Penyelesaian 2 ( tanpa shear wall )

Posted: 7 Juni 2011 in PENYELESAIAN TUGAS SURAT PUAS & UJIAN AKHIR

perhitungan beban per lantai :

lantai 1 s/d lantai 5 :

Lantai 6 s/d lantai 15 :

perhitungan kekakuan per lantai :

Masukkan input data :

Struktur 15 tingkat
4  0  981  0.05   1   15   3  0.05
1  405360 784000  350
2  405360 784000  700
3  405360 784000  1050
4  405360 784000  1400
5  405360 784000  1750
6  216192 145772.5948  2100
7  216192 145772.5948  2450
8  216192 145772.5948  2800
9  216192 145772.5948  3150
10 216192 145772.5948  3500
11 216192 145772.5948  3850
12 216192 145772.5948  4200
13 216192 145772.5948  4550
14 216192 145772.5948  4900
15 216192 145772.5948  5250

hasil output yang didapat :

< ANALISIS SUPERPOSISI MODAL SPEKTRUM RESPONS 2 DIMENSI >

FILE : COBA2.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) :
4.1321100917E+0002  4.1321100917E+0002  4.1321100917E+0002  4.1321100917E+0002  4.1321100917E+0002
2.2037920489E+0002  2.2037920489E+0002  2.2037920489E+0002  2.2037920489E+0002  2.2037920489E+0002
2.2037920489E+0002  2.2037920489E+0002  2.2037920489E+0002  2.2037920489E+0002  2.2037920489E+0002

Stiffness matrix (Kr) :
1.5680000000E+0006 -7.8400000000E+0005  0.0000000000E+0000  1.5680000000E+0006 -7.8400000000E+0005
0.0000000000E+0000  1.5680000000E+0006 -7.8400000000E+0005  0.0000000000E+0000  1.5680000000E+0006
-7.8400000000E+0005  0.0000000000E+0000  9.2977259480E+0005 -1.4577259480E+0005  0.0000000000E+0000
2.9154518960E+0005 -1.4577259480E+0005  0.0000000000E+0000  2.9154518960E+0005 -1.4577259480E+0005
0.0000000000E+0000  2.9154518960E+0005 -1.4577259480E+0005  0.0000000000E+0000  2.9154518960E+0005
-1.4577259480E+0005  0.0000000000E+0000  2.9154518960E+0005 -1.4577259480E+0005  0.0000000000E+0000
2.9154518960E+0005 -1.4577259480E+0005  0.0000000000E+0000  2.9154518960E+0005 -1.4577259480E+0005
0.0000000000E+0000  2.9154518960E+0005 -1.4577259480E+0005  0.0000000000E+0000  2.9154518960E+0005
-1.4577259480E+0005  1.4577259480E+0005

————————————————————————
Mode       Eigenvalue      Omega (rad)     Time  Period    Spectral Acc.
————————————————————————
1   1.2356823E+0001  3.5152273E+0000  1.7874194E+0000  3.0314516E-0002
2   9.7787249E+0001  9.8887436E+0000  6.3538763E-0001  5.0000000E-0002
3   2.0057130E+0002  1.4162320E+0001  4.4365510E-0001  5.0000000E-0002

Eigenvectors – normalized

Phi-  1             Phi-  2             Phi-  3
7.7039996067E-0004  3.7240633625E-0003  6.4465411543E-0003
1.5357825194E-0003  7.2561913114E-0003  1.2211605050E-0002
2.2911629512E-0003  1.0414340639E-0002  1.6685754804E-0002
3.0316216721E-0003  1.3035742715E-0002  1.9396018750E-0002
3.7523362793E-0003  1.4985292455E-0002  2.0055889257E-0002
7.4970793613E-0003  2.1316659209E-0002  1.2202157170E-0002
1.1101769044E-0002  2.4496679886E-0002  6.4843866988E-0004
1.4499065897E-0002  2.4055236463E-0002 -1.1101901971E-0002
1.7625504810E-0002  2.0057589681E-0002 -1.9485879938E-0002
2.0422680587E-0002  1.3094731233E-0002 -2.1961272233E-0002
2.2838339014E-0002  4.1960145674E-0003 -1.7777480604E-0002
2.4827353028E-0002 -5.3230194716E-0003 -8.2031309139E-0003
2.6352565737E-0002 -1.4055125486E-0002  3.8586046127E-0003
2.7385484549E-0002 -2.0709393498E-0002  1.4750318770E-0002
2.7906813443E-0002 -2.4302090497E-0002  2.1169382865E-0002

———————————————————————————-
Mode  Acceleration  Modal-forces-(P)  Modal-displc-(Z)  Modal-Participat  Percent
———————————————————————————-
1       29.73854       -1453.60075        -117.63548          48.87936  55.95 %
2       49.05000       -1464.50179         -14.97641          29.85732  20.88 %
3       49.05000       -1235.98456          -6.16232          25.19846  14.87 %
———————————————————————————-
Jumlah =  91.70 %

Relative displacement U

Mode-  1            Mode-  2            Mode-  3
-9.0626367290E-0002 -5.5773094005E-0002 -3.9725650641E-0002
-1.8066251011E-0001 -1.0867168486E-0001 -7.5251820218E-0002
-2.6952204794E-0001 -1.5596941914E-0001 -1.0282296353E-0001
-3.5662626320E-0001 -1.9522860733E-0001 -1.1952447774E-0001
-4.4140787021E-0001 -2.2442586052E-0001 -1.2359081108E-0001
-8.8192251102E-0001 -3.1924699508E-0001 -7.5193599358E-0002
-1.3059619033E+0000 -3.6687228361E-0001 -3.9958867004E-0003
-1.7056045410E+0000 -3.6026104659E-0001  6.8413474545E-0002
-2.0733846757E+0000 -3.0039065555E-0001  1.2007823115E-0001
-2.4024317840E+0000 -1.9611204347E-0001  1.3533239104E-0001
-2.6865989167E+0000 -6.2841228017E-0002  1.0955052746E-0001
-2.9205775302E+0000  7.9719713786E-0002  5.0550319163E-0002
-3.0999966556E+0000  2.1049530007E-0001 -2.3777957068E-0002
-3.2215045532E+0000  3.1015233575E-0001 -9.0896187006E-0002
-3.2828313267E+0000  3.6395803343E-0001 -1.3045251521E-0001

Equivalent forces F at CM

Mode-  1            Mode-  2            Mode-  3
-4.6273598735E+0002 -2.2536104692E+0003 -3.2923931551E+0003
-9.2245830311E+0002 -4.3910715567E+0003 -6.2367405893E+0003
-1.3761729029E+0003 -6.3022201318E+0003 -8.5217892180E+0003
-1.8209248689E+0003 -7.8885570403E+0003 -9.9059818033E+0003
-2.2538176546E+0003 -9.0683236757E+0003 -1.0242992471E+0004
-2.4016397332E+0003 -6.8798609383E+0003 -3.3236881841E+0003
-3.5563782043E+0003 -7.9061990629E+0003 -1.7662515865E+0002
-4.6446797555E+0003 -7.7637250786E+0003  3.0239948468E+0003
-5.6462137588E+0003 -6.4735016120E+0003  5.3076671609E+0003
-6.5422704962E+0003 -4.2262687140E+0003  5.9819276222E+0003
-7.3161106768E+0003 -1.3542458241E+0003  4.8423243038E+0003
-7.9532781448E+0003  1.7179818549E+0003  2.2344122363E+0003
-8.4418699359E+0003  4.5362318667E+0003 -1.0510271568E+0003
-8.7727586369E+0003  6.6838685165E+0003 -4.0177699338E+0003
-8.9397628958E+0003  7.8433961656E+0003 -5.7662286027E+0003

Base Shear for each mode
Mode          Base shear
1        -71051.071939
2        -43726.105695
3        -31144.910102
————————
CQC :       90459.687465

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     1.1538225444E-0001    4.1471679891E+0003    9.0459687481E+0004       0.021596
2     2.2725671500E-0001    7.9352891478E+0003    8.7737038128E+0004       0.023190
3     3.3258106937E-0001    1.1044106746E+0004    8.2807250832E+0004       0.024514
4     4.2917413184E-0001    1.3227535894E+0004    7.6657739139E+0004       0.025788
5     5.1597504889E-0001    1.4342931939E+0004    7.0616328752E+0004       0.027506
6     9.4519361585E-0001    8.2252625769E+0003    6.6036424215E+0004       0.030545
7     1.3592432108E+0000    8.7067146441E+0003    6.2997057576E+0004       0.035864
8     1.7459836036E+0000    9.3884156112E+0003    5.9182006412E+0004       0.043800
9     2.0990666755E+0000    9.8730665294E+0003    5.4832235599E+0004       0.057972
10     2.4144350778E+0000    9.6458223431E+0003    5.0297761154E+0004       0.093061
11     2.6894729650E+0000    8.8198037837E+0003    4.5676146627E+0004       0.338041
12     2.9214281147E+0000    8.4503697474E+0003    4.0442381056E+0004      -0.149654
13     3.1056279048E+0000    9.5796234984E+0003    3.3622142390E+0004      -0.049766
14     3.2350772584E+0000    1.1549212431E+0004    2.4452940931E+0004      -0.022622
15     3.3022662691E+0000    1.2948400810E+0004    1.2948400810E+0004      -0.008712

BASE SHEAR FROM CQC FOR EACH MODE

BS = Base shear         =       90459.687465
TW = Total weight       =     4188720.000000
TM = Total Floor Mass   =        4269.847095
Cd = Design shear coeff =           0.050000

Dynamic  Base Shear
————————  =           0.431920
Static Base Shear

BASE SHEAR FROM EQUIVALENT LATERAL FORCES

BS = Base shear         =      147883.723691
TW = Total weight       =     4188720.000000
TM = Total Floor Mass   =        4269.847095
Cd = Design shear coeff =           0.050000

Dynamic  Base Shear
————————  =           0.706105
Static Base Shear

 

Dari hasil output program Modal2 maka didapat penyelesaian sebagai berikut :

1. Periode Getar Alami ( Time  Period)

mode1 = 1.7874194E+0000

mode2 = 6.3538763E-0001

mode3 = 4.4365510E-0001

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