purlins, rails & eaves beams - Hi-Tech Steel …

1 CI/SfB. (47) Nh2. October 2012. purlins , rails & eaves beams > load tables ms eaves beams . syste r ails floor cee l in n g s pur sheeti d ze & cee d ze purlins , rails & eaves beams introduction Index This brochure presents load tables for a number of Introduction .. 03. practical design situations. Tables should be read in Zed Purlin Sections .. 04 conjunction with the systems information which is contained in a separate brochure - purlins , rails &. Sleeved Single Span .. 04. eaves beams : Design'. Butted Double 09. Steadmans have used a flexible approach to the Butted Single Span .. 15. number of rows of sag members, to allow maximum Zed rail Sections .. 19 freedom of choice for the designer and Architect. Information on this topic should be obtained from Sleeved Single Span.

2 19. the relevant section of the manual prior to selection Butted Double 24 of purlins and rails . Butted Single Span .. 30. Note that if zero rows of sag bars are used then Cee rail Sections .. 34 temporary bracing may be required during erection Sleeved Single Span .. 34 to avoid distortion of purlins and rails . Butted Double 39 Load tables are based on calculations to Butted Single Span .. 45 BS EN 1993-1-3:2006 using a combination of rational analysis and component testing. eaves beams .. 49. The tables are based on the use of restraining metal Single Span - Wind Load = .. 49 cladding. For non restraining and hook bolt fixed Single Span - Wind Load = .. 50 cladding the design disc should be used in conjunction with the sag bar arrangements shown in Mezzanine Floor Sections.

3 52 the Purlin Manual. Single Span : Deflection limit = 52. Steadmans realise that our standard range will not Single Span : Deflection limit = 56 meet all requirements and therefore customer Double Span : Deflection limit = span/360 .. 60 designed Zed, Cee and eaves beam sections can be Double Span : Deflection limit = span/200 .. 64 manufactured along with individual designs for special applications. Technical 70. 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 About Steadmans all situations. Please consult Steadmans Sales Department for A Steadman & Son Limited (usually known as Steadmans) are further details. one of the UK's leading manufacturers of roofing and cladding, supplying high quality cladding materials from our sites in England, Scotland and Northern Ireland.

4 We offer total roofing and cladding solutions which we deliver with our dedicated haulage fleet. Our continuous investment programme and on-going product development ensures we can provide high quality products promptly and at competitive prices. purlins , rails & eaves beams 02. introduction Purlin Load Tables Sheeting rail Load Tables Load tables provide unfactored gravity load capacities which Sheeting rail tables are based on the usual assumption that are based on the lesser of the purlin working load capacity cladding dead weight does not cause significant bending in or as controlled by a deflection limit of Span/180. the vertical plane. This condition is satisfied in practice if the The tables also provide ultimate load capacities for gravity cladding weight is supported by the eaves beam or at the load, wind uplift and for deflection limits of Span/180 and base of the panel or if the cladding is fixed in such a Span/150.

5 Manner as to form an effective diaphragm. (Refer to BS EN. 1993-1-3:2006.). Wind uplift capacity values are given for three conditions, 0 rows, 1 row and 2 rows of purlin braces, within the limits of the information provided. eaves beam Load Tables Tables are provided for eaves beams for single and double When evaluating factored and unfactored loadings the self span cases within the limits of the product. The tables are weight of the purlin section need not be considered as this based on the assumption of restraining type roof cladding. effect is included in the load tables, with the exception that It is assumed that horizontal wind forces are carried by the the deflection-controlled values are based on deflections eaves beam and braces and hence into the roof diaphragm.

6 Only, excluding self weight effects, so that other limits may The designer should be satisfied that suitable load paths be adopted by pro-rata. exist for these forces. For cases where the wall cladding is purlins are frequently selected on the basis of a gravity load fixed near the top flange of the eaves beam then the deflection limit of Span/180 but there may be a number of designer may wish to consider that the horizontal wind is cases, including agricultural buildings, where other limits carried by the fixings directly into the roof diaphragm, may apply. In the case of agricultural buildings the designer provided restraining type roof cladding is used. may choose to select purlins on the basis of the load given for the Span/150 limit, for unfactored loads, and on the Non Uniform Spans basis of the ultimate capacity for factored loadings.

7 Some The most economical design of frames and cold-rolled claddings may require more stringent deflection limits and sections occurs when all spans are of equal length. these may be determined by pro-rata. It is not usual to limit However there are circumstances where it is not possible to deflections for wind uplift cases but if required the designer achieve this due to practical constraints - see page 68 for can evaluate the unfactored net wind uplift and limit to the more details. 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 ), with the cladding dead load deducted to give the factored net loading.

8 The load tables apply to roof slopes up to 25 , for steeper slopes the design software should be used or consult Steadmans direct. purlins , rails & eaves beams 03. purlins , rails & eaves beams zed purlin load tables zed purlin Sections - sleeved single SPAN. Total Working Loads Ultimate in kN / span Section Weight Working Allowable loading in kN/sq m Deflection Uplift - metal Cladding Gravity reference (kg/m) Purlin Centres in millimetres Span/ Number of anti sag rods Load (kN) 1000 1200 1500 1800 2000 2400 180 0 1 2. Span = 140 Z 14 140 Z 15 140 Z 16 140 Z 18 140 Z 20 Span = 140 Z 14 140 Z 15 140 Z 16 140 Z 18 140 Z 20 Span = 140 Z 14 140 Z 15 140 Z 16 140 Z 18 140 Z 20 170 Z 14 170 Z 15 170 Z 16 170 Z 18 170 Z 20 170 Z 25 200 Z 14 200 Z 15 Span = 140 Z 14 140 Z 15 140 Z 16 140 Z 18 140 Z 20 170 Z 14 170 Z 15 170 Z 16 170 Z 18 170 Z 20 170 Z 25 200 Z 14 200 Z 15 200 Z 16 purlins , rails & eaves beams 4.

9 Zed purlin Sections - sleeved single SPAN. Total Working Loads Ultimate in kN / span Section Weight Working Allowable loading in kN/sq m Deflection Uplift - metal Cladding Gravity reference (kg/m) Purlin Centres in millimetres Span/ Number of anti sag rods Load (kN) 1000 1200 1500 1800 2000 2400 180 0 1 2. Span = 140 Z 14 140 Z 15 140 Z 16 140 Z 18 140 Z 20 170 Z 14 170 Z 15 170 Z 16 170 Z 18 170 Z 20 170 Z 25 200 Z 14 200 Z 15 200 Z 16 200 Z 18 200 Z 20 200 Z 25 240 Z 15 240 Z 16 240 Z 18 Span = 140 Z 14 140 Z 15 140 Z 16 140 Z 18 140 Z 20 170 Z 14 170 Z 15 170 Z 16 170 Z 18 170 Z 20 170 Z 25 200 Z 14 200 Z 15 200 Z 16 200 Z 18 200 Z 20 200 Z 25 240 Z 15 240 Z 16 240 Z 18 Boxes greyed out indicate that the allowable working load kN/m2 is less than dead load ( kN/m2) plus live load ( kN/m2) = kN/m2.

10 purlins , rails & eaves beams 5. purlins , rails & eaves beams zed purlin load tables zed purlin Sections - sleeved single SPAN. Total Working Loads Ultimate in kN / span Section Weight Working Allowable loading in kN/sq m Deflection Uplift - metal Cladding Gravity reference (kg/m) Purlin Centres in millimetres Span/ Number of anti sag rods Load (kN) 1000 1200 1500 1800 2000 2400 180 0 1 2. Span = 140 Z 14 140 Z 15 140 Z 16 140 Z 18 140 Z 20 170 Z 14 170 Z 15 170 Z 16 170 Z 18 170 Z 20 170 Z 25 200 Z 14 200 Z 15 200 Z 16 200 Z 18 200 Z 20 200 Z 25 240 Z 15 240 Z 16 240 Z 18 240 Z 20 Span = 170 Z 14 170 Z 15 170 Z 16 170 Z 18 170 Z 20 170 Z 25 200 Z 14 200 Z 15 200 Z 16 200 Z 18 200 Z 20 200 Z 25 240 Z 15 240 Z 16 240 Z 18 240 Z 20 240 Z 25 240 Z 30 Boxes greyed out indicate that the allowable working load kN/m2 is less than dead load ( kN/m2) plus live load ( kN/m2) = kN/m2.