Structural Design Diploma 2018 1 PDF

Benaa Academy
Structural Design Diploma
1 AutoCAD
Structural Design Benaa Academy

Hesham Tarek 1
1 Absolute Coordinates
1.00 1.00
(0,6) (1,6) (5,6) (6,6)
6.00
Y (1,1) (5,1)
1.00
(0,0)
6.00
X (6,0)
2 Relative Coordinates
@(-1,0) @(0,5) @(-1,0) @(0,6)
Y
@(-4,0) @(0,-5)
X
@(6,0)

Hesham Tarek 2
3 Orthogonal
Ortho (F8)
4 Polar
Polar (F10)
o o
90 0
o
45
o
45

Hesham Tarek 3
Draw
Line ( L )
Rectangle ( Rec )
Dimension Length , Width
Area
Relative Polarity @ 100,50
Circle ( C )
Radius Three Point ( 3P )
Diameter Tan Tan Radius ( TTR )
Two Point ( 2P ) Tan Tan Tan
Drawing Aids
Ortho ( F8 )
Polar ( F10 )
Osnap ( F3 )
,
...... ,
Otrack ( F11 )

Hesham Tarek 4
Selection Methods
Green Window
Blue Window
Select
Click
Modify
Erase ( E )
Copy ( Co )
Move ( M )
Draw Example ( 1 , 2 )

Hesham Tarek 5
Modify
Offset ( O )
Enter , Enter , Distance , Enter
Offset Multiple
Draw Example ( 3 , 4 , 5 , 6 )
Modify
Trim ( Tr )
Extend ( EX )
Draw
Construction Line ( XL )
Draw Example ( 6 , 7 , 8 , 9 )

Hesham Tarek 6
Modify
Explode ( X )
Fillet ( F )
Chamfer ( Cha )
Divide ( Div )
Draw
Point ( Po )
Donut ( Do )
Draw Example ( 7 , 8 , 9 )
Draw Example ( 13 , 14 , 15 )

Hesham Tarek 7
Other
Multiline ( ML )
Array ( Ar )
Mirror ( Mi )
Stretch ( S )
Rotate ( Ro )
Scale ( Sc )
Polyline ( PL )
Join ( J )
Boundery ( Bo )
Hatch ( H )
Draw All Example

Hesham Tarek 8
Layers
Layer
Layer
Layer Name Color LineType Line Weight
A. Columns 5 Continuous 0.50

A. Beams 1 Continuous 0.40
A. Slab 7 Continuous 0.40
A. Lower RFT 2 Continuous 0.35
A. Upper RFT 6 Hidden 0.35
A. Text 2 Continuous Default
A. Stairs 8 Hidden Default
A. Dim Style 8 Continuous Default
A. Center Line 8 Acadiso04 Default
A. Hatch 8 Continuous Default
A. Hatch 8 Continuous Default

Hesham Tarek 9
10
‫‪ Layer On Or Layer Off‬أو عالمة اللمبة تستخدم إلخفاء أو إظهار أي ‪Layer‬‬
‫فمثال إذا كان لدينا الرسمة مليئة بـ ‪ Layers‬كثرية جدا فإننا ال نستطيع أن نبدأ يف الرسم فالبد من إخفاء‬
‫الـ ‪ Layers‬الغري مستخدمة مثل الفرش و األبواب و األكسات و األبعاد و هكذا بحيث يَ ُسهل علينا البدء يف‬
‫املرشوع‬
‫‪ Layer Lock Or Layer Unlock‬أو عالمة القفل تستخدم ملنع التعديل أو السامح بالتعديل‬
‫أي ‪Layer‬‬
‫فمثال إذا كان لدينا حوائط معامرية و نريد أن نرسم كمرات إنشائية عيل هذه الحوائط فإننا نريد أن تكون‬
‫‪ Layer‬الحوائط ظاهرة غري مخفية و لكن يف نفس الوقت ال نريد أن نعدل عيل هذه الحوائط بقصد أو بدون‬
‫قصد فالحل أننا نقوم بعمل ‪ Layer lock‬عيل هذه الحوائط فيظهرها و لكن مينع عليها التعديل‬
‫نالحظ عند عمل ‪ Layer Lock‬ألي ‪ Layer‬فإنه يقوم بعمل الـ ‪ Layer‬املقفولة بلون باهت قليال‬
‫‪11‬‬
‫‪ Layer isolate‬معناها عزل الـ ‪ Layer‬مبعنى أذا كان لدينا أكرث من ‪ Layer‬و نريد‬
‫إخفاء جميع الـ ‪ Layers‬فيام عدا ‪ Layer‬واحدة فقط مثال ‪ Layer‬األعمدة‬
‫فيكون لدينا إختيارين ‪:‬‬
‫األول ‪ :‬نذهب إيل الـ ‪ Layer Properite‬ثم نختار كل الـ ‪ Layers‬عن طريق ‪ Ctrl+A‬ثم‬
‫نختار ‪ Layer Off‬لكل الـ ‪ Layers‬ثم نختار ‪ Layer‬األعمدة عيل حدة ثم نختار ‪Layer On‬‬
‫الثاىن ‪ :‬أسهل بكثري نختار أحد األعمدة ثم نختار عالمة الـ ‪ Layer isolate‬فنجد أن جميع الـ‬
‫‪ Layers‬إختفت فيام عدا ‪ Layer‬األعمدة فقط‬
‫‪ Layerisolate‬من املمكن أن تعمل لجميع الـ ‪ Layers‬األخري ‪ Off‬أو ‪ Lock‬و و‬

‫إختيار هذا يكون عن طريق الـ ‪Settings‬‬
‫يفضل أن يعمل ‪ Layer isolate‬عيل نظام ‪ Off‬و ليس ‪Lock‬‬
‫‪12‬‬
Text Style :-
13
14
15
Dimension Style :-
16
17
18
19
.
.
Regen ( Re ) Refresh
Purge ( Pu )
Vtoptions
List ( Li ) Polyline
MassProp Region
Zoom All ( Z A)
Dimted Dimension
OverKill
oops
Measure Divide
SaveAll
CloseAll
Previous Selection
P Copy
Spell

Hesham Tarek 20
.
.
Distance
Y X
Area
PolyLine
Scaletext
Tcase Capital
Small Capital
Select Similar
Select Similar
MatchProp ( Ma )
Groupe ( G )
Block ( B )
Time
SSX
MeshSmmoth 3dFace
DTexted 1 0

Hesham Tarek 21
AutoCAD Shortcuts
Line L
Copy CO
Circle C
Extend EX
Trim TR
Array AR
Construction
Line XL
Polyline PL
Offset O
Erase E
Explode X
Multiline text T
Polygon POL
Arc A
Rectangle REC
Revision cloud REVCLOUD
Spline SPL
Ellipse EL
Block B
Hatch H
Region REG
Mirror MI

Hesham Tarek 22
AutoCAD Shortcuts
Mirror text MIRRTEXT
Move M
Rotate RO
Scale SC
Stretch S
Breack BR
Join J
Properties CH
Chamfer CHA
Fillet F
Layer LA
New file CRTL N
Open file CRTL O
Save file CRTL S
Plot file CRTL P
Cut file CRTL X
Copy file CRTL C
Paste file CRTL V
Undo CRTL Z
Reundo CRTL Y
Boundary BO
Dimaligned DAL
Dimangular DAN

Hesham Tarek 23
AutoCAD Shortcuts
Dimbaseline DBA
Dimcenter DCE
Dimcontinue DCO
Dimdiameter DDI
Dimedit DED
Distance DI
Divide DIV
Dimlinear DLI
Donut DO
Dimordinate DOR
Dimoverride DOV
Dimradius DRA
Dimstyle D OR DST
Group G
Hatch edit HE
Hide HI
Insert I
Image IM
Import IMP
Intersect IN
Lengthen LEN
List LI OR LS

Hesham Tarek 24
AutoCAD Shortcuts
Line type LT
Ltscale LTS
Matchproterties MA
Measure ME
Multiline ML
Osnap OS
Pan P
Point PO
Preview PRE
Redraw R
Redraw all RA
Regen RE
Regen all REA
Rename REN
Revolve REV
Script SCR
Section SEC
Thickness TH
Units UN
Union UNI
View V
Zoom Z
Leader LE

Hesham Tarek 25
% % 232 % % 159
% % 237 % % 154
% % 258 % % 152
% % 258 % % 150
% % 177 % % 140
% % 235 % % 141
% % 178 % % 145
% % 176 % % 146
% % 167 % % 241
% % 157 % % 257
% % 158 % % 246
% % 156 % % 238
% % 229 % % 120
% % 121 % % 122

Hesham Tarek 26
Example No. 1
7.50
7.50
0.40
2.80
0.40
2.80
7.50
9.00 8.00 9.00

Hesham Tarek 27
Example No. 2
7.50
7.50
0.40
1.30
2.80
2.80
0.40
0.40
2.80 4.50
7.50
9.00 8.00 9.00

Hesham Tarek 28
Example No. 3
7.50
7.50
0.40
2.00
2.80
0.40
2.00
2.80
7.50
10.00 10.00

Hesham Tarek 29
Example No. 4
8.00
2.50
2.50
8.00
0.40
2.00
2.80
0.40
2.00
2.80
8.00 2.50 2.50 8.00

Hesham Tarek 30
Example No. 5
7.50
7.50
0.40
0.40
2.00
2.80
0.40
2.00
2.80
7.50
10.00 10.00

Hesham Tarek 31
Example No. 6
7.50
7.50
0.40
2.00
2.80
0.40
2.00
2.80
7.50
10.00 10.00

Hesham Tarek 32
Example No. 7
10 10
35
70
R10
R13
5
R2
50
R10
R20
R10
70

Hesham Tarek 33
Example No. 8
R3
0
0
R4 R2
8 R75
55
R15
15
R1
5
R9
50
R7
0
R15
R2
0
40 40

Hesham Tarek 34
Example No. 9
3
R4
R1
R5
2
R2
0
37
1
R2
R10
R4
2
4
R1
0
18
R8
R16
R3
R46
6
R96
85
R2
0
R36
30 14 46

Hesham Tarek 35
Example No. 10
145
136
5
24
28
5 8 2
9
34
38
103
113
131

Hesham Tarek 36
Example No. 11
R4
56
R4
3
6
R50
R10
R56 R13
R17
2
26
2
33
193
137
2
30
2
26
7 33
7 33 26 33 10
56
112

Hesham Tarek 37
57
5 5 5 222 14 222 5 5 5
Example No. 12
7 52
224

Hesham Tarek 38
Example No. 13
0.60
0.80
0.30 7 8/m'
0.30 7 8/m'
Column 1
10 16 Column 2
12 16
1.00
1.20
0.30
7 8/m'
0.30
Column 3 7 8/m'
16 16 Column 4
16 18

Hesham Tarek 39
Example No. 14
1.30
1.40
0.30 7 8/m' 0.40
7 8/m'
Column 5
Column 6
16 18
18 20
1.60
0.30 7 8/m'
Column 7
20 18

Hesham Tarek 40
Example No. 15
6 12/m' 8 16/m' 4 8\M2

HORIZONTAL VERTICAL BARS
25 25 BARS 25 25
0.30
3.70
6 12/m'
6 12/m'
2.00
0.30 1.40 0.30

9Ø25 9Ø25
0.30
6 12/m' 10 25/m'
6 12/m'
HOR.BARS VERT.BARS
HOR.BARS
2.45
10 25/m'
VERT.BARS
2.15
Ø10@300
CROSS TIES
9Ø25 9Ø25

Hesham Tarek 41
Example No. 16
1.50
0.15
0.20
0.75
1.50
1.50
0.25
0.2
5
0.25
0.75
1.50
1.50
0.25
0.25
0.04
0.04

Hesham Tarek 42
43
Example No. 17
Hesham Tarek
1 2 3 4 5 6 7 8 9 10
R0
.2
5 0.25 0.25
0.04
0.50
1.025
Benaa Academy
4.93
5.98
0.25 0.60 2.05 0.60

2.70 2.70 2.70 2.70 2.70 2.70 2.70 2.70 2.70
24.26
Structural Design
Example No. 18
3.70 5.39 3.34

Bathroom
5.35
Bedroom
6.68
Kitchen
Room
Living
Bathroom
Bedroom
5.35

Hesham Tarek 44
Example No. 19
3.00 3.00 5.00
6.00
3.00
6.00

Hesham Tarek 45
Example No. 20
1.50 2.80 1.20 2.50
Bath Room
Bed Room
2.25
1.35
Kitchen
Bed Room
3.60
6.25
3.60
3.48

Hesham Tarek 46
Example No. 21
20 20 20
2.50
C1 B1 = (25x60) C1
1.25
15 15
B2 = (12x60)
B1 = (25x60)
B1 = (25x60)
3.00
B2 = (12x60) B2 = (12x60)
C2
3.00
B2 = (12x60)
B1 = (25x60)
15 B1 = (25x60)
15
1.25
C1 B1 = (25x60) C1
2.50
20 20 20
2.50 2.00 5.00 2.00 2.50

Hesham Tarek 47
Example No. 22
A B C D E F G H
(25X60)
9 9
12 20 20
(12X60)
(25X60)
3.00
(25X60)
(12X60)
8 12
8
1.00
7 7
(12X60) 12 12 (12X60)
2.20
(25X60)
(12X60)
(25X60)
(12X60)
6 6
12
1.10
(25X60)
(12X60)
5 5
12
1.10
4 4
(12X60) (12X60)
20 20
(25X60)
(25X60)
3.10
(25X60)
3 3
(25X60)
1.00
2 2
(25X60)
1.40
1 (25X60)
1
2.20 1.20 1.10 1.10 1.00 2.70 1.00
A B C D E F G H

Hesham Tarek 48
Benaa Academy
2 Csi Analysis
Programes

Hesham Tarek 49
Csi Analysis Programes
Csi America
Sap2000 Safe Etabs
Finite Element Method
Sap2000
Sap2000
Structural Analysis Programe Sap2000
Sap2000
........ )
Safe
Sap Safe
Sap
Slab Analysis by Finite Element Safe
Etabs
Sap Etabs
Sap
Extended 3D Analysis of Building System Etabs

Hesham Tarek 50
Modeling Elements
1 Joint Element
2D Analysis Supports
2 Frame Element
3D Analysis 2D Analysis
3D Analysis
A
0.70
0.60
Beam B B
A 0.25 0.30
Column
6.00
Sec. A-A Sec. A-A

Hesham Tarek 51
3 Shell Element
Shear Walls & Cores

4.00
A A
5.00
0.20
Sec. A-A
Slab Rc. Wall
4 Solid Element

Hesham Tarek 52
Global & Local Axies
3 t/m
m
t/
9t
2
9t
Z
Y
X
Gravity -Z 3 t/m
Global Axies
2
3
2 1
3 1
1
3
Z
2
Y
X

Hesham Tarek 53
Global & Local Axies
Z
Y X
2
3
2 1
Y 1
Local Axies
1
2
3

Hesham Tarek 54
OutPut
Beams
2
3 3t
2t
1
Normal Force Diagram Axial Force

Shear Force Diagram Q 2_2
Bending Moment Diagram M 3_ 3
Slabs 2
1 1
2
Moment in X Direction M 1_1
Moment in Y Direction M 2_ 2

Hesham Tarek 55
General Steps
Solid, Flat & Hollow Block Slabs
1 Unites & Grid Lines

Ton, m, C
Edit Grid Data
2 Define
A Material
B Slab Section
C Beam Section
D Column Section
3 Draw
Beams _ Columns _ Slab
Release ( Beams _ Columns )
Automatic Slab Mesh
4 Loads
Load Pattern
Load Combination
Assign Loads
5 Run & OutPut

Hesham Tarek 56
Define Material
Concrete
Weight per unite Volume = 2.50 T/m 3
Modulus Of Elasticity ( E ) = 4400 Fcu N/mm2

N/mm2
Modulus Of Elasticity ( E ) = (4400 Fcu ) X 100 T/m2

N/mm2
Fcu = 25 N/mm2 E = 22 000 00 T/m2
Fcu = 30 N/mm2 E = 24 100 00 T/m2
Possoin's Ratio = 0.20
Possoin's Ratio = 0
Steel
Weight per unite Volume = 7.85 T/m 3
Modulus Of Elasticity ( E ) = 22 000 000 T/m2
Possoin's Ratio = 0.30

Hesham Tarek 57
Loads
( ) Dead
( ) F.C
1
2
/ 150 = 1 + 2 + 7
( ) Walls
Solid Slabs
Walls Weight = Volume * Denisty

Walls Weight = b w * h w * Lw * w (T/m )
h wall
bw (12 or 25)cm
0 m
hw h floor - ( Tbeam OR TSlab ) 1.0
Lw 1.00 m
( ) Walls
Solid Slabs
Walls Weight = Volume * Denisty bw (12 or 25)cm

Walls Weight = b w * h w * ELw * w (Ton ) hw
Walls Weight ( Ton )
h floor - ( Tbeam OR TSlab )
W Walls = 2
(T/m ) E Lw
Slab Area (m)2

Hesham Tarek 58
‫الكود املرصي لألحامل لسنة ‪ 2012‬صفحة ‪32‬‬ ‫‪-‬‬
‫‪59‬‬
‫الكود املرصي لألحامل لسنة ‪ 2012‬صفحة ‪ 33‬و ‪34‬‬ ‫‪-‬‬
‫‪60‬‬
4 Solid Slabs
Example (1)
Loads :
F.C = 0.15t/m2 All Beams Sections = (25x60)
L.L = 0.2t/m2
All Columns Sections = (25x60)
Walls = 1.35t/m'
12 12 15 15
3.50
15
4.50
3.50 4.00 3.50 2.00

Hesham Tarek 61
Example (2)
Loads :
L.L = 0.2t/m2 All Columns Sections = (25x60)
Walls = 1.35t/m'
15 15 15
3.50
15 15
8.00
1.50 3.50 1.50 3.50

Hesham Tarek 62
Example (3)
Loads :
Walls = 1.35t/m'
16 16 16
3.50
12
2.00
12 12 12
2.25
12
1.25
16
1.50
16
2.50
16
1.50
1.00 3.25 2.00 2.50 1.50

Hesham Tarek 63
Example (4)
Loads : F.C = 0.15t/m2 All Beams Sections = (25x60)

Walls = 1.35t/m'
A B C D E F G H
(25X60)
9 9
12 20 20
(12X60)
(25X60)
3.00
(25X60)
(12X60)
8 12
8
1.00
7 7
12 12
(12X60)
(12X60)
2.20
(25X60)
(12X60)
(25X60)
(12X60)
6 6
12
1.10
(25X60)
(12X60)
5 5
12
1.10
4 4
(12X60) (12X60)
20 20
(25X60)
(25X60)
3.10
(25X60)
3 3
(25X60)
1.00
2 2
(25X60)
1.40
1 (25X60)
1
2.20 1.20 1.10 1.10 1.00 2.70 1.00
A B C D E F G H

Hesham Tarek 64
5 Flat Slabs
Example (1) Loads :
F.C = 0.15t/m2
All Beams Sections = (25x60) L.L = 0.25t/m2
All Columns Sections = (25x60) Walls = 0.30t/m2
24
3.75
3.00
2.00
3.00
3.75
1.50
3.75 1.50 3.00 1.50 3.75

Hesham Tarek 65
Example (2) Loads :
F.C = 0.15t/m2
C1 = (50x50) L.L = 0.25t/m2
C2 = (30x75) Walls = 0.30t/m2
Shear Walls = 30cm
C1 C1
2.50
25
1.69
C2 C2
3.00
3.00
C2 C2
1.25
2.50
C1 C1
2.50 2.00 5.00 2.00 2.50

Hesham Tarek 66
Example (3) Loads :
F.C = 0.15t/m2
C1 = (50x50) L.L = 0.25t/m2
C2 = (50cm) Diamter Walls = 0.30t/m2
Shear Walls = 30cm
20 20 20
2.50
C1 B1 = (25x60) C1
1.25
15 15
B2 = (12x60)
B1 = (25x60)
B1 = (25x60)
3.00
B2 = (12x60) B2 = (12x60)
C2
3.00
B2 = (12x60)
B1 = (25x60)
B1 = (25x60)
15 15
1.25
C1 B1 = (25x60) C1
2.50
20 20 20
2.50 2.00 5.00 2.00 2.50

Hesham Tarek 67
4.00 Example (4)
25
4.00
4.00
B = (12x60)
15 15 15 15
2.50
15 15
2.50
15 15 15 15
2.50
15 15
2.50
3.50 4.00 4.00 3.50

Hesham Tarek 68
Safe File Steps :
1- Unites + Grid Lines
69
1- Unites + Grid Lines
70
‫إلخفاء خطوط الشبكة الخلفية‬
‫‪71‬‬
2- Define
A- Define > Material
72
2- Define
B- Define > Slab Section
73
74
2- Define
C- Define > Beam Section
75
76
2- Define
D- Define > Column Section
77
3- Draw
A- Draw > Beam
78
3- Draw
B- Draw > Columns
79
80
81
3- Draw
C- Draw > Slab
82
- Set Modifiers For Beams
83
- End Release For Beams
84
- End Release For Columns
85
- Automatic Slab Mesh For Slabs
Best Mesh Size From 0.25 to 0.50
86
4- Loads
A- Load Pattern
87
4- Loads
B- Assign Loads Area Loads
88
89
4- Loads
B- Assign Loads Beam Loads
90
4- Loads
C- Define > Load Combination
91
92
93
1- import & Unites
- import DXF File
- Unites > Ton, M, C
94
2- Define
1- Material
2- Beam Section
3- Slab Section
4- Column Section
3- Draw - Columns
95
96
3- Draw - Shear Walls
97
3- Draw - Beams
98
3- Draw - Slabs
99
3- Draw - Void
100
3- Draw
- Automatic Slab Mesh
- Beams Release
- Columns Release
- Set Modifiers For Beams
4- Loads
- Load Pattern
- Load Combination
- Assign Loads
101
Benaa Academy
3 Architecture Drawings
&
Statical System
For Columns

Hesham Tarek 102
103
104
105
106
107
108
109
110
111
112
113
114
Hesham Tarek 115
.
.
1- Plan =

Hesham Tarek 116
2
1000
.
.
% 50
3
% 55
%5
1.25
% 25

Hesham Tarek 117
Hesham Tarek 118
(1.20)
(0.00) (0.00)
(- 3.00)

Hesham Tarek 119
+
(1.20)
(0.00) (0.00)
(- 3.00)

Hesham Tarek 120
7
Deflection
Dead Zones

Hesham Tarek 121
Y X
Framing Action
=
12

Hesham Tarek 122
.
.
Plans 1
Layers 2
Layers
Block 6
Block
Block

Hesham Tarek 123
.
.

Hesham Tarek 124
.
.
(Transfer Beam)
Check Shear & Punching

Hesham Tarek 125
R

Hesham Tarek 126
.
.
C.g
C.g
C.g
C.g

Hesham Tarek 127
Drop Panel
Drop Panel
Drop Panel

Hesham Tarek 128
Benaa Academy
4 Solid Slabs

Hesham Tarek 129
Solid Slab
1
Solid Slab
(12 , 14 , 15 , . . . .
% 30 Flat Slab Solid Slab

Hesham Tarek 130
.
.
Solid Slab
Solid Slab
Solid Slab
Plan Plan

Hesham Tarek 131
(Spans) Solid Slab 4
5.50 Span
2 30
Live Load Solid Slab 5
Solid Slab
Solid Slab 6
Flat Slab
Solid Slab
Frame
Framing Action
Beam
Column Column Column
Column Column Column
Beam
Beam
Framing Action

Hesham Tarek 132
.
. Solid Slab
1 One Way Solid Slab
One Way
L Short
One Way
L
> 2
LS

Hesham Tarek 133
2 Two Way Solid Slab
Two Way
L
< 2
LS
3 Cantilever Solid Slab
Cantilever
Lc

Hesham Tarek 134
4 Two Sided Slab
Two Sided Slab

Hesham Tarek 135
5 Three Sided Slab
Cantilever
Three Sided Slab

Hesham Tarek 136
Min. Allowable Thickness Of Solid Slab ..
Solid Slab
1 One Way Solid Slab
TS LS TS LS TS LS
= 30 = 35 = 40
LS One Way
2 Two Way Solid Slab
TS LS TS LS TS LS
= 35 = 40 = 45
LS Two Way

Hesham Tarek 137
3 Cantilevar Solid Slab
Lc
TS Lc
= 10
Cantilever
Cantilever
16 20 20 20

Hesham Tarek 138
Ts Max .
.
Solid Slab
16
.. . T
S Max = 16 Cm
Ts Min .
.
8 =
10 =
Live Load 12
. . . TS Min = 12 Cm

Hesham Tarek 139
10
12
16
15 12
Plan
Ls < 4m 12
Ls > 4m 15
12
12
15
15 12

Hesham Tarek 140
.
. Solid Slab
Solid Slab
10
15 12 15
12
10cm

Hesham Tarek 141
.
.
.
.
2
Clear Height

Hesham Tarek 142
10 3
Floor Cover (F.C)
2
150 Floor Cover (F.C)
10
Floor Cover (F.C)
.
.

Hesham Tarek 143
.
.
.
.
Hollow Block Slab
Flat Slab Solid Slab

Hesham Tarek 144
Dimensions Of Beams ..
Depth
T
T
T = L10 T =
L
12
T = L5c
Min. Depth Of Beams
40 =
T Min. = 40 cm
7 3
75 50

Hesham Tarek 145
.
.

Hesham Tarek 147
.
.
Stable
Two Supports
Support
B1
B1
B1
B2
B2 B1
B1
B2
K B1 > K B2

Hesham Tarek 148
B1 B2
B3
B3
B2
B1
B3
B3 B4
B2 B3
B1 B2
B4 B1
Closed Loop
B3
B4
B2
B1

Hesham Tarek 149
B1
Cantilever Beam
B1
Cant.1
B2
Cantilever Beam B1
B1
Cant.1
Cant.1
B2
B2

Hesham Tarek 150
.
.
Cantilever 1
M M
(M + N)
Cantilever
(M + N)
1.50 L C Cantilever

Hesham Tarek 151
Cantilever Cantilever
Cantilever
Beam Cant.1
Normal Only

Hesham Tarek 152
.
.
Cantilever
Span 2
Simple
Deflection Cantilever
Simple Deflection
Simple Cantilever Deflection
Cantilever
Deflection Cantilever Deflection
Cantilever
Deflection Cantilever Deflection

Hesham Tarek 153
. Torsion
.
Cantilever 1
Torsion Cantilever
M M
M
Cantilever M
M
No Torsion Torsion

Hesham Tarek 154
Cantilever 2
Torsion Cantilever
M M
No Torsion Torsion

Hesham Tarek 155
3
Torsion Cantilever

Hesham Tarek 156
4
Deflection
Segment
5
Deflection
Segment

Hesham Tarek 157
. Solid Slab
.
Solid Slab

Hesham Tarek 158
Solid Slab
5
4
Slab On Grade
.
.
6
8
10
Ts
10 =
16 Solid Slab
Cantilever
1.50 Lc
Deflection
Cantilever
5 10/m
Cantilever Deflection

Hesham Tarek 159
Cantilever
15 15
1.50 Lc 5 10/m T & B

Lc
5 10/m

Hesham Tarek 160
Solid Slab
12 3 12
25 4 12 Or 3 16

Hesham Tarek 161
Void
Y X
4 12

Hesham Tarek 162
Solid Slab
2
Span 25
Deflection
4 3

Hesham Tarek 163
Continuous

Hesham Tarek 164
Simple

Hesham Tarek 165
Simple Panel
15
5 10/m
5 10/m
0.20 L 0.20 L
Ts - 2Cover
L
L /7 L/ 7
30
°To
45
°
L / 7 L /7

Hesham Tarek 166
Continuous 2 Spans
15 15
5 10/m
5 10/m
5 10/m 5 10/m
Where X is
Bigger From L1 &L2
0.20 L1 X /3 X /3 0.20 L1
L1 L2
L /4 X /3
L / 7
L1 L2
L /4 X / 3
L /7
X / 3 L/ 4
L/ 7

Hesham Tarek 167
Continuous More Than 2 Spans
15 15 15 15
5 10/m
5 10/m
5 10/m
5 10/m 5 10/m 5 10/m
0.20 L1 X/4 X/4 X/4 X/4 X/4 X/4
L1 L2 L3 L4
L / 5 X / 4 X /4 L/5 L/ 5 X /4
L /7
L1 L2 L3 L4
L /5 X /4 X /4 L /5 L/ 5 X /4
L /7
X / 4 L / 5 L /5 X /4 X / 4 L/ 5

Hesham Tarek 168
Cantilevar Slab
15 15
8 12/m
5 10/m
5 10/m T & B
5 10/m
15 15
1.50 Lc Lc
0.20 L1
15 15
1.50 Lc Lc
L / 7 X /4 X /3

Hesham Tarek 169
170
171
172
173
174
175
Benaa Academy
5 Design Of Flat Slabs

Hesham Tarek 176
Advantages of Flat Slab Systems : Flat Slab
1
Solid Slab
Solid Slab
Flat Slab
Ts = 16cm Ts = 10cm Ts = 14cm Flat Slab
Ts = 25cm Flat Slab

Hesham Tarek 177
3
Solid Slab
Solid Slab
Flat Slab

Hesham Tarek 178
Dis advantages of Flat Slab Systems : Flat Slab
Solid Slab Solid Slab 1
(15 , 12 , 10)
(25 , 22) Flat Slab
Solid Slab Flat Slab
Flat Slab 2
(Shear Walls & Cores)

Solid Slab
Solid Slab System
Solid Slab Flat Slab

Hesham Tarek 180
Concept Of Analysis Of Flat Slab : Flat Slab
Flat Slab
Check
Concept Of Analysis Of Solid Slab :
X Two Way Solid Slab
Solid Slab
Load Distrbution
Solid Slab

Hesham Tarek 181
Concept Of Analysis Of Flat Slab : Flat Slab
Load
Column Strip
Solid Slab
Column Strip Field Strip
Solid Slab
Field Strip
Column Strips
Column Strips
Field Strip

Hesham Tarek 182
Analysis Of Column Strips :
Column Strip
One Way
Rigid Support Support Supports
Deflection Support Rigid Support

Hesham Tarek 183
Analysis Of Field Strips :
Column Strip Field Strip

One Way
Elastic Support Support Field Strip Supports Column Strip
Deflection Support Elastic Support
Rigid Support Elastic Support
100
Elastic Support
Support
80 80 Rigid Support
20
Elastic Support
Rigid Support
120 120

Hesham Tarek 184
Rigid & Elastic Supports :
Beam 1
Main Beam
Main Beam
9.00
Beam 2 Beam 2 9.00

Main Beam
Main Beam Beam 2
Beam 1 Beam 1
Beam 1
Rigid Support
9 Beam 2
Rigid Support
Deflection 9

Hesham Tarek 185
Beam 1
Main Beam
Main Beam
9.00
Beam 2 Beam 2 9.00

Main Beam
Main Beam Beam 2
Beam 1 Beam 1

Beam 1
Rigid Support
Main Beam Beam 2

Elastic Support Main Beam

Hesham Tarek 186
Deflection
Beam 1
_ Ve Moment
Deflection Main Beam
9
Beam 2
_Ve Moment
Deflection
Y
Poisson's Ratio
shortening

Hesham Tarek 187
Rigid Vs Elastic Supports
Rigid Support Solid Slab
Column Strip
Rigid Support
Rigid Support
Rigid Support
Field Strip
Elastic Support
Column Strip
Secondery Beam
Elastic Support
Main Beam
Cross Ribe Ribe

Elastic Support
Hollow Block
Elastic Support Panelled Beams

Hesham Tarek 188
Marginal Beams
Flat Slab
Marginal Beams
Check Punching 5
Marginal Beams
b = b wall T > 3Ts

Hesham Tarek 189
Thickness Of Flat Slabs
Without With
Drop Panel Drop Panel
L bigger L bigger
External Panel
32 36
L bigger L bigger
Internal Panel
36 40
Internal Panel Internal Panel

Hesham Tarek 190
Thickness Of Flat Slabs
Min. Thickness Of Flat Slabs
15 =
20 =
5 2
15, 16, 18, 20, 22, 24, 25, 26, 28 and 30 cm

Hesham Tarek 191
Flat Slab
Marginal Beams 1
5
Marginal Beams

Hesham Tarek 192
Flat Slabs
Flat Slabs
X
Y
X Y
X Y

Hesham Tarek 193
Flat Slabs
5 10/m
5 12/m
UnSafe
15% To 20%
Min.
Safe

Hesham Tarek 194
6 12/m
6 12/m
12 12
6 12/m
3 12/m
9 12
2.5 12/m 5 12/m
8 12 7 12
5 12/m 10 12/m

Hesham Tarek 195
6 10/m
6 12/m 3 12/m 6 10/m 3 10/m
6 16/m 3 16/m
Safe
:
( 2.40 , 3 , 4 , 4.50 , 6 , ..... )

Hesham Tarek 196
1
Y X 2
7
5.50
6 10/m
L = 3.00
0.75 0.75
1.07

Hesham Tarek 197
6 10/m
Upper Mesh
Structural Design
22
6 12/m 8.75 6 16/m

Lower Mesh L=3.00
L=3.00
6 12/m
3.00
L=3.00
6 16/m
6 16/m
L=3.00
3.00
3.00
L=3.00
6 16/m
3.00 6 10/m
Upper Mesh
8.76
6 12/m 22
Benaa Academy
L=3.00
6 12/m
6 16/m Lower Mesh
L=3.00
3.00
L=3.00
6 16/m
3.00 6 16/m
L=3.00
6 10/m
3.00
L=3.00
6 16/m
Upper Mesh 8.75

3.00
22
L=3.00
6 12/m
6 12/m
Lower Mesh 6 12/m
198 Hesham Tarek

Flat Slabs
6 5
22
16
22 16

Hesham Tarek 199
Hesham Tarek 200
Cantilevar in Flat Slab
Flat Slab Cantilevar

Cantilevar Solid Slab
Moment
Y
X Cantilevar
40
Y X
Y
Deflection
5 10/m
Flat Slab Cantilevar

Hesham Tarek 201
Cantilevar in Flat Slab
Column Stripe Cantilevar

Flat Slab
Cantilevar
X Y
Y X
Column Stripe Cantilevar

Hesham Tarek 202
Drop Panel
Drop Panel
Drop Panel

Hesham Tarek 203
Design Steps
204
205
206
207
208
209
210
211
212
213
Benaa Academy
6 Design Of
Hollow Block Slabs

Hesham Tarek 214
Hollow Block
Unsafe Deflection 1
act =
E I Inertia Deflection
I = act Deflection Inertia
3
I = 1x T
12
( TSlab ) Inertia
I = TSlab Inertia ( TSlab )
T = act Deflection
T = O.W of slab ( TSlab )

( O.W )
( O.W )
O.W of slab = act Deflection

Hesham Tarek 215
( TSlab )
Deflection Inertia
( O.W )
Deflection
Hollow Block Slab
Deflection
t
t

Hesham Tarek 216
Hollow Block Slab 2
Hollow Block Slab 3
System
Hollow Block Slab 4
System

Hesham Tarek 217
Hollow Block
1 Blocks
.
.
40X20X15
h
40 40X20X20
cm cm
20 40X20X25
.
.
.
.
.
.
W (Kg) = h (cm) - 5 (cm)

Hesham Tarek 218
Hollow Block
2 Solid Slab
Solid Slab
Blocks
One Way Solid Slab

40 = =
.
.
5cm OR 7cm OR 10cm

.
.
5 10/m
4 10/m
Two Way Hollow Block

4 10/m

Hesham Tarek 219
Hollow Block
3 Ribs
Ribs
5 8 /m'
2 / Rib
Hollow Block Slabs Ribs

Ribs
.
.
b Rib = 10cm OR 12cm OR 15cm
TRib = h Block + T Slab

.
.
No. Of Bars = 2 OR 4 / Rib

Min. Diamter = 12
Stirrups = 5 8 /m'

Hesham Tarek 220
Hollow Block
4 Cross Rib
Cross Ribe
One Way Hollow Block Cross Ribe

5 Ribe
.
.
Ribs
Ribs Deflection
Ribe
Inertia
Elastic Support Ribe Cross Ribe
Ribe =
Ribe 1
=
/
2
5 8 /m'

Hesham Tarek 221
Hollow Block
5 Main Beams
.
.
Ribs
Projected Beams
Hidden Beams
(L / 5)
40 =

Hesham Tarek 222
Projected Beams
Structural Design
Hidden Beams
Benaa Academy
Hidden Beams Hidden Beams
Hidden Beams
Projected Beams
Hesham Tarek
Projected Beams
223
Hidden Beams
Projected Beams

Hesham Tarek 224
Hollow Block
6 Solid Part
=
.
.
Shear Force
- Ve Moment
20 = Solid Part
Solid Part
Min. RFT
5 10/m
4 10/m 2 10/m
2 12
5 8/m'
5 8/m'

Hesham Tarek 225
Types Of Hollow Block Slabs .
.
1 One Way Hollow Block
One Way Hollow Block

L Short > 4.50 m

Hesham Tarek 226
.
2 Two Way Hollow Block
( L / Ls < 1.30 )
Stiffnes

Span > 7.00 m

Hesham Tarek 227
.
3 Cantilever Hollow Block
Cantilever One Way Hollow Block

Cantilever Hollow Block

Lc > 2.00 m

Hesham Tarek 228
Hesham Tarek 229
Simple Panel
0.20 L 0.20 L
L / 7 L /7

Hesham Tarek 230
Continuous 2 Spans
0.20 L1 X /3 X /3 0.20 L1
L1 L2
L1 / 4 X /3
L / 7
L1 L2

Hesham Tarek 231
Continuous More Than 2 Spans
0.20 L1 X/4 X/4 X/4 X/4 X/4 X/4
L1 L2 L3 L 4
L /5 X / 4 X /4 L/ 5 L/5 X /4
L / 7
L1 L2 L3 L 4

Hesham Tarek 232

Hesham Tarek 233
Benaa Academy
7 Stairs

Hesham Tarek 234
Case No. 1

Hesham Tarek 235
1 3
Stripe No. 1 Stripe No. 2 Stripe No. 3

Hesham Tarek 236
A A
Sec. A-A

Hesham Tarek 237
Case No. 2

Hesham Tarek 238
4
1 3
Stripe No. 2 Stripe No. 4

Hesham Tarek 239
4
1 3

Hesham Tarek 240
Case No. 3

Hesham Tarek 242
4
1 3

Hesham Tarek 243
4
1 3

Hesham Tarek 244
Case No. 4

Hesham Tarek 246
4
1 3

Hesham Tarek 247
4
1 3

Hesham Tarek 248
Case No. 5

Hesham Tarek 250
4

Hesham Tarek 251
4

Hesham Tarek 252
A A
Sec. A-A
Hesham Tarek 253
B B
Sec. B-B
Hesham Tarek 254
Case No. 6

Hesham Tarek 255
4
1 3

Hesham Tarek 256
4
1 3
Stripe No. 1 & 3

Hesham Tarek 257
Hesham Tarek 258
Another Solution For Strip 3 & 1
1 3
Torsion
Structural Design Hesham Tarek

Benaa Academy 259
Case No. 7

Hesham Tarek 260
4
1 3

Hesham Tarek 261
4
1 3

Hesham Tarek 262
Case No. 8

Hesham Tarek 264
3

Hesham Tarek 265
3

Hesham Tarek 266
A A
Sec. A-A

Hesham Tarek 267
B B
Sec. B-B

Hesham Tarek 268
1 3
Torsion

Hesham Tarek 269
Case No. 9

Hesham Tarek
3

Hesham Tarek 271
3

Hesham Tarek 272
Hesham Tarek 273
A A
Sec. A-A

Hesham Tarek 274
B B
Sec. B-B

Hesham Tarek 275
1 3
Torsion

Hesham Tarek 276
Three Flight Stair

Hesham Tarek 277
3

Hesham Tarek 278
3
Stripe No. 1

Hesham Tarek 279
3
Stripe No. 3

Hesham Tarek 280
Stripe No. 2
Stripe No. 4

Hesham Tarek 281
Benaa Academy
8 Design Of Beams

Hesham Tarek 282
283
284
285
286
287
288
289
290
291
Beams Reinforcement
Main RFT (Upper) Stirrup Hangers Main RFT (Upper)
Shrinkage Bars
Main RFT (Lower)
Stirrups

Hesham Tarek 292
Beams Reinforcement
A Beams Reinforcement in
Cross Section
1 Main Reinforcement
2 Stirrup Hangers
3 Compressive Steel
4 Shrinkage Bars
5 Stirrups

Hesham Tarek 293
1 Main Reinforcement (As)
2 1 2
1
1 2
1 2
Main RFT
Main RFT
Sec. 1-1 Sec. 2-2
(1 - 1)
Center Line
(2 - 2)
Center Line

Hesham Tarek 294
12
n = b - 25 b
+ 25
16 25
n = b - 25 n = 250 - 25 = 5.87 n =5
+ 25 16 + 25
5
25 16

Hesham Tarek 295
3
Comp.
- ve
+ ve
Tension
Spacer
Spacer

Hesham Tarek 296
4 12 4 12 4 16 4 12
+ + + +
4 16 4 16 4 12 4 20

Hesham Tarek 297
2 Stirrup Hangers
Stirrup Hangers
2 12
Stirrup Hangers =
(0.10 0.20) As
3 Compressive Steel (As )
( L - Sec. ) ( T - Sec. )
Doubly Reinforced Section

Hesham Tarek 298
4 Shrinkage Bars
(T- Ts) > 60cm
Shrinkage Bars
2 12 / 30cm
60
30 2 12
5 Stirrups
Torsion Shear

Hesham Tarek 299
Hesham Tarek 300
Plan

Hesham Tarek 301
302
2
WL
24

Hesham Tarek 303
Min.

Hesham Tarek 304
Cantilever
Cantilever
9 16
9 16
3 16
3 16
3 16
5 16
4 16

Hesham Tarek 305
0.10 L
0.20 L
20cm
L
0.20 L
0.10 L

Hesham Tarek 306
0.20 L1 X/3 X/3 0.20 L2
Structural Design
0.10 L1 0.15 L1 0.15 L1 0.10 L1
Benaa Academy
L1 L2
307Hesham Tarek
0.20L1 X1/4 X1/4 X2/4 X2/4
Structural Design
0.10 L1 0.15 L1 0.15 L1 0.15 L1 0.15 L1
L1 L2 L3
Benaa Academy
308Hesham Tarek
L/7
L
L/7

Hesham Tarek 309
L2
X/3
L1/4
L1
L1/7

Hesham Tarek 310
L3
X2/4
L2/5
L2
X1/4
L1/5
L1
L1/7

Hesham Tarek 311
Benaa Academy
9 Columns

Hesham Tarek 312
Normal Force Only
3D Model
Normal Force + Moment (M&N)
Design Of Columns
Under Compression Force Only
P U.L = 0.35 Ac Fcu + 0.67 As Fy
P U.L = R Column X N Of Floors X 1.10

Ac = ( b X t )
2
Fcu = (250 OR 300) Kg/Cm
As = Ac
2
Fy = 3600 Kg/Cm
Min = 0.80 %
Max = 4 % Interior Column

5 % Edge Column
6 % Corner Column
= 1 % Most Economic

Hesham Tarek 313
1
Ductility

Hesham Tarek 314
1
Confiment Of Concrete
Buckling 2
Ductility 6

Hesham Tarek 315
12
12
5
TColumn
5
10

Hesham Tarek 316
10cm

Hesham Tarek 317
5 10
Eccentericity
e
(M + N)
b Column
5

Hesham Tarek 318
12
25
4 12

Hesham Tarek 319
25 =
7 =
9 12 8 12
2 12
9 12 8 12
3 18 4 18
2 18
3 18 4 18

Hesham Tarek 320
12
12
16
16
2

Hesham Tarek 321
30
15
15
0.16
0.16

Hesham Tarek 322
Shear Force Diagrame
9 8 m
6 8 m
9 8 m

Hesham Tarek 323
Ld
Ld = 60
Ld
Ld

Hesham Tarek 324
6 6: 1
1 6 1

Hesham Tarek 325
6 6: 1
1 6 1
Ld
Ld

Hesham Tarek 326
Hesham Tarek 327
Hesham Tarek 328
Hesham Tarek 329
Benaa Academy
10 Lateral Loads

Hesham Tarek 330
Seismic Analysis Methods
Structural Design
Static Analysis Dynamic Analysis
Benaa Academy
Simplified Response Multi Response
Spectrum Method Time History
Spectrum Method
Or
Equivalent Static Force
331Hesham Tarek
Equivalent Static Force
Base Shear Force
Force = Acceleration X Mass
W
Fb = S d (T1 ) g
Fb
S d (T1 )
if T1 < 2 T C
= 0.85
if T1 > 2 T C
= 1
Hesham Tarek 332
W
(Working Loads)
g
(9.81)
F8
F7
F6
F5
Wi X H i F4
Fi = Fb X
Wi X H i F3
F2
F1
Fb

Hesham Tarek 333
Difference Between Shear Wall and Column
if T > 5b Shear Wall
b
if T < 5b Column T
Column Design on N only

Shear Wall Design on M & N
Cores

Hesham Tarek 334
Center Of Mass
12 12
C.M
20 12
12
20
C.M
20
20

Hesham Tarek 335
Center Of Rigidity
Shear Walls & Cores C.G
C.R
C.R

Hesham Tarek 336
Shear Walls & Cores
Shear Walls & Cores 1

C.R C.M
Torsion
Shear Walls & Cores
12 12
C.R C.M
2.43
12 12
9.96
12 12
C.R C.M
2.43
12 12
10.71
Torsion
Hesham Tarek 337
Shear Walls & Cores
Shear Walls & Cores 1

C.R C.M
Torsion
Shear Walls & Cores
12 12
C.M
C.R
12 12
12 12
C.M
C.R
12 12
No Torsion
Hesham Tarek 338
Shear Walls & Cores
2
Y X

Hesham Tarek 339
Response Spectrum Curve
340
Equation Of Response Spectrum
Curve
341
Time Period :
342
Factors (S) and Time (Tb,Tc,Td) :
343
Factors (S) and Time (Tb,Tc,Td) :
344
Importance Factor :
345
‫‪Ground Acceleration :‬‬
‫معامل الهزة األرضية (العجلة األرضية التصميمية)‬

‫و هو معامل يعتمد عيل منطقة املنشأ‬
‫‪346‬‬
Ground Acceleration :
347
Ground Acceleration :
Correction Damping Factor :
348
Reduction Factor :
349
Etabs Model Steps :
1- Units & Stories
350
1- Units & Stories
2- Define
A- Material
351
2- Define
B- Beams
352
2- Define
C- Slabs
353
2- Define
D- RC Walls
354
3- Draw
A- import Model
355
3- Draw
B- Columns
356
3- Draw
C- RC. Walls
357
3- Draw
D- Beams
358
3- Draw
E- Assign > Fixed Link
359
3- Draw
E- Draw > Fixed Link
360
3- Draw
F- Slabs
361
3- Draw
G- Void
362
4- Vertical Loads
A. Load Pattern
363
4- Vertical Loads
A. Assign Loads
364
5- Run and Check Model
365
5- Replicate
366
5- Replicate
367
6- Diaphragms
368
6- Diaphragms
369
7- Center Of Rigidity
370
8- Pier Label
371
8- Pier Label
372
8- Pier Label
373
9- Support
374
9- Support
375
10- Set Modifiers
10- Set Modifiers
A. Columns
376
10- Set Modifiers
A. Columns
377
10- Set Modifiers
B. Shear Walls
378
10- Set Modifiers
C. Beams
379
10- Set Modifiers
D. Slabs
380
11- Total Weight Of Building
381
382
12- Seismic Loads
A. Excel Sheet
383
384
12- Seismic Loads
B. Load Pattern
385
386
1. X + Ecc.
387
2. X - Ecc.
388
3. Y + Ecc.
389
4. Y - Ecc.
390
12- Seismic Loads
C. Load Combination
391
12- Seismic Loads
C. Load Combination
1. Ultimate = 1.40 Total D.L + 1.60 L.L
2. Seismic 1 = 1.12 Total D.L + 0.250 L.L + (X+Ecc.)

3. Seismic 2 = 1.12 Total D.L + 0.250 L.L - (X+Ecc.)
4. Seismic 3 = 1.12 Total D.L + 0.250 L.L + (X-Ecc.)
5. Seismic 4 = 1.12 Total D.L + 0.250 L.L - (X-Ecc.)
6. Seismic 5 = 1.12 Total D.L + 0.250 L.L + (Y+Ecc.)
7. Seismic 6 = 1.12 Total D.L + 0.250 L.L - (Y+Ecc.)
8. Seismic 7 = 1.12 Total D.L + 0.250 L.L + (Y-Ecc.)
9. Seismic 8 = 1.12 Total D.L + 0.250 L.L - (Y-Ecc.)
10. Seismic 9 = 0.90 Total D.L + (X+Ecc.)

11. Seismic 10 = 0.90 Total D.L - (X+Ecc.)
12. Seismic 11 = 0.90 Total D.L + (X-Ecc.)
13. Seismic 12 = 0.90 Total D.L - (X-Ecc.)
14. Seismic 13 = 0.90 Total D.L + (Y+Ecc.)
15. Seismic 14 = 0.90 Total D.L - (Y+Ecc.)
16. Seismic 15 = 0.90 Total D.L + (Y-Ecc.)
17. Seismic 16 = 0.90 Total D.L - (Y-Ecc.)
392
12- Seismic Loads
C. Load Combination
393
13- Run & OutPUt
1. Check Center Of Mass and Center Of Rigidity
394
Allowable Eccentricity :
ecc.X max = 0.150 Lx

ecc.Y max = 0.150 Ly
395
13- Run & OutPUt
2. Check Max Displacement
396
13- Run & OutPUt
2. Check Max Displacement
397
13- Run & OutPUt
3. RC Walls Internal Forces
398
13- Run & OutPUt
399
13- Run & OutPUt
400
13- Run & OutPUt
4. Columns Internal Forces
401
13- Run & OutPUt
402
13- Run & OutPUt
403
404
405
406
407
408
409
410
Benaa Academy
11 Design Of RC. Walls

Hesham Tarek 411
Design Of Shear Walls
By Sp Column
412
413
414
415
‫ملحوظات عيل الـ ‪Loads‬‬
‫قوة الضغط يف الـ ‪ Etabs‬تكون بالسالب و يف برنامج الـ ‪Sp‬‬

‫‪ Column‬تكون باملوجب‬
‫إذن فإنه يجب رضب الـ ‪ Normal Force‬يف ‪-1‬‬
‫وحدات برنامج الـ ‪ Etabs‬بالـ ‪ Ton‬ووحدات برنامج الـ ‪Sp‬‬

‫‪ Column‬بالـ ‪KN‬‬
‫اذن فإنه يجب رضب جميع القوى يف ‪10‬‬
‫يجب مراعاة إتجاهات العزوم حول الـ ‪Local Axies‬‬

‫يف برنامج اإليتابس‬
‫أخرض ــــــــــــــــــ ‪Local Axie 2-2‬‬
‫أزرق ــــــــــــــــــ ‪Local Axie 3-3‬‬
‫‪To Show Local Axies :‬‬

‫‪Set View Option > Pier Assignment > Local Axies‬‬
‫‪416‬‬
12 Foundation

Hesham Tarek 417
Foundation
.
.
Foundation
Shallow Deep
Foundation Foundation
Strip Isolated Combined Strap Beam

Raft Pile Caps Raft On Pile
Footing Footing Footing Footing

Hesham Tarek 418
.
.
2
3 >
2
3 <
<
=
B.C
2
= * * / =
2
/ 1.50 = L.L F.C
2
600 6 ..
2
/ 1.50 =
2
= * * / 1.50 =
5400 = 6 * 600 * 1.50 =
2 5400
360 = = =
10 * 1.50 B.C
1.50 2 2 2
400 = 600 *
2 2
3 = 3
/ /
2
3 >

Hesham Tarek 419
Shallow Foundation
.
.
.
.
20 <
30cm , 35cm , 40cm
.
.
Tpc Tpc
1:1
Tpc

Hesham Tarek 420
Shallow Foundation
.
.
30 =
50 =
40 =
50cm 75cm
75
Check Punching Check Shear

Punching Shear
Unsafe , Punching Shear
Force Pworking A footing Pworking

Stress = B.C = =
Area A footing B.C
C.G C.G
Normal Force Only
75
Tpc < 0.75

Hesham Tarek 421
Shallow Foundation
.
.
Support
Cantilevar
L1
L1
L1
L1 L1
/
t /m
L1
L1
L1
W=
2 L1 L1
M Short = W * L1
2
2
M Long = W * L1
2
W= t /m
/
M Short = M Long
L1 L1

Hesham Tarek 422
Shallow Foundation
.
.
C.G C.G
12
5
10
5 Cover
7
5 cm
5 cm
5 cm 5 cm
5 cm cm 5
5 cm
5 cm

Hesham Tarek 423
Shallow Foundation
.
.
L d = 60
12
10 8
12
10 8
60
60
60 60

Hesham Tarek 424
Shallow Foundation
.
.
Ld
Ld
L < Ld L L > Ld L
2
1.50 d mm / m
A s Min =
5 12 / m
70 cm
0.15 d 0.15 * 700 mm = 1050 mm2 / m

*
2 1050 mm2 / m
5 12 5 * 4 * 12 = 565 mm2 / m
2
A s Min = 1050 / = 5.20 6 16
4 * 16

Hesham Tarek 425
Shallow Foundation
.
.
.
.

Hesham Tarek 426
Shallow Foundation
.
.
15 25
3 16 4 16
6 8 /m 5 8 /m
Shear
Ld

Hesham Tarek 427
Shallow Foundation
.
.
6 16 /m

Hesham Tarek 428
Shallow Foundation
.
.

Hesham Tarek 429
Shallow Foundation
.
.
1.30 X 60
1.30 X 60

Hesham Tarek 430
Shallow Foundation
.
.
Deflection
2 8
1.00
1.00
L > 5.00
1.00 1.00
1.00
1.00
L > 8.00
70 60
X
70
60

Hesham Tarek 431
Shallow Foundation
.
.

Hesham Tarek 432
Shallow Foundation
.
.
.
.

Hesham Tarek 433
Shallow Foundation
.
.
Bearing Capacity
3
4
C.G C.G
1.25
0.75
5
M&N
0.60 1.40

Hesham Tarek 434
Shallow Foundation
.
.
3 2
m 4 m3
m2 m1
1 1
3 2 Stripe 3 Stripe 2
m top
m4 m2
m3 m1
.
Stripe 1 .
1
m 1 , m 2, m 3 , m 4
m top
.
.
3 2
m 1 , m 2, m 3 , m 4
min.
RFT Long - Top
RFT Short - Lower RFT Short - Lower
RFT Long - Lower

Hesham Tarek 435
Contact Us
www.facebook.com/bena2.academy
www.benaa-academy.com
+2-02-22733845 – 01148654444
El Serag Mall, Mkaram Ebied St, Tower no.1 , 2nd floor
Nasr city, Cairo , Egypt

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@(-1,0) @(0,5) @(-1,0) @(0,6)

Structural Design Benaa Academy

Structural Design Benaa Academy

Structural Design Benaa Academy

Structural Design Benaa Academy

Enter , Enter , Distance , Enter

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Draw All Example

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Layer Name Color LineType Line Weight

A. Columns 5 Continuous 0.50

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9.00 8.00 9.00

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9.00 8.00 9.00

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Structural Design Benaa Academy

8.00 2.50 2.50 8.00

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Structural Design Benaa Academy

Structural Design Benaa Academy

Structural Design Benaa Academy

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0.30 1.40 0.30

Structural Design Benaa Academy

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0.25 0.60 2.05 0.60

3.70 5.39 3.34

Structural Design Benaa Academy

3.00 3.00 5.00

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1.50 2.80 1.20 2.50

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2.50 2.00 5.00 2.00 2.50

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2.20 1.20 1.10 1.10 1.00 2.70 1.00

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Structural Design Diploma

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Finite Element Method