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(Vy-Fty)
0.462 0.462 0 0 0.462 0.462

StoryID Wi Hi Wi*Hi Wi*Hi/Sum Fix Fiy
1 2.4 3.2 7.2 1 0.462 0.462
—————————————————————————————————
Sum 2.4 —————- 7.2 1 0.462 0.462
Ultimate Bending Moment For Beam and Column:
Mb=Z.Fye=7.489*10-6*258895.57=1.94 KN.m
Mc=Z.Fye=2.85*10-4*258895.57=73.785 KN.m
Kinematic Multiplier,Kc
Kc=Simplify 6*[(2*Mb+2*Mc)/(Vb*H)]
11.1388
Static Multiplier ,Ks
Ks=Simplify[Mb/(Vb/2*H+Vb/2*H)
0.2854
Displacement
BaseForce
AtoB
BtoIO
IOtoLS
LStoCP
CPtoC
CtoD
DtoE
BeyondE
Total
cm
Kgf
 
 
 
 
 
 
 
 
 
8.76E-17
0
4
0
0
0
2
0
0
0
6
0.747956
792.34
4
0
0
0
1
1
0
0
6
1.947956
2061.37
4
0
0
0
1
1
0
0
6
3.147956
3330.4
4
0
0
0
1
1
0
0
6
4.347956
4599.42
4
0
0
0
1
1
0
0
6
4.616113
4883.01
3
1
0
0
1
1
0
0
6
4.799408
4984.5
2
2
0
0
1
1
0
0
6
5.999408
5039.47
2
0
2
0
1
1
0
0
6
7.199408
5093.97
2
0
2
0
1
1
0
0
6
8.399408
5148
2
0
2
0
1
1
0
0
6
9.599408
5201.56
2
0
2
0
1
1
0
0
6
10.79941
5254.66
2
0
2
0
1
1
0
0
6
11.99941
5307.31
2
0
2
0
1
1
0
0
6
12.8
5307.33
2
0
2
0
1
1
0
0
6

پس از تحلیل پوش آور مقدار زیر بدست آمد:
Kpushover=1.2475

3-1-2)قاب یک دهانه-دو طبقه :

L=3m
H=3.2m
ω=800kg/m
Dead Load =800*3=2400kg=2.4ton
Seismic Mass For First Floor ;M1
M1=Dead Load =2.4ton
Seismic Mass For Second Floor ;M2
M2=Dead Load =2.4ton
Total Seismic Mass:M1+M2=5.12ton
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)
0.924 0.924 0 0 0.924 0.924

StoryID Wi Hi Wi*Hi Wi*Hi/Sum Fix Fiy
2 2.4 6 .4 14.4 0.6667 0.616 0.616
—————————————————————————————————
1 2.4 3.2 7.2 0.3333 0.308 0.308
—————————————————————————————————
Sum 4.8 —————-21.6 1 0.924 0.924
Ultimate Bending Moment For Beam and Column:
Mb= 1.94KN.m
Mc= 73.785KN.m
Kinematic Multiplier,Kc
Kc=Simplify 10*[(4*Mb+2*Mc)/((F1*H+F2*2*H)]
4.5697
Static Multiplier ,Ks
Ks=Simplify[(2*Mb)/((F1+F2)/2*H+F1/2*H)
0.1693
Displacement
BaseForce
AtoB
BtoIO
IOtoLS
LStoCP
CPtoC
CtoD
DtoE
BeyondE
Total
cm
Kgf
 
 
 
 
 
 
 
 
 
-1.49E-16
0
8
0
0
0
4
0
0
0
12
1.466095
260.18
8
0
0
0
2
2
0
0
12
3.866095
683.88
8
0
0
0
2
2
0
0
12
6.266095
1107.57
8
0
0
0
2
2
0
0
12
8.666095
1531.27
8
0
0
0
2
2
0
0
12
11.066095
1954.96
8
0
0
0
2
2
0
0
12
13.466095
2378.66
8
0
0
0
2
2
0
0
12
15.866095
2802.35
8
0
0
0
2
2
0
0
12
16.829525
2964.02
6
2
0
0
2
2
0
0
12
19.229525
2997.9
6
0
2
0
2
2
0
0
12
21.629525
3031.54
6
0
2
0
2
2
0
0
12
25.6
3064.53
6
0
2
0
2
2
0
0
12

پس از تحلیل پوش آور مقدار زیر بدست آمد:
Kpushover=0.174

3-1-3)قاب یک دهانه-سه طبقه :

L=3m
H=3.2m
ω=800kg/m
Dead Load =800*3=2400kg=2.4ton
Seismic Mass For First Floor ;M1
M1=Dead Load =2.4ton
Seismic Mass For Second Floor ;M2
M2=Dead Load =2.4ton
Seismic Mass For Third Floor ;M3
M3=Dead Load =2.4ton

Total Seismic Mass:M1+M2+M3=7.2ton
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-Fty)
1.386 1.386 0 0 1.386 1.386

StoryID Wi Hi Wi*Hi Wi*Hi/Sum Fix Fiy
3 2.4 9 .6 21.6 0.5 0.693 0.693
—————————————————————————————————
2 2.4 6.4 14.4
0.3333 0.462 0.462
—————————————————————————————————
1 2.4 3.2 7.2 0.1667 0.231 0.231
—————————————————————————————————
Sum 7.2 —————-43.2 1 1.386 1.386
Ultimate Bending Moment For Beam and Column:
Mb= 1.94KN.m
Mc= 73.785KN.m
Kinematic Multiplier,Kc
Kc=Simplify14* [(6*Mb+2*Mc)/((F1*H+F2*2*H+F3*3*H)]
1.6728
Static Multiplier ,Ks
Ks=Simplify[(2*Mb)/((F1+F2+F3)/2*H+(F1+F2)/2*H)
0.0572

Displacement
BaseForce
AtoB
BtoIO
IOtoLS
LStoCP
CPtoC
CtoD
DtoE
BeyondE
Total
cm
Kgf
 
 
 
 
 
 
 
 
 
3.72E-16
0
12
0
0
0
6
0
0
0
18
2.233565
134.07
12
0
0
0
4
2
0
0
18
7.150966
426.36
12
0
0
0
3
3
0
0
18
10.750966
640.25
12
0
0
0
3
3
0
0
18
14.350966
854.14
12
0
0
0
3
3
0
0
18
17.950966
1068.03
12
0
0
0
3
3
0
0
18
21.550966
1281.92
12
0
0
0
3
3
0
0
18
25.150966
1495.81
12
0
0
0
3
3
0
0
18
28.750966
1709.7
12
0
0
0
3
3
0
0
18
32.350966
1923.58
12
0
0
0
3
3
0
0
18
38.4
2134.97
10
2
0
0
3
3
0
0
18

پس از تحلیل پوش آور مقدار زیر بدست آمد:
Kpushover=0.0589

3-1-4)قاب یک دهانه-چهار طبقه :

L=3m
H=3.2m
ω=800kg/m
Dead Load =800*3=2400kg=2.4ton
Seismic Mass For Each Floor ;
M1=Dead Load =2.4ton
M2=Dead Load =2.4ton
M3=Dead Load =2.4ton
M4=Dead Load =2.4ton
Total Seismic Mass:M1+M2+M3+M4=9.6ton
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)
1.848 1.848 0 0 1.848 1.848
StoryID Wi Hi Wi*Hi Wi*Hi/Sum Fix Fiy
4 2.4 12.8 28.8 0.4 0.7392 0.7392 ———————————————————————————————————-
3 2.4 9.6 21.6 0.3 0.5544 0.5544
—————————————————————————————————
2 2.4 6.4 14.4 0.2 0.3696 0.3696
—————————————————————————————————
1 2.4 3.2 7.2 0.1 0.1848 0.1848
—————————————————————————————————
Sum 9.6 —————-72 1 1.848 1.848
Ultimate Bending Moment For Beam and Column:
Mb= 1.94KN.m
Mc= 73.785KN.m
Kinematic Multiplier,Kc
Kc=Simplify18* [(8*Mb+2*Mc)/((F1*H+F2*2*H+F3*3*H+F4*4*H)]
1
Static Multiplier ,Ks
Ks=Simplify[(2*Mb)/((F1+F2+F3+F4)/2*H+(F1+F2+F3)/2*H)
0.0213

Displacement
BaseForce
AtoB
BtoIO
IOtoLS
LStoCP
CPtoC
CtoD
DtoE
BeyondE
Total
cm
Kgf
 
 
 
 
 
 
 
 
 
-1.64E-14
0
16
0
0
0
8
0
0
0
24
3.029563
84.23
16
0
0
0
5
3
0
0
24
10.59919
291.35
16
0
0
0
4
4
0
0
24
15.39919
422.63
16
0
0
0
4
4
0
0
24
20.19919
553.91
16
0
0
0
4
4
0
0
24
24.99919
685.18
16
0
0
0
4
4
0
0
24
29.79919
816.46
16
0
0
0
4
4
0
0
24
34.59919
947.73
16
0
0
0
4
4
0
0
24
39.39919
1079.01
16
0
0
0
4
4
0
0
24
51.2
1210.28
16
0
0
0
4
4
0
0
24
48
1314.23
16
0
0
0
4
4
0
0
24

پس از تحلیل پوش آور مقدار زیر بدست آمد:
Kpushover=0.0273

3-1-5)قاب چهار دهانه-یک 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
Total Seismic Mass:M1=9.6ton
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
0.1824 0.1824 2.75


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