127972206 Perencanaan Balok Kolom Baja

8/18/2019 127972206 Perencanaan Balok Kolom Baja

1/30

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


2/30

#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


3/30

Moment :a;a:it< ase. on @e lo:al u:ling :on.ition

#o! Com;a:t Se:tion

Mn + M; + $()$&$%5 Nm


+ 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


4/30

#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


5/30

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


6/30

+ '%('):m

+ 5&6( :m

+ 445''5$&5556

+ '&8)47$4E2%$'

+ 8'% M;a

+ $%%%%%

+ (%%%%

mm?

mm


7/30

ling :on.ition s-all e


8/30

:on.ition s-all e

ing Condition


9/30

ng :on.ition s-all e


10/30


11/30


WORKSHOP BUILDING


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



'%&6)'688

4'&(88)4

6&'8$()6'

Compact Section

+

+ 88')%5$)% Nmm

+ 88'&)%5$) Nm

+

+ $%'')%%%% Nmm

+ $%'&') Nm


#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


12/30

Mn + M; + 88'&)%5$) Nm


+ 8($&54%$ Nm

#o! Slen.e! Se:tion

477(&%$65 Nm


Mn + 88'&)%5$) Nm


$8$%%%% N

$'6(%%% N

+ %&'(45)86$7 %&'$)

)$&)(754)6)

56&(64476%'

8$&%)($7$((

+ 56&(64476

'47&4)(%%8(

)%

Compact Section


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


13/30

#o! Com;a:t Se:tion

Mn + M; + 88'&)%5$) Nm


+ )%'&5%$7 Nm

#o! Slen.e! Se:tion

')5$&)()6( Nm


Mn + 88'&)%5$)Nm


Mn + 88'&)%5$)Nm


$'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


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


14/30

$%'')%%%% 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


Mn + 57&7%7%$5 Nm


Mn + 57&7%7%$5 Nm


Mn + 1< < + 856)%%%%Nmm

+ 85&6) Nm


+ '

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


=

+== w y ycr I I L

E GJ EI

LCb M Mn

2π π

== E

fy

r

kLc

max

1

π λ


15/30

1o! : J %*'$) + '

%*'$) J : J '*$ + %&7$4845

: J '*$ + %&%%6456'$$8

use + %&7$48454

$5$%585&8)( N

+ $5$%&5858)( N


%&%%'$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


16/30

+ '(6%

+ 8&8 :m

+ 85(8'$&5556

+ )&888'55E2%'6

+ $)% M;a

+ $%%%%%

+ (%%%%

:m?

mm?

mm


17/30



18/30

:on.ition s-all e

ing Condition


19/30



20/30


21/30


WORKSHOP BUILDING


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



''&64''')

4'&(88)4

6&)

Compact Section

+

+ '%'4%8%%%% Nmm

+ '%'4&%8 Nm

+

+ )8$6%%%%% Nmm

+ )8$&6 Nm


#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


22/30


+ ''''&7($ Nm

#o! Slen.e! Se:tion

76(4&6(556 Nm


Mn + '%'4&%8 Nm


8%8$)%% N

454($)% N

+ %&'%778$756 %&'$)

(%&((%%587$

65&)77$887'

8)&((74)76

+ (%&((%%587

'5'&5)%8)48

)%

Compact Section


#o! Com;a:t Se:tion

Mn + M; + '%'4&%8 Nm


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


23/30

+ ''7$&(5 Nm

#o! Slen.e! Se:tion

)56$&8(7%5 Nm


Mn + '%'4&%8 Nm


Mn + '%'4&%8 Nm


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


)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



24/30

#o! Long S;an Beam

868%8564$5&)) Nmm

+ 868%&8564$5)) Nm

use )8$&6 Nm


Mn + )8$&6 Nm


Mn + )8$&6 Nm


Mn + 1< < + '$5$'%%%% Nmm

+ '$5&$' Nm


+ '

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


25/30


%&'%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


26/30

+ 7%$%

+ 5&():m

+ '7$$)5%&%%%%

+ )&'(76%%E2%$%

+ $'% M;a

+ $%%%%%

+ (%%%%

:m?

mm?

mm


27/30



28/30

:on.ition s-all e

ing Condition


29/30



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127972206 Perencanaan Balok Kolom Baja

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