Perencanaan Balok Kolom Baja

Steel Beam Colum DesignWORKSHOP BUILDINGGIRBER MELINTANG ATAS

Design DataDigunakan Profil WF 200. 100. 8. 5,5

W = 0 kg/m h = d - 2 (tf +r) = 10815A = 235.28 = 652 mm = 6.78d = 700 mm = 196917

= 14 mm = 5626 J = 3361162.6667= 300 mm = 29 cm = 1.4539226E+21= 24 mm = 721 = 410

E = 200000= 1 m G = 80000= 142523 N= 108372778 Nmm = 108.3728 kNm= 34401965 Nmm = 34.40197 kNm= 66 kN= 1.227= 6956600= 7220000= 115 Nmm

Bending Capacity Control Based on Local Buckling ConditionKontrol Kekompakan Flange

8.3957016

21.542233

6.25

Compact Section

== 2852206000 Nmm= 2852.206 kNm

== 1659670000 Nmm= 1659.67 kNm

Moment caacity based on flange local buckling condition

Iycm² iy

Ix cm⁴tw Sx cm³bf ix Iwtf Sy cm³ fy

Lb

Nu

Mux

Muy

Vu

Cb

Zx mm³Zy mm³fr

Mp Zx . fy

Mr S (fy - fr )

fy

p

170

ry

rff

370

f

f

t

b

2

For Compact Section :

Mn = Mp = 2852.206 kNm

For Non Compact Section :

= 3046.845 kNm

For Slender Section :

19717.1046 kNm

Hence for compact flange section, moment capacity based on flange local buckling condition shall be :

Mn = 2852.206 kNm

Web Compacness Control

9646480 N8681832 N

= 0.016416236 < 0.125

79.2236669

57.12987896

32.84200909

= 79.2236669

124.405657

50

Compact Section

Ny = Ag . fy =φNy =

Suitable λp

pr

pMrMpMpMn

)(

2

rMrMn

y

u

N

N

yb

up N

N

fy

75.21

1680

yb

up N

N

fy

75.233.2

500

fy

665

yb

ur N

N

fy

74.01

550.2

wt

d

Moment capacity based on web local buckling conditionFor Compact Section :

Mn = Mp = 2852.206 kNm


= 3623.537 kNm


10274.5307 kNm

Hence for compact web section, moment capacity based on web local buckling condition shall be :

Mn = 2852.206 kNm

Moment capacity based on local buckling condition :

Mn = 2852.206 kNm

Major Axis Bending Capacity Control Based on Lateral Torsional Buckling Condition

2635.514629 mm

= 2.635514629 mm

14038.224552844

0.00011251

6678.75664498058 mm

= 6.67875664498058 m

Lb < Lp Short Span Beam

For short span beam :Mn = Mp = 2852.206 kNm

pr

pMrMpMpMn

)(

2

rMrMn

fy

ErLp y76.1

2

1EGJA

SX

y

w

I

I

GJ

SX

2

42

2211

1L

Lyr fXf

XrL

H98

setyo: hai..

For Medium Span Beam :

1659670000 Nmm= 1659.67 kNm

4091546426.34025 Nmm

= 4091.54642634025 kNm

use : 2852.206 kNm

For Long Span Beam :

95943987489 Nmm

= 95943.9874894 kNm

use : 2852.206 kNm

Hence for short span beam, moment capacity based on lateral torsional buckling condition shall be :

Mn = 2852.206 kNm

Hence bending capacity of the section shall be :

Mn = 2852.206 kNm

Minor Axis Bending Capacity Control

Mn = fy Zy = 2960200000 Nmm= 2960.2 kNm

Axial Capacity Control

k = 1Lx = 6 mLy = 3 m

kL = 2.0689655

kL = 4.4247788

kL = 4.4247788

0.063802669

rx

rx

rmax

)( ryxr ffSM

LpLr

LLrMMMCbM rprn )(

wyycr IIL

EGJEI

LCbMMn

2

E

fy

r

kLc

max

1

for λc ≤ 0,125 ω = 1

0,125 ≤ λc ≤ 1,2 = 0.918284

λc ≤ 1,2 = 0.00508847564

use ω = 0.9182841

105048.9673 N

= 105.0489673 kN

Bending and axial interaction control

0.010577078 0.7537384375

for

for

0.0586476756583703 OK

0.801809035222098 N/A

ω = 1,25 λc2

E

fy

r

kLc

max

1

c

67,06,1

43,1

fy

AgNn

Nn

Nu

19

82,0

Mny

Muy

Mnx

Mux

Nn

Nu

Nn

Nu

bb

19

8

22,0

Mny

Muy

Mnx

Mux

Nn

Nu

Nn

Nu

bb

Mny

Muy

Mnx

Mux

Nn

Nu

bb 9

8

Mny

Muy

Mnx

Mux

Nn

Nu

bb 9

8

2

Nn

Nu

2

cmcm

Mpa

mm⁴mm⁵


Design DataDigunakan Profil WF 450. 200. 9. 14


= 9 mm = 1490 J = 468412.6667= 200 mm = 18.6 cm = 5.4441657E+17= 14 mm = 187 = 250

E = 200000= 3 m G = 80000= 400000 N = 400 kN= 75000000 Nmm = 75 kNm= 350000000 Nmm = 350 kNm= 1= 1766025= 187000= 115 Nmm


10.751744

31.84453

7.1428571

Compact Section

== 441506250 Nmm= 441.50625 kNm

== 201150000 Nmm= 201.15 kNm

Moment caacity based on flange local buckling conditionFor Compact Section :

Mn = Mp = 441.50625 kNm

Iycm² iy


Lb

Nu

Mux

Muy

Cb

Zx mm³Zy mm³fr

Mp Zx . fy

Mr S (fy - fr )

fy

p

170

ry

rff

370

f

f

t

b

2


= 482.6302 kNm


3998.0276 kNm


Mn = 441.50625 kNm


2420000 N2178000 N

= 0.183654729 > 0.125

52.58963575

67.87339701

42.05829288

= 67.873397

139.3580048

50

Compact SectionMoment capacity based on web local buckling conditionFor Compact Section :

Mn = Mp = 441.50625 kNm



Suitable λp

pr

pMrMpMpMn

)(

2

rMrMn

y

u

N

N

yb

up N

N

fy

75.21

1680

yb

up N

N

fy

75.233.2

500

fy

665

yb

ur N

N

fy

74.01

550.2

wt

d

= 501.6029 kNm


1562.58578 kNm


Mn = 441.50625 kNm


Mn = 441.50625 kNm


2190.333965 mm

= 2.190333965 mm

12692.3011228058

0.00000046

5856.40293918919 mm

= 5.85640293918919 m

Lb > Lp Medium Span Beam



201150000 Nmm= 201.15 kNm

388422608.306528 Nmm

= 388.422608306528 kNm

use : 201.15 kNm

pr

pMrMpMpMn

)(

2

rMrMn

fy

ErLp y76.1

2

1EGJA

SX

y

w

I

I

GJ

SX

2

42

2211

1L

Lyr fXf

XrL

)( ryxr ffSM

LpLr

LLrMMMCbM rprn )(


69909026.4186 Nmm

= 69.9090264186 kNm

use : 69.9090264185554 kNm


Mn = 69.909026 kNm


Mn = 69.909026 kNm


Mn = fy Zy = 46750000 Nmm= 46.75 kNm


k = 1Lx = 6 mLy = 3 m

kL = 3.2258065

kL = 6.8181818

kL = 6.8181818

0.076770424

for λc ≤ 0,125 ω = 1

0,125 ≤ λc ≤ 1,2 = 0.923436

λc ≤ 1,2 = 0.00736712242

use ω = 0.9234363

2620646.458 N

= 2620.646458 kN

rx

rx

rmax

ω = 1,25 λc2

wyycr IIL

EGJEI

LCbMMn

2

E

fy

r

kLc

max

1

c

67,06,1

43,1

fy

AgNn


0.001271951 0.0847967193

for

for

6.53044196946748 OK

6.61396673802309 N/A

Nn

Nu

19

82,0

Mny

Muy

Mnx

Mux

Nn

Nu

Nn

Nu

bb

19

8

22,0

Mny

Muy

Mnx

Mux

Nn

Nu

Nn

Nu

bb

Mny

Muy

Mnx

Mux

Nn

Nu

bb 9

8

Mny

Muy

Mnx

Mux

Nn

Nu

bb 9

8

2

Nn

Nu

2

cm

Mpa

cm⁴

mm⁴mm⁵


Design DataDigunakan Profil WF 450. 200. 9. 14


= 12 mm = 4020 J = 1922560.0000= 300 mm = 24.8 cm = 5.1896995E+20= 20 mm = 601 = 210

E = 200000= 3 m G = 80000= 400000 N = 400 kN= 75000000 Nmm = 75 kNm= 350000000 Nmm = 350 kNm= 1= 4824000= 601000= 75 Nmm


11.731115

31.84453

7.5

Compact Section

== 1013040000 Nmm= 1013.04 kNm

== 542700000 Nmm= 542.7 kNm

Moment caacity based on flange local buckling conditionFor Compact Section :

Mn = Mp = 1013.04 kNm

Iycm² iy


Lb

Nu

Mux

Muy

Cb

Zx mm³Zy mm³fr

Mp Zx . fy

Mr S (fy - fr )

fy

p

170

ry

rff

370

f

f

t

b

2


= 1111.982 kNm


9783.78667 kNm


Mn = 1013.04 kNm


4042500 N3638250 N

= 0.109942967 < 0.125

80.88006492

76.59924491

45.8893597

= 80.8800649

161.6504534

50

Compact SectionMoment capacity based on web local buckling conditionFor Compact Section :

Mn = Mp = 1013.04 kNm



Suitable λp

pr

pMrMpMpMn

)(

2

rMrMn

y

u

N

N

yb

up N

N

fy

75.21

1680

yb

up N

N

fy

75.233.2

500

fy

665

yb

ur N

N

fy

74.01

550.2

wt

d

= 1192.86 kNm


5672.48906 kNm


Mn = 1013.04 kNm


Mn = 1013.04 kNm


3720.562374 mm

= 3.720562374 mm

13440.1435270341

0.00006015

10669.7259301856 mm

= 10.6697259301856 m

Lb > Lp Medium Span Beam



542700000 Nmm= 542.7 kNm

1061809798.60892 Nmm

= 1061.80979860892 kNm

use : 542.7 kNm

pr

pMrMpMpMn

)(

2

rMrMn

fy

ErLp y76.1

2

1EGJA

SX

y

w

I

I

GJ

SX

2

42

2211

1L

Lyr fXf

XrL

)( ryxr ffSM

LpLr

LLrMMMCbM rprn )(


4740467326.55 Nmm

= 4740.46732655 kNm

use : 542.7 kNm


Mn = 542.7 kNm


Mn = 542.7 kNm


Mn = fy Zy = 126210000 Nmm= 126.21 kNm


k = 1Lx = 6 mLy = 3 m

kL = 2.4193548

kL = 4.379562

kL = 4.379562

0.045195551

for λc ≤ 0,125 ω = 1

0,125 ≤ λc ≤ 1,2 = 0.910991

λc ≤ 1,2 = 0.00255329728

use ω = 1

4042500 N

= 4042.5 kN

rx

ry

rmax

ω = 1,25 λc2

wyycr IIL

EGJEI

LCbMMn

2

E

fy

r

kLc

max

1

c

67,06,1

43,1

fy

AgNn


0.109942967 0.0549714835

for

for

0.883396231172342 OK

0.82842474762943 N/A

Nn

Nu

19

82,0

Mny

Muy

Mnx

Mux

Nn

Nu

Nn

Nu

bb

19

8

22,0

Mny

Muy

Mnx

Mux

Nn

Nu

Nn

Nu

bb

Mny

Muy

Mnx

Mux

Nn

Nu

bb 9

8

Mny

Muy

Mnx

Mux

Nn

Nu

bb 9

8

2

Nn

Nu

2

cm

Mpa

cm⁴

mm⁴mm⁵

Perencanaan Balok Kolom Baja

Documents

Transcript of Perencanaan Balok Kolom Baja