Selasa, 14 Juni 2011

Penyelesaian Soal Tugas Ujian Akhir dan Surat Puas ADS

Penyelesaian Program Modal2 dengan 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  79480320000   400
2   304020  79480320000   800
3   304020  79480320000  1200
4   304020  79480320000  1600
5   304020  79480320000  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 : TDSW.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) :  
1.5896064000E+0011 -7.9480320000E+0010  0.0000000000E+0000  1.5896064000E+0011 -7.9480320000E+0010
 0.0000000000E+0000  1.5896064000E+0011 -7.9480320000E+0010  0.0000000000E+0000  1.5896064000E+0011
-7.9480320000E+0010  0.0000000000E+0000  7.9869120000E+0010 -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   6.2764213E+0004  2.5052787E+0002  2.5079786E-0002  5.0000000E-0002
  2   5.5656244E+0005  7.4603113E+0002  8.4221490E-0003  5.0000000E-0002
  3   1.5006242E+0006  1.2249997E+0003  5.1291323E-0003  5.0000000E-0002

Eigenvectors - normalized
             Phi-  1             Phi-  2             Phi-  3
 -2.7110729932E-0005 -8.1099622104E-0005  1.3411973209E-0004
 -5.4214825079E-0005 -1.6202324680E-0004  2.6745470183E-0004
 -8.1305652280E-0005 -2.4259525863E-0004  3.9922473869E-0004
 -1.0837658162E-0004 -3.2264080516E-0004  5.2865882886E-0004
 -1.3542098806E-0004 -4.0198617649E-0004  6.5499962667E-0004
 -5.6571904946E-0003 -1.6443806143E-0002  2.5698712714E-0002
 -1.1053172565E-0002 -2.9243420026E-0002  3.7080633385E-0002
 -1.6203387724E-0002 -3.6277142881E-0002  2.8749974613E-0002
 -2.0993321115E-0002 -3.6158143774E-0002  5.1354302434E-0003
 -2.5316468734E-0002 -2.8909885620E-0002 -2.1209180131E-0002
 -2.9076705541E-0002 -1.5961499027E-0002 -3.6278695932E-0002
 -3.2190422802E-0002  1.3399771678E-0004 -3.2061953372E-0002
 -3.4588387119E-0002  1.6203074287E-0002 -1.0800631331E-0002
 -3.6217279840E-0002  2.9077409594E-0002  1.6202456255E-0002
 -3.7040882589E-0002  3.6218585955E-0002  3.4592093181E-0002  
----------------------------------------------------------------------------------
Mode  Acceleration  Modal-forces-(P)  Modal-displc-(Z)  Modal-Participat  Percent
----------------------------------------------------------------------------------
  1       49.05000        1683.94437           0.02683         -34.33118                40.27 %
  2       49.05000         568.07222           0.00102         -11.58149                   4.58 %
  3       49.05000        -348.43306          -0.00023           7.10363                   1.72 %
----------------------------------------------------------------------------------
                                                                                                       Jumlah =  46.58 %
Relative displacement U
            Mode-  1                         Mode-  2                    Mode-  3
 -7.2737247556E-0007 -8.2776772569E-0008 -3.1141540589E-0008
 -1.4545669419E-0006 -1.6537390808E-0007 -6.2100865570E-0008
 -2.1814054334E-0006 -2.4761215933E-0007 -9.2696825518E-0008
 -2.9077100714E-0006 -3.2931305791E-0007 -1.2275039713E-0007
 -3.6333031082E-0006 -4.1029930157E-0007 -1.5208573073E-0007
 -1.5178066637E-0004 -1.6783866138E-0005 -5.9670377549E-0006
 -2.9655319174E-0004 -2.9848177659E-0005 -8.6098296770E-0006
 -4.3473186710E-0004 -3.7027358794E-0005 -6.6755166253E-0006
 -5.6324429436E-0004 -3.6905898770E-0005 -1.1924062692E-0006
 -6.7923300412E-0004 -2.9507745719E-0005  4.9246038120E-0006
 -7.8011899141E-0004 -1.6291584850E-0005  8.4236261457E-0006
 -8.6365905978E-0004  1.3676880654E-0007  7.4445318877E-0006
 -9.2799569868E-0004  1.6538155917E-0005  2.5078211367E-0006
 -9.7169838516E-0004  2.9678734110E-0005 -3.7620821430E-0006
 -9.9379539149E-0004  3.6967590903E-0005 -8.0320103319E-0006


Equivalent forces F at CM

            Mode-  1            Mode-  2            Mode-  3
 -1.4148229590E+0001 -1.4277610562E+0001 -1.4482554805E+0001
 -2.8292996696E+0001 -2.8524236733E+0001 -2.8880369181E+0001
 -4.2430839682E+0001 -4.2708961362E+0001 -4.3109198532E+0001
 -5.6558298607E+0001 -5.6801001634E+0001 -5.7085787028E+0001
 -7.0671916070E+0001 -7.0769775869E+0001 -7.0728354755E+0001
 -1.3121369724E+0003 -1.2866384670E+0003 -1.2333358477E+0003
 -2.5636888839E+0003 -2.2881386939E+0003 -1.7795784138E+0003
 -3.7582372616E+0003 -2.8384892826E+0003 -1.3797723919E+0003
 -4.8692213631E+0003 -2.8291782491E+0003 -2.4646021313E+0002
 -5.8719384954E+0003 -2.2620414392E+0003  1.0178736362E+0003
 -6.7440932775E+0003 -1.2489005562E+0003  1.7410917309E+0003
 -7.4662933776E+0003  1.0484593147E+0001  1.5387212924E+0003
 -8.0224807015E+0003  1.2678025075E+0003  5.1834525513E+0002
 -8.4002884430E+0003  2.2751492798E+0003 -7.7759031523E+0002
 -8.5913160600E+0003  2.8339075214E+0003 -1.6601480799E+0003


Base Shear for each mode
Mode          Base shear
  1        -57811.797118
  2         -6579.124373
  3         -2475.139611
------------------------
CQC :       58296.688691


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     7.3347325085E-0007    2.5155015642E+0001    5.8296688689E+0004       0.020303
   2     1.4667391807E-0006    5.0239045142E+0001    5.8280212296E+0004       0.022701
   3     2.1995907406E-0006    7.5181658439E+0001    5.8247289375E+0004       0.025736
   4     2.9318214236E-0006    9.9913534287E+0001    5.8197979297E+0004       0.029704
   5     3.6632255293E-0006    1.2436700633E+0002    5.8132370206E+0004       0.035121
   6     1.5297024493E-0004    2.2463663643E+0003    5.8050577957E+0004       0.042962
   7     2.9842307546E-0004    3.9212998985E+0003    5.6564663552E+0004       0.054016
   8     4.3663579823E-0004    4.9539038865E+0003    5.3816589014E+0004       0.072416
   9     5.6470048023E-0004    5.6579621617E+0003    5.0005724830E+0004       0.113872
  10     6.8006485054E-0004    6.3723343649E+0003    4.5231683995E+0004       0.334752
  11     7.8041440083E-0004    7.0686593422E+0003    3.9552909502E+0004      -0.234179
  12     8.6367229474E-0004    7.6195735988E+0003    3.3061721111E+0004      -0.069910
  13     9.2803364288E-0004    8.1321331181E+0003    2.5831846838E+0004      -0.033248
  14     9.7196916313E-0004    8.7175317580E+0003    1.7857668366E+0004      -0.016520
  15     9.9428130878E-0004    9.1650415915E+0003    9.1650415915E+0003      -0.006617


BASE SHEAR FROM CQC FOR EACH MODE

  BS = Base shear         =       58296.688691
  TW = Total weight       =     2871300.000000
  TM = Total Floor Mass   =        2926.911315
  Cd = Design shear coeff =           0.050000

  Dynamic  Base Shear
------------------------  =           0.406065
   Static Base Shear


BASE SHEAR FROM EQUIVALENT LATERAL FORCES

  BS = Base shear         =       64229.662344
  TW = Total weight       =     2871300.000000
  TM = Total Floor Mass   =        2926.911315
  Cd = Design shear coeff =           0.050000

  Dynamic  Base Shear
------------------------  =           0.447391
   Static Base Shear
Dari hasil output program Modal2 maka didapat penyelesaian sebagai berikut :
1. Periode Getar Alami ( Time  Period)
    Mode 1   T1 = 0,0251 detik
    Mode 2   T2 = 0,0084 detik
    Mode 3   T3 = 0,0051 detik

2. Pola ragam Getar (Relative displacement U)


3. Distribusi Gaya Geser Gempa (Storey Shear)

 4. Distribusi Beban Gempa ( Eqv.Lateral Forces)


Demikian Penyelesaian menggunakan Program Modal2 dari saya, semoga dapat bermanfaat bagi teman-teman sekalian.

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