Interpolation t
39
Job Port Botany Expansion Job No. Preliminary Design Sheet Pile design - Deck on Piles- Wharf By 900x16mm CHS Main pile Date STEEL DESIGN OF CIRCULAR HOLLOW SECTIONS TO AS 4100-1990 SECTION 1500 x 16 CHS MATERIAL fy 350 fu 480 PLATES BUCKLING LIMITS COMPRESSION de SECTION 131.3 82 1186 GEOMETRY SECTION E DIAMETER d THICKNESS BENDING Outside Inside t Le 1500 1468 16 29340 SEGMENT LENGTH 29340 ke 1.20 RESTRAITS FF kt 1.00 LOAD HEIGHT FACTOR kl 1.00 LATERAL ROTATION FACTOR kr 1.00 ACTIONS 1st ORDER MAGNIFIED Nt* 0 0 Ns* 3210 3210 M*x 3500 3756 M*y 0 0 V* 0 0 T* 0 0 SECTION CAPACITIES 23497 0.000 18519 0.173 le ley FNt FNs
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Interpolation t
Transcript of Interpolation t
JobPort Botany Expansion
Job No.
Preliminary DesignSheet
Pile design - Deck on Piles- WharfBy
900x16mm CHS Main pileDate
STEEL DESIGN OF CIRCULAR HOLLOW SECTIONS TO AS 4100-1990
SECTION 1500 x 16 CHS
MATERIAL fy 350
fu 480
PLATES BUCKLING LIMITS COMPRESSION
de
SECTION 131.3 82 1186
GEOMETRY SECTION EFFECTIVE LENGTHS
DIAMETER d THICKNESS BENDING
Outside Inside t Le
1500 1468 16 29340
SEGMENT LENGTH 29340 ke 1.20
RESTRAITS FF kt 1.00
LOAD HEIGHT FACTOR kl 1.00
LATERAL ROTATION FACTOR kr 1.00
ACTIONS 1st ORDER MAGNIFIED
Nt* 0 0
Ns* 3210 3210
M*x 3500 3756
M*y 0 0
V* 0 0
T* 0 0
SECTION CAPACITIES
23497 0.000
18519 0.173
8247 0.424
8247 0.000
8459 0.000 STIFFENER ?
6818 0.551 SLENDER
le ley
FNt
FNs
FMsx
FMsy
FVv
FMrx
B8
Input Section Designation
C14
cl. 6.2.3 & cl. 5.2.2
D14
T 6.2.4
E14
cl. 6.2.4
E19
cl. 5.6.3
D22
cl. 6.3.2 & cl. 4.6.3
D23
T 5.6.3(1)
D24
T 5.6.3(2)
D25
T 5.6.3(3)
B36
cl. 7.2
B37
cl. 6.2
B38
cl. 5.1
B39
cl. 5.1
B40
cl. 5.11
B41
cl. 8.3.2 Nominal section moment capacity, reduced by axial force
E41
cl. 5.2.3
6818 0.000 SLENDER
10351 0.000
SECTION Ag 74594 mm2
PROPERTIES Ae 58792 mm2
kf 0.788
y 750 mm
rx 525 mm
Ix 2.0537E+10 mm4
Zx 2.7382E+07 mm3
Sx 3.5237E+07 mm3
Zex 2.6183E+07 mm3
ry 525 mm
Iy 2.0537E+10 mm4
Zy 2.7382E+07 mm3
Sy 3.5237E+07 mm3
Zey 2.6183E+07 mm3
J 4.1074E+10 mm4
C 5.4765E+07 mm6
Mo 393366
1.000
1.0
lX - Axis -0.5 58.7 20.6 48.4
Y - Axis -0.5 58.7 20.6 48.4
Nomx 47091
Nomy 47091
16076
16076
kex 1.00 key
Lx 29340 Ly
Lex 29340 Ley
lX - Axis -0.5 58.7 20.6 48.4
Y - Axis -0.5 58.7 20.6 48.4
Nomx 47091
Nomy 47091
16076
FMry
FMz
as
am
ab ln aa
FNcx
FNcy
Clause 8.4.2: In-plane capacity - elastic analysis ( ke <= 1.0 )
ab ln aa
FNcx
B42
cl. 8.3.3 Nominal section moment capacity, reduced by axial force
E42
cl. 5.2.3
B62
cl. 5.6.1.1
B64
cl. 5.6.1.1
B65
cl. 8.3.4
B67
cl. 6.3.3
C67
cl. 6.3.3
D67
cl. 6.3.3
E67
cl. 6.3.3
B68
If kf = 1.0, ab = -1.0 for Hot-formed CHS & Cold-formed (stress relieved) CHS. ab = -0.5 for Cold-formed (non-stressed relieved) CHS. If kf < 1.0, ab = -0.5 for Cold-formed CHS.
B70
cl. 4.6.2 Elastic buckling load
B71
cl. 4.6.2 Elastic buckling load
B72
cl. 6.3.3
B73
cl. 6.3.3
D75
the effective length factor (ke) taken as 1.0 for both braced and sway members, unless a lower value is calculated for braced members.
B81
cl. 6.3.3
C81
cl. 6.3.3
D81
cl. 6.3.3
E81
cl. 6.3.3
B84
cl. 4.6.2 Elastic buckling load for ke is less than or equal to 1.0
B85
cl. 4.6.2 Elastic buckling load for ke is less than or equal to 1.0
B86
cl. 6.3.3
16076FNcy
B87
cl. 6.3.3
60013087.00HELP ABOUT SPREADSHEET
1
MS
11-Oct-06
STEEL DESIGN OF CIRCULAR HOLLOW SECTIONS TO AS 4100-1990
BENDING
42 120
EFFECTIVE LENGTHS
COMPRESSION
MAJOR Lex MINOR Ley
29340 29340
MEMBER CAPACITIES
16076 0.200 OK
8459 0.000 OK
8247 0.455 OK
6601 0.530 OK
6601 0.000 OK
6601 0.530 OK
lep ley
FNc
FVvm
FMbx
FMix
FMiy
FMox
J1
Steel design spreadsheet to AS 4100 - 1990. Input CHS geometry and properties in the cells with green font and yellow shading. By: Desmond Tai Date: 28 July 1998
F14
T 5.2
G14
T 5.2
F19
cl. 6.3.2 & cl. 4.6.3
G19
cl. 6.3.2 & cl. 4.6.3
F36
cl. 6.3.3
F37
cl. 5.12.3
F38
cl. 5.6
F39
cl. 8.4.2.2 Nominal in-plane member moment capacity
F40
cl. 8.4.2.2 Nominal in-plane member moment capacity
F41
cl. 8.4.4 Nominal out-of-plane member moment capacity
BIAXIAL BENDING 0.411 OK
# Units in kN and kNm
*** 1500 x 16 CHS OK ***
h x0.114 2.424 0.868
0.114 2.424 0.868
1.00
29340
29340
h x0.114 2.424 0.868
0.114 2.424 0.868
ac
ac
F67
cl. 6.3.3
G67
cl. 6.3.3
H67
cl. 6.3.3
F81
cl. 6.3.3
G81
cl. 6.3.3
H81
cl. 6.3.3
JobPort Botany Expansion
Job No.
Preliminary DesignSheet
Pile design - Deck on Piles- WharfBy
914x16mm CHS Main pileDate
STEEL DESIGN OF CIRCULAR HOLLOW SECTIONS TO AS 4100-1990
SECTION 914 x 16 CHS
MATERIAL fy 350
fu 480
PLATES BUCKLING LIMITS COMPRESSION
de
SECTION 80.0 82 914
GEOMETRY SECTION EFFECTIVE LENGTHS
DIAMETER d THICKNESS BENDING
Outside Inside t Le
914 882 16 27240
SEGMENT LENGTH 27240 ke 1.20
RESTRAITS FF kt 1.00
LOAD HEIGHT FACTOR kl 1.00
LATERAL ROTATION FACTOR kr 1.00
ACTIONS 1st ORDER MAGNIFIED
Nt* 0 0
Ns* 2000 2000
M*x 950 1138
M*y 0 0
V* 0 0
T* 0 0
SECTION CAPACITIES
14219 0.000
14219 0.141
3613 0.263
3613 0.000
5119 0.000
3105 0.367 NON-COMPACT
le ley
FNt
FNs
FMsx
FMsy
FVv
FMrx
B8
Input Section Designation
C14
cl. 6.2.3 & cl. 5.2.2
D14
T 6.2.4
E14
cl. 6.2.4
E19
cl. 5.6.3
D22
cl. 6.3.2 & cl. 4.6.3
D23
T 5.6.3(1)
D24
T 5.6.3(2)
D25
T 5.6.3(3)
B36
cl. 7.2
B37
cl. 6.2
B38
cl. 5.1
B39
cl. 5.1
B40
cl. 5.11
B41
cl. 8.3.2 Nominal section moment capacity, reduced by axial force
E41
cl. 5.2.3
3105 0.000 NON-COMPACT
3765 0.000
SECTION Ag 45138 mm2
PROPERTIES Ae 45138 mm2
kf 1.000
y 457 mm
rx 318 mm
Ix 4.5514E+09 mm4
Zx 9.9593E+06 mm3
Sx 1.2904E+07 mm3
Zex 1.1470E+07 mm3
ry 318 mm
Iy 4.5514E+09 mm4
Zy 9.9593E+06 mm3
Sy 1.2904E+07 mm3
Zey 1.1470E+07 mm3
J 9.1028E+09 mm4
C 1.9919E+07 mm6
Mo 93900
1.000
1.0
lX - Axis -1.0 101.5 17.1 84.4
Y - Axis -1.0 101.5 17.1 84.4
Nomx 12108
Nomy 12108
9239
9239
kex 1.00 key
Lx 27240 Ly
Lex 27240 Ley
lX - Axis -1.0 101.5 17.1 84.4
Y - Axis -1.0 101.5 17.1 84.4
Nomx 12108
Nomy 12108
9239
FMry
FMz
as
am
ab ln aa
FNcx
FNcy
Clause 8.4.2: In-plane capacity - elastic analysis ( ke <= 1.0 )
ab ln aa
FNcx
B42
cl. 8.3.3 Nominal section moment capacity, reduced by axial force
E42
cl. 5.2.3
B62
cl. 5.6.1.1
B64
cl. 5.6.1.1
B65
cl. 8.3.4
B67
cl. 6.3.3
C67
cl. 6.3.3
D67
cl. 6.3.3
E67
cl. 6.3.3
B68
If kf = 1.0, ab = -1.0 for Hot-formed CHS & Cold-formed (stress relieved) CHS. ab = -0.5 for Cold-formed (non-stressed relieved) CHS. If kf < 1.0, ab = -0.5 for Cold-formed CHS.
B70
cl. 4.6.2 Elastic buckling load
B71
cl. 4.6.2 Elastic buckling load
B72
cl. 6.3.3
B73
cl. 6.3.3
D75
the effective length factor (ke) taken as 1.0 for both braced and sway members, unless a lower value is calculated for braced members.
B81
cl. 6.3.3
C81
cl. 6.3.3
D81
cl. 6.3.3
E81
cl. 6.3.3
B84
cl. 4.6.2 Elastic buckling load for ke is less than or equal to 1.0
B85
cl. 4.6.2 Elastic buckling load for ke is less than or equal to 1.0
B86
cl. 6.3.3
9239FNcy
B87
cl. 6.3.3
60013087.00HELP ABOUT SPREADSHEET
1
MS
11-Oct-06
STEEL DESIGN OF CIRCULAR HOLLOW SECTIONS TO AS 4100-1990
BENDING
42 120
EFFECTIVE LENGTHS
COMPRESSION
MAJOR Lex MINOR Ley
27240 27240
MEMBER CAPACITIES
9239 0.216 OK
5119 0.000 OK
3613 0.315 OK
2831 0.336 OK
2831 0.000 OK
2831 0.336 OK
lep ley
FNc
FVvm
FMbx
FMix
FMiy
FMox
J1
Steel design spreadsheet to AS 4100 - 1990. Input CHS geometry and properties in the cells with green font and yellow shading. By: Desmond Tai Date: 28 July 1998
F14
T 5.2
G14
T 5.2
F19
cl. 6.3.2 & cl. 4.6.3
G19
cl. 6.3.2 & cl. 4.6.3
F36
cl. 6.3.3
F37
cl. 5.12.3
F38
cl. 5.6
F39
cl. 8.4.2.2 Nominal in-plane member moment capacity
F40
cl. 8.4.2.2 Nominal in-plane member moment capacity
F41
cl. 8.4.4 Nominal out-of-plane member moment capacity
BIAXIAL BENDING 0.217 OK
# Units in kN and kNm
*** 914 x 16 CHS OK ***
h x0.231 1.200 0.650
0.231 1.200 0.650
1.00
27240
27240
h x0.231 1.200 0.650
0.231 1.200 0.650
ac
ac
F67
cl. 6.3.3
G67
cl. 6.3.3
H67
cl. 6.3.3
F81
cl. 6.3.3
G81
cl. 6.3.3
H81
cl. 6.3.3
JobPort Botany Expansion
Job No.
Preliminary DesignSheet
Pile design - Deck on Piles- WharfBy
914x16mm CHS Main pileDate
STEEL DESIGN OF CIRCULAR HOLLOW SECTIONS TO AS 4100-1990
SECTION 914 x 16 CHS
MATERIAL fy 350
fu 480
PLATES BUCKLING LIMITS COMPRESSION
de
SECTION 80.0 82 914
GEOMETRY SECTION EFFECTIVE LENGTHS
DIAMETER d THICKNESS BENDING
Outside Inside t Le
914 882 16 24840
SEGMENT LENGTH 24840 ke 1.20
RESTRAITS FF kt 1.00
LOAD HEIGHT FACTOR kl 1.00
LATERAL ROTATION FACTOR kr 1.00
ACTIONS 1st ORDER MAGNIFIED
Nt* 0 0
Ns* 2500 2500
M*x 1150 1388
M*y 0 0
V* 0 0
T* 0 0
SECTION CAPACITIES
14219 0.000
14219 0.176
3613 0.318
3613 0.000
5119 0.000
2978 0.466 NON-COMPACT
le ley
FNt
FNs
FMsx
FMsy
FVv
FMrx
B8
Input Section Designation
C14
cl. 6.2.3 & cl. 5.2.2
D14
T 6.2.4
E14
cl. 6.2.4
E19
cl. 5.6.3
D22
cl. 6.3.2 & cl. 4.6.3
D23
T 5.6.3(1)
D24
T 5.6.3(2)
D25
T 5.6.3(3)
B36
cl. 7.2
B37
cl. 6.2
B38
cl. 5.1
B39
cl. 5.1
B40
cl. 5.11
B41
cl. 8.3.2 Nominal section moment capacity, reduced by axial force
E41
cl. 5.2.3
2978 0.000 NON-COMPACT
3765 0.000
SECTION Ag 45138 mm2
PROPERTIES Ae 45138 mm2
kf 1.000
y 457 mm
rx 318 mm
Ix 4.5514E+09 mm4
Zx 9.9593E+06 mm3
Sx 1.2904E+07 mm3
Zex 1.1470E+07 mm3
ry 318 mm
Iy 4.5514E+09 mm4
Zy 9.9593E+06 mm3
Sy 1.2904E+07 mm3
Zey 1.1470E+07 mm3
J 9.1028E+09 mm4
C 1.9919E+07 mm6
Mo 102972
1.000
1.0
lX - Axis -1.0 92.6 18.0 74.5
Y - Axis -1.0 92.6 18.0 74.5
Nomx 14560
Nomy 14560
10215
10215
kex 1.00 key
Lx 24840 Ly
Lex 24840 Ley
lX - Axis -1.0 92.6 18.0 74.5
Y - Axis -1.0 92.6 18.0 74.5
Nomx 14560
Nomy 14560
10215
FMry
FMz
as
am
ab ln aa
FNcx
FNcy
Clause 8.4.2: In-plane capacity - elastic analysis ( ke <= 1.0 )
ab ln aa
FNcx
B42
cl. 8.3.3 Nominal section moment capacity, reduced by axial force
E42
cl. 5.2.3
B62
cl. 5.6.1.1
B64
cl. 5.6.1.1
B65
cl. 8.3.4
B67
cl. 6.3.3
C67
cl. 6.3.3
D67
cl. 6.3.3
E67
cl. 6.3.3
B68
If kf = 1.0, ab = -1.0 for Hot-formed CHS & Cold-formed (stress relieved) CHS. ab = -0.5 for Cold-formed (non-stressed relieved) CHS. If kf < 1.0, ab = -0.5 for Cold-formed CHS.
B70
cl. 4.6.2 Elastic buckling load
B71
cl. 4.6.2 Elastic buckling load
B72
cl. 6.3.3
B73
cl. 6.3.3
D75
the effective length factor (ke) taken as 1.0 for both braced and sway members, unless a lower value is calculated for braced members.
B81
cl. 6.3.3
C81
cl. 6.3.3
D81
cl. 6.3.3
E81
cl. 6.3.3
B84
cl. 4.6.2 Elastic buckling load for ke is less than or equal to 1.0
B85
cl. 4.6.2 Elastic buckling load for ke is less than or equal to 1.0
B86
cl. 6.3.3
10215FNcy
B87
cl. 6.3.3
60013087.00HELP ABOUT SPREADSHEET
1
MS
11-Oct-06
STEEL DESIGN OF CIRCULAR HOLLOW SECTIONS TO AS 4100-1990
BENDING
42 120
EFFECTIVE LENGTHS
COMPRESSION
MAJOR Lex MINOR Ley
24840 24840
MEMBER CAPACITIES
10215 0.245 OK
5119 0.000 OK
3613 0.384 OK
2729 0.421 OK
2729 0.000 OK
2729 0.421 OK
lep ley
FNc
FVvm
FMbx
FMix
FMiy
FMox
J1
Steel design spreadsheet to AS 4100 - 1990. Input CHS geometry and properties in the cells with green font and yellow shading. By: Desmond Tai Date: 28 July 1998
F14
T 5.2
G14
T 5.2
F19
cl. 6.3.2 & cl. 4.6.3
G19
cl. 6.3.2 & cl. 4.6.3
F36
cl. 6.3.3
F37
cl. 5.12.3
F38
cl. 5.6
F39
cl. 8.4.2.2 Nominal in-plane member moment capacity
F40
cl. 8.4.2.2 Nominal in-plane member moment capacity
F41
cl. 8.4.4 Nominal out-of-plane member moment capacity
BIAXIAL BENDING 0.298 OK
# Units in kN and kNm
*** 914 x 16 CHS OK ***
h x0.199 1.375 0.718
0.199 1.375 0.718
1.00
24840
24840
h x0.199 1.375 0.718
0.199 1.375 0.718
ac
ac
F67
cl. 6.3.3
G67
cl. 6.3.3
H67
cl. 6.3.3
F81
cl. 6.3.3
G81
cl. 6.3.3
H81
cl. 6.3.3
JobPort Botany Expansion
Job No.
Preliminary DesignSheet
Pile design - Deck on Piles- WharfBy
914x16mm CHS Main pileDate
STEEL DESIGN OF CIRCULAR HOLLOW SECTIONS TO AS 4100-1990
SECTION 914 x 16 CHS
MATERIAL fy 350
fu 480
PLATES BUCKLING LIMITS COMPRESSION
de
SECTION 80.0 82 914
GEOMETRY SECTION EFFECTIVE LENGTHS
DIAMETER d THICKNESS BENDING
Outside Inside t Le
914 882 16 22440
SEGMENT LENGTH 22440 ke 1.20
RESTRAITS FF kt 1.00
LOAD HEIGHT FACTOR kl 1.00
LATERAL ROTATION FACTOR kr 1.00
ACTIONS 1st ORDER MAGNIFIED
Nt* 0 0
Ns* 2000 2000
M*x 1400 1577
M*y 0 0
V* 0 0
T* 0 0
SECTION CAPACITIES
14219 0.000
14219 0.141
3613 0.387
3613 0.000
5119 0.000
3105 0.508 NON-COMPACT
le ley
FNt
FNs
FMsx
FMsy
FVv
FMrx
B8
Input Section Designation
C14
cl. 6.2.3 & cl. 5.2.2
D14
T 6.2.4
E14
cl. 6.2.4
E19
cl. 5.6.3
D22
cl. 6.3.2 & cl. 4.6.3
D23
T 5.6.3(1)
D24
T 5.6.3(2)
D25
T 5.6.3(3)
B36
cl. 7.2
B37
cl. 6.2
B38
cl. 5.1
B39
cl. 5.1
B40
cl. 5.11
B41
cl. 8.3.2 Nominal section moment capacity, reduced by axial force
E41
cl. 5.2.3
3105 0.000 NON-COMPACT
3765 0.000
SECTION Ag 45138 mm2
PROPERTIES Ae 45138 mm2
kf 1.000
y 457 mm
rx 318 mm
Ix 4.5514E+09 mm4
Zx 9.9593E+06 mm3
Sx 1.2904E+07 mm3
Zex 1.1470E+07 mm3
ry 318 mm
Iy 4.5514E+09 mm4
Zy 9.9593E+06 mm3
Sy 1.2904E+07 mm3
Zey 1.1470E+07 mm3
J 9.1028E+09 mm4
C 1.9919E+07 mm6
Mo 113985
1.000
1.0
lX - Axis -1.0 83.6 19.0 64.6
Y - Axis -1.0 83.6 19.0 64.6
Nomx 17841
Nomy 17841
11113
11113
kex 1.00 key
Lx 22440 Ly
Lex 22440 Ley
lX - Axis -1.0 83.6 19.0 64.6
Y - Axis -1.0 83.6 19.0 64.6
Nomx 17841
Nomy 17841
11113
FMry
FMz
as
am
ab ln aa
FNcx
FNcy
Clause 8.4.2: In-plane capacity - elastic analysis ( ke <= 1.0 )
ab ln aa
FNcx
B42
cl. 8.3.3 Nominal section moment capacity, reduced by axial force
E42
cl. 5.2.3
B62
cl. 5.6.1.1
B64
cl. 5.6.1.1
B65
cl. 8.3.4
B67
cl. 6.3.3
C67
cl. 6.3.3
D67
cl. 6.3.3
E67
cl. 6.3.3
B68
If kf = 1.0, ab = -1.0 for Hot-formed CHS & Cold-formed (stress relieved) CHS. ab = -0.5 for Cold-formed (non-stressed relieved) CHS. If kf < 1.0, ab = -0.5 for Cold-formed CHS.
B70
cl. 4.6.2 Elastic buckling load
B71
cl. 4.6.2 Elastic buckling load
B72
cl. 6.3.3
B73
cl. 6.3.3
D75
the effective length factor (ke) taken as 1.0 for both braced and sway members, unless a lower value is calculated for braced members.
B81
cl. 6.3.3
C81
cl. 6.3.3
D81
cl. 6.3.3
E81
cl. 6.3.3
B84
cl. 4.6.2 Elastic buckling load for ke is less than or equal to 1.0
B85
cl. 4.6.2 Elastic buckling load for ke is less than or equal to 1.0
B86
cl. 6.3.3
11113FNcy
B87
cl. 6.3.3
60013087.00HELP ABOUT SPREADSHEET
1
MS
11-Oct-06
STEEL DESIGN OF CIRCULAR HOLLOW SECTIONS TO AS 4100-1990
BENDING
42 120
EFFECTIVE LENGTHS
COMPRESSION
MAJOR Lex MINOR Ley
22440 22440
MEMBER CAPACITIES
11113 0.180 OK
5119 0.000 OK
3613 0.436 OK
2963 0.473 OK
2963 0.000 OK
2963 0.473 OK
lep ley
FNc
FVvm
FMbx
FMix
FMiy
FMox
J1
Steel design spreadsheet to AS 4100 - 1990. Input CHS geometry and properties in the cells with green font and yellow shading. By: Desmond Tai Date: 28 July 1998
F14
T 5.2
G14
T 5.2
F19
cl. 6.3.2 & cl. 4.6.3
G19
cl. 6.3.2 & cl. 4.6.3
F36
cl. 6.3.3
F37
cl. 5.12.3
F38
cl. 5.6
F39
cl. 8.4.2.2 Nominal in-plane member moment capacity
F40
cl. 8.4.2.2 Nominal in-plane member moment capacity
F41
cl. 8.4.4 Nominal out-of-plane member moment capacity
BIAXIAL BENDING 0.350 OK
# Units in kN and kNm
*** 914 x 16 CHS OK ***
h x0.167 1.631 0.782
0.167 1.631 0.782
1.00
22440
22440
h x0.167 1.631 0.782
0.167 1.631 0.782
ac
ac
F67
cl. 6.3.3
G67
cl. 6.3.3
H67
cl. 6.3.3
F81
cl. 6.3.3
G81
cl. 6.3.3
H81
cl. 6.3.3
JobPort Botany Expansion
Job No.
Preliminary DesignSheet
Pile design - Deck on Piles- WharfBy
1500x16mm CHS Main pileDate
STEEL DESIGN OF CIRCULAR HOLLOW SECTIONS TO AS 4100-1990
SECTION 1500 x 16 CHS
MATERIAL fy 350
fu 480
PLATES BUCKLING LIMITS COMPRESSION
de
SECTION 131.3 82 1186
GEOMETRY SECTION EFFECTIVE LENGTHS
DIAMETER d THICKNESS BENDING
Outside Inside t Le
1500 1468 16 20340
SEGMENT LENGTH 20340 ke 1.20
RESTRAITS FF kt 1.00
LOAD HEIGHT FACTOR kl 1.00
LATERAL ROTATION FACTOR kr 1.00
ACTIONS 1st ORDER MAGNIFIED
Nt* 0 0
Ns* 3500 3500
M*x 6210 6440
M*y 0 0
V* 0 0
T* 0 0
SECTION CAPACITIES
23497 0.000
18519 0.189
8247 0.753
8247 0.000
8459 0.000 STIFFENER ?
6689 0.963 SLENDER
le ley
FNt
FNs
FMsx
FMsy
FVv
FMrx
B8
Input Section Designation
C14
cl. 6.2.3 & cl. 5.2.2
D14
T 6.2.4
E14
cl. 6.2.4
E19
cl. 5.6.3
D22
cl. 6.3.2 & cl. 4.6.3
D23
T 5.6.3(1)
D24
T 5.6.3(2)
D25
T 5.6.3(3)
B36
cl. 7.2
B37
cl. 6.2
B38
cl. 5.1
B39
cl. 5.1
B40
cl. 5.11
B41
cl. 8.3.2 Nominal section moment capacity, reduced by axial force
E41
cl. 5.2.3
6689 0.000 SLENDER
10351 0.000
SECTION Ag 74594 mm2
PROPERTIES Ae 58792 mm2
kf 0.788
y 750 mm
rx 525 mm
Ix 2.0537E+10 mm4
Zx 2.7382E+07 mm3
Sx 3.5237E+07 mm3
Zex 2.6183E+07 mm3
ry 525 mm
Iy 2.0537E+10 mm4
Zy 2.7382E+07 mm3
Sy 3.5237E+07 mm3
Zey 2.6183E+07 mm3
J 4.1074E+10 mm4
C 5.4765E+07 mm6
Mo 567422
1.000
1.0
lX - Axis -0.5 40.7 18.5 31.5
Y - Axis -0.5 40.7 18.5 31.5
Nomx 97985
Nomy 97985
17371
17371
kex 1.00 key
Lx 20340 Ly
Lex 20340 Ley
lX - Axis -0.5 40.7 18.5 31.5
Y - Axis -0.5 40.7 18.5 31.5
Nomx 97985
Nomy 97985
17371
FMry
FMz
as
am
ab ln aa
FNcx
FNcy
Clause 8.4.2: In-plane capacity - elastic analysis ( ke <= 1.0 )
ab ln aa
FNcx
B42
cl. 8.3.3 Nominal section moment capacity, reduced by axial force
E42
cl. 5.2.3
B62
cl. 5.6.1.1
B64
cl. 5.6.1.1
B65
cl. 8.3.4
B67
cl. 6.3.3
C67
cl. 6.3.3
D67
cl. 6.3.3
E67
cl. 6.3.3
B68
If kf = 1.0, ab = -1.0 for Hot-formed CHS & Cold-formed (stress relieved) CHS. ab = -0.5 for Cold-formed (non-stressed relieved) CHS. If kf < 1.0, ab = -0.5 for Cold-formed CHS.
B70
cl. 4.6.2 Elastic buckling load
B71
cl. 4.6.2 Elastic buckling load
B72
cl. 6.3.3
B73
cl. 6.3.3
D75
the effective length factor (ke) taken as 1.0 for both braced and sway members, unless a lower value is calculated for braced members.
B81
cl. 6.3.3
C81
cl. 6.3.3
D81
cl. 6.3.3
E81
cl. 6.3.3
B84
cl. 4.6.2 Elastic buckling load for ke is less than or equal to 1.0
B85
cl. 4.6.2 Elastic buckling load for ke is less than or equal to 1.0
B86
cl. 6.3.3
17371FNcy
B87
cl. 6.3.3
60013087.00HELP ABOUT SPREADSHEET
1
MS
10/11/2006
STEEL DESIGN OF CIRCULAR HOLLOW SECTIONS TO AS 4100-1990
BENDING
42 120
EFFECTIVE LENGTHS
COMPRESSION
MAJOR Lex MINOR Ley
20340 20340
MEMBER CAPACITIES
17371 0.201 OK
8419 0.000 OK
8247 0.781 OK
6586 0.943 OK
6586 0.000 OK
6586 0.943 OK
lep ley
FNc
FVvm
FMbx
FMix
FMiy
FMox
J1
Steel design spreadsheet to AS 4100 - 1990. Input CHS geometry and properties in the cells with green font and yellow shading. By: Desmond Tai Date: 28 July 1998
F14
T 5.2
G14
T 5.2
F19
cl. 6.3.2 & cl. 4.6.3
G19
cl. 6.3.2 & cl. 4.6.3
F36
cl. 6.3.3
F37
cl. 5.12.3
F38
cl. 5.6
F39
cl. 8.4.2.2 Nominal in-plane member moment capacity
F40
cl. 8.4.2.2 Nominal in-plane member moment capacity
F41
cl. 8.4.4 Nominal out-of-plane member moment capacity
BIAXIAL BENDING 0.921 OK
# Units in kN and kNm
*** 1500 x 16 CHS OK ***
h x0.059 4.833 0.938
0.059 4.833 0.938
1.00
20340
20340
h x0.059 4.833 0.938
0.059 4.833 0.938
ac
ac
F67
cl. 6.3.3
G67
cl. 6.3.3
H67
cl. 6.3.3
F81
cl. 6.3.3
G81
cl. 6.3.3
H81
cl. 6.3.3
MAUNSELL AUSTRALIA PRIVATE LTD
PORT BOTANY EXPANSIONDOCUMENT NO. DATE
20-Sep-06
DESN CHKD PAGE
Estimated Pile capacities5 PILE OPTION - 6.5M LONGITUDINAL SPACINGPile Type Pile Capacity
Grid Dia t Wt/m E I Fsy le M* N*mm mm kN/m MPa mm4 Mpa mm kNm kN
A 1500 16 2.975 2.00E+05 2.05E+10 350 29340 6601 3210B 914 16 1.819 2.00E+05 4.55E+09 350 27240 2831 2000C 914 16 1.819 2.00E+05 4.55E+09 350 24840 2729 2500D 914 16 1.819 2.00E+05 4.55E+09 350 22440 2963 2000E 1500 16 2.975 2.00E+05 2.05E+10 350 20340 6586 3500
PROJECT NO.
WHARF STRUCTURES- Preliminary Design - Load Calculations
Sheet1
Page 27
Linear Interpolation
x1 = 1 y1 = 449x = 1.2 y = ?x2 = 2 y2 = 401
y - y1 = x - x1y2 - y1 x2 - x1 6500
8000y = 439.4 10400
1040010400104001040010400104001040010400104001040010400
Sheet1
Page 28
54000 15 1080 2015 1080 2015 1080 20
1500 15 1080 2015 1080 20
24.76 160940 15 1080 2025.76 206080 15 1080 20
8900 26.76 238164 250000 15 1080 208900 26.76 238164 250000 15 1080 208900 26.76 238164 250001 15 1080 208900 26.76 238164 750001 15 1080 208900 26.76 238164 15 1080 208900 26.76 238164 15 1080 208900 26.76 238164 15 1080 208900 26.76 238164 2300 15 1080 208900 26.76 238164 61548 15 1080 208900 26.76 238164 15 1080 208900 26.76 238164 15 1080 208900 26.76 238164 15 1080 20
20341683200000
-1165832
Sheet1
Page 29
1440144014401440144014401440144014401440144014401440144014401440144014401440
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