127972206 perencanaan balok kolom baja
TRANSCRIPT
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Steel Beam Colum Design
WORKSHOP BUILDING
GIRBER MELINTANG ATAS
Design Data
Digunaan P!o"l W# $%%& '%%& (& )*)W + % g,m - + . / $ 0t1 2!3
A + $4)&$( + 5)$ mm
. + 6%% mm + '757'6
+ '8 mm + )5$5 9
+ 4%% mm + $7 :m
+ $8 mm + 6$'
E
+ ' m G
+ '8$)$4 N
+ '%(46$66( Nmm + '%(&46$( Nm+ 488%'75) Nmm + 48&8%'76 Nm
+ 55 N
+ '&$$6
+ 57)55%%
+ 6$$%%%%
+ '') Nmm
Bending Capacity Control Based on Local Buckling Condition
Kont!ol Keom;aan #lange
(&47)6%'5
$'&)8$$44
5&$)
Compact Section
+
+ $()$$%5%%% Nmm
+ $()$&$%5 Nm
+
+ '5)756%%%% Nmm
+ '5)7&56 Nm
Moment caacity based on fange local buckling condition
I<
:m= i<
I> :m?
t@ S> :m
1 i> I@
t1 S< :m 1 <
L
Nu
Mu>Mu<
u
C
> mm
< mm
1 !
Mp > & 1 <
Mr S 01
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#o! Com;a:t Se:tion
Mn + M; + $()$&$%5 Nm
#o! Non Com;a:t Se:tion
+ 4%85&(8) Nm
#o! Slen.e! Se:tion
'76'6&'%85 Nm
Hen:e 1o! :om;a:t Fange se:tion* moment :a;a:it< ase. on Fange lo:al u:
Mn + $()$&$%5 Nm
We Com;a:ness Cont!ol
75858(% N
(5('(4$ N
+ %&%'58'5$45 %&'$)
67&$$45557
)6&'$7(6(75
4$&(8$%%7%7
+ 67&$$45557
'$8&8%)5)6
)%
Compact Section
N< + Ag & 1< +
N< +
Suitale ;
pr
p Mr Mp Mp Mnλ λ λ λ
−−−−= )(
=
=
2
λ
λ r Mr Mn
y
u
N
N
Φ
=
Φ−= ybu
p N
N
fy
75.21
1680λ
=
Φ−=
yb
u
p N
N
fy
75.233.2
500λ
= fy
665
=
Φ−=
yb
ur
N
N
fy
74.01
550.2λ
==
wt
d λ
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Moment :a;a:it< ase. on @e lo:al u:ling :on.ition
#o! Com;a:t Se:tion
Mn + M; + $()$&$%5 Nm
#o! Non Com;a:t Se:tion
+ 45$4&)46 Nm
#o! Slen.e! Se:tion
'%$68&)4%6 Nm
Hen:e 1o! :om;a:t @e se:tion* moment :a;a:it< ase. on @e lo:al u:lin
Mn + $()$&$%5 Nm
Moment :a;a:it< ase. on lo:al u:ling :on.ition
Mn + $()$&$%5 Nm
Major Axis Bending Capacity Control Based on Lateral Torsional Buckl
$54)&)'85$7 mm
+ $&54))'85$7 mm
'8%4(&$$8))$(88
%&%%%''$)'
556(&6)55887(%5 mm
+ 5&56(6)558) m
Lb < Lp Short Span Beam
#o! s-o!t s;an eam
Mn + M; + $()$&$%5Nm
pr
p Mr Mp Mp Mn
λ λ
λ λ
−
−−−= )(
=
=
2
λ
λ r Mr Mn
== fy
E r Lp y76.1
==2
1 EGJA
S X
π
=
=
y
w
I
I
GJ
S X
2
42
=++
= 2211
1 L
L
yr f X f
X r L
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#o! Me.ium S;an Beam
'5)756%%%% Nmm
+ '5)7&56 Nm
8%7')858$5&48%$) Nmm
+ 8%7'&)858$548%4 Nm
use $()$&$%5 Nm
#o! Long S;an Beam
7)7847(68(7&8 Nmm
+ 7)784&7(68(78 Nm
use $()$&$%5 Nm
Hen:e 1o! s-o!t s;an eam* moment :a;a:it< ase. on late!al to!sional u:li
Mn + $()$&$%5 Nm
Hen:e en.ing :a;a:it< o1 t-e se:tion s-all e
Mn + $()$&$%5 Nm
Minor Axis Bending Capacity Control
Mn + 1< < + $75%$%%%%%Nmm
+ $75%&$ Nm
Axial Capacity Control
+ '
L> + 5 m
L< + 4 m
L+ $&%5(75))
L+ 8&8$866((
L+ 8&8$866((
%&%54(%$557
!>
!>
!ma>
=−= )( r y xr f f S M
=
−−
−+= Lp Lr
L Lr M M M Cb M r pr n )(
=
+== w y ycr I I L
E GJ EI
LCb M Mn
2π π
== fykLc1
λ
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1o! : J %*'$) + '
%*'$) J : J '*$ + %&7'($(8
: J '*$ + %&%%)%((86)5
use + %&7'($(8'
'%)%8(&7564 N
+ '%)&%8(7564 N
Bending and axial interaction control
%&%'%)66%6( %&6)464(846)
1o!
1o!
%&%)(58656)6 !
%&(%'(%7%4)$ "#A
+ '*$) :$
r max
cλ ω
67,06,1
43,1
−=
==
ω
fy Ag Nn
=
Nn
Nuφ
19
82,0 ≤
++<
M n y
M u y
M n x
M u x
N n
N u
N n
N u
bb φ φ φ φ
19
8
22,0 ≤
++≥
M n y
M u y
M n x
M u x
N n
N u
N n
N u
bb φ φ φ φ
=
++
Mny
Muy
Mnx
Mux
Nn
Nu
bb φ φ φ 9
8
=
++
Mny
Muy
Mnx
Mux
Nn
Nu
bb φ φ φ 9
8
2
=
Nn
Nu
φ 2
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+ '%('):m
+ 5&6( :m
+ 445''5$&5556
+ '&8)47$4E2%$'
+ 8'% M;a
+ $%%%%%
+ (%%%%
mm?
mm
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ling :on.ition s-all e
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:on.ition s-all e
ing Condition
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ng :on.ition s-all e
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Steel Beam Colum Design
WORKSHOP BUILDING
GIRBER MELINTANG ATAS
Design Data
Digunaan P!o"l W# 8)%& $%%& 7& '8W + % g,m - + . / $ 0t1 2!3
A + 75&( + 8$$ mm
. + 8)% mm + 44)%%
+ 7 mm + '87% 9
+ $%% mm + '(&5 :m
+ '8 mm + '(6
E
+ 4 m G
+ 8%%%%% N + 8%% N
+ 6)%%%%%% Nmm + 6) Nm+ 4)%%%%%%% Nmm + 4)% Nm
+ '
+ '655%$)
+ '(6%%%
+ '') Nmm
Bending Capacity Control Based on Local Buckling Condition
Kont!ol Keom;aan #lange
'%&6)'688
4'&(88)4
6&'8$()6'
Compact Section
+
+ 88')%5$)% Nmm
+ 88'&)%5$) Nm
+
+ $%'')%%%% Nmm
+ $%'&') Nm
Moment caacity based on fange local buckling condition
#o! Com;a:t Se:tion
I<
:m= i<
I> :m?
t@ S> :m
1 i> I@
t1 S< :m 1 <
L
Nu
Mu>Mu<
C
> mm
< mm
1 !
Mp > & 1 <
Mr S 01
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Mn + M; + 88'&)%5$) Nm
#o! Non Com;a:t Se:tion
+ 8($&54%$ Nm
#o! Slen.e! Se:tion
477(&%$65 Nm
Hen:e 1o! :om;a:t Fange se:tion* moment :a;a:it< ase. on Fange lo:al u:
Mn + 88'&)%5$) Nm
We Com;a:ness Cont!ol
$8$%%%% N
$'6(%%% N
+ %&'(45)86$7 %&'$)
)$&)(754)6)
56&(64476%'
8$&%)($7$((
+ 56&(64476
'47&4)(%%8(
)%
Compact Section
Moment :a;a:it< ase. on @e lo:al u:ling :on.ition
N< + Ag & 1< +
N< +
Suitale ;
pr
p Mr Mp Mp Mn
λ λ
λ λ
−
−−−= )(
=
=2
λ
λ r Mr Mn
y
u
N
N
Φ
=
Φ
−= yb
u p
N
N
fy
75.21
1680λ
=
Φ−=
yb
u
p N
N
fy
75.233.2
500λ
= fy
665
=
Φ−=
yb
ur
N N
fy74.01550.2λ
==
wt
d λ
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#o! Com;a:t Se:tion
Mn + M; + 88'&)%5$) Nm
#o! Non Com;a:t Se:tion
+ )%'&5%$7 Nm
#o! Slen.e! Se:tion
')5$&)()6( Nm
Hen:e 1o! :om;a:t @e se:tion* moment :a;a:it< ase. on @e lo:al u:lin
Mn + 88'&)%5$)Nm
Moment :a;a:it< ase. on lo:al u:ling :on.ition
Mn + 88'&)%5$)Nm
Major Axis Bending Capacity Control Based on Lateral Torsional Buckl
$'7%&44475) mm
+ $&'7%44475) mm
'$57$&4%''$$(%)(
%&%%%%%%85
)()5&8%$747'(7$ mm
+ )&()58%$747$ m
Lb $ Lp Medium Span Beam
#o! s-o!t s;an eam
Mn + M; + 88'&)%5$) Nm
#o! Me.ium S;an Beam
pr
p Mr Mp Mp Mn
λ λ λ λ
−−−−= )(
=
=2
λ
λ r Mr Mn
== fy
E r Lp y76.1
==2
1 EGJA
S X
π
=
=
y
w
I
I
GJ
S X
2
42
=++
= 2211
1 L
L
yr f X f
X r L
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$%'')%%%% Nmm
+ $%'&') Nm
4((8$$5%(&4%5)$( Nmm
+ 4((&8$$5%(4%5) Nm
use $%'&') Nm
#o! Long S;an Beam
577%7%$5&8'(5 Nmm
+ 57&7%7%$58'(5 Nm
use 57&7%7%$58'(5 Nm
Hen:e 1o! s-o!t s;an eam* moment :a;a:it< ase. on late!al to!sional u:li
Mn + 57&7%7%$5 Nm
Hen:e en.ing :a;a:it< o1 t-e se:tion s-all e
Mn + 57&7%7%$5 Nm
Minor Axis Bending Capacity Control
Mn + 1< < + 856)%%%%Nmm
+ 85&6) Nm
Axial Capacity Control
+ '
L> + 5 m
L< + 4 m
L
+ 4&$$)(%5)
L+ 5&('('('(
L+ 5&('('('(
%&%6566%8$8
!>
!>
!ma>
=−= )( r y xr f f S M
=
−−
−+= Lp Lr
L Lr M M M Cb M r pr n )(
=
+== w y ycr I I L
E GJ EI
LCb M Mn
2π π
== E
fy
r
kLc
max
1
π λ
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1o! : J %*'$) + '
%*'$) J : J '*$ + %&7$4845
: J '*$ + %&%%6456'$$8
use + %&7$48454
$5$%585&8)( N
+ $5$%&5858)( N
Bending and axial interaction control
%&%%'$6'7)' %&%(86756'74
1o!
1o!
5&)4%88'757) !
5&5'475564( "#A
+ '*$) :$
cλ ω
67,06,1
43,1
−=
==
ω
fy Ag Nn
=
Nn
Nu
φ
19
82,0 ≤
++<
M n y
M u y
M n x
M u x
N n
N u
N n
N u
bb φ φ φ φ
19
8
22,0 ≤
++≥
M n y
M u y
M n x
M u x
N n
N u
N n
N u
bb φ φ φ φ
=
++
Mny
Muy
Mnx
Mux
Nn
Nu
bb φ φ φ 9
8
=
++
Mny
Muy
Mnx
Mux
Nn
Nu
bb φ φ φ 9
8
2
=
Nn
Nu
φ 2
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+ '(6%
+ 8&8 :m
+ 85(8'$&5556
+ )&888'55E2%'6
+ $)% M;a
+ $%%%%%
+ (%%%%
:m?
mm?
mm
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ling :on.ition s-all e
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:on.ition s-all e
ing Condition
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ng :on.ition s-all e
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Steel Beam Colum Design
WORKSHOP BUILDING
GIRBER MELINTANG ATAS
Design Data
Digunaan P!o"l W# 8)%& $%%& 7& '8
W + % g,m - + . / $ 0t1 2!3
A + '7$&) + )5% mm
. + 5%% mm + ''(%%%
+ '$ mm + 8%$% 9
+ 4%% mm + $8&( :m
+ $% mm + 5%'
E
+ 4 m G
+ 8%%%%% N + 8%% N
+ 6)%%%%%% Nmm + 6) Nm
+ 4)%%%%%%% Nmm + 4)% Nm
+ '
+ 8($8%%%
+ 5%'%%%
+ 6) Nmm
Bending Capacity Control Based on Local Buckling Condition
Kont!ol Keom;aan #lange
''&64''')
4'&(88)4
6&)
Compact Section
+
+ '%'4%8%%%% Nmm
+ '%'4&%8 Nm
+
+ )8$6%%%%% Nmm
+ )8$&6 Nm
Moment caacity based on fange local buckling condition
#o! Com;a:t Se:tion
Mn + M; + '%'4&%8 Nm
I<
:m= i<
I> :m?
t@ S> :m
1 i> I@
t1 S< :m 1 <
L
Nu
Mu>
Mu<
C
> mm
< mm
1 !
Mp > & 1 <
Mr S 01
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#o! Non Com;a:t Se:tion
+ ''''&7($ Nm
#o! Slen.e! Se:tion
76(4&6(556 Nm
Hen:e 1o! :om;a:t Fange se:tion* moment :a;a:it< ase. on Fange lo:al u:
Mn + '%'4&%8 Nm
We Com;a:ness Cont!ol
8%8$)%% N
454($)% N
+ %&'%778$756 %&'$)
(%&((%%587$
65&)77$887'
8)&((74)76
+ (%&((%%587
'5'&5)%8)48
)%
Compact Section
Moment :a;a:it< ase. on @e lo:al u:ling :on.ition
#o! Com;a:t Se:tion
Mn + M; + '%'4&%8 Nm
#o! Non Com;a:t Se:tion
N< + Ag & 1< +
N< +
Suitale ;
pr
p Mr Mp Mp Mn
λ λ
λ λ
−
−−−= )(
=
=2
λ
λ r Mr Mn
y
u
N
N
Φ
=
Φ
−= yb
u p
N
N
fy
75.21
1680λ
=
Φ−=
yb
u
p
N
N
fy
75.233.2
500λ
= fy
665
=
Φ−=
yb
ur
N
N
fy
74.01
550.2λ
==
wt
d λ
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+ ''7$&(5 Nm
#o! Slen.e! Se:tion
)56$&8(7%5 Nm
Hen:e 1o! :om;a:t @e se:tion* moment :a;a:it< ase. on @e lo:al u:lin
Mn + '%'4&%8 Nm
Moment :a;a:it< ase. on lo:al u:ling :on.ition
Mn + '%'4&%8 Nm
Major Axis Bending Capacity Control Based on Lateral Torsional Buckl
46$%&)5$468 mm
+ 4&6$%)5$468 mm
'488%&'84)$6%48'
%&%%%%5%')
'%557&6$)74%'()5 mm
+ '%&5576$)74%$ m
Lb $ Lp Medium Span Beam
#o! s-o!t s;an eam
Mn + M; + '%'4&%8 Nm
#o! Me.ium S;an Beam
)8$6%%%%% Nmm
+ )8$&6 Nm
'%5'(%767(&5%(7$ Nmm
+ '%5'&(%767(5%(7 Nm
use )8$&6 Nm
pr
p Mr Mp Mp Mn
λ λ
λ λ
−
−−−= )(
=
=
2
λ
λ r
Mr Mn
== fy
E r Lp y76.1
==2
1 EGJA
S X
π
= = yw
I
I
GJ
S X
2
42
=++
= 2211
1 L
L
yr f X f
X r L
=−= )( r y xr f f S M
=
−−−+= Lp Lr
L Lr M M M Cb M r pr n )(
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#o! Long S;an Beam
868%8564$5&)) Nmm
+ 868%&8564$5)) Nm
use )8$&6 Nm
Hen:e 1o! s-o!t s;an eam* moment :a;a:it< ase. on late!al to!sional u:li
Mn + )8$&6 Nm
Hen:e en.ing :a;a:it< o1 t-e se:tion s-all e
Mn + )8$&6 Nm
Minor Axis Bending Capacity Control
Mn + 1< < + '$5$'%%%% Nmm
+ '$5&$' Nm
Axial Capacity Control
+ '
L> + 5 m
L< + 4 m
L+ $&8'74)8(
L+ 8&467)5$
L+ 8&467)5$
%&%8)'7)))'
1o! : J %*'$) + '
%*'$) J : J '*$ + %&7'%77'
: J '*$ + %&%%$))4$764
use + '
8%8$)%% N
+ 8%8$&) N
!>
!<
!ma>
+ '*$) :$
=
+== w y ycr I I L
E GJ EI
LCb M Mn
2π π
== E
fy
r
kLc
max
1
π λ
cλ ω
67,06,1
43,1
−=
==
ω
fy Ag Nn
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Bending and axial interaction control
%&'%778$756 %&%)876'8(4)
1o!
1o!
%&((4475$4'$ !
%&($(8$86865 "#A
=
Nn
Nu
φ
19
82,0 ≤
++<
M n y
M u y
M n x
M u x
N n
N u
N n
N u
bb φ φ φ φ
19
8
22,0 ≤
++≥
M n y
M u y
M n x
M u x
N n
N u
N n
N u
bb φ φ φ φ
=
++ Mny
Muy
Mnx
Mux
Nn
Nu
bb φ φ φ 9
8
=
++
Mny
Muy
Mnx
Mux
Nn
Nu
bb φ φ φ 9
8
2
=
Nn
Nu
φ 2
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+ 7%$%
+ 5&():m
+ '7$$)5%&%%%%
+ )&'(76%%E2%$%
+ $'% M;a
+ $%%%%%
+ (%%%%
:m?
mm?
mm
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ling :on.ition s-all e
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:on.ition s-all e
ing Condition
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ng :on.ition s-all e
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