PURLINS & GIRTS PRODUCT CATALOGUE - Steel & Tube

S&T029

JAN 2013

PRODUCT CATALOGUE PURLINS & GIRTS

PRODUCT CATALOGUE

PURLINS & GIRTS

ROOFING SOLUTIONS

Contents HST Channel Purlins & Girts General Information.........................................................................1 Sag Rod and Bracing Channel Layout........................................2 Speed Channel Layout....................................................................2 Standard Cleat Details & Hole Punching............................... 3-4 General Purpose Bracket Details.................................................3 Section Geometry & Properties...................................................5 Design Capacity Tables..............................................................6-11 Design Information / Design Examples............................ 12-14

floor joist spans HST tophats & hst purlins - floor joist spans Single Span

Double Span

Spacing

Spacing

400

450

600

400

450

600

60 x 0.75

1.05

1.00

0.95

1.25

1.20

1.10

60 x 0.95

1.15

1.10

1.05

1.35

1.30

1.20

100 x 0.75

1.80

1.70

1.60

2.10

2.00

1.90

100 x 0.95

2.00

1.90

1.80

2.40

2.20

2.00

120 x 0.75

2.20

2.10

1.90

2.50

2.40

2.10

120 x 0.95

2.40

2.30

2.10

2.90

2.70

2.40

150 x 0.95

2.90

2.80

2.50

3.50

3.30

2.80

150 x 1.15

3.20

3.00

2.70

3.90

3.60

3.20

150 x 1.55

3.60

3.40

3.00

4.30

4.10

3.60

100/19

2.30

2.20

2.10

2.80

2.60

2.40

150/12

3.10

2.90

2.70

3.80

3.50

3.10

150/15

3.40

3.20

2.90

4.10

3.80

3.40

150/18

3.60

3.40

3.10

4.30

4.00

3.50

200/12

4.10

3.90

3.60

5.00

4.70

4.10

200/15

4.70

4.30

3.90

5.40

5.20

4.50

200/18

5.10

4.70

4.20

5.80

5.60

4.80

250/13

5.50

5.10

4.50

6.00

5.60

4.90

250/15

5.80

5.40

4.80

6.50

6.20

5.40

250/18

6.20

5.80

5.10

6.90

6.80

6.00

300/15

7.00

6.70

5.80

7.60

7.20

6.30

300/18

7.40

7.30

6.30

8.20

8.00

7.10

350/18

8.40

8.20

7.10

9.20

8.90

7.70

400/20

9.70

9.50

8.40

10.50

10.10

8.80

HST Tophats

HST Lapped Channel Purlins Introduction / Typical Construction Layout.................... 15-16 Design Capacity Tables........................................................... 17-22 Design Example...............................................................................23 HST Tophat Purlins General Information.......................................................................24 Sectional Properties / Typical Spans.........................................25 Design Capacity Tables / Dimensions............................... 26-29 HST Purlin and Roof Selector Roof Selector Chart.................................................................. 30-32

HST Purlins

HST Purlin Floor Joist Span Tables Floor Joist Span Tables................................... Inside Back Cover

Notes: 1. Loads 2.

Durability

3.

Bracing

Spans are in metres and are based on controlling floor vibrations. The above spans are suitable for applied live loads of 5 kPa. HST purlins and tophats have a zinc weight of 275 gm/m2 and are suitable for use in an internal environment. Durability requirements should be checked for use elsewhere including subfloors. For increased performance where ceilings are not installed, we recommend providing a transverse brace (eg. ceiling batten - CB20 or similar, to the underside of the floor joists at 3 metre centres typical.

ACKNOWLEDGEMENTS •

• •

SPEED CHANNEL SYSTEM: The Speed Channel bracing technology is based on intellectual property of Dimond, a division of Fletcher Steel Limited, and is used for the HST purlin and girt system under license from Dimond, a division of Fletcher Steel limited. Sinclair Knight Merz have assisted in the development of the HST Channel Purlin System and production of the design manual. HST Tophat Purlin Tables and charts have been prepared by Harris Consulting Ltd

DISCLAIMER This publication is intended to provide accurate information to the best of our knowledge in regard to HST Purlins and Girts. It does not constitute a complete description of the goods or an express statement about their suitability for any particular purpose. It is only intended as a general guide and not as a substitute for professional technical advice.

hst purlins & girts Introduction

HST Steel Purlins & Girts are high strength lipped profile sections, manufactured by Steel & Tube to provide an economic solution for your building project and to assist with design. Sections are supplied punched and cut to length as required. Accessories including speed channel, bracing, sag rods and fastenings are offered to provide a practical structural system.

HST Tophat Sections Steel & Tube HST Tophat Sections are an economical and lightweight product for roof purlins, wall girts and floor joists.

Description Steel & Tube’s galvanised cold formed steel HST Purlins & Girts, with accessories, make up part of a total system suitable to support a wide range of cladding materials, including profiled metal sheeting, sandwich panels and fibre cement sheeting. HST Purlin sections can also be readily adapted to a wide range of other application such as floor joists, ceiling support members and load bearing wall studs.

Materials / Finish HST Purlins & Girts are rolled from galvanised high strength steel strip. Steel Thickness Grade 1.15 - 1.45 mm 500 (MPa) 1.75 - 2.0 mm 450 (MPa)

Zinc Weight 275 gm/m2 275 gm/m2

Purlin braces and accessories are formed from galvanised Grade 250 steel.

Performance HST Purlin and Girt loads are presented in limit state format consistent with AS/NZS 1170:2002 “Structural Design Actions”. Load capacities have been determined in accordance with AISI “LRFD Cold-Formed Steel Design Manual”, 1991 and confirmed by a full scale testing programme. AS/NZS4600:1996 has not been adopted, as the testing programme has demonstrated better correlation with the AISI reference above. The enclosed tables are generally conservative in relation to AS/NZS 4600:1996.

Durability

complying with the durability requirements of NZBC Approved Document B2. For applications within 1km of salt laden marine locations or severe industrial corrosive atmospheres, specialist advice should be sought.

Length For ease of transportation and handling on site, the bundled length should be limited to 18 metres. Lengths exceeding 18 metres are subject to transport and handling facilities by special arrangement.

Size Tolerances Web Depth ± 2 mm Flange Width ± 2 mm Lip ± 1 mm Hole Centres ± 1.5 mm Web / Flange Angle 88-93º

Handling and Storage All sections and accessories must be kept dry during transport, stored on non-corrosive spacers above ground and covered to prevent moisture from entering between stacked sections. Should bundles become wet, they shall be broken open, dried with a cloth and restacked with separators to enable air to circulate.

Bracing The HST Purlin & Girt system utilises standard brace / sag rod components or speed channel where required by the load tables. These shall be located in alternate bays, as shown on page 2, generally with a brace channel located immediately adjacent to both the eaves and ridge purlin. The galvanised HST brace channels are manufactured with end brackets custom fitted to suit the spacing. Standard sag rods are electro galvanised 12 mm diameter rod with double nuts and washers at each end. 16 mm diameter sag rods can be supplied to special order. All bracing components are fabricated from grade 250 (MPa) steel. Bracing should be located at the correct positions, as shown on page 2 to match pre-punched hole locations, otherwise lower load values may result. Load values with zero bracing have been included for the 100, 150 and 200 profiles, but generally it is recommended that at least one set of braces be provided, particularly when the HST Purlins will be used for access and temporary loading during construction.

Provided HST Purlins, Girts and accessories are not exposed to moisture, service life will exceed 50 years,

hst purlins & girts Single bracing

Sag Rod

Purlin Bracing

ap

6g

L

0.5

Sag Rod Spa

cin

g

L

0.5

Bracing Channel

Purlin

Purlin

bracing layout

HST Purlin HST Purlin

Roofing

Sag Rod

Brace Channel located adjacent eaves purlin

Sag Rod Brace Channel to alternative bays

speed channel NB. Brace length equal to purlin spacing less 3 mm

bracing assembly adjustable cleat 2mm End Cleat 100 x 32 x 1.2 m Purlin

Purlin

Bracing Standard Speed Channel Speed Channel

HST Purlin

Brace Channel Adjustable Channel bracing

standard cleat details purlin cleats HST 100 280

Dimensions Purlin f g h

140

h

h

f

g

82

HST 100 HST 150 HST 200 HST 250 HST 300 HST 350 HST 400

f

g

57 41 48 53 55 60 70

64 80 120 160 200 240 280

100 150 200 250 300 340 380

g

HST 150, HST 200, HST 250, HST 300, HST 350, HST 400 150

80

g

g

h

f

fastening to cleats

h

f

82

Cleats at internal supports

Cleats at end supports 6 - 10

general purpose brackets

Purlins

HST 150, HST 200, HST 250, HST 300, HST 350, HST 400

Girts 6 - 10

c

b

2 mm 18 φ mm holes

37

d

5 mm Rod

35

35

a

Ultimate Joint Dimensions Shear Capacity Purlin HST 150 HST 200 HST 250 HST 300 HST 350 HST 400

M12 bolts M16 bolts

a

b

c

d

23 26 28 30 30 30

33 40 44 50 50 50

130 130 150 150 180 180

80 120 160 200 240 280

112 155 195 250 290 330

65 75 85 95 105 115

kN

kN

mm

mm

mm

mm

standard hole location Single SPans HST 100 0.5 L

0.5 L

64

38

64

76

64

38

=

38

=

One Sag Rod 0.35 L

0.35 L

HST 100

38

64

76

76 Two Sag Rods

HST 150, HST 200, HST 250, HST 300, HST 350, HST 400 0.5 L

38

0.5 L

g

HST 150

One Brace

0.35 L

0.35 L

38

Two Braces g 0.3 L

0.2 L

0.2 L

0.3 L

HST 200, HST 250, HST 300, HST 350, HST 400

Three Braces

Dimensions Purlin g HST 100 HST 150 HST 200 HST 250 HST 300 HST 350 HST 400

64 80 120 160 200 240 280

Hole Sizes Bolt Round Elongated M12 M16

14 mm 18 mm

14 x 18 mm 18 x 22 mm

Note All holes round unless specified otherwise. Purlins and Girts can be supplied with additional holes at other locations if required.

Section Geometry & Properties b xS

xL

b xS

b xS

xL

p

d1

xL

b1

p

q

d1

p

b1 d3

d

d4

d2

d

d

d3

Profile I Profile II Profile III Section Geometry Profile Section MK

d mm

b mm

t mm

I II III

102 102 102 152 152 152 203 203 203 250 250 250 300 300 350 400

51 51 51 65 65 65 75 75 75 85 85 85 100 100 100 100

1.15 1.45 1.85 1.15 1.45 1.75 1.15 1.45 1.75 1.25 1.45 1.75 1.45 1.75 1.75 1.95

Notes

100/12 100/15 100/19 150/12 150/15 150/18 200/12 200/15 200/18 250/13 250/15 250/18 300/15 300/18 350/18 400/20

p mm

q mm

b 1 mm

d1 mm

d2 mm

d3 mm

d4 mm

xL mm

xS Area AS mm mm2

Mass kg/m

15 15 15 24 10 8 59 7 24 10 8 59 7 24 10 8 59 7 25 12 8 59 10 10 48 25 12 8 59 10 10 48 25 12 8 59 10 10 48 33 12 10 59 14 25 73 33 12 10 59 14 25 73 33 12 10 59 14 25 73 38 12 10 59 64 25 123 38 12 10 59 64 25 123 43 12 10 70 92 25 151 48 12 10 75 132 25 191

18.0 18.2 18.4 24.6 24.7 24.7 26.2 26.3 26.3 29.9 30.0 30.1 34.0 34.1 33.2 31.4

24.5 24.2 23.7 35.8 35.9 36.1 39.0 39.1 39.2 44.5 44.6 44.7 51.4 51.5 50.6 49.9

2.04 2.55 3.26 3.03 3.79 4.59 3.79 4.71 5.64 4.91 5.68 6.82 6.70 8.06 8.97 10.91

255 319 404 386 483 577 479 600 719 625 723 869 854 1027 1132 1375

1. AS = Gross Section Area 2. All dimensions are normal within rolling tolerances

Section Properties Section Area MK AS

Weight Second Moment Section Radius of wt of Area Modulus Gyration

kN/m Ix Iy Zx Zy mm2 106mm4 106mm4 103mm3 103mm3 100/12 100/15 100/19 150/12 150/15 150/18 200/12 200/15 200/18 250/13 250/15 250/18 300/15 300/18 350/28 400/20 Notes

255 319 404 386 483 577 479 600 719 625 723 869 854 1027 1132 1375

0.020 0.025 0.032 0.030 0.037 0.045 0.037 0.046 0.055 0.048 0.056 0.067 0.066 0.080 0.088 0.107

0.429 0.533 0.668 1.38 1.72 2.06 3.00 3.75 4.49 5.86 6.76 8.10 11.6 13.9 20.2 31.3

0.094 0.116 0.143 0.249 0.308 0.365 0.393 0.488 0.579 0.657 0.755 0.897 1.25 1.49 1.66 2.01

8.41 10.45 13.1 18.2 22.7 27.0 29.6 37.0 44.2 46.9 54.1 64.8 77.1 92.4 115.7 156.7

2.84 3.52 4.39 6.17 7.64 9.06 8.05 10.0 11.9 11.9 13.7 16.3 19.0 22.6 24.6 29.3

rx mm 41.0 40.9 40.7 59.8 59.7 59.6 79.2 79.1 79.0 96.8 96.7 96.5 116 116 133.7 151.0

Form Torsion Warping Factor Constant Factor

ry Q J Iw mm mm4 109mm6 19.2 19.0 18.8 25.4 0.734 25.3 0.813 25.1 0.872 28.6 0.625 28.5 0.697 28.4 0.748 32.4 0.572 32.3 0.613 32.1 0.653 38.3 0.545 38.1 0.528 38.3 0.561 38.2 0.552

112 224 460 170 339 590 211 420 734 326 507 887 598 1050 1138 1739

0.23 0.28 0.35 1.67 2.03 2.37 4.20 5.16 6.07 11.0 12.6 14.8 28.6 33.8 50.3 78.4

1. All section properties are for the gross section 2. Form factor based on F=300 MPa

design capacity tables ultimate Uniformly Distributed Load - single span HST 100/12

WLC

HST 100/15 WS

(kN/m)

WLC

HST 100/19

WS

(kN/m)

WLC

WLC

WS

(kN/m)

HST 150/15 WLC

WS

(kN/m)

HST 150/18 WS

(kN/m)

WLC

WS

(kN/m)

Span

0B 1B 2B FR DEF 0B 1B 2B FR DEF 0B 1B 2B FR DEF 0B 1B 2B FR DEF 0B 1B 2B FR DEF 0B 1B 2B FR DEF

3.0

1.54 2.35 2.54 2.70 1.63 2.14 2.95 3.28 3.50 2.02 2.88 4.13 4.39 4.63 2.53 4.53 5.36 5.57 5.70 5.23 6.13 7.29 7.60 7.79 6.53 7.68 9.27 9.68 9.94 7.80

3.5

0.94 1.63 1.82 1.98 1.02 1.23 2.07 2.35 2.57 1.27 1.66 2.91 3.17 3.40 1.59 2.99 3.84 4.06 4.19 3.30 4.02 5.23 5.53 5.72 4.11 5.04 6.63 7.05 7.30 4.91

4.0

0.57 1.17 1.35 1.52 0.69 0.75 1.51 1.75 1.97 0.85 1.03 2.08 2.37 2.61 1.07 1.99 2.86 3.07 3.21 2.21 2.65 3.88 4.19 4.38 2.75 3.33 4.91 5.34 5.59 3.29

4.5

0.37 0.85 1.04 1.20 0.48 0.49 1.12 1.30 1.55 0.60 0.68 1.51 1.82 2.06 0.75 1.30 2.19 2.40 2.53 1.55 1.74 2.96 3.27 3.46 1.93 2.15 3.73 4.16 4.42 2.31

5.0

0.25 0.62 0.81 0.97 0.35 0.34 0.84 1.02 1.26 0.44 0.47 1.12 1.43 1.67 0.55 0.88 1.70 1.92 2.05 1.13 1.18 2.30 2.61 2.80 1.41 1.44 2.89 3.32 3.58 1.68

5.5

0.18 0.45 0.64 0.80 0.26 0.24 0.62 0.82 1.04 0.33 0.34 0.82 1.13 1.38 0.41 0.62 1.34 1.56 1.70 0.85 0.82 1.81 2.12 2.32 1.06 1.00 2.27 2.69 2.96 1.27

6.0

0.13 0.34 0.51 0.68 0.20 0.18 0.45 0.66 0.87 0.25 0.26 0.60 0.90 1.16 0.32 0.45 1.06 1.29 1.43 0.65 0.59 1.43 1.75 1.95 0.82 0.72 1.79 2.22 2.48 0.97

6.5

0.26 0.41 0.58 0.16

0.34 0.54 0.75 0.20

0.45 0.73 0.99 0.25 0.34 0.85 1.08 1.21 0.51 0.43 1.14 1.47 1.66 0.64 0.54 1.43 1.85 2.12 0.77

7.0

0.20 0.33 0.50 0.13

0.25 0.44 0.64 0.16

0.34 0.59 0.85 0.20 0.25 0.68 0.91 1.05 0.41 0.33 0.90 1.24 1.43 0.51 0.41 1.13 1.56 1.83 0.61

7.5

0.15 0.27 0.43 0.10

0.20 0.36 0.56 0.13

0.27 0.48 0.74 0.16

8.0

0.21 0.38 0.09

0.29 0.49 0.11

0.54 0.78 0.91 0.34 0.25 0.72 1.05 1.25 0.42 0.32 0.90 1.32 1.59 0.50

0.39 0.65 0.13

0.42 0.66 0.80 0.28

0.56 0.90 1.10 0.34 0.25 0.70 1.13 1.40 0.41

8.5

0.34 0.57 0.71 0.23

0.45 0.77 0.97 0.29

0.55 0.97 1.24 0.34

0.37 0.67 0.87 0.24

0.44 0.84 1.10 0.29

9.0

0.49 0.63 0.19

9.5

0.43 0.57 0.16

0.58 0.78 0.21

0.36 0.72 0.99 0.25

10.0

0.37 0.51 0.14

0.50 0.70 0.18

0.30 0.62 0.89 0.21

10.5

0.43 0.64 0.15

0.54 0.81 0.18

11.0

0.37 0.58 0.13

0.47 0.74 0.16

11.5

0.41 0.68 0.14

12.0

0.35 0.62 0.12

12.5 13.0 13.5 14.0 14.5 15.0 15.5 16.0 16.5 17.0 17.5 18.0

Note:

HST 150/12

Tables assume one flange continuously restrained by roof or wall cladding.

ultimate Uniformly Distributed Load - single span HST 200/12

WLC

HST 200/15 WS

WLC

(kN/m)

FR DEF

HST 200/18 WS

WLC

(kN/m)

0B 1B 2B

FR DEF

HST 250/13 WLC

WS

(kN/m)

0B 1B 2B

HST 250/15

FR DEF 1B 2B 3B

WLC

WS

(kN/m)

WS

(kN/m)

Span

0B 1B 2B

FR DEF 1B 2B 3B

FR DEF

3.0

7.46 8.58 8.88 9.06 11.39 10.17 11.59 11.96 12.20 14.23 12.81 14.82 15.31 15.62 17.02

3.5

5.05 6.18 6.47 6.66 7.17 6.88 8.35 8.73 8.96 8.96 8.63 10.66 11.17 11.48 10.72

4.0

3.48 4.62 4.91 5.10 4.80 4.70 6.25 6.63 6.86 6.00 5.90 7.95 8.48 8.79 7.18

7.07 7.41 7.51 7.62 9.37 8.62 9.04 9.15 9.30 10.82

4.5

2.39 3.55 3.84 4.03 3.37 3.20 4.81 5.19 5.42 4.22 4.02 6.10 6.63 6.94 5.04

5.47 5.81 5.91 6.02 6.58 6.67 7.08 7.20 7.35 7.60

5.0

1.63 2.78 3.08 3.26 2.46 2.17 3.78 4.16 4.39 3.07 2.73 4.77 5.31 5.62 3.68

4.32 4.67 4.76 4.87 4.80 5.27 5.69 5.81 5.95 5.54

5.5

1.15 2.21 2.51 2.70 1.85 1.53 3.01 3.39 3.63 2.31 1.90 3.79 4.33 4.65 2.76

3.48 3.82 3.92 4.03 3.61 4.23 4.65 4.77 4.92 4.16

6.0

0.83 1.78 2.08 2.27 1.42 1.11 2.42 2.81 3.05 1.78 1.36 3.05 3.58 3.90 2.13

2.83 3.17 3.27 3.39 2.78 3.45 3.87 3.99 4.13 3.21

6.5

0.62 1.44 1.74 1.93 1.12 0.82 1.96 2.36 2.60 1.40 1.00 2.46 3.00 3.33 1.67

2.33 2.67 2.77 2.88 2.18 2.83 3.26 3.38 3.52 2.52

7.0

0.47 1.17 1.48 1.66 0.90 0.62 1.59 2.00 2.24 1.12 0.75 1.99 2.54 2.87 1.34

1.93 2.27 2.37 2.49 1.75 2.35 2.77 2.89 3.04 2.02

7.5

0.37 0.96 1.26 1.45 0.73 0.47 1.29 1.71 1.95 0.91 0.58 1.61 2.17 2.50 1.09

1.61 1.95 2.05 2.17 1.42 1.95 2.38 2.50 2.65 1.64

8.0

0.29 0.78 1.09 1.27 0.60 0.37 1.04 1.48 1.72 0.75 0.45 1.31 1.87 2.20 0.90

1.34 1.69 1.79 1.90 1.17 1.63 2.06 2.18 2.32 1.35

8.5

0.63 0.94 1.13 0.50 0.29 0.84 1.28 1.52 0.63 0.36 1.05 1.61 1.95 0.75

1.12 1.47 1.57 1.69 0.98 1.35 1.79 1.91 2.06 1.13

9.0

0.51 0.82 1.01 0.42

0.68 1.12 1.36 0.53 0.29 0.85 1.40 1.74 0.63

0.94 1.29 1.39 1.50 0.82 1.13 1.57 1.69 1.84 0.95

9.5

0.42 0.71 0.90 0.36

0.55 0.97 1.22 0.45

0.69 1.22 1.56 0.54

0.78 1.13 1.23 1.35 0.70 0.93 1.38 1.50 1.65 0.81

10.0

0.35 0.63 0.82 0.31

0.46 0.85 1.10 0.38

0.57 1.07 1.41 0.46

0.64 1.00 1.10 1.22 0.60 0.77 1.22 1.34 1.49 0.69

0.38 0.75 1.00 0.33

0.47 0.94 1.28 0.40

0.54 0.89 0.99 1.11 0.52 0.64 1.08 1.20 1.35 0.60

0.39 0.82 1.16 0.35

0.45 0.79 0.89 1.01 0.45 0.54 0.96 1.08 1.23 0.52

10.5

0.55 0.74 0.27

11.0

0.48 0.67 0.23

0.66 0.91 0.29

11.5

0.43 0.62 0.20

0.57 0.83 0.25

0.72 1.06 0.30

0.38 0.70 0.80 0.92 0.39 0.46 0.86 0.98 1.13 0.46

12.0

0.37 0.57 0.18

0.50 0.76 0.22

0.63 0.98 0.27

0.33 0.63 0.73 0.85 0.35 0.39 0.76 0.89 1.03 0.40

12.5

0.44 0.70 0.20

0.55 0.90 0.24

0.56 0.66 0.78 0.31 0.34 0.68 0.81 0.95 0.35

13.0

0.39 0.65 0.17

0.48 0.83 0.21

0.50 0.60 0.72 0.27

0.61 0.73 0.88 0.32

13.5

0.42 0.77 0.19

0.45 0.55 0.67 0.24

0.54 0.67 0.82 0.28

14.0

0.37 0.72 0.17

0.40 0.50 0.62 0.22

0.48 0.61 0.76 0.25

14.5

0.46 0.58 0.20

0.43 0.56 0.71 0.23

15.0

0.42 0.54 0.18

0.51 0.66 0.21

15.5

0.47 0.62 0.19

16.0

0.43 0.58 0.17

16.5 17.0 17.5 18.0

Note:


design capacity tables ultimate Uniformly Distributed Load - single span HST 250/18

WLC

HST 300/15 WS

(kN/m)

Span 1B 2B 3B

WLC

HST 300/18 WS

(kN/m)

FR DEF 1B 2B 3B

WLC

HST 350/18 WLC

WS

(kN/m)

FR DEF 1B 2B 3B

HST 400/20 WS

(kN/m)

FR DEF 1B 2B 3B

WLC

WS

(kN/m)

FR DEF 1B 2B 3B

FR DEF

3.0 3.5 4.0

11.00 11.58 11.74 11.92 12.96

4.5

8.50 9.07 9.24 9.41 9.10

5.0

6.70 7.28 7.45 7.63 6.64 7.44 7.82 7.93 8.06 9.47 9.50 10.07 10.22 10.41 11.36 11.73 12.32 12.49 12.69 16.58 14.78 15.34 15.50 15.69 25.67

5.5

5.37 5.95 6.12 6.30 4.99 6.03 6.42 6.53 6.66 7.12 7.69 8.26 8.42 8.61 8.53

9.51 10.12 10.28 10.49 12.46 12.04 12.62 12.78 12.97 19.29

6.0

4.36 4.94 5.11 5.30 3.84 4.95 5.36 5.47 5.60 5.48 6.31 6.88 7.04 7.23 6.57

7.81 8.44 8.61 8.81 9.60 9.95 10.55 10.71 10.90 14.86

6.5

3.58 4.16 4.32 4.51 3.02 4.12 4.53 4.64 4.77 4.31 5.23 5.81 5.97 6.16 5.17

6.50 7.14 7.31 7.51 7.55 8.32 8.93 9.09 9.29 11.68

7.0

2.95 3.53 3.70 3.89 2.42 3.45 3.87 3.98 4.11 3.45 4.38 4.97 5.12 5.31 4.14

5.45 6.10 6.27 6.47 6.04 7.03 7.65 7.81 8.01 9.36

7.5

2.45 3.03 3.20 3.39 1.97 2.92 3.34 3.45 3.58 2.81 3.69 4.28 4.44 4.63 3.37

4.61 5.27 5.44 5.64 4.91 5.99 6.62 6.78 6.97 7.61

8.0

2.04 2.62 2.79 2.98 1.62 2.48 2.91 3.02 3.15 2.31 3.13 3.71 3.88 4.07 2.77

3.92 4.58 4.75 4.96 4.05 5.13 5.78 5.94 6.13 6.27

8.5

1.70 2.28 2.44 2.64 1.35 2.11 2.54 2.66 2.79 1.93 2.66 3.25 3.41 3.60 2.31

3.34 4.01 4.19 4.39 3.37 4.42 5.07 5.24 5.43 5.23

9.0

1.41 1.99 2.16 2.35 1.14 1.81 2.24 2.36 2.49 1.62 2.27 2.86 3.02 3.21 1.95

2.86 3.53 3.71 3.92 2.84 3.80 4.48 4.65 4.84 4.40

9.5

1.17 1.75 1.92 2.11 0.97 1.55 1.98 2.10 2.23 1.38 1.94 2.53 2.69 2.88 1.66

2.45 3.13 3.31 3.52 2.42 3.27 3.98 4.15 4.35 3.74

10.0

0.96 1.54 1.71 1.91 0.83 1.32 1.76 1.88 2.02 1.18 1.66 2.24 2.41 2.60 1.42

2.10 2.78 2.97 3.17 2.07 2.82 3.55 3.73 3.92 3.21

10.5

0.80 1.37 1.53 1.73 0.72 1.13 1.57 1.70 1.83 1.02 1.41 2.00 2.17 2.36 1.23

1.79 2.48 2.67 2.88 1.79 2.43 3.18 3.36 3.56 2.77

11.0

0.68 1.21 1.38 1.58 0.62 0.96 1.41 1.53 1.67 0.89 1.20 1.79 1.96 2.15 1.07

1.52 2.23 2.42 2.62 1.56 2.09 2.86 3.05 3.24 2.41

11.5

0.57 1.08 1.24 1.44 0.55 0.81 1.27 1.39 1.52 0.78 1.02 1.61 1.77 1.97 0.93

1.29 2.00 2.19 2.40 1.36 1.80 2.59 2.77 2.97 2.11

12.0

0.49 0.96 1.13 1.32 0.48 0.69 1.14 1.26 1.40 0.69 0.87 1.44 1.61 1.81 0.82

1.10 1.80 1.99 2.20 1.20 1.54 2.34 2.53 2.72 1.86

12.5

0.42 0.85 1.02 1.22 0.42 0.59 1.03 1.15 1.29 0.61 0.75 1.30 1.47 1.67 0.73

0.95 1.63 1.82 2.03 1.06 1.32 2.12 2.31 2.51 1.64

13.0

0.36 0.76 0.93 1.13 0.38 0.51 0.93 1.05 1.19 0.54 0.64 1.18 1.34 1.54 0.65

0.82 1.47 1.66 1.88 0.94 1.14 1.93 2.12 2.32 1.46

13.5

0.68 0.85 1.05 0.34 0.45 0.84 0.97 1.11 0.48 0.56 1.06 1.23 1.43 0.58

0.71 1.33 1.53 1.74 0.84 0.99 1.76 1.95 2.15 1.30

14.0

0.61 0.77 0.97 0.30 0.39 0.76 0.89 1.03 0.43 0.49 0.96 1.13 1.33 0.52

0.62 1.21 1.40 1.62 0.76 0.86 1.60 1.80 2.00 1.17

14.5

0.54 0.71 0.91 0.27 0.34 0.69 0.82 0.96 0.39 0.43 0.87 1.04 1.24 0.47

0.54 1.10 1.29 1.51 0.68 0.76 1.46 1.66 1.87 1.05

15.0

0.48 0.65 0.85 0.25

0.63 0.75 0.90 0.35 0.38 0.79 0.96 1.16 0.42

0.48 1.00 1.19 1.41 0.61 0.67 1.33 1.54 1.74 0.95

15.5

0.42 0.59 0.79 0.22

0.57 0.70 0.84 0.32 0.34 0.72 0.88 1.08 0.38

0.42 0.91 1.10 1.32 0.56 0.59 1.21 1.42 1.63 0.86

16.0

0.54 0.74 0.20

0.52 0.65 0.79 0.29

0.65 0.82 1.02 0.35

0.38 0.82 1.02 1.24 0.51 0.52 1.10 1.32 1.53 0.78

16.5

0.50 0.70 0.18

0.47 0.60 0.74 0.26

0.59 0.76 0.96 0.32

0.33 0.74 0.94 1.17 0.46 0.47 1.01 1.23 1.44 0.71

17.0

0.46 0.66 0.17

0.42 0.55 0.70 0.24

0.53 0.70 0.90 0.29

0.67 0.88 1.10 0.42

0.92 1.15 1.36 0.65

17.5

0.51 0.66 0.22

0.48 0.65 0.85 0.26

0.61 0.81 1.04 0.39

0.84 1.07 1.28 0.60

18.0

0.48 0.62 0.20

0.43 0.60 0.80 0.24

0.55 0.76 0.98 0.36

0.76 1.00 1.21 0.55

Note:


ultimate axial Load - concentric HST 150/12

HST 150/15

φNC

(kN)

φNEX FR

φNC

HST 150/18 φNEX

φNC

(kN)

0B 1B 2B

FR

HST 200/12 φNEX

φNC

(kN)

0B 1B 2B

FR

HST 200/15 φNEX

φNC

(kN)

0B 1B 2B

FR

φNEX

(kN)

Span

0B 1B 2B

0B 1B 2B

FR

3.0

30.2 67.7 75.9 81.6 257.3 37.8 93.1 105.3 113.4 321.0 45.3 118.3 134.6 146.0 383.2 45.6 86.1 92.4 96.4 559.8 60.1 116.6 125.4 131.2 699.6

3.5

22.5 58.2 69.7 77.6 189.1 28.3 78.8 96.6 107.9 235.8 34.3 97.5 122.4 138.4 281.5 35.0 79.6 88.4 94.0 411.3 45.3 107.6 119.9 127.9 514.0

4.0

17.5 48.1 62.3 72.9 144.7 22.1 63.3 85.1 101.3 180.5 27.0 75.4 107.7 129.5 215.6 27.7 71.7 83.8 91.3 314.9 35.1 96.9 113.4 123.9 393.5

4.5

14.0 40.0 53.6 67.5 114.4 17.9 51.0 72.3 93.2 142.7 22.1 60.3 87.4 118.9 170.3 22.3 62.4 78.2 88.0 248.8 28.0 83.9 105.8 119.4 310.9

5.0

11.5 33.2 45.9 61.2 92.6 14.9 41.8 60.1 83.9 115.6 18.5 49.5 71.2 106.5 138.0 18.2 52.9 71.8 84.3 201.5 23.0 70.9 97.1 114.3 251.9

5.5

9.7

27.9 39.4 54.0 76.6 12.6 34.8 50.2 73.4 95.5 15.9 41.5 59.3 89.7 114.0 15.2 45.5 64.5 80.1 166.6 19.3 59.9 87.0 108.6 208.1

6.0

8.3

23.6 33.7 47.6 64.3 10.9 29.4 42.5 63.0 80.2 13.7 35.2 50.2 75.6 95.8

12.9 39.2 56.5 75.3 140.0 16.5 51.3 76.1 102.1 174.9

6.5

7.2

20.1 29.2 41.9 54.8

9.6

25.2 36.3 54.4 68.4 11.7 30.3 43.2 64.6 81.6

11.1 34.1 49.8 69.9 119.3 14.2 43.9 66.3 94.9 149.0

7.0

6.4

17.4 25.2 36.9 47.3

8.5

21.9 31.4 47.1 59.0 10.0 26.4 37.4 55.9 70.4

9.7 29.9 44.3 64.0 102.8 12.3 38.0 58.1 86.8 128.5

7.5

15.3 22.0 32.6 41.2

7.4

19.2 27.4 41.2 51.4

8.8

23.2 32.7 49.0 61.3

8.5 26.5 39.2 57.6 89.6 10.7 33.2 51.3 77.9 111.9

8.0

13.5 19.4 29.0 36.2

17.0 24.1 36.2 45.1

7.7

20.6 28.8 43.3 53.9

7.6 23.4 35.0 52.0 78.7

8.5

12.0 17.2 25.7 32.1

15.2 21.4 32.1 40.0

18.5 25.6 38.4 47.7

20.8 31.4 47.2 69.7

13.6 19.2 28.6 35.7

16.7 23.0 34.2 42.6

18.6 28.4 43.0 62.2

23.4 35.8 56.6 77.7

9.4

29.3 45.1 69.9 98.4

8.3

26.1 40.0 62.7 87.1

9.0

15.3 22.9 28.6

9.5

13.8 20.5 25.7

17.2 25.7 32.0

15.1 20.7 30.7 38.2

16.8 25.8 39.0 55.8

21.1 32.2 51.3 69.8

10.0

12.5 18.5 23.2

15.6 23.2 28.9

13.8 18.7 27.7 34.5

15.2 23.3 35.6 50.4

19.2 29.1 46.3 63.0

10.5

14.2 21.0 26.2

17.1 25.1 31.3

21.1 32.7 45.7

17.5 26.4 42.0 57.1

11.0

13.0 19.1 23.9

15.6 22.9 28.5

19.3 30.0 41.6

24.1 38.3 52.0

11.5

14.4 21.0 26.1

17.7 27.7 38.1

22.1 35.0 47.6

12.0

13.3 19.2 24.0

16.3 25.7 35.0

20.4 32.1 43.7

12.5

18.8 29.6 40.3

13.0

17.4 27.4 37.3

13.5 14.0 14.5 15.0 15.5 16.0 16.5 17.0 17.5 18.0

Note:


design capacity tables ultimate axial Load - concentric HST 200/18

HST 250/13

φNC

(kN)

φNEX

φNC

φNEX

φNC

(kN)

FR 1B 2B 3B

HST 250/18 φNEX

φNC

(kN)

FR 1B 2B 3B

φNEX

(kN)

Span

0B 1B 2B

3.0

72.9

149.9

161.8

169.5 836.8

3.5

54.3

138.0

154.4

165.1 614.8

4.0

42.3

122.3

145.8

160.0 470.7

105.4

115.3

117.4 121.5

614.3

127.6

140.0

142.7

147.8 709.2

160.9 178.0

181.5

188.5

849.6

4.5

34.0

103.7

135.7

154.0 371.9

96.7

111.0

113.7 118.9

485.4

118.2

134.6

138.0

144.5 560.3

147.4 170.7

175.3

184.2

671.3

5.0

28.1

86.5

122.8

147.3 301.2

86.8

106.0

109.4 115.9

393.2

106.0

128.3

132.7

140.8 453.9

132.3 162.1

168.2

179.3

543.7

5.5

23.6

72.6

108.2

139.7 249.0

75.6

99.3

104.3 112.6

324.9

91.7

121.1

126.5

136.7 375.1

113.9 151.6

159.6

173.8

449.4

6.0

19.9

61.3

93.4

130.8 209.2

65.8

91.8

97.9

109.0

273.0

78.7

112.4

119.6

132.2 315.2

97.7

140.2

149.6

167.8

377.6

6.5

16.9

52.5

80.7

120.0 178.2

57.5

83.5

90.8

104.6

232.6

68.4

102.0

111.1

127.0 268.6

84.9

127.6

138.8

160.6

321.7

7.0

14.6

45.5

70.1

108.3 153.7

50.5

74.5

82.9

99.3

200.6

60.0

90.3

101.3

121.3 231.6

74.5

112.3

126.8

152.3

277.4

7.5

12.7

39.9

61.2

96.3

133.9

44.7

66.7

74.5

93.4

174.7

53.2

80.0

90.4

114.7 201.7

65.4

99.4

112.5

143.5

241.7

8.0

11.2

35.3

53.9

85.8

117.7

40.0

60.0

67.2

87.1

153.6

47.5

71.4

80.7

106.8 177.3

57.6

88.7

100.3

133.9

212.4

8.5

9.9

31.5

47.9

76.5

104.2

35.9

53.9

60.9

80.2

136.0

42.7

64.1

72.5

98.2

157.0

51.2

79.6

90.1

123.0

188.1

9.0

8.8

28.3

42.8

68.4

93.0

32.5

48.7

55.0

73.2

121.4

38.4

58.0

65.5

88.9

140.1

45.9

71.9

81.4

111.1

167.8

9.5

25.6

38.5

61.4

83.4

29.5

44.3

50.0

67.1

108.9

34.5

52.7

59.5

80.8

125.7

41.3

64.6

73.9

100.9

150.6

10.0

23.3

34.8

55.4

75.3

27.0

40.5

45.7

61.7

98.3

31.3

48.1

54.3

73.8

113.5

37.5

58.4

66.9

92.1

135.9

10.5

21.3

31.7

50.3

68.3

24.6

37.1

41.9

56.6

89.2

28.4

44.1

49.8

67.6

102.9

34.1

53.1

60.7

84.4

123.3

11.0

19.5

29.0

45.8

62.2

22.5

34.2

38.6

52.2

81.2

26.0

40.6

45.9

62.3

93.8

31.2

48.4

55.4

77.6

112.3

11.5

26.6

41.9

56.9

20.6

31.6

35.7

48.2

74.3

23.9

37.2

42.4

57.5

85.8

28.7

44.4

50.7

71.6

102.8

12.0

24.5

38.5

52.3

19.0

29.3

33.1

44.7

68.3

22.0

34.2

39.1

53.3

78.8

26.5

40.8

46.6

65.8

94.4

12.5

22.6

35.5

48.2

27.2

30.7

41.6

62.9

20.3

31.5

36.1

49.6

72.6

24.6

37.7

43.0

60.6

87.0

13.0

21.0

32.8

44.6

25.3

28.7

38.8

58.2

29.2

33.4

46.2

67.1

22.8

34.9

39.8

56.0

80.4

13.5

19.5

30.4

41.3

23.5

26.8

36.3

53.9

27.1

31.0

43.2

62.3

32.4

37.0

52.0

74.6

14.0

18.2

28.3

38.4

21.9

25.0

34.0

50.2

25.2

28.8

40.4

57.9

30.2

34.4

48.3

69.4

14.5

23.3

31.9

46.8

23.6

26.9

37.7

54.0

28.2

32.1

45.0

64.7

15.0

21.8

30.0

43.7

25.1

35.2

50.4

26.4

30.0

42.1

60.4

15.5

23.6

33.0

47.2

24.8

28.2

39.4

56.6

16.0

22.1

30.9

44.3

26.5

37.0

53.1

16.5

24.9

34.8

49.9

17.0

23.5

32.8

47.0

17.5 18.0

Note:

10

HST 250/15


FR 1B 2B 3B

FR

ultimate axial Load - concentric HST 300/15

HST 300/18

φNC

(kN)

Span 1B 2B 3B

φNEX

φNC

HST 350/18 φNEX

φNC

(kN)

FR 1B 2B 3B

HST 400/20 φNEX

φNC

(kN)

FR 1B 2B 3B

φNEX

(kN)

FR 1B 2B 3B

FR

3.0 3.5 4.0 4.5 5.0

122.1

136.9

140.1

146.1 775.9

156.7

177.6

181.9 190.0

930.6

169.9

189.2

193.0

199.7 1358.4 189.9 212.3

216.3

222.2 2103.2

5.5

113.7

132.0

135.9

143.2 641.2

144.5

171.0

176.2 186.1

769.1

160.1

183.9

188.6

196.8 1122.6 180.4 207.8

212.7

219.9 1738.1

6.0

104.4

126.5

131.2

140.0 538.8

131.1

163.3

169.9 181.8

646.2

149.1

178.1

183.8

193.5 943.3

169.7 202.9

208.8

217.4 1460.5

6.5

93.8

120.4

126.0

136.4 459.1

116.9

154.4

162.6 177.1

550.6

136.8

171.5

178.4

190.0 803.8

157.6 197.5

204.5

214.7 1244.5

7.0

84.0

113.8

120.3

132.5 395.9

104.9

144.7

154.3 172.0

474.8

122.9

164.4

172.4

186.2 693.0

142.7 191.7

199.9

211.7 1073.0

7.5

76.1

106.5

114.2

128.4 344.8

95.3

134.3

145.4 166.4

413.6

110.0

156.6

166.0

182.0 603.7

127.4 185.3

194.8

208.5

934.7

8.0

69.5

98.6

107.5

123.8 303.1

86.8

123.1

135.7 159.8

363.5

99.5

148.1

158.9

177.4 530.6

114.6 178.3

189.4

205.1

821.5

8.5

62.6

90.0

100.2

119.0 268.5

78.1

112.4

125.4 152.7

322.0

90.7

139.0

151.4

172.4 470.0

103.9 170.8

183.5

201.4

727.7

9.0

56.6

82.8

92.2

113.7 239.5

70.7

103.5

115.2 145.1

287.2

83.3

129.0

143.2

167.1 419.2

94.9

162.7

177.2

197.4

649.1

9.5

51.5

76.6

85.0

108.1 214.9

64.3

96.0

106.4 137.1

257.8

77.1

118.3

134.4

161.5 376.3

87.2

153.2

170.4

193.2

582.6

10.0

47.1

71.3

78.9

102.1 194.0

58.8

89.5

98.9

128.6

232.6

71.9

109.0

124.6

155.4 339.6

80.7

142.7

163.2

188.7

525.8

10.5

43.3

65.8

73.7

95.5

175.9

53.5

82.1

92.5

119.7

211.0

65.9

101.1

115.2

149.0 308.0

75.1

131.8

154.8

184.0

476.9

11.0

39.9

60.6

68.8

89.0

160.3

48.8

75.7

86.0

111.7

192.3

60.6

94.2

107.1

142.1 280.7

70.0

122.0

145.5

178.9

434.5

11.5

36.9

56.1

63.7

83.3

146.7

44.8

70.0

79.5

104.6

175.9

55.7

88.1

99.9

134.8 256.8

65.6

113.5

135.7

173.6

397.6

12.0

34.3

52.1

59.1

78.4

134.7

41.3

64.9

73.8

98.5

161.6

51.2

82.8

93.7

126.8 235.8

60.6

105.9

126.6

167.9

365.1

12.5

31.8

48.5

55.0

74.0

124.1

38.1

60.4

68.7

93.1

148.9

47.2

78.1

88.1

118.7 217.3

55.8

99.2

118.4

162.0

336.5

13.0

29.5

45.3

51.3

70.0

114.8

35.4

56.1

64.0

87.8

137.7

43.6

74.1

83.2

111.5 200.9

51.6

93.3

111.1

155.2

311.1

13.5

27.4

42.4

48.1

65.5

106.4

32.9

52.1

59.9

82.2

127.7

40.5

70.0

78.8

105.1 186.3

47.9

88.0

104.6

147.7

288.5

14.0

25.5

39.7

45.1

61.5

99.0

30.7

48.5

55.9

77.0

118.7

37.6

65.6

74.9

99.3

173.3

44.5

83.2

98.7

139.8

268.3

14.5

23.8

37.3

42.4

57.8

92.3

28.7

45.3

52.1

72.4

110.7

35.1

61.7

71.4

94.1

161.5

41.5

78.9

93.5

131.9

250.1

15.0

35.2

39.9

54.4

86.2

26.9

42.4

48.8

68.2

103.4

32.8

58.0

67.2

89.4

150.9

38.8

75.1

88.7

124.8

233.7

15.5

33.2

37.7

51.4

80.7

25.3

39.7

45.7

64.3

96.8

30.7

54.4

63.4

85.2

141.3

36.3

71.5

84.4

118.2

218.9

16.0

31.2

35.6

48.6

75.8

37.3

42.9

60.7

90.9

28.8

51.1

59.9

81.3

132.7

34.1

68.2

80.5

112.3

205.4

16.5

29.4

33.7

46.0

71.2

35.1

40.4

57.4

85.5

27.1

48.1

56.6

77.8

124.7

32.0

65.2

77.0

106.8

193.1

17.0

27.7

31.8

43.6

67.1

33.1

38.1

54.0

80.5

45.4

53.3

74.7

117.5

61.6

73.8

101.8

181.9

17.5

30.1

41.4

63.3

31.3

35.9

51.0

76.0

42.9

50.4

71.8

110.9

58.1

70.6

97.2

171.7

18.0

28.4

39.4

59.9

29.6

34.0

48.2

71.8

40.6

47.6

68.3

104.8

54.9

67.7

93.0

162.3

Note:


11

design information Design Capacity Tables The loads given in these tables are the design load capacity for ultimate limit state (WLC) in kilonewtons per metre of span (kN/m) for loads uniformly distributed along the span. For other load situations, specific design is required. Loads for intermediate spans may be determined by linear interpolation. Strength reduction factors are included in the design load capacity and have been determined from AISI “LRFD ColdFormed Steel Design Manual” 1991 as follows: Bending Axial Load

φ φ

= 0.9 = 0.85

The self weight of HST purlin is not included in the load tables and should be calculated along with other dead loads. The tables are applicable to both inward and outward loads, ie. loads acting towards the centre of the section and away from the centre of the section respectively. In both cases the tables assume full lateral restraint is provided to one flange by roof or wall cladding, with normal screw fixings. For inward loads fully restrained values may be used, while for outward loads braced values are appropriate. Where HST purlins or girts are to be used in situations where at least one flange is not continuously laterally restrained by roof or wall cladding, then the design loads must be reduced. Specific guidance should be sought from Steel & Tube. The serviceability load (WS) is the uniformly distributed load (kN/m) at which the midspan deflection equals span/150. This corresponds to the serviceability limit recommended for roofs with brittle cladding under wind load only. Deflections at other loadings can be determined by direct proportion and corresponding serviceability limit states checked accordingly.

load combinations The Limit State method of design is recommended with combinations of factored loads for each limit state in accordance with AS/NZS1170:2002. This should include dead, live, wind, snow and earthquake loads. Loads are assumed to act about the major axis of symmetry. For roof pitches over 10º, the design engineer shall allow for the resultant force in the plane of the roof due to dead, live and snow loads.

12

For walls, provided the maximum spacing between brace struts / sag rods is limited to 3000 mm and the wall cladding is screw fixed to the girts, the dead load of the girts and cladding may be assumed to be carried directly by the bracing system. Accordingly, the girts may be designed for face loads only. The design engineer should ensure that the loads in the bracing system can be supported either by an eaves member or directly by the foundations.

Axial Loads Where HST purlins are required to support axial loads, as well as bending loads, such as when they act as bracing struts or are required to transmit end wall loads to the roof bracing system, then the interaction equation set out below, as adopted from the AISI “LRFD Cold-Formed Steel Design Manual” 1991, is recommended. N* + φ NC

CmxWL* WLC α nx

≤

1.0

N*

= Applied ultimate limit state axial load (kN)

φ NC

= Design load capacity for members subject to axial compression (kN)

WL*

= Applied ultimate limit state uniformly distributed load about the X axis (kN/m)

WLC

= Design load capacity for uniformly distributed load (kN/m)

Cmx

= Load coefficient

= 1.0 for a member subject to uniformly distributed load

α nx

= (1 - N* /φ NEX)

φ NEX

= Euler buckling capacity about the X axis, as given by the design capacity axial load table (kN)

Note the HST purlin is assumed to have zero distribution load about the Y axis of bending. Where biaxial bending occurs, then specific guidance should be sought from Steel & Tube.

Design examples The following design examples are based on loads calculated in limit state format, in accordance with AS/ NZS 1170:2002

Example 1 - Roof The example below considers a purlin in a typical portal frame building, with lightweight metal cladding. Limit State Loads from AS/NZS 1170:2002 Dead Load G = 0.15 kPa Live Load Q = 0.25 kPa Ultimate Wind Load (WU) pz = 0.69 kPa Ultimate Wind Load (WU) pz = 0.44 kPa Serviceability Wind (WS) pz = 0.46 kPa Serviceability Wind (WS) pz = 0.29 kPa Geometry Span Purlin Spacing

L S

= =

9.0 m 1.9 m

a) Check Serviceability Limit State (deflection) using WS values in Design Capacity Tables. Serviceability Load Combinations G + ψlQ = 0.15 + 0 x 0.25 = 0.15 kPa WS = -0.46 kPa WS = 0.29 kPa Calculate the maximum distributed loads WS* (wind) = 1.9 x 0.46 = 0.87 kN/m WS* (dead) = 1.9 x 0.15 = 0.29 kN/m

Check wind load at deflection limit of L/150 From charts for HST 250/15. WS = 0.95 kN/m > WL* HST 250/15 OK

Check dead load at deflection limit of L/300 WS = 0.5 x 0.95 = 0.48 kN/m > WL* HST 250/15 OK b)

Check Ultimate Limit State using WLC values in Design Capacity Tables. Ultimate Load Combinations 1.35G = 1.35 x 0.15 = 0.20 kPa 1.2G + 1.5Q = 1.2 x 0.15 + 1.5 x 0.25 = 0.56 kPa 1.2G + WU = 1.2 x 0.15 + 0.44 = 0.62 kPa 0.9G + WU = 0.9 x 0.15 - 0.69 = 0.56 kPa

Calculate the maximum distributed loads WL* = 1.9 x 0.62 = 1.18 kN/m WL* = 1.9 x -0.56 = -1.06 kN/m

Top flange of the purlin is restrained by the sheeting material, therefore consider the purlin fully restrained for downward loading.

= 1.84 kN/m > WL*

HST 250/15 OK

WLC (FR)

For upward loading, use braced case with one brace WLC(1B) = 1.13 kN/m > WL* HST 250/15 OK

Use HST 250/15 at 1.9 m spacing, with 1 brace at midspan.

Example 2 - Wall The example below considers a girt in a typical portal frame building, with lightweight metal cladding. Limit State Loads from AS/NZS1170:2002 Ultimate Wind Load (WU) pz(in) = 0.86 kPa Ultimate Wind Load (WU) pz(out) = 0.43 kPa Serviceability Wind (WS) pz(in) = 0.57 kPa Serviceability Wind (WS) pz(out) = 0.28 kPa Geometry Span Girt Spacing

L S

= 10.0 m = 1.8 m

a) Check Serviceability Limit State (deflection) using WS values in Design Capacity Tables. Serviceability Load Combinations WS(in) = 0.57 kPa (in) WS(out) = 0.28 kPa (out) Calculate the maximum distributed loads WS* (wind) = 1.8 x 0.57 = 1.03 kN/m (in) Check wind load at deflection limit of L/150 From charts for HST 300/15 WS = 1.18 kN/m > WL*(in) HST 300/15 OK b) Check Ultimate Limit State using WLC values in Design Capacity Tables. Calculate the maximum ultimate limit state distributed loads WL*(in) = 1.8 x 0.86 = 1.55 kN/m (in) WL*(out) = 1.8 x 0.43 = 0.77 kN/m (out)

Outer flange of the girt is restrained by the sheeting material, therefore the girt is considered fully restrained for inward loading. WLC(FR) = 2.02 kN/m > WL*(in) HST 300/15 OK For outward loading, use braced case with one brace. WLC(1B) = 1.32 kN/m > WL*(in) HST 300/15 OK Use HST 300/15 at 1.8 m spacing, with 1 brace at midspan.

13

Design examples Example 3 - axial Consider the purlin of example 1 as a roof bracing strut, with an ultimate axial load N* due to longitudinal wind. Design Axial Load From example 1 From example 1

N* WL* WL*

= = =

34.0 kN 1.18 kN/m -1.06 kN/m

Check Ultimate Limit State using values in Design Capacity Tables. a) Try HST 250/15 with 3 braces From Design Capacity Tables Design axial load capacity φNC Euler buckling capacity φNEX Design load capacity WLC(FR) Design load capacity WLC(3B) Cmx = 1.0 αnx = 1 - N*/φ NEX = 1 - 34.0 / 140.1 =

Cmx WL WLC(FR)

0.757

* αnx

=

34.0 + 65.5

1.0 x 1.18 1.84 x 0.757

1.37

1.0

14

N* φ NC +

= 65.5 kN = 140.1 kN = 1.84 kN/m = 1.69 kN/m

=

N* φ NC +

Cmx WL WLC(3B)

>

34.0 + 65.5

1.0 x 1.06 1.69 x 0.757

1.35

1.0

=

No Good

>

From Design Capacity Tables Design axial load capacity φNC Euler buckling capacity φNEX Design load capacity WLC(FR) Design load capacity WLC(1B) Cmx = 1.0 αnx = 1 - N*/φ NEX = 1 - 17.0 / 140.1 =

N* φ NC +

Cmx WL WLC(FR)

= 38.4 kN = 140.1 kN = 1.84 kN/m = 1.13 kN/m

0.879

* αnx

=

17.0 + 38.4

1.0 x 0.59 1.84 x 0.879

0.81

1.0

=

N* φ NC +

Cmx WL WLC(1B)

<

2HST 250/15 OK

* αnx

=

17.0 + 65.5

1.0 x 0.53 1.13 x 0.879

0.98

1.0

No Good

Try two HST 250/15 (with 1 brace), purlins back to back. Ultimate loads to purlins N* = 17.0 kN (per purlin) WL* = 0.59 kN/m (per purlin) WL* = -0.53 kN/m (per purlin)

* αnx

=

b)

=

<

2HST 250/15 OK

Use two HST 250/15 back to back (with 1 brace), for the purlins acting as roof bracing struts.

lapped Purlins introduction

HST Lapped Purlins Lapped HST purlins provide the advantage of increased load carrying capacity and reduced deflections when compared to single span HST purlins. The following tables replace the Uniformly Distributed Load Single Span tables on pages 6, 7 and 8 of the design guide, when lapped HST purlins are used. For all other properties refer to the design guide. The tables are based on a lap length of 5% of span length (and a minimum length of 300 mm) each side of the support.

Design cApacity tables Load capacities have been determined in accordance with AISI “LRFD Cold-Formed Steel Design manual”, 1991 and confirmed by a full scale testing programme. The loads given in these tables are the design load capacity for ultimate limit state (WLC) in kilonewtons per metre of span (kN/m) for loads uniformly distributed along the span. For other load situations, specific design is required. Loads for intermediate spans may be determined by linear interpolation. The self weight of the HST purlin is not included in the load tables and should be calculated along with other dead loads. Tables are included for end spans and internal spans. A greater load capacity is available for internal spans because of the continuity at both ends.

The tables are applicable to both inward and outward loads. In both cases the tables assume full lateral restraint is provided to one flange by roof or wall cladding, with normal screw fixings. Contrary to single span HST purlins, braced values must be used for both inward and outward loads. Fully restrained values are not applicable for lapped HST purlins unless the compression flange is continuously fully restrained (note the compression flange changes from one flange to the other within the span). Where HST purlins or girts are to be used in situations where at least one flange is not continuously laterally restrained by roof or wall cladding, then the design loads must be reduced. Specific guidance should be sought from Steel & Tube. The serviceability load (WS) is the uniformly distributed load (kN/m) at which the midspan deflection equals span/ 150.

Limitations The Tables are not applicable when the length of adjacent spans differ by more than 10%, nor when the loading varies by more than 50% between adjacent spans. The tabulated values are for end and internal spans where there is a lap over each internal support. They are not applicable when a HST purlin is continuous over a support without a lap. Purlin spacing is limited to 2.4 metres when the standard bracing channel is used. Specific guidance should be sought from Steel & Tube when these requirements are not satisfied.

Because the maximum moment for the end span occurs over the first support, the internal HST purlin is required to carry the same moment and the load tables are not applicable. Consequently the purlin size and number of braces for the first internal purlin or girt must be at least equal to the end purlin requirements. Refer to the diagram below.

Use end span tables

Purlin/Girt lap over each internal support

Use internal span tables

Purlin/Girt size and bracing as end span

Use end span tables

Purlin/Girt size and bracing as end span

15

typical construction layout HST Lapped purlins with Single bracing

Sag Rod

Purlin Bracing

Gable End Rafter

L

0.5

Sag Rod Spa

cin

g

L

0.5

Bracing Channel

Purlin

Purlin

L 0.05 L < 300

0.05 L < 300

Lapped Purlins - End Span L 0.05 L < 300

0.05 L < 300

0.05 L < 300

Lapped Purlins - Internal Span Hole positions for intermediate braces as for the single span purlins

Cleat welded to rafter

Note: Minimum bolt size M16 for lapped purlins

16

Spacers same thickness as cleat

0.05 L < 300

design capacity tables ultimate Uniformly distributed load - lapped end span HST 150/12

WLC

WS

WLC

(kN/m)

Span

HST 150/15

0B 1B 2B

FR DEF

HST 150/18 WS

WLC

(kN/m)

0B 1B 2B

FR DEF

HST 200/12 WLC

WS

(kN/m)

0B 1B 2B

FR DEF

HST 200/15 WLC

WS

(kN/m)

0B 1B 2B

FR DEF

WS

(kN/m)

0B 1B 2B

FR DEF

3.0

6.43 6.43 6.43 10.22

8.72 8.72 8.72 12.75

11.00 11.00 11.00 15.23

9.50 9.50 9.50 22.24

12.68 12.68 12.68 27.80

3.5

4.80 4.85 4.85 6.44

6.53 6.58 6.58 8.03

8.28 8.32 8.32 9.59

7.27 7.27 7.27 14.01

9.72 9.72 9.72 17.51

4.0

3.57 3.77 3.77 4.31

4.86 5.13 5.13 5.38

6.14 6.50 6.50 6.42

5.73 5.73 5.73 9.38

7.67 7.67 7.67 11.73

4.5

2.73 3.00 3.02 3.03

3.70 4.09 4.11 3.78

4.66 5.20 5.21 4.51

4.43 4.62 4.62 6.59

6.01 6.19 6.19 8.24

5.0

2.13 2.40 2.47 2.21

2.88 3.26 3.36 2.75

3.61 4.15 4.27 3.29

3.47 3.80 3.80 4.80

4.72 5.10 5.10 6.00

5.5

1.67 1.95 2.05 1.66

2.26 2.66 2.80 2.07

2.83 3.37 3.55 2.47

2.76 3.14 3.18 3.61

3.77 4.24 4.26 4.51

6.0

1.33 1.61 1.73 1.28

1.79 2.19 2.36 1.59

2.24 2.78 3.00 1.90

2.22 2.60 2.69 2.78

3.03 3.52 3.62 3.47

6.5

1.06 1.35 1.48 1.01

1.42 1.83 2.02 1.25

1.78 2.31 2.57 1.50

1.80 2.18 2.31 2.19

2.45 2.95 3.10 2.73

7.0

0.85 1.14 1.28 0.80

1.13 1.55 1.75 1.00

1.42 1.95 2.23 1.20

1.47 1.85 2.00 1.75

1.99 2.50 2.69 2.19

7.5

0.67 0.97 1.12 0.65

0.89 1.32 1.53 0.82

1.12 1.65 1.95 0.97

1.19 1.58 1.75 1.42

1.61 2.14 2.36 1.78

8.0

0.53 0.83 0.99 0.54

0.71 1.13 1.35 0.67

0.87 1.41 1.71 0.80

0.97 1.36 1.55 1.17

1.30 1.85 2.08 1.47

8.5

0.42 0.72 0.88 0.45

0.56 0.97 1.19 0.56

0.69 1.21 1.52 0.67

0.79 1.18 1.38 0.98

1.05 1.60 1.85 1.22

9.0

0.34 0.62 0.78 0.38

0.46 0.83 1.07 0.47

0.56 1.04 1.36 0.56

0.64 1.02 1.23 0.82

0.85 1.39 1.65 1.03

9.5

0.28 0.54 0.70 0.32

0.37 0.72 0.96 0.40

0.45 0.90 1.22 0.48

0.52 0.89 1.11 0.70

0.69 1.22 1.49 0.88

10.0

0.23 0.46 0.64 0.28

0.31 0.62 0.87 0.34

0.37 0.78 1.10 0.41

0.43 0.78 1.00 0.60

0.57 1.07 1.35 0.75

10.5

0.25 0.54 0.79 0.30

0.31 0.68 1.00 0.36

0.36 0.69 0.91 0.52

0.48 0.93 1.22 0.65

11.0

0.21 0.47 0.72 0.26

0.26 0.59 0.91 0.31

0.30 0.60 0.83 0.45

0.40 0.82 1.12 0.56

11.5

0.22 0.51 0.84 0.27

0.26 0.53 0.76 0.39

0.34 0.72 1.02 0.49

12.0

0.19 0.44 0.77 0.24

0.22 0.47 0.70 0.35

0.29 0.63 0.94 0.43

12.5

0.25 0.55 0.87 0.38

13.0

0.21 0.48 0.80 0.34

13.5 14.0 14.5 15.0 15.5 16.0 16.5 17.0 17.5 18.0

Note:

1. Use this table only for external spans with a lap at one end. 2. Lap length to be the greater of 5% of the longer adjacent span or 300 mm each side of the support. 3. Tables assume one flange continuously restrained by roof or wall cladding

17

design capacity tables ultimate Uniformly distributed load - lapped end span HST 200/18

WLC

WS

WLC

(kN/m)

Span

HST 250/13

0B 1B 2B

HST 250/15 WS

WLC

(kN/m)

FR DEF 1B 2B 3B

WLC

WS

(kN/m)

FR DEF 1B 2B 3B

WS

(kN/m)

FR DEF 1B 2B 3B

FR DEF

3.0

15.95

15.95 15.95

33.25

3.5

12.27

12.27 12.27

20.94

4.0

9.71

9.71

9.71

14.03

8.35

8.35

8.35

8.35

18.31

10.06

10.06

10.06

10.06

21.13

12.68 12.68

12.68

12.68

25.32

4.5

7.62

7.85

7.85

9.85

6.76

6.76

6.76

6.76

12.86

8.17

8.17

8.17

8.17

14.84

10.32 10.32

10.32

10.32

17.78

5.0

5.97

6.47

6.47

7.18

5.41

5.58

5.58

5.58

9.37

6.59

6.75

6.75

6.75

10.82

8.38

8.55

8.55

8.55

12.96

5.5

4.74

5.41

5.42

5.40

4.35

4.68

4.68

4.68

7.04

5.29

5.67

5.67

5.67

8.13

6.72

7.19

7.19

7.19

9.74

6.0

3.81

4.48

4.60

4.16

3.54

3.97

3.98

3.98

5.42

4.31

4.82

4.82

4.82

6.26

5.46

6.12

6.12

6.12

7.50

6.5

3.07

3.75

3.95

3.27

2.91

3.34

3.42

3.42

4.27

3.54

4.07

4.15

4.15

4.92

4.47

5.20

5.27

5.27

5.90

7.0

2.49

3.18

3.43

2.62

2.41

2.84

2.97

2.97

3.42

2.93

3.46

3.60

3.60

3.94

3.69

4.42

4.59

4.59

4.72

7.5

2.02

2.71

3.01

2.13

2.01

2.44

2.56

2.60

2.78

2.44

2.97

3.13

3.16

3.21

3.06

3.79

4.00

4.02

3.84

8.0

1.63

2.33

2.65

1.75

1.68

2.11

2.24

2.30

2.29

2.04

2.57

2.72

2.79

2.64

2.55

3.27

3.48

3.56

3.16

8.5

1.31

2.02

2.36

1.46

1.40

1.84

1.96

2.04

1.91

1.69

2.24

2.39

2.48

2.20

2.12

2.85

3.06

3.17

2.64

9.0

1.06

1.75

2.11

1.23

1.17

1.61

1.74

1.83

1.61

1.41

1.96

2.11

2.22

1.86

1.76

2.49

2.70

2.84

2.22

9.5

0.87

1.53

1.90

1.05

0.97

1.42

1.54

1.64

1.37

1.16

1.73

1.88

2.00

1.58

1.46

2.19

2.40

2.56

1.89

10.0

0.71

1.34

1.72

0.90

0.80

1.25

1.38

1.49

1.17

0.96

1.53

1.68

1.81

1.35

1.20

1.93

2.14

2.31

1.62

10.5

0.59

1.17

1.56

0.78

0.67

1.11

1.24

1.35

1.01

0.80

1.35

1.50

1.65

1.17

1.00

1.71

1.91

2.10

1.40

11.0

0.49

1.03

1.43

0.67

0.56

0.99

1.11

1.23

0.88

0.67

1.20

1.35

1.50

1.02

0.85

1.51

1.72

1.92

1.22

11.5

0.41

0.90

1.31

0.59

0.48

0.88

1.00

1.13

0.77

0.57

1.07

1.22

1.38

0.89

0.72

1.35

1.55

1.76

1.07

12.0

0.35

0.79

1.20

0.52

0.41

0.79

0.91

1.04

0.68

0.49

0.95

1.11

1.27

0.78

0.61

1.20

1.41

1.62

0.94

12.5

0.30

0.69

1.11

0.46

0.35

0.70

0.83

0.96

0.60

0.42

0.85

1.01

1.17

0.69

0.53

1.07

1.28

1.50

0.83

13.0

0.26

0.61

1.03

0.41

0.30

0.63

0.75

0.89

0.53

0.36

0.76

0.92

1.08

0.62

0.45

0.95

1.16

1.39

0.74

13.5

0.22

0.53

0.95

0.36

0.26

0.56

0.69

0.83

0.48

0.32

0.68

0.84

1.01

0.55

0.39

0.85

1.06

1.29

0.66

14.0

0.19

0.46

0.89

0.33

0.23

0.50

0.63

0.77

0.43

0.28

0.60

0.77

0.94

0.49

0.34

0.76

0.97

1.20

0.59

14.5

0.20

0.45

0.58

0.72

0.38

0.24

0.54

0.70

0.87

0.44

0.30

0.67

0.88

1.12

0.53

15.0

0.18

0.40

0.53

0.67

0.35

0.21

0.48

0.64

0.82

0.40

0.26

0.60

0.81

1.05

0.48

15.5

0.19

0.42

0.59

0.77

0.36

0.23

0.53

0.74

0.98

0.44

16.0

0.17

0.38

0.54

0.72

0.33

0.20

0.47

0.68

0.92

0.40

16.5

0.18

0.42

0.62

0.87

0.36

17.0

0.16

0.38

0.57

0.82

0.33

17.5 18.0

Note:

18

HST 250/18


ultimate Uniformly distributed load - lapped end span HST 300/15

WLC

HST 300/18 WS

WLC

(kN/m)

Span 1B 2B 3B

HST 350/18 WS

WLC

(kN/m)

FR DEF 1B 2B 3B

HST 400/20 WLC

WS

(kN/m)

FR DEF 1B 2B 3B

WS

(kN/m)

FR DEF 1B 2B 3B

FR DEF

3.0 3.5 4.0 4.5 5.0

8.86

8.86

8.86

8.86

18.50 11.24

11.24

11.24

11.24 22.19

13.63

13.63

13.63

13.63

32.38

16.95 16.95

16.95

16.95

50.14

5.5

7.47

7.47

7.47

7.47

13.90

9.50

9.50

9.50

9.50

16.67

11.53

11.53

11.53

11.53

24.33

14.33 14.33

14.33

14.33

37.67

6.0

6.19

6.38

6.38

6.38

10.70

7.89

8.13

8.13

8.13

12.84

9.77

9.87

9.87

9.87

18.74

12.26 12.26

12.26

12.26

29.02

6.5

5.15

5.50

5.50

5.50

8.42

6.54

7.03

7.03

7.03

10.10

8.12

8.53

8.53

8.53

14.74

10.40 10.59

10.59

10.59

22.82

7.0

4.32

4.79

4.79

4.79

6.74

5.48

6.13

6.13

6.13

8.09

6.82

7.45

7.45

7.45

11.80

8.79

9.24

9.24

9.24

18.27

7.5

3.65

4.18

4.21

4.21

5.48

4.62

5.35

5.39

5.39

6.57

5.76

6.55

6.55

6.55

9.60

7.48

8.13

8.13

8.13

14.86

8.0

3.10

3.63

3.73

3.73

4.52

3.91

4.64

4.78

4.78

5.42

4.90

5.73

5.81

5.81

7.91

6.42

7.20

7.20

7.20

12.24

8.5

2.64

3.18

3.32

3.32

3.77

3.33

4.06

4.26

4.26

4.52

4.18

5.02

5.18

5.18

6.59

5.52

6.34

6.42

6.42

10.21

9.0

2.26

2.80

2.94

2.98

3.17

2.84

3.57

3.78

3.82

3.80

3.58

4.42

4.64

4.65

5.55

4.75

5.60

5.76

5.76

8.60

9.5

1.93

2.48

2.63

2.68

2.70

2.42

3.16

3.37

3.45

3.23

3.07

3.91

4.14

4.19

4.72

4.09

4.97

5.19

5.20

7.31

10.0

1.65

2.20

2.35

2.43

2.31

2.07

2.80

3.01

3.12

2.77

2.62

3.48

3.71

3.80

4.05

3.52

4.44

4.66

4.71

6.27

10.5

1.41

1.97

2.12

2.21

2.00

1.76

2.50

2.71

2.84

2.40

2.24

3.11

3.34

3.46

3.50

3.04

3.98

4.21

4.29

5.41

11.0

1.20

1.76

1.92

2.02

1.74

1.50

2.24

2.45

2.60

2.08

1.90

2.78

3.02

3.16

3.04

2.62

3.58

3.81

3.92

4.71

11.5

1.01

1.58

1.74

1.85

1.52

1.27

2.01

2.22

2.39

1.82

1.62

2.50

2.74

2.90

2.66

2.25

3.23

3.46

3.59

4.12

12.0

0.86

1.43

1.58

1.71

1.34

1.08

1.81

2.01

2.20

1.60

1.38

2.25

2.49

2.67

2.34

1.93

2.93

3.16

3.31

3.63

12.5

0.74

1.29

1.44

1.58

1.18

0.93

1.63

1.84

2.03

1.42

1.18

2.03

2.27

2.47

2.07

1.65

2.66

2.89

3.06

3.21

13.0

0.64

1.16

1.32

1.46

1.05

0.81

1.47

1.68

1.88

1.26

1.02

1.84

2.08

2.29

1.84

1.43

2.42

2.65

2.83

2.85

13.5

0.56

1.05

1.21

1.36

0.94

0.70

1.33

1.54

1.75

1.13

0.89

1.67

1.91

2.12

1.65

1.24

2.20

2.44

2.63

2.55

14.0

0.49

0.96

1.11

1.26

0.84

0.61

1.20

1.41

1.63

1.01

0.77

1.51

1.75

1.98

1.48

1.08

2.00

2.24

2.45

2.28

14.5

0.43

0.87

1.02

1.18

0.76

0.54

1.09

1.30

1.52

0.91

0.68

1.37

1.62

1.85

1.33

0.95

1.82

2.07

2.29

2.06

15.0

0.38

0.79

0.94

1.10

0.69

0.47

0.99

1.20

1.42

0.82

0.60

1.25

1.49

1.73

1.20

0.83

1.66

1.92

2.14

1.86

15.5

0.33

0.71

0.87

1.03

0.62

0.42

0.89

1.11

1.33

0.74

0.53

1.13

1.38

1.62

1.09

0.74

1.51

1.78

2.01

1.68

16.0

0.30

0.65

0.81

0.97

0.56

0.37

0.81

1.02

1.25

0.68

0.47

1.03

1.27

1.52

0.99

0.65

1.38

1.65

1.88

1.53

16.5

0.26

0.59

0.75

0.91

0.51

0.33

0.73

0.95

1.18

0.62

0.42

0.93

1.18

1.43

0.90

0.58

1.26

1.54

1.77

1.40

17.0

0.24

0.53

0.69

0.86

0.47

0.30

0.66

0.88

1.11

0.56

0.37

0.84

1.10

1.35

0.82

0.52

1.15

1.43

1.67

1.28

17.5

0.21

0.48

0.64

0.81

0.43

0.27

0.60

0.81

1.05

0.52

0.34

0.76

1.02

1.28

0.76

0.47

1.04

1.33

1.58

1.17

18.0

0.19

0.43

0.60

0.77

0.40

0.24

0.54

0.75

0.99

0.48

0.30

0.69

0.94

1.21

0.69

0.42

0.95

1.25

1.49

1.07

Note:


19

design capacity tables ultimate uniformly distributed load - INTERNAL SPAN HST 150/12

WLC

WS

WLC

(kN/m)

Span

HST 150/15

0B 1B 2B

FR DEF

HST 150/18 WS

WLC

(kN/m)

0B 1B 2B

FR DEF

HST 200/12 WLC

WS

(kN/m)

0B 1B 2B

FR DEF

HST 200/15 WLC

WS

(kN/m)

0B 1B 2B

FR DEF

0B 1B 2B

FR DEF

3.0

9.65 9.65 9.65 23.00

13.09 13.09 13.09 28.70

16.53 16.53 16.53 34.26

14.34 14.34 14.34 50.05

19.15 19.15 19.15 62.55

3.5

7.26 7.26 7.26 14.49

9.86 9.86 9.86 18.07

12.48 12.48 12.48 21.57

10.94 10.94 10.94 31.52

14.64 14.64 14.64 39.39

4.0

5.56 5.64 5.64 9.71

7.57 7.67 7.67 12.11

9.61 9.73 9.73 14.45

8.60 8.60 8.60 21.12

11.52 11.52 11.52 26.39

4.5

4.31 4.49 4.51 6.82

5.86 6.12 6.13 8.50

7.42 7.79 7.79 10.15

6.92 6.92 6.92 14.83

9.28 9.28 9.28 18.53

5.0

3.41 3.60 3.68 4.97

4.63 4.90 5.01 6.20

5.86 6.23 6.37 7.40

5.50 5.68 5.68 10.81

7.45 7.63 7.63 13.51

5.5

2.75 2.94 3.06 3.73

3.73 3.99 4.17 4.66

4.70 5.07 5.30 5.56

4.45 4.71 4.75 8.12

6.03 6.36 6.37 10.15

6.0

2.24 2.43 2.58 2.88

3.04 3.31 3.52 3.59

3.82 4.19 4.48 4.28

3.65 3.91 4.02 6.26

4.95 5.28 5.40 7.82

6.5

1.84 2.04 2.21 2.26

2.50 2.77 3.01 2.82

3.14 3.50 3.83 3.37

3.02 3.28 3.45 4.92

4.11 4.44 4.63 6.15

7.0

1.53 1.73 1.91 1.81

2.07 2.34 2.60 2.26

2.60 2.96 3.32 2.70

2.53 2.79 2.99 3.94

3.44 3.78 4.02 4.92

7.5

1.28 1.47 1.67 1.47

1.72 2.00 2.27 1.84

2.16 2.52 2.90 2.19

2.12 2.39 2.61 3.20

2.90 3.24 3.51 4.00

8.0

1.07 1.27 1.47 1.21

1.44 1.72 2.00 1.51

1.81 2.16 2.55 1.81

1.80 2.06 2.31 2.64

2.45 2.80 3.10 3.30

8.5

0.89 1.10 1.30 1.01

1.20 1.49 1.78 1.26

1.51 1.86 2.26 1.51

1.52 1.79 2.05 2.20

2.07 2.43 2.75 2.75

9.0

0.75 0.95 1.16 0.85

1.00 1.29 1.59 1.06

1.26 1.62 2.02 1.27

1.30 1.56 1.83 1.85

1.76 2.13 2.46 2.32

9.5

0.62 0.83 1.05 0.72

0.83 1.12 1.43 0.90

1.06 1.40 1.82 1.08

1.10 1.37 1.65 1.58

1.49 1.87 2.22 1.97

10.0

0.52 0.73 0.94 0.62

0.69 0.98 1.29 0.77

0.87 1.22 1.64 0.93

0.94 1.21 1.49 1.35

1.26 1.65 2.00 1.69

10.5

0.58 0.85 1.17 0.67

0.72 1.07 1.49 0.80

0.79 1.07 1.35 1.17

1.06 1.45 1.82 1.46

11.0

0.49 0.75 1.07 0.58

0.61 0.94 1.36 0.69

0.67 0.94 1.23 1.02

0.89 1.28 1.66 1.27

11.5

0.51 0.82 1.25 0.61

0.57 0.83 1.13 0.89

0.76 1.13 1.52 1.11

12.0

0.44 0.72 1.14 0.54

0.49 0.74 1.04 0.78

0.65 1.00 1.40 0.98

12.5 13.0 13.5 14.0 14.5 15.0 15.5 16.0 16.5 17.0 17.5 18.0 Note:

20

WS

(kN/m)

1. Use this table only for internal spans (excluding the first internal span) with laps at both ends. 2. Do not use this table for first internal span. Use purlin size and number of braces as end span. 3. Lap length to be the greater of 5% of the longer adjacent span or 300 mm each side of the support. 4. Tables assume one flange continuously restrained by roof or wall cladding

ultimate uniformly distributed load - INTERNAL SPAN HST 200/18

WLC

WS

WLC

(kN/m)

Span

HST 250/13

0B 1B 2B

HST 250/15 WS

WLC

(kN/m)

FR DEF 1B 2B 3B

HST 250/18 WLC

WS

(kN/m)

FR DEF 1B 2B 3B

WS

(kN/m)

FR DEF 1B 2B 3B

FR DEF

3.0

24.13

24.13 24.13

74.81

3.5

18.50

18.50 18.50

47.11

4.0

14.59

14.59 14.59

31.56 12.56

12.56

12.56

12.56 41.19

15.15

15.15

15.15

15.15

47.55

19.11 19.11

19.11

19.11

56.97

4.5

11.78

11.78 11.78

22.17 10.15

10.15

10.15

10.15 28.93

12.27

12.27

12.27

12.27

33.40

15.52 15.52

15.52

15.52

40.01

5.0

9.48

9.69

9.69

16.16

8.36

8.36

8.36

8.36

21.09

10.13

10.13

10.13

10.13

24.35

12.83 12.83

12.83

12.83

29.17

5.5

7.66

8.11

8.11

12.14

6.85

7.00

7.00

7.00

15.85

8.35

8.49

8.49

8.49

18.29

10.64 10.77

10.77

10.77

21.91

6.0

6.27

6.74

6.88

9.35

5.65

5.94

5.94

5.94

12.21

6.88

7.21

7.21

7.21

14.09

8.77

9.17

9.17

9.17

16.88

6.5

5.19

5.66

5.91

7.35

4.72

5.02

5.10

5.10

9.60

5.75

6.12

6.20

6.20

11.08

7.30

7.81

7.89

7.89

13.28

7.0

4.34

4.80

5.12

5.89

3.98

4.28

4.41

4.43

7.69

4.84

5.21

5.38

5.38

8.87

6.15

6.65

6.85

6.85

10.63

7.5

3.65

4.11

4.48

4.79

3.38

3.68

3.81

3.88

6.25

4.11

4.49

4.65

4.72

7.21

5.21

5.72

5.95

6.01

8.64

8.0

3.08

3.55

3.96

3.94

2.89

3.19

3.33

3.42

5.15

3.52

3.89

4.05

4.16

5.94

4.45

4.95

5.18

5.31

7.12

8.5

2.60

3.08

3.52

3.29

2.48

2.79

2.92

3.04

4.29

3.02

3.39

3.56

3.70

4.96

3.81

4.32

4.55

4.73

5.94

9.0

2.21

2.68

3.15

2.77

2.14

2.45

2.58

2.72

3.62

2.61

2.98

3.15

3.31

4.17

3.28

3.79

4.01

4.23

5.00

9.5

1.87

2.35

2.83

2.36

1.85

2.16

2.29

2.45

3.07

2.25

2.63

2.80

2.98

3.55

2.83

3.34

3.56

3.81

4.25

10.0

1.59

2.07

2.56

2.02

1.61

1.91

2.05

2.22

2.64

1.95

2.33

2.50

2.70

3.04

2.45

2.95

3.18

3.45

3.65

10.5

1.34

1.82

2.33

1.74

1.39

1.70

1.84

2.01

2.28

1.69

2.07

2.24

2.45

2.63

2.12

2.62

2.85

3.13

3.15

11.0

1.13

1.61

2.12

1.52

1.21

1.52

1.65

1.84

1.98

1.46

1.85

2.02

2.24

2.29

1.83

2.34

2.56

2.86

2.74

11.5

0.96

1.42

1.94

1.33

1.05

1.36

1.49

1.68

1.73

1.26

1.65

1.82

2.05

2.00

1.58

2.09

2.31

2.62

2.40

12.0

0.82

1.26

1.79

1.17

0.90

1.22

1.35

1.55

1.53

1.08

1.48

1.65

1.89

1.76

1.36

1.87

2.09

2.41

2.11

12.5

0.70

1.11

1.65

1.03

0.78

1.09

1.23

1.43

1.35

0.93

1.33

1.50

1.74

1.56

1.17

1.67

1.90

2.23

1.87

13.0

0.60

0.98

1.53

0.92

0.67

0.98

1.12

1.32

1.20

0.80

1.20

1.36

1.61

1.39

1.01

1.50

1.73

2.06

1.66

13.5

0.52

0.87

1.42

0.82

0.58

0.88

1.02

1.23

1.07

0.70

1.08

1.25

1.50

1.24

0.88

1.35

1.57

1.91

1.48

14.0

0.45

0.77

1.32

0.74

0.51

0.80

0.94

1.14

0.96

0.61

0.97

1.14

1.39

1.11

0.77

1.21

1.44

1.78

1.33

14.5

0.45

0.72

0.86

1.07

0.86

0.54

0.87

1.04

1.30

1.00

0.68

1.09

1.31

1.66

1.20

15.0

0.39

0.65

0.79

1.00

0.78

0.47

0.78

0.96

1.22

0.90

0.60

0.97

1.20

1.55

1.08

15.5

0.42

0.70

0.88

1.14

0.82

0.53

0.87

1.10

1.46

0.98

16.0

0.37

0.62

0.81

1.07

0.74

0.47

0.78

1.01

1.37

0.89

16.5

0.42

0.70

0.93

1.29

0.81

17.0

0.38

0.63

0.85

1.21

0.74

17.5 18.0 Note:


21

design capacity tables ultimate uniformly distributed load - INTERNAL SPAN HST 300/15

WLC

HST 300/18 WS

WLC

(kN/m)

Span 1B 2B 3B

HST 350/18 WS

WLC

(kN/m)

FR DEF 1B 2B 3B

HST 400/20 WLC

WS

(kN/m)

FR DEF 1B 2B 3B

WS

(kN/m)

FR DEF 1B 2B 3B

FR DEF

3.0 3.5 4.0 4.5 5.0

13.32

13.32

13.32 13.32

41.62 16.93

16.93

16.93

16.93 49.92

20.53

20.53

20.53

20.53

72.86

25.53 25.53

25.53

25.53 112.81

5.5

11.21

11.21

11.21 11.21

31.27 14.29

14.29

14.29

14.29 37.50

17.33

17.33

17.33

17.33

54.74

21.54 21.54

21.54

21.54

84.76

6.0

9.56

9.56

9.56

9.56

24.09 12.20

12.20

12.20

12.20 28.89

14.81

14.81

14.81

14.81

42.17

18.40 18.40

18.40

18.40

65.29

6.5

8.13

8.24

8.24

8.24

18.94 10.39

10.53

10.53

10.53 22.72

12.79

12.79

12.79

12.79

33.17

15.88 15.88

15.88

15.88

51.35

7.0

6.90

7.17

7.17

7.17

15.17

8.80

9.18

9.18

9.18

18.19

10.88

11.15

11.15

11.15

26.55

13.79 13.84

13.84

13.84

41.11

7.5

5.90

6.27

6.30

6.30

12.33

7.52

8.04

8.07

8.07

14.79

9.32

9.80

9.80

9.80

21.59

11.85 12.16

12.16

12.16

33.43

8.0

5.09

5.46

5.57

5.57

10.16

6.48

6.99

7.14

7.14

12.19

8.03

8.61

8.68

8.68

17.79

10.27 10.76

10.76

10.76

27.54

8.5

4.41

4.79

4.94

4.96

8.47

5.61

6.12

6.35

6.36

10.16

6.97

7.55

7.74

7.74

14.83

8.96

9.52

9.59

9.59

22.96

9.0

3.85

4.23

4.38

4.44

7.14

4.88

5.40

5.62

5.71

8.56

6.08

6.66

6.90

6.94

12.49

7.85

8.42

8.60

8.60

19.34

9.5

3.37

3.75

3.91

4.00

6.07

4.27

4.78

5.01

5.14

7.28

5.32

5.91

6.16

6.26

10.62

6.92

7.49

7.73

7.75

16.45

10.0

2.96

3.34

3.50

3.63

5.20

3.74

4.25

4.48

4.66

6.24

4.68

5.27

5.52

5.67

9.11

6.13

6.69

6.94

7.02

14.10

10.5

2.61

2.99

3.15

3.30

4.49

3.29

3.80

4.03

4.24

5.39

4.12

4.71

4.97

5.16

7.87

5.44

6.01

6.26

6.39

12.18

11.0

2.30

2.68

2.85

3.01

3.91

2.90

3.41

3.64

3.88

4.69

3.64

4.23

4.49

4.72

6.84

4.82

5.42

5.67

5.84

10.59

11.5

2.03

2.42

2.58

2.76

3.42

2.55

3.07

3.30

3.55

4.10

3.22

3.81

4.07

4.33

5.99

4.28

4.90

5.15

5.36

9.27

12.0

1.80

2.18

2.35

2.54

3.01

2.25

2.77

3.00

3.27

3.61

2.85

3.45

3.71

3.98

5.27

3.80

4.44

4.70

4.93

8.16

12.5

1.59

1.98

2.14

2.35

2.66

1.99

2.50

2.73

3.02

3.19

2.52

3.12

3.38

3.68

4.66

3.38

4.04

4.30

4.55

7.22

13.0

1.40

1.79

1.96

2.17

2.37

1.75

2.27

2.50

2.80

2.84

2.22

2.83

3.10

3.41

4.15

3.00

3.69

3.94

4.22

6.42

13.5

1.23

1.63

1.80

2.02

2.11

1.54

2.06

2.29

2.60

2.54

1.96

2.58

2.84

3.16

3.70

2.67

3.37

3.62

3.92

5.73

14.0

1.08

1.48

1.65

1.88

1.90

1.36

1.87

2.10

2.42

2.27

1.72

2.35

2.61

2.95

3.32

2.37

3.09

3.34

3.65

5.14

14.5

0.95

1.35

1.52

1.75

1.71

1.19

1.70

1.93

2.26

2.05

1.51

2.14

2.40

2.75

2.99

2.11

2.82

3.09

3.40

4.63

15.0

0.84

1.23

1.40

1.64

1.54

1.05

1.55

1.78

2.11

1.85

1.33

1.95

2.22

2.57

2.70

1.86

2.59

2.86

3.18

4.18

15.5

0.74

1.13

1.30

1.54

1.40

0.93

1.41

1.64

1.98

1.68

1.18

1.78

2.05

2.41

2.45

1.65

2.37

2.65

2.99

3.79

16.0

0.66

1.03

1.20

1.44

1.27

0.83

1.29

1.52

1.86

1.52

1.05

1.63

1.90

2.27

2.22

1.46

2.17

2.46

2.80

3.44

16.5

0.59

0.94

1.11

1.36

1.16

0.74

1.18

1.41

1.75

1.39

0.93

1.49

1.76

2.13

2.03

1.30

1.99

2.29

2.64

3.14

17.0

0.52

0.86

1.03

1.28

1.06

0.66

1.07

1.30

1.65

1.27

0.84

1.36

1.63

2.01

1.85

1.17

1.82

2.13

2.49

2.87

17.5

0.47

0.78

0.96

1.21

0.97

0.59

0.98

1.21

1.56

1.16

0.75

1.24

1.51

1.90

1.70

1.05

1.67

1.99

2.35

2.63

18.0

0.42

0.71

0.89

1.14

0.89

0.54

0.89

1.12

1.47

1.07

0.68

1.13

1.41

1.80

1.56

0.94

1.53

1.85

2.22

2.42

Note:

22


Design Example The following design examples are based on loads calculated in limit state format, in accordance with AS/ NZS 1170:2002

Check wind load at deflection limit of L/150. From charts for HST 250/13, lapped internal span WS = 2.64 kN/m > WS-I* HST 250/13 OK

Lapped purlin Example - Roof

Check dead load at deflection limit of L/300. WS = 0.5 x 2.64 = 1.32 kN/m > WS-I* HST 250/13 OK

The example below considers a purlin in a 6-bay portal frame building, with lightweight metal cladding. Limit State Loads Dead Load Live Load Ultimate Wind Load End Bay (WU-E) Ultimate Wind Load End Bay (WU-E) Ultimate Wind Load Intl Bay (WU-I) Ultimate Wind Load Intl Bay (WU-I) Serviceability Wind (WS-E) Serviceability Wind (WS-E) Serviceability Wind (WS-I) Serviceability Wind (WS-I)

G Q pz pz pz pz pz pz pz pz

= = = = = = = = = =

0.15 kPa 0.25 kPa 0.91 kPa 0.44 kPa 0.69 kPa 0.44 kPa 0.59 kPa 0.29 kPa 0.45 kPa 0.29 kPa

b) Check Ultimate Limit State using WLC values in Design Capacity Tables. i) End Span Ultimate Load Combinations 1.35G = 1.35 x 0.15 = 0.20 kPa 1.2G + 1.5Q = 1.2 x 0.15 + 1.5 x 0.25 = 0.56 kPa 1.2G + WU-E = 1.2 x 0.15 + 0.44 = 0.62 kPa 0.9G + WU-E = 0.9 x 0.15 - 0.91 = -0.78 kPa

As the flange in compression varies along the span from top to bottom, the fully restrained case (FR) is not applicable, and hence no distinction is made between upward and downward loading. Therefore calculating the maximum distributed load.

WL-E*

Considering the purlin with two braces:

WLC(2B)

Use HST 250/18 at 2.4 m spacing, with 2 braces for the end span and the first internal spans (those adjacent to the end span).

ii) Central Internal Spans Ultimate Load Combinations 1.35G = 1.35 x 0.15 1.2G + 1.5Q = 1.2 x 0.15 + 1.5 x 0.25 1.2G + WU-I = 1.2 x 0.15 + 0.44 0.9G + WU-I = 0.9 x 0.15 - 0.69

Calculating the maximum distributed load:

WL-I*

Considering the purlin with one brace:

WLC(1B)

Use HST 250/13 at 2.4 m spacing, with 1 brace for the central internal spans.

Geometry Span Purlin Spacing

L S

= =

10.0 m 2.4 m

a) Check Serviceability Limit State (deflection) using WS values in Design Capacity Tables. i) End Span Serviceability Load Combinations G + ψlQ = 0.15 + 0 x 0.25 = 0.15 kPa WS-E = -0.59 kPa WS-E = 0.29 kPa Calculate the maximum distributed loads WS-E* (dead) = 2.4 x 0.15 = 0.36 kN/m WS-E* (wind) = 2.4 x 0.59 = 1.42 kN/m Check wind load at deflection limit of L/150. From charts for HST 250/18, lapped end span WS = 1.62 kN/m > WS-E* HST 250/18 OK Check dead load at deflection limit of L/300 WS = 0.5 x 1.62 = 0.81 kN/m > WS-E* HST 250/18 OK

ii) Central Internal Spans Serviceability Load Combinations G + ψlQ = 0.15 + 0 x 0.25 = 0.15 kPa WS-I = -0.45 kPa WS-I = 0.29 kPa

Calculate the maximum distributed loads WS-I* (dead) = 2.4 x 0.15 = 0.36 kN/m WS-I* (wind) = 2.4 x 0.59 = 1.42 kN/m

=

2.4 x -0.78

=

HST 250/18 OK

= 2.64 kN/m > WL-E*

=

2.4 x 0.62

= 1.61 kN/m > WL-I*

-1.87 kN/m

=

= = = =

0.20 kPa 0.56 kPa 0.62 kPa -0.56 kPa

-1.49 kN/m

HST 250/13 OK

Note If simply supported purlins had been used, the end spans would have been HST 300/18 (2 braces) and the internal spans would have been HST 300/15 (2 braces).

23

HST tophats introduction

A Great NEW Product Steel & Tube HST Tophat sections are an economical, lightweight, versatile and easy to use product for roof purlins, wall girts, floor joists, and hundreds of other applications such as fencing, carports, racking etc. Generally, for spans from 3m to 7m, HST Tophat purlins will provide an economical alternative to timber and Cee section purlins. Tophat purlins are easy to use, being fastened directly to their supports, results in a saving on cleats. The symmetrical section means no braces or nogs are required to prevent twisting and the profile is easily lapped for optimal performance.

Durability HST Tophat purlins are manufactured from hot dipped galvanised steel with a coating weight of 275gram/sqm, in line with other common lightweight steel structural building products. This gives good protection in most exposed internal environments, for and external use in moderate marine environments. Where used in a lined exterior dwelling a thermal break should be provided between the Tophat and the cladding to avoid thermal bridging. Where sections are exposed to salt spray but not rain washing, maintenance is required to remove any build up of salt deposits on the surface. Run off from, or contact with, materials which are incompatible with zinc should be avoided.

Handling and Storage HST Tophat sections must be kept dry during storage as water present between close stacked sections will cause premature corrosion. If they become wet they should be separated and stacked openly to allow for ventilation to dry the surface.

Lengths HST Tophat sections are available in long run lengths up to 12 metres, depending on the available transport and handling facilities. Stock lengths may be available from your local stockist.

Cutting Cutting is preferably done by shear or hacksaw. When using abrasive disc blades care must be taken to ensure the swarf produced does not affect other materials and the burred edge should be cleaned off at the completion of cutting.

24

Minimum lap (between fasteners) = 15% of TopHat span

HST tophats

Design capacity tables

hst tophat sectional properties

Tophat Section Thickness Area Mass per Second Moment Centre of Section Modulus Radius of Shear Torsion Warping Mono unit Area (Full) Gravity (Full) Gyration Centre Constant Constant Symmetry Length Constant

t(BMT) mm2

lx

ly

kg/m 106mm4 106mm4

yc

zx

zy

ry

mm

mm

ye J

60 HST Tophat 0.75 BMT

0.75 150 1.18

0.078

0.119 31.7 2.45 2.20 22.8 28.1 44.2 28.2 16.05 110


0.95 190 1.50

0.098

0.151 31.7 3.09 2.78 22.8 28.1 44.2 57.3 20.33 110


0.75 248 1.93

0.338

0.439 55.2


0.95 314 2.45

0.428

0.556 55.2 7.75

6.83 37.0 42.2

67.4


0.75 278 2.17

0.527

0.519

65.6

6.13 43.7 43.3

82.3 52.1 363.31 184


0.95 352 2.75

0.667

0.657

65.6 10.16 7.76 43.6 43.3

82.3 105.9 460.20 184


0.95 410 3.21 1.16

0.878

81.1 14.30

8.03

mm4 109mm6

ßx

mm

6.3 5.39 37.1 42.2

mm

lw

150 HST Tophat 1.15 BMT 1.15 497 3.88 1.40 1.06

mm 103mm3 103mm3

rx

mm

67.4 46.5 238.61 158 94.5 302.24 158

9.60 53.3 46.3 103.9 123.5 758.37 225

81.1 17.30 11.62 53.2 46.3 103.9 219.1

918.02 225

typical hst tophat purlin spans (mm)

Purlin

Region 1 Region 2

Spacings Urban Rural Secondary Use Urban Rural Secondary Use

(mm) Simple Lapped Simple Lapped Simple Lapped Simple Lapped Simple Lapped Simple Lapped

60 HST Tophat 0.75 BMT 1200 2200 2800 2000 2600 2600 3200 2100 2700 1900 2500 2500 3200 1800 1800 2400 1700 2300 2100 2700 1800 2300 1700 2200 1900 2500 60 HST Tophat 0.95 BMT 1200 2300 3000 2200 2900 2700 3600 2300 3100 2100 2700 2700 3600 1800 2000 2700 1900 2500 2400 3100 2000 2600 1800 2400 2300 2900 100 HST Tophat 0.75 BMT 1200 3600 4600 3200 4200 3600 5400 3400 4400 3000 4000 3400 4800 1800 3200 4000 3000 3700 3800 4600 3000 3800 2800 3600 3600 4000 100 HST Tophat 0.95 BMT 1200 4000 5000 3700 4700 4300 5400 3800 4800 3600 4500 4000 5800 1800 3500 4400 3200 4100 3600 5000 3400 4200 2900 4000 3400 4800 6000 4200 5200 3900 4800 4900 5800 120 HST Tophat 0.75 BMT 1200 4300 5400 4000 5000 5100 1800 3400 4800 3000 4400 3400 5300 3200 4500 2800 4200 3200 4900 120 HST Tophat 0.95 BMT 1200 4800 6000 4400 5600 5100 6300 4600 5600 4200 5400 4800 6200 1800 4200 5200 3800 4900 5000 5800 4000 5000 3700 4600 4400 5600 6600 5600 150 HST Tophat 0.95 BMT 1200 5600 70000 5000 1800 4600 6200 4100 5800 4600

8000 5200 6800 4200

6800 4800 6400 5200 7800 6000 3900 5500 4200 6600

8000 5800 7400 5200 6900 6200 150 HST Tophat 1.15 BMT 1200 5100 7700 5700 7200 7000 1800 5000 6800 4800 6300 5000 7800 5000 6500 4600 5500 5000

PERFORMANCE The Typical Spans are designed to give information for preliminary design and costings and are based on the factors noted. Full design Load Tables are available for specific design and Building Consent purposes.

8000 6800

REGION 1 - Auckland, Central North Island, South Island (except Marlborough & Southland). REGION 2 - Northland, Wellington, Marlborough, Southland. URBAN - Any Built up area with numerous houses/buildings 3 to 5 metres high (Terrain Category 3). RURAL - Areas with scattered obstructions, hedges, trees, buildings etc. (Terrain Category 2 1/2). SECONDARY USE - Buildings of low importance (secondary nature) where higher roof deflections are acceptable. In areas with scattered obstructions, hedges, trees, buildings etc. (Terrain Category 2 1/2). SNOW - These tables do not apply for elevations in excess of 300 metres or for Canterbury/Otago/Southland above 50 metres. In these areas “Snow Loads” should be considered by a qualified engineer. FASTENERS - Use 14 gauge tek screws typical. Use 2 screws at simple ends and 4 screws at lapped supports typically, except: • for fittings to cold rolled purlins with thickness less than 2.5mm BMT, use at simple ends use 2 screws, except use 4 screws for 150 Tophats. • at lapped supports use 4 screws for 60 Tophats, 6 screws for 100 Tophats, 8 screws for 120 & 150 Tophats. OR Use strap detail. LAP - Minimum lap between fixing is 15% of Tophat span.

25

HST tophats


uniformly distributed Load - single span

60 x 0.75

Fixings Inward Outward Defl

60 x 0.95 100 x 0.75 100 x 0.95 120 x 0.75 Inward Outward Defl Inward Outward Defl Inward Outward Defl Inward Outward Defl

G300 2/12 g 2/12 g 2/12 g 2/12 g 2/14 g G450 2/12 g / 1.2 mm 2/12 g / 1.2 mm 2/12 g / 1.5 mm 2/12 g / 1.5 mm 2/14 g / 1.5 mm Span 2.0 2.30 1.56 0.88 3.08 2.11 1.16 4.54 3.10 3.90 2.2 1.90 1.29 0.66 2.55 1.75 0.87 3.76 2.66 2.93 2.4 1.60 1.08 0.51 2.14 1.47 0.67 3.16 2.24 2.26 4.72 2.58 3.08 2.6 1.36 0.92 0.40 1.83 1.25 0.53 2.69 1.91 1.78 4.02 2.38 2.42 2.8 1.18 0.80 0.32 1.57 1.08 0.42 2.32 1.64 1.42 3.47 2.21 1.94 3.0 1.37 0.94 0.34 2.02 1.43 1.16 3.02 2.00 1.58 3.2 1.20 0.83 0.28 1.78 1.26 0.95 2.66 1.76 1.30 3.4 1.07 0.73 0.24 1.57 1.11 0.79 2.35 1.56 1.08 3.6 0.95 0.65 0.20 1.40 0.99 0.67 2.10 1.39 0.91 3.8 1.26 0.89 0.57 1.88 1.25 0.78 4.0 1.14 0.81 0.49 1.70 1.13 0.67 4.2 1.03 0.73 0.42 1.54 1.02 0.58 4.4 0.94 0.67 0.37 1.40 0.93 0.50 4.6 0.86 0.61 0.32 1.28 0.85 0.44 4.8 0.79 0.56 0.28 1.18 0.78 0.39 5.0 0.73 0.52 0.25 1.09 0.72 0.34 5.2 1.01 0.67 0.30 5.4 0.93 0.62 0.27 5.6 0.87 0.57 0.24 5.8 6.0 6.2 6.4 6.6 6.8 7.0 7.2 7.4 7.6 7.8 8.0 8.2 8.4 8.6 8.8 9.0

Notes: 1. Material 2. Loads 3.

Fasteners

4.

Bracing

HST Tophats are rolled from galvanised high strength steel strip Grade 500 (with Zinc Weight 275 gm/m2). The loads are ‘Limit-State’ loads to ‘NZS4203-1992’. Defl are serviceability loads, based on defection equal to span/150. Outward loads must be adjusted if alternative screw fixings or support member thicknesses are used. G300 option - 2.12g indicates 2 off 12 gauge tek screws and assumes a support member minimum thickness of 3 millimetres for Grade 300 steel or a minimum embedment of 37mm into timber with T17 screws. G450 option - 2/14g1.5mm indicates the number and gauge of fixings to cold rolled (g450/500) steel and the thickness of the support member. Outward loads shall be adjusted to a lower value if less screws or thinner support members are used. Battens screwed transversely along the underside the purlins will enhance the performance of the tophat purlins and are recommended where supports/restraints are further apart than 30x the tophat depth.

2.67 2.27 1.96 1.71 1.50 1.33 1.19 1.06 0.96 0.87 0.79 0.73 0.67 0.61 0.57 0.53 0.49 0.46

32

Centroid 65 108 HST 60 TOPHAT

26

3.82 3.26 2.81 2.45 2.15 1.90 1.70 1.52 1.38 1.25 1.14 1.04 0.96 0.88 0.81 0.75 0.70 0.65

60

3.34 2.62 2.10 1.71 1.41 1.17 0.99 0.84 0.72 0.62 0.54 0.47 0.42 0.37 0.33 0.29 0.26 0.24

uniformly distributed Load - single span

120 x 0.95 150 x 0.95 150 x 1.15 150 x 1.55

Fixings

Inward Outward Defl

Inward Outward Defl Inward Outward Defl Inward Outward Defl

G300 2/14 g 2/14 g 2/14 g 2/12 g G450 2/14 g / 1.5 mm 2/14 g / 1.5 mm 2/14 g / 1.5 mm 4/14 g / 1.5 mm Span 2.0 2.2 2.4 2.6 4.85 3.43 3.73 2.8 4.18 2.96 2.99 3.0 3.64 2.58 2.43 3.2 3.20 2.26 2.00 3.4 2.84 2.01 1.67 3.6 2.53 1.79 1.41 3.18 2.20 2.26 3.8 2.27 1.61 1.19 2.85 1.97 1.93 3.94 2.42 2.56 4.0 2.05 1.45 1.02 2.57 1.78 1.65 3.56 2.30 2.19 4.2 1.86 1.31 0.88 2.33 1.62 1.43 3.23 2.19 1.90 4.4 1.69 1.20 0.77 2.13 1.47 1.24 2.94 2.09 1.65 4.6 1.55 1.10 0.67 1.95 1.35 1.09 2.69 1.91 1.44 4.8 1.42 1.01 0.59 1.79 1.24 0.96 2.47 1.75 1.27 5.0 1.31 0.93 0.52 1.65 1.14 0.85 2.28 1.62 1.12 5.2 1.21 0.86 0.47 1.52 1.05 0.75 2.11 1.50 1.00 5.4 1.12 0.79 0.42 1.41 0.98 0.67 1.95 1.39 0.89 5.6 1.05 0.74 0.37 1.31 0.91 0.60 1.82 1.29 0.80 5.8 0.97 0.69 0.34 1.22 0.85 0.54 1.69 1.20 0.72 6.0 0.91 0.64 0.30 1.14 0.79 0.49 1.58 1.12 0.65 6.2 0.85 0.60 0.28 1.07 0.74 0.44 1.48 1.05 0.59 6.4 0.80 0.57 0.25 1.00 0.70 0.40 1.39 0.99 0.54 6.6 0.94 0.65 0.37 1.31 0.93 0.49 6.8 0.89 0.62 0.34 1.23 0.87 0.45 7.0 0.84 0.58 0.31 1.16 0.83 0.41 7.2 0.79 0.55 0.28 1.10 0.78 0.38 7.4 0.75 0.52 0.26 1.04 0.74 0.35 7.6 0.71 0.49 0.24 0.99 0.70 0.32 7.8 0.94 0.66 0.30 8.0 0.89 0.63 0.27 8.2 8.4 8.6 8.8 9.0

5.78 5.24 4.78 4.37 4.02 3.70 3.42 3.17 2.95 2.75 2.57 2.41 2.26 2.12 2.00 1.89 1.78 1.69 1.60 1.52 1.45 1.38 1.31 1.25

3.55 3.22 2.93 2.68 2.46 2.27 2.10 1.95 1.81 1.69 1.58 1.48 1.39 1.30 1.23 1.16 1.09 1.04 0.98 0.93 0.89 0.84 0.80 0.77

3.01 2.60 2.26 1.98 1.74 1.54 1.37 1.22 1.10 0.99 0.89 0.81 0.74 0.67 0.61 0.56 0.52 0.48 0.44 0.41 0.38 0.35 0.33 0.30

43

(T

YP

2

R3

)

3 45°

(T

Centroid

YP

45

R3

100

5

)

10

91 163 HST 100 TOPHAT

27

HST tophats


uniformly distributed Load - lapped spans

60 x 0.75

Fixings Inward Outward Defl

60 x 0.95 100 x 0.75 100 x 0.95 120 x 0.75 Inward Outward Defl Inward Outward Defl Inward Outward Defl Inward Outward Defl

G300 2/12 g 2/12 g 4/12 g 4/12 g 4/14 g G450 4/12 g / 1.2 mm 4/12 g / 1.2 mm 4/12 g / 1.5 mm 6/12 g / 1.5 mm 6/14 g / 1.5 mm Span

2.0 3.37 2.40 1.89 4.58 2.48 2.46 7.38 3.36 8.27 2.2 2.69 2.10 1.42 3.65 2.25 1.85 6.10 3.05 8.22 2.4 2.16 1.76 1.09 2.94 2.07 1.43 5.13 2.80 4.79 7.67 4.20 6.43 2.6 1.76 1.50 0.86 2.39 1.91 1.12 4.37 2.58 3.77 6.54 3.88 5.06 2.8 1.44 1.29 0.69 1.96 1.75 0.90 3.77 2.40 3.02 5.64 3.60 4.05 3.0 1.19 1.13 0.56 1.61 1.53 0.73 3.28 2.24 2.45 4.91 3.36 3.29 3.2 1.05 0.99 0.46 1.42 1.34 0.60 2.88 2.10 2.02 4.31 3.15 2.71 3.4 0.93 0.88 0.38 1.26 1.19 0.50 2.56 1.98 1.68 3.82 2.96 2.26 3.6 0.83 0.78 0.32 1.12 1.06 0.42 2.28 1.87 1.42 3.41 2.80 1.9 3.8 1.01 0.95 0.36 2.05 1.77 1.21 3.06 2.65 1.62 4.0 0.91 0.86 0.31 1.85 1.68 1.03 2.76 2.52 1.39 4.2 1.67 1.60 0.89 2.50 2.40 1.20 4.4 1.53 1.53 0.78 2.28 2.27 1.04 4.6 1.40 1.46 0.68 2.09 2.07 0.91 4.8 1.28 1.36 0.60 1.92 1.90 0.80 5.0 1.18 1.25 0.53 1.77 1.76 0.71 5.2 1.09 1.16 0.47 1.63 1.62 0.63 5.4 1.01 1.07 0.42 1.52 1.50 0.56 5.6 0.94 1.00 0.38 1.41 1.40 0.51 5.8 0.88 0.93 0.34 1.31 1.30 0.46 6.0 0.82 0.87 0.31 1.23 1.22 0.41 6.2 1.15 1.14 0.37 6.4 1.08 1.07 0.34 6.6 1.01 1.01 0.31 6.8 0.96 0.95 0.28 7.0 7.2 7.4 7.6 7.8 8.0 8.2 8.4 8.6 8.8 9.0

5.14 4.74 4.41 3.97 3.49 3.09 2.76 2.48 2.24 2.03 1.85 1.69 1.55 1.43 1.32 1.23 1.14 1.06 0.99 0.93 0.87 0.82 0.77 0.73 0.69

4.60 4.25 3.94 3.68 3.45 3.24 2.89 2.59 2.34 2.12 1.93 1.77 1.63 1.50 1.39 1.28 1.19 1.11 1.04 0.97 0.91 0.86 0.81 0.76 0.72

7.26 5.71 4.57 3.72 3.06 2.55 2.15 1.83 1.57 1.36 1.18 1.03 0.91 0.80 0.71 0.64 0.57 0.51 0.46 0.42 0.38 0.35 0.32 0.29 0.27

Fasteners

4.

Lapping

4.

28

Bracing

YP

)

5 3

(T

120

3.

R3

Centroid 65

2. Loads

HST Tophats are rolled from galvanised high strength steel strip Grade 500 (with Zinc Weight 275 gm/m2). The loads are ‘Limit-State’ loads to ‘NZS4203-1992’. Defl are serviceability loads, based on defection equal to span/150. Outward loads must be adjusted if alternative screw fixings or support member thicknesses are used. G300 option - 2.12g indicates 2 off 12 gauge tek screws and assumes a support member minimum thickness of 3 millimetres for Grade 300 steel or a minimum embedment of 37mm into timber with T17 screws. G450 option - 2/14g1.5mm indicates the number and gauge of fixings to cold rolled (g450/500) steel and the thickness of the support member. Outward loads shall be adjusted to a lower value if less screws or thinner support members are used. Laps shall be a minimum of 15% of the span between supports, measured between the lap screws. Provide 2 screws at lap ends for 60/100 tophats and 4 screws for 120/150 tophats. Battens screwed transversely along the underside the purlins will enhance the performance of the tophat purlins and are recommended where supports/restraints are further apart than 30x the tophat depth.

R3

(T

YP

)

10

Notes: 1. Material

2

43

98 170 HST 120 TOPHAT

uniformly distributed Load - lapped spans

120 x 0.95 150 x 0.95 150 x 1.15 150 x 1.55

Fixings

Inward Outward Defl

G300 G450

Inward Outward Defl Inward Outward Defl Inward Outward Outward Defl

414 g 4/14 g 6/14 g / 1.5 mm 6/14 g / 1.5 mm

6/14 g 6/12 g 8/14 g / 1.5 mm 8/14 g / 1.5 mm

Span 2.0 2.2 2.4 2.6 2.8 3.0 5.92 3.68 5.08 3.2 5.20 3.45 4.19 3.4 4.61 3.25 3.49 3.6 4.11 3.07 2.94 5.16 3.07 4.90 3.8 3.69 2.91 2.50 4.63 2.91 4.17 4.0 3.33 2.76 2.15 4.18 2.76 3.58 4.2 3.02 2.63 1.85 3.79 2.63 3.09 4.4 2.75 2.51 1.61 3.46 2.51 2.69 4.6 2.52 2.40 1.41 3.16 2.40 2.35 4.8 2.31 2.300 1.24 2.90 2.30 2.07 5.0 2.13 2.21 1.10 2.68 2.21 1.83 5.2 1.97 2.08 0.98 2.47 2.12 1.63 5.4 1.83 1.93 0.87 2.29 2.04 1.45 5.6 1.70 1.80 0.78 2.13 1.97 1.30 5.8 1.58 1.67 0.70 1.99 1.90 1.17 6.0 1.48 1.56 0.64 1.86 1.84 1.06 6.2 1.39 1.47 0.58 1.74 1.78 0.96 6.4 1.30 1.38 0.52 1.63 1.70 0.87 6.6 1.22 1.29 0.48 1.54 1.59 0.80 6.8 1.15 1.22 0.44 1.45 1.50 0.73 7.0 1.09 1.15 0.40 1.37 1.42 0.67 7.2 1.03 1.09 0.37 1.29 1.34 0.61 7.4 0.97 1.03 0.34 1.22 1.27 0.56 7.6 0.92 0.98 0.31 1.16 1.20 0.52 7.8 0.88 0.93 0.29 1.10 1.14 0.48 8.0 0.83 0.88 0.27 1.05 1.09 0.45 8.2 0.99 1.03 0.42 8.4 0.95 0.98 0.39 8.6 0.90 0.94 0.36 8.8 9.0

6.41 5.78 5.25 4.78 4.37 4.02 3.70 3.42 3.17 2.95 2.75 2.57 2.41 2.26 2.12 2.00 1.89 1.79 1.69 1.60 1.52 1.45 1.38 1.31 1.25 1.20 1.14

3.87 3.68 3.50 3.35 3.20 3.07 2.94 2.83 2.73 2.63 2.54 2.45 2.37 2.30 2.23 2.12 2.00 1.89 1.79 1.69 1.61 1.53 1.46 1.39 1.32 1.25 1.21

5.35 4.58 3.96 3.44 3.01 2.65 2.35 2.09 1.86 1.67 1.50 1.36 1.23 1.12 1.02 0.93 0.86 0.79 0.72 0.67 0.62 0.57 0.53 0.49 0.46 0.43 0.40

9.40 8.52 7.77 7.10 6.52 6.01 5.56 5.16 4.67 4.35 4.06 3.81 3.57 3.36 3.16 2.99 2.82 2.67 2.53 2.41 2.29 2.18 2.07 1.98 1.89 1.81

4.80 4.57 4.36 4.17 4.00 3.84 3.69 3.56 3.43 3.31 3.20 3.10 3.00 2.91 2.82 2.74 2.67 2.53 2.40 2.27 2.16 2.06 1.96 1.87 1.79 1.71

3.68 3.50 3.35 3.20 3.07 2.94 2.83 2.73 2.63 2.54 2.45 2.37 2.30 2.23 2.16 2.10 2.04 1.99 1.94 1.89 1.84 1.80 1.75 1.71 1.67 1.64

6.24 5.39 4.69 4.11 3.61 3.20 2.84 2.54 2.28 2.05 1.85 1.68 1.52 1.39 1.27 1.17 1.07 0.99 0.91 0.84 0.78 0.72 0.67 0.63 0.59 0.55

R3

(T

2

43

YP

)

100

150

3

5

Centroid

R3

(T

YP

)

10

HST 150 TOPHAT

110 183

29

roof selector

worked Example - single span purlins Terrain Categories

Exposed Open

2

Rural Sheltered Rural Urban

W IN D

City

LO W

Auckland / South Island Southern North Island Wellington / Far South Northland

W IN

9

ED IU

M

9 7

7

M

3500

Central North Island

D

Internal 4000

Wind Regions

1

Maximum Cladding Span

ND

8 2500

G

HI

3

3000

4 6

W

IND

7

Whangarei

Multispan 0.55 (High Rib) ST900 0.55 (Medium Rib)

Auckland

Auckland

V

Huntly Hamilton

6

2 3

5

1

1

2

1000 900

1

8

4

3

2

3

ST900 0.40 (Medium Rib) 4 Plumbdek / Trimline / Trimform 0.55 (Low Rib) Multispan 0.40 (High Rib)

Plumbdek / Trimline / Trimform 0.40 (Low Rib)

Custom ORB 0.55

Kaikoura Hanmer Springs Culverden

Cromwell Alexandra

6

Dunedin

Far South

13000

HST

11000

20

(3

40

pu

Example for Single Span Purlins

br i)

The following example determines a proposed roofing option for a building near Hamilton on open farmland with little shelter from trees or other buildings. The building is 7.5 metres high to the apex and it is intended to use portal frames with 9 metre bays. The example assume slow profile cladding (eg. Trimline). Options for different cladding types or purlin spacings may be determined in the same manner.

0

10000 0/2

Maximum Purlin Span

7

0

350

/18

8000

300

/18

300

7000

6000

5000

/15

250

/18 /15 200 /18 200 /15

250

200

/12

4000

150/1

5

150/

12

3000

2000

1000

100/19 100/15 100/10

hat top lins Pur 150 x 1

.95

150 x 1.1

5 150 x 0 .95 120 x 0.9 5

100 x 0.9 5 100 x 0.75

60 x 0.95 60 x 0.75

Method: Wind Zone Selector 1. Select Region eg. Central North Island 2. Select the type of Terrain • Exposed Open – terrain with few or no obstructions. • Rural – open terrain with few scattered obstructions such as grassland, airfields, riverflats, lakes or sea. • Sheltered Rural – areas with some sheltering from trees and adjacent buildings. • Urban – industrial and residential suburbs with numerous closely spaced obstructions the size of domestic houses. • City – terrain with numerous large, high (10m to 30m high) and closely spaced obstructions such as large city centres and well developed industrial complexes. 3. Trace a line from this intersection point equidistant between the Wind Zone lines down to the Cladding Selector Cladding Selector 4. Select Cladding Type eg. 0.4BMT Trimline 5. The maximum purlin spacing for this sheeting is 1600mm. Note purlin spacings at sheet ends should be reduced by 20% eg. 1280mm. 6. Trace a line down from this intersection to the Purlin Selector. Purlin Selector 7. Select Support Rafter Spacings eg. 9 metres. 8. The intersection of lines indicates that the purlins should be 300/18HST purlins with one row of bridging. Solution: Use 0.4BMT Trimline on 300/18HST purlins at 1.6m centres. With 1 row of bridging; And 1.28m max. spacings at sheet ends. Refer to the Roof Selector sheets for general notes.

30

Consult Engineer

The following roof selector graphs are intended to provide preliminary sizing information and are not intended to be used for final building design or ‘Building Consent’ purposes.

0/2

40

Specific Design Required

Invercargill

ns rli

0/

9000

Christchurch Methven Timaru

Twizel Milford Sound

40

Southern NI

Wellington

Hokitika Haast

14000

Central NI

Gisborne Taupo Napier Waipawa Waipukurau Palmerston North Upper Hutt Wellington

South Island

15000

Morrinsville Tauranga Rotorua

New Plymouth Ohakune Waiouru Wanganui

Nelson Blenheim Westport

Custom ORB 0.40

12000

Northland

Kaitaia

9

IGH YH ER

2000

1500

I HW

roof selector single span purlins Terrain Categories

Exposed Open Rural Sheltered Rural Urban City

W IN D

Wind Regions D


W IN

9

ED IU

M

9 7

7

M

3500

Central North Island

LO W

Internal 4000


ND

G

HI

3000

I HW

8 2500

IGH YH ER

4 6

2 3 1

1000 900

W

Whangarei


7

3

2 1

3 2

1


Auckland

Auckland

Huntly Hamilton

6

8 1500

9

IND

V

2000

Northland

Kaitaia



Custom ORB 0.55

Central NI


Southern NI

Palmerston North Upper Hutt Wellington

South Island

Wellington

Hokitika

Custom ORB 0.40


Haast

15000

Gisborne Taupo Napier Waipawa Waipukurau



Twizel Milford Sound Cromwell Alexandra

14000

Consult Engineer

Dunedin

Far South

13000

40

HST

0/

11000

Invercargill

ns rli

12000 20

(3

40

pu

br i)

0/2

0

10000 40

0/2

Maximum Purlin Span

9000

0

350

/18

8000

300

/18

300

7000

6000

5000

/15

250

/18 /15 200 /18 200 /15

250

200

/12

4000

150/1

5

150/

12

3000

2000

1000

100/19 100/15 100/10

Specific Design Required

hat top lins Pur 150 x 1

.95

150 x 1.1

5 150 x 0 .95 120 x 0.9 5

100 x 0.9 5 100 x 0.75

60 x 0.95 60 x 0.75

Notes 1. This purlin selector chart is designed to be a quick reference guide only. Full design load tables are available for design and Building Consent purposes. 2. HST purlins require 1 row of bracing typical except provide 2 rows where shaded. Laps shall be a minimum of 10% of purlin span. 3. Reduce purlin spacings by 20% at sheet ends. 4. Refer to Steel & Tube product data sheets for installation information and max cladding end spans. For high wind and greater 0.4 BMT cladding shall be fixed at every rib throughout. 5. Roof traffic shall be along purlin lines and in sheeting pans. Purlin spans should be reduced where heavy roof traffic is expected, refer to Steel & Tube or use 0.55 BMT material at 0.4 BMT nominated spans. 6. Snow loads - consult a qualified design engineer for buildings situated above the following elevations: - Central and Lower North Island above 600 metres. - West Coast and Marlborough above 450 metres. - Canterbury above 200 metres. - Otago and Southland above 300 metres. 7. Habitable buildings, ceilings or sprinkers - consult a qualified design engineer for the consideration of the additional loads. 8. This design chart is based on NZS4203:1992 wind loads with: - Maximum apex height = 7.5 metres - Eaves height / Building width < 0.6 - Even distribution of openings Cpi = + 0.3 (no dominant openings) - A local pressure allowance has been included over half purlin length 9. Tophat spans may be limited by fixings. This chart assumes the following fixings at each internal support: TopHat Timber & Hot Cold Formed Rolled Steel Steel (t>1.5)

60

2 x 12 g

2 x 12 g

100

2 x 14 g

2 x 14 g

120 / 150

2 x 14 g

4 x 14 g

For all other cases and if the requried fixings can not be achieved consult a qualified design engineer for alternative strap hold down.

31

roof selector

Continuous span purlins Terrain Categories

Exposed Open Rural Sheltered Rural Urban City

W IN D

Wind Regions Central North Island

LO W


9

ED IU

M

9 7

7

M

4000

W IN

D

Internal

ND


3500

G

HI

8

3000

IGH YH ER

4 6

1500

8 1

3

2 1

3 2

1 1000 900

9

IND

W

7

Whangarei


Auckland

Auckland

Huntly Hamilton

6

2 3

Northland

Kaitaia

V

2500

2000

I HW



Custom ORB 0.55

Southern NI

Palmerston North Upper Hutt Wellington

South Island

Wellington

Hokitika


Haast


Twizel Milford Sound

16000

Cromwell Alexandra

Far South

HST 13000

Maximum Purlin Span

12000

40

0/

40

0/2

11000

400

10000

350

9000

Invercargill

ns

14000

0

20

(3

li pur

br i)

/20

/18

300

/18

30

0/1

8000

7000

6000

5000

5

250

/18

250 /15 200 /18 200 /15

200

/12 150/ 1

5

150/

12

4000

hat top lins Pur 150 x 1 .55 150 x 1 .15 150 x 0.95 120 x 0.9 5

100 x 0.95

3000

100 x 0

32

Notes 1. This purlin selector chart is designed to be a quick reference guide only. Full design load tables are available for design and Building Consent purposes. 2. HST purlins require 1 row of bracing typical except provide 2 rows where shaded. Laps shall be a minimum of 10% of purlin span. 3. Reduce purlin spacings by 20% at sheet ends. 4. Refer to Steel & Tube product data sheets for installation information and max cladding end spans. For high wind and greater 0.4 BMT cladding shall be fixed at every rib throughout. 5. Roof traffic shall be along purlin lines and in sheeting pans. Purlin spans should be reduced where heavy roof traffic is expected, refer to Steel & Tube or use 0.55 BMT material at 0.4 BMT nominated spans. 6. Snow loads - consult a qualified design engineer for buildings situated above the following elevations: - Central and Lower North Island above 600 metres. - West Coast and Marlborough above 450 metres. - Canterbury above 200 metres. - Otago and Southland above 300 metres. 7. Habitable buildings, ceilings or sprinkers - consult a qualified design engineer for the consideration of the additional loads. 8. This design chart is based on NZS4203:1992 wind loads with: - Maximum apex height = 7.5 metres - Eaves height / Building width < 0.6 - Even distribution of openings Cpi = + 0.3 (no dominant openings) - A local pressure allowance has been included over half purlin length 9. Tophat spans may be limited by fixings. This chart assumes the following fixings at each internal support: TopHat Timber & Hot Cold Formed Rolled Steel Steel (t>1.5)

60

4 / 12 g

6 / 12 g

100 / 120 / 150

6 / 14 g

8 / 12 g

.75

60 x 0.95

2000

Specific Design Required Consult Engineer

Dunedin

15000

Central NI

Gisborne Taupo Napier Waipawa Waipukurau



Custom ORB 0.40


60 x 0.75

For all other cases and if the required fixings can not be achieved consult a qualified design engineer for alternative strap hold down.

floor joist spans

Contents HST Channel Purlins & Girts General Information........................................................................1 Sag Rod and Bracing Channel Layout........................................2 Speed Channel Layout ...................................................................2 Standard Cleat Details & Hole Punching.............................. 3-4 General Purpose Bracket Details.................................................3 Section Geometry & Properties...................................................5 Design Capacity Tables..............................................................6-11 Design Information / Design Examples............................ 12-14

HST tophats & hst purlins - floor joist spans Single Span

Spacing Spacing

HST Tophat Purlins General Information......................................................................24 Sectional Properties / Typical Spans........................................25 Design Capacity Tables / Dimensions............................... 26-29 HST Purlin and Roof Selector Roof Selector Chart.................................................................. 30-32

Sales Enquiries (refer to back cover for full branch details)

Sales enquiries should be made through the following distributors. 09-573 0556 025-961 677

Export

Steel & Tube Distribution

09-273 7625

Whangarei


09-438 3999

Hamilton


07-849 3879

Mt Maunganui Steel & Tube Distribution

07-575 4174

Rotorua


07-348 0449

New Plymouth Steel & Tube Distribution

06-751 0340

450

600

400

450

600

60 x 0.75

1.05

1.00

0.95

1.25

1.20

1.10

60 x 0.95

1.15

1.10

1.05

1.35

1.30

1.20

100 x 0.75

1.80

1.70

1.60

2.10

2.00

1.90

100 x 0.95

2.00

1.90

1.80

2.40

2.20

2.00

120 x 0.75

2.20

2.10

1.90

2.50

2.40

2.10

120 x 0.95

2.40

2.30

2.10

2.90

2.70

2.40

150 x 0.95

2.90

2.80

2.50

3.50

3.30

2.80

150 x 1.15

3.20

3.00

2.70

3.90

3.60

3.20

150 x 1.55

3.60

3.40

3.00

4.30

4.10

3.60

100/19

2.30

2.20

2.10

2.80

2.60

2.40

150/12

3.10

2.90

2.70

3.80

3.50

3.10

150/15

3.40

3.20

2.90

4.10

3.80

3.40

150/18

3.60

3.40

3.10

4.30

4.00

3.50

200/12

4.10

3.90

3.60

5.00

4.70

4.10

200/15

4.70

4.30

3.90

5.40

5.20

4.50

200/18

5.10

4.70

4.20

5.80

5.60

4.80

250/13

5.50

5.10

4.50

6.00

5.60

4.90

250/15

5.80

5.40

4.80

6.50

6.20

5.40

250/18

6.20

5.80

5.10

6.90

6.80

6.00

300/15

7.00

6.70

5.80

7.60

7.20

6.30

300/18

7.40

7.30

6.30

8.20

8.00

7.10

350/18

8.40

8.20

7.10

9.20

8.90

7.70

400/20

9.70

9.50

8.40

10.50

10.10

8.80

HST Purlins

HST Purlin Floor Joist Span Tables Floor Joist Span Tables................................... Inside Back Cover

Steel & Tube Purlin Processing

400 HST Tophats

HST Lapped Channel Purlins Introduction / Typical Construction Layout.................... 15-16 Design Capacity Tables........................................................... 17-22 Design Example...............................................................................23

Auckland

Gisborne

Gisborne Industrial Supplies 06-868 9558

Napier


06-843 9196

Notes: 1. Loads

Palmerston Nth Steel & Tube Distribution

06-356 5252

2.

Durability

Wellington


06-568 5109

Nelson


03-548 2209

3.

Bracing

Christchurch


03-343 7999

Timaru


03-688 2085

Dunedin


03-477 9655

Invercargill


03-218 2803

or call

0800 FOR HST 0800 367 478

Double Span

Spans are in metres and are based on controlling floor vibrations. The above spans are suitable for applied live loads of 5 kPa. HST purlins and tophats have a zinc weight of 275 gm/m2 and are suitable for use in an internal environment. Durability requirements should be checked for use elsewhere including subfloors. For increased performance where ceilings are not installed, we recommend providing a transverse brace (eg. ceiling batten - CB20 or similar, to the underside of the floor joists at 3 metre centres typical.

For futher information, please call us on 0800 478 335. DISCLAIMER This publication is intended to provide accurate information to the best of our knowledge in regard to HST Purlins and Girts. It does not constitute a complete description of the goods or an express statement about their suitability for any particular purpose. It is only intended as a general guide and not as a substitute for professional technical advice.

To find out more about our extensive range of products and services: Rural Products Steel Industrial Products Pipe, Fittings & Valves Reinforcing Stainless Steel Roofing, Cladding, Fastenings Rainwater Systems Chain & Rigging & Purlins

CONTACT US TODAY:

0800 478 335 www.steelandtube.co.nz

S&T029

PURLINS & GIRTS PRODUCT CATALOGUE - Steel & Tube

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