Assalamu’alaikum wr.wb
Moment 2-2
Moment 3-3
PENYELESAIAN TUGAS ADS JILID II DENGAN SHEAR WALL
Perhitungan Beban di tiap lantai (w) :
Perhitungan Kekakuan di tiap lantai (k) :
Kemudian input file berekstensi *.DAT adalah sebagai berikut :
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.
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 %
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
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)
Perhitungan Kekakuan di tiap lantai (k) :
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)
PENYELESAIAN TUGAS ADS JILID II TANPA SHEAR WALL
Perhitungan Beban di tiap lantai (w) :
Perhitungan Kekakuan di tiap lantai (k) :
Kemudian input file berekstensi *.DAT adalah sebagai berikut :
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.
-1.1849261247E-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
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
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)
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
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)
3. Distribusi Gaya Geser Gempa (Storey Shear)
4. Distribusi Beban Gempa ( Eqv.Lateral Forces)
TUGAS ANALISA DINAMIKA STRUKTUR JILID II
Diketahui suatu persoalan adalah sebagai berikut :Ukuran kolom = 80cm x 80cm (0.8m x 0.8m)
Tebal Shear Wall = 30cm (0.3m)
Jarak Kolom arah Vertikal = 500 cm (5m)
Ukuran Balok arah Vertikal = 30cm x 60cm (0.3m x 0.6m)
Jarak Kolom arah Horisontal = 600 cm (6m)
Ukuran Balok arah Horisontal = 40cm x 80cm (0.4m x 0.8m)
Ukuran kolom = 60cm x 60cm (0.6m x 0.6m)
Tebal Shear Wall = -
Jarak Kolom arah Vertikal = 500 cm (5m)
Ukuran Balok arah Vertikal = 30cm x 60cm (0.3m x 0.6m)
Jarak Kolom arah Horisontal = 600 cm (6m)
Ukuran Balok arah Horisontal = 40cm x 80cm (0.4m x 0.8m)
Tinggi Lantai = 400cm (4m)
Jarak Antar Kolom = 600cm (6m)
Tinggi Lantai = 400cm (4m)
Jarak Antar Kolom = 500cm (5m)
Beban Hidup = 250 kg/m2 x 30%
Tebal Plat = 12cm (0.12m)
Beban Finishing Lantai = 200 kg/m2
Ditanyakan :
Analisis 2 dimensi (menggunakan program Modal 2)
1. Waktu getar alami
> Tanpa shear wall
> Dengan Shear wall
2. Pola ragam getar
3. Distribusi beban gempa
4. Distribusi gaya gesar
> Dengan cara Statik ekuivalen
> Dengan cara Respon spertrum
Analisis 3 dimensi (menggunakan program SAP 2000 v.10)
1. Waktu getar alami
2. Pola ragam getar
3. Distribusi beban gempa
Demikian posting dari saya, semoga berguna dan bermanfaat bagi khalayak semuanya.
Wabillahitaufikwallhidayyah
Wassalamu’alaikum wr.wb
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