penyelesaian 1 ( dengan 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 120200909.6  350
2  405360 120200909.6  700
3  405360 120200909.6  1050
4  405360 120200909.6  1400
5  405360 120200909.6  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

setelah di analis maka ada data out put, sebagai berikut :

< 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) :
2.4040181920E+0008 -1.2020090960E+0008  0.0000000000E+0000  2.4040181920E+0008 -1.2020090960E+0008
0.0000000000E+0000  2.4040181920E+0008 -1.2020090960E+0008  0.0000000000E+0000  2.4040181920E+0008
-1.2020090960E+0008  0.0000000000E+0000  1.2034668219E+0008 -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   1.4759016E+0001  3.8417465E+0000  1.6355023E+0000  3.4112442E-0002
2   1.3086643E+0002  1.1439687E+0001  5.4924452E-0001  5.0000000E-0002
3   3.5279498E+0002  1.8782837E+0001  3.3451737E-0001  5.0000000E-0002

Eigenvectors – normalized

Phi-  1             Phi-  2             Phi-  3
-5.3130199578E-0006  1.5552829469E-0005  2.4642023442E-0005
-1.0625770351E-0005  3.1098662100E-0005  4.9254161221E-0005
-1.5937981628E-0005  4.6630504203E-0005  7.3806563920E-0005
-2.1249384267E-0005  6.2141368381E-0005  9.8269454568E-0005
-2.6559708783E-0005  7.7624276677E-0005  1.2261316475E-0004
-4.4042265897E-0003  1.2815698228E-0002  2.0073288498E-0002
-8.6836232821E-0003  2.3018262506E-0002  2.9317756620E-0002
-1.2769264890E-0002  2.8666800451E-0002  2.2925425749E-0002
-1.6569989715E-0002  2.8643782425E-0002  4.3056833858E-0003
-2.0000993324E-0002  2.2953762406E-0002 -1.6610520692E-0002
-2.2985720760E-0002  1.2722477015E-0002 -2.8667405260E-0002
-2.5457574695E-0002 -2.5874785563E-0005 -2.5434359582E-0002
-2.7361401392E-0002 -1.2769107414E-0002 -8.6357477040E-0003
-2.8654721336E-0002 -2.2986048085E-0002  1.2768791317E-0002
-2.9308677068E-0002 -2.8655335855E-0002  2.7363019925E-0002

———————————————————————————-
Mode  Acceleration  Modal-forces-(P)  Modal-displc-(Z)  Modal-Participat  Percent
———————————————————————————-
1       33.46431        1448.01684          98.11066         -43.27049  43.85 %
2       49.05000        -700.69320          -5.35426          14.28528   4.78 %
3       49.05000        -411.81365          -1.16729           8.39579   1.65 %
———————————————————————————-
Jumlah =  50.28 %

Relative displacement U

Mode-  1            Mode-  2            Mode-  3
-5.2126390316E-0004 -8.3273926495E-0005 -2.8764360099E-0005
-1.0425013591E-0003 -1.6651039009E-0004 -5.7493834997E-0005
-1.5636859221E-0003 -2.4967194472E-0004 -8.6153581800E-0005
-2.0847911490E-0003 -3.3272117805E-0004 -1.1470884218E-0004
-2.6057906006E-0003 -4.1562072825E-0004 -1.4312498453E-0004
-4.3210158455E-0001 -6.8618608229E-0002 -2.3431326575E-0002
-8.5195602529E-0001 -1.2324581221E-0001 -3.4222291473E-0002
-1.2528010265E+0000 -1.5348956525E-0001 -2.6760594691E-0002
-1.6256926536E+0000 -1.5336632070E-0001 -5.0259763642E-0003
-1.9623106876E+0000 -1.2290046176E-0001  1.9389276199E-0002
-2.2551442711E+0000 -6.8119477418E-0002  3.3463143559E-0002
-2.4976594960E+0000  1.3854038555E-0004  2.9689245270E-0002
-2.6844451929E+0000  6.8369148798E-0002  1.0080412320E-0002
-2.8113336683E+0000  1.2307332775E-0001 -1.4904868196E-0002
-2.8754936977E+0000  1.5342818080E-0001 -3.1940549055E-0002

Equivalent forces F at CM

Mode-  1            Mode-  2            Mode-  3
-3.1789737570E+0000 -4.5030751871E+0000 -4.1932329686E+0000
-6.3577862236E+0000 -9.0041245507E+0000 -8.3813804156E+0000
-9.5362761176E+0000 -1.3501123179E+0001 -1.2559362987E+0001
-1.2714282173E+0001 -1.7992047981E+0001 -1.6722113656E+0001
-1.5891643149E+0001 -2.2474878601E+0001 -2.0864583871E+0001
-1.4054450749E+0003 -1.9789771907E+0003 -1.8217546205E+0003
-2.7710553318E+0003 -3.5544389125E+0003 -2.6607378552E+0003
-4.0748358613E+0003 -4.4266760356E+0003 -2.0806008089E+0003
-5.2876957990E+0003 -4.4231216332E+0003 -3.9076300843E+0002
-6.3825729644E+0003 -3.5444789224E+0003  1.5074905551E+0003
-7.3350376913E+0003 -1.9645821379E+0003  2.6017151099E+0003
-8.1238379196E+0003  3.9955381026E+0000  2.3082995142E+0003
-8.7313733860E+0003  1.9717827206E+0003  7.8373871241E+0002
-9.1440883337E+0003  3.5494644192E+0003 -1.1588337697E+0003
-9.3527739777E+0003  4.4249056932E+0003 -2.4833354029E+0003

Base Shear for each mode
Mode          Base shear
1        -62656.395302
2        -10009.601711
3         -3457.502248
————————
CQC :       63638.150000

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     5.2943151771E-0004    7.0443439222E+0000    6.3638149999E+0004       0.015193
2     1.0588285742E-0003    1.4084115059E+0001    6.3634007856E+0004       0.016819
3     1.5881567220E-0003    2.1114747392E+0001    6.3625725912E+0004       0.018835
4     2.1173815415E-0003    2.8131688423E+0001    6.3613308846E+0004       0.021400
5     2.6464686542E-0003    3.5130405921E+0001    6.3596763661E+0004       0.024772
6     4.3877851097E-0001    3.0866331267E+0003    6.3576099669E+0004       0.029407
7     8.6256654248E-0001    5.3160363998E+0003    6.1802212483E+0004       0.035184
8     1.2636353367E+0000    6.4413429982E+0003    5.8631536572E+0004       0.043392
9     1.6339488282E+0000    6.9369704269E+0003    5.4441908076E+0004       0.057559
10     1.9669632212E+0000    7.4448565151E+0003    4.9373040368E+0004       0.091350
11     2.2567487993E+0000    8.0092361202E+0003    4.3433774936E+0004       0.321446
12     2.4977632743E+0000    8.4400547813E+0003    3.6662686307E+0004      -0.135667
13     2.6848716919E+0000    8.9774781994E+0003    2.9037660865E+0004      -0.042981
14     2.8132714559E+0000    9.8425550433E+0003    2.0377015080E+0004      -0.018851
15     2.8787706259E+0000    1.0581775657E+0004    1.0581775657E+0004      -0.007119

BASE SHEAR FROM CQC FOR EACH MODE

BS = Base shear         =       63638.150000
TW = Total weight       =     4188720.000000
TM = Total Floor Mass   =        4269.847095
Cd = Design shear coeff =           0.050000

Dynamic  Base Shear
————————  =           0.303855
Static Base Shear

BASE SHEAR FROM EQUIVALENT LATERAL FORCES

BS = Base shear         =       75182.444569
TW = Total weight       =     4188720.000000
TM = Total Floor Mass   =        4269.847095
Cd = Design shear coeff =           0.050000

Dynamic  Base Shear
————————  =           0.358976
Static Base Shear

Dari hasil output program Modal2 maka didapat penyelesaian sebagai berikut :

1. Periode Getar Alami ( Time  Period)

Mode1 = 1.6355023E+0000 detik

Mode2 = 5.4924452E-0001 detik

Mode3 = 3.3451737E-0001 detik

2. Pola ragam Getar (Relative displacement U)

3. Distribusi Gaya Geser Gempa (Storey Shear)

4. Distribusi Beban Gempa ( Eqv.Lateral Forces)

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