agb purlin brochure

STRUCTURAL

Cl/Sfb(47) Nh

July 2004

ZED PURLINS AND CEE SECTIONSZED PURLINS AND CEE SECTIONS

S Y S T E M S M A N U A L

AGB Brochure Use:Layout 3 22/7/10 09:09 Page 2

2

Introduction

AGB provides the complete building envelope solution. This publication

focuses on the technical requirements of structural steelwork and will give

you through all the criteria.

We have been manufacturing Purlins for over 20 years during which time

our manufacturing process and product range has been continually

upgraded in line with changing technology. As well as manufacturing Zed

Purlins and Cee Sections, we offer a wide range of architectural

components to complete the aesthetic appearance of the building

envelope including: flashings; eaves; gutters; insulated panels; rooflights

and rainscreen systems.

For further assistance on any information contained in this brochure or

details of our other products and services please telephone

0141 556 7551.

The Products

1. Zed Purlings – the established ‘classic’ section which combines

maximum load bearing efficiency with ease of fixing. Our range has

been dimensionally enhanced bringing the products to class leading

structural standards.

2. Cee Section – we manufacture a range of Cee Sections fully

compatible with our Zed Purlins. These products are offered cut and

punched to customers exact requirements and provide solutions to a

wide range of building applications.

The Manufacturing Process

The above products are produced from hot dipped galvanised coil to

BS EN10147 Fe E350G- Z39

Our production line has been upgraded to incorporate advanced

technology facilitating optimum forming, punching and cutting accuracy.

Quality Assurance is maintained to certificated ISO 9001:2000

requirements.

The Service

We consider ourselves to be an extremely ‘customer orientated’ company

and rate their needs of paramount importance. To this end, when

required, we produce an extremely flexible and rapid production/delivery

service backed by our own fleet of vehicles.

Design Package

The Content of this manual and design program have been developed

by Dr. Ronald Cunningham, of Cunningham Associates, to the

requirements of BS5950: Part 5: 1987. Design methods are based on

extensive rational analysis and have been verified by testing carried out

at Dundee University and ‘in-house’.


3

Contents

Introduction and Contents 2

Zed and Cree Properties 4

Zed Profile Purlin Systems 5

Zed Sleeved-Purlin Systems 6

Zed Heavy End-Bay & Zed Butted System 7

Zed Purlin Sag-System Requirements 8

Roof Sag Bar & Roof Angle Brace System 9

Eaves Beam Sections 10-11

Zed and Cee Section Sheeting Rails 12

Sleeved Rail System 13

Butted & Double Span Rail System 14

Sheeting Rail Sag-System Requirments 15-16

Horizontal Wall Cladding Requirements 17

Special Applications 18-28

Monopitch Roofs 18Low Pitch Roofs 19Curved Roofs 20Steep Roofs 21Tiled Roofs 22-23Parapet Framing 24Doors & Windows 25Fire Rated Walls 26Suspended Services & Point Loads 27Base Angles 28

Load Tables Introduction 29-30

Sleeved Purlins 31-32HEB Purlins 33-34Butted Purlins 35-36Sleeved Sheeting Rail 37-38Butted Sheeting Rail 39-40Zed or Cee Section Brick Restraint 41Eaves Beams 42

Detailing Section 43-49

Zed Purlin/Rail System-Hole Punching 43Typical Zed Section Holing Patterns 44Typical C-Section 45Fire Wall Rail Holing 46Standard Cleats for Zeds and Cee Section 47Anti-Sag System Components 48Miscellaneous Components 49

Ze

d P

url

inS

ys

tem

sS

ag

Ba

r &

Bra

ce

Sy

ste

ms

Ea

ve

s B

ea

mS

ec

tio

ns

Ra

il S

ys

tem

sH

ori

zo

nta

lC

lad

din

gS

pe

cia

lA

pp

lic

ati

on

sL

oa

d T

ab

les

De

tail

ing

Complete

Building Envelope

Solutions

Contact - AGB for further technical and sales information contact us atGlasgow: 0141 556 7551 Fyvie, Aberdeenshire: 01651 891668


4

Zed Sections & Cee Sections

Section Dimensions (mm)

Zed Sections

Cee Sections

Section Properties for

A B C D E F

140, 170 60 54 16 20 62 13

200 70 64 16 20 70 15

240 75 67 17 17 73 15

Z14016 3.49. 4.45 19.12 5.75 136.2 33.6 55.3 27.5 335.7 0.722 22.3 –0.1 70.7 6.42

Z14018 3.92 4.99 21.45 6.40 152.2 37.3 55.2 27.4 346.0 0.756 22.3 –0.2 70.7 7.42

Z14020 4.34 5.52 23.71 7.02 167.8 40.9 55.1 27.2 354.9 0.785 22.2 –0.3 70.7 8.41

Z17015 3.63 4.63 23.30 5.42 201.8 31.7 66.0 26.2 314.5 0.635 17.3 –0.1 85.8 7.33

Z17016 3.87 4.93 24.87 5.75 214.5 33.6 66.0 26.1 321.1 0.653 17.3 –0.1 85.8 7.99

Z17018 4.34 5.53 27.90 6.39 239.8 37.3 65.9 26.0 332.5 0.683 17.2 –0.2 85.8 9.28

Z17020 4.81 6.12 30.84 7.02 264.7 40.9 65.7 25.9 342.3 0.708 17.1 –0.3 85.8 10.56

Z17025 5.96 7.59 37.95 8.51 325.5 49.5 65.5 25.5 361.2 0.770 17.0 –0.6 85,8 13.71

Z20016 4.50 5.73 33.68 7.50 346.5 51.4 77.8 30.0 304.1 0.598 16.7 –0.2 100.7 10.24

Z20018 5.05 6.43 38.17 8.35 387.7 57.2 77.7 29.8 316.5 0.633 16.7 –0.3 100.7 12.08

Z20020 5.59 7.12 42.38 9.18 428.3 62.8 77.5 29.7 327.1 0.661 16.6 –0.4 100.7 13.86

Z20025 6.94 8.84 52.39 11.19 527.9 76.2 77.3 29.4 347.9 0.717 16.5 –0.6 100.7 18.23

Z24018 5.70 7.26 49.63 9.02 612.7 65.3 91.9 30.0 298.5 0.570 13.8 0.8 122.4 14.81

Z24020 6.31 8.04 55.14 9.92 677.4 71.8 91.8 29.9 310.3 0.598 13.7 0.7 122.4 17.11

Z24025 7.84 9.99 68.30 12.09 836.2 87.2 91.5 29.5 333.2 0.650 13.6 0.4 122.4 22.76

Section Depth

Section Wt(kg/m)

Area(cm2)

Zxe(cm3)

Zyy(cm3)

Ixx(cm4)

Iyy(cm4)

Rx(mm)

Ry(mm)

Poc(N/mm2)

Qs α Xna(mm)

Yna(mm)

Mc(kNm)

Zeds Cees

Section Wt(kg/m)

Area(cm2)

Zxe(cm3)

Zyy(cm3)

Ixx(cm4)

Iyy(cm4)

Rx(mm)

Ry(mm)

Poc(N/mm2)

Qs α Xna(mm)

Yna(mm)

Mc(kNm)

C14016 3.49 4.45 19.45 5.07 139.2 22.0 55.9 22.2 335.1 0.713 – 18.6 70.0 6.52

C14018 3.92 4.99 22.0 5.63 155.5 24.4 55.8 22.1 345.4 0.752 – 18.6 70.0 7.60

C14020 4.34 5.52 24.41 6.18 171.5 26.8 55.7 22.0 354.3 0.783 – 18.6 70.0 8.65

C17015 3.63 4.63 23.53 4.89 205.3 22.0 66.6 21.8 314.0 0.625 – 16.9 85.0 7.39

C17016 3.87 4.93 25.23 5.18 218.3 23.4 66.5 21.8 320.5 0.645 – 16.9 85.0 8.09

C17018 4.34 5.53 28.48 5.76 243.9 26.0 66.4 21.7 332.0 0.679 – 16.9 85.0 9.46

C17020 4.81 6.12 31.59 6.32 269.3 28.5 66.3 21.6 341.7 0.707 – 16.9 85.0 10.79

C17025 5.96 7.59 38.95 7.65 331.1 34.5 66.0 21.3 361.2 0.770 – 16.9 85.0 14.07

C20016 4.50 5.73 33.70 6.80 349.4 34.8 78.1 24.7 304.1 0.589 – 18.8 100.0 10.25

C20018 5.05 6.43 38.38 7.56 390.9 38.8 78.0 24.6 316.5 0.628 – 18.8 100.0 12.15

C20020 5.59 7.12 42.81 8.31 431.9 42.6 77.9 24.5 327.1 0.658 – 18.8 100.0 14.00

C20025 6.94 8.84 53.17 10.11 532.3 51.8 77.6 24.2 347.9 0.717 – 18.8 100.0 18.50

C24018 5.70 7.26 50.29 8.23 615.5 45.3 92.1 25.0 298.8 0.567 – 18.0 120.0 15.03

C24020 6.31 8.04 56.15 9.06 680.5 49.8 92.0 24.9 310.7 0.596 – 18.0 120.0 17.44

C24025 7.84 9.99 69.90 11.03 840.0 60.7 91.7 24.6 333.7 0.650 – 18.0 120.0 23.32


5

Zed Profile Purlin Systems

Four systems are available i.e. the popular sleeved system, sleeved

double-span system, heavy end-bay system and butted system. These

four systems allow for a very flexible and efficient range off solutions to

roofing supports in a wide variety of design situations, the major feature

of which are outlined below.

Sleeved System

A system of single bay-length sections with sleeves at penultimate

supports and at alternative internal supports. Minimum number of spans

is 2 and the maximum span is 10m.

Details on page 43.Load Tables on page 31-32

Sleeved Double-Span System

Sleeves at penultimate supports and staggered at internal bays.

Reduced number of components over the sleeved system, with

maximum section length restriced to 15m. Minimum number of spans is

4 and the maximum span is 7.5m.

Details on page 43.Load Tables on page 31-32

Heavy End-Bay System

An efficient sleeve-system with sleeves at all supports thus allowing

thinner internal purlins as compared with end bays. The thicker end-bay

sections are utilised as sleeve sections at all supports to avoid

misplacement on site. Minimum number of spans is 4 and maximum

span is 10m.

Details on page 43.Load Tables on page 33-34.

Butted System

A single-span system for single span or light loading situations. Can be

used within the depth of the supporting section. Maximum span 9m.

Details on page 43.Load Tables on page 35-36.

Ze

d P

url

inS

ys

tem

s

Complete

Building Envelope

Solutions



6

Zed Sleeved-Purlin Systems

Single/Double Span Lengths

Refer to page 5 for overview of system and sleeve requirements. This

system may be used with restraining or non-restraining cladding, and

may also be used to support tiled roof systems. The system may

require to be used in conjunction with sag-systems as identified for

various conditions on page 8. Consideration should be given to

handling and erection sequence when utilising the double-span

system.

Double-Span Purlin

Connection

Purlin Sleeve Detail

Overview

Purlin Butt Joint


7

Zed Heavy End-Bay System

This system is similar to the normal sleeved system as indicated on

page 6, except that by utilising a sleeve at all supports it is possible

to make more use of the continuity available with longer buildings.

Use of a heavy section for end bays and for all sleeves and a lighter

purlin section at all internal bays allows a semi-continuous beam to

be utilised with great structural economy. Care should be taken to

clearly identify an erection drawings and to part mark the end-bay

purlins so that wrongful placement of sections is avoided on site

This system is useful for single-span conditions, either

over-supports or flush with supports. The system is also economical

for small bays or light loadings, where sleeves are not necessary.

Ze

d P

url

inS

ys

tem

s

Rafter

Purlin Cleat

Complete

Building Envelope

Solutions

Zed Butted System


8

Zed Purlin Sag-System Requirments

Requirements for Restraining and

Non-Restraining Cladding

The Sag-system required for any given case will depend on the loadings,

bay span, cladding type and roof pitch. It should be regarded as either:

1) Restraining type metal cladding

2) Non-restraining type metal cladding

3) Hook bolt fixed cladding

4) Tiled toofs

The designer must determine the category of the roof cladding.

Lateral restraint is usually provided to the purlin where normal trapezoidal

cladding is through-fixed to the purlins and where the sheets are fixed

together by side lap stitching. Standing seam roofs and some forms of

secret fix panels have fixings which allow relative movement between the

purlin and the cladding. These panels should not be regarded as

providing restraint to the purlins unless used in conjunction with a suitable

liner panel. A suitable liner panel is required to carry compressive restraint

force and it should also be side lap stitched to form a diaphragm.

Some claddings, such as fibre cement panels, are fixed by hook bolts.

These claddings offer a reduced degree of restraint to the purlin and the

limitations given in this section should be observed as to this application.

Allowable wind uplift values are reduced, and these sections should be

designed using the design disc.

The table below gives requirements for various conditions. It is suggested

that the normal sag-systems be used in most circumstances. However,

within the limits of this table the minimum sag-systems shown may be

adapted, provided that load capacitites are adequate.

See the Tiled Roof Section for sag-system requirements for tiled roofs.

Requirements for Various Roof Types

< 3º

< 3º 1 rowangle

braces

1 rowangle

braces

2 rowsangle

braces

2 rowsangle

braces

< 3º Not Recommended Not Recommended

3º - 25º

3º - 25º

3º - 25º 1 row bars 2 row bars 1 row bars 2 row bars

> 25º - 35º

> 25º - 35º

> 25º - 35º 1 row angle braces

+ diagonals

2 rows angle braces+ diagonals

1 row angle braces

+ diagonals

2 rows anglebraces

+ diagonals

1 row angle braces+ diagonals


2 rows anglebraces

+ diagonals

1 row angle braces+ diagonals

1 row angle braces

+ diagonals


2 rows anglebraces

+ diagonals

1 row angle braces

+ diagonals

0 rows 1 rowbars

2 rowsbars

0 rows 1 row bars

1 row anglebraces

2 rows anglebraces

0 row 1 row anglebraces

Cladding System Roof Slope

Normal Sag-System Minimum Sag-System

≤ 4.6mBay

> 4.6-7.6mBay

> 7.6-10mBay

≤ 4.6mBay

> 4.6-7.6mBay

> 7.6-10mBay

Metal Cladding(Restraining Type)

Metal Cladding(Non-RestrainingType)

Hook-BoltFixed Sheeting


9

Roof Sag Bar System

Roof Angle Brace System

Single Row Double Row

Note that where 0 rows of sag bars are used, within the limits of this

brochure, it may be necessary to use temporary bracing to avoid twisting

of zed purlins during installation. In this case it is also recommended that

eaves braces are fitted (see Eaves Beam section on next page) and that

a ridge bar or cranked strut is fitted, as above.

Where sag bars or angle braces are used they should be positioned at

mid-span for a single row and at ¼ span for a double row, for optimum

resistance to wind uplift, i.e.

Push-fit sag bars up to 2.0m purlin centres

refer to AGB if centres 2.0m

Push-Fit Sag Bar

Cranked Apex Strut

Angle Brace

Use Cranked ApedStrut if slope lengthexceeds 18m

1/2 Span 1/2 Span 3/8 Span 3/8 Span1/4Span

Sa

g B

ar

& B

rac

eS

ys

tem

s

Complete

Building Envelope

Solutions



10

Eaves Beam Sections

Four depths of eaves beam are available ie, 140mm, 170mm, 200mm,

240mm, and these are available in two thicknesses. Eaves beams may

be supplied as single spanning, for bay lengths up to 10m or double

spanning for bay lengths up to 7.5m.

It is recommended that at least one row of eaves braces should be

adopted, even where no sag bars of eaves braces should not be less the

number of rows of sag bars for the ‘normal’ system for purlins, as in the

table on page 8, or as selected by the designer:

The designer should note that the eaves braces perform the following

functions:

1) Reduce the horizontal design span.

2) Assist with dispersing horizontal wind loads into the roof

diaphragm.

3) Reduce any twisting due to eaves gutters and with erection

of roof cladding.

Removal of eaves braces should only be carried out if the roof designer

is confident that the above points have been fully considered.

The eaves beam design tables and design disc are based on the

assumption that the top flange is fully restrained by the roof cladding and

care is required where there is not the case, for example where standing

seam or clip-fixed cladding are used without a suitably stiff inner panel.

Eaves beams may be optionally used with counterformed holes and

countersunk bolts, with either countersunk holes or spacer plates as

indicated below. Alternatively the use of thin-head bolts may be used in

conjunction with normal 18mm holes.

E20020

E20025

2.0

2.5200 118 70

E24025

E24030

2.5

3.0240 158 73

Note: Use section properties as per the equivalent cee-section

Eaves beam in conjunction with purlin braces.

Eaves Brace

Purlin Brace

Eaves Brace

AdjustableSag Bar

Eaves Brace

NormalSag Bar

0 to 15º

Dep

th

Eaves beam in conjunction with sag bars for slope length greater than18m.

Eaves beam in conjunction with sag bars for slope length up to 18m.

Countersunk bolts with counterformed holes as shownor alternatively use thin headed bolts.

Designation Thickness(mm)

Depth(mm)

A(mm)

B(mm)


11

Eaves Beam Sections

Outstand head detail with counterformed holes and 6mm spacer plate

Outstand head detail with counterformed holes and countersunk plate

Flush head detail with thin-headed bolts

6mm thick platewith 36mmdiameter holes

10mm thick plate with countersunk holes

Steel spacer plate(6mm thick, 36diameter holes)

from

tabl

e on

pag

e 10

Countersunk hole detail

Ea

ve

s B

ea

mS

ec

tio

ns

Complete

Building Envelope

Solutions



12

Zed & Cee Section Sheeting Rails

Sheeting rails may be selected as either Zed Profile or Cee Profile

sections from a range of the same depths and thickness. This

interchangeability is useful in that, where as the main rails will in most

cases be Zed Sections, these can be changed to Cees at windows, door

framing and at composite cladding joints, etc.

Two types of section can be freely mixed, though it is not possible to

locate sleeves on the junction between Zeds and Cees therefore each

system must be regarded as separate between such junctions (for load

evaluation purposes).

Three basic systems are given in this brochure: the Sleeved System, the

Butted System and the Double Span System. In Principal a Heavy End-

Bay System could be used though in practice this will be hampered by

interaction with door standards, etc. The design disc provides a method

of load assessment if this system is required for any particular application.

Sleeved System

A system of single bay length sections with sleeves at penultimate

supports and at alterantive internal supports. Minimum number of spans

is 2 and the maximum span is 10 metres.

Details on page 43-45.Load Tables on page 37-38.

Butted System

A single span system for single bay or light wind load situations. Can be

fitted within the de[th of supporting sections. Maximum span is 10

metres.

Details on page 44-45.Load Tables on page 39-40

Double Span Brick Restraint System

A relatively stiff system primarily intended for use at brickwork restraints.

Minimum number of spans is 2 and maximum length of section is 15

metres. A sleeve is required at a penultimate support in odd bay

situations but section thickness may require to increase to compensate

for the reduced stiffness for this triple span case.

Details on page 43-45.Load Tables on page 41.


13

Ra

il S

ys

tem

s

Sleeved Rail System

Typical connections are illustrated below for sleeved joints for both the Zed and CeeSections. Note that the sleeves for the Zed system are the same thickness as thesection but the sleeve for the Cee Section is provided in one thickness for the range.See table below.

Sleeve

Rail

Sleeve

Rail

Cleat

Zed Sections

View on Arrow A View on Arrow B

Cee Sections

Section at Sleeved

Cee Section Rail

Rail Depth Dimension A Dimension B Dimension C Dimension DThickness for Cee Sleeve

140

170

200

240

148

178

208

248

147

177

207

247

146

177

207

248

60

60

70

70

2.0

2.5

2.5

3.0

Complete

Building Envelope

Solutions



14

Butted & Double-Span Rail System

The connections for these two systems are identical except that theButted System has a butted connection at every frame and thedouble-span system has a butt joint at alternative connections andis continuous over the intermediate supports.

Rail Depth Dimension A Dimension B

140

170

200

240

148

178

208

248

147

177

207

247

Typical Brick Restraint Detials

Steel Strap Fixing

Steel Tie Fixing

Steel straps and ties to engineers requirements

Proprietary steel strapsfixed to engineersrequirements


15

Sheeting Rail Sag-System Requirements

Ra

il S

ys

tem

s

The number of rows of sag members is taken from the table below for

restraining-type metal cladding and fibre-cement cladding. The table

provides limiting dimensions for a number of practical situations. The

usual system of rail restraints comprises the use of 45 x 45 x 2 angle

section rail struts, with diagonal ties, as indicated on the next page.

An alternative, economic, sag-system is provided in the form of 12mm dia

galvanised threaded rods which may be used, for zeds only, in certain

circumstances. In this case the eaves beam and tie rod anchorage must

be sufficiently strong to carry the wall cladding weight, or the weight may

be carried at the base of the wall, and the rails must be turned so that the

inner flange points downwards.

In the case of restraining-type cladding a flexible arrangement of options

has been provided. For common use the limits given for the ‘normal’

sag-system should be adopted. However, the less limiting ‘minimum’

sag-system spans can be adopted providing the load carrying capacity

is acceptable as defined in the load table section and provided the

cladding weight is adequately resisted by the eaves beam or at the base

of the wall.

Note that where diagonal ties are utilised or where heavy cladding is used

then the designer should ensure that the cleats have adequate bending

resistance or should alternatively adopt heavy-duty cleats at these

positions.

Additional Notes

• In this case of multiple rows of rails the maximum number of rails per setof diagonals should be limited to 8.

• Where 0 rows of sag members are used then rails should be temporarilypropped until clad over, to eliminate sag.

• For double row sag systems in walls the sag members are placed at 1/3span (unlike the roof) for a pleasing appearance.

Limiting Dimensions for Walls

* Reduced Load capacity may apply to these cases, refer to load tables for limitiations

Restraining typemetal cladding

Fibre cementcladding

CladdingType

Case

0 1 2

Number of rows ofSag members

N/A 6.3m 10.0m

6.3m 7.6m 10.0m

N/A 10.0m 10.0m

N/A 5.1m 7.6m

N/A 7.0m 7.0m

Maximum span* forMinimum Sag-System

Maximum span forNormal Sag-System

Maximum panel height/set of diagonal braces

Maximum panel height/set of diagonal braces

Maximum span


16

Sheeting Rail Sag-System Requirements

Single Row Strut System

Double Row Strut System

Single Row Tie System

Section A-A (Zed Rails) Section A-A (Cee Rails) Section B-B

Double Row Tie System

Threaded Tie Rods

Span

1/3 Span 1/3 Span 1/3 Span

Span

1/3 Span

25° Min.25° Min.

1/3 Span 1/3 Span

B

B

A

A

A

Eaves Beam

Top Rail

Rail Struts

DiagonalTie

A

B

B


17

Horizontal Wall Cladding Requirements

Ho

rizo

nta

lC

lad

din

g

Horizontal cladding is a common construction which can be

accommondated in a number of ways as illustrated below. In all cases

the eaves members should be checked for horizontal wind loading, in

addition to any vertical loading.

The number and positions of vertical rails will depend on cladding

requirements. Horizontal rails should generally be selected as normal,

but load capacity should be reduced when the spacing between vertical

posts exceeds 2 metres.

Case One

Rails should be selected as for case one. The number of sets of braces

should be given in the table on page 13. Check the support cleats,

particularly at the diagonal tie positions for their capacity to handle any

wall weights.

Case Two

Vertical rails should be selected for a Butted rail system. Use

horizontal struts at the locations as recommended for sag

members. Ensure the top member can carry the horizontal wind

load.

Case Three

Case 1: Eaves Beam designed to carry wall cladding weight

Case 2: Eaves Beam not designed to carry wall cladding weight or where rail is used at top

Case 3: Vertical posts used

Eaves Beam

Eaves Beam or Top Rail

Zed or Cee rails

Zed or Cee rails

Zed or Cee vertical rails


Eaves Beam or Top Rail

Fix to floor or structural member at base


Rail Struts

25° Min.

Complete

Building Envelope

Solutions



18

Special Applications

The previous sections gave information on the basic systems for roofs and walls, however, there are many additional uses for cold-rolled Zeds and

Cees. This section, though not exhaustive, provides an indication of how to deal with a number of applications. The engineer is encouraged to discuss

any scheme not provided herein with AGB who will be happy to examine any practical usage of the products contained in this Systems Manual.

In a monopitch roof there is no balancing down-slope component as

with a ridged roof and the full down-slope load has to be resisted by the

purlins, cladding, cleats and sag-systems. However with zed purlins

the restraint forces which develop due to the shape of the Zed Section,

act in an up-slope direction, i.e. in opposition to the down-slope load

component so that the roof system need only resist the net effect of

these loads.

Approximate angle of resistance for Zed Purlins

Monopitch Roof - Design Guide

Section at Ridge

Angle Brace

Adjustable Sag Bar

Normal Sag Bar

Purlin Depth 0 Degrees

140

170

200

240

16

12

12

10


19


Sp

ec

ial

Ap

pli

ca

tio

ns

Plan on Roof with Pitch Less than 0

Approximate angle of resistance for

Zed Purlins

Plan on Roof with Pitch Greater than 0 or where

purlins reversals are used

Section at Eaves

In effect, with roof pitches less than the approximate (zero degrees) value in the table below there is a net force acting up the slope. For roof slopes

above (zero degrees) the force will act downslope. In reality the angle of resistance depends on a number of factors and the values are given as a

useful guide in deciding whether to apply monopitch bracing acting in one direction or another, or indeed whether any such bracing is required.

Note: Anti-Sag bars (number of rows and type) to be taken from the table on page 8.

Purlin Depth 0 Degrees

140

170

200

240

16

12

12

10

Eaves Brace

Normal Sag Bar

Adjustable Sag Bar

Complete

Building Envelope

Solutions

Angle Brace Ridge Purlin

Eaves Brace Eaves Brace

Sag Member

Diagonal Ties25° Minimum

Angle Brace Ridge Purlin

Eaves Brace Eaves Brace

25° Min.

Sag Member

Diagonal Ties


20


Curved roofs become flat near the apex and it is recommended that in

the near ridge zone, when the tangent to the roof cladding is less than

3º purlin reversals should be adopted as in the following diagram.

Note: Anti-sag bars (number of rows and type) to be taken from the

table on page 8.

Curved Roofs

Apex Strut

AdjustableSag Bar

Reversed when thetangent is less than 3°


21


Sp

ec

ial

Ap

pli

ca

tio

ns

Where roof slopes are greater than 25º but no greater than 35º

the following rules should be applied:

1. Use angle braces and cranked apex struts to replace

normal sag bars. (Minimum number of rows provided on

page 8).

2. Use diagonal ties at intervals of no more than 12m.

3. Reduce purlin capacity by including down-slope load

component, as provided in the example below.

4. Check purlin cleats for load components, (particularly at

braces).

Steep Roofs

For very flat roofs, say below 3º, particularly if the span exceeds 6m or if

non restraining cladding is used, then in addition to the Sag-Systems

indicated in this manual the use of purlin reversals is highly

recommended as in the following diagram. This is particularly important

in this case of any long slopes or monopitches. In practical terms there

should be slightly more Zeds pointing up the slope than down slope.

Low Pitch Roofs

25° Min

AngleBrace

Eaves Beam Purlins

12m

max

imum

betw

een

diag

onal

ties

12m

max

imum

betw

een

diag

onal

ties

Alternative Purlins Reversed

No. of rowsof struts

PurlinSystem

Formula for Myy(W = factored load on

full purlinL = bay space)

1(mid-span)

2(3/8 - 1/4 - 3/8

span)

Butted

Sleeved or HEB

Butted

Sleeved or HEB

Myy = .011 WL

Myy = .014 WL

Myy = .030 WL

Myy = .026 WL

Complete

Building Envelope

Solutions



22


30° Min

Specially designed cleat atanchor point

1800mm maxcentres

Note that diagonal braces should beplaced at regular positions along the roof,at centres not exceeding 5.4m for roofpitches up to 25° and not exceeding 4m forroof pitches above 25°

Angle braces at 2.5mmaximum centres

Roof pitch 30º, restraining-type metal cladding, 6m bay.

Imposed load 0.6 kN/m2, service load 0.05 kN/m2.

Cladding type 0.12kN/m2 (on the slope)

Check 17018 sleeved purlins at 1800 centres on the slope.

From the load table,

Ultimate capacity = 17.68 kN

From table on page 8, use 1 row sag braces.

Mcy = Zyy x 0.35

= 6.39 x 0.35

= 2.24 kNm (Weak axis moment capacity)

Horizontal purlin space = 1.8 x cos 30 = 1.559m

Vertical factored load = ((.05 + 12/ cos 30)

X 1.4 + 0.6 x 1.6) x 6 x 1.559

= 11.45 kN

Load component

In purlin web = 11.45 x cos 30 = 9.92 kN

Load component

In roof plane = 11.45 x sin 30 – 5.73

Bending moment

In roof plane = 5.73 x 6 x0.26 = 0.893 kNm

Load ratio = 9.92/17.68 + 0.893/2.24

= 0.96 < 1.0 therefore satisfactory.

Note that this calculation could be done alternatively using the design disk.

An application of increasing popularity is the use of cold rolled purlins to

support tiled roofs. This application is particularly suitable for Zeds which

have principal axes inclined from the web axis and which are a most

suitable section for the steeper roof pitches associated with tiled roofs.

Two types are popular:

• Tiles may be fitted to timber battens nailed to counter battens which

are screw fixed to the top flange of the purlins.

• Tiles may be fitted to timber battens fixed to a metal liner tray.

Example

Evaluation

Tiled Roofs

Roof with Battens and Counter Battens


23


Sp

ec

ial

Ap

pli

ca

tio

ns

Some special considerations are required when designing a tiled roof:

1. Purlins should be limited to a deflection of span / 300 in the web

plane.

2. Where a building is ridge, when timber counter battens are used

they should be fixed together at the ridge to balance the down-slope

forces as far as possible.

3. Any timer counter battens should be attached to each other with

metal straps to assist in carrying tensile and compressive forces

which may develop in the roof.

4. The Sag-System must be sufficiently robust to handle the

down-slope load component, and the purlins require to be designed

for two-way bending, as in the steep roof section above.

5. Cleats should be checked for ability to handle the

down-slope forces. No load tables are provided by this brochure

and assistance in particular situations can be obtained by discussing

the requirements with AGB.

Some details are provided, for the purpose of general guidance in the

design of these roofs.

Typical Apex Section

Roof with Liner Tray System

Heavy duty ridge channel

Angle BracesBolted Connection

Specially designedcleat at anchor point

Metal Liner Tray

30° Min

1800mm maxcentres

Note that diagonal braces shouldbeplaced at regular positions alongthe roof, at centres not exceeding5.4m.

Angle braces at 2.5mmaximum centres

Complete

Building Envelope

Solutions


24


AGB Steel Products Ltd. Have a wide variety of zeds and cees

which can provide a flexible range of solutions to parapet

framing. The following section gives examples of such usage.

General Notes

Parapet posts from double-cee section bolted together at rail positions

and at centres not exceeding 1000mm.

Use posts of same depth as rails for flush and convenient connections.

Bolt posts to column via 8mm packer plates. Connection should be

designed to suit height of parapet but height between pairs of bolts should

not be less than 300mm and use backing plates at the flange when bolt

load exceeds 5kN.

Parapet Framing

Example with Gutter Not Supported

by Head Ties

Example with Gutter Supported

by Head Ties

Adjustable sagbars

Angle bracesbetween bottomtwo purlin rows

Double-cee columnhead tie with stiffwelded cleat

Double-ceeparapet post

Adjustable sag bar

Double or singlecee gutter supportbeam

Welded eaves brace toprovide restraint to guttersupport beam at centres tosuit design conditions


25


Sp

ec

ial

Ap

pli

ca

tio

ns

Cee Sections are particularly useful in trimming door and window

frames. This section gives examples of such usage as a guide to

designers.

Note that counterformed holes are available as an option, though the

use of timer packets at windows and door frames are recommended in

order to take up tolerance and slight misalignments. In these cases

normal or thin-head bolts may be simpler and more economical.

Note that if cold rolled sections are used as framing for overhead doors,

then:

a) check that eaves beam can carry horizontal wind forces, add eaves

braces as required.

b) check with door supplier that this section can carry forces from the

springs and rollers.

c) use maximum thickness for section depth utilised

(use 200 or 240 depth).

d) if impact damage is likely then add bollards to protect

steelwork and cladding.

Doors and Windows

Section through Overhead Door View of Typical Personnel Door Framing

Typical Section through Window

Cee or Zed rail

Cee section postsand header

Cleats bolted tosub-structure

Eaves brace at doorpost position, ifrequired

Cee section

Window unitTimber spacers(optional)

Complete

Building Envelope

Solutions



26


Fire rating is provided by the wall cladding, which normally acts

independant of the rail system, however the rails are usually required to

have slotted end-holings to allow for the significant thermal expansion

during fire conditions. It is also usual that the eaves beam will require

fire protection, though this may depend on the approving authority.

The AGB rail system has been developed to provide a suitable facility

for expansion through slotted holes on the sleeves and cleats. Thus

the system can be used for sleeved and butted rails without restriction,

provided the slotted cleats and sleeves are adopted, as indicated here

and in the detailing section.

Fire Rated Walls

Sleeved Connection at Firewall

Use 18 diameter holes in rail and18 diameter x 45 slots in cleatand special sleeve Standard

guage lines

Rail

M16 Bolt

Steel washer

Steel washer

Cleat(or sleeve)

Combustiblenylon washer

Enlarged Bolt detail showing Combustible

Plastic Washer

Use 18 diameter holes inrail and 18 diameter x 45slots in cleat

Standardguage lines

Butted Rail Connection at

Firewall


27

Complete

Building Envelope

Solutions



Sp

ec

ial

Ap

pli

ca

tio

ns

Suspended Services & Point Loads

Maximum Value for Each Point Load

It is a common requirement for services to be suspended directly from

the roofing purlins in many buildings. These loads vary in magnitude

and this section gives guidance as to accommondation of the point

loadings involved. There are three main types of loading application

types as indicated in the illustration below.

The table below gives the maximum single point load value for each

loading application. For use of this table three conditions must be

satisfied: (i) Load centres not less than 300mm; (ii) The purlin must be

selected for a total UDL not less than the sum of the dead load +

imposed load + a service load not less than the UDL value which would

give the smae mid span BM as the point loads on a simple beam of the

dame span; (iii) Roof slope not to exceed 15°.

Thickness Type (A) Type (B) Type (C)

1.4 - 1.6

1.8 - 2.0

2.5 - 3.0

10kg

15kg

20kg

20kg

30kg

40kg

30kg

50kg

50kg

NB: Flange hole must bedrilled on-site

B)Load Suspended from

Bottom Flange

A)Load Suspended

from Purlin Lip

C)Load Suspended

from Web Line


28


Typical Brick Detail PerimeterTypical Concrete Perimeter

Base Angles

Zed spacer Zed spacer

Proprietory or shot firedfixings at300-500 mm centres

2mm thickgalvanisedsteel baseangle

2mm thick galvanisedsteel base angle fixed tofloor or brickwork

Floor slab

There are a number of benefits in adopting a base angle in preference to

a rail section at the base of the cladding, where practical considerations

allow this approach.

This section outlines the potential benefits, allowing the user to choose

which approach is most suitable for a particular set of circumstances.

Potential benefits of a base angle approach;

1. Reduced cost.

2. Full dust resistant seal can be easily achieved between the cladding

and the building sub-structure.

3. Cladding weight is carried directly to the floor edge or perimeter

brickwork therefore a minimal sag-system can be adopted.

Attention should be paid to the following points:

1. Foundation edge must be available at the time of fixing the cladding.

2. Steel fixers or main contractors have to agree on who is to supply

and fit the fixings to the foundation edge.

It is not difficult to resolve these items but it is important that all relevant

parties are aware of their responsibilities so that problems are avoided at

an early stage.

See the detailing section for base angle dimensions available.


29

Load Tables

Lo

ad

Ta

ble

s

This brochure presents load tables for a wide range of design options in

order to give maximum user flexibility. The tables should be read in

conjunction with the systems information as given in this design manual.

In particular, AGB have used a flexible approach for the possible number

of rows of sag members and information on this topic should be obtained

from the relevant section of the manual prior to selection of purlins and

rails.

Note that if no sag bars are used then temporary bracing may be

required during erection to avoid distortion of purlins and rails.

Load table are based on calculations to BS 5950: Part 5: 1987 using

tested properties of sleeve connections and as verified by full scale

assembly testing.

The tables are based on the use of restraining-type metal cladding. For

the cases of non-restraining cladding and hook-bolt fixed cladding the

design disk should be used in conjunction with the sag-system as

provided earlier in this manual.

Tables provide allowable unfactored gravity loads which are based on

the lesser of the purlin strength or as controlled by a deflection limit of

Span /180. The tables also provide ultimate load capacities for gravity

load, wind uplift and for deflection limits of Span/180 and Span/150.

Wind uplift capacity values are given for three conditions, ie. 0 rows, 1

row and 2 rows of purlin braces, where relevant.

When evaluating factored and unfactored loadings the self weight of the

purlin section need not be considered as this effect is included in the

load tables, (except for the deflection controlled values).

There are a number of cases where the capacity shown for deflection

limit may exceed the unfactored gravity load capacity. This is due to

the deflection-limited value being based on deflections only, excluding

self weight, so that other limits may be adopted by pro-rata.

Generally purlins should be selected on the basis of a gravity load

deflection limit of Span/180 but there may be a number of cases,

including agricultural buildings, where a less critical deflection limit of

Span/150 may be suitable. In this case the purlin should be selected on

the basis of the loads given for the Span/150 limit, for unfactored loads,

and on the basis of the ultimate capacity for factored loadings. It is not

unusual to limit deflections for wind uplift cases but if required the

designer can evaluate the unfactored net wind uplift and limit to the

deflection-limited capacity given in the tables.

Wind loadings should be evaluated to the relevant load factor (usually

1.4), with the cladding dead load deducted to give the factored net

loading. It may be useful to note that BS5950: Part 5: 1987: Clause

2.2.2 indicates that local wind pressures need not be considered for

purlins and rail design.

The load tables apply to roof slopes up to 25º, for sleeper slopes the

design disk should be used or consult AGB direct.

Introduction

Purlin Load Tables

Complete

Building Envelope

Solutions



30

Load Tables

Sheeting rail tables assume that cladding dead weight does not cause

bending in the vertical plane. This condition is usually satisfied in practice

if the cladding weight is supported by the eaves beam, at the base of the

panel or if the cladding is fixed with sidelap stitching to form an effective

diaphragm. Should the wall cladding weight exceed 0.25 kN/m or should

be carried by the rails then the design program can be used with this

option selected.

Care is required when using heavy cladding or very high walls. The sag-

systems in this manual should be adopted and a check should be made

on support cleats (particularly those adjacent to diagonal ties).

Tables have been evaluated with deflections limited to Span/100. As with

purlins the user may pro-rata the defelction controlled values if a lesser,

or more stringent limit is required. Tables allow the use of 0 rows, 1 row

or 2 rows in particular circumstances and the user should refer to page

15 for limitations in this regard.

A specific table of values is given for brickwork restraints, with values

provided for single, two-span and three-span conditions to allow the

designer a wide variety of solutions. Loads are provided based on

capacity and for a deflection limit of Span/300. They are also based on

the assumption that the brick ties provide full restraint to the rails and if

this is not the case advice should be sought from AGB. Use the smaller

value of capacity and deflection limit in design. If an alternative deflection

limit is required this can be selected by pro-rata.

Tables are provided for eaves beams for both single span and double

span conditions. The tables are for restraining type cladding on the roof

and it is assumed the horizontal wind forces are carried by the eaves

beam and braces and hence into the roof diaphragm. The designer

should be satisfied that suitable load paths exist for these forces. It

should be noted that in practice if the wall cladding is fixed near the top

flange of the eaves beam, then the horizontal wind load may be safely

considered to be carried by the fixings directly into the roof diaphragm,

provided restraining type cladding is used.

Where as the most economic design of frames and cold-rolled sections

occurs when all spans are of equal lengths, there are circumstances

where it is not possible to achieve this aim due to practical constraints.

This section gives advice as to working with these non-uniform span

cases.

Case 1 – Spans not varying by more than 20% of the maximum span.

a) Sleeved or Heavy End-Bay System

In this case select sections and sleeves on the basis that all spans are

assumed to equal the maximum span. In practice it is simpler to use

a sleeved system but the HEB system may be used if desired.

b) Butted System

Select section for each span individually. Note that it is usual to

maintain the same depth of section throughout so that the same cleats

are used, though this is not mandatory.

Sheeting Rail Load Tables Eaves Beam Load Tables

Non-Uniform Spans


31

Load Tables

Lo

ad

Ta

ble

s

Mixed Bay Lengths cont.

Case 2 – Spans not complying with Case 1, but within specific limits.

a) Sleeved or Heavy End – Bay System

Split the run of sections into a number of spans where the variation ineach set is not more than 20% of the largest span in that set. Choosesection thickness on the basis of the largest span in each set, i.e. treateach set of spans as a Case 1 situation, see previous page.

b) Butted System

This may be used without limitations, as in Case 1.

Case 3 – Spans not complying with the limits of Case 1 nor Case 2.

In this case either use butted sections throughout the structure or contact

AGB. For specific advice. Where span variations are unavoidable and

the economic advantage of a sleeved or HEB system is required the most

robust structure will result if the larger spans are kept away from the end

bay locations.

Load Table for Sleeved Purlins

Complete

Building Envelope

Solutions


Span SectionWt

(kg/m)

Span/150

Span/180

1200mm

1400mm

1600mm

1800mm

2000mm

0 Rows 1 Row 2 Rows

GravityLoad

Ultimate Loads in kN(purlin SW incl)

TotalLoad(kN)

DeflectionControlled

(SW excluded) kN)

Wind Uplift forGiven Number of

Sag Members

Allowable Working Loads for Gravity Case

Allowable Valuesin kN/m2 for given purlin spaces

(with defl = L/180 max,purlin SW included)

Z14016 3.49 13.26 20.85 17.38 3.16 2.71 2.37 2.11 1.89 21.22 21.51 21.51 -3.5

Z14016Z17015Z17016

3.493.633.87

11.5813.0514.32

15.9623.6525.14

13.3019.7020.95

2.412.722.98

2.072.332.56

1.812.042.24

1.611.811.99

1.451.631.79

18.5220.8722.92

17.9421.0722.53

18.8521.2223.28

---

4.0

Z14016Z17015Z17016Z17018

3.493.633.874.34

10.2611.5712.7014.86

12.6118.6819.8622.20

10.5115.5716.5518.50

1.902.142.352.75

1.631.842.022.36

1.431.611.762.06

1.271.431.571.83

1.141.291.411.65

16.4218.5120.3223.78

14.6516.9518.1220.33

16.7918.8920.7324.24

----

4.5

Z14016Z17015Z17016Z17018

3.493.633.874.34

8.3410.3811.4013.34

10.2215.1316.0917.98

8.5112.6113.4114.99

1.391.731.902.22

1.191.481.631.91

1.041.301.421.67

0.931.151.271.48

0.831.041.141.33

14.7316.6118.2421.34

11.7313.3914.3116.05

15.1417.0418.6921.85

----

5.0

Z14016Z17015Z17016Z17018Z20016Z20018

3.493.633.874.344.505.05

6.859.41

10.3312.0913.0215.59

8.4412.5113.3014.8621.4824.03

7.0410.4211.0812.3917.9020.02

1.041.431.571.831.972.36

0.891.221.341.571.692.02

0.781.071.171.371.481.77

0.690.951.041.221.311.57

0.620.860.941.101.181.42

13.3515.0516.5319.3520.8324.94

9.3210.5611.2812.6618.5220.94

13.8015.5217.0319.9121.4125.60

------

5.5

Z14016Z17015Z17016Z17018Z20016Z20018Z20020

3.493.633.874.344.505.055.59

5.718.549.08

10.1511.9014.2516.55

7.1010.5111.1712.4918.0520.1922.31

5.918.769.31

10.4115.0416.8318.59

0.791.191.261.411.651.982.30

0.681.021.081.211.421.701.97

0.590.890.951.061.241.481.72

0.530.790.840.941.101.321.53

0.480.710.760.850.991.191.38

12.1913.7515.1017.6819.0322.8026.47

7.478.418.99

10.1015.0216.9818.91

12.6814.2615.6517.9819.6723.5127.26

-------

6.0


32

Load Table for Sleeved Purlins

Span SectionWt

(kg/m)

Span/150

Span/180

1200mm

1400mm

1600mm

1800mm

2000mm

0 Rows 1 Row 2 Rows

GravityLoad


TotalLoad(kN)


(SW excluded) kN)


Sag Members




Z17016Z17018Z20016Z20018Z20020Z24018Z24020Z24025Z24030

3.874.344.505.055.595.706.317.849.36

7.698.59

10.9413.1115.2315.7318.4525.0831.30

9.5210.6415.3817.2019.0127.1930.0637.1143.97

7.938.87

12.8114.3415.8422.6625.0530.9236.64

0.991.101.401.681.952.022.373.224.01

0.840.941.201.441.671.732.032.763.44

0.740.831.051.261.461.511.772.413.01

0.660.730.941.121.301.341.582.142.67

0.590.660.841.011.171.211.421.932.41

13.8916.2617.5120.9824.3625.1729.5240.1350.07

7.278.17

12.2413.8415.4218.2020.3225.3829.86

13.8415.5318.2021.7525.2226.0430.4941.3349.31

---------

6.5

Z17016Z17018Z20016Z20018Z20020Z24018Z24020Z24025Z24030

3.874.344.505.055.595.706.317.849.36

6.587.35

10.1312.0113.2714.5617.0823.2228.98

8.219.18

13.2614.8316.3923.4525.9232.0037.91

6.847.6511.0512.3613.6619.5421.6026.6631.59

0.780.871.211.431.581.732.032.763.45

0.670.751.031.231.351.491.742.372.96

0.590.660.901.071.191.301.532.072.59

0.520.580.800.951.051.161.361.842.30

0.470.520.720.860.951.041.221.662.07

12.8515.0416.2019.4122.5523.3027.3337.1646.37

5.976.72

10.0711.3912.7014.9916.7520.9324.65

11.8213.2616.9420.2423.1124.2428.3737.2143.83

---------

7.0

Z20016Z20018Z20020Z24018Z24020Z24025Z24030

4.505.055.595.706.317.849.36

9.2910.4011.4913.5415.8921.6126.83

11.5512.9214.2820.4222.5827.8733.03

9.6310.7711.9017.0218.8223.2327.52

1.031.161.281.501.772.402.98

0.890.991.091.291.512.062.56

0.770.870.961.131.321.802.24

0.690.770.851.001.181.601.99

0.620.690.770.901.061.441.79

15.0618.0520.9721.6725.4334.5843.16

8.399.49

10.5812.4813.9517.4520.58

15.8518.2020.2722.6726.2432.8038.60

15.8518.9421.9622.6726.5435.9642.86

7.5

Z20016Z20018Z20020Z24018Z24020Z24025Z24030

4.505.055.595.706.317.849.36

8.119.07

10.0112.6514.8519.8023.46

10.1511.3612.5517.9519.8524.5029.03

8.469.46

10.4614.9616.5420.4124.19

0.840.941.041.321.552.062.44

0.720.810.891.131.331.772.09

0.630.710.780.991.161.551.83

0.560.630.700.881.031.371.63

0.510.570.630.790.931.241.47

14.0616.8619.5920.2423.7532.3140.34

-------

14.0015.8317.6320.5422.9528.6733.74

14.9117.8120.6421.3124.9433.4539.51

8.0

Z20016Z20018Z20020Z24018Z24020Z24025Z24030

4.505.055.595.706.317.849.36

7.127.968.8011.8613.9217.4320.65

8.9910.0611.1215.9017.5821.7025.71

7.498.389.26

13.2514.6518.0821.43

0.700.780.861.161.361.712.02

0.600.670.741.001.171.461.74

0.520.590.650.871.021.281.52

0.470.520.570.770.911.141.35

0.420.470.520.700.821.031.21

13.1715.8

18.3618.9722.2730.3137.84

-------

12.1313.7315.2917.8819.9824.9629.40

14.0716.8119.1920.1123.5330.8436.41

8.5

Z24018Z24020Z24025Z24030

5.706.317.849.36

11.1512.5115.4418.29

14.1815.6819.3622.94

11.8213.0716.1319.11

1.031.161.431.69

0.880.991.291.45

0.770.871.071.27

0.690.770.951.13

0.620.690.861.02

17.8420.9528.5235.61

----

15.5717.3921.7425.63

19.0522.2928.3933.48

9.0

Z24018Z24020Z24025Z24030

5.706.317.849.36

10.0811.1413.7516.28

12.7314.0717.3720.58

10.6111.7314.4817.15

0.880.981.211.43

0.760.841.031.22

0.660.730.901.07

0.590.650.800.95

0.530.590.720.86

16.8319.7626.9133.61

----

13.5915.1919.0122.44

18.120.8126.0430.69

9.5

Z24018Z24020Z24025Z24030

5.706.317.849.36

9.019.96

12.3014.56

11.4912.7015.6818.58

9.5710.5813.0715.48

0.750.831.021.21

0.640.710.881.04

0.560.620.770.91

0.500.550.680.81

0.450.500.610.73

15.9118.6925.4631.81

----

11.9313.3316.7019.74

17.0319.0423.8028.02

10


33

Load Table for Heavy End Bay Systems

Lo

ad

Ta

ble

s

Complete

Building Envelope

Solutions


Span SectionWt

(kg/m)

EndBay

InnerBay

EndBay

InnerBay

EndBay

InnerBay

EndBay

InnerBay

EndBay

InnerBay

EndBay

InnerBay

EndBay

InnerBay

0 RowsSpan /150 Span /180 1 Row 2 Rows

GravityLoad

TotalLoad(kN)


(SW excluded) kN)

Wind Uplift for Given Number of Anti-Sag Members

Allowable Working Loads in kN for Gravity Case


Z14016 3.49 13.26 17.09 19.62 29.65 16.35 24.71 21.22 27.35 21.51 27.63 21.51 27.63 - -3.5

Z14016Z17015Z17016

3.493.633.87

11.5813.0514.32

14.9317.0518.59

15.0222.2523.66

22.7033.6335.75

12.5218.5519.72

18.9228.0229.80

18.5220.8722.92

23.8827.2929.75

17.9421.0722.53

23.0427.4429.14

18.8521.2223.28

24.2127.6330.11

---

---

4.0

Z14016Z17015Z17016Z17018

3.493.633.874.34

9.7411.5712.7014.86

13.2415.1316.5019.17

11.8717.5818.7020.90

17.9426.5728.2531.58

9.8914.6515.5817.41

14.9522.1423.5426.31

16.4218.5120.3223.78

21.1824.2126.3930.67

14.6516.9518.1220.33

18.8122.0623.4226.10

16.7918.8920.7324.24

21.5524.5926.8031.12

----

----

4.5

Z14016Z17015Z17016Z17018

3.493.633.874.34

7.8410.3811.4013.34

11.8913.5914.8217.21

9.6214.2415.1416.93

14.5321.5222.8825.58

8.0111.8712.6214.10

12.1117.9419.0721.31

14.7316.6118.2421.34

19.0221.7423.7027.54

11.7313.3914.3116.05

15.0417.4118.4820.58

15.1417.0418.6921.85

19.4322.1724.1628.05

----

----

5.0

Z14016Z17015Z17016Z17018Z20016Z20018

3.493.633.874.344.505.05

6.439.41

10.2211.4213.0215.59

9.8212.3213.4415.6117.2420.35

7.9511.7712.5213.9920.2122.61

12.0117.7918.9121.1430.5534.17

6.629.81

10.4311.6616.8518.85

10.0114.8215.7617.6125.4628.48

13.3515.0516.5319.3520.8324.94

17.2519.7221.5024.9827.5932.56

9.3210.5611.2812.6618.5220.94

11.9413.7114.5516.2224.3527.16

13.8015.5217.0319.9121.4125.60

17.7020.1922.0025.5428.1733.22

------

------

5.5

Z14016Z17015Z17016Z17018Z20016Z20018Z20020

3.493.633.874.344.505.055.59

5.368.038.549.5411.9014.2516.55

8.2011.2712.2914.2815.7718.6221.37

6.689.89

10.5211.7516.9919.0021.00

10.0914.9515.8917.7625.6728.7131.73

5.568.248.769.80

14.1515.8417.5

8.4112.4613.2414.8021.3923.9326.44

12.1913.7515.1017.6819.0322.8026.47

15.7618.0319.6622.8425.2329.7834.19

7.478.418.99

10.1015.0216.9818.91

9.5510.9111.5812.9219.7322.0024.24

12.6814.2615.6517.9819.6723.5127.26

16.2618.5420.2023.0625.8630.5034.98

-------

-------

6.0

Z17016Z17018Z20016Z20018Z20020Z24018Z24020Z24025Z24030

3.874.344.505.055.595.706.317.849.36

7.228.07

10.9413.1114.5515.7318.4525.0831.30

11.0412.3414.5217.1419.6821.0424.3332.3940.41

8.9610.0214.4716.1917.8925.5928.2934.9341.38

13.5415.1321.8724.4727.0338.6742.7552.7862.54

7.478.35

12.0613.4914.9121.3323.5829.1034.49

11.2812.6118.2320.3922.5332.2335.6343.9852.11

13.8916.2617.5120.9824.3625.1729.5240.1350.07

18.0921.0323.2327.4331.4933.6738.9251.8264.66

7.278.17

12.2413.8415.4218.2020.3225.3829.86

9.3510.4316.0617.9119.7324.1026.5532.5038.24

13.8415.5318.2021.7525.2226.0430.4941.3349.31

17.8619.9023.9228.2032.3434.5439.8953.0263.27

---------

---------

6.5


34

Load Table for Heavy End Bay Systems

Span SectionWt

(kg/m)

EndBay

InnerBay

EndBay

InnerBay

EndBay

InnerBay

EndBay

InnerBay

EndBay

InnerBay

EndBay

InnerBay

EndBay

InnerBay

0 RowsSpan /150 Span /180 1 Row 2 Rows

GravityLoad

TotalLoad(kN)


(SW excluded) kN)

Wind Uplift for Given Number of Anti-Sag Members

Allowable Working Loads in kN for Gravity Case


Z17016Z17018Z20016Z20018Z20020Z24018Z24020Z24025Z24030

3.874.344.505.055.595.706.317.849.36

6.176.90

10.0911.2912.4714.5617.0823.2228.98

9.4610.5813.4415.8818.2319.4922.5430.0137.45

7.738.64

12.4813.9615.4322.0724.4030.1135.68

11.6813.0518.8621.1023.3133.3436.8645.5153.92

6.447.20

10.4011.6312.8518.3920.3325.1029.74

9.7310.8715.7117.5819.4227.7930.7237.9244.93

12.8515.0416.2019.4122.5523.3027.3337.1646.37

16.7519.4721.5125.4029.1631.1936.0648.0259.91

5.976.72

10.0711.3912.7014.9916.7520.9324.65

7.668.56

13.1914.7216.2319.8221.8426.7731.53

11.8213.2616.9420.2423.1124.2428.3737.2143.83

15.2316.9722.2526.2329.6132.1337.1047.7156.20

---------

---------

7.0

Z20016Z20018Z20020Z24018Z24020Z24025Z24030

4.505.055.595.706.317.849.36

8.739.76

10.7913.5415.8921.2825.21

12.5114.7816.5118.1520.9827.9434.87

10.8712.1613.4419.2221.2526.2331.08

16.4318.3820.3129.0532.1139.6446.97

9.0610.1311.2016.0217.7121.8625.90

13.6915.3116.9224.2126.7633.0339.14

15.0618.0520.9721.6725.4334.5843.16

20.0223.6427.1429.0333.5744.7155.80

8.399.49

10.5812.4813.9517.4520.58

10.9612.2413.5016.4818.1622.2826.28

15.8518.2020.2722.6726.2432.838.6

20.8123.5625.9630.0434.2942.0349.46

--

21.9622.6726.5435.9642.86

--

28.1330.0434.6846.1054.95

7.5

Z20016Z20018Z20020Z24018Z24020Z24025Z24030

4.505.055.595.706.317.849.36

7.618.519.40

12.6514.8518.6022.03

11.6813.0614.4316.9619.6226.1332.62

9.5510.6911.8116.8918.6823.0627.32

14.4416.1517.8525.5328.2234.8441.28

7.968.919.84

14.0815.5619.2122.77

12.0313.4614.8721.2723.5229.0334.40

14.0616.8619.5920.2423.7532.3140.34

18.7122.1025.3727.1431.3914.8152.18

-------

-------

14.0015.8317.6320.5422.9528.6733.74

18.3520.4722.5627.1929.9736.7143.20

14.9117.8120.6421.3124.9433.4539.51

19.5523.0526.4328.2232.5842.8550.62

8.0

Z20016Z20018Z20020Z24018Z24020Z24025Z24030

4.505.055.595.706.317.849.36

6.687.478.2511.8613.2616.3719.39

10.2811.5012.7115.9218.4124.5329.69

8.469.47

10.4614.9716.5520.4224.20

12.7914.3115.8122.6125.0030.8636.57

7.057.898.72

12.4713.7917.0220.17

10.6611.9213.1718.8520.8325.7230.47

13.1715.8018.3618.9722.2730.3137.84

17.5520.7323.8125.4729.4639.2548.99

-------

-------

12.1313.7315.2917.8819.9824.9629.40

15.8917.7319.5423.6426.0631.9337.60

14.0716.8119.1920.1123.5330.8436.41

18.4521.7424.5626.6130.7239.4946.61

8.5

Z24018Z24020Z24025Z24030

5.706.317.849.36

10.6211.7414.4917.16

14.9917.3422.2526.36

13.3514.7618.2221.59

20.1722.3027.5332.62

11.1212.3015.1817.99

16.8118.5822.9427.18

17.8420.9528.5235.61

23.9827.7436.9646.14

----

----

15.5717.3921.7425.63

20.5522.6527.7832.74

19.0522.2928.3933.48

25.1929.0736.3242.83

9.0

Z24018Z24020Z24025Z24030

5.706.317.849.36

9.4510.4512.8915.27

14.1516.0919.8623.52

11.9813.2516.3519.37

18.1020.0224.7129.28

9.9811.0413.6316.14

15.0916.6820.5924.40

16.8319.7626.9133.61

22.6426.1934.9143.59

----

----

13.5915.1919.0122.44

17.9119.7524.2428.61

18.1020.8126.0430.69

23.9227.1233.2939.23

9.5

Z24018Z24020Z24025Z24030

5.706.317.849.36

8.459.3411.5313.65

13.0614.4317.8121.10

10.8111.9514.7617.48

16.3418.0622.3026.42

9.019.96

12.3014.57

13.6215.0518.5822.02

15.9118.6925.4631.81

21.4324.8033.0641.28

----

----

11.9313.3316.7019.74

15.6917.3021.2625.13

17.0319.0423.8028.02

22.4824.7930.4025.79

10


35

Load Table for Butted Purlins

Lo

ad

Ta

ble

s

Complete

Building Envelope

Solutions


Span SectionWt

(kg/m)

Span/150

Span/180

1200mm

1400mm

1600mm

1800mm

2000mm

0 Rows 1 Row 2 Rows

GravityLoad


TotalLoad(kN)


(SW excluded) kN)


Sag Members




Z14016 3.49 9.55 12.29 10.24 2.27 1.95 1.70 1.52 1.36 15.28 15.56 15.56 -3.5

Z14016Z17015Z17016

3.493.633.87

7.709.52

10.38

9.4113.9314.82

7.8411.6112.35

1.601.982.16

1.381.701.85

1.201.491.62

1.071.321.44

0.961.191.30

13.3215.2316.61

12.9915.4616.42

13.6515.5716.97

---

4.0

Z14016Z17015Z17016Z17018Z17020

3.493.633.874.344.81

6.048.439.19

10.6811.82

7.4311.0111.7113.0814.44

6.199.189.76

10.9012.04

1.121.561.701.982.19

0.961.341.461.701.88

0.841.171.281.481.64

0.751.041.141.321.46

0.670.941.021.191.31

11.8013.4914.7117.1

19.46

10.6312.4513.2214.7316.22

12.1713.8815.1217.5619.97

-----

4.5

Z14016Z17015Z17016Z17018Z20016Z20018Z20020

3.493.633.874.344.505.055.59

4.857.257.718.62

10.5812.5014.35

6.028.929.4810.6

15.3217.1318.93

5.027.437.908.83

12.7614.2815.78

0.811.211.291.441.762.082.39

0.691.041.101.231.511.792.05

0.610.910.961.081.321.561.79

0.540.810.860.961.181.391.59

0.480.730.770.861.061.251.43

10.5712.0913.1915.3316.9420.0022.96

8.529.85

10.4511.6516.8618.8220.73

10.9812.5213.6415.8417.4620.5923.61

-------

5.0

Z17016Z17018Z20016Z20018Z20020Z24018Z24020

3.874.344.505.055.595.706.31

6.327.069.5911.3212.7413.9016.07

7.848.76

12.6614.1615.6522.3824.74

6.537.30

10.5511.8013.0418.6520.62

0.961.071.451.721.932.112.44

0.820.921.241.471.651.812.09

0.720.801.091.291.451.581.83

0.640.710.971.141.291.401.62

0.570.640.871.031.161.261.46

11.9413.8815.3418.1120.8022.2425.72

8.269.21

13.7815.3616.9220.4822.57

12.4414.4415.9218.7721.5222.9826.53

-------

5.5

Z17016Z17018Z20016Z20018Z20020Z24018Z24020Z24025

3.874.344.505.055.595.706.317.84

5.265.888.609.62

10.6312.7014.6819.56

6.587.36

10.6411.9013.1518.8120.7925.67

5.496.138.869.92

10.9615.6717.3321.39

0.730.821.191.341.481.762.042.72

0.630.701.021.151.271.511.752.33

0.550.610.901.001.111.321.532.04

0.490.540.800.890.981.181.361.81

0.440.490.720.800.891.061.221.63

10.8912.6714.0016.5418.9920.3123.4931.29

6.607.3611.1912.4813.7516.7218.4222.54

11.4413.0614.6317.2519.7821.1224.3832.40

--------

6.0


36

Load Table for Butted Purlins

Span SectionWt

(kg/m)

Span/150

Span/180

1200mm

1400mm

1600mm

1800mm

2000mm

0 Rows 1 Row 2 Rows

GravityLoad


TotalLoad(kN)


(SW excluded) kN)


Sag Members




Z20016Z20018Z20020Z24018Z24020Z24025Z24030

4.505.055.595.706.317.849.36

7.278.138.9811.6713.5017.7221.00

9.0610.1411.2016.0217.7221.8725.91

7.558.459.33

13.3514.7618.2221.59

0.931.041.151.501.732.272.69

0.800.890.991.281.481.952.31

0.700.780.861.121.301.702.02

0.620.690.771.001.151.511.79

0.560.630.690.901.041.361.62

12.8615.2017.4518.6821.6028.7835.93

9.1410.1911.2313.6915.0818.4621.73

13.5515.9718.3119.5522.5729.9835.78

-------

6.5

Z20016Z20018Z20020Z24018Z24020Z24025Z24030

4.505.055.595.706.317.849.36

6.206.947.66

10.7912.3015.1717.98

7.818.749.66

13.8215.2818.8622.34

6.517.288.0511.5112.7315.7118.62

0.740.830.911.281.461.812.14

0.630.710.781.101.251.551.83

0.550.620.680.961.101.351.61

0.490.550.610.860.981.201.43

0.440.500.550.770.881.081.28

11.8814.0516.1317.2719.9726.6233.24

7.548.419.2811.3012.4515.2617.98

12.6314.8816.7918.2121.0127.0231.83

-------

7.0

Z24018Z24020Z24025Z24030

5.706.317.849.36

9.6110.6213.1115.53

12.0413.3116.4319.46

10.0311.0913.6916.22

1.071.181.461.73

0.921.011.251.48

0.800.891.091.29

0.710.790.971.15

0.640.710.871.04

16.0418.5624.7430.90

9.4310.4012.7615.05

17.0519.4523.8428.07

-19.6726.1331.14

7.5

Z24018Z24020Z24025Z24030

5.706.317.849.36

8.379.2511.4113.52

10.5811.7014.4417.11

8.829.75

12.0314.26

0.870.961.191.41

0.750.831.021.21

0.650.720.891.06

0.580.640.790.94

0.520.580.710.85

14.9617.3123.0928.84

----

15.4617.0420.8824.57

16.0318.5024.3328.74

8.0

Z24018Z24020Z24025Z24030

5.706.317.849.36

7.338.11

10.0011.85

9.3710.3612.7915.15

7.818.63

10.6612.63

0.720.790.981.16

0.620.680.841.00

0.540.600.740.87

0.480.530.650.77

0.430.480.590.70

14.0116.2121.6327.02

----

13.4814.8618.2121.45

15.1517.4822.4526.51

8.5

Z24020Z24025Z24030

6.317.849.36

7.148.81

10.44

9.2411.4113.52

7.709.5111.26

0.660.820.97

0.570.700.83

0.500.610.72

0.440.540.64

0.400.490.58

15.2320.3225.39

---

12.9615.9018.74

16.5620.6924.41

9.0


37

Load Table for Sleeved Sheeting Rail

Lo

ad

Ta

ble

s

Span Section Wt (kg/m)Wind

PressureWind Suction

0 Rows 1 Row 2 Rows

Allowable Working Loads(Total UDL in kN)

DeflectionControlledSpan/100

Z14014Z14015Z14016

3.073.283.49

12.8014.0615.28

12.8014.0615.28

12.8014.0615.28

---

27.6129.4731.33

3.5

Z14014Z14015Z14016Z17015

3.073.283.493.63

11.2012.3113.3715.05

11.2011.9712.7214.95

11.2012.3113.3715.05

----

21.1422.5723.9835.52

4.0

Z14014Z14015Z14016Z17015

3.073.283.493.63

9.9610.9411.8813.38

9.159.76

10.3611.99

9.9610.9411.8813.38

----

16.7017.8318.9528.07

4.5

Z14014Z14015Z14016Z17015Z17016Z17018

3.073.283.493.633.874.34

8.969.84

10.6912.0413.2215.46

7.297.778.259.43

10.0811.31

8.969.84

10.6912.0413.2215.46

------

13.5314.4415.3522.7324.1727.02

5.0

Z14014Z14015Z14016Z17015Z17016Z17018Z20016

3.073.283.493.633.874.344.50

8.158.959.72

10.9512.0214.0515.12

5.766.156.537.407.918.88

13.05

8.158.959.72

10.9512.0214.0515.12

-------

11.1811.9412.6918.7919.9822.3332.27

5.5

Z14015Z14016Z17015Z17016Z17018Z20016Z20018Z20020

3.283.493.633.874.344.505.055.59

8.208.91

10.0411.0112.8813.8616.5819.24

4.885.195.866.267.03

10.5411.9213.27

8.208.91

10.0411.0112.6613.8616.5819.24

--------

10.0310.6615.7916.7918.7627.1130.3333.51

6.0

Z14015Z14016Z17015Z17016Z17018Z20016Z20018Z20020

3.283.493.633.874.344.505.055.59

7.578.239.26

10.1711.8912.7915.3117.76

--------

7.407.859.089.71

10.9012.7915.3117.76

7.568.039.26

10.1511.4112.7915.3117.76

8.559.08

13.4514.3015.9923.1025.8528.56

6.5

Complete

Building Envelope

Solutions



38

Load Table for Sleeved Sheeting Rail



0 Rows 1 Row 2 Rows



Z17016Z17018Z20016Z20018Z20020Z24018

3.874.344.505.055.595.70

9.4411.0411.8814.2116.4917.03

------

8.259.2611.8814.2116.2317.03

9.0110.1211.8814.2116.4917.03

12.3313.7819.9222.2924.6235.22

7.0

Z17016Z17018Z20016Z20018Z20020Z24018

3.874.344.505.055.595.70

8.8110.3111.0913.2615.3915.90

------

6.977.8211.0912.7314.1815.90

7.938.9011.0913.2614.9515.90

10.7412.0117.3519.4121.4530.68

7.5

Z20016Z20018Z20020Z24018Z24020Z24025

4.505.055.595.706.317.84

10.4012.4414.4314.9017.4623.69

------

------

10.4012.0613.4514.9017.3821.76

15.2517.0618.8526.9729.8136.80

8.0

Z20016Z20018Z20020Z24018Z24020Z24025

4.505.055.595.706.317.84

9.7811.7013.5814.0316.4322.3

------

------

9.5310.7812.0213.9615.6119.52

13.5115.1116.7023.8926.4132.60

8.5

Z20016Z20018Z20020Z24018Z24020Z24025Z24030

4.505.055.595.706.317.849.36

9.2411.0512.8313.2515.5221.0626.26

------

------

8.479.58

10.6712.4613.9317.4120.47

12.0513.4814.9021.3123.5629.0034.46

9.0

Z20020Z24018Z24020Z24025Z24030

5.595.706.317.849.36

12.1512.5514.7019.9524.88

-----

-----

9.4311.0712.3715.4518.16

13.3719.1221.1426.1030.93

9.5

Z24018Z24020Z24025Z24030

5.706.317.849.36

11.9213.9718.9623.64

----

----

9.8110.9613.6816.08

17.2619.0823.5527.91

10


39

Load Table for Butted Sheeting Rail



0 Rows 1 Row 2 Rows



Z14016 3.49 11.03 11.03 11.03 - 18.443.5

Z14016Z17015

3.493.63

9.6511.02

9.1810.94

9.6511.02

--

14.1220.91

4.0

Z14016Z17015

3.493.63

8.589.80

7.488.78

8.589.80

--

11.1616.52

4.5

Z14016Z17015Z17016Z17018Z20016

3.493.633.874.344.50

7.728.829.6111.1612.32

5.966.917.338.1711.89

7.728.829.6111.1612.32

-----

9.0413.3814.2315.9122.99

5.0

Z14016Z17015Z17016Z17018Z20016Z20018Z20020

3.493.633.874.344.505.055.59

7.028.028.74

10.1511.2013.2115.16

4.715.425.756.419.67

10.7811.87

7.028.028.74

10.1511.2013.2115.16

-------

7.4711.0611.7613.1519.0021.2523.48

5.5

Z17016Z17018Z20016Z20018Z20020Z24018Z24020

3.874.344.505.055.595.706.31

8.019.30

10.2612.1113.8914.8517.15

4.555.087.808.709.5911.7012.89

8.019.14

10.2612.1113.8914.8517.15

-------

9.8811.0515.9617.8619.7328.2231.20

6.0

Z17016Z17018Z20016Z20018Z20020Z24018Z24020

3.874.344.505.055.595.706.31

7.398.599.4711.1812.8213.7015.83

-------

7.067.879.4711.1812.8213.7015.83

7.388.249.4711.1812.8213.7015.83

8.429.41

13.6015.2216.8124.0526.59

6.5

Lo

ad

Ta

ble

s

Complete

Building Envelope

Solutions



40

Load Table for Butted Sheeting Rail



0 Rows 1 Row 2 Rows



Z17016Z17018Z20016Z20018Z20020Z24018Z24020Z24025

3.874.344.505.055.595.706.317.84

6.867.978.80

10.3811.9112.7214.7019.56

--------

6.006.698.80

10.3811.7212.7214.7018.91

6.557.318.80

10.3811.9112.7214.7019.22

7.268.1211.7313.1214.5020.7422.9328.30

7.0

Z17016Z17018Z20016Z20018Z20020Z24018Z24020Z24025

3.874.344.505.055.595.706.317.84

6.327.078.219.6911.1111.8813.7218.25

--------

5.075.658.219.30

10.2411.8813.5616.62

5.776.438.219.69

10.7911.8813.7217.41

6.327.07

10.2211.4312.6318.0619.9724.65

7.5

Z20016Z20018Z20020Z24018Z24020Z24025Z24030

4.505.055.595.706.317.849.36

7.709.08

10.4211.1312.8617.1121.34

-------

-------

7.708.819.7111.1312.8015.7118.52

8.9810.0411.1015.8817.5521.6725.67

8.0

Z20016Z20018Z20020Z24018Z24020Z24025Z24030

4.505.055.595.706.317.849.36

7.258.559.81

10.4812.1116.1020.08

-------

-------

7.067.878.68

10.4311.5014.1016.59

7.958.909.83

14.0615.5519.1922.74

8.5

Z24018Z24020Z24025Z24030

5.706.317.849.36

9.9011.4315.2118.97

----

----

9.3110.2612.5714.78

12.5413.8717.1220.29

9.0

Z24018Z24020Z24025Z24030

5.706.317.849.36

9.3810.8314.4117.97

----

----

8.279.11

11.1613.12

11.2612.4515.3618.21

9.0

Z24018Z24020Z24025Z24030

5.706.317.849.36

8.9110.2913.6916.43

----

----

7.338.079.8811.61

10.1611.2313.8716.43

10


41

Zed or Cee Section Brick RestraintLoad Table

Span Section Wt (kg/m) Single Span

Capacity Span/300 Capacity Span/300 Capacity Span/300

Double Span Triple Span

Allowable Working Loads in kN

3.5

4.0

4.5

5.0

5.5

6.0

6.5

7.0

7.5

8.0

8.5

140161701617018

3.493.874.34

10.4813.0415.15

5.849.19

10.28

10.0211.8314.17

14.0422.1124.71

12.4214.5217.49

10.4216.4118.35

1401617016170181702020020

3.493.874.344.815.59

9.1711.4113.2615.0919.80

4.477.047.878.68

14.05

8.8610.5712.5914.5518.23

10.7516.9318.9220.8933.80

11.0013.0215.5718.0622.43

7.9812.5714.0515.5025.09

140161701617018170202002024020

3.493.874.344.815.596.31

8.1510.1511.7813.4117.6021.73

3.535.566.226.8611.1017.56

7.939.5411.3113.0316.4718.95

8.4913.3814.9516.5026.7142.24

9.8611.7814.0116.1920.3223.11

6.309.9311.1012.2519.8231.35

1701617018170202002024020

3.874.344.815.596.31

9.1310.6112.0715.8419.55

4.505.035.568.99

14.22

8.6810.2511.7915.0017.46

10.8312.1113.3721.6334.21

10.7512.7314.6718.5521.37

8.048.999.92

16.0625.39

170181702020020200252402024025

4.344.815.596.946.317.84

9.6410.9714.4018.9417.7823.65

4.164.597.439.1611.7514.51

9.3710.7613.7618.5516.1622.58

10.0111.0517.8822.0328.2734.90

11.6513.4017.0423.0919.8427.97

7.438.20

13.2716.3620.9925.91

17025200182002020025240202402524030

5.965.055.596.946.319.369.36

13.0611.5013.2017.3616.3027.0327.03

4.755.656.257.709.88

14.4514.45

12.9510.9012.7017.0615.0226.4826.48

11.4213.6015.0218.5223.7634.7534.75

16.1513.4715.7521.2518.4932.9632.96

8.4710.0911.1513.7417.6325.7925.79

170252002020025240202402524030

5.965.596.946.317.849.36

12.0512.1816.0315.0420.0124.95

4.045.326.568.42

10.3912.31

11.9611.7915.7914.0219.3524.51

9.7312.8015.7820.2424.9929.61

14.9314.6419.6717.2924.0230.53

7.229.5011.7115.0318.5521.98

2002020025240202402524030

5.596.946.317.849.36

11.3114.8813.9718.5823.17

4.595.667.268.96

10.61

11.0014.6913.1418.0522.82

11.0413.6017.4521.5525.53

13.6618.3116.2322.4328.43

8.1910.1012.9615.9918.95

2002020025240202402524030

5.596.946.317.849.36

10.5613.8913.0417.3421.62

4.004.936.327.809.25

10.3013.7312.3616.9121.34

9.6111.8515.2118.7722.24

12.8117.1315.2821.0226.60

7.148.8011.2913.9316.51

240202402524030

6.317.849.36

12.2216.2620.27

5.566.868.13

---

---

---

---

240202402524030

6.317.849.36

11.5015.3019.08

4.926.087.20

---

---

---

---

Lo

ad

Ta

ble

s

Complete

Building Envelope

Solutions



42

Load Table for Eaves Beams

Note that in the above table a single row of Eaves braces is taken for

spans up to 6m and two rows for greater spans.

Span Section Wt (kg/m)

Allowable Vertical Loads (Unfactored) in kN

Single Span

Load Capcity (kN)

H=1 kN/m H=1.5 kN/m H=1 kN/m H=1.5 kN/m



Load Capcity

Double Span

E20020

E20025

5.59

6.94

19.83

26.22

19.10

26.22

27.76

34.22

18.84

24.91

18.84

24.91

66.77

82.30

3.5

E20020

E20025

5.59

6.94

17.31

22.89

14.73

21.46

21.25

26.20

16.44

21.74

15.25

21.74

51.12

63.01

4.0

E20020

E20025

5.59

6.94

14.22

20.29

11.06

16.86

16.79

20.70

14.45

19.27

11.93

17.56

40.39

49.78

4.5

E20020

E20025

5.59

6.94

11.42

16.42

7.91

12.95

13.60

16.77

11.90

17.06

9.09

14.01

32.72

40.33

5.0

E20020

E20025

5.59

6.94

9.00

13.48

5.14

9.53

11.24

13.86

9.71

14.30

6.62

10.94

27.04

33.33

5.5

E20020

E20025

E24025

E24030

5.59

6.94

7.84

9.36

6.86

11.07

14.96

20.56

2.65

6.49

9.67

14.93

9.45

11.64

18.37

21.77

7.78

11.88

15.79

21.23

4.41

8.23

11.56

16.72

22.72

28.00

44.19

52.37

6.0

E20020

E20025

E24025

E24030

5.59

6.94

7.84

9.36

7.69

9.48

15.15

17.95

7.69

9.48

15.15

17.95

8.05

9.92

15.65

18.55

9.93

13.15

16.63

20.75

8.40

12.29

16.11

20.75

19.36

23.86

37.65

44.62

6.5

E20020

E20025

E24025

E24030

5.59

6.94

7.84

9.36

6.56

8.08

12.96

15.35

6.56

8.08

12.96

15.35

6.94

8.55

13.50

16.00

8.81

12.16

15.38

19.19

7.03

10.57

13.98

18.65

16.69

20.57

32.47

38.47

7.0

E20020

E20030

7.84

9.36

11.18

13.25

11.18

13.25

11.76

13.93

14.29

17.84

12.06

16.35

28.28

33.52

7.5

E20020

E20030

7.84

9.36

9.72

11.51

9.72

11.51

10.33

12.25

-

-

-

-

-

-

8.0

E20020

E20030

7.84

9.36

8.50

10.07

8.50

10.07

9.15

10.85

-

-

-

-

-

-

8.5

E20020

E20030

7.84

9.36

7.47

8.85

7.47

8.85

8.17

9.68

-

-

-

-

-

-

9.0

E20020

E20030

7.84

9.36

6.60

7.81

6.60

7.81

7.33

8.68

-

-

-

-

-

-

9.5

E20020

E20030

7.84

9.36

5.85

6.92

5.51

6.92

6.61

7.84

-

-

-

-

-

-

10


43

Typical C-Section Rail hole Punching Details

58

88

118

158

140

170

200

240

Depth A

233

283

333

408

B

650

750

850

1000

C

Dimensions in mm.

Note: All holes 18ø for M16 bolts, minimum grade 4.6.

De

tail

ing

Notes Regarding the Heavy End-Bay System

It is essential that the heavier end bay section is properly identified to aboid misplacement on site.

Wherever possible this should be detailed to be different to other section so that misplacement cannot

occur. Further, to avoid problems on site the sleeves at all locations should be the same thickness,

ie the thickness of the end bay purllin section.

Zed Section Sleeves

Zed Purlins and Rails

Single Spans

Double Spans

supportCL

supportCL

supportCL

supportCL

supportCL

Sleeve for 140, 170, 200 and 240 Series

L = Span between supports

Wide outer flange

Sag bar holing at mid-span for single row, at 1/3 span for purlins with double row and at 3/8: 1/4: 3/8 span forpurlins with double row.

Wide outer flange

Note: Sag system holing as above

Narrow outer flange

Complete

Building Envelope

Solutions



44

Typical Zed Section holing Patterns

Gable Purlin Detail Alternative Gable Purlin Detail

Corner Rail Connection Alternative Gable Rail Connection

Flush Construction Continuous Connection

Alternative cleader psoition

varies varies

varies varies

3mm galvanised steelplate

(or can use a sleeve at extendable gable)

(not to exceed 3 x section depth)

100

x 10

0 x

2 on

45

x 45

x 2

zinc

pla

ted

clea

der a

ngle

Rai

l end

cle

at if

requ

ired


45

De

tail

ing

Typical C-Section Rail hole Punching Details

Cee Section Sleeves

Cee Section Rails

Single Spans

Double Spans

58

88

118

158

140

170

200

240

RailDepth

2.0

2.5

2.5

3.0

SleeveThickness

A

233

283

333

408

B

650

700

800

950

C

146

177

207

248

D

44

44.5

44.5

45

E

150

180.5

210.5

251

F

Dimensions in mm.

Sleeve for 140, 170, 200 and 240 Series


L = Span between supports

Wide outer flange

supportCL

supportCL

supportCL

supportCL

supportCL

Note: Sag system holing as above

Sag bar holing at mid-span for single row, at 1/3 span for double row.

Complete

Building Envelope

Solutions



Fire Wall Rail Holing Details

46

Butted Zed Rail Connection Sleeved Zed Rail Connection

58

88

118

158

140

170

200

240

Depth A

233

283

333

408

B

650

750

850

1000

C

Dimensions in mm.


These details should be used in conjjunction with information on page 23 and with cleats as detailed on page 43.

18mm ø holes in rails, 18 x 45mm slots in cleat 18mm ø holes in rails, 18 x 45mm slots in cleat and sleeve

Butted Cee Rail Connection Sleeved Cee Rail Connection

18mm ø holes in rails, 18 x 45mm slots in cleat

Zed Section Rail

Cee Section Rail

18mm ø holes in rails, 18 x 45mm slots in cleat and sleeve


47

Standard Cleats for Zed and Cee Sections

Normal Cleats for Purlins and Rails

All holes in cleats are 18mm ø to suit 16mm diameter boltst = 6mm for 140, 170 & 200 series

Note: It is recommended that heavy duty cleats are used with steep roofs (i.e. greater than 25 degrees), tiled roofs and any rail cleats carry significant cladding weight,particularly at anchor points on diagonal ties.

t = 8mm for 240 series

Heavy Duty Cleats for Purlins and Rails

Normal Fire Wall Cleats Heavy Duty Fire Wall Cleats

Cleats for Cee Section Connections

Short Trimmer Cleat Long Trimmer Cleat

Dimensions in mm.


Cleats fabricated from 3mm zinc plated steel58

88

118

158

140

170

200

240

Section Depth A

66

66

74

77

G

98

98

106

109

H

6mm weldedstiffener

6mm weldedstiffener

18mm ø x 45 slots

De

tail

ing

Complete

Building Envelope

Solutions


48

Anti-Sag System Components

Note that the dimension X refers to the purlin and Y refers to the Eaves Beam. Bothdimensions are to be taken as the dimension ‘A’ for the relevant section depth on page 43.

Note for Rail Support Systems.Anchor cleats should be placed at the hole above the rail strut end cleat (and nearest thesheeting) for a single sided diagonal tie position and under the rail strut cleat for a double-sided diagonal lie position. The tie top fixing should be bolted to the cleat hole nearest thecolumn.

Push-fit Sag Bar Threaded Tie Rod

Standard Angle Brace and Rail Strut Cranked Apex Strut

Eaves Brace with Push-fit Sag Bar

Eaves Brace with Adjustable Sag Bar or with

Angle Braces

Diagonal Tie Bar Anchor Cleat

Roof angle

Roof line

Roof angle

45 x 45 x 2 zinc plated folded angle

16mm Ø zinc plated tube 12mm Ø threaded bar

Roof line

Roof angleRoof line


49

Miscellaneous Components

Rail Closer Detail Packer Plate at Counterformed Holes

Rail Corner Joining Plate

Rail End Cleat

Stay Cleat

Base Angles

Stay Detail

Alternative Stay Detail

Zinc plated 6mm thick plate 36 mm ø holes

3 mm thick zinc plated steel

Rail closer from 45 x 70 zincplated angle x 2 thick

45 x 45 x 2* zinc plated stay(*larger section available fordeep rafters by specialrequest)

Stay cleat

60 x 60 x 2 mm zinc plated steel

70 x 70 x 6 MSA with zinc plating

Base angles available to specalorder, in 2 mm thick zinc platedsteel. provide dimensions X asrequired.

Dimensions in mm.

Note: All holes 18ø for M16 bolts,minimum grade 4.6.

58

88

118

158

140

170

200

240

Depth A

18 ø holes

18 ø holes

18 ø holes

De

tail

ing


The information presented in this brochure is believed to be accurateat time of publication, however this may be subject to amendment orimprovement without prior notice and shall not, in any event, be usedas a basis for any contract.

Manufactured ProductsRoof CladdingZed PurlinsCee SectionsFlashings and Ancillaries

AGB STEEL PRODUCTS LTD146 Crownpoint RoadGlasgow, Scotland G40 2AETel: +44 (0) 141 556 7551Fax: +44 (0) 141 556 1516Email: [email protected]

Fyvie Office:Mill of CrichieFyvie,Turriff AB53 8QLTel: +44 (0) 1651 891668Fax: +44 (0) 1651 891698Email: [email protected]

www.agbsteelproducts.co.uk


agb purlin brochure

Documents

zed purlings

zed heavy endbay zed

typical zed s

zed purlinrail systemhole

sleeved purlins

butted purlins

sleeved rail system

zed profile purlin systems