(Dual - System)
Seminar Abstract – Non Seismic Walls
The performance of the Dual systems (frames and walls) in resisting earthquakes.
And the efficiency of neglecting the walls (Reinforce concrete, masonry, partition, fill) and depending Completely on
the frames in resisting the seismic loads.
and what are the Effecting factors which will occur from
neglecting these walls ?
like (Rigidity – Eccentricity – Torsion – Period - Base Shear)
On the behave of the Moment resisting Frames
Can we neglect reinforce concrete walls like stairwells, elevator shafts and so forth?
*And what are the behavior of these walls during the yielding
point for the steel in work stress stage uncracked section
[Elastic Response Parameters] and after the yielding point in
Plastic stage cracked section (Ultimate strength) since
*(Plastic Hinges) will occur in the Frames during plastic
stage And the frames shall peer all the entire seismic loads
And what are these Condition and arrangements to keep
the section walls in safety during plastic stage
so they can carry just the ordinary(D+L) axial loads.
Dose reinforcement for axial ordinary loads enough for these
walls from collapsing?
All these answers you will get it when you look at the Dissertation
27. 27
نالعرب ستاد برنامج تائج
dynamic Static design
Stories
period
perio
d period T=
Wall
from
5 TD TS
1.4*Ts<T
D
ductilit
y
mass
center
Eccentricit
y
Base
Shear
Frame
s
Columns
Name
TD Ts T Rw a e V
%
Share
60X60 Frames
(x)
0.65 0.63 0.65 8 0 0 58.62
100%
wall 60.71
20x300
cm Frames
(y)
0.61 0.63 0.61 7 0 0 69.4
100%
69.4
Frames
0.5 0.42 0.5 7.5 0 0 80.8
50%
one wall 40.4
Frames+
e 0.47 0.42 0.47 7.5 7.5 0.71 85.87
50%
One wall 42.87
Frames
0.48 0.42 0.48 7 0 0 90.18
45%
Tow
walls
41.03
Frames
+e
0.45 0.42 0.45 7 7.5 1.04 96.7
45%
Tow
walls
44
Story
dynamic Static design
Wall
from
5
period
perio
d period T=
ductilit
y
mass
center
Eccentricit
y
Base
Shear
Frame
s
Columns
Name TD TS
1.4*Ts<T
D Rw a e V
%
Share
40X60 Frames
(x)
0.67 0.63 0.67 8 55.15
100%
wall 55.15
20x300
cm Frames
(y)
0.65 0.63 0.65 7 67 100%
67
Frames +
0.53 0.42 0.53 7 0 0 81.88
49%
one wall 40.28
Frames
+e 0.5 0.42 0.5 7 7.5 0.79 87.26 49%
One wall 42.93
Frames+
0.51 0.42 0.51 7 0 0 85.65
44%
Tow
walls 38.11
Frames
+e
0.47 0.42 0.47 7 7.5 1.15 91.95
44%
Tow
walls 40.92
Table - 4
28. 28
العرب ستاد برنامج نتائج
Story
dynami
c Static design Wall from
5 period
perio
d
period T=
ductilit
y
mass
center
Eccentricit
y
Base
Shear
Frame
s
Columns
Name
TD TS
1.4*Ts<T
D
Rw a e V
%
Share
30X80 Frames
(x)
0.71 0.63 0.63 8 0 0 53.37
100%
wall 53.37
20x300
cm Frames
(y)
0.66 0.63 0.63 7 0 - 65 100%
65.81
Frames
0.55 0.42 0.55 7 0 0 79.11
49%
one
wall 38.38
Frames
+e
0.51 0.42 0.51 7 7.5 0.84 84.8
49%
One
wall 41.42
Frames
0.52 0.42 0.52 7 0 0 83.3
44%
Tow
walls 36.6
Frames
+e
0.49 0.42 0.49 7 7.5 1.21 89.51
44%
Tow
walls 39.32
Stories
dynami
c Static design Wall from
7 period
perio
d
period T=
ductilit
y
mass
center
Eccentricit
y
Base
Shear
Frame
s
Column
Name
TD TS
1.4*Ts<T
D
Rw a e V
%
Share
40X60 Frames
(x)
0.87 0.81 0.87 8 61
100%
wall 61
20 x 300
cm Frames
(y)
0.82 0.81 0.82 7 74 100%
74
Frames
0.7 0.54 0.7 7.5 0 0 80.62
52%
one
wall 41.82
Frames
+e
0.66 0.54 0.66 7.5 7.5 0.43 85.7
52%
One
wall 44.46
Frames
0.69 0.54 0.69 7 0 0 87.81
49%
Tow
walls 43.1
Frames
+e
0.64 0.54 0.64 7 7.5 0.52 89
41%
Tow
walls 36.56
Table - 5
29. 29
العرب ستاد برنامج نتائج
Story
dynami
c Static design
Wall
from
10 period
perio
d
period T=
ductilit
y
mass
center
Eccentricit
y
Base
Shear
Frame
s
Columns
Name TD TS
1.4*Ts<T
D Rw a e V
%
Share
40X60 Frames
(x)
1.18 1 1.18 8 66.83
100%
wall 66.83
20x300
cm Frames
(y)
1.11 1 1.11 7 78.22 100%
78.22
Frames +
1.02 0.7 0.98 7.5 0 0 82.39
53%
one wall 44
Frames+
e 0.99 0.7 0.98 7.5 7.5 0.21 83.39 53%
One wall 44
Frames
0.92 0.7 0.92 7.5 0 0 88.14
52%
Tow
walls 45.78
Frames
+e
0.87 0.7 0.87 7 7.5 0.33 92.83
52%
Tow
walls 48.2
Story
dynami
c
Static design
Wall
from
12 period
perio
d
period
ductilit
y
mass
center
Eccentricit
y
Base
Shear
Frame
s
Column
Name
TD Ts T Rw a e V
%
Share
60X60 Frames
(x)
1.27 1.2
1.23 8
80.2
100%
wall 80.2
20x300
cm Frames
(y)
1.23 1.2 1.23 7 84.85 100%
84.85
Frames+
1.04 0.81 1.04 7.5 0 0 93.81
54%
one wall 50.6
Frames+
e 0.98 0.81 0.98 7.5 7.5 0.15 99.6 0.54%
One wall 53.4
Frames +
1.02 0.81 1.02 7.5 0 0 95.3
53%
Tow
walls 50.33
Frames
+e
0.96 0.81 0.96 7.5 7.5 0.24 101.4
53%
Tow
walls 53.6
Table - 6
30. 30
Etabs برنامج نتائج
جدران + اطارات - Etabs
Name
Max
Shear
Max
Bending
Shear
stress
Shear
reinf Tension steel Ratio
Research ton/m
ton.m tu kg/cm2
All
Stories
Typical
Story
Base
Story
A Frames + 38.28 202
6.38
Min
Ratio
Min Ratio
0.008
Story one wall
5
Frames
+e 27 159 4.50
Min
Ratio
Min Ratio
0.008
Column One wall
60X60 Frames + 30 175
5.00
Mini
Ratio
Mini Ratio
0.008
wall Tow walls
20x300 cm
Frames
+e 26.61 132 4.44
Min
Ratio
Min Ratio 0.008
Tow walls
جدران + اطارات - Etabs
Name
Max
Shear
Max
Bending
Shear
stress
Shear
rein Tension steel Ratio
Research ton/m
ton.m tu kg/cm2
All
Stories
Typical
Story
Base
Story
B Frames
44 233 7.33
Min
Ratio
Min Ratio 0.008
Story one wall
5
Frames
+e 26.41 168 4.40
Min
Ratio
Min Ratio 0.008
Column One wall
40X60 Frames
31.3 187 5.22
Min
Ratio
Min Ratio 0.008
wall s Tow walls
20x300
cm
Frames
+e 25.3 125 4.22
Min
Ratio
Min Ratio
0.008
Tow walls
جدران + اطارات - Etabs
Name
Max
Shear
Max
Bending
shear
stress
Shear
reinf Tension steel Ratio
Research
ton/m
ton.m tu kg/cm2
All
Stories
Typical
Story
Base
Story
C Frames 38 212 6.33
Min
Ratio Min Ratio 0.008
Story one wall
5
Frames
+e
22
150 3.67
Min
Ratio
Min Ratio
0.008
Column One wall
30X80 Frames
28 176 4.67
Min
Ratio
Min Ratio 0.008
wall Tow walls
20x300
cm
Frames
+e 25 132 4.17
Min
Ratio
Min Ratio 0.008
Tow walls
Table - 7
31. 31
Etabs برنامج نتائج
جدران + اطارات - Etabs
Name
Max
Shear
Max
Bending
shear
stress
Shear
reinf Tension steel Ratio
Research ton/m ton.m tu kg/cm2 All Stories Typical Story
Base
Story
D Frames
44 226 7.33 Min Ratio Min Ratio 0.008
Stories one wall
7
Frames
+e 26.5 161 4.42 Min Ratio Min Ratio 0.008
Column One wall
40X60 Frames
32.5 186 5.42 Min Ratio Min Ratio
0.008
wall Tow walls
20x300
cm
Frames
+e 30 141 5.00 Min Ratio Min Ratio
0.008
Tow walls
جدران + اطارات - Etabs
Name
Max
Shear
Max
Bending
shear
stress
Shear
reinf
Tension steel
Ratio
Research ton/m ton.m tu kg/cm2 All Stories Typical Story
Base
Story
E Frames
44.42 234 7.40 Min Ratio Min Ratio 0.008
Story one wall
10
Frames
+e 25.3 159 4.22 Min Ratio Min Ratio 0.008
Column One wall
40X60 Frames
32.4 191 5.40 Min Ratio Min Ratio 0.008
wall Tow walls
20x300
cm
Frames
+e 31 149 5.17 Min Ratio Min Ratio 0.008
Tow walls
جدران + اطارات - Etabs
Name
Max
Shear
Max
Bending
Shear
stress
Shear
reinf
Tension steel
Ratio
Research ton/m ton.m tu kg/cm2 All Stories Typical Story
Base
Story
F Frames
44.5 236 7.42 Min Ratio Min Ratio 0.008
Story one wall
12
Frames
+e
31.1
188
5.18 Min Ratio Min Ratio 0.008
Column One wall
60X60 Frames
31.2 187 5.20 Min Ratio Min Ratio 0.008
wall Tow walls
20x300
cm
Frames
+e 27 153 4.50 Min Ratio Min Ratio 0.008
Tow walls
Table - 8
32. 32
الزلزالية القوى حسابات
Max Eccentricity
Tx= 0.609
Ty= 0.609
Calculation
period
Ctx = 0.0731
Cty = 0.0731
Coefficient
Ftx= 0.00 Point Load
Fty = 0.00 Ft =0.07 T* V
X MR = 7.50
Y MR= 7.50
Mass Center
X CR= 7.50
Y CR= 7.50
Rigidity Center
Mtx = 45.53
Mty = 45.53
Torsion
Mx = 0.72 inelastic Drift
My = 0.72 M=0.7 R DS
Tab-9
33. 33
الزلزالية القوى حسابات
base Shear
Vy- Walls Share
60.71 0.00
Frames %
Frames
Share
100.00 60.71
Fx = (V-Ft) Wx hx / s Wi hi
Base Shear distribution
FX FY
20.24 20.24
16.19 16.19
12.14 12.14
8.09 8.09
4.05 4.05
60.71 60.71
Tab-10