Struktur 5 tingkat
5 1 981 0.04 1.4 5 5 0.05
1 20000 27600 400
2 16000 27600 800
3 12000 27600 1200
4 8000 27600 1600
5 4000 27600 2000
< ANALISIS SUPERPOSISI MODAL SPEKTRUM RESPONS 2 DIMENSI >
FILE : CO.DAT
Struktur 4 tingkat
Earthquake Zone : 5
Soil Type : Hard
Number of Floor : 5
Number of Eigen : 5
Gravity Acceler. : 981.00
Maximum Accel.(g) : 0.0400
Important Factor : 1.40
Response Spectrum (Sa) :
Time Period Frequency Spectral Acceleration
(second) (rads) (g)
-----------------------------------------------------
0.00000000 ------ 0.04000000
1.00000000 6.283185 0.04000000
2.00000000 3.141593 0.01000000
5.00000000 1.256637 0.01000000
100.00000000 0.062832 0.01000000
Mass Matrix (Mr) :
2.0387359837E+0001 1.6309887870E+0001 1.2232415902E+0001 8.1549439348E+0000 4.0774719674E+0000
Stiffness matrix (Kr) :
5.5200000000E+0004 -2.7600000000E+0004 0.0000000000E+0000 5.5200000000E+0004 -2.7600000000E+0004
0.0000000000E+0000 5.5200000000E+0004 -2.7600000000E+0004 0.0000000000E+0000 5.5200000000E+0004
-2.7600000000E+0004 2.7600000000E+0004
------------------------------------------------------------------------
Mode Eigenvalue Omega (rad) Time Period Spectral Acc.
------------------------------------------------------------------------
1 2.4626083E+0002 1.5692700E+0001 4.0038905E-0001 5.6000000E-0002
2 1.6483690E+0003 4.0600110E+0001 1.5475784E-0001 5.6000000E-0002
3 3.8081418E+0003 6.1710143E+0001 1.0181771E-0001 5.6000000E-0002
4 6.3212052E+0003 7.9506007E+0001 7.9027806E-0002 5.6000000E-0002
5 1.2118433E+0004 1.1008376E+0002 5.7076408E-0002 5.6000000E-0002
Eigenvectors - normalized
Phi- 1 Phi- 2 Phi- 3 Phi- 4 Phi- 5
6.5611981055E-0002 1.4563360122E-0001 1.4387421154E-0001 5.3207282580E-0002 2.2624039612E-0003
1.1928874280E-0001 1.1394303839E-0001 -1.1696533796E-0001 -1.4202620915E-0001 -1.5727220738E-0002
1.5560602495E-0001 -2.8737591850E-0002 -1.1458895002E-0001 1.9327070265E-0001 7.8909592831E-0002
1.7493989642E-0001 -1.5042360514E-0001 8.1188567003E-0002 -1.2895741912E-0002 -2.5027162860E-0001
1.8154471447E-0001 -1.9884702024E-0001 1.8561370074E-0001 -1.9497655045E-0001 3.1667503543E-0001
----------------------------------------------------------------------------------
Mode Acceleration Modal-forces-(P) Modal-displc-(Z) Modal-Participat Percent
----------------------------------------------------------------------------------
1 54.93600 -403.97447 -1.64043 7.35355 88.41 %
2 54.93600 -133.95943 -0.08127 2.43846 9.72 %
3 54.93600 -57.28435 -0.01504 1.04275 1.78 %
4 54.93600 -12.76255 -0.00202 0.23232 0.09 %
5 54.93600 -0.28307 -0.00002 0.00515 0.00 %
----------------------------------------------------------------------------------
Jumlah = 100.00 %
Relative displacement U
Mode- 1 Mode- 2 Mode- 3 Mode- 4 Mode- 5
-1.0763207794E-0001 -1.1835331921E-0002 -2.1642419579E-0003 -1.0742577534E-0004 -5.2846164505E-0008
-1.9568522479E-0001 -9.2599075224E-0003 1.7594625842E-0003 2.8675164182E-0004 3.6736290625E-0007
-2.5526130344E-0001 2.3354427502E-0003 1.7237155352E-0003 -3.9021453598E-0004 -1.8432028034E-0006
-2.8697722982E-0001 1.2224605316E-0002 -1.2212869932E-0003 2.6036568798E-0005 5.8459478867E-0006
-2.9781199322E-0001 1.6159872902E-0002 -2.7921123237E-0003 3.9365865139E-0004 -7.3970260411E-0006
Equivalent forces F at CM
Mode- 1 Mode- 2 Mode- 3 Mode- 4 Mode- 5
-5.4037849794E+0002 -3.9773687441E+0002 -1.6802732340E+0002 -1.3844248113E+0001 -1.3056324493E-0002
-7.8596708238E+0002 -2.4894995413E+0002 1.0928086392E+0002 2.9563563221E+0001 7.2609383939E-0002
-7.6894020273E+0002 4.7090780722E+0001 8.0295451232E+0001 -3.0172796999E+0001 -2.7323217263E-0001
-5.7632009838E+0002 1.6432750141E+0002 -3.7927290663E+0001 1.3421610123E+0000 5.7772663946E-0001
-2.9903946967E+0002 1.0861338539E+0002 -4.3354779122E+0001 1.0146369479E+0001 -3.6550608041E-0001
Base Shear for each mode
Mode Base shear
1 -2970.645351
2 -326.655161
3 -59.733078
4 -2.964951
5 -0.001459
------------------------
CQC : 2992.685031
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 1.0843061708E-0001 7.0074549344E+0002 2.9926850315E+0003 0.049878
2 1.9598527031E-0001 8.3252959494E+0002 2.4329088295E+0003 0.043445
3 2.5525179189E-0001 7.7429377790E+0002 1.6723589964E+0003 0.032161
4 2.8713041904E-0001 5.9863541677E+0002 9.1715502882E+0002 0.019107
5 2.9811767503E-0001 3.1957623473E+0002 3.1957623473E+0002 0.007263
BASE SHEAR FROM CQC FOR EACH MODE
BS = Base shear = 2992.685031
TW = Total weight = 60000.000000
TM = Total Floor Mass = 61.162080
Cd = Design shear coeff = 0.056000
Dynamic Base Shear
------------------------ = 0.890680
Static Base Shear
BASE SHEAR FROM EQUIVALENT LATERAL FORCES
BS = Base shear = 3225.780518
TW = Total weight = 60000.000000
TM = Total Floor Mass = 61.162080
Cd = Design shear coeff = 0.056000
Dynamic Base Shear
------------------------ = 0.960054
Static Base Shear
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