Rx Ry T. A I
5 5 0.15 0.35 1
Tx Ty Bx By Cx Cy
0.1824 0.1824 2.75 2.75 0.1925 0.1925
Vx Vy Ftx Fty (Vx-Ftx) (Vy-Fty)
2.772 2.772 0 0 2.772 2.772
StoryID Wi Hi Wi*Hi Wi*Hi/Sum Fix Fiy
1 14.4 3.2 43.2 1 2.772 2.772
—————————————————————————————————
Sum 14.4 —————-43.2 1 2.772 2.772
Ultimate Bending Moment For Beam and Column:
Mb= 1.94KN.m
Mc= 73.785KN.m
Kinematic Multiplier,Kc
Kc=Simplify6* [(12*Mb+7*Mc)/((F1*H)]
6.6165
Static Multiplier ,Ks
Ks=Simplify[(7*Mb)/((F1)/2*H+(F1)/2*H)
0.1665

Displacement
BaseForce
AtoB
BtoIO
IOtoLS
LStoCP
CPtoC
CtoD
DtoE
BeyondE
Total
cm
Kgf
 
 
 
 
 
 
 
 
 
0.002918
0
14
0
0
0
12
0
0
0
26
0.635862
2353.98
14
0
0
0
7
5
0
0
26
1.992882
7386.57
14
0
0
0
6
6
0
0
26
3.192882
11836.6
14
0
0
0
6
6
0
0
26
4.392882
16286.63
14
0
0
0
6
6
0
0
26
4.69656
17412.77
8
6
0
0
6
6
0
0
26
4.803476
17484.77
7
7
0
0
6
6
0
0
26
6.003476
17690.47
7
0
7
0
6
6
0
0
26
7.203476
17894.51
7
0
7
0
6
6
0
0
26
8.403476
18096.9
7
0
7
0
6
6
0
0
26
9.603476
18297.67
7
0
7
0
6
6
0
0
26
10.803476
18496.81
7
0
7
0
6
6
0
0
26
12.8
18694.26
7
0
7
0
6
6
0
0
26

پس از تحلیل پوش آور مقدار زیر بدست آمد:
Kpushover=3.6305

3-1-10)قاب شش دهانه-دو طبقه :
L=3m
H=3.2m
ω=800kg/m
Dead Load =800*3*6=14400kg=14.4ton
Seismic Mass For Each Floor ;
M1=Dead Load =14.4ton
M2=Dead Load =14.4ton
Total Seismic Mass:M1+M2=28.8ton
Base Shear Constants:
A=0.35
I=1
Soil: Type3
R=5
Earthquake Static Analyze
Iranian Code of Practice For Seismic Resistant Design of Building
Standard No.2800 ( 3rd.Edition – 2005 )
Rx Ry T. A I
5 5 0.15 0.35 1
Tx Ty Bx By Cx Cy
0.3067 0.3067 2.75 2.75 0.1925 0.1925
Vx Vy Ftx Fty (Vx-Ftx) (Vy-Fty)
5.544 5.544 0 0 5.544 5.544

StoryID Wi Hi Wi*Hi Wi*Hi/Sum Fix Fiy
2 14.4 6.4 86.4 0.6667 3.6962 3.6962
—————————————————————————————————
1 14.4 3.2 43.2 0.3333 1.8478 1.8478
—————————————————————————————————
Sum 28.8 —————-129.6 1 5.544 5.544
Ultimate Bending Moment For Beam and Column:
Mb= 1.94KN.m
Mc= 73.785KN.m
Kinematic Multiplier,Kc
Kc=Simplify10* [(24*Mb+7*Mc)/((F1*H+F2*2*H)]
2.07052
Static Multiplier ,Ks
Ks=Simplify[(7*Mb)/((F1+F2)/2*H+(F1)/2*H)
0.1249

Displacement
BaseForce
AtoB
BtoIO
IOtoLS
LStoCP
CPtoC
CtoD
DtoE
BeyondE
Total
cm
Kgf
 
 
 
 
 
 
 
 
 
0.00651
0
28
0
0
0
24
0
0
0
52
1.309222
826.33
28
0
0
0
12
12
0
0
52
3.709222
2335.46
28
0
0
0
12
12
0
0
52
6.109222
3844.59
28
0
0
0
12
12
0
0
52
8.509222
5353.71
28
0
0
0
12
12
0
0
52
10.909222
6862.84
28
0
0
0
12
12
0
0
52
13.309222
8371.97
28
0
0
0
12
12
0
0
52
15.709222
9881.1
28
0
0
0
12
12
0
0
52
16.598436
10440.2
22
6
0
0
12
12
0
0
52
16.740997
10467.1
21
7
0
0
12
12
0
0
52
19.140997
10601.1
21
0
7
0
12
12
0
0
52
21.540997
10734.2
21
0
7
0
12
12
0
0
52
23.940997
10866.4
21
0
7
0
12
12
0
0
52
25.6
10870
21
0
7
0
12
12
0
0
52

پس از تحلیل پوش آور مقدار زیر بدست آمد:
Kpushover=0.619

3-1-11) قاب شش دهانه-سه طبقه :

L=3m
H=3.2m
ω=800kg/m
Dead Load =800*3*6=14400kg=14.4ton
Seismic Mass For First Floor ;M1
M1=Dead Load =14.4ton
Seismic Mass For Second Floor ;M2
M2=Dead Load =14.4ton
Seismic Mass For Third Floor ;M3
M3=Dead Load =14.4ton

Total Seismic Mass:M1+M2+M3=43.2ton
Base Shear Constants:
A=0.35
I=1
Soil: Type3
R=5
Earthquake Static Analyze
Iranian Code of Practice For Seismic Resistant Design of Building
Standard No.2800 ( 3rd.Edition – 2005 )

Rx Ry T. A I
5 5 0.15 0.35 1

Tx Ty Bx By Cx Cy
0.4157 0.4157 2.75 2.75 0.1925 0.1925

Vx Vy Ftx Fty (Vx-Ftx) (Vy-Ft
y)
8.316 8.316 0 0 8.316 8.316

StoryID Wi Hi Wi*Hi Wi*Hi/Sum Fix Fiy
3 14.4 9.6 129.6 0.5 4.158 4.158
—————————————————————————————————
2 14.4 6.4 86.4 0.3333 2.7717 2.7717


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