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Steadmans Agricultural Ancillary Systems

Steadmans agricultural ancillary systems include an extensive range of Zed, Cee and Eaves Beam sections and accessories. Our wide range offers complete compatibility between Zed and Cee sections sizes. The products are formed from hot dipped galvanised steel coil to BS EN 10346:2009 Fe E390G -Z275. The sections are designed to BS EN 1993-1-3:2006 using a combination of rational analysis and component testing.

Steadmans agricultural ancillary systems also include customer designed Zed, Cee and Eaves Beam sections to individual designs for special applications. Our extensive stock of full width coils in various gauges and our capability to cut, fold and punch these materials allow us to offer solutions to almost all situations. Please consult Steadmans Sales Department for further details.

Zee Section

zee dimensions

Cee Section

cee dimentions

Table 01: Dimensions in mm
Section Depth Zeds Cees
A B C D E F
140, 170 60 54 16 20 62 13
200 70 64 16 20 70 15
240 75 67 18 22 74 17
300 95 87 21 25 95 19

Table 02: Standard Zeds – 390 N/mm2 Steel Grade

Standard Zeds

Table 02: Standard Cees – 390 N/mm2 Steel Grade

Standard Cees

Download a pdf of the Zed and Cee section range.

ZED Purlins

Four structural systems are available, the Sleeved System, Double-Span Sleeved System, Heavy End-Bay System and the Butted System. These systems allow for a flexible and efficient range of solutions to roofing supports for a wide variety of cladding types, the major features of which are outlined below.

Sleeved single-span system

This is the traditional agricultural ancillary system of single bay-length sections with sleeves at all penultimate supports and at alternative internal supports. The system may be used with all types of cladding and roof pitches, within the limitations given in this manual. Minimum number of spans is 2 and the maximum span is 12.5m.
sleave single

Sleeved double-span system

Sleeves are provided at all penultimate supports and are staggered at internal bays. The advantage is a reduced number of erection components when compared with the Sleeved System. Note that maximum section length is restricted to 15m for transport and handling reasons. Consideration should be given to handling and erection sequence when utilising the double-span sections. Minimum number of spans is 4 and the maximum span is 7.5m.
Sleeved double-span system

Heavy end single-span system

This is a highly efficient sleeved agricultural ancillary system, with sleeves at all supports thus allowing a form of continuous beam design. Inner bay sections and sleeves are thinner than at the end bay thus allowing an economic solution for long buildings. Sleeves at penultimate supports are of the same thickness as the outer bay purlin section. Minimum number of spans is 4 and maximum span is 12.5m.
sleave single

Heavy end-bay double-span system

Sleeves are provided at all penultimate supports and are staggered at internal bays. The advantage is a reduced number of erection components. Inner bay sections and sleeves are thinner than at the end bay thus allowing an economic solution for long buildings. Sleeves at penultimate supports are of the same thickness as the outer bay purlin section. Minimum number of spans is 4 and maximum span is 12.5m.
Sleeved double-span system

Sleeved purlin system

Single/Double span lengths

This agricultural ancillary 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 (see design guidance pdf). Consideration should be given to handling and erection sequence when utilising the double-span section.

Double Span Connection

double_span

Sleeved Connection

sleeve_connection

Butted single-span system

The agricultural ancillary system is required for buildings of a single span length and is efficient for short spans or light loadings. Butted purlins are also useful for frames which have large clear spans and where large frame deflections may be harmful to continuous purlin systems. Butted purlins can be used over supports or within the depth of the supporting section. Maximum span is 11.4m.
butted_single

Butted purlin system

This agricultural ancillary 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.

Butted Connection (with inset cleat for flush construction)

butted_connection_001

Butted Connection

butted_connection_002

Design Guidance

Design guidance for the Steadmans Zed Purlin agricultural ancillary systems and their use with sag bar system, roof angle brace system, monopitch roofs, steep pitch roofs, shallow pitch roofs, long roof slopes, curved roofs, tiled roofs and cantilever purlins is contained in a PDF. Download the pdf by clicking here

Eaves and Beams

Three depths of eaves beam are available. Folded indented sections with a maximum length of 10m are available in 200mm and 240mm depth. A 300mm deep Cee section eaves beam is available up to a span of 12.5m to complement the 300 series of purlin sections. These are available in the thicknesses indicated. Eaves beams are usually single spanning but the 200 and 240 series may be supplied as double-spanning up to a 5m span and the 300 series can be double-spanning up to a 7.5m span.

The 300mm deep eaves beams may be optionally used with counterformed holes and countersunk bolts, with either countersunk holes or spacer plates as indicated.

It is recommended that at least one row of eaves braces should be adopted, even where a zero row of sag bars is used with the purlins. Additionally the number of rows of eaves braces should not be less than the number of rows of sag bars for purlins, as in the table on page 8, or as selected by the designer to suit any particular design. Removal of eaves braces should only be carried out if the roof designer is confident that the structural implications have been fully considered.

Eaves braces perform the following functions:
  1. Reduce the horizontal design span for side wind
  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

The eaves beam design tables and design disk are based on the assumption that the top flange is fully restrained by the roof cladding and care is required where this is not the case, for example where standing seam or clip-fixed cladding are used without a suitably stiff liner panel.

Most design situations can be handled using the design disk but due to the many conditions that may be met in practise, section properties are provided to assist the designer with any individual designs that may be required.

200 Eaves Beam Series

200-eaves-beam

240 Eaves Beam Series

240-eaves-beam

300 Eaves Beam Series

300-eaves-beam

Section Weight (kg/m) Sxe (cm3) Ixx (cm4) Zyy (cm3) Iyy (cm4) Ryy(mm) Poc(N/mm
EB200/16 5.10 35.48 373.8 8.66 44.9 26.3 350
EB200/20 6.35 47.68 487.7 10.64 55.1 26.1 350
EB200/25 7.90 61.70 620.3 13.02 67.3 25.9 350
EB240/25 9.08 83.09 1009.3 15.80 94.1 28.5 350
EB240/30 10.84 101.18 1218.0 18.58 110.6 28.3 350
EB300/30 11.97 134.59 2026.0 22.32 159.0 32.3 329

Typical Eaves Beam Details

EAVES BRACES FOR ROOF SLOPE LENGTH UP TO 18M

200 & 240 Series

200-240-series

200 & 240 Series

300-series

200 & 240 Series

200-240-series-b

200 & 240 Series

300-series-b

Typical Connections to Column Heads

Outstanding Sections

200outstand
300outstand

Flush Column Connections

200flush
300flush

Connections Between Eaves Beams and Rail Struts

b200
b300

To download a PDF of the Eaves Beams section, click here.

Zed and Cee Sheeting Rails

Sheeting rails may be selected as either Zed profile or Cee profile sections. These are formed from the same coils and are each available in the same depth and thickness range. Cees may be substituted for Zeds at window and door framing and at composite cladding joints, etc.

The two types of section can be mixed on the same rail line though it is not possible to locate sleeves on the junction between Zeds and Cees. Each system should be regarded separately between such junctions when considering load capacities.

Three basic systems are given in this manual, i.e. the Sleeved System, the Butted System and the Double Span (Brick Restraint) System. A Heavy End-Bay System can be used though in practice this may be hampered by interaction with door standards, etc, and the designer will require to exercise caution if this system is used (and indeed may require to anticipate the possibilities of future alterations to the wall structure). The design disc provides a method of load assessment for this agricultural ancillary system.

Sleeved System

This is 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 12.5 metres.

sleevedsystem

Butted System

This is a single span system. The system is required for single bay length rails and is efficient for short spans or light wind loadings. Sections can be fitted running past the supports or may be within the depth of supporting sections. Maximum span is 11.4 metres.

buttedsystem

Double Span System (brick restraint)

This is a relatively stiff system intended for use as brickwork restraints, or as window framing. Minimum number of spans is 2 and maximum transport length of section is 15 metres thus maximum span is 7.5 metres. Use double-span sections for the full length if the wall has an even number of bays and use a triple-span rail, ie double-span plus a sleeve, if an odd number of bays. Section thickness may require to increase for the triplespan case to compensate for the reduced stiffness, when compared with the double span system.

dblesystem

Design Guidance

Design guidance for the Steadmans Zed & Cee Sheeting Rails and their use with sheeting rail sag agricultural ancillary systems, cladding and fire rated boundary walls is contained in a pdf. Download the pdf by clicking here.

Load Tables

Introduction

This manual presents load tables for a number of practical design situations. Tables should be read in conjunction with the systems information as given earlier.
Steadmans have used a flexible approach to the number of rows of sag members, to allow maximum freedom of choice for the designer and Architect. Information on this topic should be obtained from the relevant section of the manual prior to selection of purlins and rails.

Note that if zero rows of sag bars are used then temporary bracing may be required during erection to avoid distortion of purlins and rails.
Load tables are based on calculations to BS EN 1993-1-3:2006 using a combination of rational analysis and component testing. The tables are based on the use of restraining metal cladding. For non restraining and hook bolt fixed cladding the design disc should be used in conjunction with the sag bar arrangements shown earlier.

Purlin Load Tables

Load tables provide unfactored gravity load capacities which are based on the lesser of the purlin working load capacity 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, i.e. 0 rows, 1 row and 2 rows of purlin braces, within the limits of the information provided. (Refer to page 4 in the Zed Purlin Systems pdf).

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, with the exception that the deflection-controlled values are based on deflections only, excluding self weight effects, so that other limits may be adopted by pro-rata.

Purlins are frequently 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 other limits may apply. In the case of agricultural buildings the designer may choose to select purlins on the basis of the load given for the Span/150 limit, for unfactored loads, and on the basis of the ultimate capacity for factored loadings. Some claddings may require more stringent deflection limits and these may be determined by pro-rata. It is not usual to limit deflections for wind uplift cases but if required the designer can evaluate the unfactored net wind uplift and limit to the deflection-limit capacity given in the tables.

Note that purlin design may be more readily carried out using the Steadmans design software. Wind loadings should be evaluated to the relevant code of practice and should be increased by a suitable load factor (usually 1.4), with the cladding dead load deducted to give the factored net loading. The load tables apply to roof slopes up to 25˚, for steeper slopes the design software should be used or consult Steadmans direct.

A separate brochure covering all the load tables for Steadmans Purlins, Eaves Beams and Rails can be downloaded via the ‘Literature’ link or by clicking on the image above.

Sheeting Rail Load Tables

Sheeting rail tables are based on the usual assumption that cladding dead weight does not cause significant bending in the vertical plane. This condition is satisfied in practice if the cladding weight is supported by the eaves beam or at the base of the panel or if the cladding is fixed in such a manner as to form an effective diaphragm. (Refer to BS EN 1993-1-3:2006.)

Tables have been evaluated with deflections limited to Span/100 and Span/150. The user may pro-rata the deflection controlled values if a more stringent limit is required. Tables allow the use of O rows, 1 row, 2 rows or 3 rows of sag members in particular circumstances and the user should refer to Zed & Cee Sheeting Rails pdf page 4 for guidance.

Eaves beam load tables

Tables are provided for eaves beams for single and double span cases within the limits of the product. The tables are based on the assumption of restraining type roof cladding. It is assumed that 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. For cases where the wall cladding is fixed near the top flange of the eaves beam then the designer may wish to consider that the horizontal wind is carried by the fixings directly into the roof diaphragm, provided restraining type roof cladding is used.

Non uniform spans

The most economical design of frames and cold-rolled sections occurs when all spans are of equal length. However there are circumstances where it is not possible to achieve this due to practical constraints. This section gives an indication of how to deal with non-uniform design cases, based on guidance in BS EN 1993-1-3:2006.

Case 1

Spans not varying by more than 20% of the maximum span.
  1. 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.
  2. Butted system – Select a section for each span individually, or for the maximum span. Note that it is usual to maintain the same depth
    of section for all spans so that the same cleats are used throughout, though this is not mandatory provided detailing is suitably adapted.

Case 2

Spans not complying with case 1, but within specific limits.
  1. Sleeved or Heavy End-Bay system – Split the run of sections into a number of sets of spans where the variation in each set is not more than 20% of the largest span in that set and choose section thickness on the basis of the largest span in each set, i.e. treat each set of spans as a case 1 situation.
  2. Butted System – This may be used without limitation.

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 Steadmans for specific advice.

Where span variations are unavoidable the most robust structure will result if the larger spans are kept away from the end
bay locations.

A separate brochure covering all the load tables for Steadmans Purlins, Eaves Beams and Rails can be downloaded via the ‘Literature’ link or by clicking here.

Range Details

Details & Detailing information

Additional details (not contained in the specific product pdfs) and Detailing information are contained in a pdf. This pdf includes typical zed section details, parapet framing, valley beam details, door & window framing, suspended & load points, suspended ceilings, zed purlin and zed/cee rail system, hole punching details, heavy end-bay system, fire wall rail holing, standard cleats for purlins & rails, anti-sag system components, cleats and miscellaneous components.

Download the details and detailing information pdf.

Standard Detailing Sheets

Steadmans provide standard detailing sheets which can be printed out and filled in to suit customers requirements. Our standard detailing sheets include zed purlin/rails, cee rails, cee sections, STD sleeves, eaves beam (200 & 240 series), eaves beam (300 series) and five accessories sheets.

Download the standard detailing sheets pdf.

Mezzanine Floor Cees

Steadmans cee sections can be used as secondary beams for mezzanine floors.

The following load span tables have been derived in accordance with BS 5950-5:1998 ‘Code of practice for design of cold formed thin gauge sections’

Steadmans cold rolled products are formed from hot dipped galvanised steel coil to BS EN 10326:2004 Fe E390G-Z275.

Download the mezzanine floor cees sections load tables for single and double span.

NBS Plus

NBS Plus is a library of technical product information written in NBS format, linked to NBS clauses and clause guidance. The links within the specification software allow you to specify products quickly and accurately by a click of a button then drop the product information directly into a specification.

NBS is the industry standard specification system used by more than 45,000 registered users to download relevant building clauses. Available online and on CD-ROM, as well as hard copy, it is a library of pre-written technical specification clauses and preliminaries for producing building specifications.