ = 0.9678
ω₁ = 0.0594
Dilatations [‰]
ε_s2 = 25.000
ε_c1 = 2.287

RC Cross Section [cm]

Element 8
Cross Section in the Middle of the Beam

Required Reinforcement Area [cm2]
_reqA_s2 = 0.00
_reqA_s1 = 3.01
_reqA_sw (min) [cm²/m] = 1.60

Section Properties
A [cm2] = 2700.00
Iy [cm4] = 725625.00

Material
Concrete C25/30
Reinforcement S500

Load
Load Combination ULS
1.35xDL+1.35xSL+1.50xLL
M_Ed = 69.13
N_Ed = 20.39
V_Ed = -0.10

Calculation Details
_reqA_s2 = 0.00
_reqA_s1 = 3.01
_reqA_sw (min) [cm²/m] = 1.60

μ_Eds = 0.011
ξ = 0.0323
ζ = 0.9888
ω₁ = 0.0116
Dilatations [‰]
ε_c2 = 0.835
ε_s1 = 25.000

RC Cross Section [cm]

Element 8
Cross Section at the End of the Beam

Required Reinforcement Area [cm2]
_reqA_s2 (min) = 10.80
_reqA_s1 (min) = 0.00
_reqA_sw [cm²/m] = 4.47

Section Properties
A [cm2] = 2700.00
Iy [cm4] = 725625.00

Material
Concrete C25/30
Reinforcement S500

Load
Load Combination ULS
1.35xDL+1.35xSL+1.50xLL
M_Ed = -53.33
N_Ed = 20.39
V_Ed = 98.06

Calculation Details
_reqA_s2 (min) = 10.80
_reqA_s1 (min) = 0.00
_reqA_sw [cm²/m] = 4.47

μ_Eds = 0.057
ξ = 0.0832
ζ = 0.9681
ω₁ = 0.0588
Dilatations [‰]
ε_s2 = 25.000
ε_c1 = 2.270

Steel Cross Section [mm]

Utilization Factor
Section resistance
NEd/Nc,Rd = 0.02
MEd/Mc,Rd = 0.61
VEd/Vc,Rd = 0.28
Element buckling Resistance
NEd= 9.42 -> Element in tension.
MEd/Mb,Rd = 0.88

IPE 180
Element 9
Cross Section at the Start of the Beam
Section Class:1

Section Properties
A [cm2] = 23.90
Iy [cm4] = 1320.00
Iz [cm4] = 101.00
Wy,pl [cm3] = 166.40
It [cm4] = 4.80
Iw [cm6] = 7430.00

Material
Steel S235
fy [N/mm2] = 235.0
fu [N/mm2] = 360.0
E [N/mm2] = 2.100E+05
G [N/mm2] = 8.100E+04

Load
Load Combination ULS
1.35xDL+1.35xSL+1.50xLL
M_Ed = -23.94
N_Ed = 9.42
V_Ed = -46.32

Buckling resistance in compression
System Length L= 3.00
Buckling Factor β = 1.00
Buckling Length Lcr = 3.00
KLy= a
KLz= b
Ncr = 232.59
λz = 1.55
αz = 0.34
χz = 0.32
Design Buckling Resistance
Nb,Rd,z = 181.48
NEd= 9.42 -> Element in tension.

Lateral Torsional buckling resistance in bending
System Length L= 3.00
Later.Buckl.Fact. β = 1.00
Later.Tors. Buckling Length LLT,cr = 3.00
C1 = 1.050
C2 = 0.000
C3 = 1.000
kz = 1.000
kw = 1.000
zg = 9.000
zj = 0.000
Mcr = 37.89
αLT = 0.21
λLT = 0.95
χLT = 0.70
Mb,Rd = 27.34
MEd/Mb,Rd = 0.88

Steel Cross Section [mm]

Utilization Factor
Section resistance
NEd/Nc,Rd = 0.02
MEd/Mc,Rd = 0.29
VEd/Vc,Rd = 0.00
Element buckling Resistance
NEd= 9.42 -> Element in tension.
MEd/Mb,Rd = 0.41

IPE 180
Element 9
Cross Section in the Middle of the Beam
Section Class:1

Section Properties
A [cm2] = 23.90
Iy [cm4] = 1320.00
Iz [cm4] = 101.00
Wy,pl [cm3] = 166.40
It [cm4] = 4.80
Iw [cm6] = 7430.00

Material
Steel S235
fy [N/mm2] = 235.0
fu [N/mm2] = 360.0
E [N/mm2] = 2.100E+05
G [N/mm2] = 8.100E+04

Load
Load Combination ULS
1.35xDL+1.35xSL+1.50xLL
M_Ed = 11.34
N_Ed = 9.42
V_Ed = -0.71

Buckling resistance in compression
System Length L= 3.00
Buckling Factor β = 1.00
Buckling Length Lcr = 3.00
KLy= a
KLz= b
Ncr = 232.59
λz = 1.55
αz = 0.34
χz = 0.32
Design Buckling Resistance
Nb,Rd,z = 181.48
NEd= 9.42 -> Element in tension.

Steel Cross Section [mm]

Utilization Factor
Section resistance
NEd/Nc,Rd = 0.02
MEd/Mc,Rd = 0.56
VEd/Vc,Rd = 0.27
Element buckling Resistance
NEd= 9.42 -> Element in tension.
MEd/Mb,Rd = 0.80

IPE 180
Element 9
Cross Section at the End of the Beam
Section Class:1

Section Properties
A [cm2] = 23.90
Iy [cm4] = 1320.00
Iz [cm4] = 101.00
Wy,pl [cm3] = 166.40
It [cm4] = 4.80
Iw [cm6] = 7430.00

Material
Steel S235
fy [N/mm2] = 235.0
fu [N/mm2] = 360.0
E [N/mm2] = 2.100E+05
G [N/mm2] = 8.100E+04

Load
Load Combination ULS
1.35xDL+1.35xSL+1.50xLL
M_Ed = -21.80
N_Ed = 9.42
V_Ed = 44.89

Buckling resistance in compression
System Length L= 3.00
Buckling Factor β = 1.00
Buckling Length Lcr = 3.00
KLy= a
KLz= b
Ncr = 232.59
λz = 1.55
αz = 0.34
χz = 0.32
Design Buckling Resistance
Nb,Rd,z = 181.48
NEd= 9.42 -> Element in tension.