Input earthquake
load according EN 1998-1 (3-dimensional)
Chose for the
‘Earthquake load‘ in the window for the input of beam
loads.
Input window for the
properties of the earthquake load.
Plot of the elastic
design spectrum of the earth quake load
Some special
earthquake related numerical output:
*** Direction dependent modal participation factors
(based on scaled
Eigenvectors with a maximal value of one)
Modal no.
X-direction
Y-direction Z-direction
-----------+------------------+------------------+-------------
1 7.71340E-01 -1.53370E-01 -6.17971E-01
2 -2.39631E-01 8.41225E-01 -6.01594E-01
3 3.56454E-14 -7.27601E-15 -2.81897E-14
4 -1.88384E-13 1.31172E-13 5.60031E-14
5 -2.23505E-14 -1.11950E-14 3.38595E-14
6 2.91138E-01 -2.69868E-01 -2.12702E-02
7 -9.60885E-03 -2.33758E-01 2.43367E-01
8 1.25050E-01 2.83437E-01 -4.08487E-01
9 -5.96122E-15 -3.00952E-15 8.61634E-15
10 -2.19346E-16 8.02866E-15 -7.66008E-15
.... ............ ............ ............
And further...
*** Output modal effective masses
(Total modal effective masses in each direction
is about the same as for the mass of the whole frame)
Modal no.
X-direction
Y-direction Z-direction
[-] [kg] [%]
[kg] [%] [kg] [%]
----------+-------------------+--------------------+-------------------
1 1.28312E+03 49.419
5.07288E+01 1.994 8.23592E+02
31.720
2 9.63506E+01 3.711
1.18739E+03 46.673 6.07261E+02
23.388
3 2.57227E-24 0.000
1.07176E-25 0.000 1.60876E-24
0.000
4 2.58281E-24 0.000
1.25225E-24 0.000 2.28260E-25
0.000
5 1.51504E-25 0.000
3.80102E-26 0.000 3.47708E-25
0.000
6 1.78474E+02 6.874
1.53348E+02 6.028 9.52617E-01
0.037
7 6.24776E-03 0.000
3.69757E+00 0.145 4.00780E+00
0.154
8 1.54552E+01 0.595
7.94003E+01 3.121 1.64917E+02
6.352
9 7.64120E-26 0.000
1.94754E-26 0.000 1.59638E-25
0.000
10 2.66658E-30 0.000
3.57257E-27 0.000 3.25208E-27
0.000
.... ........... ....... ........... ....... ........... .......
And further...
*** Modal peak reaction forces
Modal no.
X-direction Sa(Tn)
Y-direction Sa(Tn)
Z-direction Sa(Tn)
[-] [kN] [m/s2] [kN] [m/s2] [kN] [m/s2]
-------------+-----------------------+-----------------------+-----------------------
1 2.82575E+00 2.202E+00
1.11717E-01 2.202E+00 8.16187E-01
9.910E-01
2 3.21169E-01 3.333E+00
3.95796E+00 3.333E+00 9.10892E-01
1.500E+00
3 8.57423E-27 3.333E+00
3.57252E-28 3.333E+00 2.41314E-27
1.500E+00
4 8.60936E-27 3.333E+00
4.17416E-27 3.333E+00 3.42391E-28
1.500E+00
5 5.05014E-28 3.333E+00
1.26701E-28 3.333E+00 5.21561E-28
1.500E+00
6 5.92287E-01 3.319E+00
5.08905E-01 3.319E+00 1.42262E-03
1.493E+00
7 1.78314E-05 2.854E+00
1.05530E-02 2.854E+00 5.14728E-03
1.284E+00
8 4.23456E-02 2.740E+00
2.17548E-01 2.740E+00 2.03335E-01
1.233E+00
9 1.91427E-28 2.505E+00
4.87898E-29 2.505E+00 1.79966E-28
1.127E+00
10 6.19916E-33 2.325E+00
8.30539E-30 2.325E+00 3.40215E-30
1.046E+00
.... ........... ........... ...........
-------------+-----------------------+-----------------------+-----------------------
Total 5.42286E+00 6.53878E+00 2.64718E+00
Combined results (CQC rule)
Total
3.16269E+00 4.19214E+00 1.37690E+00
SRSS rule; combined total: 5.42886E+00 [kN]
** D I
S P L A C E M E N T S **
Total maximal displacements caused by earthquake
(absolute extreme values with the 'CQC' method)
Node no.
Ux
Uy Uz phi-x phi-y
phi-z
[m] [m] [m] [degrees] [degrees] [degrees]
-------+------------+------------+-----------+-----------+----------+---------
1 0.000E+00 0.000E+00
0.000E+00 0.000E+00 2.130E-02
0.000E+00
2 1.686E-03 4.264E-04
5.794E-04 6.470E-03 2.964E-02 -1.907E-02
3 3.400E-03 1.398E-03
1.100E-03 -8.907E-03 2.604E-02 -4.357E-03
4 4.862E-03 2.477E-03
1.512E-03 -9.338E-03 2.028E-02 -2.426E-03
5 5.842E-03 3.293E-03
1.778E-03 -6.439E-03 1.091E-02 -2.153E-04
6 6.186E-03 3.595E-03
1.869E-03 -2.191E-14 -1.778E-14
-2.562E-14
7 5.842E-03 3.293E-03
1.778E-03 6.439E-03 -1.091E-02 2.153E-04
8 4.862E-03 2.477E-03
1.512E-03 9.338E-03
-2.028E-02 2.426E-03
9 3.400E-03 1.398E-03
1.100E-03 8.907E-03 -2.604E-02 4.357E-03
10 1.686E-03 4.264E-04
5.794E-04 -6.470E-03 -2.964E-02 1.907E-02
11 0.000E+00 0.000E+00
0.000E+00 0.000E+00
-2.130E-02 0.000E+00
** B E
A M F O R C E S in relation to the LOCAL system of axes **
Total maximum forces in beams caused by earthquake
(absolute extreme values with the 'CQC and 'SRSS'
method)
Normal Shear
Shear Torsion
Bending Bending
Beam no. Node no.
F-x F-y F-z
M-x M-y M-z
[kN] [kN] [kN] [kN.m] [kN.m] [kN.m]
-------+---------+--------------+----------+----------+----------+----------+---------
1 1 -2.762E+00 -3.222E+00 -2.208E+00 -5.466E-02
-5.060E+00 -8.802E+00
2 2.762E+00tens 3.222E+00
2.208E+00 5.466E-02 6.013E+00
4.298E+00
2 2 -1.913E+00 -2.235E+00 -1.523E+00 -5.466E-02
-6.013E+00 -4.298E+00
3 1.913E+00tens 2.235E+00
1.523E+00 5.466E-02 6.528E+00
1.360E+00
3 3 -1.626E+00 -1.935E+00 -1.242E+00 -5.466E-02
-6.528E+00 -1.360E+00
4 1.626E+00tens 1.935E+00
1.242E+00 5.466E-02 7.882E+00
3.425E+00
4 4 -1.115E+00 -1.326E+00 -8.544E-01 -5.466E-02
-7.882E+00 -3.425E+00
5 1.115E+00tens 1.326E+00
8.544E-01 5.466E-02 8.874E+00
5.492E+00
5 5 -4.194E-01 -5.001E-01 -3.189E-01 -5.466E-02
-8.874E+00 -5.492E+00
6 4.194E-01tens 5.001E-01
3.189E-01 5.466E-02 9.265E+00
6.281E+00
6 6 -4.194E-01 -5.001E-01 -3.189E-01 -5.466E-02
-9.265E+00 -6.281E+00
7 4.194E-01tens 5.001E-01
3.189E-01 5.466E-02 8.874E+00
5.492E+00
7 7 -1.115E+00 -1.326E+00 -8.544E-01 -5.466E-02
-8.874E+00 -5.492E+00
8 1.115E+00tens 1.326E+00
8.544E-01 5.466E-02 7.882E+00
3.425E+00
8 8 -1.626E+00 -1.935E+00 -1.242E+00 -5.466E-02
-7.882E+00 -3.425E+00
9 1.626E+00tens 1.935E+00
1.242E+00 5.466E-02 6.528E+00
1.360E+00
9 9 -1.913E+00 -2.235E+00 -1.523E+00 -5.466E-02
-6.528E+00 -1.360E+00
10 1.913E+00tens 2.235E+00
1.523E+00 5.466E-02 6.013E+00
4.298E+00
10
10 -2.762E+00 -3.222E+00 -2.208E+00 -5.466E-02
-6.013E+00 -4.298E+00
11 2.762E+00tens 3.222E+00
2.208E+00 5.466E-02 5.060E+00
8.802E+00
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