Etabs 2015

‫ﻟﺒﺮﻧﺎﻣﺞ‬ ‫اﻟﺘﻌﻠﻴﻤﻲ‬ ‫اﻟﺪﻟﻴﻞ‬
ETABS 2015
‫اﻟﺠﺰء‬
‫اﻷول‬
‫ـ‬
‫ﻓﻲ‬ ‫اﻟﻨﻤﺬﺟﺔ‬
‫ﻧﺎﻣﺞ‬‫ﺮ‬‫اﻟﺒ‬
‫)اﻟﻔﺼﻞ‬ ‫اﻷول‬ ‫اﻟﺠﺰء‬ ‫ﻣﻠﺤﻖ‬
5
(
‫ـ‬
‫ﺗﺼﻤﻴﻢ‬
‫اﻟﻌﻨﺎﺻﺮ‬
‫وﻓﻖ‬
‫اﻟﺨﺮﺳﺎﻧﻴﺔ‬
‫ﻳﻄﺎ‬‫ﺮ‬‫اﻟﺒ‬ ‫اﻟﻜﻮد‬
‫ﻧﻲ‬
BS 8110 - 97
0

ETABS 2015
‫اﻟﺠﺰء‬
‫اﻷول‬
‫ـ‬
5
(
‫ـ‬
‫وﻓﻖ‬
‫ﻧﻲ‬
BS 8110 - 97
1
‫ـ‬ ً‫ﻻ‬‫أو‬
‫ﻳﺔ‬‫ر‬‫اﻹﻃﺎ‬ ‫اﻟﻌﻨﺎﺻﺮ‬
) ‫اﻟﻜﻮد‬ ‫اﺧﺘﻴﺎر‬ ‫ﺗﻢ‬
BS 8110 - 97
‫اﻟﻮاﺣﺪات‬ ‫ﺟﻤﻠﺔ‬ ‫ﻫﻲ‬ ‫ﻓﻴﻪ‬ ‫اﻟﻤﺴﺘﺨﺪﻣﺔ‬ ‫اﻟﺠﻤﻠﺔ‬ ‫ﻷن‬ (
‫اﻟﻤ‬
.‫ﻳﺔ‬‫ﺮ‬‫ﺘ‬
‫اﻟﻤﺬﻛﻮر‬ ‫اﻟﻜﻮد‬ ‫ﻣﻦ‬ ‫ﻣﺘﺮﺟﻤﺔ‬ ‫أدﻧﺎﻩ‬ ‫اﻟﻤﺪوﻧﺔ‬ ‫اﻟﻔﻘﺮات‬‫و‬
‫ﻣﻌﻠﻮﻣﺎﺗﻪ‬ ‫ﺗﻌﺘﺒﺮ‬ ‫اﻟﺬي‬
‫اﻟ‬ ‫ﻣﻦ‬
‫ﻤﺮاﺟﻊ‬
‫ﻟﻠ‬ ‫اﻟﻨﻈﺮﻳﺔ‬
.‫ﻧﺎﻣﺞ‬‫ﺮ‬‫ﺒ‬
1.5
‫ﺗﺼﻤﻴﻢ‬ ‫وﻣﺼﻄﻠﺤﺎت‬ ‫رﻣﻮز‬
‫اﻹﻃﺎرﻳﺔ‬ ‫اﻟﻌﻨﺎﺻﺮ‬
) ‫اﻟﻜﻮد‬ ‫ﻓﻲ‬
BS
8110 - 97
(
:
Symbols and terminology design of concrete frame elements in
(BS 8110 - 97)
‫واﻟﻤﺼﻄﻠﺤﺎت‬ ‫اﻟﺮﻣﻮز‬ ‫اﻟﺘﺎﻟﻲ‬ ‫اﻟﺠﺪول‬ ‫ﻳﻮﺿﺢ‬
‫ﻳﺴﺘﺨﺪﻣﻬﺎ‬ ‫اﻟﺘﻲ‬
‫اﻟﻜﻮد‬
)
BS 8110
(
‫اﻟﻌﻨﺎﺻﺮ‬ ‫ﻟﺘﺼﻤﻴﻢ‬
‫اﻹﻃﺎرﻳﺔ‬
.
‫اﻟﺮﻣﺰ‬
‫اﻟﻌﺮﺑﻲ‬ ‫اﻟﻤﺼﻄﻠﺢ‬
‫اﻟﻮاﺣﺪة‬
‫اﻹﻧﻜﻠﻴﺰي‬ ‫اﻟﻤﺼﻄﻠﺢ‬
Acv
‫ﻣﺴﺎﺣﺔ‬
‫اﻟﻤﻘﻄﻊ‬
‫ﻟ‬ ‫اﻟﻤﻘﺎوﻣﺔ‬
‫ﻠﻘﺺ‬
mm2
Area of section for shear resistance
Ag
‫اﻟﻤﺴﺎﺣﺔ‬
‫ﻟﻠﻤﻘﻄﻊ‬ ‫اﻟﻜﻠﻴﺔ‬
mm2
Gross area of cross-section
AS
‫اﻟﺸﺪ‬ ‫ﺗﺴﻠﻴﺢ‬ ‫ﻣﺴﺎﺣﺔ‬
mm2
Area of tension reinforcement
A`S
‫اﻟﻀﻐﻂ‬ ‫ﺗﺴﻠﻴﺢ‬ ‫ﻣﺴﺎﺣﺔ‬
mm2
Area of compression reinforcement
Asc
‫اﻟ‬
‫ﻤﺴﺎﺣﺔ‬
‫ﻟ‬ ‫اﻟﻜﻠﻴﺔ‬
‫اﻟﻄﻮﻟﻲ‬ ‫ﻠﺘﺴﻠﻴﺢ‬
‫ﻟﻠﻌﻤﻮد‬
mm2
Total area of column longitudinal
reinforcement
Asv
‫اﻟﻜﻠﻴﺔ‬ ‫اﻟﻤﺴﺎﺣﺔ‬
‫ﻟ‬
‫ﻠﻌﻘﺪة‬
‫اﻟﻤﺤﻮر‬ ‫ﻋﻨﺪ‬
‫اﻟﺴﻠﻴﻢ‬
(‫اﻟﻄﺒﻴﻌﻲ‬ ‫أو‬ ‫)اﻟﻤﺤﺎﻳﺪ‬
mm2
Total cross-sectional area of link at the
neutral axis
Asv/Sv
‫ﺗ‬ ‫ﻣﺴﺎﺣﺔ‬
‫واﺣﺪة‬ ‫ﻓﻲ‬ ‫اﻟﻘﺺ‬ ‫ﺴﻠﻴﺢ‬
‫ﻟﻠﻌﻨﺼﺮ‬ ‫اﻟﻄﻮل‬
mm2
mm
Area of shear reinforcement per unit length
of the member

ETABS 2015
‫اﻟﺠﺰء‬
‫اﻷول‬
‫ـ‬
5
(
‫ـ‬
‫وﻓﻖ‬
‫ﻧﻲ‬
BS 8110 - 97
2
a
.‫اﻟﻤﻘﻄﻊ‬ ‫ﻣﻦ‬ ‫اﻟﻤﻀﻐﻮط‬ ‫اﻟﻌﻤﻖ‬
mm
Depth of compression block
b
‫ﻣﻦ‬ ‫اﻟﻤﻀﻐﻮﻃﺔ‬ ‫ﻟﻠﻤﻨﻄﻘﺔ‬ ‫اﻟﻔﻌﺎل‬ ‫اﻟﻌﺮض‬
mm
Width or effective width of the section in the
compression zone
b`
‫ﻟﻠﻤﻘﻄﻊ‬ ‫اﻷﻗﺼﺮ‬ ‫اﻟﺒﻌﺪ‬
mm
Shorter section dimension
bf
‫ﻋﺮض‬ ‫أو‬ ‫اﻟﻔﻌﺎل‬ ‫اﻟﻌﺮض‬
‫اﻟﺠﻨﺎح‬
‫أو‬
(‫)اﻟﺸﻔﺔ‬
‫ﻟﻤﻘﻄﻊ‬
‫اﻟﻜﻤﺮة‬
‫اﻟﻤﺠﻨﺢ‬
mm
Width or effective width of flange
bw
‫اﻟﺠﺴﺪ‬ ‫أو‬ ‫اﻟﺠﺬع‬ ‫ﻋﺮض‬
‫ﻟﻤﻘﻄﻊ‬
)
Web
‫ا‬ (
‫اﻟﻤﺠﻨﺢ‬ ‫ﻟﻜﻤﺮة‬
mm
Average web width of a flanged beam
C
‫اﻟﻀﻐﻂ‬ ‫ﻗﻮة‬
N
Compression force
d
‫اﻟﺸﺪ‬ ‫ﻟﺘﺴﻠﻴﺢ‬ ‫اﻟﻔﻌﺎل‬ ‫اﻟﻌﻤﻖ‬
mm
Effective depth of tension reinforcement
d`
‫اﻟ‬
‫ﻌﻤﻖ‬
‫ﺣﺘﻰ‬
‫ﻛﺰ‬
‫ﻣﺮ‬
‫اﻟﻀﻐﻂ‬ ‫ﺗﺴﻠﻴﺢ‬
mm
Depth to center of compression
reinforcement
Ec
‫اﻟﺨﺮﺳﺎﻧﺔ‬ ‫ﻣﺮوﻧﺔ‬ ‫ﻣﻌﺎﻣﻞ‬
Mpa
Modulus of elasticity of concrete
Es
‫ﻣﺮوﻧﺔ‬ ‫ﻣﻌﺎﻣﻞ‬
‫اﻟﺘﺴﻠﻴﺢ‬ ‫ﻓﻮﻻذ‬
Mpa
Modulus of elasticity of reinforcement
emin
‫اﻟﺪﻧﻴﺎ‬ ‫ﻛﺰﻳﺔ‬
‫اﻟﻼﻣﺮ‬
mm
Minimum eccentricity
fcu
‫اﻟﻤﻤﻴﺰة‬ ‫اﻟﻤﻜﻌﺒﻴﺔ‬ ‫اﻟﻤﻘﺎوﻣﺔ‬
‫ﺑﻌﺪ‬
28
‫ﻳﻮم‬
Mpa
Characteristic cube strength at 28 days
f `s
‫اﻟﻀﻐﻂ‬ ‫ﺗﺴﻠﻴﺢ‬ ‫ﻓﻲ‬ ‫اﻟﻀﻐﻂ‬ ‫إﺟﻬﺎد‬
‫ﻟﻠﻜﻤﺮة‬
Mpa
Compressive stress in a beam compression
steel
fy
‫اﻟﺸﺪ‬ ‫ﻣﻘﺎوﻣﺔ‬ ‫أو‬ ‫اﻟﻤﻤﻴﺰة‬ ‫اﻟﻤﻘﺎوﻣﺔ‬
(‫اﻟﺨﻀﻮع‬ ‫)ﺣﺪ‬ ‫اﻟﺘﺴﻠﻴﺢ‬ ‫ﻟﻔﻮﻻذ‬
Mpa
Characteristic strength reinforcement
fyv
‫اﻟﻌﻘﺪ‬ ‫ﺗﺴﻠﻴﺢ‬ ‫ﻟﻔﻮﻻذ‬ ‫اﻟﻤﻤﻴﺰة‬ ‫اﻟﻤﻘﺎوﻣﺔ‬
‫ﻣﻦ‬ ‫أﻗﻞ‬
< 460 Mpa
yv
f
Mpa
Characteristic strength of link
reinforcement. fyv < 460 Mpa
h
‫اﻟﺨﺎﺿﻊ‬ ‫ﻟﻠﻤﻘﻄﻊ‬ ‫اﻟﻜﻠﻲ‬ ‫اﻟﻌﻤﻖ‬
‫ﻟﻼﻧﻌﻄﺎف‬
mm
Overall depth of a section in the plane of
bending
hk
‫اﻟﻤﺠﻨﺢ‬ ‫ﻟﻠﻤﻘﻄﻊ‬ ‫اﻟﺠﻨﺎح‬ ‫ﺳﻤﺎﻛﺔ‬
mm
Flange thickness

ETABS 2015
‫اﻟﺠﺰء‬
‫اﻷول‬
‫ـ‬
5
(
‫ـ‬
‫وﻓﻖ‬
‫ﻧﻲ‬
BS 8110 - 97
3
K
‫اﻟﻌﺰم‬
‫اﻟﺘﺼﻤﻴﻤﻲ‬
cu
.f
2
/b.d
u
K=M
-
Normalized design moment
K`
) ‫ﻗﻴﻤﺔ‬
K
(
‫اﻟﻌﻈﻤﻰ‬
‫ﺧﺮﺳﺎﻧﻲ‬ ‫ﻟﻤﻘﻄﻊ‬
‫اﻟﺘﺴﻠﻴﺢ‬ ‫أﺣﺎدي‬
‫ﺗ‬ ..
) ‫ﺆﺧﺬ‬
0.156
(
‫ﻣﻊ‬
‫إﻋﺎدة‬ ‫أن‬ ‫اﻓﺘﺮاض‬
‫ﺗﻮزﻳﻊ‬
‫اﻟﻌﺰم‬
‫ﺑﻨﺴﺒﺔ‬
)
10%
.(
-
Maximum (K) for a singly reinforced
concrete section, taken as 0.156 by
assuming that moment redistribution is
limited to 10%
K1
‫اﻟﻤﺴﻨﺪ‬ ‫ﻓﻲ‬ ‫اﻟﻘﺺ‬ ‫ﻣﻘﺎوﻣﺔ‬ ‫زﻳﺎدة‬ ‫ﻣﻌﺎﻣﻞ‬
‫اﻟﻤﻀﻐﻮط‬
-
Shear strength enhancement factor for
support compression
K2
‫اﻟﻘﺺ‬ ‫ﻣﻘﺎوﻣﺔ‬ ‫ﻣﻌﺎﻣﻞ‬
‫ﻟﻠﺨﺮﺳﺎﻧﺔ‬
0.333
/ 25)
cu
= (f
2
K
-
Concrete shear strength factor
K2 = (fcu / 25)0.333
le
‫ﻟﻠﻌﻤﻮد‬ ‫اﻟﻔﻌﺎل‬ ‫اﻟﻄﻮل‬
mm
Effective height of a column
l0
‫اﻟﻤﺴﺎﻧﺪ‬ ‫ﺑﻴﻦ‬ ‫اﻟﺼﺎﻓﻴﺔ‬ ‫اﻟﻤﺴﺎﻓﺔ‬
mm
Clear height between end restraints
M
‫اﻟﻌ‬
‫ﺰ‬
‫اﻟﻤﻘﻄﻊ‬ ‫ﻓﻲ‬ ‫اﻟﺘﺼﻤﻴﻢ‬ ‫م‬
N.mm
Design moment at a section
M1, M2
‫اﻟﻌﻤﻮد‬ ‫ﻓﻲ‬ ‫واﻷدﻧﻰ‬ ‫اﻷﻛﺒﺮ‬ ‫اﻟﻌﺰﻣﺎن‬
‫اﻟﻨﺤﻴﻒ‬
N.mm
Smaller and larger end moments in slender
column
Mi
‫اﻟ‬
‫ﻋﻨ‬ ‫ﻌﺰم‬
‫أول‬ ‫ﺪ‬
‫ﻧﻘﻄﺔ‬
‫ﻣﻦ‬
‫اﻹﺿﺎﻓﻲ‬ ‫اﻟﻌﺰم‬
‫اﻷﻋﻈﻤﻲ‬
N.mm
Initial moment at the point of maximum
additional moment
Mx , My
‫اﻟﻤﺤﻮرﻳﻦ‬ ‫ﺣﻮل‬ ‫اﻟﻤﻄﺒﻖ‬ ‫اﻟﻌﺰﻣﺎن‬
‫ﻟﻠﻌﻤﻮد‬ ‫واﻟﺜﺎﻧﻮي‬ ‫اﻟﺮﺋﻴﺴﻲ‬
N.mm
Applied moments about the major and minor
axes of a column
N
‫اﻟﺤﺪﻳﺔ‬ ‫واﻟﻤﺤﻮرﻳﺔ‬ ‫ﻟﺔ‬‫ﻮ‬‫اﻟﺤﻤ‬
N
Ultimate axial load
sv
‫اﻟﻌﻘﺪ‬ ‫ﺑﻴﻦ‬ ‫اﻟﺘﺒﺎﻋﺪ‬
‫ﻣﺴﺎر‬ ‫ﻃﻮل‬ ‫ﻋﻠﻰ‬
mm
Spacing of the links along the length of the
beam
T
‫اﻟﻔﺘﻞ‬ ‫ﻗﻮة‬
(‫)اﻟﻠﻲ‬
N
Tension force
V
‫اﻟﺤﺪﻳﺔ‬ ‫اﻟﻘﺼﻮى‬ ‫اﻟﺘﺼﻤﻴﻤﻴﺔ‬ ‫اﻟﻘﺺ‬ ‫ﻗﻮة‬
N
Design shear force at ultimate design load
v
‫إ‬
‫ﺟﻬﺎد‬
‫اﻟﺘﺼﻤﻴﻤﻲ‬ ‫اﻟﻘﺺ‬
‫اﻟﻤﻘﻄﻊ‬ ‫ﻓﻲ‬
MPa
Design shear stress at a beam cross-section
or at a punch critical section

ETABS 2015
‫اﻟﺠﺰء‬
‫اﻷول‬
‫ـ‬
5
(
‫ـ‬
‫وﻓﻖ‬
‫ﻧﻲ‬
BS 8110 - 97
4
‫اﻟﻜﻠﻲ‬
‫ﻟﻠﻜﻤﺮة‬
‫أو‬ ،
‫اﻟﺜﻘﺐ‬ ‫ﻣﻘﻄﻊ‬ ‫ﻋﻨﺪ‬
‫اﻟﺤﺮج‬
vc
‫ﻣﻘﺎوﻣﺔ‬
‫اﻟﻘﺺ‬ ‫إﺟﻬﺎد‬
‫اﻟﺤﺪي‬
‫اﻟﺨﺮﺳﺎﻧﻴﺔ‬ ‫اﻟﻜﻤﺮة‬ ‫ﻓﻲ‬
MPa
Design ultimate shear stress resistance of a
concrete beam
v`c
‫اﻟﻤﺼﺤﺢ‬ ‫اﻟﺘﺼﻤﻴﻤﻲ‬ ‫اﻟﻘﺺ‬ ‫إﺟﻬﺎد‬
‫ﻣﻦ‬
‫أﺟﻞ‬
‫اﻟﻤﺤﻮرﻳﺔ‬ ‫اﻟﺤﻤﻮﻻت‬
MPa
Design concrete shear stress corrected for
axial forces
vx , vy
‫اﻟﺘﺼﻤﻴﻤﻲ‬ ‫اﻟﺤﺪي‬ ‫اﻟﻘﺺ‬ ‫إﺟﻬﺎد‬
‫ﻟ‬
‫اﻟﺨﺮﺳﺎﻧﻲ‬ ‫ﻠﻤﻘﻄﻊ‬
MPa
Design ultimate shear stress of a concrete
section
x
‫أو‬ ‫)اﻟﻤﺤﺎﻳﺪ‬ ‫اﻟﺴﻠﻴﻢ‬ ‫اﻟﻤﺤﻮر‬ ‫ﻋﻤﻖ‬
(‫اﻟﻄﺒﻴﻌﻲ‬
mm
Neutral axis depth
xbal
‫اﻟﺴﻠﻴﻢ‬ ‫اﻟﻤﺤﻮر‬ ‫ﻋﻤﻖ‬
‫اﻟﻤﺘﻮازن‬
mm
Depth of neutral axis in a balanced section
z
‫اﻟﻤﻘﻄﻊ‬ ‫ﻓﻲ‬ ‫اﻟﻌﺰم‬ ‫ذراع‬
mm
Lever arm

‫اﻟﻔﻌﺎل‬ ‫اﻟﻄﻮل‬ ‫ﻣﻌﺎﻣﻞ‬
‫ـ‬
Effective length factor
b
‫إ‬ ‫ﻣﻌﺎﻣﻞ‬
‫اﻟﻌﻨﺼﺮ‬ ‫ﻓﻲ‬ ‫اﻟﻌﺰم‬ ‫ﺗﻮزﻳﻊ‬ ‫ﻋﺎدة‬
‫ـ‬
Moment redistribution factor in a member
f
‫ﻣﻌﺎﻣﻞ‬
‫اﻷ‬
‫ﻣﺎن‬
‫ﻟ‬ ‫اﻟﺠﺰﺋﻲ‬
‫ﻠﺤﻤﻮﻟﺔ‬
-
Partial safety factor for load
m
‫اﻟﻤﺎدة‬ ‫ﻟﻤﺘﺎﻧﺔ‬ ‫اﻟﺠﺰﺋﻲ‬ ‫اﻷﻣﺎن‬ ‫ﻣﻌﺎﻣﻞ‬
-
Partial safety factor for material strength
c
‫ﻟﻠﺨﺮﺳﺎﻧﺔ‬ ‫اﻷﻋﻈﻤﻲ‬ ‫اﻻﻧﻔﻌﺎل‬
-
Maximum concrete strain = 0.0035
s
‫اﻟﺸﺪ‬ ‫ﺗﺴﻠﻴﺢ‬ ‫اﻧﻔﻌﺎل‬
-
Strain in tension steel
`s
‫اﻟﻀﻐﻂ‬ ‫ﺗﺴﻠﻴﺢ‬ ‫اﻧﻔﻌﺎل‬
-
Strain in compression steel

ETABS 2015
‫اﻟﺠﺰء‬
‫اﻷول‬
‫ـ‬
5
(
‫ـ‬
‫وﻓﻖ‬
‫ﻧﻲ‬
BS 8110 - 97
5
2.5
‫اﻟﺤﻤﻮﻻت‬ ‫ﺗﺮاﻛﻴﺐ‬
:
Design Load Combinations
‫اﻟﺘﺼﻤﻴﻤﻴﺔ‬ ‫اﻟﺤﻤﻮﻻت‬ ‫ﺗﺮاﻛﻴﺐ‬ ‫ﺗﺤﺪد‬
‫ﺑﻤ‬ ‫ﺗﺘﻌﻠﻖ‬ ‫ﺗﺼﻌﻴﺪ‬ ‫ﻣﻌﺎﻣﻼت‬ ‫إﻟﻰ‬ ‫ﺑﺎﻻﺳﺘﻨﺎد‬
) ‫اﻟﺠﺰﺋﻲ‬ ‫اﻷﻣﺎن‬ ‫ﻌﺎﻣﻞ‬
f

(
‫اﻟﺴﺎﺑﻘﺔ‬ ‫اﻟﻔﻘﺮة‬ ‫ﻓﻲ‬ ‫اﻟﻤﺬﻛﻮر‬
)
BS 2.4.1.3
.(
‫إذا‬
‫ا‬ ‫إﻟﻰ‬ ‫اﻟﻤﻨﺸﺄ‬ ‫ﺗﻌﺮض‬
) ‫اﻟﻤﻴﺘﺔ‬ ‫ﻟﺤﻤﻮﻻت‬
Dl
) ‫واﻟﺤﻴﺔ‬ (
LL
‫ﻓﻘﻂ‬ (
،
‫ﻓ‬
‫اﻷﺳﺎﺳﻲ‬ ‫اﻟﺤﻤﻮﻻت‬ ‫ﻛﻴﺐ‬
‫ﺗﺮ‬ ‫ﻴﻌﺘﻤﺪ‬
)
1.4 DL + 1.6 LL
(
‫ﺗﻌﺮض‬ ‫إذا‬ ‫أﻣﺎ‬ .
‫ﺑﺎﻹﺿﺎﻓﺔ‬
‫ﻟ‬
‫ﻠ‬
‫ﺤﻤﻮﻻت‬
‫اﻟﻤﺬﻛﻮرة‬
‫إﻟﻰ‬
‫أﺧﺮى‬ ‫ﺣﻤﻮﻻت‬
‫ﻛ‬
) ‫ﺎﻟﺮﻳﺎح‬
WL
(
‫أو‬
) ‫اﻟﺰﻻزل‬
EL
(
،
‫اﻟﺘﺎﻟﻴﺔ‬ ‫اﻟﺘﺮاﻛﻴﺐ‬ ‫ﻋﻠﻰ‬ ‫ﻓﻴﺼﻤﻢ‬
)
BS 2.4.3
(
:
1.4 D
1.4 D + 1.6 L
1.0 D + 1.4 W
1.4 D + 1.4 W
1.2 D + 1.2 L + 1.2 W
1.0 D + 1.4 E
1.4 D + 1.4 E
1.2 D + 1.2 L + 1.2 E
3.5
‫اﻟﺘﺼﻤﻴﻤ‬ ‫اﻟﻤﻘﺎوﻣﺔ‬
‫ﻴ‬
:‫ﺔ‬
Design Strength
‫ﻋﻠﻰ‬ ‫اﻟﺤﺼﻮل‬ ‫ﻳﺘﻢ‬
‫اﻟ‬
‫ﻤﻘﺎوﻣﺎت‬
‫ﻟﻠﺨﺮﺳﺎﻧﺔ‬ ‫اﻟﺘﺼﻤﻴﻤﻴﺔ‬
‫اﻟﺘﺴﻠﻴﺢ‬ ‫وﻓﻮﻻذ‬
‫ـﺰة‬‫ﻴ‬‫اﻟﻤﻤ‬ ‫ـﺎت‬‫ﻣ‬‫اﻟﻤﻘﺎو‬ ‫ـﻤﺔ‬‫ﺴ‬‫ﻗ‬ ‫ـﻞ‬‫ﺻ‬‫ﺣﺎ‬ ‫ـﻦ‬‫ﻣ‬
) ‫ﺟﺰﺋﻲ‬ ‫أﻣﺎن‬ ‫ﻣﻌﺎﻣﻞ‬ ‫ﻋﻠﻰ‬ ،‫ﻟﻠﻤﺎدﺗﻴﻦ‬
m

(
‫ﻳﻠﻲ‬ ‫ﻛﻤﺎ‬‫ﻳﺆﺧﺬ‬
)
BS 2.4.4.1
(
:
)
= 1.50
m

‫أﺟﻞ‬ ‫ﻣﻦ‬ (
.‫اﻟﺨﺮﺳﺎﻧﺔ‬ ‫ﻓﻲ‬ ‫ﻳﺔ‬‫ر‬‫اﻟﻤﺤﻮ‬ ‫واﻟﺤﻤﻮﻻت‬ ‫اﻻﻧﻌﻄﺎف‬
)
= 1.25
m

‫اﻟﻘﺺ‬
‫ﺧ‬ ‫ﺗﺴﻠﻴﺢ‬ ‫ﺑﺪون‬
‫ﺎص‬
‫ﺑﺎﻟﻘﺺ‬
.
)
= 1.15
m

‫اﻟ‬
.‫اﻟﺘﺴﻠﻴﺢ‬ ‫ﻓﻮﻻذ‬ ‫ﻓﻲ‬ ‫واﻟﻀﻐﻂ‬ ‫ﺸﺪ‬
4.5
‫اﻷﻋﻤﺪة‬ ‫ﺗﺼﻤﻴﻢ‬
:
Column Design
‫ﺗﺤﺪﻳﺪ‬ ‫ﻟﻠﻤﺴﺘﺜﻤﺮ‬ ‫ﻳﻤﻜﻦ‬
‫و‬ ‫ﻣﻘﺪار‬
‫اﻟﺘ‬ ‫ﺗﻮﺿﻊ‬
‫اﻟﺘﺤﻘﻴﻖ‬ ‫ﺑﻌﻤﻠﻴﺔ‬ ‫اﻟﺒﺮﻧﺎﻣﺞ‬ ‫ﻳﻘﻮم‬ ‫ﺣﻴﺚ‬ ،‫اﻟﻌﻤﻮد‬ ‫ﻓﻲ‬ ‫ﺴﻠﻴﺢ‬
‫ﻟﻢ‬ ‫وإذا‬ .
‫ﻧﺎﻣﺞ‬‫ﺮ‬‫اﻟﺒ‬ ‫ﻓﺈن‬ ،‫ﺑﺬﻟﻚ‬ ‫اﻟﻤﺴﺘﺜﻤﺮ‬ ‫ﻳﻘﻢ‬
‫ﻳﺤﺴﺐ‬
‫اﻟﻼزﻣﺔ‬ ‫اﻟﺘﺴﻠﻴﺢ‬ ‫ﻛﻤﻴﺔ‬
‫ﻟﻠﻌﻤﻮد‬
‫وﻓﻖ‬
‫اﻟﺘﺎﻟﻴﺔ‬ ‫اﻟﺨﻄﻮات‬
:
1
.
‫اﻟﺒﺮﻧﺎﻣﺞ‬ ‫ﻳﻘﻮم‬
.‫اﻟﻌﻤﻮد‬ ‫ﻣﻘﻄﻊ‬ ‫اﺗﺠﺎﻫﻲ‬ ‫ﻓﻲ‬ ‫اﻻﻧﻌﻄﺎف‬ ‫وﻋﺰﻣﻲ‬ ‫اﻟﻤﺤﻮرﻳﺔ‬ ‫اﻟﻘﻮة‬ ‫ﺑﺤﺴﺎب‬
‫وﺑﻌﺪﻫﺎ‬
‫ﺗﻮﻟﻴﺪ‬ ‫ﻳﺘﻢ‬
‫ﻣﺨﻄﻄﺎت‬
‫ﺳﻄﻮح‬ ‫أو‬
) ‫اﻟﺘﺮاﺑﻂ‬
Interaction surfaces
‫اﻟﻌﺰوم‬‫و‬ ‫اﻟﻘﻮى‬ ‫ﻫﺬﻩ‬ ‫ﺑﻴﻦ‬ (
‫ﻛﻤﺎ‬
‫أدﻧﺎﻩ‬ ‫ﻣﻮﺿﺢ‬ ‫ﻫﻮ‬
.
..
)
BS
3.8.4.1
.(

ETABS 2015
‫اﻟﺠﺰء‬
‫اﻷول‬
‫ـ‬
5
(
‫ـ‬
‫وﻓﻖ‬
‫ﻧﻲ‬
BS 8110 - 97
6
2
‫اﻟﺘﺴﻠﻴﺢ‬ ‫ﻧﺴﺒﺔ‬ ‫ﺣﺴﺎب‬ ‫ﻳﺘﻢ‬ .
‫اﻟﻄﻮﻟﻲ‬
‫اﻟﻼزﻣﺔ‬
‫ﻟﻤﻘﺎوﻣﺔ‬
‫اﻟﺤﻤﻮﻟﺔ‬
‫اﻟﻤﺼﻌﺪة‬ ‫اﻟﻤﺤﻮرﻳﺔ‬
‫ﻣﻦ‬
‫ﺗﺤﻤﻴﻞ‬ ‫ﺣﺎﻟﺔ‬ ‫ﻛﻞ‬
.
3
.‫اﻟﻼزﻣﺔ‬ ‫اﻟﻘﺺ‬ ‫ﺗﺴﻠﻴﺢ‬ ‫ﻧﺴﺒﺔ‬ ‫ﺣﺴﺎب‬ ‫ﻳﺘﻢ‬ .
1.4.5
‫اﻻﻧﺤﻨﺎء‬ ‫أﺟﻞ‬ ‫ﻣﻦ‬ ‫اﺑﻂ‬‫ﺮ‬‫اﻟﺘ‬ ‫ﺳﻄﻮح‬ ‫ﺗﻮﻟﻴﺪ‬
‫اﻟﻤﺰدوج‬
:
Generation of Biaxial Interaction Surfaces
‫ﻧﻘﻄﺔ‬ ‫ﺧﻼل‬ ‫ﻣﻦ‬ ‫اﻻﻧﻌﻄﺎف‬ ‫ﻣﻊ‬ ‫اﻟﻤﺤﻮرﻳﺔ‬ ‫ﻟﻠﻘﻮى‬ ‫اﻟﻌﻤﻮد‬ ‫ﺗﺤﻤﻞ‬ ‫ﻗﺪرة‬ ‫ﺗﻤﺜﻴﻞ‬ ‫ﻳﺠﺮي‬
‫ﻣﺎ‬
‫اﻟﺘﺮاﺑﻂ‬ ‫ﻣﺨﻄﻂ‬ ‫ﻋﻠﻰ‬
‫اﻟﺒﺮﻧﺎ‬ ‫ﻳﻮﻟﺪﻩ‬ ‫اﻟﺬي‬
‫ﺑﺸ‬ ‫ﻣﺞ‬
.‫ﻣﺤﺎور‬ ‫ﺛﻼﺛﺔ‬ ‫ﻋﻠﻰ‬ ‫ﻓﺮاﻏﻲ‬ ‫ﻜﻞ‬
‫اﻟﻤﺤﻮرﻳﻦ‬ ‫اﺗﺠﺎﻫﻲ‬ ‫ﻓﻲ‬ ‫اﻻﻧﻌﻄﺎف‬ ‫وﻋﺰﻣﻲ‬ ‫اﻟﻤﺤﻮرﻳﺔ‬ ‫اﻟﻘﻮة‬ ‫ﺑﺈﺣﺪاﺛﻴﺎت‬ ‫اﻟﻨﻘﻄﺔ‬ ‫ﻫﺬﻩ‬ ‫ﻋﻦ‬ ‫ﻳﻌﺒﺮ‬
‫اﻟﻌﺎﻣﻴﻦ‬
)
Y
X ,
(
) ‫اﻟﺸﻜﻞ‬ ‫ﻓﻲ‬ ‫ﻛﻤﺎ‬
1.5
.(
‫اﻟﺨﻄﻴﺔ‬ ‫اﻻﻧﻔﻌﺎﻻت‬ ‫ﺗﻨﺎوب‬ ‫ﺧﻼل‬ ‫ﻣﻦ‬ ‫اﻟﻨﻘﺎط‬ ‫ﻫﺬﻩ‬ ‫إﺣﺪاﺛﻴﺎت‬ ‫ﺗﺤﺪﻳﺪ‬ ‫ﻳﺘﻢ‬
) ‫ﻟﻠﻌﻤﻮد‬
c

(
)
linear strain
(
‫اﻟﻔﺮاغ‬ ‫ﻓﻲ‬
‫ﻗﻴﻤ‬ ‫ﺗﺴﺎوي‬ ‫واﻟﺘﻲ‬
) ‫اﻟﻘﺼﻮى‬ ‫ﺘﻬﺎ‬
0.0035
) ...(
BS 3.4.4.4
.(
‫اﻟﺸﻜﻞ‬
1.5
.‫ﻟﻌﻤﻮد‬ ‫ﻧﻤﻮذﺟﻲ‬ ‫اﺑﻂ‬‫ﺮ‬‫ﺗ‬ ‫ﺳﻄﺢ‬
Typical Column Interaction Surface
‫اﻟﻤﻨﺤﻨﻲ‬
1
2
3
‫اﻟﻤﺤﻮري‬ ‫اﻟﻀﻐﻂ‬
y
M
x
M
0
+ P
0
P
-
by
M
x
b
M
by
P
bx
P
max
P
‫اﻟﻤﺤﻮري‬ ‫اﻟﺸﺪ‬

ETABS 2015
‫اﻟﺠﺰء‬
‫اﻷول‬
‫ـ‬
5
(
‫ـ‬
‫وﻓﻖ‬
‫ﻧﻲ‬
BS 8110 - 97
7
:‫اﻟﺘﺎﻟﻴﺔ‬ ‫اﻟﻌﻼﻗﺔ‬ ‫ﻋﻠﻰ‬ ‫ﺑﺎﻻﻋﺘﻤﺎد‬ ‫اﻟﺨﺮﺳﺎﻧﺔ‬ ‫ﻓﻲ‬ ‫اﻟﻀﻐﻂ‬ ‫إﺟﻬﺎد‬ ‫ﻳﺤﺴﺐ‬

... ( . . . )
cu
u
m
0.67 f
= 0.45 f BS 3 4 4 1
) ‫اﻟﻤﺮوﻧﺔ‬ ‫ﺣﺪود‬ ‫ﺿﻤﻦ‬ ‫اﻟﺘﺴﻠﻴﺢ‬ ‫ﻓﻲ‬ ‫اﻹﺟﻬﺎد‬ ‫ﻳﺤﺴﺐ‬ ‫ﻛﻤﺎ‬
y
f
) ‫اﻟﻤﺮوﻧﺔ‬ ‫ﺑﻤﻌﺎﻣﻞ‬ ‫اﻟﻔﻮﻻذ‬ ‫اﻧﻔﻌﺎل‬ ‫ﺟﺪاء‬ ‫ﻣﻦ‬ (
s

s
. E
‫ﻗﻀﻴﺐ‬ ‫ﻛﻞ‬‫ﻣﻮﺿﻊ‬ ‫أﺧﺬ‬ ‫ﻣﻊ‬ (
‫ﻗﻀ‬ ‫ﻣﻦ‬
‫ﺑﺎﻻﻋﺘﺒﺎر‬ ‫اﻟﻤﻘﻄﻊ‬ ‫ﻓﻲ‬ ‫اﻟﺘﺴﻠﻴﺢ‬ ‫ﺒﺎن‬
) ‫اﻟﺸﻜﻞ‬ ‫ﻓﻲ‬ ‫ﻛﻤﺎ‬
5
.
2
،(
) ‫ﻫﻮ‬ ‫اﻟﺨﺮﺳﺎﻧﻲ‬ ‫اﻟﻤﻘﻄﻊ‬ ‫ﻣﻦ‬ ‫اﻟﻤﻀﻐﻮﻃﺔ‬ ‫اﻟﻤﻨﻄﻘﺔ‬ ‫ﻋﺮض‬ ‫ﻫﻨﺎ‬ ‫ﻳﻌﺘﺒﺮ‬
m

/
u
c
67 f
0.
،(
‫ﺗﺴﻠﻴﺢ‬ ‫ﺗﺄﺛﻴﺮ‬ ‫أﺧﺬ‬ ‫ﻣﻊ‬
.‫وﺟﻮدﻩ‬ ‫ﺣﺎل‬ ‫ﻓﻲ‬ ‫اﻟﺤﺴﺎب‬ ‫ﻓﻲ‬ ‫اﻟﻀﻐﻂ‬
2.5.5
:‫اﻷﻋﻤﺪة‬ ‫ﺗﺤﻤﻞ‬ ‫ﻗﺪرة‬ ‫ﺗﺤﻘﻴﻖ‬
Check Column Capacity
‫ﻧﺎﻣﺞ‬‫ﺮ‬‫اﻟﺒ‬ ‫ﻳﻘﻮم‬
‫ﺗﺮ‬ ‫ﻛﻞ‬‫ﺗﺤﺖ‬ ‫ﻋﻤﻮد‬ ‫ﺗﺤﻤﻞ‬ ‫ﻗﺪرة‬ ‫ﻣﻦ‬ ‫ﺑﺎﻟﺘﺤﻘﻖ‬
‫اﻟﻤﺨﺘﺎرة‬ ‫اﻟﺤﻤﻮﻻت‬ ‫ﺗﺮاﻛﻴﺐ‬ ‫ﻣﻦ‬ ‫ﻛﻴﺐ‬
‫و‬ ،
‫ذﻟﻚ‬
) ‫ﻣﻌﺎﻳﻨﺔ‬ ‫ﻣﺤﻄﺔ‬ ‫ﻛﻞ‬‫ﻋﻨﺪ‬
Station Location
‫و‬ .(
‫ﻧﺎﻣﺞ‬‫ﺮ‬‫اﻟﺒ‬ ‫ﻳﺴﺘﺨﺪم‬
‫ذﻟﻚ‬ ‫ﻓﻲ‬
‫اﻟﺘﺎﻟﻴﺔ‬ ‫اﻟﺨﻄﻮات‬
:
x
d`
c = 0.0035
1
s

2
s

3
s

4
s
 4
s
T
3
s
T
2
s
C
C
1
s
C
0. 0.67 fcu/m
2.5
‫ﻛﻴﻔﻴﺔ‬
/‫اﻹﺟﻬﺎد‬ ‫ﻳﻊ‬‫ز‬‫ﺗﻮ‬
.‫اﻟﻌﻤﻮد‬ ‫ﻣﻘﻄﻊ‬ ‫ﻓﻲ‬ ‫اﻻﻧﻔﻌﺎل‬
Idealization of Stress/Strain Distribution in a Column Section
‫اﻹﺟﻬﺎدات‬ ‫ﻣﺨﻄﻂ‬
Stress Diagram
‫اﻻﻧﻔﻌﺎﻻت‬ ‫ﻣﺨﻄﻂ‬
Strain Diagram
‫اﻟﺨﺮﺳﺎﻧﺔ‬ ‫ﻣﻘﻄﻊ‬
Concrete Section
a

ETABS 2015
‫اﻟﺠﺰء‬
‫اﻷول‬
‫ـ‬
5
(
‫ـ‬
‫وﻓﻖ‬
‫ﻧﻲ‬
BS 8110 - 97
8
1
.
‫ﺗﺤﺪﻳﺪ‬
) ‫اﻟﻤﺼﻌﺪة‬ ‫اﻟﻘﻮى‬
‫اﻟﻘﺺ‬ ‫وﻗﻮى‬ ‫واﻟﻌﺰم‬ ‫اﻟﻤﺤﻮرﻳﺔ‬ ‫اﻟﻘﻮة‬
(
‫ﺗﺤﻤﻴﻞ‬ ‫ﺣﺎﻟﺔ‬ ‫ﻛﻞ‬‫ﻣﻦ‬
‫ﻣﺨﺘﺎرة‬
‫وﺑﺎﺗﺠﺎﻫﻲ‬ ،
‫ﻣﻘﻄﻊ‬
‫اﻟﻌﻤﻮد‬
)
33
, M
22
, M
3
, V
2
N , V
.(
2
‫ﺗﺤﺪﻳﺪ‬ .
‫و‬ ،‫ﻋﻨﻬﺎ‬ ‫اﻟﻨﺎﺗﺠﺔ‬ ‫واﻟﻌﺰوم‬ ‫ﻳﺔ‬‫ر‬‫اﻟﻤﺤﻮ‬ ‫اﻟﺤﻤﻮﻟﺔ‬ ‫ﻛﺰﻳﺔ‬
‫ﻻﻣﺮ‬
‫اﻟ‬
‫ﻌﺰوم‬
‫ﻣﻦ‬
.‫وﺟﺪت‬ ‫إن‬ ‫اﻟﺘﺤﻨﻴﺐ‬
3
.
.‫اﻟﻜﻠﻲ‬ ‫اﻟﺘﺼﻤﻴﻢ‬ ‫اﻟﻌﺰم‬ ‫ﺣﺴﺎب‬
1.2.5.5
‫اﻟﻤﺮﺑﻮﻃﺔ‬ ‫اﻷﻋﻤﺪة‬ ‫ﺣﺎﻟﺔ‬
ً‫ﺎ‬‫ﺟﺎﻧﺒﻴ‬
:
Braced Column
‫ﻓﻲ‬ ‫اﻟﺮﺑﻂ‬ ‫ﻣﺴﺘﻮي‬ ‫ﻓﻲ‬ ‫اﻟﺘﺤﻨﻴﺐ‬ ‫ﻋﻦ‬ ‫اﻟﻨﺎﺗﺠﺔ‬ ‫اﻹﺿﺎﻓﻴﺔ‬ ‫اﻟﻌﺰوم‬ ‫ﺗﺤﺴﺐ‬
‫ﻟﻸ‬
‫اﻟﻤﺮﺑﻮﻃﺔ‬ ‫ﻋﻤﺪة‬
ً‫ﺎ‬‫ﺟﺎﻧﺒﻴ‬
:‫ﻳﻠﻲ‬ ‫ﻛﻤﺎ‬
... ( )
add u
M = Na BS 3.8.3.1
) ‫ﺣﻴﺚ‬
u
a
) ‫اﻷﻗﺼﻰ‬ ‫اﻟﺤﺪ‬ ‫ﺣﺎﻟﺔ‬ ‫ﻓﻲ‬ ‫اﻻﻧﺤﻨﺎء‬ (
ultimate limit state
(
:‫ﻳﻠﻲ‬ ‫ﻛﻤﺎ‬‫وﺗﻌﻄﻰ‬ ،
u a
a = .K.h

e 2
a
l
1
= ( )
2000 b

)
e
l
) ‫ﻟﻠﻌﻤﻮد‬ ‫اﻟﻔﻌﺎل‬ ‫اﻟﻄﻮل‬ (
0
. l

=
e
l
.(
)
0

‫اﻟﻔﻌﺎل‬ ‫اﻟﻄﻮل‬ ‫ﻣﻌﺎﻣﻞ‬ (
) ‫و‬
33
or l
22
= l
0
l
‫ﺑﻴﻦ‬ ‫اﻟﻌﻤﻮد‬ ‫ﻃﻮل‬ (
‫اﻻﺳﺘﻨﺎد‬ ‫أو‬ ‫اﻟﺮﺑﻂ‬ ‫ﻋﻘﺪﺗﻲ‬
‫ﺑﺤﺴﺐ‬
‫اﻻﺗﺠﺎﻩ‬
‫اﻟﻤﻌﺘﺒﺮ‬
.
)
K
(
‫اﻻﻧﺤﻨﺎء‬ ‫ﺗﺼﺤﻴﺢ‬ ‫ﻣﻌﺎﻣﻞ‬
‫ﻳﺆ‬
) ‫اﺣﺪ‬‫ﻮ‬‫ﻟﻠ‬ ً‫ﺎ‬‫ﻳ‬‫و‬‫ﻣﺴﺎ‬ ‫ﺧﺬ‬
1
.(
)
b
‫اﻻﻧﺤﻨﺎء‬ ‫اﺗﺠﺎﻩ‬ ‫ﻓﻲ‬ ‫اﻟﻌﻤﻮد‬ ‫ﻣﻘﻄﻊ‬ ‫ﺑﻌﺪ‬ (
) ‫و‬
h
‫اﻵﺧﺮ‬ ‫اﻟﺒﻌﺪ‬ (
.
‫ﻳﻘﻮم‬
‫اﻟﺘﺤﻠﻴﻞ‬ ‫ﺑﻌﺪ‬ ‫ﻧﺎﻣﺞ‬‫ﺮ‬‫اﻟﺒ‬
‫اﻟﻌﺰ‬ ‫ﺑﺤﺴﺎب‬
‫وم‬
،‫اﻟﺤﻤﻮﻻت‬ ‫ﺗﺮاﻛﻴﺐ‬ ‫ﻣﻦ‬ ‫اﻟﻜﻠﻴﺔ‬
‫و‬
‫ا‬ ‫اﻟﻌﺰم‬ ‫ﻳﻌﺘﻤﺪ‬
‫ﻟﺘﺼﻤﻴﻤﻲ‬
‫اﻷﻛﺒﺮ‬
:‫اﻟﺘﺎﻟﻴﺔ‬ ‫اﻟﻘﻴﻢ‬ ‫ﻣﻦ‬
) ‫ﻛﺎن‬‫إذا‬
1
M
>
2
M
(
‫ﻳﻤﺜﻼن‬ ‫اﻟﻠﺬان‬‫و‬
‫ﻋﺰﻣﻲ‬
‫اﻻﻧﻌﻄﺎف‬
‫واﻷﻛﺒﺮ‬ ‫اﻷدﻧﻰ‬
‫ﻳﺆﺧﺬ‬ ،‫اﻟﻌﻤﻮد‬ ‫ﻃﺮﻓﻲ‬ ‫ﻓﻲ‬
‫اﻟ‬
‫ﺘﺼﻤﻴﻤﻲ‬
:‫ﻳﻠﻲ‬ ‫ﻣﻤﺎ‬ ‫اﻷﻛﺒﺮ‬ ‫اﻟﻘﻴﻤﺔ‬
)
2
M
(
‫أو‬
)
add
+ M
1
M
(
) ‫أو‬
/2
add
+ M
i
M
) ‫أو‬ (
min
. e
1
M
... (
)
BS 3.8.3.2
.(
‫ﺣﻴﺚ‬
:
)
i
M
(
‫اﻷوﻟﻲ‬ ‫اﻟﻌﺰم‬
‫اﻟﻌﻤ‬ ‫ﻓﻲ‬
‫اﻟﺤﺪﻳﺔ‬ ‫اﻟﺘﺼﻤﻴﻤﻴﺔ‬ ‫اﻟﺤﻤﻮﻻت‬ ‫ﻣﻦ‬ ‫ﻮد‬
‫اﻹﺿﺎﻓﻲ‬ ‫اﻟﻌﺰم‬ ‫ﻧﻘﻄﺔ‬ ‫ﻋﻨﺪ‬
:

ETABS 2015
‫اﻟﺠﺰء‬
‫اﻷول‬
‫ـ‬
5
(
‫ـ‬
‫وﻓﻖ‬
‫ﻧﻲ‬
BS 8110 - 97
9
i 1 2 2
M = 0.4 M + 0.6 M 0.4 M ... (BS 3.8.3.2)

‫ﻣﻦ‬ ‫ﻛﻞ‬‫ﻳﻌﺘﺒﺮ‬ ،‫واﺣﺪ‬ ‫اﺗﺠﺎﻩ‬ ‫ﻓﻲ‬ ‫اﻟﻌﻤﻮد‬ ‫اﻧﺤﻨﺎء‬ ‫ﻛﺎن‬‫إذا‬
)
1
, M
2
M
‫ﺑﺎﺗﺠﺎﻫﻴﻦ‬ ‫اﻻﻧﺤﻨﺎء‬ ‫ﻛﺎن‬ ‫إذا‬ ‫أﻣﺎ‬ ً‫ﺎ‬‫ﻣﻮﺟﺒ‬ (
) ‫ﻓﺘﻌﺘﺒﺮ‬
1
M
.‫ﺳﺎﻟﺒﺔ‬ (
)
min
e
(
‫اﻟﺪﻧﻴﺎ‬ ‫ﻛﺰﻳﺔ‬
‫اﻟﻠﻤﺮ‬
) ‫وﺗﺆﺧﺬ‬ ،‫ﻟﻠﻌﻤﻮد‬ ‫اﻟﻤﺪروس‬ ‫اﻻﺗﺠﺎﻩ‬ ‫ﻓﻲ‬
5
0.0
) ‫ﻋﻦ‬ ‫ﺗﻘﻞ‬ ‫أﻻ‬ ‫ﻋﻠﻰ‬ (
20 mm
...(
)
BS 3.8.3.4
.(
2.2.5.5
:ً‫ﺎ‬‫ﺟﺎﻧﺒﻴ‬ ‫ﺑﻮﻃﺔ‬‫ﺮ‬‫اﻟﻤ‬ ‫ﻏﻴﺮ‬ ‫اﻷﻋﻤﺪة‬ ‫ﺣﺎﻟﺔ‬
Unbraced Column
‫ﺗﺼﻤﻢ‬
ً‫ﺎ‬‫ﺟﺎﻧﺒﻴ‬ ‫اﻟﻤﺮﺑﻮﻃﺔ‬ ‫ﻏﻴﺮ‬ ‫اﻷﻋﻤﺪة‬
) ‫ﻋﻦ‬ ‫ﺗﻘﻞ‬ ‫ﻻ‬ ‫دﻧﻴﺎ‬ ‫ﻋﻦ‬ ‫ﻧﺎﺗﺞ‬ ‫ﻋﺰم‬ ‫ﻛﺰﻳﺔ‬
‫ﻻﻣﺮ‬ ‫ﻋﻠﻰ‬
min
> N . e
u
M
‫ﻛﻤﺎ‬،(
‫أن‬ ‫ﻳﻤﻜﻦ‬
‫اﻟﺘﺤﻠﻴﻞ‬ ‫ﻳﺸﻤﻞ‬
) ‫ﺗﺄﺛﻴﺮات‬
P - 
(
،
‫ﺗ‬ ‫ﺗﺤﺖ‬ ‫ذﻟﻚ‬ ‫ﻳﻜﻮن‬ ‫أن‬ ‫ﻋﻠﻰ‬
) ‫ﻫﻮ‬ ‫ﻟﻠﺤﻤﻮﻻت‬ ‫ﻛﻴﺐ‬
‫ﺮ‬
1.2 DL + 1.2
LL
(
.
3.5.5
:‫اﻟﺘﺤﻤﻞ‬ ‫ﻗﺪرة‬ ‫ﻧﺴﺒﺔ‬ ‫ﺗﺤﺪﻳﺪ‬
Determine Capacity Ratio
‫اﻟﻌﻤﻮد‬ ‫ﺗﺤﻤﻞ‬ ‫ﻗﺪرة‬ ‫ﻧﺎﻣﺞ‬‫ﺮ‬‫اﻟﺒ‬ ‫ﻳﺤﺴﺐ‬
‫اﻹﺟﻬﺎدا‬ ‫ﻟﺤﺎﻟﺔ‬ ‫ﻛﻤﻘﻴﺎس‬
،‫ت‬
‫وذﻟﻚ‬
‫اﻹﺟﻬﺎدات‬ ‫إﻟﻰ‬ ‫ﺑﺎﻻﺳﺘﻨﺎد‬
‫ا‬ ‫ﻣﺨﻄﻂ‬ ‫ﺗﺤﺪﻳﺪ‬ ‫ﻗﺒﻞ‬ ‫اﻟﻤﺼﻌﺪة‬ ‫اﻟﺤﻤﻮﻻت‬ ‫ﻋﻠﻰ‬ ‫اﻟﻌﺰوم‬ ‫ﺗﻜﺒﻴﺮ‬ ‫ﻣﻌﺎﻣﻞ‬ ‫ﻳﻄﺒﻖ‬ ‫ﺣﻴﺚ‬ ،‫ﻓﻴﻪ‬ ‫اﻟﻤﺘﻮﻟﺪة‬
‫ﻟﻠﺤﺼﻮل‬ ،‫ﻟﺘﺮاﺑﻂ‬
) ‫ﻗﻴﻢ‬ ‫ﻋﻠﻰ‬
uy
, M
ux
, M
u
P
.(
) ‫اﻟﻨﻘﻄﺔ‬ ‫اﻟﺒﺮﻧﺎﻣﺞ‬ ‫ﻳﺮﺳﻢ‬ ‫اﻟﺘﺮاﺑﻂ‬ ‫ﺳﻄﺢ‬ ‫ﺗﻮﻟﻴﺪ‬ ‫ﺑﻌﺪ‬
L
) ‫اﻟﺸﻜﻞ‬ ‫ﻋﻠﻰ‬ (
5
.
3
) ‫ﻗﻴﻢ‬ ‫إﺣﺪاﺛﻴﺎﺗﻬﺎ‬ ‫ﺗﻤﺜﻞ‬ ‫اﻟﺘﻲ‬ (
x
P , M
y
, M
.‫اﻟﻤﻄﺒﻘﺔ‬ (
‫اﻟﺤﺎﻟﺔ‬ ‫وﻓﻲ‬ .ً‫ﺎ‬‫ﻣﺤﻘﻘ‬ ‫اﻟﻌﻤﻮد‬ ‫ﻳﻜﻮن‬ ‫ﻣﺒﺎﺷﺮة‬ ‫اﻟﺴﻄﺢ‬ ‫ﻋﻠﻰ‬ ‫أو‬ ‫اﻟﺘﺮاﺑﻂ‬ ‫ﺳﻄﺢ‬ ‫داﺧﻞ‬ ‫اﻟﻨﻘﻄﺔ‬ ‫ﻫﺬﻩ‬ ‫ﻛﺎﻧﺖ‬ ‫إذا‬
‫ا‬ ‫ﻳﻌﺘﺒﺮ‬ ‫اﻷﺧﺮى‬
.‫اﻟﺘﺤﻤﻞ‬ ‫ﻗﺪرة‬ ‫ﻣﻦ‬ ‫أﻛﺒﺮ‬ ‫ﺑﻘﻴﻤﺔ‬ ً‫ا‬‫ﻣﺠﻬﺪ‬ ‫ﻟﻌﻤﻮد‬
) ‫اﻟﻨﻘﻄﺔ‬ ‫ﺗﻤﺜﻞ‬
C
) ‫اﻟﺸﻜﻞ‬ ‫ﻋﻠﻰ‬ (
3.5
) ‫اﻟﻤﺴﺘﻘﻴﻢ‬ ‫اﻣﺘﺪاد‬ ‫ﺗﻘﺎﻃﻊ‬ ‫ﻧﻘﻄﺔ‬ (
OL
‫وﺗﻜﻮن‬ ،‫اﻻﻧﻬﻴﺎر‬ ‫ﺳﻄﺢ‬ ‫ﻣﻊ‬ (
) ‫ﻫﻲ‬ ٍ
‫ﻋﻨﺪﺋﺬ‬ ‫اﻟﺘﺤﻤﻞ‬ ‫ﻗﺪرة‬ ‫ﻧﺴﺒﺔ‬
OL / OC
.(

ETABS 2015
‫اﻟﺠﺰء‬
‫اﻷول‬
‫ـ‬
5
(
‫ـ‬
‫وﻓﻖ‬
‫ﻧﻲ‬
BS 8110 - 97
10
) ‫ﻛﺎن‬‫إذا‬ ‫ـ‬
OL = OC
‫اﻟﺘﺤﻤﻞ‬ ‫ﻗﺪرة‬ ‫ﻧﺴﺒﺔ‬ ‫ﺗﻜﻮن‬ (
‫ﻓ‬ .‫ﻟﻠﻮاﺣﺪ‬ ‫ﻳﺔ‬‫و‬‫ﻣﺴﺎ‬
‫ﻳﻌﻨﻲ‬ ‫ﻬﺬا‬
‫ـﺪرة‬‫ﻗ‬ ‫ـﻰ‬‫ﺘ‬‫ﺣ‬ ‫ـﺪ‬‫ﻬ‬‫ﻣﺠ‬ ‫ـﻮد‬‫ﻤ‬‫اﻟﻌ‬ ‫أن‬
.‫اﻟﺘﺤﻤﻞ‬
OL < OC
.‫ـﺪ‬‫ﺣ‬‫اﻟﻮا‬ ‫ـﻦ‬‫ﻣ‬ ‫ـﻞ‬‫ﻗ‬‫أ‬ ‫ـﻞ‬‫ﻤ‬‫اﻟﺘﺤ‬ ‫ـﺪرة‬‫ﻗ‬ ‫ﻧﺴﺒﺔ‬ ‫ﺗﻜﻮن‬ (
‫ﻓ‬
‫ـﻦ‬‫ﻣ‬ ‫ـﻞ‬‫ﻗ‬‫ﺑﺄ‬ ‫ـﺪ‬‫ﻬ‬‫ﻣﺠ‬ ‫ـﻮد‬‫ﻤ‬‫اﻟﻌ‬ ‫أن‬ ‫ـﻲ‬‫ﻨ‬‫ﻳﻌ‬ ‫ـﺬا‬‫ﻬ‬
.‫اﻟﺘﺤﻤﻞ‬ ‫ﻗﺪرة‬
OL > OC
.‫اﻟﻮاﺣﺪ‬ ‫ﻣﻦ‬ ‫أﻛﺒﺮ‬ ‫اﻟﺘﺤﻤﻞ‬ ‫ﻗﺪرة‬ ‫ﻧﺴﺒﺔ‬ ‫ﺗﻜﻮن‬ (
‫ﻓ‬
‫ـﻦ‬‫ﻣ‬ ‫ـﺄﻛﺜﺮ‬‫ﺑ‬ ‫ـﺪ‬‫ﻬ‬‫ﻣﺠ‬ ‫اﻟﻌﻤﻮد‬ ‫أن‬ ‫ﻳﻌﻨﻲ‬ ‫ﻬﺬا‬
.‫اﻟﺘﺤﻤﻞ‬ ‫ﻗﺪرة‬
‫ـ‬‫ـ‬‫ﻤ‬‫اﻟﺘﺤ‬ ‫ـﺪرة‬‫ـ‬‫ﻗ‬ ‫ـﺐ‬‫ـ‬‫ﺴ‬‫ﺗﺤ‬
‫ـﻲ‬‫ـ‬‫ﻓ‬ ‫ـﺔ‬‫ـ‬‫ﻨ‬‫اﻟﻤﻌﺎﻳ‬ ‫ـﺎت‬‫ـ‬‫ﻄ‬‫ﻣﺤ‬ ‫ـﻦ‬‫ـ‬‫ﻣ‬ ‫ـﺔ‬‫ـ‬‫ﻄ‬‫ﻣﺤ‬ ‫ـﻞ‬‫ـ‬‫ﻛ‬‫ـﻲ‬‫ـ‬‫ﻓ‬‫و‬ ‫ـﻮﻻت‬‫ـ‬‫ﻤ‬‫اﻟﺤ‬ ‫ـﺐ‬‫ـ‬‫ﻴ‬‫اﻛ‬‫ﺮ‬‫ﺗ‬ ‫ـﺔ‬‫ـ‬‫ﻓ‬‫ﻛﺎ‬‫ـﺄﺛﻴﺮ‬‫ـ‬‫ﺗ‬ ‫ـﺖ‬‫ـ‬‫ﺤ‬‫ﺗ‬ ‫ﻞ‬
) ‫ﻗﻴﻢ‬ ‫ﺗﻤﺜﻠﻬﺎ‬ ‫ﻧﻘﻄﺔ‬ ‫وﻟﻜﻞ‬ ،‫اﻟﻌﻤﻮد‬
uy
, M
ux
, M
u
P
.(
3.5
.‫اﻟﻌﻤﻮد‬ ‫ﺗﺤﻤﻞ‬ ‫ﻟﻘﺪرة‬ ‫ﺑﻴﺎﻧﻲ‬ ‫ﺗﻤﺜﻴﻞ‬
Geometric Representation of Column Capacity Ratios
‫ﺗﺤﺪﻳﺪ‬ ‫ﺧﻄﻮط‬
‫اﻻﻧﻬﻴﺎر‬ ‫ﺳﻄﺢ‬
‫اﻟﻤﺤﻮري‬ ‫اﻟﻀﻐﻂ‬
‫اﻟﻤﺤﻮري‬ ‫اﻟﺸﺪ‬

ETABS 2015
‫اﻟﺠﺰء‬
‫اﻷول‬
‫ـ‬
5
(
‫ـ‬
‫وﻓﻖ‬
‫ﻧﻲ‬
BS 8110 - 97
11
4.5.5
:‫اﻟﻤﻄﻠﻮﺑﺔ‬ ‫اﻟﺘﺴﻠﻴﺢ‬ ‫ﻣﺴﺎﺣﺔ‬
Required Reinforcing Area
‫ـ‬‫ﻨ‬‫ﺑ‬ ‫ـﺎﺣﺔ‬‫ﺴ‬‫اﻟﻤ‬ ‫ـﺬﻩ‬‫ﻫ‬ ‫ـﺪ‬‫ﻳ‬‫ﺑﺘﺤﺪ‬ ‫ـﺎﻣﺞ‬‫ﻧ‬‫اﻟﺒﺮ‬ ‫ـﻮم‬‫ﻘ‬‫ﻳ‬ ،ً‫ﺎ‬‫ـﺒﻘ‬‫ﺴ‬‫ﻣ‬ ‫اﻟﺮﺋﻴﺴﻲ‬ ‫اﻟﺘﺴﻠﻴﺢ‬ ‫ﻣﺴﺎﺣﺔ‬ ‫اﻟﻤﺴﺘﺜﻤﺮ‬ ‫ﻳﺤﺪد‬ ‫ﻟﻢ‬ ‫إذا‬
‫ـﻰ‬‫ﻠ‬‫ﻋ‬ ً‫ا‬‫ﺎء‬
.‫اﻟﺘﺤﻤﻞ‬ ‫ﻗﺪرة‬ ‫ﻧﺴﺒﺔ‬
‫ـﺄﺛﻴﺮ‬‫ﺘ‬‫ﺑ‬ ‫ـﻚ‬‫ﻟ‬‫وذ‬ ،‫اﻟﺘﺎﻟﻴﺔ‬ ‫اﻟﺨﻄﻮات‬ ‫ووﻓﻖ‬ ،‫واﻟﺜﺎﻧﻮي‬ ‫اﻟﺮﺋﻴﺴﻲ‬ ‫اﻻﺗﺠﺎﻫﻴﻦ‬ ‫ﻓﻲ‬ ‫اﻟﺒﺮﻧﺎﻣﺞ‬ ‫ﻓﻴﺤﺴﺒﻪ‬ ‫اﻟﻘﺺ‬ ‫ﺗﺴﻠﻴﺢ‬ ‫أﻣﺎ‬
:ً‫ﺎ‬‫أﻳﻀ‬ ‫اﻟﺤﻤﻮﻻت‬ ‫ﺗﺮاﻛﻴﺐ‬

) ‫ﺪة‬‫ﱠ‬
‫ﻌ‬‫اﻟﻤﺼ‬ ‫اﻟﻘﺺ‬ ‫وﻗﻮة‬ ‫اﻟﻤﺤﻮرﻳﺔ‬ ‫اﻟﻘﻮة‬ ‫ﺗﺤﺪﻳﺪ‬ ‫ﻳﺘﻢ‬
u
, V
u
P
‫ﺣﺴﺎب‬ ‫أن‬ ‫إﻟﻰ‬ ‫اﻹﺷﺎرة‬ ‫ﻣﻊ‬ .‫اﻟﻤﻘﻄﻊ‬ ‫ﻓﻲ‬ (
)
u
V
‫ﻣﺴﺎ‬ ‫ﺣﺴﺎب‬ ‫ﻳﺘﻄﻠﺐ‬ (
) ‫اﻟﻘﺺ‬ ‫ﺗﺤﻤﻞ‬ ‫ﻓﻲ‬ ‫اﻟﺨﺮﺳﺎﻧﺔ‬ ‫ﻫﻤﺔ‬
c
v
.(

) ‫اﻟﻘﺺ‬ ‫ﺗﺤﻤﻞ‬ ‫ﻓﻲ‬ ‫اﻟﺨﺮﺳﺎﻧﺔ‬ ‫ﻣﺴﺎﻫﻤﺔ‬ ‫ﺣﺴﺎب‬ ‫ﻳﺘﻢ‬
c
v
.(

.‫اﻟﺘﻮازن‬ ‫ﺗﺤﻘﻖ‬ ‫اﻟﺘﻲ‬ ‫اﻟﻤﻘﻄﻊ‬ ‫ﺗﺤﻤﻞ‬ ‫ﻗﺪرة‬ ‫ﺑﺤﺴﺐ‬ ‫اﻟﻼزم‬ ‫اﻟﻘﺺ‬ ‫ﺗﺴﻠﻴﺢ‬ ‫ﺗﺤﺪﻳﺪ‬ ‫ﻳﺘﻢ‬
‫اﻟﺨﺎﺻﺔ‬ ‫اﻹﻃﺎرات‬ ‫وﻋﻨﺎﺻﺮ‬ ‫ﻟﻠﻌﺰوم‬ ‫اﻟﻤﻘﺎوﻣﺔ‬ ‫ﻣﺘﻮﺳﻄﺔ‬ ‫اﻹﻃﺎرات‬ ‫ﻟﻌﻨﺎﺻﺮ‬ ‫اﻟﻘﺺ‬ ‫ﺗﺴﻠﻴﺢ‬ ‫ﺣﺴﺎب‬ ‫ﻳﺘﻢ‬
‫اﻟﻤﻘﺎوﻣﺔ‬
.‫ﻟﻠﻌﺰوم‬
‫ﺑﺎﻻﺳﺘﻨﺎد‬
.‫اﻟﻲ‬‫ﻮ‬‫اﻟﺘ‬ ‫ﻋﻠﻰ‬ ‫ﻟﻠﻘﺺ‬ ‫اﻻﺳﻤﻴﺔ‬ ‫اﻟﻌﻤﻮد‬ ‫ﺗﺤﻤﻞ‬ ‫ﻗﺪرة‬ ‫وإﻟﻰ‬ ‫ﻟﻠﻘﺺ‬ ‫اﻟﻤﺤﺘﻤﻠﺔ‬ ‫اﻟﻌﻤﻮد‬ ‫ﺗﺤﻤﻞ‬ ‫ﻗﺪرة‬ ‫إﻟﻰ‬
.‫اﻟﻤﺼﻌﺪة‬ ‫واﻟﻌﺰوم‬ ‫اﻟﻤﻄﺒﻘﺔ‬ ‫اﻟﻤﺤﻮرﻳﺔ‬ ‫اﻟﻘﻮى‬ ‫ﺑﺎﻻﻋﺘﺒﺎر‬ ‫اﻷﺧﺬ‬ ‫ﻣﻊ‬
.‫اﻟﺘﺎﻟﻴﺔ‬ ‫اﻟﺜﻼث‬ ‫ات‬‫ﺮ‬‫اﻟﻔﻘ‬ ‫ﻓﻲ‬ ‫ﻛﻤﺎ‬‫اﻟﺒﺮﻧﺎﻣﺞ‬ ‫ﻓﻲ‬ ‫اﻟﻘﺺ‬ ‫ﺗﺴﻠﻴﺢ‬ ‫ﺗﺼﻤﻴﻢ‬ ‫ﻋﻤﻠﻴﺎت‬ ‫ﺗﻨﺠﺰ‬
1
.
‫ـﻊ‬‫ﻄ‬‫اﻟﻤﻘ‬ ‫ﻓﻲ‬ ‫اﻟﻘﻮى‬ ‫ﺗﺤﺪﻳﺪ‬
.
2
.
‫ﺗ‬ ‫ﻗﺪرة‬ ‫ﺗﺤﺪﻳﺪ‬
‫ﻟﻠﻘﺺ‬ ‫اﻟﺨﺮﺳﺎﻧﺔ‬ ‫ﺤﻤﻞ‬
.
3
‫اﻟﻤﻄﻠﻮب‬ ‫اﻟﻘﺺ‬ ‫ﺗﺴﻠﻴﺢ‬ ‫ﺗﺤﺪﻳﺪ‬ .
.
6.5
:‫ات‬‫ﺮ‬‫اﻟﻜﻤ‬ ‫ﺗﺼﻤﻴﻢ‬
Beam Design
‫ات‬‫ﺮ‬‫اﻟﻜﻤ‬ ‫اﻟﺒﺮﻧﺎﻣﺞ‬ ‫ﻳﺼﻤﻢ‬
‫ﻟﻤﻘﺎوﻣﺔ‬
‫ﻋﺰوم‬
‫ا‬
‫ﻓﻘﻂ‬ ‫ﺋﻴﺴﻲ‬‫ﺮ‬‫اﻟ‬ ‫اﻟﻤﺤﻮر‬ ‫ﺣﻮل‬ ‫ﻻﻧﻌﻄﺎف‬
‫اﻛﻴﺐ‬‫ﺮ‬‫ﺗ‬ ‫ﺗﺄﺛﻴﺮ‬ ‫ﻣﻦ‬
‫اﻟﺤﻤﻮﻻت‬
‫اﻟﻤﺨﺘﺎرة‬
‫وذﻟﻚ‬ ،
‫و‬ ‫اﻟﻤﺠﺎزان‬ ‫ﻃﻮل‬ ‫ﻋﻠﻰ‬
‫اﻟ‬ ‫ﻋﻠﻰ‬ ‫ﻣﻄﺒﻘﺔ‬ ‫ﻣﺤﻮرﻳﺔ‬ ‫ﻗﻮى‬ ‫وﺟﻮد‬ ‫ﻋﺪم‬ ‫أو‬ ‫ﺑﻮﺟﻮد‬
.‫ﻜﻤﺮات‬
‫ﺗﺴﻠﻴﺤﻲ‬ ‫ﻳﺤﺴﺐ‬ ‫ﺣﻴﺚ‬
‫واﻻﻧﻌﻄﺎف‬ ‫اﻟﻘﺺ‬
، ‫اﻟﺜﺎﻧﻮي‬ ‫اﻟﻤﺤﻮر‬ ‫ﺣﻮل‬ ‫اﻟﻔﺘﻞ‬ ‫ﻋﺰم‬ ‫أو‬ ‫اﻻﻧﻌﻄﺎف‬ ‫ﻟﻌﺰوم‬ ‫ﺑﺎﻟﻨﺴﺒﺔ‬ ‫أﻣﺎ‬ .
.‫اﻟﻤﺴﺘﺜﻤﺮ‬ ‫ﻗﺒﻞ‬ ‫ﻣﻦ‬ ‫اﻟﺒﺮﻧﺎﻣﺞ‬ ‫ﺧﺎرج‬ ‫ﻟﺰﻣﺖ‬ ‫إن‬ ‫ﺗﺼﻤﻴﻤﻬﺎ‬ ‫ﻓﻴﺠﺐ‬

ETABS 2015
‫اﻟﺠﺰء‬
‫اﻷول‬
‫ـ‬
5
(
‫ـ‬
‫وﻓﻖ‬
‫ﻧﻲ‬
BS 8110 - 97
12
1.6.5
:‫ات‬‫ﺮ‬‫اﻟﻜﻤ‬ ‫ﻓﻲ‬ ‫اﻻﻧﻌﻄﺎف‬ ‫ﺗﺴﻠﻴﺢ‬ ‫ﺗﺼﻤﻴﻢ‬
Design Beam Flexural Reinforcement
‫ﺗ‬ ‫وﺗﺤﻘﻴﻖ‬ ‫ﺑﺘﺼﻤﻴﻢ‬ ‫ﻧﺎﻣﺞ‬‫ﺮ‬‫اﻟﺒ‬ ‫ﻳﻘﻮم‬
‫ﻋﻠﻰ‬ ‫ﻣﺠﺎز‬ ‫ﻟﻜﻞ‬ ‫ﺋﻴﺴﻲ‬‫ﺮ‬‫اﻟ‬ ‫اﻟﻤﺤﻮر‬ ‫ﺣﻮل‬ ‫واﻟﺴﻔﻠﻲ‬ ‫اﻟﻌﻠﻮي‬ ‫اﻻﻧﻌﻄﺎف‬ ‫ﺴﻠﻴﺢ‬
‫اﻻﻧﻌﻄﺎف‬ ‫ﻋﺰم‬ ‫ﺗﺤﺪﻳﺪ‬ ‫اﻟﻤﺮﺣﻠﺔ‬ ‫ﻫﺬﻩ‬ ‫ﻗﺒﻞ‬ ‫وﻳﺘﻢ‬ .‫اﻟﻤﻌﺎﻳﻨﺔ‬ ‫ﻣﺤﻄﺎت‬ ‫ﺑﻤﻮاﻗﻊ‬ ‫اﻟﻤﺤﺪدة‬ ‫اﻟﻜﻤﺮات‬ ‫ﻣﻘﺎﻃﻊ‬ ‫وﻓﻲ‬ ،‫ﺣﺪﻩ‬
:‫ﻳﻠﻲ‬ ‫ﻛﻤﺎ‬‫ﻟﻠﻜﻤﺮات‬ ‫اﻻﻧﻌﻄﺎف‬ ‫ﺗﺴﻠﻴﺢ‬ ‫ﺗﺼﻤﻴﻢ‬ ‫ﻋﻤﻠﻴﺎت‬ ‫وﺗﻨﻔﺬ‬ .‫ﱠﺪ‬
‫ﻌ‬‫اﻟﻤﺼ‬ ‫اﻟﺘﺼﻤﻴﻤﻲ‬
1
.
:‫ﺪة‬‫ﱠ‬
‫ﻌ‬‫اﻟﻤﺼ‬ ‫اﻟﻌﺰوم‬ ‫ﺗﺤﺪﻳﺪ‬
Determine Factored Moments
‫ﺪة‬‫ﱠ‬
‫ﻌ‬‫اﻟﻤﺼ‬ ‫اﻟﻌﺰوم‬ ‫ﺑﺘﺄﺛﻴﺮ‬ ‫اﻻﻧﻌﻄﺎف‬ ‫ﺗﺴﻠﻴﺢ‬ ‫اﻟﺒﺮﻧﺎﻣﺞ‬ ‫ﻳﺼﻤﻢ‬
،‫اﻟﺴﺎﻟﺒﺔ‬‫و‬ ‫اﻟﻤﻮﺟﺒﺔ‬
‫ﺗﺮاﻛﻴﺐ‬ ‫ﻛﺎﻓﺔ‬‫ﻋﻦ‬ ‫اﻟﻨﺎﺟﻤﺔ‬
‫اﻟﺤﻤﻮﻻت‬
‫اﻟﻤﺨﺘﺎرة‬
‫اﻟﺒﺮﻧﺎﻣﺞ‬ ‫وﻳﻌﺘﺒﺮ‬ .‫اﻟﺴﺎﻟﺐ‬ ‫اﻟﻌﺰم‬ ‫ﻋﻦ‬ ‫واﻟﻌﻠﻮي‬ ‫اﻟﻤﻮﺟﺐ‬ ‫اﻟﻌﺰم‬ ‫ﻋﻦ‬ ‫اﻟﺴﻔﻠﻲ‬ ‫اﻟﺘﺴﻠﻴﺢ‬ ‫وﻳﻨﺘﺞ‬ .
) ‫ﺑﻤﻘﻄﻊ‬ ‫ات‬‫ﺮ‬‫اﻟﻜﻤ‬
T
) ‫ﺑﻤﻘﻄﻊ‬ ‫أو‬ (
L
‫ﺑﻤﻘﻄﻊ‬ ‫أو‬ (
‫ﻣﺴﺘﻄﻴﻞ‬
‫ﺑ‬
‫ﺤﺴﺐ‬
‫اﻟﻌﺰم‬ ‫ﻣﻨﻄﻘﺔ‬
.
2
.
:‫اﻟﻤﻄﻠﻮب‬ ‫اﻻﻧﻌﻄﺎف‬ ‫ﺗﺴﻠﻴﺢ‬ ‫ﺗﺤﺪﻳﺪ‬
Determine Required Flexural Rein.
‫ـﻊ‬‫ـ‬‫ﻄ‬‫اﻟﻤﻘ‬ ‫ـﺎج‬‫ـ‬‫ﺘ‬‫اﺣ‬ ‫إذا‬ ‫ـﻐﻂ‬‫ـ‬‫ﻀ‬‫اﻟ‬ ‫ـﻠﻴﺢ‬‫ـ‬‫ﺴ‬‫ﺗ‬ ‫ـﺐ‬‫ـ‬‫ﺴ‬‫ﻳﺤ‬ ‫ـﺎ‬‫ـ‬‫ﻤ‬‫ﻛ‬،‫ـﻮب‬‫ـ‬‫ﻠ‬‫اﻟﻤﻄ‬ ‫ـﺪ‬‫ـ‬‫ﺸ‬‫اﻟ‬ ‫ـﻠﻴﺢ‬‫ـ‬‫ﺴ‬‫ﺗ‬ ‫ـﺎﻣﺞ‬‫ـ‬‫ﻧ‬‫ﺮ‬‫اﻟﺒ‬ ‫ـﺐ‬‫ـ‬‫ﺴ‬‫ﻳﺤ‬
.‫ـﻚ‬‫ـ‬‫ﻟ‬‫ذ‬ ‫ـﻰ‬‫ـ‬‫ﻟ‬‫إ‬
‫وﻳﺠﺮي‬
‫ـﻤﻴﻢ‬‫ﺼ‬‫ﺗ‬
‫ـ‬‫ﺑ‬ ‫ـﺎﻃﻊ‬‫ﻘ‬‫اﻟﻤ‬
‫أن‬ ‫ﺎﻓﺘﺮاض‬
) ‫ـﺎﻧﺔ‬‫ﺳ‬‫اﻟﺨﺮ‬ ‫ـﻮﻩ‬‫ﺸ‬‫ﺗ‬
 = 0.0035
(
..
.
)
BS 3.4.4.4
.(
‫و‬
‫ﻛ‬‫ـﻤﻢ‬‫ﺼ‬‫ﺗ‬
‫ـﺎﻃﻊ‬‫ﻘ‬‫اﻟﻤ‬ ‫ـﺔ‬‫ﻓ‬‫ﺎ‬
.‫ﻓﻘﻂ‬ ‫اﻟﻘﺺ‬ ‫وﻋﻠﻰ‬ ‫اﻟﺮﺋﻴﺴﻲ‬ ‫اﻟﻤﺤﻮر‬ ‫ﺣﻮل‬ ‫اﻻﻧﻌﻄﺎف‬ ‫ﻋﻠﻰ‬
‫أن‬ ‫اﻟﺒﺮﻧﺎﻣﺞ‬ ‫ﻳﻌﺘﺒﺮ‬
) ‫ﻋﻦ‬ ‫ﺗﺰﻳﺪ‬ ‫ﻻ‬ ‫اﻟﻌﺰم‬ ‫ﻳﻊ‬‫ز‬‫ﺗﻮ‬ ‫إﻋﺎدة‬
10%
) ‫اﻟﺘﻮزﻳﻊ‬ ‫ﻣﻌﺎﻣﻞ‬ ‫ﻳﺄﺧﺬ‬ ‫ﺣﻴﺚ‬ ،(
≥ 0.9
b
β
(
) ...
BS
3.4.4.4
‫اﻟﻤﺴﻤﻮﺣﺔ‬ ‫اﻟﻘﻴﻤﺔ‬ ‫ﻋﻦ‬ ‫ﻳﺪ‬‫ﺰ‬‫ﻳ‬ ‫ﻻ‬ ‫اﻟﺴﻠﻴﻢ‬ ‫اﻟﻤﺤﻮر‬ ‫ﻋﻤﻖ‬ ‫أن‬ ‫اﻋﺘﺒﺎر‬ ‫ﻋﻠﻰ‬ ‫اﻟﺘﺴﻠﻴﺢ‬ ‫ﺗﻮزﻳﻊ‬ ‫ﻣﻨﻄﻘﺔ‬ ‫ﻳﺤﺴﺐ‬ ‫ﻛﻤﺎ‬.(
)
0.5 d
<
x
) ‫اﻟﻀﻐﻂ‬ ‫ﻣﻨﻄﻘﺔ‬ ‫ﻋﻤﻖ‬ ‫ﻳﻌﺘﺒﺮ‬ ‫ﻛﺬﻟﻚ‬
‫و‬ ،(
a = 0.9 x
.(
1.1.6.5
‫ﺑﻤﻘﺎﻃﻊ‬ ‫اﻟﻜﻤﺮات‬
:‫ﻣﺴﺘﻄﻴﻠﺔ‬
Design of a Rectangular Beam
) ‫اﻟﺸﻜﻞ‬ ‫ﻳﺒﻴﻦ‬
4.5
‫ﻣﺴﺘﻄﻴﻞ‬ ‫ﻣﻘﻄﻊ‬ (
‫اﻟﺘﺴﻠﻴﺢ‬ ‫أﺣﺎدي‬
) ‫اﻟﻜﻮد‬ ‫اﺿﺎت‬‫ﺮ‬‫اﻓﺘ‬ ‫ﺑﺤﺴﺐ‬
BS 8110
(
.
‫ﺣﻴﺚ‬
‫اﻻﻧﻌﻄﺎف‬ ‫ﻋﻠﻰ‬ ‫اﻟﺘﺤﻤﻞ‬ ‫ﻗﺪرة‬ ‫ﻧﺎﻣﺞ‬‫ﺮ‬‫اﻟﺒ‬ ‫ﻳﺤﺴﺐ‬
‫اﻟﻤﻘﺎوم‬ ‫اﻟﺤﺪي‬ ‫أو‬
)
ingle
s
M
(

ETABS 2015
‫اﻟﺠﺰء‬
‫اﻷول‬
‫ـ‬
5
(
‫ـ‬
‫وﻓﻖ‬
‫ﻧﻲ‬
BS 8110 - 97
13
...
2
single cu
M =K`. f .b . d ...K`=0.156 (BS 3.4.4.4)
) ‫اﻟﻤﻄﺒﻖ‬ ‫اﻟﻌﺰم‬ ‫ﻛﺎن‬‫إذا‬
M
) ‫اﻟﻤﻘﺎوم‬ ‫اﻟﻌﺰم‬ ‫ﻳﺴﺎوي‬ ‫أو‬ ‫أﻗﻞ‬ (
single
M
(
‫اﻟﻌﻼﻗﺔ‬ ‫ﻣﻦ‬ ‫اﻟﺘﺴﻠﻴﺢ‬ ‫ﻳﺤﺴﺐ‬ ،
‫اﻟﺘﺎﻟﻴﺔ‬
:
.
S
y
M
A =
0.87 f z
:‫ﺣﻴﺚ‬
 

 
 
 
k
z = d 0.5 + 0.25 - 0.95 d
0.9
. .
2
cu
M
k =
f b d
) ‫اﻟﻤﻄﺒﻖ‬ ‫اﻟﻌﺰم‬ ‫ﻛﺎن‬‫إذا‬
M
‫أ‬ (
) ‫اﻟﻤﻘﺎوم‬ ‫اﻟﻌﺰم‬ ‫ﻣﻦ‬ ‫ﻛﺒﺮ‬
single
M
(
‫ﻳﺤﺴﺐ‬
‫ﺗﺴﻠﻴﺢ‬
‫ﻟﻠﻤﻘﻄﻊ‬ ‫اﻟﻼزم‬ ‫اﻟﻀﻐﻂ‬
‫ﻣﻦ‬
:‫اﻟﺘﺎﻟﻴﺔ‬ ‫اﻟﻌﻼﻗﺔ‬
b
4.5
.‫ﻟﻠﻜﻤﺮات‬ ‫اﻟﻤﺴﺘﻄﻴﻞ‬ ‫اﻟﻤﻘﻄﻊ‬ ‫ﺗﺴﻠﻴﺢ‬ ‫ﺗﺼﻤﻴﻢ‬
Design of a Rectangular Beam Section.
C
T
S
T
0. 0.67 fcu/m
5
= 0.003
c

S
C
s

S
A`
S
A
d
x
d`
‫اﻹﺟﻬﺎدات‬ ‫ﻣﺨﻄﻂ‬
Stress Diagram
‫اﻻﻧﻔﻌﺎﻻت‬ ‫ﻣﺨﻄﻂ‬
Strain Diagram
‫اﻟﻜﻤﺮة‬ ‫ﻣﻘﻄﻊ‬
Beam Section
a
s
`
f

ETABS 2015
‫اﻟﺠﺰء‬
‫اﻷول‬
‫ـ‬
5
(
‫ـ‬
‫وﻓﻖ‬
‫ﻧﻲ‬
BS 8110 - 97
14

single
S
cu
s
m
M - M
A` =
0.67 f
(f` - ) . (d- d`)
:‫ﺣﻴﺚ‬
 
( ) ...
y
s y
f
d` 1
if 1- f ` = 0.87 f (BS 3.4.4.1)
d 2 800
 
( ) . ...
y
s s c
f
d` 1 2 d`
if 1- f ` = E (1- ) (BS 3.4.4.4)
d 2 800 d

 
 
 
  . .
2
cu
K` M
z = d 0.5 + 0.25
0.9 f b d
‫وﻳﺼﺒﺢ‬
:‫اﻟﺤﺎﻟﺔ‬ ‫ﻫﺬﻩ‬ ‫ﻓﻲ‬ ‫اﻟﺸﺪ‬ ‫ﺗﺴﻠﻴﺢ‬
. . . .
single single
S
y y
M M - M
A -
0.87 f z 0.87 f (d - d`)
2.1.6.5
‫اﻟ‬ ‫ﺗﺼﻤﻴﻢ‬
‫ﺑﻤﻘﺎﻃﻊ‬ ‫ﻜﻤﺮات‬
T
:
Design as T- Beam
5.5
(
‫ﻛﻤﺮة‬‫ﻓﻲ‬ ‫ﻣﻘﻄﻊ‬
‫ﻣﺠﻨﺤﺔ‬
‫ﺗﻌﺘﺒﺮ‬
) ‫ﺑﺸﻜﻞ‬ ‫اﻟﻤﻀﻐﻮﻃﺔ‬ ‫اﻟﻤﻨﻄﻘﺔ‬ ‫ﻓﻴﻬﺎ‬
T
(
‫اﻟﻌﺰم‬ ‫ﺗﻄﺒﻴﻖ‬ ‫ﻋﻨﺪ‬
‫اﻟﻤﻮﺟﺐ‬
.
5.5
) ‫اﻟﻤﻘﻄﻊ‬ ‫ﺗﺴﻠﻴﺢ‬ ‫ﺗﺼﻤﻴﻢ‬
T
.‫ﻟﻠﻜﻤﺮات‬ (
Design as T- Beam Section.
bf
bw
hf
d
x
S
f``S
d`
CS
TS Tw Tf
0. 0.67 fcu/m c
`
0.85 f
Cw
Cf
5
= 0.003
c

AS
A`S
a
d`

ETABS 2015
‫اﻟﺠﺰء‬
‫اﻷول‬
‫ـ‬
5
(
‫ـ‬
‫وﻓﻖ‬
‫ﻧﻲ‬
BS 8110 - 97
15
‫ا‬ ‫أن‬ ‫ﻳﻔﺘﺮض‬
‫اﻟﻤﻘﻄﻊ‬ ‫ﺟﻨﺎح‬ ‫ﻣﻦ‬ ‫ﻳﻤﺮ‬ ‫اﻟﺴﻠﻴﻢ‬ ‫ﻟﻤﺤﻮر‬
)
flange
(
:‫ﻳﻠﻲ‬ ‫ﻛﻤﺎ‬‫اﻻﺳﻤﻲ‬ ‫اﻟﻌﺰم‬ ‫وﻳﺤﺴﺐ‬ ،
...
2
cu f
M
K = (BS 3.4.4.4)
f .b . d
‫ﻳﺤﺴﺐ‬ ‫ﻟﺬا‬
‫ذراع‬
:‫ﻳﻠﻲ‬ ‫ﻛﻤﺎ‬‫اﻟﻌﺰم‬
 

 
 
 
K
z = d 0.5 + 0.25 - 0.95 d
0.9
‫ﻋﻤﻖ‬
:‫اﻟﺴﻠﻴﻢ‬ ‫اﻟﻤﺤﻮر‬
d - z
x =
0.45
‫ﻣ‬
‫أن‬ ‫إﻟﻰ‬ ‫اﻹﺷﺎرة‬ ‫ﻊ‬
)
a
(
) ‫اﻟﻤﻀﻐﻮﻃﺔ‬ ‫اﻟﻤﻨﻄﻘﺔ‬ ‫ﻋﻤﻖ‬
a = 0.9 x
(
.

f
h
<
a
(
‫ﻛﻤﺴﺘﻄﻴﻞ‬‫ﻛﻤﻘﻄﻊ‬‫اﻟﺘﺴﻠﻴﺢ‬ ‫ﻳﺤﺴﺐ‬
‫أﺑﻌﺎدﻩ‬
)
x d
w
b
(
‫إﻟﻰ‬ ‫ﺑﺤﺎﺟﺔ‬ ‫اﻟﻤﻘﻄﻊ‬ ‫وﻳﻜﻮن‬
‫ﻋﻨﺪ‬ ‫ﺿﻐﻂ‬ ‫ﺗﺴﻠﻴﺢ‬
) ‫ﻳﻜﻮن‬ ‫ﻣﺎ‬
K > K`
.(

f
a > h
‫اﻟﺘﺴﻠﻴﺢ‬ ‫ﻳﺤﺴﺐ‬ (
‫ﺟﺰأﻳﻦ‬ ‫ﻋﻠﻰ‬ ‫ﺗﺤﺴﺐ‬
.
.
) ‫ـﻐﻂ‬‫ﻀ‬‫اﻟ‬ ‫ـﻮة‬‫ﻗ‬ ‫ـﻮازن‬‫ﻳ‬ ‫اﻟﺬي‬ ‫اﻟﺘﺴﻠﻴﺢ‬ .
f
C
‫ـﻲ‬‫ﻓ‬ (
‫اﻟﺠﻨﺎج‬
،
) ‫اﻟﻀﻐﻂ‬ ‫ﻗﻮة‬ ‫ﻳﻮازن‬ ‫اﻟﺬي‬ ‫واﻟﺘﺴﻠﻴﺢ‬
w
C
‫اﻟﺠﺬع‬ ‫ﻓﻲ‬ (
)
Web
(
.
) ‫ﺣﻴﺚ‬
K`
(
.‫اﻟﻔﺼﻞ‬ ‫ﻫﺬا‬ ‫ﻣﻦ‬ ‫اﻷوﻟﻰ‬ ‫اﻟﻔﻘﺮة‬ ‫ﻓﻲ‬ ‫ﻣﻌﺮﻓﺔ‬
‫اﻟﺤﺎﻟﺔ‬ ‫ﻫﺬﻩ‬ ‫ﻓﻲ‬
‫ﻳﺤﺴﺐ‬
‫ا‬ ‫ﻓﻲ‬ ‫اﻟﻤﻘﺎوم‬ ‫اﻟﺤﺪي‬ ‫اﻟﻌﺰم‬
‫ﻟﺠﻨﺎ‬
‫ح‬
)
flange
(
:‫اﻟﺘﺎﻟﻴﺔ‬ ‫ﺑﺎﻟﻌﻼﻗﺔ‬

f cu f w f f
m
0.67
M = f (b - b ) h (d - 0.5 h )
:‫اﻟﺘﻮازن‬ ‫ﻋﺰم‬ ‫وﻳﻜﻮن‬
w f
M = M - M
‫ﻛﻤﺎ‬
‫ﻳﺤﺴﺐ‬
‫اﻟﻌﺰم‬
‫اﻟﺤﺪي‬
‫اﻟﻤﻘﺎوم‬
‫اﻟﺠﺬع‬ ‫ﻓﻲ‬
w
w 2
cu f
M
K =
f . b . d

1
K
<
w
K
(
‫ﻳﺼﻤﻢ‬
‫ﻛﻤﻘﻄﻊ‬‫اﻟﺘﺴﻠﻴﺢ‬
،
‫وﻳﺤﺴﺐ‬
‫اﻟ‬
‫ﺘﺴﻠﻴﺢ‬
‫اﻟﻼزم‬
‫ﺟﺰأﻳﻦ‬ ‫ﻋﻠﻰ‬
‫ﻳﻠﻲ‬ ‫ﻛﻤﺎ‬
.
‫اﻷ‬
‫ول‬
‫ﻟﺘﻮازن‬
‫ﺑﺎﻟﺠﻨﺎح‬ ‫اﻟﻀﻐﻂ‬
)
Flange
(
‫اﻟﺜﺎﻧﻲ‬‫و‬ ،
‫ﻟﺘﻮازن‬
‫اﻟﺠﺬع‬ ‫ﻓﻲ‬ ‫اﻟﻀﻐﻂ‬
)
Web
.(
. .
f w
s
y f y
M M
A = +
0.87 f (d - 0.5 h ) 0.87 f h z
:‫ﺣﻴﺚ‬

ETABS 2015
‫اﻟﺠﺰء‬
‫اﻷول‬
‫ـ‬
5
(
‫ـ‬
‫وﻓﻖ‬
‫ﻧﻲ‬
BS 8110 - 97
16
 

 
 
 
w
K
z = d 0.5 + 0.25 - 0.95 d
0.9
.‫اﻟﻔﺼﻞ‬ ‫ﻫﺬا‬ ‫ﺑﺪاﻳﺔ‬ ‫ﻓﻲ‬ ‫ﻣﻌﺮﻓﺔ‬ ‫اﻟﻤﺼﻄﻠﺤﺎت‬ ‫ﻛﺎﻓﺔ‬

K`
<
w
K
(
‫ﺗﺴﻠﻴﺢ‬ ‫ﻳﺤﺴﺐ‬
‫اﻟﻼزم‬ ‫اﻟﻀﻐﻂ‬

w uw
s
cu
s
m
M - M
A` =
0.67 f
(f` - ) (d - d`)
‫ﺣﻴﺚ‬
‫ا‬ ‫ﻫﺬا‬ ‫ﻳﺘﺄﻟﻒ‬
:‫ﻫﻤﺎ‬ ‫ﺟﺰأﻳﻦ‬ ‫ﻣﻦ‬ ‫ﻟﺘﺴﻠﻴﺢ‬
(‫اﻟﻤﻘﺎوم‬ ‫اﻟﺤﺪي‬ ‫)ﻟﻠﻌﺰم‬ ‫اﻟﺸﺪ‬ ‫ﺗﺴﻠﻴﺢ‬
:
2
. b . d
cu
= K`. f
uw
M
) .‫اﻟﻌﺰم‬ ‫ﻓﺮق‬ ‫ﻟﻤﻘﺎوﻣﺔ‬ ‫اﻟﻀﻐﻂ‬
uw
M
-
w
M
.(
:‫ﺣﻴﺚ‬
  
` .
y
s y
f
d`
IF 0.5 (1- ) f 0 87 f
d 800
   
`
y
s s c
f
d` 2d`
IF 0.5 (1- ) f E (1- )
d 800 d
:‫ﻳﻠﻲ‬ ‫ﻛﻤﺎ‬‫ﻓﻴﺤﺴﺐ‬ ‫اﻟﻼزم‬ ‫اﻟﺸﺪ‬ ‫ﺗﺴﻠﻴﺢ‬ ‫أﻣﺎ‬
 
 
 
uw w uw
f
s
y f
M M - M
M
1
A = + +
0.87 f d- 0.5 h z d - d`
:‫ﺣﻴﺚ‬
 

 
 
 
K`
z = d 0.5 + 0.25 - 0.95 d
0.9
2.6.5
‫اﻟﺸﺪ‬ ‫ﺗﺴﻠﻴﺢ‬
‫اﻷﻋﻈﻤﻲ‬
:
Minimum Tensile Reinforcement
‫ﻳﻌﻄﻰ‬
‫اﻟﺸﺪ‬
‫اﻻﻧﻌﻄﺎف‬ ‫ﻣﻦ‬ ‫اﻷدﻧﻰ‬
‫اﻟﻜﻤﺮات‬ ‫ﻓﻲ‬
‫اﻟﺘﺎﻟﻲ‬ ‫اﻟﺠﺪول‬ ‫ﻓﻲ‬ ‫ﻛﻤﺎ‬
:
‫ﻣﻘﻄﻊ‬
‫اﻟﺤﺎﻟﺔ‬
‫اﻟﺪﻧﻴﺎ‬ ‫اﻟﺘﺴﻠﻴﺢ‬ ‫ﻧﺴﺒﺔ‬
‫اﻟﺪﻧﻴﺎ‬ ‫اﻟﻨﺴﺒﺔ‬
%
fy = 250 MPa
fy = 460 MPa
‫ـ‬
(As/b.h) 100
0.24
0.13

ETABS 2015
‫اﻟﺠﺰء‬
‫اﻷول‬
‫ـ‬
5
(
‫ـ‬
‫وﻓﻖ‬
‫ﻧﻲ‬
BS 8110 - 97
17
L or T
‫ﻣﻊ‬
‫ع‬
‫ﺟﺬ‬
‫ﻣﺸﺪود‬
Bw / bf < 0.4
(As/bw.h) 100
0.32
0.18
Bw / bf > 0.4
0.24
0.13
T
‫ع‬
‫ﺟﺬ‬ ‫ﻣﻊ‬
‫ﻣﻀﻐﻮط‬
‫ـ‬
(As/bw.h) 100
0.48
0.26
L
‫ع‬
‫ﻣﻀﻐﻮط‬
‫ـ‬
(As/bw.h) 100
0.36
0.36
‫اﻟﺠﺪول‬ ‫ﻓﻲ‬ ‫ﻛﻤﺎ‬‫اﻟﻜﻤﺮات‬ ‫ﻓﻲ‬ ‫اﻻﻧﻌﻄﺎف‬ ‫ﻣﻦ‬ ‫اﻷدﻧﻰ‬ ‫اﻟﻀﻐﻂ‬ ‫ﺗﺴﻠﻴﺢ‬ ‫ﻳﻌﻄﻰ‬
‫اﻟﺘﺎﻟﻲ‬
:
‫اﻟﻜﻤﺮة‬ ‫ﻣﻘﻄﻊ‬
‫ﻧﺴﺒﺔ‬
‫اﻟﺪﻧﻴﺎ‬ ‫اﻟﺘﺴﻠﻴﺢ‬
‫اﻟﺪﻧﻴﺎ‬ ‫اﻟﻨﺴﺒﺔ‬
%
(A`s / b . h) 100
0.20
T
‫ﻣﺸﺪود‬ ‫ع‬
(A`s / bf . hf) 100
0.40
T
‫ﻣﻀﻐﻮط‬ ‫ﺟﺬع‬ ‫ﻣﻊ‬
(A`s / bw . h) 100
0.20
3.6.5
:‫اﻟﻜﻤﺮات‬ ‫ﻓﻲ‬ ‫اﻟﻘﺺ‬ ‫ﺗﺴﻠﻴﺢ‬ ‫ﺗﺼﻤﻴﻢ‬
Design Beam Shear Reinforcement
‫ﻳﺘﻢ‬
‫اﻟﻜﻤﺮا‬ ‫ﺗﺼﻤﻴﻢ‬
‫ﻋﻠﻰ‬ ‫ت‬
‫اﻟﻘﺺ‬
‫ﺑﺘﺄﺛﻴﺮ‬
‫اﻟﺤﻤﻮﻻت‬ ‫ﺗﺮاﻛﻴﺐ‬ ‫ﻛﺎﻓﺔ‬
‫ﺑﺎﺗﺠﺎﻩ‬
‫اﻟﻤﺤﻠﻴﻴﻦ‬ ‫ﻳﻦ‬‫ر‬‫اﻟﻤﺤﻮ‬
‫واﻟﺜﺎﻧﻮي‬ ‫اﻟﺮﺋﻴﺴﻲ‬
‫اﻟﻜﻤﺮة‬ ‫ﻋﻠﻴﻪ‬ ‫ﺗﺴﺘﻨﺪ‬ ‫اﻟﺘﻲ‬ ‫ﻟﻠﻌﻤﻮد‬

:‫اﻟﺘﺎﻟﻴﺔ‬ ‫اﻟﻌﻼﻗﺔ‬ ‫ﻣﻦ‬ ‫اﻟﻘﺺ‬ ‫إﺟﻬﺎد‬ ‫ﻳﺤﺴﺐ‬
.... ....
cv
cv
V
v = A = b . d (BS 3.4.5.2)
A

:‫اﻟﺘﺎﻟﻴﺔ‬ ‫اﻟﻌﻼﻗﺔ‬ ‫ﻣﻦ‬ ‫اﻟﻤﺴﻤﻮح‬ ‫اﻷﻋﻈﻤﻲ‬ ‫اﻟﻘﺺ‬ ‫إﺟﻬﺎد‬ ‫ﻳﺤﺴﺐ‬
max cu
v = min of (0.8 f or 5 MPa)

ETABS 2015
‫اﻟﺠﺰء‬
‫اﻷول‬
‫ـ‬
5
(
‫ـ‬
‫وﻓﻖ‬
‫ﻧﻲ‬
BS 8110 - 97
18

‫اﻟﻘﺺ‬ ‫إﺟﻬﺎد‬ ‫ﻳﺤﺴﺐ‬
‫اﻟﺨﺮﺳﺎﻧﺔ‬ ‫ﺗﺘﺤﻤﻠﻪ‬ ‫اﻟﺬي‬
 .
1/4
s
1 2
c
m
100 A
0.79 K . K 400
v = ( ) ( )
b d d
‫ﺣﻴﺚ‬
)
= 1.25
m

.(
)
1
K
‫ﻳﺆﺧﺬ‬ ...‫اﻻﺳﺘﻨﺎد‬ ‫ﺿﻐﻂ‬ ‫ﺗﺼﻌﻴﺪ‬ ‫ﻣﻌﺎﻣﻞ‬ (
‫ﺑﺘﺤﻔﻆ‬
)
= 1
1
K
(
 
1/3 1/3
cu
2 2
f 80
K = ( ) and 1 K ( )
30 30
‫اﻟﻘﺺ‬ ‫إﺟﻬﺎد‬ ‫ﻳﺤﻘﻖ‬ ‫أن‬ ‫ﻳﺠﺐ‬
:‫اﻟﺘﺎﻟﻴﺘﻴﻦ‬ ‫اﻟﻤﺘﺮاﺟﺤﺘﻴﻦ‬ ‫اﻟﺤﺪي‬
  
1/4
s
100 A 400
0.15 3 ( ) 1
b . d d
)
s
A
(
‫ﻣﺴﺎﺣﺔ‬
‫اﻟﺸﺪ‬ ‫ﺗﺴﻠﻴﺢ‬
‫اﻟﻘﺺ‬ ‫ﻣﻦ‬
.
) ‫ﺗﻌﺘﺒﺮ‬ ‫اﻟﻌﺎدي‬ ‫اﻟﺘﺼﻤﻴﻢ‬ ‫أﺟﻞ‬ ‫وﻣﻦ‬
40 MPa
<
cu
f
(
.

:‫ﻳﻠﻲ‬ ‫ﻛﻤﺎ‬‫اﻟﻘﺺ‬ ‫ﺗﺴﻠﻴﺢ‬ ‫ﻳﺘﺤﻤﻠﻪ‬ ‫اﻟﺬي‬ ‫اﻟﺘﺼﻤﻴﻤﻲ‬ ‫اﻟﻘﺺ‬ ‫إﺟﻬﺎد‬ ‫ﻳﺤﺴﺐ‬
r c
v = 0.4 + v
‫ﻛﺎن‬‫إذا‬
‫اﻟﻤﻄﺒﻖ‬ ‫اﻹﺟﻬﺎد‬
)
r
+ v
c
v
<
v
(
:‫ﻗﺪرﻩ‬ ‫أدﻧﻰ‬ ‫ﺑﺘﺴﻠﻴﺢ‬ ‫اﻟﻤﻘﻄﻊ‬ ‫ﻳﺴﻠﺢ‬ ،
.
s r
v yv
A v b
=
s 0.87 f
‫إ‬
) ‫اﻟﻤﻄﺒﻖ‬ ‫اﻹﺟﻬﺎد‬ ‫ﻛﺎن‬‫ذا‬
r
+ v
c
v > v
:‫ﻗﺪرﻩ‬ ‫ﺑﺘﺴﻠﻴﺢ‬ ‫اﻟﻤﻘﻄﻊ‬ ‫ﻳﺴﻠﺢ‬ ،(
s c
v yv
A (v - v ) b
=
s 0.87 f

ETABS 2015
‫اﻟﺠﺰء‬
‫اﻷول‬
‫ـ‬
5
(
‫ـ‬
‫وﻓﻖ‬
‫ﻧﻲ‬
BS 8110 - 97
19
ً‫ﺎ‬‫ﺛﺎﻧﻴ‬
‫ـ‬
‫ﺑﻂ‬‫ﺮ‬‫اﻟ‬ ‫ات‬‫ﺮ‬‫ﻛﻤ‬
‫و‬ ‫اﻟﻘﺺ‬ ‫ان‬‫ر‬‫ﺟﺪ‬
7.5
‫اﻟﺨﺮﺳﺎﻧﻴﺔ‬ ‫اﻟﻘﺺ‬ ‫ﺟﺪران‬ ‫ﺗﺼﻤﻴﻢ‬ ‫وﻣﺼﻄﻠﺤﺎت‬ ‫رﻣﻮز‬
‫وﻓﻖ‬
) ‫اﻟﻜﻮد‬
BS
8110 - 97
:(
‫ﻳﺴﺘﺨﺪﻣﻬﺎ‬ ‫اﻟﺘﻲ‬ ‫واﻟﻤﺼﻄﻠﺤﺎت‬ ‫اﻟﺮﻣﻮز‬ ‫اﻟﺘﺎﻟﻲ‬ ‫اﻟﺠﺪول‬ ‫ﻳﻮﺿﺢ‬
) ‫اﻟﻜﻮد‬
BS 8110
‫اﻟﻌﻨﺎﺻﺮ‬ ‫ﻟﺘﺼﻤﻴﻢ‬ (
.‫اﻟﺨﺮﺳﺎﻧﻴﺔ‬ ‫اﻹﻃﺎرﻳﺔ‬
ACV
‫اﻟﺠﺪار‬ ‫ﻟﻤﻘﻄﻊ‬ ‫اﻟﺼﺎﻓﻴﺔ‬ ‫اﻟﻤﺴﺎﺣﺔ‬
‫اﻟﻄﻮل‬ ‫اﻟﻤﺤﺪد‬
p
L
‫اﻟﺠﺬع‬ ‫وﺳﻤﺎﻛﺔ‬
mm2
Net area of a wall pier bounded by the
length of the wall pier Lp, and the web
thickness
Ag
.‫اﻟﺠﺪار‬ ‫ﻟﻤﻘﻄﻊ‬ ‫اﻟﻜﻠﻴﺔ‬ ‫اﻟﻤﺴﺎﺣﺔ‬
mm2
Gross area of a wall pier
Ah-min
‫اﻷﻓﻘﻲ‬ ‫ﻟﺘﺴﻠﻴﺢ‬ ‫اﻟﻤﻄﻠﻮﺑﺔ‬ ‫اﻟﺪﻧﻴﺎ‬ ‫اﻟﻤﺴﺎﺣﺔ‬
‫اﻟﺮﺑﻂ‬ ‫ﻛﻤﺮة‬‫ﻓﻲ‬ ‫ع‬
‫واﻟﻤﻮز‬ ‫ﻟﻠﻘﺺ‬ ‫اﻟﻼزم‬
mm2
mm
Minimum required area of distributed
horizontal reinforcing steel required for
shear in a wall spandrel
As
‫اﻟﺘﺴﻠﻴﺢ‬ ‫ﻓﻮﻻذ‬ ‫ﻣﺴﺎﺣﺔ‬
mm2
Area of reinforcing steel
Asc
‫ﻓﻲ‬ ‫اﻟﻌﻈﻤﻰ‬ ‫اﻟﻀﻐﻂ‬ ‫ﺗﺴﻠﻴﺢ‬ ‫ﻓﻮﻻذ‬ ‫ﻣﺴﺎﺣﺔ‬
‫اﻟﻘﺺ‬ ‫ﺟﺪار‬ ‫ﻃﺮف‬
mm2
Maximum area of compression reinforcing
steel in a wall pier edge member
Asf
‫اﻟﻤﻄﻠﻮﺑﺔ‬ ‫اﻟﺸﺪ‬ ‫ﺗﺴﻠﻴﺢ‬ ‫ﻓﻮﻻذ‬ ‫ﻣﺴﺎﺣﺔ‬
‫اﻟﺠﺰء‬ ‫ﺧﺮﺳﺎﻧﺔ‬ ‫ﻓﻲ‬ ‫اﻟﻀﻐﻂ‬ ‫ﻗﻮة‬ ‫ﻧﺔ‬‫ز‬‫ﻟﻤﻮا‬
‫اﻟﻤ‬
‫اﻟﻜﻤﺮة‬ ‫ﺟﻨﺎح‬ ‫ﻣﻦ‬ ‫ﻤﺘﺪ‬
T
mm2
The required area of tension reinforcing
steel for balancing the concrete
compression force in the extruding portion
of the concrete flange of a T- beam
Ast
‫ﻓﻲ‬ ‫اﻟﻤﻄﻠﻮﺑﺔ‬ ‫اﻟﺸﺪ‬ ‫ﺗﺴﻠﻴﺢ‬ ‫ﻓﻮﻻذ‬ ‫ﻣﺴﺎﺣﺔ‬
‫اﻟﻘﺺ‬ ‫ﻟﺠﺪار‬ ‫اﻟﻄﺮﻓﻲ‬ ‫اﻟﻌﻨﺼﺮ‬
mm2
Area of reinforcing steel required for
tension in a pier edge member
Ast max
‫ﻓﻲ‬ ‫اﻟﻌﻈﻤﻰ‬ ‫اﻟﺸﺪ‬ ‫ﺗﺴﻠﻴﺢ‬ ‫ﻓﻮﻻذ‬ ‫ﻣﺴﺎﺣﺔ‬
‫اﻟﻘﺺ‬ ‫ﻟﺠﺪار‬ ‫اﻟﻄﺮﻓﻲ‬ ‫اﻟﻌﻨﺼﺮ‬
mm2
Maximum area of tension reinforcing steel
in a wall pier edge member
Asv
‫اﻟﻤﻄﻠﻮﺑﺔ‬ ‫اﻟﻘﺺ‬ ‫ﺗﺴﻠﻴﺢ‬ ‫ﻓﻮﻻذ‬ ‫ﻣﺴﺎﺣﺔ‬
mm2
mm
Area of reinforcing steel required for shear
Asd
‫ﻓﻲ‬ ‫اﻟﻘﻄﺮي‬ ‫اﻟﻘﺺ‬ ‫ﺗﺴﻠﻴﺢ‬ ‫ﻓﻮﻻذ‬ ‫ﻣﺴﺎﺣﺔ‬
mm2
Area of diagonal shear reinforcement in a
coupling beam

ETABS 2015
‫اﻟﺠﺰء‬
‫اﻷول‬
‫ـ‬
5
(
‫ـ‬
‫وﻓﻖ‬
‫ﻧﻲ‬
BS 8110 - 97
20
‫اﻟﻜﻤﺮات‬
Av-min
‫ﻟﺘﺴﻠﻴﺢ‬ ‫اﻟﻤﻄﻠﻮﺑﺔ‬ ‫اﻟﺪﻧﻴﺎ‬ ‫اﻟﻤﺴﺎﺣﺔ‬
‫ﻛﻤﺮة‬‫ﻓﻲ‬ ‫اﻟﻤﻮزع‬ ‫ﻟﻠﻘﺺ‬ ‫اﻟﻼزم‬ ‫اﻟﺸﺎﻗﻮﻟﻲ‬
‫اﻟﺮﺑﻂ‬
mm2
mm
Minimum required area of distributed
vertical reinforcing steel required for shear
in a wall spandrel.
Asw
‫اﻟﻤﻄﻠﻮﺑﺔ‬ ‫اﻟﺸﺪ‬ ‫ﺗﺴﻠﻴﺢ‬ ‫ﻓﻮﻻذ‬ ‫ﻣﺴﺎﺣﺔ‬
‫ذات‬ ‫ﺧﺮﺳﺎﻧﺔ‬ ‫ﻓﻲ‬ ‫اﻟﻀﻐﻂ‬ ‫ﻗﻮة‬ ‫ﻧﺔ‬‫ز‬‫ﻟﻤﻮا‬
‫ﻓﻲ‬ ‫اﻟﻀﻐﻂ‬ ‫ﻗﻮة‬ ‫ﻓﻲ‬ ‫أو‬ ‫اﻟﻤﺴﺘﻄﻴﻞ‬ ‫اﻟﻤﻘﻄﻊ‬
‫ذات‬ ‫اﻟﻤﺠﻨﺤﺔ‬ ‫اﻟﻜﻤﺮة‬ ‫ﺟﻨﺎح‬ ‫ﺧﺮﺳﺎﻧﺔ‬
T
mm2
The required area of tension reinforcing
steel for balancing the concrete
compression force in a rectangular
concrete beam, or for balancing the
concrete compression force in the concrete
web of a T- beam
A`s
‫ﻛﻤﺮة‬‫ﻓﻲ‬ ‫اﻟﻀﻐﻂ‬ ‫ﺗﺴﻠﻴﺢ‬ ‫ﻓﻮﻻذ‬ ‫ﻣﺴﺎﺣﺔ‬
‫اﻟﺮﺑﻂ‬
mm2
Area of compression reinforcing steel in a
spandrel
B1,B2
‫ذي‬ ‫اﻟﺠﺪار‬ ‫ﻓﻲ‬ ‫اﻟﻄﺮﻓﻲ‬ ‫اﻟﻌﻨﺼﺮ‬ ‫ﻃﻮل‬
‫اﻟﺜﺎﺑﺘﺔ‬ ‫اﻟﺴﻤﺎﻛﺔ‬
mm
Length of a concrete edge member in a wall
with uniform thickness
Cc
‫أو‬ ‫اﻟﻘﺺ‬ ‫ﺟﺪار‬ ‫ﺧﺮﺳﺎﻧﺔ‬ ‫ﻓﻲ‬ ‫اﻟﻀﻐﻂ‬ ‫ﻗﻮة‬
‫ﺑﻂ‬‫ﺮ‬‫اﻟ‬ ‫ﻛﻤﺮة‬
N
Concrete compression force in a wall pier
or spandrel
Cf
‫اﻟﻀﻐﻂ‬ ‫ﻗﻮة‬
‫اﻟﺠﺰء‬ ‫ﺿﻤﻦ‬ ‫اﻟﺨﺮﺳﺎﻧﺔ‬ ‫ﻓﻲ‬
‫اﻟﻜﻤﺮة‬ ‫ﺟﻨﺎح‬ ‫ﻣﻦ‬ ‫اﻟﻤﻤﺘﺪ‬
T
N
Concrete compression force in the
extruding portion of a T beam flange
Cs
‫أو‬ ‫اﻟﻘﺺ‬ ‫ﻟﺠﺪار‬ ‫اﻟﻀﻐﻂ‬ ‫ﺗﺴﻠﻴﺢ‬ ‫ﻓﻲ‬ ‫اﻟﻘﻮة‬
‫ﺑﻂ‬‫ﺮ‬‫اﻟ‬ ‫ﻛﻤﺮة‬
N
Compression force in wall pier or spandrel
reinforcing steel
Cw
‫ﺧﺮﺳﺎﻧﺔ‬ ‫ﻓﻲ‬ ‫اﻟﻀﻐﻂ‬ ‫ﻗﻮة‬
‫اﻟﻜﻤﺮة‬ ‫ﺟﺬع‬
‫اﻟﻤﻘﻄﻊ‬ ‫ذات‬
T
N
Concrete compression force in the web of a
T- beam
D/C
‫ﻗﺪرة‬ ‫إﻟﻰ‬ ‫اﻟﻤﻄﺒﻘﺔ‬ ‫اﻟﻀﻐﻂ‬ ‫ﻗﻮة‬ ‫ﻧﺴﺒﺔ‬
‫اﺑﻂ‬‫ﺮ‬‫اﻟﺘ‬ ‫ﻣﺨﻄﻂ‬ ‫ﻣﻦ‬ ‫ﻣﻘﺎﺳﺔ‬ ‫اﻟﺘﺤﻤﻞ‬
‫ـ‬
Demand/Capacity ratio as measured on an
interaction curve for a wall pier
CB1
‫اﻟﻘﺺ‬ ‫ﻟﺠﺪار‬ ‫اﻟﻄﺮﻓﻲ‬ ‫اﻟﻌﻨﺼﺮ‬ ‫ﻃﻮل‬
mm
Length of a user defined wall pier edge
member, mm. This can be different on the

ETABS 2015
‫اﻟﺠﺰء‬
‫اﻷول‬
‫ـ‬
5
(
‫ـ‬
‫وﻓﻖ‬
‫ﻧﻲ‬
BS 8110 - 97
21
‫اﻟ‬
‫أن‬ ‫ﻳﻤﻜﻦ‬ ...‫اﻟﻤﺴﺘﺜﻤﺮ‬ ‫ﻗﺒﻞ‬ ‫ﻣﻦ‬ ‫ﻤﺤﺪد‬
‫اﻟﻴﻤﻨﻰ‬ ‫اﻟﺠﻬﺘﻴﻦ‬ ‫ﺑﻴﻦ‬ ً‫ﺎ‬‫ﻣﺨﺘﻠﻔ‬ ‫ﻳﻜﻮن‬
‫واﻷﺳﻔﻞ‬ ‫اﻷﻋﻠﻰ‬ ‫ﺑﻴﻦ‬ ‫أو‬ ‫واﻟﻴﺴﺮى‬
left and right sides of the pier, and it also
can be different at the top and the bottom
of the pier
CB2
‫اﻟﻘﺺ‬ ‫ﻟﺠﺪار‬ ‫اﻟﻄﺮﻓﻲ‬ ‫اﻟﻌﻨﺼﺮ‬ ‫ﻋﺮض‬
‫أن‬ ‫ﻳﻤﻜﻦ‬ ...‫اﻟﻤﺴﺘﺜﻤﺮ‬ ‫ﻗﺒﻞ‬ ‫ﻣﻦ‬ ‫اﻟﻤﺤﺪد‬
‫اﻟﻴﻤﻨﻰ‬ ‫اﻟﺠﻬﺘﻴﻦ‬ ‫ﺑﻴﻦ‬ ً‫ﺎ‬‫ﻣﺨﺘﻠﻔ‬ ‫ﻳﻜﻮن‬
‫واﻷﺳﻔﻞ‬ ‫اﻷﻋﻠﻰ‬ ‫ﺑﻴﻦ‬ ‫أو‬ ‫واﻟﻴﺴﺮى‬
mm
Width of a user defined wall pier edge
member. This can be different on the left
and right sides of the pier, and it also can
be different at the top and the bottom of the
pier
Es
‫اﻟﺘﺴﻠﻴﺢ‬ ‫ﻓﻮﻻذ‬ ‫ﻣﺮوﻧﺔ‬ ‫ﻣﻌﺎﻣﻞ‬
MPa
Modulus of elasticity of reinforcing steel
IPmax
‫ﻓﻲ‬ ‫اﻟﻤﻌﺘﺒﺮة‬ ‫اﻟﻌﻈﻤﻰ‬ ‫اﻟﺘﺴﻠﻴﺢ‬ ‫ﻧﺴﺒﺔ‬
‫ﻓﻲ‬ ‫واﻟﻤﺨﺘﺎرة‬ ،‫اﻟﻘﺺ‬ ‫ﺟﺪار‬ ‫ﺗﺼﻤﻴﻢ‬
.‫اﻟﻤﻘﺎﻃﻊ‬ ‫ﻣﺼﻤﻢ‬
‫ـ‬
The maximum ratio of reinforcing
considered in the design of a pier with a
Section Designer section
IPmin
‫ﺗﺼﻤﻴﻢ‬ ‫ﻓﻲ‬ ‫اﻟﻤﻌﺘﺒﺮة‬ ‫اﻟﺪﻧﻴﺎ‬ ‫اﻟﺘﺴﻠﻴﺢ‬ ‫ﻧﺴﺒﺔ‬
‫ﻣﺼﻤﻢ‬ ‫ﻓﻲ‬ ‫واﻟﻤﺨﺘﺎرة‬ ،‫اﻟﻘﺺ‬ ‫ﺟﺪار‬
.‫اﻟﻤﻘﺎﻃﻊ‬
‫ـ‬
The minimum ratio of reinforcing
considered in the design of a
pier with a Section Designer section
LBZ
‫اﻟﻘﺺ‬ ‫ﺟﺪار‬ ‫ﻓﻲ‬ ‫اﻟﻄﺮﻓﻲ‬ ‫اﻟﻌﻨﺼﺮ‬ ‫ﻃﻮل‬
mm
Horizontal length of the boundary zone at
each end of a wall pier
Lp
‫أن‬ ‫ﻳﻤﻜﻦ‬ ...‫اﻟﻘﺺ‬ ‫ﺟﺪار‬ ‫ﻣﻘﻄﻊ‬ ‫ﻃﻮل‬
‫واﻷﺳﻔﻞ‬ ‫اﻻﻋﻠﻰ‬ ‫ﺑﻴﻦ‬ ‫ﻳﺨﺘﻠﻒ‬
mm
Horizontal length of wall pier. This can be
different at the
top and the bottom of the pier
Ls
‫اﻟﺮﺑﻂ‬ ‫ﻟﻜﻤﺮة‬ ‫اﻷﻓﻘﻲ‬ ‫اﻟﻄﻮل‬
mm
Horizontal length of wall spandrel
Qk
‫اﻟﺤﻴﺔ‬ ‫اﻟﺤﻤﻮﻟﺔ‬
N
Live load
M
‫اﻟﻤﻘﻄﻊ‬ ‫ﻓﻲ‬ ‫اﻟﻤﺼﻌﺪ‬ ‫اﻟﺘﺼﻤﻴﻤﻲ‬ ‫اﻟﻌﺰم‬
N.mm
Factored bending moment at a design
section
Mc
‫اﻟﻤﻘﻄﻊ‬ ‫ﻋﻨﺪ‬ ‫اﻟﻤﺼﻌﺪ‬ ‫اﻻﻧﻌﻄﺎف‬ ‫ﻋﺰم‬
‫ﻳﻘﺎوم‬ ‫واﻟﺬي‬ ،‫اﻟﻤﺼﻤﻢ‬
‫ﻓﻲ‬ ‫اﻟﻀﻐﻂ‬ ‫ﻋﺒﺮ‬
‫ﻓﻲ‬ ‫اﻟﺸﺪ‬ ‫ﺗﺴﻠﻴﺢ‬ ‫ﻓﻲ‬ ‫واﻟﺸﺪ‬ ‫اﻟﺨﺮﺳﺎﻧﺔ‬
‫اﻟﻀﻐﻂ‬ ‫ﺗﺴﻠﻴﺢ‬ ‫ﻋﻠﻰ‬ ‫اﻟﺤﺎوﻳﺔ‬ ‫ﺑﻂ‬‫ﺮ‬‫اﻟ‬ ‫ﻛﻤﺮة‬
N.mm
In a spandrel with compression reinforcing,
the factored bending moment at a design
section resisted by the couple between the
concrete in compression and the tension
steel.

ETABS 2015
‫اﻟﺠﺰء‬
‫اﻷول‬
‫ـ‬
5
(
‫ـ‬
‫وﻓﻖ‬
‫ﻧﻲ‬
BS 8110 - 97
22
Mf
‫اﻟﻤﺼﻤﻢ‬
‫ﻓﻲ‬ ‫اﻟﻀﻐﻂ‬ ‫ﻋﺒﺮ‬ ‫ﻳﻘﺎوم‬ ‫واﻟﺬي‬
‫ﻓﻲ‬ ‫واﻟﺸﺪ‬ ‫اﻟﻀﻐﻂ‬ ‫وﺗﺴﻠﻴﺢ‬ ‫اﻟﺨﺮﺳﺎﻧﺔ‬
‫ذات‬ ‫اﻟﺮﺑﻂ‬ ‫ﻛﻤﺮة‬‫ﻓﻲ‬ ،‫اﻟﺸﺪ‬ ‫ﺗﺴﻠﻴﺢ‬
T
N.mm
In a spandrel with a T- beam section and
compression
reinforcing, the factored bending moment
at a design section resisted by the couple
between the concrete in compression in
the extruding portion of the flange and the
tension steel
Ms
‫ﺗﺴﻠﻴﺢ‬ ‫ﻋﺒﺮ‬ ‫ﻳﻘﺎوم‬ ‫واﻟﺬي‬ ،‫اﻟﻤﺼﻤﻢ‬
‫ﺑﻂ‬‫ﺮ‬‫اﻟ‬ ‫ﻛﻤﺮة‬‫ﻓﻲ‬ ‫اﻟﺸﺪ‬ ‫وﺗﺴﻠﻴﺢ‬ ‫اﻟﻀﻐﻂ‬
N.mm
In a spandrel with compression reinforcing,
the factored bending moment at a design
section resisted by the couple between the
compression steel and the tension steel
Mw
‫ﺗﺴﻠﻴﺢ‬ ‫ﻋﺒﺮ‬ ‫ﻳﻘﺎوم‬ ‫واﻟﺬي‬ ،‫اﻟﻤﺼﻤﻢ‬
‫ﺑﻂ‬‫ﺮ‬‫اﻟ‬ ‫ﻛﻤﺮة‬‫ﻓﻲ‬ ‫اﻟﺸﺪ‬ ‫وﺗﺴﻠﻴﺢ‬ ‫اﻟﻀﻐﻂ‬
T
M.mm
In a spandrel with a T-beam section and
compression
reinforcing, the factored bending moment
at a design section resisted by the couple
between the concrete in compression the
web and the tension steel
OC
‫ﻧﻘﻄﺔ‬ ‫ﺑﻴﻦ‬ ‫اﻟﺘﺮاﺑﻂ‬ ‫ﻣﺨﻄﻂ‬ ‫ﻋﻠﻰ‬ ‫اﻟﻤﺴﺎﻓﺔ‬
‫ﻧﻘﻄﺔ‬ ‫وﺑﻴﻦ‬ ‫ﻛﺰ‬
‫اﻟﻤﺮ‬
‫اﻟﻤﻌﺘﺒﺮة‬ ‫اﻟﺘﺤﻤﻞ‬ ‫ﻗﺪرة‬
‫ـ‬
On a wall pier interaction curve the
"distance" from the origin to the capacity
associated with the point considered
OL
‫ﻟﺠﺪار‬ ‫اﻟﺘﺮاﺑﻂ‬ ‫ﻣﺨﻄﻂ‬ ‫ﻋﻠﻰ‬ ‫اﻟﻤﺴﺎﻓﺔ‬
‫ﻣﺎ‬ ‫ﻧﻘﻄﺔ‬ ‫ﺑﻴﻦ‬‫و‬ ‫ﻛﺰ‬
‫اﻟﻤﺮ‬ ‫ﻧﻘﻄﺔ‬ ‫ﺑﻴﻦ‬ ‫اﻟﻘﺺ‬
‫ﻣﻌﺘﺒﺮة‬
‫ـ‬
On a wall pier interaction curve the
"distance" from the origin to the point
considered
Nb
‫اﻟﻘﺺ‬ ‫ﺟﺪار‬ ‫ﻋﻠﻰ‬ ‫ﻳﺔ‬‫ر‬‫اﻟﻤﺤﻮ‬ ‫اﻟﺤﻤﻮﻟﺔ‬
‫ﻧﻲ‬‫ز‬‫اﻟﺘﻮا‬ ‫اﻟﺘﺸﻮﻩ‬ ‫ﺷﺮوط‬ ‫ﺗﺤﺖ‬
N
The axial force in a wall pier at a balanced
strain condition
Nleft
‫اﻟﻌﻨﺼﺮ‬ ‫ﻓﻲ‬ ‫اﻟﻤﻜﺎﻓﺌﺔ‬ ‫ﻳﺔ‬‫ر‬‫اﻟﻤﺤﻮ‬ ‫اﻟﻘﻮة‬
‫اﻟﺘﻲ‬‫و‬ .‫اﻟﻘﺺ‬ ‫ﺟﺪار‬ ‫ﻓﻲ‬ ‫اﻷﻳﺴﺮ‬ ‫اﻟﻄﺮﻓﻲ‬
‫ﻳﻤﻜﻦ‬
‫اﻷﺳﻔﻞ‬‫و‬ ‫اﻷﻋﻠﻰ‬ ‫ﺑﻴﻦ‬ ‫ﺗﺨﺘﻠﻒ‬ ‫أن‬
N
Equivalent axial force in the left edge
member of a wall pier used for design. This
may be different at the top and the bottom
of the wall pier.
Nmax
‫اﻟﺘﺼﻤﻴﻤﻴﺔ‬ ‫اﻟﺤﺪﻳﺔ‬ ‫اﻟﻀﻐﻂ‬ ‫ﻣﻘﺎوﻣﺔ‬
) ‫وﻓﻖ‬ ‫اﻟﻌﻈﻤﻰ‬
BS 8110-1997
(
N
Limit on the maximum compressive design
strength specified by BS 8110-1997

ETABS 2015
‫اﻟﺠﺰء‬
‫اﻷول‬
‫ـ‬
5
(
‫ـ‬
‫وﻓﻖ‬
‫ﻧﻲ‬
BS 8110 - 97
23
Nr
‫اﻻﺳﻤﻴﺔ‬ ‫اﻟﻤﺤﻮرﻳﺔ‬ ‫اﻟﻤﺘﺎﻧﺔ‬ ‫أو‬ ‫اﻟﻤﻘﺎوﻣﺔ‬
N
Nominal axial strength
N0
‫ﻓﻲ‬ ‫اﻻﺳﻤﻴﺔ‬ ‫اﻟﻤﺤﻮرﻳﺔ‬ ‫اﻟﺤﻤﻮﻟﺔ‬ ‫ﻣﺘﺎﻧﺔ‬
‫اﻟﻘﺺ‬ ‫ﺟﺪار‬
N
nominal axial load strength of a wall pier
Nr max
‫ﻟ‬ ‫ﻳﻤﻜﻦ‬ ‫اﻟﺘﻲ‬ ‫اﻟﻌﻈﻤﻰ‬ ‫اﻟﻀﻐﻂ‬ ‫ﻗﻮة‬
‫ﺠﺪار‬
‫ﻟﻠﻤﺘﺎﻧﺔ‬ ‫ﺗﺨﻔﻴﺾ‬ ‫ﻣﻌﺎﻣﻞ‬ ‫ﻣﻊ‬ ‫ﺗﺤﻤﻠﻬﺎ‬ ‫اﻟﻘﺺ‬
‫اﻟﻮاﺣﺪ‬ ‫ﻳﺴﺎوي‬
N
The maximum compression force a wall
pier can carry with strength reduction
factors set equal to one
Nt max
‫ﻟﺠﺪار‬ ‫ﻳﻤﻜﻦ‬ ‫اﻟﺘﻲ‬ ‫اﻟﻌﻈﻤﻰ‬ ‫اﻟﺸﺪ‬ ‫ﻗﻮة‬
‫ﻟﻠﻤﺘﺎﻧﺔ‬ ‫ﺗﺨﻔﻴﺾ‬ ‫ﻣﻌﺎﻣﻞ‬ ‫ﻣﻊ‬ ‫ﺗﺤﻤﻠﻬﺎ‬ ‫اﻟﻘﺺ‬
‫اﻟﻮاﺣﺪ‬ ‫ﻳﺴﺎوي‬
N
The maximum tension force a wall pier can
carry with strength reduction factors set
equal to one
Nright
‫اﻟﻌﻨﺼﺮ‬ ‫ﻓﻲ‬ ‫اﻟﻤﻜﺎﻓﺌﺔ‬ ‫ﻳﺔ‬‫ر‬‫اﻟﻤﺤﻮ‬ ‫اﻟﻘﻮة‬
‫اﻟﺘﻲ‬‫و‬ ‫اﻟﻘﺺ‬ ‫ﺟﺪار‬ ‫ﻓﻲ‬ ‫اﻷﻳﺴﺮ‬ ‫اﻟﻄﺮﻓﻲ‬
‫اﻷﺳﻔﻞ‬‫و‬ ‫اﻷﻋﻠﻰ‬ ‫ﺑﻴﻦ‬ ‫ﺗﺨﺘﻠﻒ‬ ‫أن‬ ‫ﻳﻤﻜﻦ‬
N
Equivalent axial force in the right edge
member of a wall pier used for design. This
may be different at the top and the bottom
of the wall pier
N
‫اﻟﺘﺼﻤﻴﻤﻴﺔ‬ ‫اﻟﻤﺼﻌﺪة‬ ‫ﻳﺔ‬‫ر‬‫اﻟﻤﺤﻮ‬ ‫اﻟﺤﻤﻮﻟﺔ‬
N
Factored axial force at a design section
NCmax
‫اﻟﻌﻨﺼﺮ‬ ‫ﻓﻲ‬ ‫اﻟﻔﻮﻻذ‬ ‫ﻓﻲ‬ ‫اﻟﻀﻐﻂ‬ ‫ﻧﺴﺒﺔ‬
‫اﻟﻘﺺ‬ ‫ﻟﺠﺪار‬ ‫اﻟﻄﺮﻓﻲ‬
‫ـ‬
Maximum ratio of compression steel in an
edge member of a
wall pier.
NTmax
‫اﻟﻌﻨﺼﺮ‬ ‫ﻓﻲ‬ ‫اﻟﻔﻮﻻذ‬ ‫ﻓﻲ‬ ‫اﻟﺸﺪ‬ ‫ﻧﺴﺒﺔ‬
‫اﻟﻘﺺ‬ ‫ﻟﺠﺪار‬ ‫اﻟﻄﺮﻓﻲ‬
‫ـ‬
Maximum ratio of tension steel in an edge
member of a wall Pier.
RLw
‫اﻟﻤﻮﺻﻮف‬ ‫اﻟﻘﺺ‬ ‫ﻣﺘﺎﻧﺔ‬ ‫ﺗﺨﻔﻴﺾ‬ ‫ﻣﻌﺎﻣﻞ‬
‫ﻋﻠﻰ‬ ‫ﻳﻄﺒﻖ‬ .‫اﻟﺨﺮﺳﺎﻧﺔ‬ ‫ﺧﻮاص‬ ‫ﻣﻊ‬
‫وﻫ‬ ،‫اﻟﺨﻔﻴﻒ‬ ‫اﻟﺨﺮﺳﺎﻧﺔ‬
‫اﻟﻮاﺣﺪ‬ ‫ﻳﺴﺎوي‬ ‫ﻮ‬
‫اﻟﻌﺎدﻳﺔ‬ ‫اﻟﺨﻔﻴﻔﺔ‬ ‫ﻟﻠﺨﺮﺳﺎﻧﺔ‬
‫ـ‬
Shear strength reduction factor as
specified in the concrete material
properties. This reduction factor applies to
lightweight concrete. It is equal to 1 for
normal weight concrete.
RLL
‫اﻟﺤﻴﺔ‬ ‫اﻟﺤﻤﻮﻟﺔ‬ ‫ﺗﺨﻔﻴﺾ‬ ‫ﻣﻌﺎﻣﻞ‬
‫ـ‬
Reduced live load
Ns
‫اﻟﻘﺺ‬ ‫ﺟﺪار‬ ‫ﺗﺴﻠﻴﺢ‬ ‫ﻓﻮﻻذ‬ ‫ﻓﻲ‬ ‫اﻟﺸﺪ‬ ‫ﻗﻮة‬
N
Tension force in wall pier reinforcing steel

ETABS 2015
‫اﻟﺠﺰء‬
‫اﻷول‬
‫ـ‬
5
(
‫ـ‬
‫وﻓﻖ‬
‫ﻧﻲ‬
BS 8110 - 97
24
Vc
‫ﺗﺘﺤﻤﻠﻪ‬ ‫اﻟﺬي‬ ‫اﻟﻘﺺ‬ ‫ﻗﻮة‬ ‫ﻣﻦ‬ ‫اﻟﺠﺰء‬
‫اﻟﺨﺮﺳﺎﻧﺔ‬
N
The portion of the shear force carried by
the concrete
Vr
‫اﻟﺘﺼﻤﻴﻤﻴﺔ‬ ‫اﻟﻘﺺ‬ ‫ﻣﺘﺎﻧﺔ‬ ‫أو‬ ‫ﻣﻘﺎوﻣﺔ‬
N
Design shear strength
Vs
‫اﻟﺮﺑﻂ‬ ‫ﻛﻤﺮة‬‫ﻓﻲ‬ ‫اﻟﻘﺺ‬ ‫ﻗﻮة‬ ‫ﻣﻦ‬ ‫اﻟﺠﺰء‬
‫اﻟﻘﺺ‬ ‫ﺗﺴﻠﻴﺢ‬ ‫ﻳﺘﺤﻤﻠﻪ‬ ‫اﻟﺬي‬
N
The portion of the shear force in a spandrel
carried by the shear reinforcing steel
V
‫ﻓﻲ‬ ‫اﻟﺘﺼﻤﻴﻤﻴﺔ‬ ‫اﻟﻤﺼﻌﺪة‬ ‫اﻟﻘﺺ‬ ‫ﻗﻮة‬
N
Factored shear force at a design section
Wk
‫ﻳﺎح‬‫ﺮ‬‫اﻟ‬ ‫ﺣﻤﻮﻟﺔ‬
N
Wind load
a
‫اﻟﻘﺺ‬ ‫ﺟﺪار‬ ‫ﻣﻦ‬ ‫اﻟﻤﻀﻐﻮط‬ ‫اﻟﺠﺰء‬ ‫ﻋﻤﻖ‬
‫اﻟﺮﺑﻂ‬ ‫ﻛﻤﺮة‬‫ﻣﻦ‬ ‫أو‬
mm
Depth of the wall pier or spandrel
compression block
a1
‫اﻟﻜﻤﺮة‬ ‫ﺟﺬع‬ ‫ﻣﻦ‬ ‫اﻟﻤﻀﻐﻮط‬ ‫اﻟﺠﺰء‬ ‫ﻋﻤﻖ‬
T
mm
Depth of the compression block in the web
of a T- beam
bs
‫أو‬ ‫ﺟﻨﺎح‬ ‫ﻣﻦ‬ ‫اﻟﻤﻀﻐﻮط‬ ‫اﻟﺠﺰء‬ ‫ﻋﺮض‬
‫اﻟﻤﻘﻄﻊ‬ ‫ذات‬ ‫اﻟﻜﻤﺮة‬ ‫ﺷﻔﺔ‬
T
‫وﻗﺪ‬ .
‫اﻟﺠﻨﺎح‬ ‫وﻳﺴﺎر‬ ‫ﻳﻤﻴﻦ‬ ‫ﺑﻴﻦ‬ ‫ﺗﺨﺘﻠﻒ‬
mm
Width of the compression flange in a T-
beam. This can be different on the left and
right ends of the T-beam.
c
‫ﻓﻲ‬ ‫ﻣﻀﻐﻮط‬ ‫ﻟﻴﻒ‬ ‫أﺑﻌﺪ‬ ‫ﺑﻴﻦ‬ ‫اﻟﻤﺴﺎﻓﺔ‬
‫اﻟﻤﺤﻮر‬ ‫وﺑﻴﻦ‬ ‫اﻟﺮﺑﻂ‬ ‫ﻛﻤﺮة‬‫أو‬ ‫اﻟﻘﺺ‬ ‫ﺟﺪار‬
‫اﻟﺴﻠﻴﻢ‬
mm
Distance from the extreme compression
fiber of the wall pier or spandrel to the
neutral axis
dr bot
‫ﺑﻴﻦ‬ ‫اﻟﻤﺴﺎﻓﺔ‬ ‫أو‬ ‫اﻟﺴﻔﻠﻴﺔ‬ ‫اﻟﺘﻐﻄﻴﺔ‬ ‫ﺳﻤﺎﻛﺔ‬
‫اﻟﺘﺴﻠﻴﺢ‬ ‫ﻛﺰ‬
‫ﻣﺮ‬ ‫ﺑﻴﻦ‬‫و‬ ‫اﻟﺮﺑﻂ‬ ‫ﻛﻤﺮة‬‫أﺳﻔﻞ‬
‫اﻟﺴﻔﻠﻲ‬
.
‫ﻳﻤﻴﻦ‬ ‫ﺑﻴﻦ‬ ‫ﺗﺨﺘﻠﻒ‬ ‫أن‬ ‫ﻳﻤﻜﻦ‬
.‫اﻟﻜﻤﺮة‬ ‫وﻳﺴﺎر‬
mm
Distance from bottom of spandrel beam to
centre of the bottom reinforcing steel. This
can be different on the left and right ends
of the beam.
dr top
‫أو‬ ‫ﻳﺔ‬‫ﻮ‬‫اﻟﻌﻠ‬ ‫أو‬ ‫اﻟﺴﻔﻠﻴﺔ‬ ‫اﻟﺘﻐﻄﻴﺔ‬ ‫ﺳﻤﺎﻛﺔ‬
‫ﻛﺰ‬
‫ﻣﺮ‬ ‫وﺑﻴﻦ‬ ‫اﻟﺮﺑﻂ‬ ‫ﻛﻤﺮة‬‫ﻗﻤﺔ‬ ‫ﺑﻴﻦ‬ ‫اﻟﻤﺴﺎﻓﺔ‬
mm
Distance from top of spandrel beam to
centre of the top reinforcing steel. This can
be different on the left and right ends of the
beam.

ETABS 2015
‫اﻟﺠﺰء‬
‫اﻷول‬
‫ـ‬
5
(
‫ـ‬
‫وﻓﻖ‬
‫ﻧﻲ‬
BS 8110 - 97
25
‫ﺑﻴﻦ‬ ‫ﺗﺨﺘﻠﻒ‬ ‫أن‬ ‫ﻳﻤﻜﻦ‬ .‫اﻟﻌﻠﻮي‬ ‫اﻟﺘﺴﻠﻴﺢ‬
.‫اﻟﻜﻤﺮة‬ ‫وﻳﺴﺎر‬ ‫ﻳﻤﻴﻦ‬
ds
‫ذات‬ ‫اﻟﻜﻤﺮة‬ ‫ﻓﻲ‬ ‫اﻟﻀﻐﻂ‬ ‫ﺟﻨﺎح‬ ‫ﻋﻤﻖ‬
T
‫ﺑﻴﻦ‬ ‫ﺗﺨﺘﻠﻒ‬ ‫أن‬ ‫ﻳﻤﻜﻦ‬ ...
.‫اﻟﻜﻤﺮة‬ ‫وﻳﺴﺎر‬ ‫ﻳﻤﻴﻦ‬
mm
Depth of the compression flange in a T-
beam. This can be different on the left and
right ends of the T- beam.
dspandrel
.‫اﻟﺘﻐﻄﻴﺔ‬ ‫ﺳﻤﺎﻛﺔ‬ ‫ﻧﺎﻗﺺ‬ ‫اﻟﺮﺑﻂ‬ ‫ﻛﻤﺮة‬‫ﻋﻤﻖ‬
mm
Depth of spandrel beam minus cover to
centre of reinforcing.
fy
‫ﻳﺴﺘﺨﺪم‬ .‫اﻟﺘﺴﻠﻴﺢ‬ ‫ﻟﻔﻮﻻذ‬ ‫اﻟﺨﻀﻮع‬ ‫ﺣﺪ‬
‫اﻟﻀﻐﻂ‬ ‫ﺗﺴﻠﻴﺤﻲ‬ ‫ﺗﺼﻤﻴﻢ‬‫و‬ ‫ﻟﺤﺴﺎب‬
‫واﻻﻧﻌﻄﺎف‬
N/mm2
Yield strength of steel reinforcing. This
value is used for flexural and axial design
calculations
fys
‫ﻳﺴﺘﺨﺪم‬ .‫اﻟﺘﺴﻠﻴﺢ‬ ‫ﻟﻔﻮﻻذ‬ ‫اﻟﺨﻀﻮع‬ ‫ﺣﺪ‬
‫اﻟﻘﺺ‬ ‫ﺗﺴﻠﻴﺢ‬ ‫ﺗﺼﻤﻴﻢ‬‫و‬ ‫ﻟﺤﺴﺎب‬
N/mm2
Yield strength of steel reinforcing. This
value is used for shear design calculations.
f `cu
‫ﻣ‬
.‫ﻟﻠﺨﺮﺳﺎﻧﺔ‬ ‫اﻟﻀﻐﻂ‬ ‫ﻣﺘﺎﻧﺔ‬ ‫أو‬ ‫ﻘﺎوﻣﺔ‬
‫اﻟﻀﻐﻂ‬ ‫وﺗﺼﻤﻴﻢ‬ ‫ﻟﺤﺴﺎب‬ ‫ﺗﺴﺘﺨﺪم‬
‫واﻻﻧﻌﻄﺎف‬
N/mm2
Concrete compressive strength. This value
is used for flexural and axial design
calculations.
f `cs
.‫ﻟﻠﺨﺮﺳﺎﻧﺔ‬ ‫اﻟﻀﻐﻂ‬ ‫ﻣﺘﺎﻧﺔ‬ ‫أو‬ ‫ﻣﻘﺎوﻣﺔ‬
‫اﻟﻘﺺ‬ ‫وﺗﺼﻤﻴﻢ‬ ‫ﻟﺤﺴﺎب‬ ‫ﺗﺴﺘﺨﺪم‬
N/mm2
Concrete compressive strength. This value
is used for shear design calculations
f `s
‫اﻟﺮﺑﻂ‬ ‫ﻟﻜﻤﺮة‬ ‫اﻟﻀﻐﻂ‬ ‫ﺗﺴﻠﻴﺢ‬ ‫ﻓﻲ‬ ‫اﻹﺟﻬﺎد‬
N/mm2
Stress in compression steel of a spandrel
hs
‫ﻳﺨﺘﻠﻒ‬ ‫أن‬ ‫ﻳﻤﻜﻦ‬ ...‫اﻟﺮﺑﻂ‬ ‫ﻛﻤﺮة‬‫ارﺗﻔﺎع‬
‫اﻟﻜﻤﺮة‬ ‫وﻳﻤﻴﻦ‬ ‫ﻳﺴﺎر‬ ‫ﺑﻴﻦ‬
mm
Height of a spandrel. This can be different
on the left and right ends of the spandrel.
K1
‫اﻟﻘﺺ‬ ‫ﻣﻘﺎوﻣﺔ‬ ‫ﺗﺼﻌﻴﺪ‬ ‫ﻣﻌﺎﻣﻞ‬
‫ـ‬
Shear strength enhancement factor.
K2
‫اﻟﺨﺮﺳﺎﻧﺔ‬ ‫ﻓﻲ‬ ‫اﻟﻘﺺ‬ ‫ﻣﻘﺎوﻣﺔ‬ ‫ﻣﻌﺎﻣﻞ‬
[fcu/25]1/3
Concrete shear strength factor
Pmax
‫اﻟﻘﺺ‬ ‫ﺟﺪار‬ ‫ﻓﻲ‬ ‫اﻟﻌﻈﻤﻰ‬ ‫اﻟﺘﺴﻠﻴﺢ‬ ‫ﻧﺴﺒﺔ‬
‫ﻟﻠ‬ ‫اﻟﻤﻘﺎﻃﻊ‬ ‫ﻣﺼﻤﻢ‬ ‫ﺑﻮاﺳﻄﺔ‬ ‫اﻟﻤﻨﺠﺰ‬
‫ﺘﺼﻤﻴﻢ‬
‫اﻟﺘﺤﻘﻴﻖ‬ ‫وﻟﻴﺲ‬
‫ـ‬
Maximum ratio of reinforcing steel in a wall
pier with a Section Designer section that is
designed (not checked).

ETABS 2015
‫اﻟﺠﺰء‬
‫اﻷول‬
‫ـ‬
5
(
‫ـ‬
‫وﻓﻖ‬
‫ﻧﻲ‬
BS 8110 - 97
26
Pmax
‫اﻟﻘﺺ‬ ‫ﺟﺪار‬ ‫ﻓﻲ‬ ‫اﻟﺪﻧﻴﺎ‬ ‫اﻟﺘﺴﻠﻴﺢ‬ ‫ﻧﺴﺒﺔ‬
‫ﻟﻠﺘﺼﻤﻴﻢ‬ ‫اﻟﻤﻘﺎﻃﻊ‬ ‫ﻣﺼﻤﻢ‬ ‫ﺑﻮاﺳﻄﺔ‬ ‫اﻟﻤﻨﺠﺰ‬
‫اﻟﺘﺤﻘﻴﻖ‬ ‫وﻟﻴﺲ‬
N
Minimum ratio of reinforcing steel in a wall
pier with a Section Designer section that is
designed (not checked).
tP
‫ﺗﺨﺘﻠﻒ‬ ‫أن‬ ‫ﻳﻤﻜﻦ‬ ‫اﻟﻘﺺ‬ ‫ﺟﺪار‬ ‫ﺳﻤﺎﻛﺔ‬
‫واﻷﺳﻔﻞ‬ ‫اﻷﻋﻠﻰ‬ ‫ﺑﻴﻦ‬
mm
Thickness of a wall pier. This can be
different at the top and bottom of the pier.
ts
‫ﺗﺨﺘﻠﻒ‬ ‫أن‬ ‫ﻳﻤﻜﻦ‬ ‫اﻟﺮﺑﻂ‬ ‫ﻛﻤﺮة‬‫ﺳﻤﺎﻛﺔ‬
‫ﺑﻴﻦ‬
‫واﻟﻴﺴﺎر‬ ‫اﻟﻴﻤﻴﻦ‬
mm
Thickness of a spandrel. This can be
different on the left and right ends of the
spandrel.
ΣGk
‫اﻟﻤﻴﺘﺔ‬ ‫اﻟﺤﻤﻮﻻت‬ ‫ﺣﺎﻻت‬ ‫ﻛﺎﻓﺔ‬‫ﻣﺠﻤﻮع‬
N
The sum of all dead load cases
ΣQk
‫اﻟﺤﻴﺔ‬ ‫اﻟﺤﻤﻮﻻت‬ ‫ﺣﺎﻻت‬ ‫ﻛﺎﻓﺔ‬‫ﻣﺠﻤﻮع‬
N
The sum of all live load cases
ΣRQk
‫اﻟﺤﻴﺔ‬ ‫اﻟﺤﻤﻮﻻت‬ ‫ﺣﺎﻻت‬ ‫ﻛﺎﻓﺔ‬‫ﻣﺠﻤﻮع‬
‫اﻟﻤﺨﻔﻀﺔ‬
N
The sum of all reduced live load cases
x
‫اﻟﺴﻠﻴﻢ‬ ‫اﻟﻤﺤﻮر‬ ‫ﻋﻤﻖ‬
mm
Neutral axis depth
xbal
‫ﺷﺮوط‬ ‫ﺗﺤﺖ‬ ‫اﻟﺴﻠﻴﻢ‬ ‫اﻟﻤﺤﻮر‬ ‫ﻋﻤﻖ‬
‫اﻟﺘﻮازن‬
mm
Depth of neutral axis in balanced condition
Z
‫اﻟﻤﺰدوﺟﺔ‬ ‫اع‬‫ر‬‫ذ‬
mm
Lever arm

‫ﺗ‬ ‫ﻣﻌﺎﻣﻞ‬
‫اﻟﻔﻮﻻذ‬ ‫اﻧﻔﻌﺎل‬ ‫أو‬ ‫ﺸﻮﻩ‬
‫ـ‬
Reinforcing steel strain.
c
‫ﻟﻠﺨﺮﺳﺎﻧﺔ‬ ‫اﻟﻤﺴﻤﻮح‬ ‫اﻷﻋﻈﻤﻲ‬ ‫اﻻﻧﻔﻌﺎل‬
0.0035
Maximum allowed compression strain in
concrete
s
‫اﻟﻘﺺ‬ ‫ﺟﺪار‬ ‫ﻓﻲ‬ ‫اﻟﻔﻮﻻذ‬ ‫اﻧﻔﻌﺎل‬
‫ـ‬
Reinforcing steel strain in a wall pier
`s
‫اﻟﻘﺺ‬ ‫ﻟﺠﺪار‬ ‫اﻟﻔﻮﻻذ‬ ‫ﻓﻲ‬ ‫اﻟﻀﻐﻂ‬ ‫اﻧﻔﻌﺎل‬
‫ـ‬
Compression steel strain in a wall spandrel
m
‫اﻟﺠﺰﺋﻲ‬ ‫اﻟﻤﺎدة‬ ‫ﻣﻘﺎوﻣﺔ‬ ‫ﺧﻔﺾ‬ ‫ﻣﻌﺎﻣﻞ‬
Partial safety factor for strength of
materials
= 1.15
m

.‫اﻟﺘﺴﻠﻴﺢ‬ ‫ﻓﻮﻻذ‬ ‫ﻓﻲ‬ ‫واﻟﻀﻐﻂ‬ ‫اﻟﺸﺪ‬ ‫أﺟﻞ‬ ‫ﻣﻦ‬
= 1.50
m

.‫اﻟﺨﺮﺳﺎﻧﺔ‬ ‫ﻓﻲ‬ ‫ﻳﺔ‬‫ر‬‫اﻟﻤﺤﻮ‬ ‫واﻟﺤﻤﻮﻻت‬ ‫اﻻﻧﻌﻄﺎف‬ ‫أﺟﻞ‬ ‫ﻣﻦ‬
= 1.15
m

‫أﺟﻞ‬ ‫ﻣﻦ‬
.‫ﺑﺎﻟﻘﺺ‬ ‫ﺧﺎص‬ ‫ﺗﺴﻠﻴﺢ‬ ‫ﺑﺪون‬ ‫اﻟﺨﺮﺳﺎﻧﺔ‬ ‫ﻓﻲ‬ ‫اﻟﻘﺺ‬

ETABS 2015
‫اﻟﺠﺰء‬
‫اﻷول‬
‫ـ‬
5
(
‫ـ‬
‫وﻓﻖ‬
‫ﻧﻲ‬
BS 8110 - 97
27
8.5
‫اﻟﺤﻤﻮﻻت‬ ‫اﻛﻴﺐ‬‫ﺮ‬‫ﺗ‬
:
Load Combinations
1.4 GK
1.4  GK + 1.6 (QK + RQK)
1.2  GK + 1.2 (QK + RQK) + 1.2 WK
1.2  GK + 1.2 (QK + RQK) - 1.2 WK
1.4  GK + 1.4 WK
1.4  GK - 1.4 WK
1  GK + 1.4 WK
1  GK - 1.4 WK
‫ﺣﻴﺚ‬
)
K
W
.‫اﻟﻨﻤﻮذج‬ ‫ﻋﻠﻰ‬ ‫اﻟﻤﻄﺒﻘﺔ‬ ‫اﻟﺮﻳﺎح‬ ‫ﺣﻤﻮﻻت‬ (
.‫أﻋﻼﻩ‬ ‫اﻟﺠﺪول‬ ‫ﻓﻲ‬ ‫ﻣﻌﺮﻓﺔ‬ ‫اﻟﻤﺼﻄﻠﺤﺎت‬ ‫وﺑﻘﻴﺔ‬
‫ﻻ‬
‫ﺗﻌﻄﻲ‬
‫اﻟﺤﻤﻮﻻت‬ ‫اﻛﻴﺐ‬‫ﺮ‬‫ﺗ‬
‫اﺿﻴﺔ‬‫ﺮ‬‫اﻻﻓﺘ‬
‫اﻟﻘﺺ‬ ‫ﺟﺪران‬ ‫ﺑﺘﺼﻤﻴﻢ‬ ‫اﻟﺨﺎﺻﺔ‬
‫ﻻﺧﻄﻴﺔ‬ ‫ﺳﺘﺎﺗﻴﻜﻴﺔ‬ ‫ﻧﺘﺎﺋﺞ‬ ‫أﻳﺔ‬
..
.
‫اﻟﻤﺴﺘﺜﻤﺮ‬ ‫ﻋﻠﻰ‬ ‫ﻳﺠﺐ‬ ‫ﻻﺧﻄﻴﺔ‬ ‫ﻧﺘﺎﺋﺞ‬ ‫ﻋﻠﻰ‬ ‫وﻟﻠﺤﺼﻮل‬
‫ﺗﺤﺪﻳﺪ‬
‫اﻟﺘﺮاﻛﻴﺐ‬
‫اﻟ‬
‫ﻤﻨﺎﺳﺒﺔ‬
‫ﻟﺬﻟﻚ‬
.
‫إذا‬
‫اﺣ‬
‫ﺘﻮت‬
‫ﺗﺮ‬
‫ا‬
‫اﻟﺘﺼﻤﻴﻤﻴ‬ ‫اﻟﺤﻤﻮﻻت‬ ‫ﻛﻴﺐ‬
‫ﺔ‬
‫ﻋﻠﻰ‬
‫أﻳﺔ‬
‫ﻻﺧﻄﻴﺔ‬ ‫ﺳﺘﺎﺗﻴﻜﻴﺔ‬ ‫ﺗﺤﻤﻴﻞ‬ ‫ﺣﺎﻟﺔ‬
‫واﺣﺪة‬
،
‫ﻳﻘﻮم‬
‫اﻟﺒﺮﻧﺎﻣﺞ‬
‫ﺑﺘﻨﻔﻴﺬ‬
‫اﻟﺘﺤﻠﻴﻞ‬
‫اﻟﺴﺘﺎﺗﻴﻜﻲ‬
.‫اﻟﻼﺧﻄﻲ‬
‫اﻟﺘﺤﻠﻴﻞ‬ ‫ﻧﺎﻣﺞ‬‫ﺮ‬‫اﻟﺒ‬ ‫ﻳﻨﻔﺬ‬ ‫ذﻟﻚ‬ ‫ﻋﻦ‬ ‫ﻋﺪا‬
‫اﻟﻤﺬﻛﻮر‬
‫ﻓﻘﻂ‬ ‫اﻷﺧﻴﺮة‬ ‫اﻟﺨﻄﻮة‬ ‫ﻓﻲ‬
.
9.5
‫اﻟﻘﺺ‬ ‫ان‬‫ر‬‫ﺟﺪ‬ ‫أﻧﻮاع‬
‫ﻧﺎﻣﺞ‬‫ﺮ‬‫اﻟﺒ‬ ‫ﻓﻲ‬
:
Shear Wall Types in Program
‫أن‬ ‫ﻳﻤﻜﻦ‬
،‫اﻟﻤﺨﺘﻠﻄﺔ‬ ‫اﻟﻌﻨﺎﺻﺮ‬ ‫ﻣﻦ‬ ‫أو‬ ‫اﻟﻔﻮﻻذ‬ ‫ﻣﻦ‬ ‫أو‬ ‫اﻟﻤﺴﻠﺤﺔ‬ ‫اﻟﺨﺮﺳﺎﻧﺔ‬ ‫ﻣﻦ‬ ‫اﻟﻘﺺ‬ ‫ان‬‫ر‬‫ﺟﺪ‬ ‫ﺗﺼﻤﻢ‬
‫و‬
‫ﻳﻤﻴﺰ‬
) ‫اﻟﺸﻜﻞ‬ ‫ﻓﻲ‬ ‫ﻣﻮﺿﺤﺔ‬ ‫ان‬‫ر‬‫اﻟﺠﺪ‬ ‫ﻣﻦ‬ ‫أﻧﻮاع‬ ‫ﺛﻼﺛﺔ‬ ‫ﺑﻴﻦ‬ ‫اﻟﺒﺮﻧﺎﻣﺞ‬
6.5
(
:‫وﻫﻲ‬
1
.
:‫اﻟﺒﺴﻴﻂ‬ ‫اﻟﺠﺪار‬
Simplified (C & T)
Simplified Wall
‫ﺑﺴﻴﻂ‬ ‫ﻣﺴﺘﻄﻴﻞ‬ ‫ﻣﻘﻄﻊ‬ ‫ذو‬ ‫ﺟﺪار‬ ‫ﻫﻮ‬
‫ﻣ‬ ‫ﺑﺸﻜﻞ‬ ‫اﻹﻧﺸﺎﺋﻴﺔ‬ ‫اﻟﻨﺎﺣﻴﺔ‬ ‫ﻣﻦ‬ ‫ﻳﻌﻤﻞ‬
‫ﺴﺘﻮي‬
‫اﻟﺸﺪ‬ ‫ﻋﻠﻰ‬ ‫وﻳﺴﻠﺢ‬ ،
‫ﻓﻘﻂ‬ ‫اﻟﺘﺼﻤﻴﻢ‬ ‫ﻟﺤﺎﻟﺔ‬ ‫ﻳﺴﺘﺨﺪم‬ ‫ﺣﻴﺚ‬ ،‫واﻟﻀﻐﻂ‬
.
2
.
:‫ﺑﺎﻧﺘﻈﺎم‬ ‫ع‬
‫اﻟﻤﻮز‬ ‫اﻟﺘﺴﻠﻴﺢ‬ ‫ذو‬ ‫اﻟﻘﺺ‬ ‫ﺟﺪار‬
Uniform Reinforcing Shear Wall

ETABS 2015
‫اﻟﺠﺰء‬
‫اﻷول‬
‫ـ‬
5
(
‫ـ‬
‫وﻓﻖ‬
‫ﻧﻲ‬
BS 8110 - 97
28
،‫ﻣﺴﺘﻄﻴﻼت‬ ‫ﻋﺪة‬ ‫ﻣﻦ‬ ‫ﻛﺐ‬
‫ﻣﺮ‬ ‫ﻣﻘﻄﻊ‬ ‫ذو‬ ‫ﺟﺪار‬ ‫ﻫﻮ‬
‫ﻓﺮاﻏﻲ‬ ‫ﺑﺸﻜﻞ‬ ‫اﻹﻧﺸﺎﺋﻴﺔ‬ ‫اﻟﻨﺎﺣﻴﺔ‬ ‫ﻣﻦ‬ ‫ﻳﻌﻤﻞ‬
‫ﻓﻴﻪ‬ ‫وﻳﻮزع‬
ً‫ﺎ‬‫ﻣﻨﺘﻈﻤ‬ ً‫ﺎ‬‫ﺗﻮزﻳﻌ‬ ‫اﻷﻓﻘﻲ‬ ‫اﻟﻤﺴﻘﻂ‬ ‫ﻓﻲ‬ ‫اﻟﺘﺴﻠﻴﺢ‬
.‫واﻟﺘﺤﻘﻴﻖ‬ ‫اﻟﺘﺼﻤﻴﻢ‬ ‫ﺣﺎﻟﺘﻲ‬ ‫ﻓﻲ‬ ‫ﻳﺴﺘﺨﺪم‬ ‫ﺣﻴﺚ‬ ،
3
:‫اﻟﻌﺎم‬ ‫اﻟﺘﺴﻠﻴﺢ‬ ‫ذو‬ ‫اﻟﻘﺺ‬ ‫ﺟﺪار‬ .
General Reinforcing Shear Wall
،‫ﻋﺎم‬ ‫ﻣﻘﻄﻊ‬ ‫ذو‬ ‫ﺟﺪار‬ ‫ﻫﻮ‬
‫ﻓﺮاﻏﻲ‬ ‫ﺑﺸﻜﻞ‬ ‫اﻹﻧﺸﺎﺋﻴﺔ‬ ‫اﻟﻨﺎﺣﻴﺔ‬ ‫ﻣﻦ‬ ‫ﻳﻌﻤﻞ‬
‫اﻷﻓﻘﻲ‬ ‫اﻟﻤﺴﻘﻂ‬ ‫ﺿﻤﻦ‬ ‫اﻟﺘﺴﻠﻴﺢ‬ ‫وﻳﻮزع‬
‫)ﻣﺼ‬ ‫ﺑﻮاﺳﻄﺔ‬ ‫اﻟﻘﺺ‬ ‫ان‬‫ر‬‫ﺟﺪ‬ ‫ﻣﻦ‬ ‫اﻟﻨﻮع‬ ‫ﻫﺬا‬ ‫إﻧﺸﺎء‬ ‫ﻳﺘﻢ‬ .‫اﻟﻤﻘﻄﻊ‬ ‫ﺣﺎﺟﺔ‬ ‫ﺑﺤﺴﺐ‬
) (‫اﻟﻤﻘﺎﻃﻊ‬ ‫ﻤﻢ‬
Section
Designer
) ‫ﺑﺮﻧﺎﻣﺞ‬ ‫ﻣﻊ‬ ‫اﻟﻤﺮﻓﻖ‬ (
ETABS
.‫واﻟﺘﺤﻘﻴﻖ‬ ‫اﻟﺘﺼﻤﻴﻢ‬ ‫ﺣﺎﻟﺔ‬ ‫ﻓﻲ‬ ‫ﻳﺴﺘﺨﺪم‬ ‫وﻫﻮ‬ .(
10.5
‫وﺗﺤﻘﻴﻖ‬
:‫اﻟﻤﻨﻌﻄﻔﺔ‬ ‫اﻟﻘﺺ‬ ‫ﺟﺪران‬
Wall Pier Flexural- Design and Checking
‫اﻟﻤﺤﻠ‬ ‫اﻟﻤﺤﺎور‬ ‫ﺗﻮﺿﻊ‬ ‫ﻛﻴﻔﻴﺔ‬ ‫ﻓﻬﻢ‬ ‫ﻣﻦ‬ ‫ﻻﺑﺪ‬ ،‫اﻻﻧﻌﻄﺎف‬ ‫ﻋﻠﻰ‬ ‫اﻟﻘﺺ‬ ‫ﺟﺪران‬ ‫وﺗﺤﻘﻴﻖ‬ ‫ﺗﺼﻤﻴﻢ‬ ‫أﺟﻞ‬ ‫ﻣﻦ‬
‫ﻴﺔ‬
) ‫ﻗﺎﺋﻤﺔ‬ ‫ﻣﻦ‬ ‫ﻋﻠﻴﻬﺎ‬ ‫اﻟﺘﻌﺮف‬ ‫ﻳﻤﻜﻦ‬ ‫واﻟﺘﻲ‬ .‫ﻟﻠﺠﺪار‬
Assign
.(
1.10.5
:‫اﻟﺒﺴﻴﻂ‬ ‫اﻟﻨﻤﻮذج‬ ‫ﻣﻦ‬ ‫اﻟﻘﺺ‬ ‫ﺟﺪران‬
Simplified Pier
7.5
.‫ﻃﺮﻓﻴﺔ‬ ‫ﻋﻨﺎﺻﺮ‬ ‫ﻣﻊ‬ ‫واﻟﺜﺎﻧﻲ‬ ،‫ﻃﺮﻓﻴﺔ‬ ‫ﻋﻨﺎﺻﺮ‬ ‫ﺑﺪون‬ ‫اﻷول‬ ‫اﻟﻨﻤﻮذج‬ ‫ﻟﻬﺬا‬ ‫ﻧﻮﻋﻴﻦ‬ (
) ‫ﺑﺎﺳﻢ‬ ً‫ﺎ‬‫أﻳﻀ‬ ‫اﻟﺠﺪران‬ ‫ﻫﺬﻩ‬ ‫ﺗﺴﻤﻰ‬
Simplified C & T
‫اﻟﻨ‬ ‫ﻣﻦ‬ ‫ﺗﻌﻤﻞ‬ ‫ﻷﻧﻬﺎ‬ (
‫اﻹﻧﺸﺎﺋﻴﺔ‬ ‫ﺎﺣﻴﺔ‬
‫ﻣﺴﺘﻮي‬ ‫ﺑﺸﻜﻞ‬
‫ﻓﻘﻂ‬ ‫واﻟﻀﻐﻂ‬ ‫اﻟﺸﺪ‬ ‫وﻋﻠﻰ‬ ،‫اﻏﻲ‬‫ﺮ‬‫ﻓ‬ ‫وﻟﻴﺲ‬
.‫اﻟﺠﻬﻮد‬ ‫ﻫﺬﻩ‬ ‫ﻟﻤﻘﺎوﻣﺔ‬ ‫وﺗﺴﻠﺢ‬ ،
) ‫ﺑﺎﻟﺮﻣﺰ‬ ‫اﻷﻓﻘﻲ‬ ‫اﻟﻤﺴﻘﻂ‬ ‫ﻓﻲ‬ ‫اﻟﻜﻠﻲ‬ ‫اﻟﺠﺪار‬ ‫ﻟﻄﻮل‬ ‫ﻳﺮﻣﺰ‬
p
L
‫اﻟﺸﻜﻞ‬ ‫ﻓﻲ‬ ‫ﻛﻤﺎ‬ ‫ﻓﻬﻲ‬ ‫اﻟﺴﻤﺎﻛﺎت‬ ‫رﻣﻮز‬ ‫أﻣﺎ‬ (
‫اﻟﻄﺮﻓﻴ‬ ‫ﻳﻦ‬‫ﺮ‬‫اﻟﻌﻨﺼ‬ ‫ﻣﻘﻄﻊ‬ ‫أﺑﻌﺎد‬ ‫ﺗﺨﺘﻠﻒ‬ ‫أن‬ ‫ﻳﻤﻜﻦ‬ ،‫اﻟﻄﺮﻓﻴﺔ‬ ‫اﻟﻌﻨﺎﺻﺮ‬ ‫ذات‬ ‫ان‬‫ر‬‫اﻟﺠﺪ‬ ‫ﻓﻔﻲ‬ ،.‫اﻟﻤﺬﻛﻮر‬
‫ﻳﻤﻴﻦ‬ ‫ﺑﻴﻦ‬ ‫ﻴﻦ‬
.‫اﻟﺠﺪار‬ ‫وﻳﺴﺎر‬
) ‫ﺑﺮﻧﺎﻣﺞ‬ ‫ﻓﻲ‬ ‫اﻟﺠﺪران‬ ‫ﻣﻦ‬ ‫اﻷﻧﻮاع‬ ‫ﻫﺬﻩ‬ ‫ﺗﺴﺘﺨﺪم‬
Etabs 2013
‫ﻓﺈذا‬ .‫اﻟﺘﺤﻘﻴﻖ‬ ‫دون‬ ‫ﻓﻘﻂ‬ ‫اﻟﺘﺼﻤﻴﻢ‬ ‫ﻟﺤﺎﻟﺔ‬ (
‫ﻋﻤﻮد‬ ‫)أي‬ ‫اﻟﺠﺪار‬ ‫ﻋﺮض‬ ‫ﻧﻔﺲ‬ ‫ﻫﻮ‬ ‫اﻟﻌﻨﺼﺮ‬ ‫ﻋﺮض‬ ‫أن‬ ‫ﻧﺎﻣﺞ‬‫ﺮ‬‫اﻟﺒ‬ ‫ﻳﻔﺘﺮض‬ ،‫اﻟﻄﺮﻓﻲ‬ ‫اﻟﻌﻨﺼﺮ‬ ‫أﺑﻌﺎد‬ ‫اﻟﻤﺴﺘﺜﻤﺮ‬ ‫ﻳﺤﺪد‬ ‫ﻟﻢ‬
.‫اﻟﻌﻨﺼﺮ‬ ‫ﻟﻬﺬا‬ ‫اﻟﻤﻄﻠﻮب‬ ‫اﻟﻄﻮل‬ ‫ﻧﺎﻣﺞ‬‫ﺮ‬‫ﺑ‬ ‫وﻳﺤﺪد‬ ،(‫ﻣﺨﻔﻲ‬

ETABS 2015
‫اﻟﺠﺰء‬
‫اﻷول‬
‫ـ‬
5
(
‫ـ‬
‫وﻓﻖ‬
‫ﻧﻲ‬
BS 8110 - 97
29
،‫اﻟﺒﺮﻧﺎﻣﺞ‬ ‫ﻣﻦ‬ ‫أو‬ ‫اﻟﻤﺴﺘﺨﺪم‬ ‫ﻗﺒﻞ‬ ‫ﻣﻦ‬ ‫اﻟﻤﺤﺪدة‬ ‫اﻟﻄﺮﻓﻲ‬ ‫اﻟﻌﻨﺼﺮ‬ ‫ﻣﻘﺎس‬ ‫ﻛﺎن‬ ‫إذا‬ ‫ﻣﺎ‬ ،‫اﻟﺤﺎﻻت‬ ‫ﺟﻤﻴﻊ‬ ‫وﻓﻲ‬
.‫اﻟﻤﺬﻛﻮر‬ ‫اﻟﻌﻨﺼﺮ‬ ‫ﻣﻨﺘﺼﻒ‬ ‫ﻓﻲ‬ ‫اﻟﺘﺴﻠﻴﺢ‬ ‫ﻟﺤﺪﻳﺪ‬ ‫اﻟﻤﻄﻠﻮﺑﺔ‬ ‫اﻟﻤﺴﺎﺣﺔ‬ ‫اﻟﺒﺮﻧﺎﻣﺞ‬ ‫ﻳﻌﻄﻲ‬
8.5
‫ﺛﻼﺛﺔ‬ (
) ‫اﻟﺒﺴﻴﻂ‬ ‫ﻟﻠﺠﺪار‬ ‫ﻧﻤﺎذج‬
C&T
(
‫اﻋﺘﻤﺎدﻫ‬ ‫ﻟﻠﺒﺮﻧﺎﻣﺞ‬ ‫ﻳﻤﻜﻦ‬
.‫ﺎ‬
7.5
‫ﺑﺴﻴﻂ‬ ‫ﻧﻤﻮذﺟﻲ‬ ‫ﻗﺺ‬ ‫ﺟﺪار‬
.
Typical Wall Pier Dimensions Used for Simplified Design
LP LP
tP
‫واﺟﻬﺔ‬
‫واﺟﻬﺔ‬
top
bottom
tP
DB2 L
DB1 L
DB2 R
DB1 R
6.5
‫ﺑﺎﻧﺘﻈﺎم‬ ‫اﻟﻤﻮزع‬ ‫اﻟﺘﺴﻠﻴﺢ‬ ‫ذات‬ ‫اﻟﻘﺺ‬ ‫ﺟﺪران‬
Uniform Reinforcing Shear Wall
‫ـ‬
‫اﻏﻲ‬‫ﺮ‬‫ﻓ‬ ‫ﻋﻤﻞ‬
3D
‫ـ‬
‫اﻟﺘﺤﻘﻴﻖ‬ ‫أو‬ ‫ﻟﻠﺘﺼﻤﻴﻢ‬
Design or Check
‫ـ‬
‫ﺑﺎﻧﺘﻈ‬ ‫ﻣﻮزع‬ ‫ﺗﺴﻠﻴﺢ‬
‫ﺎم‬
Uniform Reinforcing
‫اﻟﻌﺎم‬ ‫اﻟﺘﺴﻠﻴﺢ‬ ‫ذات‬ ‫اﻟﻘﺺ‬ ‫ان‬‫ر‬‫ﺟﺪ‬
General Reinforcing Shear Wall
‫ـ‬
‫اﻏﻲ‬‫ﺮ‬‫ﻓ‬ ‫ﻋﻤﻞ‬
3D
‫ـ‬
‫اﻟﺘﺤﻘﻴﻖ‬ ‫أو‬ ‫ﻟﻠﺘﺼﻤﻴﻢ‬
Design or Check
‫ـ‬
‫اﻟﻤﻘﺎﻃﻊ‬ ‫ﻣﺼﻤﻢ‬
Section Designer
‫اﻟﺒﺴﻴﻄﺔ‬ ‫اﻟﺠﺪران‬
Simplified C & T
‫ـ‬
‫ﻣﺴﺘﻮي‬ ‫إﻧﺸﺎﺋﻲ‬ ‫ﻋﻤﻞ‬
Planar Piers
‫ـ‬
‫ﻓﻘﻂ‬ ‫ﻟﻠﺘﺼﻤﻴﻢ‬
Design Only Piers

Etabs 2015

Recommended

Recommended

More Related Content

What's hot

What's hot (20)

More from Bahzad5

More from Bahzad5 (20)

Recently uploaded

Recently uploaded (20)

Etabs 2015