soal 2 ( program modal2 )

Posted: 28 Mei 2011 in CONTOH PEMAKAIAN PROGRAM MODAL2

input data :

Struktur 5 tingkat
3  0  981  0.05   1   5   5  0.05
1  50000  10000  500
2  50000  10000  1000
3  50000  10000  1500
4  50000  10000  2000
5  50000  10000  2500

membuka program modal2 :

masukan nama file input :

masukan angka yang diperlukan untuk menghasilkan output :

OUT PUT yang dihasilkan :

< ANALISIS SUPERPOSISI MODAL SPEKTRUM RESPONS 2 DIMENSI >

FILE : COBA2.DAT
Struktur 5 tingkat

Earthquake Zone   : 3
Soil Type         : Soft
Number of Floor   : 5
Number of Eigen   : 5
Gravity Acceler.  :  981.00
Maximum Accel.(g) :  0.0500
Important Factor  :  1.00

Response Spectrum (Sa) :
Time  Period       Frequency    Spectral Acceleration
(second)          (rads)                (g)
—————————————————–
0.00000000       ——         0.07000000
1.00000000        6.283185      0.07000000
2.00000000        3.141593      0.03500000
5.00000000        1.256637      0.03500000
100.00000000        0.062832      0.03500000

Mass Matrix (Mr) :
5.0968399592E+0001  5.0968399592E+0001  5.0968399592E+0001  5.0968399592E+0001  5.0968399592E+0001

Stiffness matrix (Kr) :
2.0000000000E+0004 -1.0000000000E+0004  0.0000000000E+0000  2.0000000000E+0004 -1.0000000000E+0004
0.0000000000E+0000  2.0000000000E+0004 -1.0000000000E+0004  0.0000000000E+0000  2.0000000000E+0004
-1.0000000000E+0004  1.0000000000E+0004

————————————————————————
Mode       Eigenvalue      Omega (rad)     Time  Period    Spectral Acc.
————————————————————————
1   1.5894957E+0001  3.9868480E+0000  1.5759781E+0000  4.9840765E-0002
2   1.3543265E+0002  1.1637553E+0001  5.3990604E-0001  7.0000000E-0002
3   3.3655566E+0002  1.8345453E+0001  3.4249278E-0001  7.0000000E-0002
4   5.5540885E+0002  2.3567114E+0001  2.6660818E-0001  7.0000000E-0002
5   7.2250789E+0002  2.6879507E+0001  2.3375374E-0001  7.0000000E-0002

Eigenvectors – normalized

Phi-  1             Phi-  2             Phi-  3             Phi-  4             Phi-  5
2.3796889354E-0002  6.3835323832E-0002  8.3606494066E-0002  7.6833193078E-0002  4.5665896244E-0002
4.5665896257E-0002  8.3606494030E-0002  2.3796889320E-0002 -6.3835323852E-0002 -7.6833193103E-0002
6.3835323831E-0002  4.5665896254E-0002 -7.6833193121E-0002 -2.3796889306E-0002  8.3606494035E-0002
7.6833193111E-0002 -2.3796889355E-0002 -4.5665896218E-0002  8.3606494043E-0002 -6.3835323841E-0002
8.3606494030E-0002 -7.6833193111E-0002  6.3835323811E-0002 -4.5665896283E-0002  2.3796889358E-0002

———————————————————————————-
Mode  Acceleration  Modal-forces-(P)  Modal-displc-(Z)  Modal-Participat  Percent
———————————————————————————-
1       48.89379        -732.00583         -46.05271          14.97135  87.95 %
2       68.67000        -323.67171          -2.38991           4.71344   8.72 %
3       68.67000        -170.58866          -0.50687           2.48418   2.42 %
4       68.67000         -94.99552          -0.17104           1.38336   0.75 %
5       68.67000         -43.40267          -0.06007           0.63205   0.16 %
———————————————————————————-
Jumlah = 100.00 %

Relative displacement U

Mode-  1            Mode-  2            Mode-  3            Mode-  4            Mode-  5
-1.0959112096E+0000 -1.5256061797E-0001 -4.2377299811E-0002 -1.3141326898E-0002 -2.7432528232E-0003
-2.1030382106E+0000 -1.9981191651E-0001 -1.2061837116E-0002  1.0918208977E-0002  4.6155422586E-0003
-2.9397895630E+0000 -1.0913733862E-0001  3.8944142996E-0002  4.0701510505E-0003 -5.0224296392E-0003
-3.5383766486E+0000  5.6872401170E-0002  2.3146495937E-0002 -1.4299812685E-0002  3.8347310958E-0003
-3.8503055017E+0000  1.8362434336E-0001 -3.2355963324E-0002  7.8105626891E-0003 -1.4295325239E-0003

Equivalent forces F at CM

Mode-  1            Mode-  2            Mode-  3            Mode-  4            Mode-  5
-8.8784208588E+0002 -1.0530931944E+0003 -7.2692762506E+0002 -3.7200862772E+0002 -1.0102047905E+0002
-1.7037564860E+0003 -1.3792587643E+0003 -2.0690517418E+0002  3.0907593801E+0002  1.6996766980E+0002
-2.3816426681E+0003 -7.5335161898E+0002  6.6803627172E+0002  1.1521905809E+0002 -1.8495132633E+0002
-2.8665823252E+0003  3.9257797598E+0002  3.9704812201E+0002 -4.0480339110E+0002  1.4121424355E+0002
-3.1192885307E+0003  1.2675194219E+0003 -5.5502459261E+0002  2.2110375374E+0002 -5.2642636197E+0001

Base Shear for each mode
Mode          Base shear
1        -10959.112096
2         -1525.606180
3          -423.772998
4          -131.413269
5           -27.432528
————————
CQC :       11089.268618

Complete Quadratic Combination (CQC) of  5 Modes
Shear coeff = storey shear / cum. storey weight
Floor      Rel.Displacement    Eqv.Lateral Forces          Storey Shear    Shear Coeff
1     1.1089268618E+0000    1.6691799928E+0003    1.1089268618E+0004       0.044357
2     2.1139730064E+0000    2.2416145575E+0003    1.0092833895E+0004       0.050464
3     2.9426582182E+0000    2.5875839734E+0003    8.4270004329E+0003       0.056180
4     3.5385033764E+0000    2.9368672969E+0003    6.2038802574E+0003       0.062039
5     3.8535723183E+0000    3.3996376420E+0003    3.3996376420E+0003       0.067993

HASIL YANG DIPEROLEH :

1. Periode Getar Alami ( Time  Period)

mode 1   T1  = 1,575

mode2   T2  = 0,399

mode3   T3  = 0,4249

mode4  T4   = 0,666

mode5  T5  = 0,337

2. Pola ragam Getar (Relative displacement U)

3. Distribusi Gaya Geser Gempa (Storey Shear)

4. Distribusi Beban Gempa ( Eqv.Lateral Forces)

**********  SELESAI ************

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