cven9822 design assignment
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CVEN 9822 Steel & Composite Structure
Design Assignment
By
ZHANG Zhichao
Student ID: 3389001
WANG Liang
Student ID: 3367075
Submit to
Dr. Ehab Hamed
25/09/2012
Contents
1. Introduction ..................................................................................................................................... 1
2. Relevant Australia Standard ........................................................................................................... 2
3. Preliminary Calculations for Section Definition .......................................................................... 3
4. Load Case Analysis ........................................................................................................................ 5
4.1 Dead Load ............................................................................................................................... 5
4.2 Live Load ................................................................................................................................ 5
4.3 Wind Load .............................................................................................................................. 6
4.3.1 Site Wind Speed ........................................................................................................... 6
4.3.2 Design Wind Speed...................................................................................................... 6
4.3.3 Design Wind Pressure .................................................................................................. 6
4.4 Load Combination .................................................................................................................. 9
5. Internal Force ................................................................................................................................ 10
5.1 Ultimate Limit State ............................................................................................................. 10
5.2 Service Limit State ............................................................................................................... 11
Appendix 1 Space Gass Input (Ultimate Limit State) ........................................................................ 12
1. Dead Load ............................................................................................................................. 12
2. Live Load .............................................................................................................................. 13
3. CW 1 ..................................................................................................................................... 13
4. CW2 ...................................................................................................................................... 14
5. WW ....................................................................................................................................... 14
6. LW ......................................................................................................................................... 15
7. PIP ......................................................................................................................................... 15
8. NIP ........................................................................................................................................ 16
9. LC1 ........................................................................................................................................ 16
10. LC2 ........................................................................................................................................ 17
11. LC3 ........................................................................................................................................ 17
12. LC4 ........................................................................................................................................ 18
13. LC5 ........................................................................................................................................ 18
Appendix 2 Space Gass Input (Serviceability Limit State) ................................................................ 23
1. CW1 ...................................................................................................................................... 23
2. CW2 ...................................................................................................................................... 24
3. WW ....................................................................................................................................... 24
4. LW ......................................................................................................................................... 25
5. PIP ......................................................................................................................................... 25
6. NIP ........................................................................................................................................ 26
7. LC1 - G ................................................................................................................................. 26
8. LC1 – Q................................................................................................................................. 27
9. LC2 ........................................................................................................................................ 27
10. LC3 ........................................................................................................................................ 28
11. LC4 ........................................................................................................................................ 28
12. LC5 ........................................................................................................................................ 29
Appendix 3 Space Gass Graphic Output (Ultimate Limit State) ....................................................... 34
1. Bending Moment .................................................................................................................. 34
1.1 LC1 ............................................................................................................................... 34
1.2 LC2 ............................................................................................................................... 35
1.3 LC3 ............................................................................................................................... 35
1.4 LC4 ............................................................................................................................... 36
1.5 LC5 ............................................................................................................................... 36
2. Axial Force ........................................................................................................................... 37
2.1 LC1 ............................................................................................................................... 37
2.2 LC2 ............................................................................................................................... 38
2.3 LC3 ............................................................................................................................... 38
2.4 LC4 ............................................................................................................................... 39
2.5 LC5 ............................................................................................................................... 39
3. Shear ...................................................................................................................................... 40
3.1 LC1 ............................................................................................................................... 40
3.2 LC2 ............................................................................................................................... 41
3.3 LC3 ............................................................................................................................... 41
3.4 LC4 ............................................................................................................................... 42
3.5 LC5 ............................................................................................................................... 42
Appendix 4 Space Gass Data Output (Ultimate Limit State)............................................................. 43
6. Strength Limit State .......................................................................................................................... 52
6.1. Tension Capacity ................................................................................................................... 52
6.2. Compression Capacity .......................................................................................................... 52
6.2.1. In-Plane Analysis ....................................................................................................... 52
6.2.2. Out of Plane Analysis ................................................................................................ 56
6.3. Bending Moment Capacity ................................................................................................... 58
6.3.1. Top Flange Subjected to Compression ..................................................................... 58
6.3.2. Bottom Flange Subjected to Compression ............................................................... 59
6.4. Combined Actions ................................................................................................................. 60
6.4.1. In-Plane Analysis ....................................................................................................... 61
6.4.2. Out of Plane Analysis ................................................................................................ 62
6.5. Shear Capacity ....................................................................................................................... 63
Appendix 5 Space Gass Graphic Output (Service Limit State) ......................................................... 65
1. Deflection.............................................................................................................................. 65
1.1 Dead Load Alone ......................................................................................................... 65
1.2 Live Load Alone........................................................................................................... 66
1.3 CW1 Alone ................................................................................................................... 66
1.4 CW2 Alone ................................................................................................................... 67
1.5 WW Alone .................................................................................................................... 67
1.6 LW Alone ...................................................................................................................... 68
1.7 PIP Alone ...................................................................................................................... 68
1.8 NIP Alone ..................................................................................................................... 69
Appendix 6 Space Gass Data Output (Service Limit State) ............................................................... 70
7. Serviceability Limit State ................................................................................................................. 75
7.1. Column ................................................................................................................................... 75
7.2. Rafter ...................................................................................................................................... 75
8. Conclusion ......................................................................................................................................... 76
ZHANG Zhichao 3389001, WANG Liang 3367075
1
1. Introduction
As a major assignment of Steel and Composite Structure, we design a steel frame of
an industrial building to be constructed in Canberra. It is a single storey single bay
portal frame structure (with portal frames spaced at a). The size of the bay is 19.2m
clear span, 89m long and 8.2m high. The building will be located on a leveled area
consisting of firm clay.
a = 4+0.15n2 = 4.45m
b = 22-0.4n3 = 19.2m
h = 7+0.15n4 = 8.2m
Student 1 No. 3367075
Student 1 No. 3389001
Where n2 is the average of the second digit in the student numbers of the team.
n3 is the average of the third digit in the student numbers of the team.
n4 is the average of the fourth digit in the student numbers of the team.
All dimension are given in meters.
ZHANG Zhichao 3389001, WANG Liang 3367075
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2. Relevant Australia Standard
This assignment uses the follow code of standard to check the load case, ultimate limit
state and serviceability limit state.
AS1170.1 Dead and Live Loads
AS1170.2 Wind Actions
AS4100 Steel Structure
Woolcock, Kitipornchai & Bradford, 1999
ZHANG Zhichao 3389001, WANG Liang 3367075
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3. Preliminary Calculations for Section Definition
Section capacity is significant for the portal frame design, it influents self-weight and
deflection. We choose the Combinded Action as the critical criteria for section
definition, because Combined Action reveals the effect of axial force as well as
bending moment.
Trial section: For Rafter 460 UB 67.1 G350 HR
For Column 250 UC 89.5 G350 HR
Section Capacity for Combined Action:
Uniaxial bending about the major principal x-axis
*
x rxM M
For tension *
= 1-rx sx
s
NM M
N
For compression ( 1fK ) *
=1.88 1-rx sx sx
s
NM M M
N
For compression ( 1fK ) * (82 )
1- 1 0.18(82- )
wrx sx sx
s wy
NM M M
N
Member Capacity for Combined Action:
In-Plane Capacity
Compression member: *
iM M *
= 1-i s
c
NM M
N
Tension member: A member subject to a design axial tensile force (*N ) and a design
bending moment shall satisfy section capacity.
Out-of-Plane Capacity
Compression member: *
x oxM M
*
= 1-ox bx
cy
NM M
N
ZHANG Zhichao 3389001, WANG Liang 3367075
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Tension member: *
x oxM M *
= 1+ox bx
t
NM M
The trial results are listed as follow table
In Plane rxM
iM
*M
Rafter Tension 299.55 99.94
Rafter Compression 299.87 99.94
Column Tension 293.35 99.94
Column Compression 290.80 99.94
Unit: kNm
In Plane bxM
oxM
*M
Rafter Tension 212.86 215.27 99.94
Rafter Compression 212.86 210.47 99.94
Column Tension 297.60 301.84 99.94
Column Compression 297.60 292.74 99.94
Unit: kNm
Therefore, it is obvious that the moment capacity is more tremendous than actual
force. This phenomenon will result in the waste of steel material so that we must
reduce the section area for rafters and columns as well as the strength capacity for
steel.
Ultimate Section Definition :
For Rafter 360 UB 56.7 G300 HR
For Column 250 UC 72.9 G300 HR
ZHANG Zhichao 3389001, WANG Liang 3367075
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4. Load Case Analysis
Analysis:
Dead, live and wind loads are determined from AS1170.1 and AS1170.2.
These are converted into a number of basic load cases.
A number of critical load combinations of the basic load cases are determined.
Trial rafter and column sections are selected.
A second order elastic analysis is carried out. Commercial software packages are
available for second order analysis (Microstran, Spacegass, etc.).
Design:
The adequacy of the trial member sizes is assessed based on AS4100.
If necessary, modifications are made and the analysis is repeated.
4.1 Dead Load
DL = self-weight of rafter + 0.1kPa (roof sheeting and purlins)
cos +0.1 a
= 78.5 cos3 +0.1 4.45
=78.39 +0.455 kN/m
R R
R
R
DL A
A
A
=78.5 kN/m
C C
C
DL A
A
4.2 Live Load
LL usually arises from maintenance loads.
LL = QW (the distributed vertical live load on the rafters)+1.4 kN (a
concentrated LL)
QW =1.8
0.12 0.25 akPA
Note that for A >14 m2, QW will always be 0.25 kPa. This is the case in this
design assignment as b*a >> 14m2.
ZHANG Zhichao 3389001, WANG Liang 3367075
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=0.25 4.45
=1.113 kN/m
QLL W a
4.3 Wind Load
Wind loads are the major influence in the design of industrial buildings in
Australia. They must be determined based on AS1170.2.
4.3.1 Site Wind Speed
, ,=sit R d z cat s tV V M M M M
RV is taken as 41 m/s in this design assignment for ultimate limit state, and
as 37 m/s for the serviceability limit state (tables 3.3 and F2 in AS 1170.0).
dM is the wind direction multiplier, taken as 1.0 in this design assignment.
, = 1.12-1.05 (h-5)/(10-5)+1.05=1.098z catM , the terrain and height multiplier
is found from Table 4.1(a) in AS1170.2 (z=h=average height=8.45 m, cat =
category 1).
sM the shielding multiplier is conservatively taken as 1.0 in this design
assignment.
The topographic multiplier Mt should be taken as 1.0 because the structure is
to be built on leveled area.
, ,=
=41 1 1.098 1 1
=45.03 m/s
sit R d z cat s tV V M M M M
4.3.2 Design Wind Speed
For this design assignment, it should be taken as the site wind speed.
4.3.3 Design Wind Pressure
2
,0.5 air sit fig dymP V C C
air is the density of air that is taken as 1.2 kg/m3
ZHANG Zhichao 3389001, WANG Liang 3367075
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22
, = 45.03 =2027.7sitV
dymC is the dynamic response factor taken as 1.0
figC is the aerodynamic shape factor given in AS1170.2, and is determined
as follows.
External Pressure
, , ,=fig e p e a c e l pC C K K K K
For this design assignment 1a l pK K K , whilecK is determined from
Table 5.5 appears below. , ,i= =0.8c e cK K .
,p eC for Roofs:
Two sets of pressure coefficients must be considered for the distribution of
the wind load along the roof as shown below for maximum uplift and
minimum uplift. The pressure is uniformly distributed along h, h to 2 h, 2h to
3h, beyond 3h, where h is the average height of the frame.
ZHANG Zhichao 3389001, WANG Liang 3367075
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=8.45h m , =19.2b m
Maximum uplift: 0-h , =-0.9p eC , h-2h
, =-0.5p eC , 2h-b , =-0.3p eC
Minimum uplift: 0-h , =-0.4p eC , h-2h
, =0p eC , 2h-b , =0.1p eC
,p eC for Walls:
For windward walls , =0.7p eC
For leewardward walls , =-0.5p eC
Internal Pressure
It is assumed that only one wall is permeable (i.e. it has openings area greater
than the sum of all the others).
For positive internal pressure ,i =0.6pC
For positive negative pressure ,i =-0.3pC
Therefore
2
,
2
,
0.5
=0.5 ( )
=0.5 1.2 2027.7 ( )
=1216.62
air sit fig dym
air sit p a c l p dym
p c
p c
P V C C
V C K K K K C
C K
C K
pC
cK figC P kPa W kN/m
CW1 0-h -0.9 0.8 -0.72 -0.876 -3.898
CW1 h-2h -0.5 0.8 -0.40 -0.487 -2.166
CW1 3h-b -0.3 0.8 -0.24 -0.292 -1.299
CW2 0-h -0.4 0.8 -0.32 -0.389 -1.732
CW2 h-2h 0 0.8 0.00 0.000 0.000
CW2 3h-b 0.1 0.8 0.08 0.097 0.433
WW 0.7 0.8 0.56 0.681 3.032
LW -0.5 0.8 -0.40 -0.487 -2.166
ZHANG Zhichao 3389001, WANG Liang 3367075
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PIP 0.6 0.8 0.48 0.584 2.599
NIP -0.3 0.8 -0.24 -0.292 -1.299
Unit: kPa, kN/m
4.4 Load Combination
Strength LSD to AS1170.2 requires combinations of the most adverse effects of:
Dead load G;
Live load Q
(ultimate) Wind load Wu
These primary loads are combined to produce the following LOAD
COMBINATIONS for ultimate limit state (strength):
LC1: 1.2G + 1.5Q
LC2: 0.9G + Load case (a) in table 5.5 = 0.9G + 0.8CW1 + 0.8WW + 0.8LW
LC3: 0.9G + Load case (b) in table 5.5 = 0.9G + 0.8CW1 + 0.8WW + 0.8LW +
0.8PIP
LC4: 1.2G + Load case (c) in table 5.5 = 1.2G + 0.8CW2 - 0.8WW + 0.8LW
LC5: 1.2G + Load case (d) in table 5.5 = 1.2G + 0.8CW2 - 0.8WW + 0.8LW +
0.8NIP
Note: Surface loads must be transferred to line loads
a (a=4.45 m)
=4.45P kN/m
W P
Roof 0-h Roof h-2h Roof 2h-b WW LW
LC1 2.88 2.88 2.88 Self-weight Self-weight
LC2 -2.21 -0.82 -0.13 2.43 -1.73
LC3 -4.29 -2.9 -2.2 0.35 -3.81
LC4 -0.17 1.22 1.56 -2.43 -1.73
LC5 0.87 2.25 2.6 -1.39 -0.69
Unit: kN/m
ZHANG Zhichao 3389001, WANG Liang 3367075
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5. Internal Force
5.1 Ultimate Limit State
A second order elastic analysis is carried out by using the computer program
“Space Gass”.
Based on the model of this steel frame, Moment& Axial Force & Shear can be
compared in different load cases.
Load Case 1
Moment + Moment - Tension Compression Shear
Rafter 65.13 -70.56 14.78 27.97
Column 38.42 -70.56 35.9 13.3
Load Case 2
Moment + Moment - Tension Compression Shear
Rafter 50.4 -28.28 5.55 18.65
Column 50.4 -68.16 18.91 24.42
Load Case 3
Moment + Moment - Tension Compression Shear
Rafter 99.94 -66.47 22.24 37.77
Column 99.94 -77.23 38.87 23.04
Load Case 4
Moment + Moment - Tension Compression Shear
Rafter 22.37 -16.33 3.54 9.75
Column 37.52 -18.7 16.77 16.53
Load Case 5
Moment + Moment - Tension Compression Shear
Rafter 40.66 -41.11 5.1 19.31
Column 42.06 -41.11 26.75 15.84
Unit: kNm, kN
ZHANG Zhichao 3389001, WANG Liang 3367075
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After the analysis of Load Case Tables, the critical state can be identified easily
for each design criteria.
For Moment Capacity: Load Case 3 is the most critical state for rafter and column
For Tension Capacity: Load Case 3 is the most critical state for rafter and column
For Compression Capacity: Load Case 1 is the most critical state for rafter and
column
For Shear Capacity: Load Case 3 is the most critical state for rafter and column
Therefore, Load Case 3 is the critical load combination for this steel frame.
However, the design criteria (force capacity) must be analyzed separately in
corresponding load case.
The critical force values are then used to design the member size of rafter and
column according to AS4100-Steel Structure.
5.2 Service Limit State
The deflections of the portal frame are analyzed by SpaceGass. These deflections
must be acceptable based on the proposed limits (Woolcock, Kitipornchai &
Bradford, 1999).
Dead load alone: span/360
Live load alone: span/240
Service wind load alone: span/150
The three loads are checked separately with unfactored loads. The wind speed for
this check is reduced to 37 m/s. For checking the service wind alone, the four load
cases described in Table 5.5 are considered with the appropriate combination
factors.
ZHANG Zhichao 3389001, WANG Liang 3367075
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Appendix 1 Space Gass Input (Ultimate Limit State)
1. Dead Load
SPACE GASS 10.72a - THE UNIVERSITY OF NEW SOUTH WALES-FOR TEACHING USE 22 Sep 2012, 6:10 pm
Job: D:\USERS\Z3367075\DESKTOP\MODEL\ULTIMATE STRENGTH\SEPERATE\DEFLECTION G
Units - Len: m, Sec: mm, Mat: MPa, Dens: T/m^3, Temp: Celsius, Force: kN, Mom: kNm, Mass: T, Acc: g's, Trans: mm, Stress: MPa
Scales - Frame: 1:150, Load: 0.107374, Disp: None, Moment: None, Shear: None, Axial: None, Torsion: None
X
Y
(0,0)
X
Y
Sections:
1 360 UB 56.7
2 250 UC 72.9
Materials:
1 STEEL
1
2
3
4
5
67
No general restraint
1
2 3
4
56
All load cases:
1 1
-0.73kN/m
-0.73kN/m
-1.01kN/m-1.01kN/m -1.01kN/m
-1.01kN/m
-0.73kN/m
-0.73kN/m
-1.01kN/m
-1.01kN/m-1.01kN/m
-1.01kN/m
ZHANG Zhichao 3389001, WANG Liang 3367075
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2. Live Load
3. CW 1
SPACE GASS 10.72a - THE UNIVERSITY OF NEW SOUTH WALES-FOR TEACHING USE 22 Sep 2012, 6:13 pm
Job: D:\USERS\Z3367075\DESKTOP\MODEL\ULTIMATE STRENGTH\SEPERATE\DEFLECTION Q
Units - Len: m, Sec: mm, Mat: MPa, Dens: T/m^3, Temp: Celsius, Force: kN, Mom: kNm, Mass: T, Acc: g's, Trans: mm, Stress: MPa
Scales - Frame: 1:150, Load: 0.167772, Disp: None, Moment: None, Shear: None, Axial: None, Torsion: None
X
Y
(0,0)
X
Y
Sections:
1 360 UB 56.7
2 250 UC 72.9
Materials:
1 STEEL
1
2
3
4
5
67
No general restraint
1
2 3
4
56
All load cases:
1 1
-1.4kN
-1.11kN/m-1.11kN/m -1.11kN/m
-1.11kN/m-1.11kN/m
-1.11kN/m-1.11kN/m
-1.11kN/m
SPACE GASS 10.72a - THE UNIVERSITY OF NEW SOUTH WALES-FOR TEACHING USE 22 Sep 2012, 6:09 pm
Job: D:\USERS\Z3367075\DESKTOP\MODEL\ULTIMATE STRENGTH\SEPERATE\DEFLECTION CW1
Units - Len: m, Sec: mm, Mat: MPa, Dens: T/m^3, Temp: Celsius, Force: kN, Mom: kNm, Mass: T, Acc: g's, Trans: mm, Stress: MPa
Scales - Frame: 1:150, Load: 0.085899, Disp: None, Moment: None, Shear: None, Axial: None, Torsion: None
X
Y
(0,0)
X
Y
Sections:
1 360 UB 56.7
2 250 UC 72.9
Materials:
1 STEEL
1
2
3
4
5
67
No general restraint
1
2 3
4
56
All load cases:
1 1
3.89kN/m3.89kN/m
2.17kN/m2.17kN/m
2.17kN/m
2.17kN/m
1.29kN/m
1.29kN/m
ZHANG Zhichao 3389001, WANG Liang 3367075
14
4. CW2
5. WW
SPACE GASS 10.72a - THE UNIVERSITY OF NEW SOUTH WALES-FOR TEACHING USE 22 Sep 2012, 6:09 pm
Job: D:\USERS\Z3367075\DESKTOP\MODEL\ULTIMATE STRENGTH\SEPERATE\DEFLECTION CW2
Units - Len: m, Sec: mm, Mat: MPa, Dens: T/m^3, Temp: Celsius, Force: kN, Mom: kNm, Mass: T, Acc: g's, Trans: mm, Stress: MPa
Scales - Frame: 1:150, Load: 0.054976, Disp: None, Moment: None, Shear: None, Axial: None, Torsion: None
X
Y
(0,0)
X
Y
Sections:
1 360 UB 56.7
2 250 UC 72.9
Materials:
1 STEEL
1
2
3
4
5
67
No general restraint
1
2 3
4
56
All load cases:
1 1
1.73kN/m1.73kN/m
-0.43kN/m
-0.43kN/m
SPACE GASS 10.72a - THE UNIVERSITY OF NEW SOUTH WALES-FOR TEACHING USE 22 Sep 2012, 6:14 pm
Job: D:\USERS\Z3367075\DESKTOP\MODEL\ULTIMATE STRENGTH\SEPERATE\DEFLECTION WW
Units - Len: m, Sec: mm, Mat: MPa, Dens: T/m^3, Temp: Celsius, Force: kN, Mom: kNm, Mass: T, Acc: g's, Trans: mm, Stress: MPa
Scales - Frame: 1:150, Load: 0.262144, Disp: None, Moment: None, Shear: None, Axial: None, Torsion: None
X
Y
(0,0)
X
Y
Sections:
1 360 UB 56.7
2 250 UC 72.9
Materials:
1 STEEL
1
2
3
4
5
67
No general restraint
1
2 3
4
56
All load cases:
1 1
ZHANG Zhichao 3389001, WANG Liang 3367075
15
6. LW
7. PIP
SPACE GASS 10.72a - THE UNIVERSITY OF NEW SOUTH WALES-FOR TEACHING USE 22 Sep 2012, 6:11 pm
Job: D:\USERS\Z3367075\DESKTOP\MODEL\ULTIMATE STRENGTH\SEPERATE\DEFLECTION LW
Units - Len: m, Sec: mm, Mat: MPa, Dens: T/m^3, Temp: Celsius, Force: kN, Mom: kNm, Mass: T, Acc: g's, Trans: mm, Stress: MPa
Scales - Frame: 1:150, Load: 0.167772, Disp: None, Moment: None, Shear: None, Axial: None, Torsion: None
X
Y
(0,0)
X
Y
Sections:
1 360 UB 56.7
2 250 UC 72.9
Materials:
1 STEEL
1
2
3
4
5
67
No general restraint
1
2 3
4
56
All load cases:
1 1
2.17kN/m
2.17kN/m
SPACE GASS 10.72a - THE UNIVERSITY OF NEW SOUTH WALES-FOR TEACHING USE 22 Sep 2012, 6:12 pm
Job: D:\USERS\Z3367075\DESKTOP\MODEL\ULTIMATE STRENGTH\SEPERATE\DEFLECTION PIP
Units - Len: m, Sec: mm, Mat: MPa, Dens: T/m^3, Temp: Celsius, Force: kN, Mom: kNm, Mass: T, Acc: g's, Trans: mm, Stress: MPa
Scales - Frame: 1:150, Load: 0.134218, Disp: None, Moment: None, Shear: None, Axial: None, Torsion: None
X
Y
(0,0)
X
Y
Sections:
1 360 UB 56.7
2 250 UC 72.9
Materials:
1 STEEL
1
2
3
4
5
67
No general restraint
1
2 3
4
56
All load cases:
1 1
-2.59kN/m
-2.59kN/m
2.59kN/m2.59kN/m 2.59kN/m
2.59kN/m
2.59kN/m
2.59kN/m
2.59kN/m
2.59kN/m2.59kN/m
2.59kN/m
ZHANG Zhichao 3389001, WANG Liang 3367075
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8. NIP
9. LC1
SPACE GASS 10.72a - THE UNIVERSITY OF NEW SOUTH WALES-FOR TEACHING USE 22 Sep 2012, 6:12 pm
Job: D:\USERS\Z3367075\DESKTOP\MODEL\ULTIMATE STRENGTH\SEPERATE\DEFLECTION NIP
Units - Len: m, Sec: mm, Mat: MPa, Dens: T/m^3, Temp: Celsius, Force: kN, Mom: kNm, Mass: T, Acc: g's, Trans: mm, Stress: MPa
Scales - Frame: 1:150, Load: 0.134218, Disp: None, Moment: None, Shear: None, Axial: None, Torsion: None
X
Y
(0,0)
X
Y
Sections:
1 360 UB 56.7
2 250 UC 72.9
Materials:
1 STEEL
1
2
3
4
5
67
No general restraint
1
2 3
4
56
All load cases:
1 1
-1.29kN/m-1.29kN/m -1.29kN/m
-1.29kN/m-1.29kN/m
-1.29kN/m-1.29kN/m
-1.29kN/m
SPACE GASS 10.72a - THE UNIVERSITY OF NEW SOUTH WALES-FOR TEACHING USE 22 Sep 2012, 6:17 pm
Job: D:\USERS\Z3367075\DESKTOP\MODEL\ULTIMATE STRENGTH\MODEL LC1
Units - Len: m, Sec: mm, Mat: MPa, Dens: T/m^3, Temp: Celsius, Force: kN, Mom: kNm, Mass: T, Acc: g's, Trans: mm, Stress: MPa
Scales - Frame: 1:150, Load: 0.3625, Disp: None, Moment: None, Shear: None, Axial: None, Torsion: None
X
Y
(0,0)
X
Y
Sections:
1 360 UB 56.7
2 250 UC 72.9
Materials:
1 STEEL
1
2
3
4
5
No general restraint
1
2 3
4
All load cases:
1 1
-2.1kN
-0.88kN/m
-0.88kN/m
-2.88kN/m -2.88kN/m -2.88kN/m -2.88kN/m
-0.88kN/m
-0.88kN/m
ZHANG Zhichao 3389001, WANG Liang 3367075
17
10. LC2
11. LC3
SPACE GASS 10.72a - THE UNIVERSITY OF NEW SOUTH WALES-FOR TEACHING USE 22 Sep 2012, 6:22 pm
Job: D:\USERS\Z3367075\DESKTOP\MODEL\ULTIMATE STRENGTH\MODEL LC2
Units - Len: m, Sec: mm, Mat: MPa, Dens: T/m^3, Temp: Celsius, Force: kN, Mom: kNm, Mass: T, Acc: g's, Trans: mm, Stress: MPa
Scales - Frame: 1:150, Load: 0.1536 , Disp: None, Moment: None, Shear: None, Axial: None, Torsion: None
X
Y
(0,0)
X
Y
Sections:
1 360 UB 56.7
2 250 UC 72.9
Materials:
1 STEEL
1
2
3
4
5
67
No general restraint
1
2 3
4
56
All load cases:
1 1
-0.66kN/m
-0.66kN/m
2.21kN/m2.21kN/m
0.82kN/m0.82kN/m
1.73kN/m
1.73kN/m
-0.66kN/m
-0.66kN/m0.82kN/m
0.82kN/m0.13kN/m
0.13kN/m
SPACE GASS 10.72a - THE UNIVERSITY OF NEW SOUTH WALES-FOR TEACHING USE 22 Sep 2012, 6:24 pm
Job: D:\USERS\Z3367075\DESKTOP\MODEL\ULTIMATE STRENGTH\MODEL LC3 - 2
Units - Len: m, Sec: mm, Mat: MPa, Dens: T/m^3, Temp: Celsius, Force: kN, Mom: kNm, Mass: T, Acc: g's, Trans: mm, Stress: MPa
Scales - Frame: 1:150, Load: 0.134218, Disp: None, Moment: None, Shear: None, Axial: None, Torsion: None
X
Y
(0,0)
X
Y
Sections:
1 360 UB 56.7
2 250 UC 72.9
Materials:
1 STEEL
1
2
3
4
5
67
No general restraint
1
2 3
4
56
All load cases:
1 1
0.35kN/m
0.35kN/m
-0.66kN/m
-0.66kN/m
4.29kN/m4.29kN/m
2.9kN/m2.9kN/m
3.81kN/m
3.81kN/m
-0.66kN/m
-0.66kN/m
2.9kN/m
2.9kN/m2.21kN/m
2.21kN/m
ZHANG Zhichao 3389001, WANG Liang 3367075
18
12. LC4
13. LC5
SPACE GASS 10.72a - THE UNIVERSITY OF NEW SOUTH WALES-FOR TEACHING USE 22 Sep 2012, 6:28 pm
Job: D:\USERS\Z3367075\DESKTOP\MODEL\ULTIMATE STRENGTH\MODEL LC4
Units - Len: m, Sec: mm, Mat: MPa, Dens: T/m^3, Temp: Celsius, Force: kN, Mom: kNm, Mass: T, Acc: g's, Trans: mm, Stress: MPa
Scales - Frame: 1:150, Load: 0.12288, Disp: None, Moment: None, Shear: None, Axial: None, Torsion: None
X
Y
(0,0)
X
Y
Sections:
1 360 UB 56.7
2 250 UC 72.9
Materials:
1 STEEL
1
2
3
4
5
67
No general restraint
1
2 3
4
56
All load cases:
1 1
-2.43kN/m
-2.43kN/m
-0.88kN/m
-0.88kN/m
0.17kN/m0.17kN/m
-1.21kN/m-1.21kN/m
1.73kN/m
1.73kN/m
-0.88kN/m
-0.88kN/m
-1.21kN/m
-1.21kN/m -1.56kN/m
-1.56kN/m
SPACE GASS 10.72a - THE UNIVERSITY OF NEW SOUTH WALES-FOR TEACHING USE 22 Sep 2012, 6:31 pm
Job: D:\USERS\Z3367075\DESKTOP\MODEL\ULTIMATE STRENGTH\MODEL LC5
Units - Len: m, Sec: mm, Mat: MPa, Dens: T/m^3, Temp: Celsius, Force: kN, Mom: kNm, Mass: T, Acc: g's, Trans: mm, Stress: MPa
Scales - Frame: 1:150, Load: 0.26, Disp: None, Moment: None, Shear: None, Axial: None, Torsion: None
X
Y
(0,0)
X
Y
Sections:
1 360 UB 56.7
2 250 UC 72.9
Materials:
1 STEEL
1
2
3
4
5
67
No general restraint
1
2 3
4
56
All load cases:
1 1
-1.39kN/m
-1.39kN/m
-0.88kN/m
-0.88kN/m
-0.87kN/m-0.87kN/m
-2.25kN/m-2.25kN/m
0.69kN/m
0.69kN/m
-0.88kN/m
-0.88kN/m
-2.25kN/m
-2.25kN/m -2.6kN/m
-2.6kN/m
ZHANG Zhichao 3389001, WANG Liang 3367075
19
ANALYSIS STATUS REPORT
----------------------
NODE COORDINATES (m)
----------------
X Y Z
Node Coord Coord Coord
1 0.000 0.000 0.000
2 0.000 8.200 0.000
3 9.600 8.700 0.000
4 19.200 8.200 0.000
5 19.200 0.000 0.000
MEMBER DATA (deg,kNm/rad,m)
----------- (F=Fixed, R=Released) (*=Cable length)
Dir Dir Dir Memb Node A Node B
Memb Angle Node Axis Type Node A Node B Sec Mat Fixity Fixity Length
1 0.00 Norm 1 2 2 1 FFFFFF FFFFFF 8.200
2 0.00 Norm 2 3 1 1 FFFFFF FFFFFF 9.613
3 0.00 Norm 3 4 1 1 FFFFFF FFFFFF 9.613
4 0.00 Norm 5 4 2 1 FFFFFF FFFFFF 8.200
NODE RESTRAINTS (kN/m,kNm/rad)
--------------- (F=Fixed, R=Released, S=Spring, *=General)
Rest X Axial Y Axial Z Axial X Rotation Y Rotation Z Rotation
Node Code Stiffness Stiffness Stiffness Stiffness Stiffness Stiffness
1 FFFFFF
2 RRFRRR
3 RRFRRR
4 RRFRRR
5 FFFFFF
SECTION PROPERTIES (mm,mm^2,mm^4,deg)
------------------
ZHANG Zhichao 3389001, WANG Liang 3367075
20
Sect Section Name Mark Angle Type Flipped Source
1 360 UB 56.7 R1 Not applicable No Aust300
2 250 UC 72.9 C1 Not applicable No Aust300
Area of Torsion Y-Axis Z-Axis Y-Axis Z-Axis Princ
Sect Section Constant Mom of In Mom of In Shr Area Shr Area Angle
1 7.2400E+03 3.3800E+05 1.1000E+07 1.6100E+08 INFINITE INFINITE 0.00
2 9.3200E+03 5.8600E+05 3.8800E+07 1.1400E+08 INFINITE INFINITE 0.00
MATERIAL PROPERTIES (MPa,T/m^3,strain/degC)
-------------------
Young's Poisson's Mass Coeff of Concrete
Matl Material Name Modulus Ratio Density Expansion Strength
1 STEEL 2.0000E+05 0.25 7.8500E+00 1.170E-05
NODE LOADS (kN,kNm)
----------
Load X-Axis Y-Axis Z-Axis X-Axis Y-Axis Z-Axis
Case Node Force Force Force Moment Moment Moment
1 3 0.000 -2.100 0.000 0.000 0.000 0.000
MEMBER DISTRIBUTED FORCES (m,kN/m)
-------------------------
Load Sub Axes Start Finish X Start/ Y Start/ Z Start/
Case Memb Load Sys Position Position Finish Finish Finish
1 1 1 GI 0.000% 100.000% 0.000 -0.878 0.000
0.000 -0.878 0.000
2 1 L 0.000% 100.000% 0.000 -2.880 0.000
0.000 -2.880 0.000
3 1 L 0.000% 100.000% 0.000 -2.880 0.000
0.000 -2.880 0.000
4 1 GI 0.000% 100.000% 0.000 -0.878 0.000
ZHANG Zhichao 3389001, WANG Liang 3367075
21
0.000 -0.878 0.000
2 1 1 GI 0.000% 100.000% 2.430 -0.658 0.000
2.430 -0.658 0.000
2 1 L 0.000% 100.000% 0.000 2.210 0.000
0.000 2.210 0.000
3 1 L 0.000% 100.000% 0.000 0.820 0.000
0.000 0.820 0.000
4 1 GI 0.000% 100.000% 1.730 -0.658 0.000
1.730 -0.658 0.000
5 1 L 0.000% 100.000% 0.000 0.820 0.000
0.000 0.820 0.000
6 1 L 0.000% 100.000% 0.000 0.130 0.000
0.000 0.130 0.000
3 1 1 GI 0.000% 100.000% 0.350 -0.660 0.000
0.350 -0.660 0.000
2 1 L 0.000% 100.000% 0.000 4.290 0.000
0.000 4.290 0.000
3 1 L 0.000% 100.000% 0.000 2.900 0.000
0.000 2.900 0.000
4 1 GI 0.000% 100.000% 3.810 -0.660 0.000
3.810 -0.660 0.000
5 1 L 0.000% 100.000% 0.000 2.900 0.000
0.000 2.900 0.000
6 1 L 0.000% 100.000% 0.000 2.210 0.000
0.000 2.210 0.000
4 1 1 GI 0.000% 100.000% -2.430 -0.880 0.000
-2.430 -0.880 0.000
2 1 L 0.000% 100.000% 0.000 0.170 0.000
0.000 0.170 0.000
3 1 L 0.000% 100.000% 0.000 -1.210 0.000
0.000 -1.210 0.000
ZHANG Zhichao 3389001, WANG Liang 3367075
22
4 1 GI 0.000% 100.000% 1.730 -0.880 0.000
1.730 -0.880 0.000
5 1 L 0.000% 100.000% 0.000 -1.210 0.000
0.000 -1.210 0.000
6 1 L 0.000% 100.000% 0.000 -1.560 0.000
0.000 -1.560 0.000
5 1 1 GI 0.000% 100.000% -1.390 -0.880 0.000
-1.390 -0.880 0.000
2 1 L 0.000% 100.000% 0.000 -0.870 0.000
0.000 -0.870 0.000
3 1 L 0.000% 100.000% 0.000 -2.250 0.000
0.000 -2.250 0.000
4 1 GI 0.000% 100.000% 0.690 -0.880 0.000
0.690 -0.880 0.000
5 1 L 0.000% 100.000% 0.000 -2.250 0.000
0.000 -2.250 0.000
6 1 L 0.000% 100.000% 0.000 -2.600 0.000
0.000 -2.600 0.000
ZHANG Zhichao 3389001, WANG Liang 3367075
23
Appendix 2 Space Gass Input (Serviceability Limit State)
The dead load and live load is the same as ultimate limit state
1. CW1
SPACE GASS 10.72a - THE UNIVERSITY OF NEW SOUTH WALES-FOR TEACHING USE 22 Sep 2012, 6:33 pm
Job: D:\USERS\Z3367075\DESKTOP\MODEL\SERVICE ABILITY\SEPERATE\DEFLECTION CW1
Units - Len: m, Sec: mm, Mat: MPa, Dens: T/m^3, Temp: Celsius, Force: kN, Mom: kNm, Mass: T, Acc: g's, Trans: mm, Stress: MPa
Scales - Frame: 1:150, Load: 0.085899, Disp: None, Moment: None, Shear: None, Axial: None, Torsion: None
X
Y
(0,0)
X
Y
Sections:
1 360 UB 56.7
2 250 UC 72.9
Materials:
1 STEEL
1
2
3
4
5
67
No general restraint
1
2 3
4
56
All load cases:
1 1
3.18kN/m3.18kN/m
1.76kN/m1.76kN/m
1.76kN/m
1.76kN/m
1.06kN/m
1.06kN/m
ZHANG Zhichao 3389001, WANG Liang 3367075
24
2. CW2
3. WW
SPACE GASS 10.72a - THE UNIVERSITY OF NEW SOUTH WALES-FOR TEACHING USE 22 Sep 2012, 6:34 pm
Job: D:\USERS\Z3367075\DESKTOP\MODEL\SERVICE ABILITY\SEPERATE\DEFLECTION CW2
Units - Len: m, Sec: mm, Mat: MPa, Dens: T/m^3, Temp: Celsius, Force: kN, Mom: kNm, Mass: T, Acc: g's, Trans: mm, Stress: MPa
Scales - Frame: 1:150, Load: 0.04398, Disp: None, Moment: None, Shear: None, Axial: None, Torsion: None
X
Y
(0,0)
X
Y
Sections:
1 360 UB 56.7
2 250 UC 72.9
Materials:
1 STEEL
1
2
3
4
5
67
No general restraint
1
2 3
4
56
All load cases:
1 1
1.41kN/m1.41kN/m
-0.35kN/m
-0.35kN/m
SPACE GASS 10.72a - THE UNIVERSITY OF NEW SOUTH WALES-FOR TEACHING USE 22 Sep 2012, 6:38 pm
Job: D:\USERS\Z3367075\DESKTOP\MODEL\SERVICE ABILITY\SEPERATE\DEFLECTION WW
Units - Len: m, Sec: mm, Mat: MPa, Dens: T/m^3, Temp: Celsius, Force: kN, Mom: kNm, Mass: T, Acc: g's, Trans: mm, Stress: MPa
Scales - Frame: 1:150, Load: 0.262144, Disp: None, Moment: None, Shear: None, Axial: None, Torsion: None
X
Y
(0,0)
X
Y
Sections:
1 360 UB 56.7
2 250 UC 72.9
Materials:
1 STEEL
1
2
3
4
5
67
No general restraint
1
2 3
4
56
All load cases:
1 1
ZHANG Zhichao 3389001, WANG Liang 3367075
25
4. LW
5. PIP
SPACE GASS 10.72a - THE UNIVERSITY OF NEW SOUTH WALES-FOR TEACHING USE 22 Sep 2012, 6:35 pm
Job: D:\USERS\Z3367075\DESKTOP\MODEL\SERVICE ABILITY\SEPERATE\DEFLECTION LW
Units - Len: m, Sec: mm, Mat: MPa, Dens: T/m^3, Temp: Celsius, Force: kN, Mom: kNm, Mass: T, Acc: g's, Trans: mm, Stress: MPa
Scales - Frame: 1:150, Load: 0.107374, Disp: None, Moment: None, Shear: None, Axial: None, Torsion: None
X
Y
(0,0)
X
Y
Sections:
1 360 UB 56.7
2 250 UC 72.9
Materials:
1 STEEL
1
2
3
4
5
67
No general restraint
1
2 3
4
56
All load cases:
1 1
1.76kN/m
1.76kN/m
SPACE GASS 10.72a - THE UNIVERSITY OF NEW SOUTH WALES-FOR TEACHING USE 22 Sep 2012, 6:37 pm
Job: D:\USERS\Z3367075\DESKTOP\MODEL\SERVICE ABILITY\SEPERATE\DEFLECTION PIP
Units - Len: m, Sec: mm, Mat: MPa, Dens: T/m^3, Temp: Celsius, Force: kN, Mom: kNm, Mass: T, Acc: g's, Trans: mm, Stress: MPa
Scales - Frame: 1:150, Load: 0.107374, Disp: None, Moment: None, Shear: None, Axial: None, Torsion: None
X
Y
(0,0)
X
Y
Sections:
1 360 UB 56.7
2 250 UC 72.9
Materials:
1 STEEL
1
2
3
4
5
67
No general restraint
1
2 3
4
56
All load cases:
1 1
-2.12kN/m
-2.12kN/m
2.12kN/m2.12kN/m 2.12kN/m
2.12kN/m
2.12kN/m
2.12kN/m
2.12kN/m
2.12kN/m2.12kN/m
2.12kN/m
ZHANG Zhichao 3389001, WANG Liang 3367075
26
6. NIP
7. LC1 - G
SPACE GASS 10.72a - THE UNIVERSITY OF NEW SOUTH WALES-FOR TEACHING USE 22 Sep 2012, 6:36 pm
Job: D:\USERS\Z3367075\DESKTOP\MODEL\SERVICE ABILITY\SEPERATE\DEFLECTION NIP
Units - Len: m, Sec: mm, Mat: MPa, Dens: T/m^3, Temp: Celsius, Force: kN, Mom: kNm, Mass: T, Acc: g's, Trans: mm, Stress: MPa
Scales - Frame: 1:150, Load: 0.107374, Disp: None, Moment: None, Shear: None, Axial: None, Torsion: None
X
Y
(0,0)
X
Y
Sections:
1 360 UB 56.7
2 250 UC 72.9
Materials:
1 STEEL
1
2
3
4
5
67
No general restraint
1
2 3
4
56
All load cases:
1 1
-1.06kN/m-1.06kN/m -1.06kN/m
-1.06kN/m-1.06kN/m
-1.06kN/m-1.06kN/m
-1.06kN/m
SPACE GASS 10.72a - THE UNIVERSITY OF NEW SOUTH WALES-FOR TEACHING USE 22 Sep 2012, 6:39 pm
Job: D:\USERS\Z3367075\DESKTOP\MODEL\SERVICE ABILITY\MODEL LC1 - G
Units - Len: m, Sec: mm, Mat: MPa, Dens: T/m^3, Temp: Celsius, Force: kN, Mom: kNm, Mass: T, Acc: g's, Trans: mm, Stress: MPa
Scales - Frame: 1:150, Load: 0.118784, Disp: None, Moment: None, Shear: None, Axial: None, Torsion: None
X
Y
(0,0)
X
Y
Sections:
1 360 UB 56.7
2 250 UC 72.9
Materials:
1 STEEL
1
2
3
4
5
No general restraint
1
2 3
4
All load cases:
1 1
-0.73kN/m
-0.73kN/m
-1.01kN/m -1.01kN/m -1.01kN/m -1.01kN/m
-0.73kN/m
-0.73kN/m
ZHANG Zhichao 3389001, WANG Liang 3367075
27
8. LC1 – Q
9. LC2
SPACE GASS 10.72a - THE UNIVERSITY OF NEW SOUTH WALES-FOR TEACHING USE 22 Sep 2012, 6:42 pm
Job: D:\USERS\Z3367075\DESKTOP\MODEL\SERVICE ABILITY\MODEL LC1 - Q
Units - Len: m, Sec: mm, Mat: MPa, Dens: T/m^3, Temp: Celsius, Force: kN, Mom: kNm, Mass: T, Acc: g's, Trans: mm, Stress: MPa
Scales - Frame: 1:150, Load: 0.14848, Disp: None, Moment: None, Shear: None, Axial: None, Torsion: None
X
Y
(0,0)
X
Y
Sections:
1 360 UB 56.7
2 250 UC 72.9
Materials:
1 STEEL
1
2
3
4
5
No general restraint
1
2 3
4
All load cases:
1 1
-1.4kN
-1.11kN/m -1.11kN/m -1.11kN/m -1.11kN/m
SPACE GASS 10.72a - THE UNIVERSITY OF NEW SOUTH WALES-FOR TEACHING USE 22 Sep 2012, 6:45 pm
Job: D:\USERS\Z3367075\DESKTOP\MODEL\SERVICE ABILITY\MODEL LC2
Units - Len: m, Sec: mm, Mat: MPa, Dens: T/m^3, Temp: Celsius, Force: kN, Mom: kNm, Mass: T, Acc: g's, Trans: mm, Stress: MPa
Scales - Frame: 1:150, Load: 0.1536 , Disp: None, Moment: None, Shear: None, Axial: None, Torsion: None
X
Y
(0,0)
X
Y
Sections:
1 360 UB 56.7
2 250 UC 72.9
Materials:
1 STEEL
1
2
3
4
5
67
No general restraint
1
2 3
4
56
All load cases:
1 1
3.18kN/m3.18kN/m
1.76kN/m1.76kN/m
1.76kN/m
1.76kN/m
1.76kN/m
1.76kN/m1.06kN/m
1.06kN/m
ZHANG Zhichao 3389001, WANG Liang 3367075
28
10. LC3
11. LC4
SPACE GASS 10.72a - THE UNIVERSITY OF NEW SOUTH WALES-FOR TEACHING USE 22 Sep 2012, 6:47 pm
Job: D:\USERS\Z3367075\DESKTOP\MODEL\SERVICE ABILITY\MODEL LC3 - 2
Units - Len: m, Sec: mm, Mat: MPa, Dens: T/m^3, Temp: Celsius, Force: kN, Mom: kNm, Mass: T, Acc: g's, Trans: mm, Stress: MPa
Scales - Frame: 1:150, Load: 0.134218, Disp: None, Moment: None, Shear: None, Axial: None, Torsion: None
X
Y
(0,0)
X
Y
Sections:
1 360 UB 56.7
2 250 UC 72.9
Materials:
1 STEEL
1
2
3
4
5
67
No general restraint
1
2 3
4
56
All load cases:
1 1
0.35kN/m
0.35kN/m
5.29kN/m5.29kN/m
3.88kN/m3.88kN/m
3.88kN/m
3.88kN/m
3.88kN/m
3.88kN/m3.18kN/m
3.18kN/m
SPACE GASS 10.72a - THE UNIVERSITY OF NEW SOUTH WALES-FOR TEACHING USE 22 Sep 2012, 6:49 pm
Job: D:\USERS\Z3367075\DESKTOP\MODEL\SERVICE ABILITY\MODEL LC4
Units - Len: m, Sec: mm, Mat: MPa, Dens: T/m^3, Temp: Celsius, Force: kN, Mom: kNm, Mass: T, Acc: g's, Trans: mm, Stress: MPa
Scales - Frame: 1:150, Load: 0.050332, Disp: None, Moment: None, Shear: None, Axial: None, Torsion: None
X
Y
(0,0)
X
Y
Sections:
1 360 UB 56.7
2 250 UC 72.9
Materials:
1 STEEL
1
2
3
4
5
67
No general restraint
1
2 3
4
56
All load cases:
1 1
-2.47kN/m
-2.47kN/m
1.41kN/m1.41kN/m
1.76kN/m
1.76kN/m
-0.35kN/m
-0.35kN/m
ZHANG Zhichao 3389001, WANG Liang 3367075
29
12. LC5
SPACE GASS 10.72a - THE UNIVERSITY OF NEW SOUTH WALES-FOR TEACHING USE 22 Sep 2012, 6:52 pm
Job: D:\USERS\Z3367075\DESKTOP\MODEL\SERVICE ABILITY\MODEL LC5
Units - Len: m, Sec: mm, Mat: MPa, Dens: T/m^3, Temp: Celsius, Force: kN, Mom: kNm, Mass: T, Acc: g's, Trans: mm, Stress: MPa
Scales - Frame: 1:150, Load: 0.106496, Disp: None, Moment: None, Shear: None, Axial: None, Torsion: None
X
Y
(0,0)
X
Y
Sections:
1 360 UB 56.7
2 250 UC 72.9
Materials:
1 STEEL
1
2
3
4
5
67
No general restraint
1
2 3
4
56
All load cases:
1 1
-1.41kN/m
-1.41kN/m0.35kN/m0.35kN/m
-1.06kN/m-1.06kN/m
0.71kN/m
0.71kN/m
-1.06kN/m
-1.06kN/m -1.41kN/m
-1.41kN/m
ZHANG Zhichao 3389001, WANG Liang 3367075
30
ANALYSIS STATUS REPORT
----------------------
NODE COORDINATES (m)
----------------
X Y Z
Node Coord Coord Coord
1 0.000 0.000 0.000
2 0.000 8.200 0.000
3 9.600 8.700 0.000
4 19.200 8.200 0.000
5 19.200 0.000 0.000
MEMBER DATA (deg,kNm/rad,m)
----------- (F=Fixed, R=Released) (*=Cable length)
Dir Dir Dir Memb Node A Node B
Memb Angle Node Axis Type Node A Node B Sec Mat Fixity Fixity Length
1 0.00 Norm 1 2 2 1 FFFFFF FFFFFF 8.200
2 0.00 Norm 2 3 1 1 FFFFFF FFFFFF 9.613
3 0.00 Norm 3 4 1 1 FFFFFF FFFFFF 9.613
4 0.00 Norm 5 4 2 1 FFFFFF FFFFFF 8.200
NODE RESTRAINTS (kN/m,kNm/rad)
--------------- (F=Fixed, R=Released, S=Spring, *=General)
Rest X Axial Y Axial Z Axial X Rotation Y Rotation Z Rotation
Node Code Stiffness Stiffness Stiffness Stiffness Stiffness Stiffness
1 FFFFFF
2 RRFRRR
3 RRFRRR
4 RRFRRR
5 FFFFFF
SECTION PROPERTIES (mm,mm^2,mm^4,deg)
------------------
ZHANG Zhichao 3389001, WANG Liang 3367075
31
Sect Section Name Mark Angle Type Flipped Source
1 360 UB 56.7 R1 Not applicable No Aust300
2 250 UC 72.9 C1 Not applicable No Aust300
Area of Torsion Y-Axis Z-Axis Y-Axis Z-Axis Princ
Sect Section Constant Mom of In Mom of In Shr Area Shr Area Angle
1 7.2400E+03 3.3800E+05 1.1000E+07 1.6100E+08 INFINITE INFINITE 0.00
2 9.3200E+03 5.8600E+05 3.8800E+07 1.1400E+08 INFINITE INFINITE 0.00
MATERIAL PROPERTIES (MPa,T/m^3,strain/degC)
-------------------
Young's Poisson's Mass Coeff of Concrete
Matl Material Name Modulus Ratio Density Expansion Strength
1 STEEL 2.0000E+05 0.25 7.8500E+00 1.170E-05
NODE LOADS (kN,kNm)
----------
Load X-Axis Y-Axis Z-Axis X-Axis Y-Axis Z-Axis
Case Node Force Force Force Moment Moment Moment
1 3 0.000 -1.400 0.000 0.000 0.000 0.000
MEMBER DISTRIBUTED FORCES (m,kN/m)
-------------------------
Load Sub Axes Start Finish X Start/ Y Start/ Z Start/
Case Memb Load Sys Position Position Finish Finish Finish
1 2 1 L 0.000% 100.000% 0.000 -1.110 0.000
0.000 -1.110 0.000
3 1 L 0.000% 100.000% 0.000 -1.110 0.000
0.000 -1.110 0.000
1 1 1 GI 0.000% 100.000% 0.000 -0.730 0.000
0.000 -0.730 0.000
2 1 L 0.000% 100.000% 0.000 -1.010 0.000
0.000 -1.010 0.000
ZHANG Zhichao 3389001, WANG Liang 3367075
32
3 1 L 0.000% 100.000% 0.000 -1.010 0.000
0.000 -1.010 0.000
4 1 GI 0.000% 100.000% 0.000 -0.730 0.000
0.000 -0.730 0.000
2 1 1 GI 0.000% 100.000% 2.470 0.000 0.000
2.470 0.000 0.000
2 1 L 0.000% 100.000% 0.000 3.180 0.000
0.000 3.180 0.000
3 1 L 0.000% 100.000% 0.000 1.760 0.000
0.000 1.760 0.000
4 1 GI 0.000% 100.000% 1.760 0.000 0.000
1.760 0.000 0.000
5 1 L 0.000% 100.000% 0.000 1.760 0.000
0.000 1.760 0.000
6 1 L 0.000% 100.000% 0.000 1.060 0.000
0.000 1.060 0.000
3 1 1 GI 0.000% 100.000% 0.353 0.000 0.000
0.353 0.000 0.000
2 1 L 0.000% 100.000% 0.000 5.290 0.000
0.000 5.290 0.000
3 1 L 0.000% 100.000% 0.000 3.880 0.000
0.000 3.880 0.000
4 1 GI 0.000% 100.000% 3.880 0.000 0.000
3.880 0.000 0.000
5 1 L 0.000% 100.000% 0.000 3.880 0.000
0.000 3.880 0.000
6 1 L 0.000% 100.000% 0.000 3.180 0.000
0.000 3.180 0.000
4 1 1 GI 0.000% 100.000% -2.470 0.000 0.000
-2.470 0.000 0.000
2 1 L 0.000% 100.000% 0.000 1.410 0.000
0.000 1.410 0.000
ZHANG Zhichao 3389001, WANG Liang 3367075
33
4 1 GI 0.000% 100.000% 1.760 0.000 0.000
1.760 0.000 0.000
6 1 L 0.000% 100.000% 0.000 -0.350 0.000
0.000 -0.350 0.000
5 1 1 GI 0.000% 100.000% -1.410 0.000 0.000
-1.410 0.000 0.000
2 1 L 0.000% 100.000% 0.000 0.350 0.000
0.000 0.350 0.000
3 1 L 0.000% 100.000% 0.000 -1.060 0.000
0.000 -1.060 0.000
4 1 GI 0.000% 100.000% 0.710 0.000 0.000
0.710 0.000 0.000
5 1 L 0.000% 100.000% 0.000 -1.060 0.000
0.000 -1.060 0.000
6 1 L 0.000% 100.000% 0.000 -1.410 0.000
0.000 -1.410 0.000
ZHANG Zhichao 3389001, WANG Liang 3367075
34
Appendix 3 Space Gass Graphic Output (Ultimate Limit
State)
1. Bending Moment
1.1 LC1
SPACE GASS 10.72a - THE UNIVERSITY OF NEW SOUTH WALES-FOR TEACHING USE 23 Sep 2012, 12:36 pm
Job: D:\USERS\Z3367075\DESKTOP\MODEL\ULTIMATE STRENGTH\MODEL LC1
Units - Len: m, Sec: mm, Mat: MPa, Dens: T/m^3, Temp: Celsius, Force: kN, Mom: kNm, Mass: T, Acc: g's, Trans: mm, Stress: MPa
Scales - Frame: 1:150, Load: None, Disp: None, Moment: 11.5625, Shear: None, Axial: None, Torsion: None
X
Y
(0,0)
X
Y
Sections:
1 360 UB 56.7
2 250 UC 72.9
Materials:
1 STEEL
1
2
3
4
5
No general restraint
1
2 3
4
All load cases:
1 1
38.42kNm
-70.65kNm
-70.65kNm
65.13kNm 65.13kNm
-70.65kNm
-38.42kNm
70.65kNm
ZHANG Zhichao 3389001, WANG Liang 3367075
35
1.2 LC2
1.3 LC3
SPACE GASS 10.72a - THE UNIVERSITY OF NEW SOUTH WALES-FOR TEACHING USE 23 Sep 2012, 12:38 pm
Job: D:\USERS\Z3367075\DESKTOP\MODEL\ULTIMATE STRENGTH\MODEL LC2
Units - Len: m, Sec: mm, Mat: MPa, Dens: T/m^3, Temp: Celsius, Force: kN, Mom: kNm, Mass: T, Acc: g's, Trans: mm, Stress: MPa
Scales - Frame: 1:150, Load: None, Disp: None, Moment: 10 , Shear: None, Axial: None, Torsion: None
X
Y
(0,0)
X
Y
Sections:
1 360 UB 56.7
2 250 UC 72.9
Materials:
1 STEEL
1
2
3
4
5
67
No general restraint
1
2 3
4
56
All load cases:
1 1
-68.16kNm
50.4kNm50.4kNm
-28.28kNm -27.68kNm -2.69kNm
-28.04kNm
-12.43kNm
-4.65kNm
-28.28kNm
-27.68kNm
-2.69kNm12.43kNm
SPACE GASS 10.72a - THE UNIVERSITY OF NEW SOUTH WALES-FOR TEACHING USE 23 Sep 2012, 12:42 pm
Job: D:\USERS\Z3367075\DESKTOP\MODEL\ULTIMATE STRENGTH\MODEL LC3 - 2
Units - Len: m, Sec: mm, Mat: MPa, Dens: T/m^3, Temp: Celsius, Force: kN, Mom: kNm, Mass: T, Acc: g's, Trans: mm, Stress: MPa
Scales - Frame: 1:150, Load: None, Disp: None, Moment: 12.375, Shear: None, Axial: None, Torsion: None
X
Y
(0,0)
X
Y
Sections:
1 360 UB 56.7
2 250 UC 72.9
Materials:
1 STEEL
1
2
3
4
5
67
No general restraint
1
2 3
4
56
All load cases:
1 1
-77.24kNm
99.95kNm
99.95kNm
-66.1kNm -65.87kNm
8.33kNm
-65.88kNm
-18.96kNm
-61.99kNm
-4.86kNm
-66.1kNm
-65.87kNm
-66.47kNm
8.33kNm61.99kNm
ZHANG Zhichao 3389001, WANG Liang 3367075
36
1.4 LC4
1.5 LC5
SPACE GASS 10.72a - THE UNIVERSITY OF NEW SOUTH WALES-FOR TEACHING USE 23 Sep 2012, 12:44 pm
Job: D:\USERS\Z3367075\DESKTOP\MODEL\ULTIMATE STRENGTH\MODEL LC4
Units - Len: m, Sec: mm, Mat: MPa, Dens: T/m^3, Temp: Celsius, Force: kN, Mom: kNm, Mass: T, Acc: g's, Trans: mm, Stress: MPa
Scales - Frame: 1:150, Load: None, Disp: None, Moment: 2.368 , Shear: None, Axial: None, Torsion: None
X
Y
(0,0)
X
Y
Sections:
1 360 UB 56.7
2 250 UC 72.9
Materials:
1 STEEL
1
2
3
4
5
67
No general restraint
1
2 3
4
56
All load cases:
1 1
37.52kNm
-16.33kNm
-18.7kNm
-16.33kNm
15.1kNm19.4kNm
6.71kNm
22.37kNm
-13.39kNm
11.61kNm
16.34kNm
15.1kNm
19.4kNm6.71kNm
-11.61kNm
SPACE GASS 10.72a - THE UNIVERSITY OF NEW SOUTH WALES-FOR TEACHING USE 23 Sep 2012, 12:45 pm
Job: D:\USERS\Z3367075\DESKTOP\MODEL\ULTIMATE STRENGTH\MODEL LC5
Units - Len: m, Sec: mm, Mat: MPa, Dens: T/m^3, Temp: Celsius, Force: kN, Mom: kNm, Mass: T, Acc: g's, Trans: mm, Stress: MPa
Scales - Frame: 1:150, Load: None, Disp: None, Moment: 5.75, Shear: None, Axial: None, Torsion: None
X
Y
(0,0)
X
Y
Sections:
1 360 UB 56.7
2 250 UC 72.9
Materials:
1 STEEL
1
2
3
4
5
67
No general restraint
1
2 3
4
56
All load cases:
1 1
42.06kNm
-41.11kNm
-41.11kNm
34kNm 38.5kNm
1.2kNm
40.66kNm
-17.93kNm
36.39kNm34kNm
38.5kNm
1.2kNm
-36.39kNm
ZHANG Zhichao 3389001, WANG Liang 3367075
37
2. Axial Force
2.1 LC1
SPACE GASS 10.72a - THE UNIVERSITY OF NEW SOUTH WALES-FOR TEACHING USE 23 Sep 2012, 12:36 pm
Job: D:\USERS\Z3367075\DESKTOP\MODEL\ULTIMATE STRENGTH\MODEL LC1
Units - Len: m, Sec: mm, Mat: MPa, Dens: T/m^3, Temp: Celsius, Force: kN, Mom: kNm, Mass: T, Acc: g's, Trans: mm, Stress: MPa
Scales - Frame: 1:150, Load: None, Disp: None, Moment: None, Shear: None, Axial: 3.12, Torsion: None
X
Y
(0,0)
X
Y
Sections:
1 360 UB 56.7
2 250 UC 72.9
Materials:
1 STEEL
1
2
3
4
5
No general restraint
1
2 3
4
All load cases:
1 1
35.9kN
28.7kN
14.78kN 14.78kN 14.78kN 14.78kN
35.9kN
28.7kN
ZHANG Zhichao 3389001, WANG Liang 3367075
38
2.2 LC2
2.3 LC3
SPACE GASS 10.72a - THE UNIVERSITY OF NEW SOUTH WALES-FOR TEACHING USE 23 Sep 2012, 12:52 pm
Job: D:\USERS\Z3367075\DESKTOP\MODEL\ULTIMATE STRENGTH\MODEL LC2
Units - Len: m, Sec: mm, Mat: MPa, Dens: T/m^3, Temp: Celsius, Force: kN, Mom: kNm, Mass: T, Acc: g's, Trans: mm, Stress: MPa
Scales - Frame: 1:150, Load: None, Disp: None, Moment: None, Shear: None, Axial: 0.589824, Torsion: None
X
Y
(0,0)
X
Y
Sections:
1 360 UB 56.7
2 250 UC 72.9
Materials:
1 STEEL
1
2
3
4
5
67
No general restraint
1
2 3
4
56
All load cases:
1 1
-13.51kN
-18.91kN
-5.47kN-5.47kN -5.55kN
-5.55kN
-1.6kN
-5.47kN
-5.47kN-5.55kN
-5.55kN
SPACE GASS 10.72a - THE UNIVERSITY OF NEW SOUTH WALES-FOR TEACHING USE 22 Sep 2012, 6:26 pm
Job: D:\USERS\Z3367075\DESKTOP\MODEL\ULTIMATE STRENGTH\MODEL LC3 - 2
Units - Len: m, Sec: mm, Mat: MPa, Dens: T/m^3, Temp: Celsius, Force: kN, Mom: kNm, Mass: T, Acc: g's, Trans: mm, Stress: MPa
Scales - Frame: 1:150, Load: None, Disp: None, Moment: None, Shear: None, Axial: 2.496, Torsion: None
X
Y
(0,0)
X
Y
Sections:
1 360 UB 56.7
2 250 UC 72.9
Materials:
1 STEEL
1
2
3
4
5
67
No general restraint
1
2 3
4
56
All load cases:
1 1
-33.46kN
-38.88kN
-22.17kN-22.17kN -22.24kN
-22.24kN
-21.55kN
-22.17kN
-22.17kN-22.24kN
-22.24kN
ZHANG Zhichao 3389001, WANG Liang 3367075
39
2.4 LC4
2.5 LC5
SPACE GASS 10.72a - THE UNIVERSITY OF NEW SOUTH WALES-FOR TEACHING USE 23 Sep 2012, 12:54 pm
Job: D:\USERS\Z3367075\DESKTOP\MODEL\ULTIMATE STRENGTH\MODEL LC4
Units - Len: m, Sec: mm, Mat: MPa, Dens: T/m^3, Temp: Celsius, Force: kN, Mom: kNm, Mass: T, Acc: g's, Trans: mm, Stress: MPa
Scales - Frame: 1:150, Load: None, Disp: None, Moment: None, Shear: None, Axial: 1.024, Torsion: None
X
Y
(0,0)
X
Y
Sections:
1 360 UB 56.7
2 250 UC 72.9
Materials:
1 STEEL
1
2
3
4
5
67
No general restraint
1
2 3
4
56
All load cases:
1 1
10.04kN
2.82kN-3.24kN
-3.24kN -3.54kN-3.54kN
16.77kN
9.55kN
-3.24kN
-3.24kN-3.54kN
-3.54kN
SPACE GASS 10.72a - THE UNIVERSITY OF NEW SOUTH WALES-FOR TEACHING USE 23 Sep 2012, 12:45 pm
Job: D:\USERS\Z3367075\DESKTOP\MODEL\ULTIMATE STRENGTH\MODEL LC5
Units - Len: m, Sec: mm, Mat: MPa, Dens: T/m^3, Temp: Celsius, Force: kN, Mom: kNm, Mass: T, Acc: g's, Trans: mm, Stress: MPa
Scales - Frame: 1:150, Load: None, Disp: None, Moment: None, Shear: None, Axial: 2.32, Torsion: None
X
Y
(0,0)
X
Y
Sections:
1 360 UB 56.7
2 250 UC 72.9
Materials:
1 STEEL
1
2
3
4
5
67
No general restraint
1
2 3
4
56
All load cases:
1 1
20.02kN
12.81kN
5.1kN5.1kN 4.81kN
4.81kN
26.75kN
19.54kN
5.1kN
5.1kN4.81kN
4.81kN
ZHANG Zhichao 3389001, WANG Liang 3367075
40
3. Shear
3.1 LC1
SPACE GASS 10.72a - THE UNIVERSITY OF NEW SOUTH WALES-FOR TEACHING USE 22 Sep 2012, 6:18 pm
Job: D:\USERS\Z3367075\DESKTOP\MODEL\ULTIMATE STRENGTH\MODEL LC1
Units - Len: m, Sec: mm, Mat: MPa, Dens: T/m^3, Temp: Celsius, Force: kN, Mom: kNm, Mass: T, Acc: g's, Trans: mm, Stress: MPa
Scales - Frame: 1:150, Load: None, Disp: None, Moment: None, Shear: 2.32, Axial: None, Torsion: None
X
Y
(0,0)
X
Y
Sections:
1 360 UB 56.7
2 250 UC 72.9
Materials:
1 STEEL
1
2
3
4
5
No general restraint
1
2 3
4
All load cases:
1 1
-13.3kN
-13.3kN
27.97kN
0.28kN -0.28kN
-27.97kN
13.3kN
13.3kN
ZHANG Zhichao 3389001, WANG Liang 3367075
41
3.2 LC2
3.3 LC3
SPACE GASS 10.72a - THE UNIVERSITY OF NEW SOUTH WALES-FOR TEACHING USE 23 Sep 2012, 12:39 pm
Job: D:\USERS\Z3367075\DESKTOP\MODEL\ULTIMATE STRENGTH\MODEL LC2
Units - Len: m, Sec: mm, Mat: MPa, Dens: T/m^3, Temp: Celsius, Force: kN, Mom: kNm, Mass: T, Acc: g's, Trans: mm, Stress: MPa
Scales - Frame: 1:150, Load: None, Disp: None, Moment: None, Shear: 3, Axial: None, Torsion: None
X
Y
(0,0)
X
Y
Sections:
1 360 UB 56.7
2 250 UC 72.9
Materials:
1 STEEL
1
2
3
4
5
67
No general restraint
1
2 3
4
56
All load cases:
1 1
24.42kN
4.5kN-18.65kN
0.05kN 0.42kN
6.42kN
9kN
-5.19kN
0.05kN
1kN 6.42kN
6.72kN
SPACE GASS 10.72a - THE UNIVERSITY OF NEW SOUTH WALES-FOR TEACHING USE 22 Sep 2012, 6:26 pm
Job: D:\USERS\Z3367075\DESKTOP\MODEL\ULTIMATE STRENGTH\MODEL LC3 - 2
Units - Len: m, Sec: mm, Mat: MPa, Dens: T/m^3, Temp: Celsius, Force: kN, Mom: kNm, Mass: T, Acc: g's, Trans: mm, Stress: MPa
Scales - Frame: 1:150, Load: None, Disp: None, Moment: None, Shear: 2.432, Axial: None, Torsion: None
X
Y
(0,0)
X
Y
Sections:
1 360 UB 56.7
2 250 UC 72.9
Materials:
1 STEEL
1
2
3
4
5
67
No general restraint
1
2 3
4
56
All load cases:
1 1
23.04kN
20.17kN
-37.77kN
-1.47kN -0.45kN
20.75kN
10.37kN
-20.87kN
-1.47kN1.87kN
20.75kN
25.84kN
ZHANG Zhichao 3389001, WANG Liang 3367075
42
3.4 LC4
3.5 LC5
SPACE GASS 10.72a - THE UNIVERSITY OF NEW SOUTH WALES-FOR TEACHING USE 22 Sep 2012, 6:29 pm
Job: D:\USERS\Z3367075\DESKTOP\MODEL\ULTIMATE STRENGTH\MODEL LC4
Units - Len: m, Sec: mm, Mat: MPa, Dens: T/m^3, Temp: Celsius, Force: kN, Mom: kNm, Mass: T, Acc: g's, Trans: mm, Stress: MPa
Scales - Frame: 1:150, Load: None, Disp: None, Moment: None, Shear: 0.445645, Axial: None, Torsion: None
X
Y
(0,0)
X
Y
Sections:
1 360 UB 56.7
2 250 UC 72.9
Materials:
1 STEEL
1
2
3
4
5
67
No general restraint
1
2 3
4
56
All load cases:
1 1
-16.53kN
3.4kN
3kN4.43kN
2.69kN
-6.16kN
10.14kN
-4.04kN
4.43kN
3.04kN
-6.16kN
-9.75kN
SPACE GASS 10.72a - THE UNIVERSITY OF NEW SOUTH WALES-FOR TEACHING USE 22 Sep 2012, 6:31 pm
Job: D:\USERS\Z3367075\DESKTOP\MODEL\ULTIMATE STRENGTH\MODEL LC5
Units - Len: m, Sec: mm, Mat: MPa, Dens: T/m^3, Temp: Celsius, Force: kN, Mom: kNm, Mass: T, Acc: g's, Trans: mm, Stress: MPa
Scales - Frame: 1:150, Load: None, Disp: None, Moment: None, Shear: 1.0752, Axial: None, Torsion: None
X
Y
(0,0)
X
Y
Sections:
1 360 UB 56.7
2 250 UC 72.9
Materials:
1 STEEL
1
2
3
4
5
67
No general restraint
1
2 3
4
56
All load cases:
1 1
-15.84kN
-4.44kN
12.56kN
5.2kN3.12kN
-13.33kN
9.45kN
3.79kN
5.2kN
2.61kN
-13.33kN-19.31kN
ZHANG Zhichao 3389001, WANG Liang 3367075
43
Appendix 4 Space Gass Data Output (Ultimate Limit State)
ANALYSIS STATUS REPORT
----------------------
NODE COORDINATES (m)
----------------
X Y Z
Node Coord Coord Coord
1 0.000 0.000 0.000
2 0.000 8.200 0.000
3 9.600 8.700 0.000
4 19.200 8.200 0.000
5 19.200 0.000 0.000
MEMBER DATA (deg,kNm/rad,m)
----------- (F=Fixed, R=Released) (*=Cable length)
Dir Dir Dir Memb Node A Node B
Memb Angle Node Axis Type Node A Node B Sec Mat Fixity Fixity Length
1 0.00 Norm 1 2 2 1 FFFFFF FFFFFF 8.200
2 0.00 Norm 2 3 1 1 FFFFFF FFFFFF 9.613
3 0.00 Norm 3 4 1 1 FFFFFF FFFFFF 9.613
4 0.00 Norm 5 4 2 1 FFFFFF FFFFFF 8.200
NODE RESTRAINTS (kN/m,kNm/rad)
--------------- (F=Fixed, R=Released, S=Spring, *=General)
Rest X Axial Y Axial Z Axial X Rotation Y Rotation Z Rotation
Node Code Stiffness Stiffness Stiffness Stiffness Stiffness Stiffness
1 FFFFFF
2 RRFRRR
3 RRFRRR
4 RRFRRR
5 FFFFFF
SECTION PROPERTIES (mm,mm^2,mm^4,deg)
------------------
ZHANG Zhichao 3389001, WANG Liang 3367075
44
Sect Section Name Mark Angle Type Flipped Source
1 360 UB 56.7 R1 Not applicable No Aust300
2 250 UC 72.9 C1 Not applicable No Aust300
Area of Torsion Y-Axis Z-Axis Y-Axis Z-Axis Princ
Sect Section Constant Mom of In Mom of In Shr Area Shr Area Angle
1 7.2400E+03 3.3800E+05 1.1000E+07 1.6100E+08 INFINITE INFINITE 0.00
2 9.3200E+03 5.8600E+05 3.8800E+07 1.1400E+08 INFINITE INFINITE 0.00
MATERIAL PROPERTIES (MPa,T/m^3,strain/degC)
-------------------
Young's Poisson's Mass Coeff of Concrete
Matl Material Name Modulus Ratio Density Expansion Strength
1 STEEL 2.0000E+05 0.25 7.8500E+00 1.170E-05
LOAD CASE TITLES
----------------
Load
Case Title
1 1
NODE DISPLACEMENTS (mm,rad)
------------------
Load case 1: 1
X-Axis Y-Axis Z-Axis X-Axis Y-Axis Z-Axis
Node Transl'n Transl'n Transl'n Rotation Rotation Rotation
1 0.000 0.000 0.000 0.000 0.000 0.000
2 -3.040 -0.142 0.000 0.000 0.000 -0.006
3 0.000 -60.399 0.000 0.000 0.000 0.000
4 3.040 -0.142 0.000 0.000 0.000 0.006
5 0.000 0.000 0.000 0.000 0.000 0.000
MEMBER FORCES AND MOMENTS (kN,kNm)
-------------------------
ZHANG Zhichao 3389001, WANG Liang 3367075
45
Load case 1: 1
Axial Y-Axis Z-Axis X-Axis Y-Axis Z-Axis
Memb Node Force Shear Shear Torsion Moment Moment
1 1 35.897 -13.301 0.000 0.000 0.000 38.419
2 28.698 -13.301 0.000 0.000 0.000 -70.652
2 2 14.776 27.967 0.000 0.000 0.000 -70.652
3 14.776 0.282 0.000 0.000 0.000 65.127
3 3 14.776 -0.282 0.000 0.000 0.000 65.127
4 14.776 -27.967 0.000 0.000 0.000 -70.652
4 5 35.897 13.301 0.000 0.000 0.000 -38.419
4 28.698 13.301 0.000 0.000 0.000 70.652
NODE REACTIONS (kN,kNm)
--------------
Load case 1: 1
X-Axis Y-Axis Z-Axis X-Axis Y-Axis Z-Axis
Node Force Force Force Moment Moment Moment
1 13.301 35.897 0.000 0.000 0.000 -38.419
5 -13.301 35.897 0.000 0.000 0.000 38.419
Load 0.000 -71.794 0.000 0.000 0.000 0.000
Reac 0.000 71.794 0.000 0.000 0.000 0.000
Frame -2.853E-14 0.000E+00 0.000E+00
Nodes 1.084E-13 8.882E-15 0.000E+00 0.000E+00 0.000E+00 1.421E-14
LOAD CASE TITLES
----------------
Load
Case Title
2 1
ZHANG Zhichao 3389001, WANG Liang 3367075
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NODE DISPLACEMENTS (mm,rad)
------------------
Load case 2: 1
X-Axis Y-Axis Z-Axis X-Axis Y-Axis Z-Axis
Node Transl'n Transl'n Transl'n Rotation Rotation Rotation
1 0.000 0.000 0.000 0.000 0.000 0.000
2 22.158 0.071 0.000 0.000 0.000 0.002
3 20.771 27.388 0.000 0.000 0.000 0.000
4 19.383 0.019 0.000 0.000 0.000 -0.004
5 0.000 0.000 0.000 0.000 0.000 0.000
6 20.805 26.653 0.000 0.000 0.000 0.001
7 19.860 9.345 0.000 0.000 0.000 -0.004
MEMBER FORCES AND MOMENTS (kN,kNm)
-------------------------
Load case 2: 1
Axial Y-Axis Z-Axis X-Axis Y-Axis Z-Axis
Memb Node Force Shear Shear Torsion Moment Moment
1 1 -13.509 24.421 0.000 0.000 0.000 -68.162
2 -18.908 4.495 0.000 0.000 0.000 50.396
2 2 -5.473 -18.648 0.000 0.000 0.000 50.396
6 -5.473 0.051 0.000 0.000 0.000 -28.282
3 3 -5.547 0.422 0.000 0.000 0.000 -27.679
7 -5.547 6.416 0.000 0.000 0.000 -2.687
4 5 -1.596 8.996 0.000 0.000 0.000 -28.041
4 -6.995 -5.190 0.000 0.000 0.000 -12.434
5 6 -5.473 0.051 0.000 0.000 0.000 -28.282
3 -5.473 0.996 0.000 0.000 0.000 -27.679
6 7 -5.547 6.416 0.000 0.000 0.000 -2.687
4 -5.547 6.715 0.000 0.000 0.000 12.434
ZHANG Zhichao 3389001, WANG Liang 3367075
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NODE REACTIONS (kN,kNm)
--------------
Load case 2: 1
X-Axis Y-Axis Z-Axis X-Axis Y-Axis Z-Axis
Node Force Force Force Moment Moment Moment
1 -24.421 -13.509 0.000 0.000 0.000 68.162
5 -8.996 -1.596 0.000 0.000 0.000 28.041
Load 33.418 15.105 0.000 0.000 0.000 0.000
Reac -33.418 -15.105 0.000 0.000 0.000 96.203
Frame 0.000E+00 0.000E+00 0.000E+00
Nodes 9.406E-13 6.093E-13 0.000E+00 0.000E+00 0.000E+00 6.111E-13
LOAD CASE TITLES
----------------
Load
Case Title
3 1
NODE DISPLACEMENTS (mm,rad)
------------------
Load case 3: 1
X-Axis Y-Axis Z-Axis X-Axis Y-Axis Z-Axis
Node Transl'n Transl'n Transl'n Rotation Rotation Rotation
1 0.000 0.000 0.000 0.000 0.000 0.000
2 23.910 0.159 0.000 0.000 0.000 0.005
3 20.771 63.255 0.000 0.000 0.000 0.000
4 17.630 0.107 0.000 0.000 0.000 -0.007
5 0.000 0.000 0.000 0.000 0.000 0.000
6 20.833 61.732 0.000 0.000 0.000 0.003
7 18.604 19.477 0.000 0.000 0.000 -0.009
MEMBER FORCES AND MOMENTS (kN,kNm)
-------------------------
ZHANG Zhichao 3389001, WANG Liang 3367075
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Load case 3: 1
Axial Y-Axis Z-Axis X-Axis Y-Axis Z-Axis
Memb Node Force Shear Shear Torsion Moment Moment
1 1 -33.464 23.043 0.000 0.000 0.000 -77.239
2 -38.876 20.173 0.000 0.000 0.000 99.948
2 2 -22.168 -37.774 0.000 0.000 0.000 99.948
6 -22.168 -1.474 0.000 0.000 0.000 -66.100
3 3 -22.242 -0.448 0.000 0.000 0.000 -65.874
7 -22.242 20.751 0.000 0.000 0.000 8.333
4 5 -21.551 10.374 0.000 0.000 0.000 -18.964
4 -26.963 -20.868 0.000 0.000 0.000 -61.986
5 6 -22.168 -1.474 0.000 0.000 0.000 -66.100
3 -22.168 1.865 0.000 0.000 0.000 -65.874
6 7 -22.242 20.751 0.000 0.000 0.000 8.333
4 -22.242 25.841 0.000 0.000 0.000 61.986
NODE REACTIONS (kN,kNm)
--------------
Load case 3: 1
X-Axis Y-Axis Z-Axis X-Axis Y-Axis Z-Axis
Node Force Force Force Moment Moment Moment
1 -23.043 -33.464 0.000 0.000 0.000 77.239
5 -10.374 -21.551 0.000 0.000 0.000 18.964
Load 33.418 55.014 0.000 0.000 0.000 0.000
Reac -33.418 -55.014 0.000 0.000 0.000 96.203
Frame 0.000E+00 0.000E+00 0.000E+00
Nodes 7.741E-12 2.084E-12 0.000E+00 0.000E+00 0.000E+00 6.963E-13
LOAD CASE TITLES
ZHANG Zhichao 3389001, WANG Liang 3367075
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----------------
Load
Case Title
4 1
NODE DISPLACEMENTS (mm,rad)
------------------
Load case 4: 1
X-Axis Y-Axis Z-Axis X-Axis Y-Axis Z-Axis
Node Transl'n Transl'n Transl'n Rotation Rotation Rotation
1 0.000 0.000 0.000 0.000 0.000 0.000
2 -8.780 -0.028 0.000 0.000 0.000 -0.001
3 -7.810 -18.240 0.000 0.000 0.000 -0.001
4 -6.839 -0.058 0.000 0.000 0.000 0.003
5 0.000 0.000 0.000 0.000 0.000 0.000
6 -7.885 -16.840 0.000 0.000 0.000 -0.002
7 -7.245 -7.736 0.000 0.000 0.000 0.003
MEMBER FORCES AND MOMENTS (kN,kNm)
-------------------------
Load case 4: 1
Axial Y-Axis Z-Axis X-Axis Y-Axis Z-Axis
Memb Node Force Shear Shear Torsion Moment Moment
1 1 10.038 -16.531 0.000 0.000 0.000 37.522
2 2.822 3.395 0.000 0.000 0.000 -16.334
2 2 -3.244 2.995 0.000 0.000 0.000 -16.334
6 -3.244 4.434 0.000 0.000 0.000 15.095
3 3 -3.542 2.687 0.000 0.000 0.000 19.399
7 -3.542 -6.158 0.000 0.000 0.000 6.711
4 5 16.770 10.142 0.000 0.000 0.000 -13.388
4 9.554 -4.044 0.000 0.000 0.000 11.610
5 6 -3.244 4.434 0.000 0.000 0.000 15.095
ZHANG Zhichao 3389001, WANG Liang 3367075
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3 -3.244 3.040 0.000 0.000 0.000 19.399
6 7 -3.542 -6.158 0.000 0.000 0.000 6.711
4 -3.542 -9.751 0.000 0.000 0.000 -11.610
NODE REACTIONS (kN,kNm)
--------------
Load case 4: 1
X-Axis Y-Axis Z-Axis X-Axis Y-Axis Z-Axis
Node Force Force Force Moment Moment Moment
1 16.531 10.038 0.000 0.000 0.000 -37.522
5 -10.142 16.770 0.000 0.000 0.000 13.388
Load -6.389 -26.808 0.000 0.000 0.000 0.000
Reac 6.389 26.808 0.000 0.000 0.000 -24.134
Frame 0.000E+00 0.000E+00 0.000E+00
Nodes 3.709E-12 8.389E-13 0.000E+00 0.000E+00 0.000E+00 7.319E-13
LOAD CASE TITLES
----------------
Load
Case Title
5 1
NODE DISPLACEMENTS (mm,rad)
------------------
Load case 5: 1
X-Axis Y-Axis Z-Axis X-Axis Y-Axis Z-Axis
Node Transl'n Transl'n Transl'n Rotation Rotation Rotation
1 0.000 0.000 0.000 0.000 0.000 0.000
2 -9.656 -0.072 0.000 0.000 0.000 -0.003
3 -7.810 -36.174 0.000 0.000 0.000 -0.001
4 -5.963 -0.102 0.000 0.000 0.000 0.005
5 0.000 0.000 0.000 0.000 0.000 0.000
ZHANG Zhichao 3389001, WANG Liang 3367075
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6 -7.899 -34.379 0.000 0.000 0.000 -0.002
7 -6.617 -12.803 0.000 0.000 0.000 0.006
MEMBER FORCES AND MOMENTS (kN,kNm)
-------------------------
Load case 5: 1
Axial Y-Axis Z-Axis X-Axis Y-Axis Z-Axis
Memb Node Force Shear Shear Torsion Moment Moment
1 1 20.022 -15.842 0.000 0.000 0.000 42.060
2 12.806 -4.444 0.000 0.000 0.000 -41.110
2 2 5.104 12.558 0.000 0.000 0.000 -41.110
6 5.104 5.196 0.000 0.000 0.000 34.004
3 3 4.805 3.122 0.000 0.000 0.000 38.497
7 4.805 -13.326 0.000 0.000 0.000 1.201
4 5 26.754 9.452 0.000 0.000 0.000 -17.926
4 19.538 3.794 0.000 0.000 0.000 36.385
5 6 5.104 5.196 0.000 0.000 0.000 34.004
3 5.104 2.605 0.000 0.000 0.000 38.497
6 7 4.805 -13.326 0.000 0.000 0.000 1.201
4 4.805 -19.314 0.000 0.000 0.000 -36.385
NODE REACTIONS (kN,kNm)
--------------
Load case 5: 1
X-Axis Y-Axis Z-Axis X-Axis Y-Axis Z-Axis
Node Force Force Force Moment Moment Moment
1 15.842 20.022 0.000 0.000 0.000 -42.060
5 -9.452 26.754 0.000 0.000 0.000 17.926
Load -6.389 -46.776 0.000 0.000 0.000 0.000
Reac 6.389 46.776 0.000 0.000 0.000 -24.134
Frame 0.000E+00 0.000E+00 0.000E+00
Nodes 2.008E-12 8.784E-13 0.000E+00 0.000E+00 0.000E+00 4.690E-13
ZHANG Zhichao 3389001, WANG Liang 3367075
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6. Strength Limit State
6.1. Tension Capacity
The nominal capacity of a tension member shall be taken as the lesser of:
1t g yN A f
2 0.85t t n uN k A f
The critical load combination in this case is LC3 which includes the maximum
tension of 38.88kN for column, and 22.2kN for rafter.
In this design, the axial forces of rafters are uniformly distributed along the member,
so kt is taken as 1. However, the axial forces of columns are not uniformly
distributed, so the built-up column of solid section’s kt can be taken as 0.85.
The connection is not considered in this design, so the gross area equals to the net
area. Using G300 steel with fy= 300MPa, fu= 440MPa. The section of column is
taken as 360UB 56.7, and rafter is taken as 250UC 72.9 (Hot-Rolled Steel).
Tension LC3
Column HR kt Nt1 (kN) Nt2 (kN) N* (kN) φ Check
0.85 2796 2962.828 38.88 0.9 OK
Rafter HR kt Nt1 (kN) Nt2 (kN) N* (kN) φ Check
1 2172 2707.76 22.2 0.9 OK
6.2. Compression Capacity
In this case, the compression capacity needs to be done by two different analyses
including in-plane analysis and out of plane analysis. In-plane analysis is done in
order to make sure the member is stable in X-direction. Oppositely, out of plane
analysis is done for Y-direction stability. Both of section capacity and member
capacity are calculated in-plane and out of plane.
The critical load combination is LC1 which includes the maximum compression of
35.91kN for column, and 14.78kN for rafter.
Section Limit State: * cN N , Member Limit State: * sN N
6.2.1. In-Plane Analysis
Using G300 steel with fy= 300MPa, fu= 440MPa. The section of column is taken as
360UB 56.7, and rafter is taken as 250UC 72.9 (Hot-Rolled Steel).
ZHANG Zhichao 3389001, WANG Liang 3367075
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a) Section Capacity
The nominal section capacity of concentrically loaded compression member shall be
calculated as:
s f n yN k A f
The form factor kf is taken as:
ef
g
Ak
A
where Ae is the effective area of section. In order to determine Ae, the effective width
of both flange and web need to be determined firstly.
The effective width is calculated as:
( )ey
e
e
b b b
where the slenderness is calculated as:
250
y
e
fb
t
For Columns
Flange Web
Width (mm) Thickness (mm) Width (mm) Thickness (mm)
254 14.2 225 8.6
λe λey λe λey
9.465571522 16 28.6599013 45
Flange: 16
( ) 254 429.3 2549.466
ey
e
e
b b
, so take 254mm.
Web: 45
( ) 225 353.3 22528.66
ey
e
e
b b
, so take 225mm.
There is no change for the width both for flange and web, so effective area equals to
the gross area. Therefore kf takes as 1 for columns.
So, 9320 0.3 0.9 2516.4 35.91sN kN kN , OK!
For Rafters
Flange Web
Width (mm) Thickness (mm) Width (mm) Thickness (mm)
172 13 333 8
λe λey λe λey
6.909730725 16 45.5979029 45
ZHANG Zhichao 3389001, WANG Liang 3367075
54
Flange: 16
( ) 172 398.8 1726.9
ey
e
e
b b
, so take 172mm.
Web: 45
( ) 333 328.62 33345.6
ey
e
e
b b
. The slenderness of web is slightly
more than yield slenderness, so it can be ignored. The section is assumed as
compact section, so take effective width as 333mm.
There is no change for the width both for flange and web, so effective area
equals to the gross area. Therefore kf takes as 1 for rafters.
So, 7240 0.3 0.9 1954.8 14.78sN kN kN , OK!
b) Member Capacity
The nominal capacity of a member of constant cross-section shall be determined as:
c c s sN N N
where c is the member slenderness reduction factor,
2901 1 ( )c
2
2
( ) 190
2( )90
n a b
0.00326( 13.5) 0
250
yen f
flk
r
2
2100( 13.5)
15.3 2050
na
n n
b is taken based on Table 6.3.3, AS4100.
kf is zero for both column and rafter, so b is taken as zero for hot-rolled UB and
UC sections (flange thickness up to 40mm).
ZHANG Zhichao 3389001, WANG Liang 3367075
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In order to determinen , the effective length needs to be calculated as follow:
e eL Lk
where ek is effective length factor which can be determined by the ratios of the
compression member stiffness to the end restraint stiffness. 1 and
2 are the
ratios which can be calculated as:
c c
b b
I L
I L
where Ic and Lc is the moment of inertia and length of columns which are connected
to the end. Ib and Lb are the attributes of beams which are rafters in this design.
The stiffness ratio of an end which is a steel member connected to a fixed end
can be taken as 0.6. In this design, we assume the two 9.6m long rafters with an
angle of 3 degrees as a flat 19.2m long beam to determine the stiffness ratio for
both top ends. The calculation for in-plane is done as following.
moment of inertia Length (mm) γx
Column Rafter Column Rafter 1.1707317
Ix (mm4) Ix (mm4) 8200 19200
2.77E+08 5.54E+08
After the calculation of end stiffness ratio, ek can be determined by Figure 4.6.3.3,
AS4100 for sway members as in this design.
Therefore, the member capacity can be determined as following.
For Columns
L (mm) ke Le (mm) λn αa αb
8200 1.33 10906 107.6299498 16.48996243 0
λ η ξ αc Nc (kN) N* (kN) Check
107.6299498 0.306863636 0.956897753 0.4916823 1374.743711 35.91 OK
For Rafters
L (mm) ke Le (mm) λn αa αb
9610 1.47 14126.7 102.8578964 16.97279535 0
λ η ξ αc Nc (kN) N* (kN) Check
102.8578964 0.291306742 0.994321119 0.522028089 1112.087131 14.78 OK
ZHANG Zhichao 3389001, WANG Liang 3367075
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6.2.2. Out of Plane Analysis
Using G300 steel with fy= 300MPa, fu= 440MPa. The section of column is taken as
360UB 56.7, and rafter is taken as 250UC 72.9 (Hot-Rolled Steel).
For out of plane calculation based on Y-axial, the basic calculation process is same
with the one of in-plane analysis. However, because of the consideration of lateral
buckling, the length of member cannot be the whole span, instead, the length
between purlins and girts are evaluated for this case. The length between
purlins and girts is usually taken as 1m. At the same time, the section properties
we used for out of plane analysis are also different with the in-plane calculation.
a) Section Capacity
For Columns
Flange: 16
( ) 254 429.3 2549.466
ey
e
e
b b
, so take 254mm.
Web: 45
( ) 225 353.3 22528.66
ey
e
e
b b
, so take 225mm.
There is no change for the width both for flange and web, so effective area equals to
the gross area. Therefore kf takes as 1 for columns.
So, 9320 0.3 0.9 2516.4 35.91sN kN kN , OK!
ZHANG Zhichao 3389001, WANG Liang 3367075
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For Rafters
Flange: 16
( ) 172 398.8 1726.9
ey
e
e
b b
, so take 172mm.
Web: 45
( ) 333 328.62 33345.6
ey
e
e
b b
. The slenderness of web is slightly
more than yield slenderness, so it can be ignored. The section is assumed as compact
section, so take effective width as 333mm.
There is no change for the width both for flange and web, so effective area equals to
the gross area. Therefore kf takes as 1 for rafters.
So, 7240 0.3 0.9 1954.8 14.78sN kN kN , OK!
b) Member Capacity
The stiffness ratio of the ends by Y-axial section properties is determined as below.
moment of inertia Length (mm) γy
Column Rafter
Iy (mm4) Iy (mm4) Column Rafter 8.8739496
9.02E+07 2.38E+07 8200 19200
The member capacities are calculated as following.
For Columns
L (mm) ke Le (mm) λn aa ab
1000 1.67 1670 28.36268747 12.89474694 0
λ η ξ αc Nc (kN) N* (kN) Check
28.36268747 0.048452361 5.778481044 0.949221027 2654.021991 35.91 OK
For Rafters
L (mm) ke Le (mm) λn aa ab
1000 2.65 2650 73.71645654 19.89450943 0
λ η ξ αc Nc (kN) N* (kN) Check
73.71645654 0.196305648 1.391596335 0.723795826 1541.917073 14.78 OK
Hence, the compression limit states both for in-plane and out of plane are
sufficiently satisfied.
ZHANG Zhichao 3389001, WANG Liang 3367075
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6.3. Bending Moment Capacity
In this section, the limit state is divided into two parts including top flange subjected
to compression, and bottom flange in compression. For portal frame, lateral
restraints are provided by purlins and girts, so the end conditions in this design are
all assumed as full restraints. At the same time, the effective lengths of member
which is calculated to evaluate lateral buckling, are determined by multiplying the
factors and the spaces between the purlins and girts on the compressive side.
The critical load combination is LC3 which includes the maximum bending moment
of 99.95kN.m for columns and rafters when top flange in compression. Meanwhile,
there are 77.24kN.m for columns, and 66.47kN.m for rafters when bottom flange in
compression.
6.3.1. Top Flange Subjected to Compression
In regions of the rafter/column where the top flange is subjected to compression:
kl = 1.0 (not 1.4 as per AS4100) as the point of application of the load (purlins) is
not free to move.
kt = 1.0 fully restrained.
kr = 0.85 (recommended).
Therefore: Le = 0.85Sp
Using G300 steel with fy= 300MPa, fu= 440MPa. The section of column is taken as
360UB 56.7, and rafter is taken as 250UC 72.9 (Hot-Rolled Steel). Because both of
the sections are compact, so the section bending capacity should be:
Column:
s min( , 1.5 ) min(0.9 0.3 992,0.9 1.5 0.3 897) 267.84 .y yM f S f Z kN m
Rafter:
s min( , 1.5 ) min(0.9 0.3 1010,0.9 1.5 0.3 899) 272.7 .y yM f S f Z kN m
Section bending capacity can satisfy the bending moments applied on the members.
In another hand, the bending moment capacity caused by lateral buckling should also
be considered, and then the total bending capacity should be:
b m s s sM M M
*
* 2 * 2 * 2
2 3 4
1.72.5
( ) ( ) ( )
mm
M
M M M
ZHANG Zhichao 3389001, WANG Liang 3367075
59
12 2
0 0
0.6 3s ss
M M
M M
2 2
0 2 2
w w
e e
EI EIM GJ
L L
In this case, the effective length equals to 0.85Sp = 0.85×1000=850mm
Hence, the bending moment capacities due to lateral buckling are calculated as
below:
a) Columns
M*m (kN.m) M*2 (kN.m) M*3 (kN.m) M*4 (kN.m) αm
99.95 -30.74 14.3 57.86 2.5
L (mm) Sp (mm) Le (mm) M0 (kN.m) αs Mb (kN.m) Check
8200 1000 850 12895.07529 1.025475586 297.6 OK
b) Rafters
M*m (kN.m) M*2 (kN.m) M*3 (kN.m) M*4 (kN.m) αm
99.95 21.56 -32.06 -60.89 2.356236084
L (mm) Sp (mm) Le (mm) M0 (kN.m) αs Mb (kN.m) Check
9610 1000 850 5282.774183 1.005386391 303 OK
The maximum bending moment of 99.95kN.m is compared with the bending
moment capacities both for column and rafter in the calculations above. The results
are OK.
6.3.2. Bottom Flange Subjected to Compression
In regions of the rafter/column where the bottom flange is subjected to compression:
Le = (full portal span) if there is no fly bracing.
kl = 1.0 to AS4100
kt = 1.0 as before;
kr = 0.85
Therefore: Le = 0.85Sf
However, there is no fly bracing in this design, so we assume the space between fly
bracing as the whole segment lengths of the members.
Using G300 steel with fy= 300MPa, fu= 440MPa. The section of column is taken as
360UB 56.7, and rafter is taken as 250UC 72.9 (Hot-Rolled Steel). Because both of
the sections are compact, so the section bending capacity should be:
ZHANG Zhichao 3389001, WANG Liang 3367075
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Column:
s min( , 1.5 ) min(0.9 0.3 992,0.9 1.5 0.3 897) 267.84 .y yM f S f Z kN m
Rafter:
s min( , 1.5 ) min(0.9 0.3 1010,0.9 1.5 0.3 899) 272.7 .y yM f S f Z kN m
The bending moment capacities due to lateral buckling are calculated as below:
a) Columns
M*m (kN.m) M*2 (kN.m) M*3 (kN.m) M*4 (kN.m) αm M* (kN.m)
99.95 -30.74 14.3 57.86 2.5 77.24
L (mm) Sp (mm) Le (mm) M0 (kN.m) αs Mb (kN.m) Check
8200 1000 6970 331.0375498 0.631479444 297.6 OK
b) Rafters
M*m (kN.m) M*2 (kN.m) M*3 (kN.m) M*4 (kN.m) αm M* (kN.m)
99.95 21.56 -32.06 -60.89 2.356236084 66.47
L (mm) Sp (mm) Le (mm) M0 (kN.m) αs Mb (kN.m) Check
9610 1000 8168.5 109.4352632 0.298277473 212.9520796 OK
In this part, different bending moments are applied under bottom compression
condition, so there is 77.24kN.m for columns and 66.47kN.m for rafters. The check
results are OK.
6.4. Combined Actions
Although, the steel members have enough capacity to satisfy the load combinations
under single effect, but the condition under multiple effects should also be evaluated
to ensure the section chose is adequate for the whole structure.
In order to satisfy the multiple conditions, bending moment, compression and
tension should be considered together. Hence, the check steps should be consisted by
in-plane checking and out of plane checking.
The critical load combination is also LC3 in this case, because it is the most critical
one for bending moment, and bending capacity is the most influential strength limit
state.
ZHANG Zhichao 3389001, WANG Liang 3367075
61
6.4.1. In-Plane Analysis
Using G300 steel with fy= 300MPa, fu= 440MPa. The section of column is taken as
360UB 56.7, and rafter is taken as 250UC 72.9 (Hot-Rolled Steel).
a) Compression
When compression is being checked, both section capacity and member capacity
need to be checked. In this design, the form factor kf is 1, so the section capacity is
determined as following:
*
1.18 (1 )rx sx sx
s
NM M M
N
Limit State: *
x rxM M
The member capacity is determined as following:
*
(1 )i s
c
NM M
N
Limit State: *
iM M
Choose the small one from section capacity and member capacity to compare with
the real bending moment. Therefore, the calculation is as following:
For Columns
Column HR
Section
Capacity
N* (kN) M* (kN.m) φ Ns (kN) Ms (kN.m) Mr (kN.m)
35.91 99.95 0.9 2796 297.6 346.156697
Member
Capacity
Nc (kN) Mi (kN.m) Check
1885.12 291.3010694 OK
For Rafters
Rafter HR
Section
Capacity
N* (kN) M* (kN.m) φ Ns (kN) Ms (kN.m) Mr (kN.m)
14.78 99.95 0.9 2130.320483 303 354.783794
Member
Capacity
Nc (kN) Mi (kN.m) Check
1594.35 299.8790207 OK
The Nc in these two tables above is different with the Nc that calculated in the section
of compression capacity. It is determined with the effective factor ke taken as 1 for
members.
b) Tension
For tension check, the member only needs to satisfy the section capacity which is
ZHANG Zhichao 3389001, WANG Liang 3367075
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calculated as:
*
(1 )rx sx
s
NM M
N
Limit State: *
x rxM M
Hence, the calculations are as below:
For Columns
Column HR
Section
Capacity
N* (kN) M* (kN.m) φ Nt (kN) Ms (kN.m) Mr (kN.m) Check
38.88 99.95 0.9 2516.4 297.6 292.490987 OK
For Rafters
Rafter HR
Section
Capacity
N* (kN) M* (kN.m) φ Nt (kN) Ms (kN.m) Mr (kN.m) Check
22.2 99.95 0.9 1954.8 303 299.176591 OK
6.4.2. Out of Plane Analysis
Using G300 steel with fy= 300MPa, fu= 440MPa. The section of column is taken as
360UB 56.7, and rafter is taken as 250UC 72.9 (Hot-Rolled Steel).
The out of plane analysis is based on the member subject to a design axial
compressive force and a design bending moment about its major principal
X-axial.
a) Compression
The section capacity is same with in-plane analysis. Member capacity is determined
as following:
*
1ox bx
cy
NM M
N
Limit State: *
x oxM M
Hence, the calculations are as below:
For Columns
Column HR
Member
Capacity
N* (kN) M* (kN.m) φ Nc (kN) Mb (kN.m) Mox (kN.m) Check
35.91 99.95 0.9 2654.021991 297.6 293.125945 OK
For Rafters
ZHANG Zhichao 3389001, WANG Liang 3367075
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Rafter HR
Member
Capacity
N* (kN) M* (kN.m) φ Nc (kN) Mb (kN.m) Mox (kN.m) Check
14.78 99.95 0.9 1541.917073 212.9520796 210.684029 OK
b) Tension
The section capacity is same with in-plane analysis. Member capacity is determined
as following:
*
1ox bx rx
t
NM M M
N
Limit State: *
x oxM M
Hence, the calculations are as below:
For Columns
Column HR
Member
Capacity
N* (kN) M* (kN.m) φ Nt (kN) Mb (kN.m) Mox (kN.m) Check
38.88 99.95 0.9 2516.4 297.6 302.709013 OK
For Rafters
Rafter HR
Member
Capacity
N* (kN) M* (kN.m) φ Nt (kN) Mb (kN.m) Mox (kN.m) Check
22.2 99.95 0.9 1954.8 212.9520796 215.639218 OK
Therefore, the combination actions both subjected to principle axial and lateral
buckling are satisfied.
6.5. Shear Capacity
Using G300 steel with fy= 300MPa, fu= 440MPa. The section of column is taken as
360UB 56.7, and rafter is taken as 250UC 72.9 (Hot-Rolled Steel). Shear force is
normally carried by web, so the shear capacity is strongly influenced by web
properties.
The critical load combination is still LC3 which have maximum shear force of
23.04kN for column, and 37.77kN for rafter.
In this design, there is no stiffener applied on the web no matter for columns or
rafters, so the shear capacity should be calculated as following:
u v d w wV V V
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64
Limit State: *
uV V
2
821
250
v
yww
w
fd
t
2
11
1.15 1
vd
v
w
s
d
0.6w w ywV A f
Hence, the calculations are as below:
For Columns
2
828.2 1
225 300
8.6 250
v
, so take 1. d equals to 1.
0.9 0.6 225 8.6 0.3 0.9 348.3 313.47 23.04u wV V kN kN kN , OK!
For Rafters
2
823.23 1
333 300
8 250
v
, so take 1. d equals to 1.
0.9 0.6 333 8 0.3 0.9 479.52 431.568 37.77u wV V kN kN kN , OK!
Combination of shear and bending:
For Columns
Because * 99.95 . 0.75 0.75 0.9 297.6 200.88sM kN m M kN , so um uV V ,
there is no change.
For Rafters
Because * 99.95 . 0.75 0.75 0.9 303 204.525sM kN m M kN , so um uV V ,
there is no change.
ZHANG Zhichao 3389001, WANG Liang 3367075
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Consequently, all the limit states due to ultimate capacity are satisfied. The
cross-section and steel grade chose is adequate for the portal frame.
Appendix 5 Space Gass Graphic Output (Service Limit
State)
1. Deflection
1.1 Dead Load Alone
SPACE GASS 10.72a - THE UNIVERSITY OF NEW SOUTH WALES-FOR TEACHING USE 22 Sep 2012, 6:41 pm
Job: D:\USERS\Z3367075\DESKTOP\MODEL\SERVICE ABILITY\MODEL LC1 - G
Units - Len: m, Sec: mm, Mat: MPa, Dens: T/m^3, Temp: Celsius, Force: kN, Mom: kNm, Mass: T, Acc: g's, Trans: mm, Stress: MPa
Scales - Frame: 1:150, Load: None, Disp: 181.1981, Moment: None, Shear: None, Axial: None, Torsion: None
X
Y
(0,0)
X
Y
Sections:
1 360 UB 56.7
2 250 UC 72.9
Materials:
1 STEEL
1
2
3
4
5
No general restraint
1
2 3
4
All load cases:
1 1
X:-1mmY:-0.06mm
X:-3.1mmY:-0.04mm
y:3.1mm
X:-1mmY:-0.06mm
Y:-19.85mmY:-19.85mm
X:1mmY:-0.06mmX:1mmY:-0.06mm
X:3.1mmY:-0.04mmy:-3.1mm
ZHANG Zhichao 3389001, WANG Liang 3367075
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1.2 Live Load Alone
1.3 CW1 Alone
SPACE GASS 10.72a - THE UNIVERSITY OF NEW SOUTH WALES-FOR TEACHING USE 22 Sep 2012, 6:44 pm
Job: D:\USERS\Z3367075\DESKTOP\MODEL\SERVICE ABILITY\MODEL LC1 - Q
Units - Len: m, Sec: mm, Mat: MPa, Dens: T/m^3, Temp: Celsius, Force: kN, Mom: kNm, Mass: T, Acc: g's, Trans: mm, Stress: MPa
Scales - Frame: 1:150, Load: None, Disp: 144.9585, Moment: None, Shear: None, Axial: None, Torsion: None
X
Y
(0,0)
X
Y
Sections:
1 360 UB 56.7
2 250 UC 72.9
Materials:
1 STEEL
1
2
3
4
5
No general restraint
1
2 3
4
All load cases:
1 1
X:-1.23mmY:-0.05mm
X:-3.75mmY:-0.04mmy:3.75mm
X:-1.23mmY:-0.05mm
Y:-24.34mmY:-24.34mm
X:1.23mmY:-0.05mmX:1.23mmY:-0.05mm
X:3.75mmY:-0.04mmy:-3.75mm
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1.4 CW2 Alone
1.5 WW Alone
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1.6 LW Alone
1.7 PIP Alone
ZHANG Zhichao 3389001, WANG Liang 3367075
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1.8 NIP Alone
ZHANG Zhichao 3389001, WANG Liang 3367075
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Appendix 6 Space Gass Data Output (Service Limit State)
ANALYSIS STATUS REPORT
----------------------
LOAD CASE TITLES
----------------
Load
Case Title
G 1
NODE DISPLACEMENTS (mm,rad)
------------------
Load case G: 1
X-Axis Y-Axis Z-Axis X-Axis Y-Axis Z-Axis
Node Transl'n Transl'n Transl'n Rotation Rotation Rotation
1 0.000 0.000 0.000 0.000 0.000 0.000
2 -0.999 -0.056 0.000 0.000 0.000 -0.002
3 0.000 -19.854 0.000 0.000 0.000 0.000
4 0.999 -0.056 0.000 0.000 0.000 0.002
5 0.000 0.000 0.000 0.000 0.000 0.000
6 -0.018 -19.427 0.000 0.000 0.000 -0.001
7 0.705 -5.850 0.000 0.000 0.000 0.003
LOAD CASE TITLES
----------------
Load
Case Title
Q 1
NODE DISPLACEMENTS (mm,rad)
------------------
Load case Q: 1
X-Axis Y-Axis Z-Axis X-Axis Y-Axis Z-Axis
Node Transl'n Transl'n Transl'n Rotation Rotation Rotation
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1 0.000 0.000 0.000 0.000 0.000 0.000
2 -1.226 -0.050 0.000 0.000 0.000 -0.002
3 0.000 -24.343 0.000 0.000 0.000 0.000
4 1.226 -0.050 0.000 0.000 0.000 0.002
5 0.000 0.000 0.000 0.000 0.000 0.000
6 -0.024 -23.798 0.000 0.000 0.000 -0.001
7 0.870 -7.058 0.000 0.000 0.000 0.004
LOAD CASE TITLES
----------------
Load
Case Title
CW1 1
NODE DISPLACEMENTS (mm,rad)
------------------
Load case CW1: 1
X-Axis Y-Axis Z-Axis X-Axis Y-Axis Z-Axis
Node Transl'n Transl'n Transl'n Rotation Rotation Rotation
1 0.000 0.000 0.000 0.000 0.000 0.000
2 -1.672 0.115 0.000 0.000 0.000 0.005
3 -3.949 45.253 0.000 0.000 0.000 -0.001
4 -6.226 0.079 0.000 0.000 0.000 -0.004
5 0.000 0.000 0.000 0.000 0.000 0.000
6 -3.954 45.178 0.000 0.000 0.000 0.001
7 -5.638 11.715 0.000 0.000 0.000 -0.006
LOAD CASE TITLES
----------------
Load
Case Title
CW2 1
NODE DISPLACEMENTS (mm,rad)
------------------
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Load case CW2: 1
X-Axis Y-Axis Z-Axis X-Axis Y-Axis Z-Axis
Node Transl'n Transl'n Transl'n Rotation Rotation Rotation
1 0.000 0.000 0.000 0.000 0.000 0.000
2 -3.198 0.041 0.000 0.000 0.000 0.002
3 -3.739 10.770 0.000 0.000 0.000 -0.001
4 -4.281 0.008 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000 0.000
6 -3.775 11.408 0.000 0.000 0.000 0.000
7 -4.199 1.668 0.000 0.000 0.000 -0.001
LOAD CASE TITLES
----------------
Load
Case Title
WW 1
NODE DISPLACEMENTS (mm,rad)
------------------
Load case WW: 1
X-Axis Y-Axis Z-Axis X-Axis Y-Axis Z-Axis
Node Transl'n Transl'n Transl'n Rotation Rotation Rotation
1 0.000 0.000 0.000 0.000 0.000 0.000
2 14.809 0.005 0.000 0.000 0.000 -0.001
3 14.630 2.964 0.000 0.000 0.000 0.001
4 14.448 -0.005 0.000 0.000 0.000 -0.002
5 0.000 0.000 0.000 0.000 0.000 0.000
6 14.667 2.299 0.000 0.000 0.000 0.001
7 14.600 2.778 0.000 0.000 0.000 -0.001
LOAD CASE TITLES
----------------
Load
Case Title
LW 1
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NODE DISPLACEMENTS (mm,rad)
------------------
Load case LW: 1
X-Axis Y-Axis Z-Axis X-Axis Y-Axis Z-Axis
Node Transl'n Transl'n Transl'n Rotation Rotation Rotation
1 0.000 0.000 0.000 0.000 0.000 0.000
2 10.295 0.004 0.000 0.000 0.000 -0.001
3 10.424 -2.112 0.000 0.000 0.000 0.000
4 10.552 -0.004 0.000 0.000 0.000 0.000
5 0.000 0.000 0.000 0.000 0.000 0.000
6 10.443 -2.509 0.000 0.000 0.000 0.000
7 10.568 0.382 0.000 0.000 0.000 0.000
LOAD CASE TITLES
----------------
Load
Case Title
PIP 1
NODE DISPLACEMENTS (mm,rad)
------------------
Load case PIP: 1
X-Axis Y-Axis Z-Axis X-Axis Y-Axis Z-Axis
Node Transl'n Transl'n Transl'n Rotation Rotation Rotation
1 0.000 0.000 0.000 0.000 0.000 0.000
2 1.786 0.090 0.000 0.000 0.000 0.003
3 0.000 36.557 0.000 0.000 0.000 0.000
4 -1.786 0.090 0.000 0.000 0.000 -0.003
5 0.000 0.000 0.000 0.000 0.000 0.000
6 0.028 35.754 0.000 0.000 0.000 0.001
7 -1.280 10.328 0.000 0.000 0.000 -0.005
LOAD CASE TITLES
----------------
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Load
Case Title
NIP 1
NODE DISPLACEMENTS (mm,rad)
------------------
Load case NIP: 1
X-Axis Y-Axis Z-Axis X-Axis Y-Axis Z-Axis
Node Transl'n Transl'n Transl'n Rotation Rotation Rotation
1 0.000 0.000 0.000 0.000 0.000 0.000
2 -0.893 -0.045 0.000 0.000 0.000 -0.002
3 0.000 -18.279 0.000 0.000 0.000 0.000
4 0.893 -0.045 0.000 0.000 0.000 0.002
5 0.000 0.000 0.000 0.000 0.000 0.000
6 -0.014 -17.877 0.000 0.000 0.000 -0.001
7 0.640 -5.164 0.000 0.000 0.000 0.003
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7. Serviceability Limit State
Proposed deflection limits based on (Woolcock, Kitipornchai & Bradford, 1999) are:
Dead load alone: span/360
Live load alone: span/240
Service wind load alone: span/150
Thus, based on these recommendations, there is no need for load combination in the
serviceability limit state, and the three loads are checked separately with unfactored
loads. The deflection results are determined by Spacegass.
7.1. Column
Lc = 8200mm
Load Case Max Deflection (mm) Deflection Limit
(mm)
Check
Left Right
Dead Load 3.1 3.1 22.78 OK
Live Load 3.75 3.75 34.17 OK
Max Roof Uplift 5.11 9.44 54.67 OK
Min Roof Uplift 3.2 4.39 54.67 OK
Pressure on Windward Wall 14.81 14.45 54.67 OK
Pressure on Leeward Wall 10.3 10.55 54.67 OK
Positive Internal Pressure 4.52 4.52 54.67 OK
Negative Internal Pressure 2.26 2.26 54.67 OK
7.2. Rafter
Lr = 9613.17mm
Load Case Max Deflection (mm) Deflection Limit
(mm)
Check
Left Right
Dead Load 19.85 19.85 26.67 OK
Live Load 24.34 24.34 40 OK
Max Roof Uplift 45.61 45.25 64 OK
Min Roof Uplift 3.78 3.74 64 OK
Pressure on Windward Wall 14.67 14.68 64 OK
Pressure on Leeward Wall 10.46 10.57 64 OK
Positive Internal Pressure 36.56 36.56 64 OK
Negative Internal Pressure 18.28 18.28 64 OK
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8. Conclusion
In this steel portal frame design, the whole procedure can be divided into four main
parts including load combination, cross-section definition, ultimate (strength) limit
state check and serviceability limit state check.
Firstly, the load combination was done mainly by three aspects constituted of dead
load, live load and wind load. Dead load is determined based on the choice of
cross-section. A concentrated force of 1.4kN should be act on the frame when
determine the live load. Wind load includes cross-wind load, external wind pressure
and internal wind pressure. It is important to pay attention on the symbol of wind
load when combining the loads, because the sign conventions of external and
internal pressure are different.
In addition, the cross-section and steel grade for both of column and rafter should be
defined. In this case, we tried different sections and check them by combined action,
because combined action is an integrated check step which includes considerations
of compression, tension and bending moment both for in-plane bending and out of
plane buckling. Lateral buckling is the most influential strength limit state in the
design of steel member, so we tried several sections and finally chose G300
hot-rolled steel with fy= 300MPa, fu= 440MPa. The sections are selected as 360UB
56.7 for columns, and 250UC 72.9 for rafters.
Moreover, the ultimate limit states of axial forces, bending moment, combined action
and shear should be checked separately. After the calculation, the bending moment
capacity can be found as the most critical limit state which only about 50% excess.
Axial forces capacity is significantly sufficient.
Lastly, every load case is checked separately to satisfy the serviceability limit state.
For dead load alone, the limit is span/360. Limit of span/240 and span/150 for live
load and service wind load respectively.
All the results we calculated are satisfied for the steel structural design. Although,
the cross-section selection is a little bit conservative, but it must also be adequate if
we roundly consider about the connections, sheetings, purlins and girts which should
also be considered in a real design.
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