Penyelesaian Tugas ADS Part 2 tanpa Shear Wall

Perhitungan Beban di tiap lantai (w) :

Perhitungan Kekakuan di tiap lantai (k) :

Kemudian input file berekstensi *.DAT adalah sebagai berikut :
Struktur 15 tingkat
4  0  981  0.05   1   15   3  0.05
1   304020   1720320000   400
2   304020   1720320000   800
3   304020   1720320000  1200
4   304020   1720320000  1600
5   304020   1720320000  2000
6   135120     388800000  2400
7   135120     388800000  2800
8   135120     388800000  3200
9   135120     388800000  3600
10 135120     388800000  4000
11 135120     388800000  4400
12 135120     388800000  4800
13 135120     388800000  5200
14 135120     388800000  5600
15 135120     388800000  6000

Lalu setelah dihitung dengan program Modal2 didapat output sebagai berikut :
< ANALISIS SUPERPOSISI MODAL SPEKTRUM RESPONS 2 DIMENSI >

FILE : TDNONSW.DAT
Struktur 15 tingkat

Earthquake Zone   : 4
Soil Type         : Soft
Number of Floor   : 15
Number of Eigen   : 3
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       ------         0.05000000
  1.00000000        6.283185      0.05000000
  2.00000000        3.141593      0.02500000
  5.00000000        1.256637      0.02500000
100.00000000        0.062832      0.02500000

Mass Matrix (Mr) :
 3.0990825688E+0002  3.0990825688E+0002  3.0990825688E+0002  3.0990825688E+0002  3.0990825688E+0002
 1.3773700306E+0002  1.3773700306E+0002  1.3773700306E+0002  1.3773700306E+0002  1.3773700306E+0002
 1.3773700306E+0002  1.3773700306E+0002  1.3773700306E+0002  1.3773700306E+0002  1.3773700306E+0002


Stiffness matrix (Kr) :
 3.4406400000E+0009 -1.7203200000E+0009  0.0000000000E+0000  3.4406400000E+0009 -1.7203200000E+0009
 0.0000000000E+0000  3.4406400000E+0009 -1.7203200000E+0009  0.0000000000E+0000  3.4406400000E+0009
-1.7203200000E+0009  0.0000000000E+0000  2.1091200000E+0009 -3.8880000000E+0008  0.0000000000E+0000
 7.7760000000E+0008 -3.8880000000E+0008  0.0000000000E+0000  7.7760000000E+0008 -3.8880000000E+0008
 0.0000000000E+0000  7.7760000000E+0008 -3.8880000000E+0008  0.0000000000E+0000  7.7760000000E+0008
-3.8880000000E+0008  0.0000000000E+0000  7.7760000000E+0008 -3.8880000000E+0008  0.0000000000E+0000
 7.7760000000E+0008 -3.8880000000E+0008  0.0000000000E+0000  7.7760000000E+0008 -3.8880000000E+0008
 0.0000000000E+0000  7.7760000000E+0008 -3.8880000000E+0008  0.0000000000E+0000  7.7760000000E+0008
-3.8880000000E+0008  3.8880000000E+0008

------------------------------------------------------------------------
Mode       Eigenvalue             Omega (rad)            Time  Period           Spectral Acc.
------------------------------------------------------------------------
  1   5.0557144E+0004  2.2484916E+0002  2.7944002E-0002  5.0000000E-0002
  2   3.6065968E+0005  6.0054948E+0002  1.0462394E-0002  5.0000000E-0002
  3   7.3463178E+0005  8.5710664E+0002  7.3306926E-0003  5.0000000E-0002
Eigenvectors - normalized
                  Phi-  1                        Phi-  2                          Phi-  3
 -1.1849261247E-0003  5.9086041468E-0003  7.2496761460E-0003
 -2.3590603543E-0003  1.1433318649E-0002  1.3539924643E-0002
 -3.5117090826E-0003  1.6215195669E-0002  1.8038289228E-0002
 -4.6323743857E-0003  1.9943550479E-0002  2.0149452912E-0002
 -5.7108496337E-0003  2.2376147051E-0002  1.9594022691E-0002
 -1.0252630783E-0002  2.6706988014E-0002  5.6628019987E-0003
 -1.4610782529E-0002  2.7625531559E-0002 -9.7421742785E-0003
 -1.8707248340E-0002  2.5014417250E-0002 -2.2611730147E-0002
 -2.2468658600E-0002  1.9207261841E-0002 -2.9596537865E-0002
 -2.5827644698E-0002  1.0946033739E-0002 -2.8878787203E-0002
 -2.8724045623E-0002  1.2862532196E-0003 -2.0645274214E-0002
 -3.1105985483E-0002 -8.5378692515E-0003 -7.0387871762E-0003
 -3.2930802624E-0002 -1.7271125572E-0002  8.3995583508E-0003
 -3.4165813718E-0002 -2.3797685385E-0002  2.1651901959E-0002
 -3.4788899140E-0002 -2.7283663447E-0002  2.9269294629E-0002

----------------------------------------------------------------------------------
Mode  Acceleration  Modal-forces-(P)  Modal-displc-(Z)  Modal-Participat  Percent
----------------------------------------------------------------------------------
  1       49.05000        1977.68442           0.03912         -40.31976              55.54 %
  2       49.05000       -1382.40582          -0.00383          28.18360              27.14 %
  3       49.05000        -832.71645          -0.00113          16.97689                 9.85 %
----------------------------------------------------------------------------------
                                                                                                      Jumlah =  92.53 %


Relative displacement U
            Mode-  1                           Mode-  2                 Mode-  3
 -4.6351707398E-0005 -2.2647634832E-0005 -8.2176196110E-0006
 -9.2281259564E-0005 -4.3823823573E-0005 -1.5347713200E-0005
 -1.3737034611E-0004 -6.2152721883E-0005 -2.0446678764E-0005
 -1.8120831131E-0004 -7.6443477562E-0005 -2.2839715328E-0005
 -2.2339589422E-0004 -8.5767601751E-0005 -2.2210126615E-0005
 -4.0106039709E-0004 -1.0236768228E-0004 -6.4188733151E-0006
 -5.7154172104E-0004 -1.0588845271E-0004  1.1042904647E-0005
 -7.3178646598E-0004 -9.5880071393E-0005  2.5630744513E-0005
 -8.7892457374E-0004 -7.3621288800E-0005  3.3548131678E-0005
 -1.0103207321E-0003 -4.1956064211E-0005  3.2734550245E-0005
 -1.1236215746E-0003 -4.9301988247E-0006  2.3401736414E-0005
 -1.2167978302E-0003  3.2725588015E-0005  7.9785737143E-0006
 -1.2881806686E-0003  6.6200093184E-0005 -9.5210288068E-0006
 -1.3364915900E-0003  9.1216347393E-0005 -2.4542764473E-0005
 -1.3608653232E-0003  1.0457807484E-0004 -3.3177196428E-0005


Equivalent forces F at CM
            Mode-  1            Mode-  2            Mode-  3
 -7.2624208979E+0002 -2.5313581409E+0003 -1.8708927663E+0003
 -1.4458698192E+0003 -4.8982506733E+0003 -3.4941901627E+0003
 -2.1523290691E+0003 -6.9468975318E+0003 -4.6550637784E+0003
 -2.8391856543E+0003 -8.5441954834E+0003 -5.1998827174E+0003
 -3.5001839239E+0003 -9.5863660167E+0003 -5.0565452272E+0003
 -2.7928199634E+0003 -5.0852357639E+0003 -6.4949998887E+0002
 -3.9799819181E+0003 -5.2601342018E+0003  1.1173871322E+0003
 -5.0958605390E+0003 -4.7629560153E+0003  2.5934720095E+0003
 -6.1204699189E+0003 -3.6572246478E+0003  3.3946005913E+0003
 -7.0354588257E+0003 -2.0842171423E+0003  3.3122775564E+0003
 -7.8244393810E+0003 -2.4491346109E+0002  2.3679276399E+0003
 -8.4732805746E+0003  1.6256823138E+0003  8.0731980270E+0002
 -8.9703613580E+0003  3.2885679732E+0003 -9.6339463334E+0002
 -9.3067787822E+0003  4.5312800064E+0003 -2.4833836825E+0003
 -9.4765074542E+0003  5.1950396300E+0003 -3.3570671443E+0003


Base Shear for each mode
Mode          Base shear
  1        -79739.769274
  2        -38961.179155
  3        -14136.935369
------------------------
CQC :       90642.766704


Complete Quadratic Combination (CQC) of  3 Modes
Shear coeff = storey shear / cum. storey weight
Floor      Rel.Displacement                 Eqv.Lateral Forces          Storey Shear              Shear Coeff
   1     5.2689480272E-0005    3.3396564641E+0003    9.0642766702E+0004       0.031569
   2     1.0415001669E-0004    6.3949673433E+0003    8.8547462027E+0004       0.034491
   3     1.5329400789E-0004    8.9168148320E+0003    8.4699430709E+0004       0.037424
   4     1.9929125088E-0004    1.0722478788E+0004    7.9730687521E+0004       0.040695
   5     2.4163829705E-0004    1.1719394306E+0004    7.4446749047E+0004       0.044977
   6     4.1494152081E-0004    5.8997229187E+0003    6.9637641996E+0004       0.051538
   7     5.8206476146E-0004    6.6511035707E+0003    6.6619221142E+0004       0.063618
   8     7.3895086825E-0004    7.3431886387E+0003    6.2652237137E+0004       0.084305
   9     8.8292899792E-0004    7.7975590159E+0003    5.7888896576E+0004       0.131823
  10     1.0118505343E-0003    7.9933110762E+0003    5.2445130667E+0004       0.388137
  11     1.1238192219E-0003    8.1666497415E+0003    4.6303446657E+0004      -0.274147
  12     1.2169721882E-0003    8.6598375954E+0003    3.9279767160E+0004      -0.083058
  13     1.2893599175E-0003    9.5565310016E+0003    3.1123543603E+0004      -0.040059
  14     1.3390336368E-0003    1.0544064873E+0004    2.1706767163E+0004      -0.020081
  15     1.3643483052E-0003    1.1179854308E+0004    1.1179854308E+0004      -0.008072


BASE SHEAR FROM CQC FOR EACH MODE

  BS = Base shear         =       90642.766704
  TW = Total weight       =     2871300.000000
  TM = Total Floor Mass   =        2926.911315
  Cd = Design shear coeff =           0.050000

  Dynamic  Base Shear
------------------------  =           0.631371
   Static Base Shear


BASE SHEAR FROM EQUIVALENT LATERAL FORCES

  BS = Base shear         =      124885.134474
  TW = Total weight       =     2871300.000000
  TM = Total Floor Mass   =        2926.911315
  Cd = Design shear coeff =           0.050000

  Dynamic  Base Shear
------------------------  =           0.869886
   Static Base Shear



Dari hasil output program Modal2 maka didapat penyelesaian sebagai berikut :
1. Periode Getar Alami ( Time  Period)
    Mode 1   T1 = 0,0279 detik
    Mode 2   T2 = 0,0105 detik
    Mode 3   T3 = 0,0073 detik

2. Pola ragam Getar (Relative displacement U) 

                                               Mode 1                           Mode 2                                      Mode 3

3. Distribusi Gaya Geser Gempa (Storey Shear)

 4. Distribusi Beban Gempa ( Eqv.Lateral Forces)

Demikian proses perhitungan menggunakan Program Modal2 dari saya, semoga dapat bermanfaat bagi rekan-rekan sekalian. Dan jangan lupa tolong tinggalkan comment yang bersifat membangun

Terima Kasih..