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Part 3.4.4 Structural steel members

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—

  1. Performance Requirement P2.1.1; and
  2. 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
v2_Fig3440a_2006.svg
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
v2_Fig3440b_2006.svg
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:
  1. Information on design wind speeds for particular areas may be available from the appropriate authority.
  2. 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.

(b)

Compliance with 3.4.4.4 satisfies P2.1.1 in respect to corrosion protection requirements.

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
v2_Fig3441_2010.svg
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 :

  1. EBS = Effective bearer spacing (m).
  2. Steel is base grade.
  3. Load must be evenly distributed along the member.
  4. For continuous floor bearers, the variation in span length should not be more than 10%.
  5. See 3.4.2.3 for provisions that apply to suspended floors in single-storey and ground floor construction of suspended steel floor frames.
  6. 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
v2_Fig3442_2005.svg
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
v2_Fig3443_2005.svg
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)
v2_Fig3444_2006.svg
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
v2_Fig3445_2006.svg
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
v2_Fig3446_2005.svg
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

No protection required in a permanently dry location Note 8

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—

  1. 1 coat solvent based vinyl primer; or
  2. 1 coat vinyl gloss or alkyd.

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—

  1. 2 coats solvent based vinyl primer; or
  2. 2 coats vinyl gloss or alkyd.

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.