2.75 0.1925 0.1925

Vx Vy Ftx Fty (Vx-Ftx) (Vy-Fty)
1.848 1.848 0 0 1.848 1.848

StoryID Wi Hi Wi*Hi Wi*Hi/Sum Fix Fiy
1 9.6 3.2 28.8 1 1.848 1.848
—————————————————————————————————
Sum 9.6 —————-28.8 1 1.848 1.848
Ultimate Bending Moment For Beam and Column:
Mb= 1.94KN.m
Mc= 73.785KN.m
Kinematic Multiplier,Kc
Kc=Simplify6* [(24*Mb+5*Mc)/((F1*H)]
7.6395
Static Multiplier ,Ks
Ks=Simplify[(5*Mb)/((F1)/2*H+(F1)/2*H)
0.1784

Displacement
BaseForce
AtoB
BtoIO
IOtoLS
LStoCP
CPtoC
CtoD
DtoE
BeyondE
Total
cm
Kgf
 
 
 
 
 
 
 
 
 
0.004296
0
10
0
0
0
8
0
0
0
18
0.646369
1706.45
10
0
0
0
4
4
0
0
18
1.846369
4887.1
10
0
0
0
4
4
0
0
18
3.046369
8067.74
10
0
0
0
4
4
0
0
18
4.246369
11248.39
10
0
0
0
4
4
0
0
18
4.675979
12387.09
6
4
0
0
4
4
0
0
18
4.799554
12464.87
5
5
0
0
4
4
0
0
18
5.999554
12610.08
5
0
5
0
4
4
0
0
18
7.199554
12754.1
5
0
5
0
4
4
0
0
18
8.399554
12896.96
5
0
5
0
4
4
0
0
18
9.599554
13038.64
5
0
5
0
4
4
0
0
18
10.799554
13179.18
5
0
5
0
4
4
0
0
18
11.999554
13318.58
5
0
5
0
4
4
0
0
18
12.8
13319.12
5
0
5
0
4
4
0
0
18

پس از تحلیل پوش آور مقدار زیر بدست آمد:
Kpushover=2.589

3-1-6)قاب چهار دهانه-دو طبقه :

L=3m
H=3.2m
ω=800kg/m
Dead Load =800*3*4=9600kg=9.6ton
Seismic Mass For Each Floor ;
M1=Dead Load =2.4ton
M2=Dead Load =2.4ton
Total Seismic Mass:M1+M2=19.2ton
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
0.3067 0.3067 2.75 2.75 0.1925 0.1925

Vx Vy Ftx Fty (Vx-Ftx) (Vy-Fty)
3.696 3.696 0 0 3.696 3.696

StoryID Wi Hi Wi*Hi Wi*Hi/Sum Fix Fiy
2 9.6 6.4 57.6 0.6667 2.4641 2.4641
—————————————————————————————————
1 9.6 3.2 28.8 0.3333 1.2319 1.2319
—————————————————————————————————
Sum 19.2 —————-86.4 1 3.696 3.696
Ultimate Bending Moment For Beam and Column:
Mb= 1.94KN.m
Mc= 73.785KN.m
Kinematic Multiplier,Kc
Kc=Simplify 10*[(16*Mb+5*Mc)/((F1*H+F2*2*H)]
2.7578
Static Multiplier ,Ks
Ks=Simplify[(5*Mb)/((F1+F2)/2*H+(F1)/2*H)
0.10701
Displacement
BaseForce
AtoB
BtoIO
IOtoLS
LStoCP
CPtoC
CtoD
DtoE
BeyondE
Total
cm
Kgf
 
 
 
 
 
 
 
 
 
0.001516
0
20
0
0
0
16
0
0
0
36
1.339583
604.31
20
0
0
0
8
8
0
0
36
3.739583
1679.37
20
0
0
0
8
8
0
0
36
6.139583
2754.43
20
0
0
0
8
8
0
0
36
8.539583
3829.49
20
0
0
0
8
8
0
0
36
10.939583
4904.56
20
0
0
0
8
8
0
0
36
13.339583
5979.62
20
0
0
0
8
8
0
0
36
15.739583
7054.68
20
0
0
0
8
8
0
0
36
16.614538
7446.61
16
4
0
0
8
8
0
0
36
16.742012
7468.01
15
5
0
0
8
8
0
0
36
19.142012
7561.97
15
0
5
0
8
8
0
0
36
21.542012
7655.31
15
0
5
0
8
8
0
0
36
23.942012
7748.05
15
0
5
0
8
8
0
0
36
25.6
7750.33
15
0
5
0
8
8
0
0
36

پس از تحلیل پوش آور مقدار زیر بدست آمد:
Kpushover=0.4424

3-1-7)قاب چهار دهانه-سه طبقه :

L=3m
H=3.2m
ω=800kg/m
Dead Load =800*3*4=9600kg=9.6ton
Seismic Mass For First Floor ;M1
M1=Dead Load =9.6ton
Seismic Mass For Second Floor ;M2
M2=Dead Load =9.6ton
Seismic Mass For Third Floor ;M3
M3=Dead Load =9.6ton
Total Seismic Mass:M1+M2+M3=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
0.4157 0.4157 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
3 9.6 9.6
86.4 0.5 2.772 2.772
—————————————————————————————————
2 9.6 6.4 57.6 0.3333 1.8478 1.8478
—————————————————————————————————
1 9.6 3.2 28.8 0.1667 0.9242 0.9242
—————————————————————————————————
Sum 28.8 —————-172.8 1 5.544 5.544
Ultimate Bending Moment For Beam and Column:
Mb= 1.94KN.m
Mc= 73.785KN.m
Kinematic Multiplier,Kc
Kc=Simplify 14*[(24*Mb+5*Mc)/((F1*H+F2*2*H+F3*3*H)]
1.5279
Static Multiplier ,Ks
Ks=Simplify[(5*Mb)/((F1+F2+F3)/2*H+(F1+F2)/2*H)
0.06486

Displacement
BaseForce
AtoB
BtoIO
IOtoLS
LStoCP
CPtoC
CtoD
DtoE
BeyondE
Total
cm
Kgf
 
 
 
 
 
 
 
 
 
0.001393
0
30
0
0
0
24
0
0
0
54
2.092177
324.77
30
0
0
0
16
8
0
0
54
6.931007
1065.17
30
0
0
0
12
12
0
0
54
10.531007
1615.65
30
0
0
0
12
12
0
0
54
14.131007
2166.13
30
0
0
0
12
12
0
0
54
17.731007
2716.61
30
0
0
0
12
12
0
0
54
21.331007
3267.09
30
0
0
0
12
12
0
0
54
24.931007
3817.57
30
0
0
0
12
12
0
0
54
28.531007
4368.06
30
0
0
0
12
12
0
0
54
32.131007
4918.54
30
0
0
0
12
12
0
0
54
35.372736
5414.23
26
4
0
0
12
12
0
0
54
35.673755
5435.92
25
5
0
0
12
12
0
0
54
38.4
5442.62
25
5
0
0
12
12
0
0
54

پس از تحلیل پوش آور مقدار زیر بدست آمد:
Kpushover=0.1504

3-1-8)قاب چهار دهانه-چهار طبقه :

L=3m
H=3.2m
ω=800kg/m
Dead Load =800*3*4=9600kg=9.6ton
Seismic Mass For Each Floor ;
M1=Dead Load =9.6ton
M2=Dead Load =9.6ton
M3=Dead Load =9.6ton
M4=Dead Load =9.6ton
Total Seismic Mass:M1+M2+M3+M4=38.4ton
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
0.5158 0.5158 2.75 2.75 0.1925 0.1925

Vx Vy Ftx Fty (Vx-Ftx) (Vy-Fty)
7.392 7.392 0 0 7.392 7.392

StoryID Wi Hi Wi*Hi Wi*Hi/Sum Fix Fiy
4 9.6 12.8 115.2 0.4 2.9568 2.9568
—————————————————————————————————
3 9.6 9.6 86.4 0.3 2.2176 2.2176
—————————————————————————————————
2 9.6 6.4 57.6 0.2 1.4784 1.4784
—————————————————————————————————
1 9.6 3.2 28.8 0.1 0.7392 0.7392
—————————————————————————————————
Sum 38.4 —————-288 1 7.392 7.392
Ultimate Bending Moment For Beam and Column:
Mb= 1.94KN.m
Mc= 73.785KN.m
Kinematic Multiplier,Kc
Kc=Simplify18* [(32*Mb+5*Mc)/((F1*H+F2*2*H+F3*3*H+F4*4*H)]
0.9906
Static Multiplier ,Ks
Ks=Simplify[(5*Mb)/((F1+F2+F3+F4)/2*H+(F1+F2+F3)/2*H)
0.04694

Displacement
BaseForce
AtoB
BtoIO
IOtoLS
LStoCP
CPtoC
CtoD
DtoE
BeyondE
Total
cm
Kgf
 
 
 
 
 
 
 
 
 
0.001278
0
40
0
0
0
32
0
0
0
72
2.889335
212.04
40
0
0
0
20
12
0
0
72
10.296908
742.98
40
0
0
0
16
16
0
0
72
15.096908
1086.77
40
0
0
0
16
16
0
0
72
19.896908
1430.56
40
0
0
0
16
16
0
0
72
24.696908
1774.35
40
0
0
0
16
16
0
0
72
29.496908
2118.14
40
0
0
0
16
16
0
0
72
34.296908
2461.93
40
0
0
0
16
16
0
0
72
39.096908
2805.72
40
0
0
0
16
16
0
0
72
43.896908
3149.51
40
0
0
0
16
16
0
0
72
51.2
3443.47
40
0
0
0
16
16
0
0
72

پس از تحلیل پوش آور مقدار زیر بدست آمد:
Kpushover=0.072

3-1-9)قاب شش دهانه-یک 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
Total Seismic Mass:M1=14.4ton
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 )


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