NCC 2019 Volume Two Amendment 1
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Part 3.4.4 Structural steel members
Appropriate Performance Requirements
Appropriate Performance Requirements
Where an alternative structural steel member system is proposed as a Performance Solution to that described in Part 3.4.4, that proposal must comply with—
- Performance Requirement P2.1.1; and
- the relevant Performance Requirements determined in accordance with A2.2(3) and A2.4(3) as applicable.
Explanation of Terms
3.4.4
The following described terms are used in this Part:
Figure 3.4.4.0a Effective member spacing for
structural steel bearers and strutting beams—Single spanning rafter or joist
Table 3.4.4.0a Effective member spacing for structural steel bearers and strutting beams—Single
spanning rafter or joist
Design member |
Member 1 |
Member 2 |
|---|---|---|
Effective member spacing |
0.5 x Span 1 |
0.5 x (Span 1 + Span 2) |
Figure 3.4.4.0b Effective member spacing for
structural steel bearers and strutting beams—Continuous spanning rafter or joist
Table 3.4.4.0b Effective member spacing for structural steel bearers and strutting beams—Continuous
spanning rafter or joist
Design Member |
Member 1 |
Member 2 |
Member 3 |
|---|---|---|---|
Effective member spacing |
0.4 x Span 1 |
0.6 x (Span 1 + Span 2) |
0.5 x (Span 2) + Span 3 |
Steel member abbreviations are as follows:
TFB
— tapered flange beam.
UB
— universal beam.
RHS
— rectangular hollow section.
PFC
— parallel flange channel.
TFC
— tapered flange channel.
EA
— equal angle.
UA
— unequal angle.
SHS
— square hollow section.
CHS
— circular hollow section.
Acceptable Construction Manuals
3.4.4.0 Application
Performance RequirementP2.1.1 is satisfied for structural steel sections if they are designed and constructed in accordance with one of the following:
(a)
Steel structures: AS 4100.
(b)
Cold-formed steel structures: AS/NZS 4600.
Explanatory information:
Explanatory information:
Design requirements for other materials used in combination with structural steel members are described in Part 3.4.2 — Steel framing, 3.4.3 — Timber framing or Part 3.0 — Structural provisions.
Acceptable Construction Practice
3.4.4.1 Application
(a)
Compliance with this acceptable construction practice satisfies P2.1.1 in respect to structural stability, provided—
(i)
the building is located in an area with a design wind speed of not more than N3; and
Explanatory information:
Explanatory information:
- Information on design wind speeds for particular areas may be available from the appropriate authority.
- A map indicating cyclonic regions of Australia is contained in Part 3.0.
(ii)
the first dimension of steel sections is installed vertically; and
(iii)
all loads are uniformly distributed (unless otherwise noted or allowed for); and
(iv)
the building is one for which Appendix A of AS 1170.4 contains no specific earthquake design requirements; and
Explanatory information:
Explanatory information:
There are certain limitations on the application to domestic structures such as Class 1a and 1b buildings in Appendix A of AS 1170.4. These limitations include building height, roof slope, etc. For additional information refer to Appendix A of AS 1170.4.
(v)
the structural steel member is not subject to snow loads.
3.4.4.2 Structural steel members
(a)
Structural steel members may be used as follows:
(i)
Bearers supporting a timber floor or non-loadbearing stud wall — in accordance with Figure 3.4.4.1, Table 3.4.4.1a and Table 3.4.4.1b.
(ii)
Strutting beams supporting roof and ceiling loads — in accordance with Figure 3.4.4.2 and Table 3.4.4.2a to Table 3.4.4.2b.
(iii)
Lintels supporting roof, ceiling, frame and timber floor — in accordance with Figure 3.4.4.3 and Table 3.4.4.3a to Table 3.4.4.3b.
(iv)
Columns — in accordance with 3.4.4.3.
(b)
Structural steel members described in this Part must be protected against corrosion in accordance with 3.4.4.4.
(c)
Joists, bearers and lintels must be restrained from lateral movement or twisting along their length by fixing rafters or joists to the top flange of the member so that it prevents that member from moving laterally.
(d)
End supports for joists, bearers and lintels must transfer loads to the footings and have a bearing distance as follows:
(i)
For single spans, the bearing distance must not be less than the width of the member.
(ii)
For continuous spans, internal bearing must be not less than two times the width of the member.
Figure 3.4.4.1 Bearer supporting a timber
floor and non-loadbearing stud wall
Table 3.4.4.1a Maximum acceptable bearer span (single span) - bearers supporting a timber floor and
non-loadbearing stud wall
|
Steel Section |
1.8 EBS |
2.4 EBS |
3.0 EBS |
3.6 EBS |
4.2 EBS |
|
125TFB |
4.1 m |
3.8 m |
3.6 m |
3.4 m |
3.2 m |
|
180UB16.1 |
5.1 m |
4.7 m |
4.5 m |
4.3 m |
4.1 m |
|
200UB18.2 |
5.6 m |
5.2 m |
5.0 m |
4.7 m |
4.6 m |
|
250UB25.7 |
6.8 m |
6.4 m |
6.0 m |
5.8 m |
5.6 m |
|
250x150x9.0 RHS |
7.7 m |
7.1 m |
6.7 m |
6.4 m |
6.2 m |
|
250x150x5.0 RHS |
6.8 m |
6.3 m |
5.9 m |
5.7 m |
5.5 m |
|
310UB32.0 |
7.9 m |
7.3 m |
7.0 m |
6.7 m |
6.4 m |
|
125x75x2.0 RHS |
3.1 m |
2.8 m |
2.6 m |
2.5 m |
2.4 m |
|
125x75x3.0 RHS |
3.5 m |
3.2 m |
3.0 m |
2.8 m |
2.7 m |
|
150x50x2.0 RHS |
3.4 m |
3.1 m |
2.8 m |
2.7 m |
2.5 m |
|
150x50x3.0 RHS |
3.7 m |
3.4 m |
3.2 m |
3.0 m |
2.9 m |
|
100TFC |
3.2 m |
2.9 m |
2.7 m |
2.6 m |
2.4 m |
|
150PFC |
4.8 m |
4.5 m |
4.2 m |
4.0 m |
3.9 m |
|
180PFC |
5.4 m |
5.1 m |
4.8 m |
4.6 m |
4.4 m |
|
200PFC |
5.9 m |
5.5 m |
5.2 m |
5.0 m |
4.8 m |
|
250PFC |
7.2 m |
6.7 m |
6.4 m |
6.1 m |
5.9 m |
|
300PFC |
8.1 m |
7.6 m |
7.2 m |
6.9 m |
6.6 m |
Notes to Table 3.4.4.1a :
1.
EBS = Effective bearer spacing (m).
2.
Steel is base grade.
3.
Load must be evenly distributed along the member.
4.
See 3.4.2.3 for provisions that apply to suspended floors in single-storey and ground floor construction of suspended steel floor frames.
5.
Effective bearer spacing is a measure of the width of the load area being supported by the member (for single span members see Table 3.4.4.0a and Figure 3.4.4.0a).
Table 3.4.4.1b Maximum acceptable bearer span (continuous span) - bearers supporting a timber floor
and non-loadbearing stud wall
|
Steel Section |
1.8 EBS |
2.4 EBS |
3.0 EBS |
3.6 EBS |
4.2 EBS |
|
125TFB |
4.7 m |
4.3 m |
3.8 m |
3.5 m |
3.2 m |
|
180UB16.1 |
5.9 m |
5.5 m |
5.2 m |
5.0 m |
4.7 m |
|
200UB18.2 |
6.5 m |
6.0 m |
5.7 m |
5.5 m |
5.3 m |
|
250UB25.7 |
7.9 m |
7.4 m |
7.0 m |
6.7 m |
6.4 m |
|
250x150x9.0 RHS |
8.8 m |
8.2 m |
7.8 m |
7 m |
7.1 m |
|
250x150x5.0 RHS |
7.8 m |
7.2 m |
6.8 m |
6.5 m |
6.3 m |
|
310UB32.0 |
9.1 m |
8.5 m |
8.1 m |
7.7 m |
7.4 m |
|
125x75x2.0 RHS |
4.0 m |
3.7 m |
3.5 m |
3.3 m |
3.1 m |
|
125X75X3.0 RHS |
4.4 m |
4.1 m |
3.9 m |
3.7 m |
3.5 m |
|
150x50x2.0 RHS |
4.2 m |
3.9 m |
3.7 m |
3.5 m |
3.4 m |
|
150x50x3.0 RHS |
4.6 m |
4.3 m |
4.1 m |
3.9 m |
3.7 m |
|
100TFC |
3.7 m |
3.2 m |
2.8 m |
2.6 m |
2.4 m |
|
150PFC |
5.5 m |
5.1 m |
4.9 m |
4.7 m |
4.5 m |
|
180PFC |
6.3 m |
5.9 m |
5.6 m |
5.3 m |
5.1 m |
|
200PFC |
6.8 m |
6.3 m |
6.0 m |
5.7 m |
5.5 m |
|
250PFC |
8.4 m |
7.8 m |
7.4 m |
7.1 m |
6.8 m |
|
300PFC |
9.4 m |
8.8 m |
8.3 m |
8.0 m |
7.7 m |
Notes to Table 3.4.4.1b :
- EBS = Effective bearer spacing (m).
- Steel is base grade.
- Load must be evenly distributed along the member.
- For continuous floor bearers, the variation in span length should not be more than 10%.
- See 3.4.2.3 for provisions that apply to suspended floors in single-storey and ground floor construction of suspended steel floor frames.
- Effective bearer spacing is a measure of the width of the load area being supported by the member (for continuous span members see Table 3.4.4.0b and Figure 3.4.4.0b).
Figure 3.4.4.2 Strutting beam supporting a
roof and ceiling
Table 3.4.4.2a Maximum acceptable strutting beam span (steel sheet roof) - strutting beam supporting a
roof and ceiling
|
Steel Section |
1.8 SBS |
2.4 SBS |
3.0 SBS |
3.6 SBS |
4.2 SBS |
|
125TFB |
5.7 m |
5.4 m |
5.1 m |
4.9 m |
4.6 m |
|
150UB14.0 |
6.4 m |
6.0 m |
5.7 m |
5.4 m |
5.1 m |
|
200UB18.2 |
7.9 m |
7.4 m |
7.1 m |
6.8 m |
6.5 m |
|
250UB31.4 |
10.0 m |
9.4 m |
9.0 m |
8.7 m |
8.4 m |
|
310UB46.2 |
11.9 m |
11.3 m |
10.8 m |
10.5 m |
10.1 m |
|
100TFC |
4.6 m |
4.4 m |
4.2 m |
3.9 m |
3.7 m |
|
150PFC |
6.7 m |
6.3 m |
6.0 m |
5.8 m |
5.6 m |
|
200PFC |
8.2 m |
7.7 m |
7.4 m |
7.1 m |
6.8 m |
|
250PFC |
10.0 m |
9.4 m |
9.0 m |
8.7 m |
8.4 m |
|
300PFC |
11.1 m |
10.5 m |
10.1 m |
9.7 m |
9.4 m |
Notes to Table 3.4.4.2a :
1.
SBS = Strutting beam spacing (m).
2.
If point load applied, then it must be located within the middle third of the strutting beam span.
3.
Top and bottom flanges of strutting beam must be laterally restrained at the loading point.
4.
Strutting beam must be tied down at the support point, in the case of steel sheet roofs.
5.
Steel is base grade.
Table 3.4.4.2b Maximum acceptable strutting beam span (tiled roof) - strutting beam supporting a roof
and ceiling
|
Steel Section |
1.8 SBS |
2.4 SBS |
3.0 SBS |
3.6 SBS |
4.2 SBS |
|
125TFB |
4.9 m |
4.6 m |
4.4 m |
4.2 m |
4.1 m |
|
150UB14.0 |
5.5 m |
5.2 m |
4.9 m |
4.7 m |
4.5 m |
|
200UB18.2 |
6.9 m |
6.4 m |
6.1 m |
5.8 m |
5.6 m |
|
250UB31.4 |
8.8 m |
8.2 m |
7.8 m |
7.5 m |
7.2 m |
|
310UB46.2 |
10.6 m |
10.0 m |
9.5 m |
9.1 m |
8.8 m |
|
100TFC |
4.0 m |
3.7 m |
3.6 m |
3.4 m |
3.2 m |
|
150PFC |
5.8 m |
5.5 m |
5.2 m |
5.0 m |
4.8 m |
|
200PFC |
7.2 m |
6.7 m |
6.4 m |
6.1 m |
5.9 m |
|
250PFC |
8.8 m |
8.2 m |
7.8 m |
7.5 m |
7.3 m |
|
300PFC |
9.8 m |
9.3 m |
8.8 m |
8.4 m |
8.2 m |
Notes to Table 3.4.4.2b :
1.
SBS = Strutting beam spacing (m).
2.
If point load applied, then it must be located within the middle third of the strutting beam span.
3.
Top and bottom flanges of strutting beam must be laterally restrained at the loading point.
4.
Steel is base grade.
Figure 3.4.4.3 Lintels supporting roof,
frames and timber floors
Table 3.4.4.3a Maximum acceptable lintel span (steel sheet roof) - lintel supporting roof, frames and
timber floors (m)
|
Steel Section |
1.8 ELW |
2.4 ELW |
3.0 ELW |
3.6 ELW |
4.2 ELW |
|
125TFB |
3.7 m |
3.4 m |
3.2 m |
3.0 m |
2.8 m |
|
150UB14.0 |
4.1 m |
3.9 m |
3.7 m |
3.5 m |
3.3 m |
|
200UB25.4 |
5.6 m |
5.3 m |
5.0 m |
4.8 m |
4.7 m |
|
250UB31.4 |
6.6 m |
6.2 m |
5.9 m |
5.7 m |
5.5 m |
|
100TFC |
2.8 m |
2.6 m |
2.4 m |
2.3 m |
2.1 m |
|
150PFC |
4.4 m |
4.1 m |
3.9 m |
3.7 m |
3.6 m |
|
200PFC |
5.4 m |
5.0 m |
4.8 m |
4.6 m |
4.4 m |
|
250PFC |
6.6 m |
6.2 m |
5.9 m |
5.7 m |
5.5 m |
|
75X75X5EA |
1.3 m |
1.2 m |
1.1 m |
N/A |
N/A |
|
90X90X6EA |
1.9 m |
1.6 m |
1.5 m |
1.3 m |
1.2 m |
|
100X100X6EA |
2.0 m |
1.8 m |
1.6 m |
1.5 m |
1.4 m |
|
125X75X6UA |
2.3 m |
2.0 m |
1.8 m |
1.7 m |
1.5 m |
|
150X100X10UA |
3.9 m |
3.6 m |
3.2 m |
2.9 m |
2.7 m |
Notes to Table 3.4.4.3a :
1.
ELW = Effective load width (m).
2.
Top flange of lintel must be laterally restrained at the loading points.
3.
Load must be evenly distributed along the member (e.g. joists).
4.
Angle lintels - first dimension corresponds to vertical leg (e.g. 100x75x6UA, 100 mm leg is vertical).
5.
For lintels supporting masonry walls, see Part 3.3.3.
Table 3.4.4.3b Maximum acceptable lintel span (tiled roof)—lintel supporting roof, frames and timber
floors
|
Steel Section |
1.8 ELW |
2.4 ELW |
3.0 ELW |
3.6 ELW |
4.2 ELW |
|
125TFB |
3.6 m |
3.3 m |
3.0 m |
2.9 m |
2.7 m |
|
150UB14.0 |
4.0 m |
3.7 m |
3.5 m |
3.3 m |
3.2 m |
|
200UB25.4 |
5.4 m |
5.1 m |
4.8 m |
4.6 m |
4.5 m |
|
250UB31.4 |
6.3 m |
6.0 m |
5.7 m |
5.4 m |
5.2 m |
|
100TFC |
2.7 m |
2.5 m |
2.3 m |
2.1 m |
2.0 m |
|
150PFC |
4.2 m |
3.9 m |
3.7 m |
3.6 m |
3.4 m |
|
200PFC |
5.1 m |
4.8 m |
4.6 m |
4.4 m |
4.2 m |
|
250PFC |
6.3 m |
6.0 m |
5.7 m |
5.4 m |
5.3 m |
|
75X75X5EA |
1.3 m |
1.1 m |
N/A |
N/A |
N/A |
|
90X90X6EA |
1.7 m |
1.5 m |
1.4 m |
1.3 m |
1.2 m |
|
100X100X6EA |
1.9 m |
1.7 m |
1.5 m |
1.4 m |
1.3 m |
|
125X75X6UA |
2.2 m |
1.9 m |
1.7 m |
1.6 m |
1.4 m |
|
150X100X10UA |
3.7 m |
3.3 m |
3.0 m |
2.8 m |
2.6 m |
Notes to Table 3.4.4.3b :
1.
ELW = Effective load width (m).
2.
Top flange of lintel must be laterally restrained at the loading points.
3.
Load must be evenly distributed along the member (e.g. joists).
4.
Angle lintels - first dimension corresponds to vertical leg (e.g. 100x7 x6UA, 100 mm leg is vertical).
5.
For lintels supporting masonry walls, see Part 3.3.3.
3.4.4.3 Columns
Columns may support the area provided for in Table 3.4.4.6a to Table 3.4.4.6b provided—
(a)
the effective height of the column is determined in accordance with Figure 3.4.4.4 and Table 3.4.4.4; and
(b)
the floor area to be supported is determined in accordance with Figure 3.4.4.5 and Table 3.4.4.5; and
(c)
the load eccentricity between the centre of the column and the applied vertical loading complies with Figure 3.4.4.6.
Figure 3.4.4.4 Determining effective column
height—Column height (H)
Table 3.4.4.4 Determining effective column height—column height factor (F1)
Base detail |
Fully braced (1)construction |
Unbraced construction (cantilever columns) (2) |
|---|---|---|
Cast into footing |
1.00 |
2.60 |
Fixed by bolts to footing or slab |
1.20 |
must not be used |
Fixed by intermediate floor or bracing in both directions |
1:20 |
2.60 |
Notes to Table 3.4.4.4 :
1.
To determine the column effective height, the actual column height (H) in Figure 3.4.4.4 must be multiplied by a column height factor (F1) in Table 3.4.4.4.
2.
H = Distance measured from the top of footing to underside of supported beam or bearer, or between intermediate lateral bracing points.
3.
The flooring system must be fully braced to footing level by—
a.
a combination of column bracing sets, and timber or masonry bracing walls; or
b.
the provision of cantilever steel columns only (i.e. no column bracing sets, timber or masonry bracing walls).
Figure 3.4.4.5 Determining floor area
supported by columns
Table 3.4.4.5 Area supported by columns
Column descriptor (as shown in Figure 3.4.4.5 ) |
Total area supported |
|---|---|
C1 |
0.375L1 x 0.375LA |
C2 |
0.625(L1 + L2) x 0.375LA |
C3 |
0.375L1 x 0.625(LA + LB) |
C4 |
0.625(L1 + L2) x 0.625(LA + LB) |
C5 |
0.375L1 x (L cant + 0.5LC) |
C6 |
0.625(L1 + L2) x (L cant + 0.5LC) |
Note to Table 3.4.4.5: The total area supported depends on the position of the column in the structure as shown in Figure 3.4.4.5. To calculate the correct area supported by a column, match the column’s position with those shown in Figure 3.4.4.5. which shows a plan view of a floor and then calculate the total area supported from Table 3.4.4.5.
Figure 3.4.4.6 Acceptable load eccentricity
for columns
Table 3.4.4.6a Columns—supporting timber floor only
Column section |
Column effective height (mm) |
Floor area supported: 5 m 2 |
Floor area supported: 10 m 2 |
Floor area supported: 15 m 2 |
Floor area supported: 20 m 2 |
Floor area supported: 25 m 2 |
|---|---|---|---|---|---|---|
CHS C250 |
600 |
60.3 x 3.6 |
88.9 x 4.0 |
101.6 x 5.0 |
114.3 x 5.4 |
139.7 x 5.0 |
CHS C250 |
1200 |
60.3 x 4.5 |
88.9 x 4.0 |
101.6 x 5.0 |
114.3 x 5.4 |
139.7 x 5.0 |
CHS C250 |
1800 |
60.3 x 4.5 |
88.9 x 4.0 |
101.6 x 5.0 |
114.3 x 5.4 |
139.7 x 5.0 |
CHS C250 |
2400 |
60.3 x 4.5 |
88.9 x 4.0 |
101.6 x 5.0 |
114.3 x 5.4 |
139.7 x 5.0 |
CHS C250 |
3600 |
76.1 x 3.6 |
101.6 x 4.0 |
114.3 x 4.5 |
139.7 x 5.4 |
139.7 x 5.0 |
CHS 350 |
600 |
60.3 x 2.9 |
88.9 x 2.6 |
101.6 x 3.2 |
114.3 x 3.6 |
139.7 x 3.5 |
CHS 350 |
1200 |
60.3 x 2.9 |
88.9 x 2.6 |
101.6 x 3.2 |
114.3 x 3.6 |
139.7 x 3.5 |
CHS 350 |
1800 |
60.3 x 2.9 |
101.6 x 2.6 |
114.3 x 3.2 |
114.3 x 3.6 |
139.7 x 3.5 |
CHS 350 |
2400 |
76.1 x 2.3 |
101.6 x 2.6 |
114.3 x 3.2 |
139.7 x 3.0 |
139.7 x 3.5 |
CHS 350 |
3600 |
88.9 x 2.6 |
101.6 x 2.6 |
114.3 x 3.2 |
139.7 x 3.0 |
165.1 x 3.0 |
SHS 350 |
600 |
50 x 50 x 2.5 |
75 x 75 x 2.5 |
75 x 75 x 4.0 |
100 x 100 x 4.0 |
100 x 100 x 4.0 |
SHS 350 |
1200 |
65 x 65 x 2.0 |
75 x 75 x 2.5 |
75 x 75 x 4.0 |
100 x 100 x 4.0 |
100 x 100 x 4.0 |
SHS 350 |
1800 |
65 x 65 x 2.0 |
75 x 75 x 3.0 |
100 x 100 x 3.0 |
100 x 100 x 4.0 |
100 x 100 x 4.0 |
SHS 350 |
2400 |
65 x 65 x 2.0 |
75 x 75 x 3.0 |
100 x 100 x 3.0 |
100 x 100 x 4.0 |
100 x 100 x 5.0 |
SHS 350 |
3600 |
65 x 65 x 2.5 |
75 x 75 x 4.0 |
100 x 100 x 3.0 |
100 x 100 x 4.0 |
100 x 100 x 5.0 |
SHS 450 |
600 |
50 x 50 x 2.0 |
65 x 65 x 2.5 |
75 x 75 x 3.0 |
100 x 100 x 2.8 |
100 x 100 x 3.3 |
SHS 450 |
1200 |
50 x 50 x 2.0 |
65 x 65 x 2.5 |
75 x 75 x 3.0 |
100 x 100 x 3.0 |
100 x 100 x 3.3 |
SHS 450 |
1800 |
50 x 50 x 2.3 |
75 x 75 x 2.3 |
75 x 75 x 3.3 |
100 x 100 x 3.0 |
100 x 100 x 3.8 |
SHS 450 |
2400 |
65 x 65 x 2.0 |
75 x 75 x 2.5 |
75 x 75 x 3.5 |
100 x 100 x 3.0 |
100 x 100 x 3.8 |
SHS 450 |
3600 |
65 x 65 x 2.3 |
100 x 100 x 2.0 |
100 x 100 x 2.8 |
100 x 100 x 3.8 |
100 x 100 x 4.0 |
Note to Table 3.4.4.6a: Tabulated values are the column sections to be used.
Table 3.4.4.6b Columns – supporting tile roof only
Column section |
Column effective height (mm) |
5 m 2 |
10 m 2 |
15 m 2 |
20 m 2 |
25 m 2 |
|---|---|---|---|---|---|---|
CHS 250 |
600 |
60.3 x 3.6 |
60.3 x 3.6 |
76.1 x 3.6 |
76.1 x 4.5 |
88.9 x 4.0 |
CHS 250 |
1200 |
60.3 x 3.6 |
60.3 x 3.6 |
76.1 x 3.6 |
76.1 x 4.5 |
101.6 x 4.0 |
CHS 250 |
1800 |
60.3 x 3.6 |
60.3 x 3.6 |
76.1 x 3.6 |
76.1 x 4.5 |
101.6 x 4.0 |
CHS 250 |
2400 |
60.3 x 3.6 |
60.3 x 4.5 |
76.1 x 3.6 |
88.9 x 4.0 |
101.6 x 4.0 |
CHS 250 |
3600 |
60.3 x 3.6 |
76.1 x 3.6 |
76.1 x 4.5 |
88.9 x 4.0 |
101.6 x 4.0 |
CHS 350 |
600 |
60.3 x 2.3 |
60.3 x 2.3 |
76.1 x 2.3 |
88.9 x 2.6 |
101.6 x 2.6 |
CHS 350 |
1200 |
60.3 x 2.3 |
60.3 x 2.9 |
76.1 x 2.3 |
88.9 x 2.6 |
101.6 x 2.6 |
CHS 350 |
1800 |
60.3 x 2.3 |
60.3 x 2.9 |
88.9 x 2.6 |
88.9 x 2.6 |
101.6 x 2.6 |
CHS 350 |
2400 |
60.3 x 2.3 |
76.1 x 2.3 |
88.9 x 2.6 |
88.9 x 2.6 |
101.6 x 2.6 |
CHS 350 |
3600 |
60.3 x 2.3 |
76.1 x 2.3 |
88.9 x 2.6 |
101.6 x 2.6 |
101.6 x 2.6 |
SHS C350 |
600 |
50 x 50 x 2.0 |
50 x 50 x 2.5 |
65 x 65 x 2.5 |
75 x 75 x 2.5 |
75 x 75 x 3.0 |
SHS C350 |
1200 |
50 x 50 x 2.0 |
50 x 50 x 2.5 |
65 x 65 x 2.5 |
75 x 75 x 2.5 |
75 x 75 x 3.0 |
SHS C350 |
1800 |
50 x 50 x 2.0 |
65 x 65 x 2.0 |
65 x 65 x 2.5 |
75 x 75 x 2.5 |
75 x 75 x 3.0 |
SHS C350 |
2400 |
50 x 50 x 2.0 |
65 x 65 x 2.0 |
65 x 65 x 2.5 |
75 x 75 x 2.5 |
75 x 75 x 4.0 |
SHS C350 |
3600 |
50 x 50 x 2.5 |
65 x 65 x 2.5 |
75 x 75 x 2.5 |
75 x 75 x 3.0 |
75 x 75 x 4.0 |
SHS C450 |
600 |
50 x 50 x 1.6 |
50 x 50 x 2.0 |
65 x 65 x 2.0 |
65 x 65 x 2.3 |
65 x 65 x 2.8 |
SHS C450 |
1200 |
50 x 50 x 1.6 |
50 x 50 x 2.0 |
65 x 65 x 2.0 |
65 x 65 x 2.3 |
65 x 65 x 2.8 |
SHS C450 |
1800 |
50 x 50 x 1.6 |
65 x 65 x 1.6 |
65 x 65 x 2.0 |
65 x 65 x 2.5 |
75 x 75 x 2.5 |
SHS C450 |
2400 |
50 x 50 x 1.6 |
50 x 50 x 2.5 |
65 x 65 x 2.3 |
75 x 75 x 2.3 |
75 x 75 x 2.8 |
SHS C450 |
3600 |
50 x 50 x 2.0 |
65 x 65 x 2.0 |
75 x 75 x 2.3 |
100 x 100 x 2.0 |
100 x 100 x 2.3 |
Note to Table 3.4.4.6b: Tabulated values are the column sections to be used.
3.4.4.4 Corrosion protection
Structural steel members that are not built into a masonry wall must be protected against corrosion in accordance with Table 3.4.4.7.
Table 3.4.4.7 Protective coatings for steelwork
|
Environment |
Location |
Minimum protective coating |
|
Moderate Note 1 |
Internal |
|
|
Moderate Note 1 |
External |
Option 1. 2 coats alkyd primer Option 2. 2 coats alkyd gloss Option 3. Hot dip galvanised 300 g/m2 min Option 4. Hot dip galvanised 100 g/m2 min plus—
|
|
Severe Note 2 |
Internal |
Option 1. 2 coats alkyd primer Option 2. 2 coats alkyd gloss |
|
Severe Note 2 |
External |
Option 1. Inorganic zinc primer plus 2 coats vinyl gloss finishing coats Option 2. Hot dip galvanised 300 g/m2 Option 3. Hot dip galvanised 100 g/m2 min plus—
|
Notes to Table 3.4.4.7 :
1.
Moderate = More than 1 km from breaking surf or more than 100 m from salt water not subject to breaking surf or non-heavy industrial areas.
2.
Severe = Within 1 km from breaking surf or within 100 m of salt water not subject to breaking surf or heavy industrial areas.
3.
Heavy industrial areas means industrial environments around major industrial complexes.
4.
The outer leaf and cavity of an external masonry wall of a building, including walls under open carports are considered to be external environments. A part of an internal leaf of an external masonry wall which is located in the roof space is considered to be in an internal environment.
5.
Where a paint finish is applied the surface of the steel, work must be hand or power tool cleaned to remove any rust immediately prior to painting.
6.
All zinc coatings (including inorganic zinc) require a barrier coat to stop conventional domestic enamels from peeling.
7.
Refer to the paint manufacturer where decorative finishes are required on top of the minimum coating specified in the table for protection of the steel against corrosion.
8.
Internal locations subject to moisture, such as in close proximity to kitchen or bathroom exhaust fans are not considered to be in a permanently dry location and protection as specified for external locations is required.
9.
For applications outside the scope of this table, seek specialist advice.