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
For Non Compact Section :
= 3623.537 kNm
For Slender Section :
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
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
Hence for compact flange section, moment capacity based on flange local buckling condition shall be :
Hence for short span beam, moment capacity based on lateral torsional buckling condition shall be :
Steel Beam Colum DesignWORKSHOP BUILDINGGIRBER MELINTANG ATAS
Design DataDigunakan Profil WF 450. 200. 9. 14
W = 0 kg/m h = d - 2 (tf +r) = 1870A = 96.8 = 422 mm = 4.4d = 450 mm = 33500
= 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
Bending Capacity Control Based on Local Buckling ConditionKontrol Kekompakan Flange
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
Ix cm⁴tw Sx cm³bf ix Iwtf Sy cm³ fy
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
For Non Compact Section :
= 482.6302 kNm
For Slender Section :
3998.0276 kNm
Hence for compact flange section, moment capacity based on flange local buckling condition shall be :
Mn = 441.50625 kNm
Web Compacness Control
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
For Non 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
= 501.6029 kNm
For Slender Section :
1562.58578 kNm
Hence for compact web section, moment capacity based on web local buckling condition shall be :
Mn = 441.50625 kNm
Moment capacity based on local buckling condition :
Mn = 441.50625 kNm
Major Axis Bending Capacity Control Based on Lateral Torsional Buckling Condition
2190.333965 mm
= 2.190333965 mm
12692.3011228058
0.00000046
5856.40293918919 mm
= 5.85640293918919 m
Lb > Lp Medium Span Beam
For short span beam :Mn = Mp = 441.50625 kNm
For 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 )(
For Long Span Beam :
69909026.4186 Nmm
= 69.9090264186 kNm
use : 69.9090264185554 kNm
Hence for short span beam, moment capacity based on lateral torsional buckling condition shall be :
Mn = 69.909026 kNm
Hence bending capacity of the section shall be :
Mn = 69.909026 kNm
Minor Axis Bending Capacity Control
Mn = fy Zy = 46750000 Nmm= 46.75 kNm
Axial Capacity Control
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
Bending and axial interaction control
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
Hence for compact flange section, moment capacity based on flange local buckling condition shall be :
Hence for short span beam, moment capacity based on lateral torsional buckling condition shall be :
Steel Beam Colum DesignWORKSHOP BUILDINGGIRBER MELINTANG ATAS
Design DataDigunakan Profil WF 450. 200. 9. 14
W = 0 kg/m h = d - 2 (tf +r) = 9020A = 192.5 = 560 mm = 6.85d = 600 mm = 118000
= 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
Bending Capacity Control Based on Local Buckling ConditionKontrol Kekompakan Flange
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
Ix cm⁴tw Sx cm³bf ix Iwtf Sy cm³ fy
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
For Non Compact Section :
= 1111.982 kNm
For Slender Section :
9783.78667 kNm
Hence for compact flange section, moment capacity based on flange local buckling condition shall be :
Mn = 1013.04 kNm
Web Compacness Control
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
For Non 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
= 1192.86 kNm
For Slender Section :
5672.48906 kNm
Hence for compact web section, moment capacity based on web local buckling condition shall be :
Mn = 1013.04 kNm
Moment capacity based on local buckling condition :
Mn = 1013.04 kNm
Major Axis Bending Capacity Control Based on Lateral Torsional Buckling Condition
3720.562374 mm
= 3.720562374 mm
13440.1435270341
0.00006015
10669.7259301856 mm
= 10.6697259301856 m
Lb > Lp Medium Span Beam
For short span beam :Mn = Mp = 1013.04 kNm
For 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 )(
For Long Span Beam :
4740467326.55 Nmm
= 4740.46732655 kNm
use : 542.7 kNm
Hence for short span beam, moment capacity based on lateral torsional buckling condition shall be :
Mn = 542.7 kNm
Hence bending capacity of the section shall be :
Mn = 542.7 kNm
Minor Axis Bending Capacity Control
Mn = fy Zy = 126210000 Nmm= 126.21 kNm
Axial Capacity Control
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
Bending and axial interaction control
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
Hence for compact flange section, moment capacity based on flange local buckling condition shall be :
Hence for short span beam, moment capacity based on lateral torsional buckling condition shall be :
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