Purlin & Cladding Rail

11198Purlin Manual Cover.qxd:11198 Purlin Manual Cover.qxd 2/4/12 16:30 Page 1 DESIGN MANUAL FOR PURLIN AND CLADDING RAIL SYSTEMS AYRSHIRE METAL PRODUCTS (Daventry) Ltd. Royal Oak Way, Daventry, Northamptonshire NN11 8NR Tel: (01327) 300990 Fax: (01327) 300885 Web: www.ayrshire.co.uk Email: [email protected] AYRSHIRE METAL PRODUCTS (DAVENTRY) LIMITED QUALITY ASSURANCE BS EN ISO 9001:2008 Certificate No. FM 34021 Cl/SfB (27) July 2013 DESIGN MANUAL FOR PURLIN AND CLADDING RAIL SYSTEMS Hh2 CONTENTS PRODUCT GUIDE 4 ZETA 6 Sections Design Detailing Accessories ZETA II 14 22 Sections Design Detailing Accessories EAVES BEAMS PANEL JOINT RAIL (‘PJR’) SECTIONS Sections Design Detailing Brickwork Supports Standard Details Cantilevers, Shallow Roofs Monopitch Roofs Tiled Roofs Ductcover System, Services Parapets Non-Restraining Cladding Support Systems for Horizontal Cladding: – Vertical & Horizontal Grillage – ‘Top Hat’ Solution ASSOCIATED PRODUCTS 40 41 42 43 44 46 47 48 50 53 30 PRESSED SECTIONS Sections Design Detailing Accessories ‘C’ SECTIONS 36 CONSTRUCTION DETAILS Sections Design Detailing Accessories ZED ‘CW’ SECTIONS As s ociated Sections Customised Pressings 34 35 54 55 ULTIMATE LOAD TABLES Zeta Zeta II Zed 56 61 64 Material Specifications 67 CE Marking INTRODUCTION IMPROVED PERFORMANCE – OVER 12% Our policy of continuous product development to meet the markets’ needs has resulted in Ayrshire standardising the grade of steel used for the main purlin and cladding rail profiles. Using the more effective “S390” material, the capacities have increased by over 12% for our popular Zeta 1/ range. Improvements in performance are also offered for our Zeta II and Zed ranges, together with our complementary Eaves Beam and C sections. As a result of these improvements and to simplify our product portfolio, the need for the Zeta III profile has been substantially reduced, and is now withdrawn from our range. Full details of our re-focused range can be found on pages 4 and 5. COMPUTER AIDED DESIGN A comprehensive range of software is available on request, dealing with both the design and detailing of purlin and cladding rail systems. “AyrSuite Plus 4” provides an integrated suite of software covering the full range of Ayrshire construction products including: . • Design software incorporating a module that assesses wind loads to BS6399:Part2:1997 • Detailing software for our purlin and cladding rail systems, Ayrshire Steel Framing and Swagebeam Mezzanine Floor Systems. TOTAL SERVICE Ayrshire consistently quote the most economically designed and complete systems for all kinds of applications. Our technical expertise is always at your service – at every stage of design and construction. For quality, consistency, economy and complete satisfaction you can rely on Ayrshire: More options. More support. More reassurance. 3 INTRODUCTION THE LEADING MANUFACTURER Ayrshire Metal Products are Britain’s leading manufacturer of cold rolled steel profiles, offering quality products and reliable service. Backed by over fifty years specialist experience, expert assistance is always available. Within the Ayrshire group, Ayrshire Metal Products (Daventry) Limited has some of the most advanced production facilities in Europe. Our Quality Management systems comply with BS EN ISO 9001:2008 (BSI Registered). Our products are manufactured in accordance with BS EN 1090-1 & 1090-2 to execution class 4. It is intended to offer indicative guidance to the range of sections. 175 and 200mm HEAVY END BAY DOUBLE SPAN HEB BUTTED ZETA II ‘Zed’ section with web stiffeners offering maximum structural efficiency for weight of material used. 265 and 285mm RAILS PRODUCT GUIDE The following information is provided as a general guide to the purlin and cladding rail systems available from Ayrshire Metal Products (Daventry) Ltd. SLEEVED Ideal purlin section for spans up to 7. Fully compatible range of CW sections for framing around openings. 140. 245.60m .SECTIONS SYSTEMS PURLINS ZETA Fully effective section offering maximum efficiency.50m and heavier loadings. Can be used as a purlin over small spans and steeper roof pitches. HEAVY END BAY BUTTED ZED Plain Zed offering simple construction details. Ideal small span rail . 4 SLEEVED SLEEVED HEAVY END BAY BUTTED . Depths available: 125. No sag bars for majority of roofing applications. 150. 170. 155. Ideal purlin and rail for spans over 7. Depths available: 225. 185 and 200mm. DOUBLE SPAN Depths available: 125. and their proposed applications. systems and ancillary members produced. 200mm TH: 80 and 100mm ‘C’ SECTIONS A variety of sections available for use as: Cladding rails Masonry wall restraints Door/window restraints Parapet capping rails. Does not give quite the same strength capacity as the Sleeved system. PURLIN AND CLADDING RAIL BRACING SYSTEMS All Ayrshire purlin and cladding rail systems. 127 – 240mm 5 . End bay sections and sleeves increased in gauge to compensate for the lack of continuity at the gable.).SYSTEMS COMPLEMENTARY SECTIONS SLEEVED DOUBLE SPAN Single spanning sections with sleeves at alternate supports. Does not give quite the same strength capacity as the Heavy End Bay system.50m. but uses fewer components and is therefore faster to erect. but using double spanning interior purlin lengths and fewer sleeves. Double spanning sections with only a minimum number of sleeves to alternate purlins across the penultimate support. cleats and brackets. Sleeves act as ‘mechanical hinges’ to provide maximum structural efficiency for the number of components employed.50m. BUTTED Single spanning sections without sleeves. Intended to span vertically between conventional horizontal rails. Depths available: PJR: 140 . HEAVY END BAY DOUBLE SPAN HEAVY END BAY Single spanning sections with sleeves at all supports providing a fully continuous system. Alternative to the Heavy End Bay system for spans up to 7. are supported by a comprehensive range of accessory components. but uses fewer components and is therefore faster to erect. Depths available: 90 – 160mm. together with associated complementary sections. EAVES BEAMS Specially designed to combine the function of purlin. Non continuous system. cladding rail and gutter support at the eaves position. Suitable for most building applications. Similar to Heavy End Bay system. Alternative to the Sleeved system for spans up to 7. Suitable as a purlin system for buildings with a large number of bays (say 10 No. Suitable where depth constraints exist and sections are fixed between supports. Depths available: 160 and 240mm PANEL JOINT RAIL AND TOP HAT SECTIONS Developed for the support of horizontal cladding panels. Single span purlins provide manageable lengths on site. High load carrying capacity for larger spans and/or heavier loadings. 88 y mm 65.51 21.00 34.53 3.91 21.50 23.15 65.5 1. and 14 dia. material zinc coated steel with a minimum yield strength of 390 N/mm2. 74 62 22 35 15 45 125 RANGE 20 150 RANGE The effect of purlin self weight is included in the tabulated loads opposite.28 24.95 3.4 1.0 96.59 21.54 23. other than screw fixed steel sheeting.80 21.9 311.4 1. easy handling Sleeved system maximum efficiency.78 27.29 24.39 21.42 77. These values are derived from the Ultimate Load Capacities given on pages 56-60 divided by 1.50 90.4 109.19 90.8 170.99 6 STANDARD HOLING LINES FOR ALL SECTIONS 18 dia.47 77. 50 The load capacities may be achieved without the use of sag bars for most conditions where a steel sheeting system is screw fixed to the purlins (see page 9 for further information and limitations).2 554. i.24 21.78 29.76 19.8 2.9 226.56 23.82 21.4 1.78 18.39 21.0 276.04 20. web holes.04 3.58 4.85 21. system faster assembly Wide flanges fast.3 1.86 102.e.64 38.4 Zxx cm3 12. 66 t y 88 70 17 18 87 7 rad 16 Y For applications where any other type of sheeting system is employed.81 16.4.21 3.7 244. flexible erection Double span fewer components.5 1.5 18 4 rad 60 Working load capacities for wind uplift are printed on a grey background.30 21.9 445.28 3.02 28.15 90.92 21.87 102.53 3.29 22.6 1.16 3.36 21.83 Iyy cm4 11.84 13.43 22. easy sheeting Increased ideal for pitched or flat stability roofs without the need for sag bars in most typical conditions Guaranteed Grade S390GD+Z275.47 34.22 20 Engineered complies with BS 5950 design Part 5 1998 Nesting section full strength connections.51 21.71 15.4 400.55 18.18 77.6.0 2.60 21.81 18.11 65.44 77.93 102.85 12.3 1.53 31.39 21.0 1. Refer to page 67 for full technical specification.89 21.4 158.5 1.25 27.47 21.29 32.27 24.70 22.73 2.46 43.84 102.98 24.24 5.53 23.66 5.12 65.7 2.62 21. These values are derived from the Ultimate Load Capacities given on pages 56-60 divided by 1. .2 192.43 3. 64 b 45 45 20 200 RANGE 175 RANGE ZETA SECTION PROFILE 20 1/ 12 51 4 1/ 12 51 5 1/ 12 51 7 1/ 12 52 0 1/ 15 01 3 1/ 15 01 4 1/ 15 01 5 1/ 15 01 7 1/ 15 02 0 1/ 17 51 3 1/ 17 51 4 1/ 17 51 5 1/ 17 51 7 1/ 17 52 0 1/ 20 01 3 1/ 20 01 4 1/ 20 01 5 1/ 20 01 6 1/ 20 01 8 1/ 20 02 0 1/ 20 02 5 ZETA SECTION PROPERTIES 1/ 12 51 3 ZETA ZETA PURLINS AND CLADDING RAILS Depth d mm 125 125 125 125 125 150 150 150 150 150 175 175 175 175 175 200 200 200 200 200 200 200 Thickness t mm 1.75 18.25 34.45 22.0 288.77 29.6 325.2 128.63 21.3 1.43 25.43 77.10 30.51 21.51 21.34 21.45 21.26 34.4 1.3 1. Flange b mm 50 50 50 50 50 65 65 65 65 65 65 65 65 65 65 65 65 65 65 65 65 65 2.25 53.37 4.88 21.03 25.82 14. 19 x x 22 d 18 22 50 The tabulated values will give deflections not exceeding span/180.0 356.04 25.16 90.64 22.14 90.22 23.68 22.90 102.79 4. flange holes may be punched in any pattern on these standard lines.0 147. GENERAL NOTES TO ALL ZETA PURLIN SYSTEMS Working load capacities for gravity loading are printed on a blue background.18 21.0 1. 50 40 a 76 Y 63 x 18.23 102.67 36.08 4.2 227.80 4.84 x mm 21.45 22.7 2.0 1.62 5.69 21. please consult our Technical Services Department.28 21.5 211.01 ryy mm 18.67 22.83 102.81 21.07 30.96 43.7 2.79 18.64 19.22 Section No Weight Area kg/m mm2 348 375 402 456 536 417 449 482 546 642 450 484 519 588 692 482 519 557 594 668 742 920 Ixx cm4 83.5 334.5 Top Flange a mm 60 60 60 60 60 72 72 72 72 72 72 72 72 72 72 72 72 72 72 72 72 72 Btm.28 5.71 23.82 7.90 29.02 25.5 1.6 90.10 65.78 4. or 14 sq.78 13.07 4.45 21. This system is considered to be the most efficient on the majority of buildings for bay centres up to 7.5m approx. The use of single span purlin lengths ensures easier on site handling and compliance with Health & Safety Executive requirements. 1/12513 1/12514 1/12515 1/15013 1/15014 1/15015 1/17513 1/17514 1/17515 1/20013 1/20014 1/20015 1/20016 1/20018 Gravity Uplift Gravity Uplift Gravity Uplift Gravity Uplift Gravity Uplift Gravity 2.73 2.95 3.16 3.28 3.53 3.78 3.53 3.80 4.07 3.79 4.08 4.37 4.66 5.24 7.684 8.272 8.861 11.553 12.488 13.702 13.608 14.754 16.227 15.514 16.887 18.632 20.354 23.740 7.926 8.532 9.139 11.522 12.799 14.036 13.212 14.323 16.587 15.042 16.369 19.018 20.765 24.203 5.870 6.319 6.769 10.367 11.206 12.296 12.215 13.243 14.567 13.927 15.160 16.728 18.275 21.317 6.138 6.608 7.078 10.400 11.552 12.667 11.924 12.926 14.966 13.573 14.770 17.157 18.732 21.831 5.071 5.459 5.847 9.394 10.154 10.946 11.071 12.004 13.204 12.626 13.744 15.167 16.570 19.330 5.366 5.777 6.187 9.486 10.535 11.354 10.873 11.786 13.644 12.375 13.466 15.638 17.073 19.896 3.917 4.217 4.517 7.921 8.534 9.146 10.115 10.942 11.725 11.538 12.560 13.862 15.145 17.670 4.239 4.563 4.888 8.307 8.949 9.591 10.000 10.840 12.204 11.379 12.382 14.376 15.694 18.287 6.206 6.687 7.167 8.599 9.271 9.935 10.615 11.556 12.754 13.936 16.261 6.624 7.136 7.649 9.049 9.756 10.455 10.539 11.468 13.311 14.531 16.930 7.292 7.862 8.425 9.821 10.692 11.802 12.897 15.050 ZETA HEAVY END BAY PURLINS ZETA DOUBLE SPAN PURLINS This system has been developed to utilise a minimum number of components leading to maximum speed of erection on site. The purlins are continuous over two bays with simple connections at each support. Joints are staggered with a minimum number of sleeves being required across the penultimate support of alternate purlin lines to maintain continuity (see pages 4 and 5 for joint arrangement diagram). The double span system does not quite achieve the same strength capacity as the equivalent sleeved system, but requires fewer components. 5.0 metre span 5.5 metre span 6.0 metre span 6.5 metre span 7.0 metre span Uplift 7.5 metre span Gravity Uplift 8.0 metre span Gravity Uplift 7.777 6.163 6.683 5.172 5.727 8.384 6.645 7.204 5.577 6.174 8.984 7.120 7.720 5.976 6.616 9.822 9.130 9.203 8.340 8.664 10.687 9.940 10.013 8.993 9.426 12.402 10.974 11.616 9.642 10.328 13.537 11.780 12.466 10.289 11.021 15.770 13.251 14.022 11.574 12.397 1/12513 1/12514 1/12515 1/15013 1/15014 1/15015 1/17513 1/17514 1/17515 1/20013 1/20014 1/20015 1/20016 1/20018 5.0 metre span 5.5 metre span 6.0 metre span 6.5 metre span 7.0 metre span 7.5 metre span 8.0 metre span End Bay Section Interior Section 1/15013 1/15014 1/15015 1/17513 1/17514 1/17515 1/20013 1/20014 1/20014 1/20015 1/20016 1/20018 4.5 metre span Gravity Uplift Gravity Uplift Gravity Uplift Gravity Uplift Gravity Uplift Gravity Uplift Gravity Uplift Gravity .17 .20 .20 .17 .20 .20 .18 .18 .20 .20 .25 .25 14.300 15.903 17.448 16.841 18.784 20.659 19.197 21.496 21.496 23.716 25.168 30.160 14.194 16.214 17.781 16.278 18.145 21.018 18.535 20.741 20.741 24.102 25.580 30.623 12.840 14.279 15.668 15.124 16.870 18.555 17.242 19.309 19.309 21.304 22.608 27.095 12.805 14.626 16.038 14.683 16.366 18.954 16.717 18.705 18.705 21.733 23.065 27.610 11.642 12.948 14.208 13.716 15.301 16.830 15.639 17.515 17.515 19.326 20.509 24.583 11.672 13.329 14.616 13.382 14.914 17.270 15.232 17.043 17.043 19.798 21.012 25.149 10.366 11.836 12.171 12.540 13.990 15.389 14.300 16.017 16.017 17.675 18.756 22.485 10.730 12.251 12.765 12.300 13.707 15.869 13.999 15.661 15.661 18.189 19.305 23.102 8.122 9.537 9.537 11.262 12.878 13.233 13.164 14.747 14.747 16.274 17.270 20.706 8.669 10.179 10.179 11.387 12.688 13.925 12.958 14.495 14.495 16.831 17.864 21.375 9.551 11.221 11.221 12.188 13.655 13.655 15.070 15.992 19.178 10.185 11.818 11.967 12.068 13.498 13.498 15.670 16.632 19.898 11.340 12.706 12.706 14.024 14.882 17.849 11.299 12.637 12.637 14.667 15.567 18.621 10.595 11.873 11.873 12.853 13.907 16.007 8.5 metre span Gravity Uplift 6.804 7.337 7.867 8.395 9.443 7.436 8.017 8.596 9.172 10.318 Uplift 8.5 metre span Gravity Uplift 10.629 11.886 11.886 13.767 10.487 11.458 14.639 13.045 13.822 17.141 13.061 14.266 ZETA DOUBLE SPAN PURLINS – WORKING LOAD CAPACITIES IN kN Self wt kg/m This system is usually more advantageous for longer spans and/or heavier loadings where there are a minimum of six bays. Providing sleeves at all supports increases the capacity by over 25% compared to the equivalent sleeved system, with sleeves at alternate joints. 4.5 metre span ZETA HEAVY END BAY PURLINS – WORKING LOAD CAPACITIES IN kN Section No. This is a fully continuous system with sleeves provided at all supports. The end bay purlins and sleeves to the penultimate support are increased in gauge to compensate for the lack of continuity across the gable, hence the name (see pages 4 and 5 for joint arrangement diagram). ZETA SLEEVED PURLINS – WORKING LOAD CAPACITIES IN kN Self wt kg/m This system utilises single bay purlin lengths joined with connecting sleeves at alternate supports. All purlins must be sleeved across the penultimate support (see pages 4 and 5 for joint arrangement diagram). ZETA ZET A RA RANG NGEE ZETA SLEEVED PURLINS Section No. PURLIN DESIGN TABLES Gravity Uplift Gravity Uplift Gravity Uplift Gravity Uplift Gravity Uplift Gravity 2.73 2.95 3.16 3.28 3.53 3.78 3.53 3.80 4.07 3.79 4.08 4.37 4.66 5.24 7.790 8.530 9.260 10.578 11.765 12.909 12.461 13.901 15.289 14.207 15.911 17.556 19.179 22.369 8.032 8.790 9.539 10.868 12.076 13.243 12.773 14.237 15.649 14.542 16.271 17.942 19.590 22.832 6.390 6.880 7.369 9.490 10.556 11.583 11.182 12.476 13.722 12.751 14.282 15.760 17.217 20.083 6.659 7.169 7.678 9.812 10.902 11.954 11.529 12.849 14.122 13.123 14.682 16.188 17.674 20.598 5.373 5.785 6.196 8.597 9.563 10.495 10.133 11.306 12.437 11.557 12.945 14.286 15.608 18.209 5.669 6.103 6.537 8.951 9.944 10.902 10.514 11.716 12.876 11.965 13.385 14.757 16.111 18.774 4.325 4.656 4.987 7.849 8.733 9.443 9.255 10.328 11.362 10.558 11.828 13.054 14.264 16.642 4.646 5.002 5.358 8.236 9.148 9.887 9.671 10.776 11.842 11.004 12.308 13.569 14.812 17.259 6.674 7.190 7.707 8.510 9.498 10.450 9.710 10.880 12.009 13.123 15.312 7.092 7.640 8.189 8.960 9.983 10.969 10.193 11.400 12.566 13.717 15.981 7.869 8.696 9.319 8.981 10.064 11.110 12.141 14.169 4.5 metre span 5.0 metre span 5.5 metre span 6.0 metre span 6.5 metre span 7.0 metre span Uplift 7.5 metre span Gravity Uplift 8.354 6.907 7.427 9.218 7.447 8.007 9.878 7.980 8.580 9.501 8.346 8.903 10.624 9.355 9.955 11.710 10.328 10.971 12.781 11.288 11.973 14.889 13.175 13.946 7 ZETA PURLIN DETAILING SLEEVED AND HEAVY END BAY SYSTEMS C rafter a 47 a Note: End bays that require a single bay purlin will need a sleeve connection at the penultimate rafter. h c g 3 47 100 span-6 = g 14mm sq. sag bar holes if required: shown at mid span in this illustration. = 100 f g h 3 f c e e c 47 g 47 47 g g 100 Standard sleeve 200 SECTIONS STANDARD DIMENSIONS FOR ZETA SECTIONS Purlin depth d d 125 150 175 200 Flange widths a b 60 50 72 65 72 65 72 65 Hole centres c e f 62 0 63 74 0 76 87 0 88 64 70 66 Sleeve Dimensions g h 250 695 315 825 390 975 405 1000 7 All fixing holes are 18 dia. for M16 grade 4.6 bolts. Sag Bar/Bracing Strut holes are 14 sq. punched in pairs. The Double Span System comprises a two bay spanning purlin with simple connections at supports. = 125-175 SECTIONS GENERAL DETAILING NOTES All purlins must be fixed with the top flange facing the apex. See page 9 for minimum sag bar requirements. DOUBLE SPAN SYSTEM = 3 c The Heavy End Bay System comprises a single bay purlin with a sleeve connection at every support. Note: End bays require the appropriate heavier gauge section and sleeve at the penultimate rafter. C rafter span-6 f The Sleeved System comprises a single bay purlin with a sleeve connection at alternate supports. Note: Sleeves on every joint at penultimate rafter. C rafter 3 Sheeting line depth using standard Zeta cleats equals section depth +7mm. C rafter 3 a C rafter C rafter 77 min. C rafter span-3 span-3 3 For max cantilever projection consult Technical Services Department f c 47 100 100 125-175 SECTIONS a 3 span-3 span-3 14mm sq. sag bar holes if required: shown at mid span in this illustration. Standard sleeve for future extension 3 500 min. f e c 200 SECTIONS 8 47 100 47 = = Stub section ALTERNATIVE GABLE END DETAILS (125 - 175 sections illustrated) f PURLIN ACCESSORIES Where adequate lateral restraint is afforded by steel sheeting screw fixed to the purlin flange, sag bars are not required to develop the load capacities given on page 7. To maintain the correct alignment and to help prevent distortion of the purlin during sheeting, sag bars should be fitted in accordance with our minimum recommendations shown in the table opposite. ARRANGEMENT OF SAG BARS FOR 125,150 AND 175 PURLINS 10 EAVES TIE AND FIXING BRACKET PURLIN SPAN IN METRES Roof Pitch θ 0° θ 3° 3° θ 12° 12° θ θ S 4.5 4.5 S 7.6 7.6 S 9.0 Consult Technical Services Dept. 20° 20° 0 0* 1* 0 1* 2* Consult Technical Services Dept. For purlin spacing in excess of 2m, Heavy Duty Sag Bars should be used as required. * See section headed “Eaves Tie and Fixing Bracket” for guidance on restraint to first purlin at eaves. 12 dia bolt through purlin 70 CRS 18mm diameter holes 35 Special consideration must be given to purlins clad with any material other than screw fixed profiled steel sheeting. These include fibre cement sheeting, standing seam clip fix profiles and tiled roof constructions. CLEADER MEMBERS bottom purlin 22 20 Eaves Tie 20 50 H 18mm diameter holes 42 Details required from customer: Dimension A (Note: measured to heel of flange) Dimension H Angle 22 50 x 50 x 2mm thick galvanised steel Cleader Angle, available in 4m unpunched lengths. overall length as required Web A 20 Fix with M16 bolt threaded to u/side of head RS APEX TIE DETAILS The same section used to form the eaves tie is also available as a rafter stay member, where these are specified by the frame designer. A special cranked version with a 20mm offset is used for Zeta purlins. This may be done by providing an eaves tie of the type shown, or in agreement with the sheeting contractor, a temporary prop may be used. 0C For roof slope lengths in excess of 20m, it may become necessary to introduce additional supports along the roof slope in the form of diagonal brace sections tied back to the rafters. Details of the diagonal braces are shown on page 13. Please consult the Technical Services Department for further advice. RAFTER STAYS To ensure the first purlin at eaves is kept straight, particularly during the early stages of sheeting, it is necessary to give consideration to additional restraint to this purlin, especially on spans of 5m or more. ARRANGEMENT OF SAG BARS FOR 200 PURLINS ZETA ZET A RA RANG NGEE SAG BAR REQUIREMENTS = = 65 100 x 100 x 2mm thick galvanised steel verge trim angle for fixing to the top flange, available in 6m unpunched lengths. = = 25 48 35 FB Fixing Bracket 9 18mm dia. The appropriate dimensions for standard section punching and sheeting lines. the Zeta cleat reference is followed by the required sheeting line. Working load capacities for wind suction (narrow. The tabulated values will give deflections not exceeding span/150.4. 150 and 175 mm purlin depth 10 For Zeta purlins and rails subject to the following constraints: 4 Plan B A For ordering purposes. and cleats supporting cladding rails are horizontal. with the facility to offer an extended leg to suit alternative sheeting lines. 150 and 175mm purlin depth To suit 125. a screw fixed steel cladding system is employed. DESIGN 70 4 68 152 20 Plan 100 18mm dia. Plan B 18mm dia.50 kNm B A C 100 20 Front 20 Front Elevation C To suit 200mm purlin depth WELD-ON CLEATS BOLT-ON CLEATS Sheeting line Standard Sheeting line Max A Standard A Max 1/C125/_ 1/B125/_ 132 287 69 1/C150/_ 1/B150/_ 157 312 81 1/175 1/C175/_ 1/B175/_ 182 332 1/200 1/C200/_ 1/B200/_ 207 360 Weld-on 1/125 1/150 Bolt-on 48 Elevation To suit 200mm purlin depth Section For reverse condition (spine in compression as shown for rail) Mult = 1. These values are derived from the Ultimate Load Capacities given on pages 56-60 divided by 1. To suit 125. Capacity of weld-on and bolt-on type cleats: 4 152 Plan 18mm dia. The load capacities assume that the rails support a screw fixed. unsheeted flange in compression at mid span) are printed on a grey background. please consult our Technical Services Department. C 20 48 Elevation Front Elevation 70 4 68 152 For variations on any of the above criteria. The cleat capacities have been verified by testing at the University of Salford. A 100 For spine in tension (direction of forces as shown for purlin) Mult = 2. Reference must be made to page 13 for information on bracing requirements and limitations. 152 18mm dia. Purlin B C Standard C Max 224 25 45 200 236 35 45 200 94 244 45 50 200 71 224 25 47 197 Rail GENERAL NOTES TO ALL ZETA CLADDING RAIL SYSTEMS Working load capacities for wind pressure (wide.ZETA CLEATS Ayrshire cleats for Zeta purlins and cladding rails are available as either a weld-on type or as a bolt-on type. as well as limiting dimensions for extended leg cleats are given in the table below. the standard sheeting line is used. steel cladding system. B C Front 2. 20 18mm dia. These values are derived from the Ultimate Load Capacities given on pages 56-60 divided by 1. sheeted flange in compression at mid span) are printed on a blue background. then the cleat capacity should be satisfactory. eg: for a bolt-on Zeta cleat to suit a 125mm purlin depth and a 132mm sheeting line the reference is 1/B125/132.4. A 100 20 1. the roof slope for purlins is not greater than 40 degrees. please consult our Technical Services Department. . For applications where any other type of cladding system is employed.20 kNm 70 70 3. 767 13.978 4.321 13.959 17.383 14.831 15.53 3.298 11.831 6.587 4.140 12.5 metre span Pressure Suction Pressure Suction Pressure Suction Pressure Suction Pressure Suction Pressure Suction Pressure Suction Pressure Suction 10.064 8.082 8.786 11.24 ZETA SLEEVED RAILS – WORKING LOAD CAPACITIES IN kN 4.643 8.393 9.225 11.894 5.649 5.221 9.503 14.288 13.616 12.948 13.647 14.922 12.446 11.911 8.785 7.655 12.355 12.739 14.870 10.830 8.631 15.605 6.945 9.310 7.126 21.672 7.504 21.208 13.0 metre span 4.466 8.623 4.0 metre span 7.253 9.068 13. rails are within the depth of the column.112 18.372 5.111 9.005 5.807 9.570 9.244 11.361 8.391 5.402 16.284 22.589 9.735 9.07 3. This system utilises a minimum number of components leading to maximum speed of erection on site.390 20.208 10.540 10.336 12.942 18.62 3.937 14.347 10.816 8.698 8.400 10.656 7.344 11.921 19.514 23.005 4.898 9.5 metre span 5.426 6.625 5.738 9.147 24.064 5.027 5.256 19.364 14.136 17.876 16.66 5.599 9.792 10.24 This system is employed where continuity across the supports either cannot be provided.484 11.860 18.639 6.634 8.869 13.133 8.823 12.617 14.959 4.423 8.473 7.460 9.329 8.098 12.407 14.751 17.909 13.1/12513 1/12514 1/12515 1/15013 1/15014 1/15015 1/17513 1/17514 1/17515 1/20013 1/20014 1/20015 1/20016 1/20018 Self wt kg/m All rails must be sleeved across the penultimate support (see pages 4 and 5 for joint arrangement diagram).713 10.551 18. 1/15013 1/15014 1/15015 1/17513 1/17514 1/17515 1/17517 1/20013 1/20014 1/20015 1/20016 1/20018 Self wt kg/m 2.925 6.941 9.040 14.700 4.739 8.212 15.875 11.205 7.904 8.28 3.971 7.965 6.424 12.5 metre span 5.083 10.795 6.822 19.565 10.630 9.042 8.366 10.225 22.268 5.246 7.603 11.740 10.871 6.967 12.420 17.663 15.974 17.679 16.938 23.450 15.505 21.213 16.062 6.147 12.383 5.239 11.623 4.774 9.756 8.634 8.079 17.297 8.461 14.424 8.594 4.336 11.022 12.640 10.213 8.391 9.410 12.387 14.234 12.428 6.261 13.537 9.861 13.268 5.379 12.600 7.207 8.28 3.102 13.703 9.171 10.24 Self wt kg/m ZETA BUTTED RAILS 1/12513 1/12514 1/12515 1/15013 1/15014 1/15015 1/17513 1/17514 1/17515 1/20013 1/20014 1/20015 1/20016 1/20018 Section No.552 11.155 16.0 metre span 5.37 4.044 9.222 9.694 12.753 10.769 7.129 17.657 11.426 6.125 8.309 8.522 15.348 10.005 4.267 18.411 9.323 11.427 5.247 5.384 22.142 14.538 16.465 13.950 4.240 11.046 16.925 10.547 4.790 14.08 4.822 13.737 10.481 5.404 6.310 7.242 16.867 9.091 17.158 15.099 10.221 10.337 17.965 6.878 14.234 16.629 16.119 15.657 6.909 11.309 10.0 metre span 5.597 9.911 14.816 7.294 4.723 11.649 13.429 9.059 13.027 11.80 4.540 8.688 11.497 27.16 3.511 12.650 7.540 16.490 11.815 12.410 7.783 7.441 14.0 metre span 6.752 16. or is not required to achieve the necessary load carrying capacity (see pages 4 and 5 for joint arrangement diagram).79 4.825 20.126 21.589 10.601 7.305 11.328 7.887 11.978 14.07 4.926 7.449 12.731 14.260 8.66 5.609 14.427 7.133 6.309 8.309 7.926 6.5 metre span 7.877 5.5 metre span 7.154 7.0 metre span 7.063 13.423 7.953 15.420 15.0 metre span 7.383 5.482 15.625 11.741 7.643 9.952 7.850 15.969 11.170 13.282 9.560 ZETA BUTTED RAILS – WORKING LOAD CAPACITIES IN kN 4.623 20.262 6.799 11.749 19.407 12.030 12.5 metre span Pressure Suction Pressure Suction Pressure Suction Pressure Suction Pressure Suction Pressure Suction Pressure Suction 9.95 3.615 19.469 14.188 6.80 4.540 6.952 7.365 10.555 7.857 11.073 12.140 10.085 7.854 9.968 12.602 10.644 13.054 18.812 6.189 18.983 11.857 8.363 21.459 6.205 7.466 7.982 10.043 15.132 7.359 10.73 2.543 12.809 10.80 4.056 14.596 18.027 11.53 3.027 13.114 9.524 4.798 13.785 7.500 16.191 10.921 13.539 13.373 12.561 11.039 9.925 6.041 9.120 7.753 12.482 11.625 5.033 14.338 13.393 9.768 11.912 8.587 5.544 7.028 11. Section No.441 15.647 6.797 10.396 8.131 12.292 11.170 8.295 11.625 7.153 25.888 9.297 8.312 14.553 4.781 12.185 9.657 6.147 12.5 metre span Pressure Suction Pressure Suction Pressure Suction Pressure Suction Pressure Suction Pressure Suction Pressure Suction Pressure Suction Pressure Suction 9.415 6.081 8.345 11.294 8.369 14.37 4.682 11.78 3.662 13.595 5.28 3.877 5.446 9.158 6.729 11.787 11.897 9.894 16.046 16.748 10. CLADDING RAIL DESIGN TABLES .361 7.154 7.571 12.356 9.0 metre span 5.53 3.076 12.243 11.5 metre span 7.707 6.416 12.402 9.270 10.742 12.751 12.177 7.441 9.207 9.962 11.217 15.292 7.294 4.428 18.835 9.036 6.878 9.027 6.698 10.265 14.097 13.367 8.064 9.640 8.053 8.894 5.481 11 ZETA ZET A RA RANG NGEE ZETA SLEEVED RAILS This system utilises single bay rail lengths joined with connecting sleeves at alternate supports. i.064 6.114 7.560 10.037 13.596 18.374 16.53 3.594 5.672 7.798 12.674 10.871 7.489 11.0 metre span 6.613 10.e.366 10.897 10.034 9.959 4.158 7.753 8.391 5.016 8.603 19.232 6.829 7.800 13.939 11.315 4.870 13.212 11.966 4.649 10.374 14.5 metre span 5.441 15.53 3.37 4.246 15.936 9.5 metre span 6.003 9.407 13.227 11.562 10.459 5.5 metre span 6.491 5.069 15.5 metre span 8.241 10.78 3.5 metre span 6.835 8.792 15.910 12.337 11.79 4.227 5.952 11.218 11.875 16.050 7.597 8.95 3.889 9.650 7.07 3.649 5.593 8.901 7.0 metre span 8.73 2.698 8.255 13.79 4.66 5.775 8.294 8.026 9.0 metre span 6.890 13.08 4.700 6.78 3.341 6.227 5.785 16. Joints are staggered with a minimum number of sleeves being required across the penultimate support of alternate rail lines to maintain continuity (see pages 4 and 5 for joint arrangement diagram).155 14.247 5.165 14.578 7.613 4.529 6.731 17.570 16.471 15.524 4.498 13.581 13.062 6.483 10.262 6.794 8.798 13.155 14.817 9.382 13.845 6.428 6.738 8.521 12.904 7. ZETA DOUBLE SPAN RAILS 3.533 9.863 5.188 6.785 7.259 12. The rails are continuous over two bays with simple connections at the each support.106 9.611 5.042 9.420 16.272 8.863 17.854 9.342 14. Section No.308 12.005 14.589 9.08 4.050 8.423 7.16 3.156 12.463 10.105 17.446 20.232 6.377 12.707 7.315 4.53 3.882 4.554 19.973 9.795 6.651 10.660 9.709 9.487 11.574 6.032 13.639 8.560 23.857 ZETA DOUBLE SPAN RAILS – WORKING LOAD CAPACITIES IN kN 4.555 10.624 14.761 13.808 8.972 9.812 6.944 14.277 14.741 7.889 10.888 8.308 10. 2.589 11.005 5.756 8.292 7.348 16.465 17. All cladding and eaves rails must be allowed to expand during a fire. strut holes c C column Standard sleeve 25 b C column 14mm sq.0m. Rail depth 7 Sheeting line depth using standard Zeta cleats equals section depth +7mm. punched in pairs. = 125-175 SECTIONS Bracing Strut holes are 14 sq.5m. but may be sleeved to achieve continuity. 3 span-6 3 77min.6 bolts. g span-6 d The minimum allowance for expansion should be 7mm/ metre length of rail. 25 RAIL/CLEAT CONNECTION DETAIL . 47 g Typical interior bay sleeved rail for spans over 6.0m respectively.1m up to 7.1m. When cladding fixed with hook bolts is employed.ZETA CLADDING RAIL DETAILING SLEEVED SYSTEM C column b The Sleeved System comprises a single bay rail with a sleeve connection at alternate supports. 12 = h 47 100 100 47 g 100 c g = = = h f e e f a 3 c 47 200 SECTIONS g 47 Typical interior bay sleeved rail for spans up to 6. f a 47 14mm sq.1m up to 9. For max cantilever projection consult Technical Services Department GABLE END DETAILS C column b 25 f 25 25 125-175 SECTIONS = = = Nylon washer g 25 25 100 100 25 = = = 25 f 25 200 SECTIONS 25 Typical interior bay sleeved rail for spans up to 6. strut holes c a 25 span-50 C column g 25 25 Typical interior bay sleeved rail for spans over 6. c g C column d 125 150 175 200 Flange widths a b 60 50 72 65 72 65 72 65 Hole centres c e f 62 0 63 74 0 76 87 0 88 64 70 66 g h 250 695 315 825 390 975 405 1000 Sleeve Dimensions 100 Standard sleeve STANDARD DIMENSIONS FOR ZETA SECTIONS FIRESCREEN RAILS The maximum span and spacing should be 7. For rails up to 7.5m span the gap between rails is rounded to 50mm. the sheeting (narrow) flange points up. strut holes b 3 Rails should generally be single span.1m. C column = f All fixing holes are 18 dia for M16 grade 4. Slotted holes with both steel and nylon washers under the bolt heads are required. See page 13 for minimum strut requirements. C column c GENERAL DETAILING NOTES Rails may be fixed with the sheeting (wide) flange pointing up or down to suit the detail. Note: Sleeves on every joint at penultimate column. 25 M16 nut and bolt with 2 No steel washers e a Sleeve Side rail Cleat 25 span-50 14mm sq.5m and 2. Wt. *In addition.CLADDING RAIL ACCESSORIES DIAGONAL BRACE/ STANCHION FIXING Fixing Cleat All rails should be braced in accordance with the recommendations shown below.0m (rail weight 7.25 kg/m2) = 12m.6m. i.* Maximum height ‘h’ for insulated F. please consult our Technical Services Department.94 kg/m). Sheeting (S.1m.* For heights greater than ‘h’ further sets of diagonal braces are required. 13 ZETA ZET A RA RANG NGEE ARRANGEMENT OF DIAGONAL BRACES AND VERTICAL STRUTS .5m and up to 7. generally the stanchion flange. 26. however. ‘A’ and ‘B’ when ordering) COLUMN STAYS VS1 FOR ZETA 125. Height ‘h’ (VS2) 100 C Min 500 Metal Sheeting: Spans up to and including 6. for spans 9. Please consult the Technical Services Department for further information. 175 VS2 FOR ZETA 200 12 dia bolts Adjustable diagonal brace 20 Fix with M16 bolt threaded to u/side of head 12dia. the structural adequacy of the cleat must be confirmed. 150. Diagonal braces and vertical struts are not necessarily required to develop the load carrying capacities given on page 11. Eaves Beam (VS1) 22 Where the diagional brace is tied back to the stanchion via the cladding rail cleat. maximum number of rails per bay per set of diagonals should not exceed 8 No.1m and up to 9.5m.e. Sheeting: Spans over 4.0m. hole 65 35 40 10 B = = 25 35 20 35 42 F. 70 FB brkt 50 max 30 = 0 min Eaves Beam A Metal Sheeting: Spans over 6. fixing bolts Adjustable diagonal brace The same section used for the diagonal brace channel is also available as a column stay member.75 kg/m2) = 8. A special cranked version with a 20mm offset is used for Zeta cladding rails. = 50 18mm dia holes FB Fixing Bracket Details of diagonal brace (specify dim. be provided to maintain alignment during erection and cladding. They should. 48 18dia.C. For other cases. Sheeting: Spans up to and including 4.5m.C.C. Wt. 13. where screw fixed steel cladding is employed. Height ‘h’ F. to maintain alignment of the sections. 30 Maximum height ‘h’ for insulated Metal Sheeting (S. Diagonal Brace Special consideration must be given to alternative cladding constructions such as clip fixed panels and glazing. The top of the diagonal brace must be fixed back to a “rigid” point. using an FB bracket as illustrated. where these are required by the frame designer. 79 30.5 1. please consult our Technical Services Department.38 39.49 75.18 58.0 2.94 124.6 1.66 64.24 75.30 6.4. i.40 75.98 32.77 65. Refer to page 67 for full technical specification.22 75.02 145.12 68.97 107.26 5.5 3.10 75.8 2.94 124.07 75.69 5.6 732.7 659.61 6.20 75.5 3.85 114.58 97. material zinc coated steel with a minimum yield strength of 390 N/mm2.6.25 64.22 31.15 75.73 6.0 Top Flange a mm 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 Btm.62 54. flange holes may be punched in any pattern on these standard lines.88 43.24 85.33 81.65 75. 15 For applications where any other type of sheeting system is employed.79 5.4 538.69 129.72 58.75 x mm 75.14 75.86 6.85 114.94 124.97 32.4 1310.01 135.Y a a = GENERAL NOTES TO ALL ZETA II PURLIN SYSTEMS Working load capacities for gravity loading are printed on a orange background.94 135.47 31.6 1.8 2. easy handling Sleeved system maximum efficiency. easy sheeting Simple cleat suitable for complicated details roof shapes including hips and valleys Guaranteed Grade S390GD+Z275.0 700 746 839 784.35 Iyy cm4 59.0 2.15 .25 85.20 32.85 114. These values are derived from the Ultimate Load Capacities given on pages 61-63 divided by 1.0 1049. Flange b mm 68 68 68 68 68 68 68 68 68 68 68 68 68 68 68 68 68 68 68 68 68 68 68 68 4.67 y mm 114.1 944.5 1.5 793.42 75.9 1569.90 52.9 658.9 510.0 2.72 10.85 124. web holes.85 46.2 108. other than screw fixed steel sheeting.20 32.65 59.4 1318.97 75.51 77.74 74.5 1.5 882. and 14 dia. = 20 Engineered complies with BS 5950 design Part 5 1998 Nesting section full strength connections.04 75.9 704.77 65.09 145.31 9.98 32.4 1.47 31. 7 d X d .02 75.13 68.57 74.08 145.59 73.13 48.5 1.9 584.98 107.17 75.8 2.68 129.94 4.81 52.5 1.8 2. 15 77 25 Working load capacities for wind uplift are printed on a grey background.20 32.79 30.37 7.19 32.33 90. 14 b Y ZETA II SECTION PROFILE 2/ 22 51 5 2/ 22 51 6 2/ 22 51 8 2/ 22 52 0 2/ 22 52 5 2/ 24 51 4 2/ 24 51 5 2/ 24 51 6 2/ 24 51 8 2/ 24 52 0 2/ 24 52 5 2/ 26 51 5 2/ 26 51 6 2/ 26 51 8 2/ 26 52 0 2/ 26 52 5 2/ 26 53 0 2/ 28 51 5 2/ 28 51 6 2/ 28 51 8 2/ 28 52 0 2/ 28 52 5 2/ 28 53 0 ZETA II SECTION PROPERTIES 2/ 22 51 4 ZETA II ZETA II PURLINS AND CLADDING RAILS Depth d mm 225 225 225 225 225 225 245 245 245 245 245 245 265 265 265 265 265 265 285 285 285 285 285 285 Thickness t mm 1. b 7 y 20 32 The load capacities shown assume that the purlins support a screw fixed steel sheeting system. Reference must be made to page 17 for information on bracing requirements and limitations.02 6.02 41.35 6.47 4.49 5.07 75.09 145.7 547.66 46.13 68.96 107.94 124. STANDARD HOLING LINES FOR ALL SECTIONS 18 dia.0 1.7 598.98 32.44 30.23 85.4 1.99 75.30 75.12 65.0 2.72 64.50 77.73 64.01 135.02 5.19 32.6 1.78 30.95 107.01 135.27 ryy mm 32.12 75.94 124.85 114.50 77.32 75.10 57.2 478.9 838.151 X 74 The effect of purlin self weight is included in the tabulated loads opposite.31 5.11 68.8 448.06 72.01 135.10 5.5 1.6 1.58 7. These values are derived from the Ultimate Load Capacities given on pages 61-63 divided by 1.47 31.11 10.99 8.88 52.6 746.01 135.68 8. or 14 sq.44 5.26 85.08 145.78 30.03 40.45 31.91 1111 1330 931 1161 1390 Section No Weight Area kg/m mm2 570 610 650 731 811 1011 598 640 682 767 851 1058 670 714 803 891 Ixx cm4 417.98 32.77 30.85 114.e.46 31.0 Zxx cm3 36.0 913.09 145.49 77.09 14 1101.96 32. flexible erection Wide flanges fast. t = x = The tabulated values will give deflections not exceeding span/180.92 74. 5 metre span 10.019 9.319 16.69 5.418 9.666 10.806 14.061 8.132 12. i.150 19.638 17.545 9.332 13.611 21.830 11.081 10.500 11.777 14.330 11.675 9.336 10.403 16.512 17.892 13.283 15.222 9.583 27.725 21.597 15.820 12.033 15.058 11.307 10.664 8. Self wt kg/m 6. 2/22514 2/22515 2/22516 2/22518 2/24514 2/24515 2/24516 2/24518 2/26515 2/26516 2/26518 2/28515 2/28516 2/28518 ZETA II SLEEVED PURLINS – WORKING LOAD CAPACITIES IN kN 4.989 10.983 13.520 13.622 24.426 10.067 7.792 9.073 8.523 10.019 11.132 14.057 9.247 16. Section No.535 21.249 15.446 13.272 9.0 metre span 6.ZETA II BUTTED PURLINS This system is employed where continuity across the supports either can not be provided.502 16.596 12.879 11.5 metre span 8.5 metre span 8.528 14.536 8.628 11.861 24.046 14.0 metre span Gravity Uplift Gravity Uplift Gravity Uplift Gravity Uplift Gravity Uplift Gravity Uplift Gravity Uplift Gravity Uplift Gravity Uplift 12.502 12.894 24.925 13.286 17.287 21.02 5.0 metre span 6.956 11.004 13.564 11.786 10.333 15.014 13.889 12.455 6.204 17.673 14. The use of single span purlin lengths ensures easier on site handling and compliance with Health & Safety Executive requirements.898 11.052 18.518 11.507 20.996 15.961 11.417 10.158 13.654 11.762 7.469 12.69 5.402 15.748 8.493 17.925 13.774 22.682 9.240 18.758 12.926 14.051 11.724 10.125 13.431 10.764 30.012 7.119 9.346 17.999 13.859 14.5 metre span 9.220 13.772 10.238 14.376 19.304 8.978 7.799 10.437 15.190 9.5 metre span 7.0 metre span 6.361 16.882 9.812 14.743 15.948 12.160 22.470 11.5 metre span 10.184 10.610 23.61 6.263 13.356 16.549 Self wt kg/m This is a fully continuous system with sleeves provided at all supports.841 15.235 9.069 9.030 22.938 11.142 10.469 23.272 8.908 14.711 10.541 13.934 11.382 9.484 12.110 17.532 9.442 12.424 17.954 14.444 14.5 metre span 10.254 10.512 14.497 12.333 15.638 20.474 13.768 16.833 10.806 13.232 13.959 16.438 10.506 13.678 9.002 16.621 14.350 11.620 9.009 7.087 17.868 14. purlins are within the depth of the rafter.281 9.809 11.577 12.031 19.137 12.309 9.053 11.073 19.085 12.816 11.353 11.756 8.58 ZETA II BUTTED PURLINS – WORKING LOAD CAPACITIES IN kN 6.431 9.620 8.761 19.592 7.439 18.269 15.710 15.628 12.096 12.020 16.101 11.142 14.933 10.128 11.444 12.289 15.47 4.377 15.641 12.085 13.737 15.007 10.769 17.02 5.276 20.125 7.944 20.820 17.5 metre span 7.343 9.879 9.014 14.508 20.486 10.474 9.344 18.031 21.533 15.920 10.457 8.150 11.369 12.332 25.063 14.0 metre span 9.621 10.696 14.585 16.26 5.998 15.836 14.364 22.896 14.643 19.315 12.648 11.02 5.701 8.967 11.201 16.5 metre span Gravity Uplift 6.747 9.199 22.450 18.624 15.417 12.706 14.339 12.590 22.639 8.126 13.241 14.254 14.115 14.069 10.346 14.322 19.902 15 ZETA ZET A II RA RANG NGEE ZETA II SLEEVED PURLINS This system utilises single bay purlin lengths joined with connecting sleeves at alternate supports.561 11.070 15.781 12.302 16.18 .814 19.177 10.226 18.875 13.124 8.708 10.010 16.003 14.572 16.10 5.502 11.625 9.626 12.0 metre span 8.490 27.415 18.646 11.998 8.174 13.690 19.401 15.25 16.527 14.931 7.045 13.711 12.355 9.480 26.18 .671 8.761 10.388 13.49 5.79 5.723 15.156 17.575 17. hence the name (see pages 4 and 5 for joint arrangement diagram).260 18.629 10.802 Uplift 7.786 8.299 9.774 10.384 17.158 15.106 13.386 11.052 28.677 10.808 15.379 13.851 12.586 8.73 4.033 9.30 5.522 29.459 12.981 12.075 20.586 15.645 15.222 7.430 18.18 .405 9.18 .938 12.5 metre span 7.283 18.596 15.981 10.231 22.304 12.797 20.200 20.529 9.710 10.425 10.586 11.643 19.613 9.e.641 9. with sleeves at alternate joints.338 16.902 14.164 11.670 20.334 10.361 12.620 15.724 13.5 metre span 9.708 13.519 19.878 8.666 15.226 15.385 9.901 19.978 16.622 14.743 10.979 11.936 12.0 metre span 9.189 14.18 .400 12.089 15.0 metre span 7.675 13.479 13.264 16.772 12.717 7.439 22.858 10.5 metre span Gravity Uplift 8.0 metre span Gravity Uplift Gravity Uplift Gravity Uplift 8.074 21.286 11.541 7.190 13.032 10.217 13.361 17.086 24.313 18.35 6.355 12.787 13.438 10. The end bay purlins and sleeves to the penultimate support are increased in gauge to compensate for the lack of continuity across the gable.645 17.666 8.935 25.898 15.243 8. or is not required to achieve the necessary load carrying capacity. 4.323 10.055 12.010 ZETA II HEAVY END BAY PURLINS – WORKING LOAD CAPACITIES IN kN 2/22514 2/22515 2/22516 2/24514 2/24515 2/24516 2/26515 2/26516 2/26518 2/28515 2/28516 2/28518 2/22514 2/22515 2/22516 2/22518 2/24514 2/24515 2/24516 2/24518 2/26515 2/26516 2/26518 2/28515 2/28516 2/28518 6.242 14.35 6.86 6.367 13.917 25.068 10.511 18.672 16.718 9.601 8.485 18.158 13.288 10.522 13. All purlins must be sleeved across the penultimate support (see pages 4 and 5 for joint arrangement diagram).811 15.171 10.611 8.947 17.482 21.234 17.283 16.20 .522 8.363 32.583 7.604 13.894 23.446 16.453 19.612 10.322 11.059 14.573 22.690 13.829 8.311 14.123 11.140 15.748 18.813 10.014 18.945 19.574 13.162 16.61 6.914 27.173 18.627 18.456 10. Interior Section ZETA II HEAVY END BAY PURLINS Section No.989 15.163 12.742 13.091 12.026 22.288 21.275 8.469 16.774 16.0 metre span End Bay Section This system is usually more advantageous for longer spans and/or heavier loadings where there are a minimum of six bays.528 9.001 16.795 14.683 9.86 6.006 9.907 20.10 5.582 11.759 14. See pages 4 and 5 for joint arrangement diagram.297 11.593 23.775 13.765 16.18 .596 11.625 12.662 11.780 20.147 10.028 13.0 metre span 8.969 19.996 13.874 18.706 11.58 Gravity Uplift Gravity Uplift Gravity Uplift Gravity Uplift Gravity Uplift Gravity Uplift Gravity Uplift Gravity Uplift Gravity Uplift .800 14.200 12.49 5.869 14.522 16.20 .775 14.605 10.216 22.132 9.896 11.280 29.975 11.062 21.262 11.753 18.884 11.184 17.874 11.687 20.051 17.25 .340 13.047 16. Providing sleeves at all supports increases the capacity by over 25% compared to the equivalent sleeved system.801 11.0 metre span 9.263 17.627 20.838 16.747 9.0 metre span Gravity Uplift Gravity Uplift Gravity 8.670 15.977 10.681 13.272 13.788 15.286 11.180 10.257 12.421 19.300 12.662 8.853 16.326 11.228 8.966 24.281 19.499 20.569 18.383 17.027 19.257 15.118 9.963 13.600 17.774 15.333 26.104 8.375 14.459 17.634 13.041 22.684 8.310 13.108 11.576 8.0 metre span Gravity Uplift 8.846 12.615 14.638 17.30 5.253 9.73 4.762 20.195 12.249 19.967 7.153 8.993 16.214 16.010 19.444 16.976 11.462 15.529 9.057 15.26 5.0 metre span 7.086 14.560 8.972 9.919 18.47 4.412 12.004 12.571 23.20 .122 8.004 9.469 16.564 12.489 11.769 17.214 10.821 20. PURLIN DESIGN TABLES .639 12.79 5.334 17.628 8.131 17.02 5.661 9.649 9.20 . g g 47 47 14mm sq.6 bolts. 100 Stub section f .0m. sag bar holes g 47 47 Typical interior bay sleeved purlin for spans up to 7. C rafter 77 min = span-3 d 225 245 265 285 Flange widths a b 78 68 78 68 78 68 78 68 Hole centres c e f 74 74 77 74 94 77 74 114 77 74 134 77 Sleeve Dimensions g h 350 850 375 900 400 950 425 1000 3 = C rafter 3 = span-6 3 = C rafter 3 e c Note: End Bays require the appropriate heavier gauge section and sleeve at the penultimate rafter. g 47 14mm sq.6m. 47 g 14mm sq. 100 14mm sq. sag bar holes as required g g 47 47 Fully sleeved interior bays in lighter gauge with sleeves to match. See page 17 for minimum sag bar requirements. Sag Bar/Bracing Strut holes are 14 sq. a 3 span-6 = f 3 = C rafter 3 span-6 = = C rafter 3 = h c e e c Note: Sleeves on every joint at penultimate rafter.ZETA II PURLIN DETAILING SLEEVED SYSTEM C rafter The Sleeved System comprises a single bay purlin with a sleeve connection at alternate supports. sag bar holes 7 All fixing holes are 18 dia. STANDARD DIMENSIONS FOR ZETA II SECTIONS GENERAL DETAILING NOTES All purlins must be fixed with the top flange facing the apex. 77 min 500 min For max cantilever projection consult Technical Services Department ALTERNATIVE GABLE END DETAILS 16 Standard sleeve for future extension g Standard sleeve Typical interior bay sleeved purlin for spans over 7. punched in pairs HEAVY END BAY SYSTEM a The Heavy End Bay System comprises a single bay purlin with a sleeve connection at every support. f Purlin depth d Sheeting line depth using standard Zeta II cleats equals section depth +7mm.6m up to 9. sag bar holes as required Heavy gauge purlin to end bay with heavy gauge sleeve to match at penultimate support. for M16 grade 4. Special consideration must be given to purlins clad with any material other than screw fixed profiled steel sheeting.0 Consult Technical Services Dept. it is necessary to give consideration to additional restraint to this purlin. standing seam clip fix profiles and tiled roof constructions. 0 1* 2* Consult Technical Services Dept. available in 6m unpunched lengths. sag bars are required to develop the load capacities given on page 15. sag bars should be fitted in accordance with our minimum recommendations shown in the table opposite. especially on spans of 5m or more. 22 CLEADER MEMBERS 50 x 50 x 2mm thick galvanised steel Cleader Angle.6 7. a temporary prop may be used. FB Fixing Bracket 17 ZETA ZET A II RA RANG NGEE SAG BAR REQUIREMENTS . overall length as required Eaves Tie H 50 18mm diameter holes 42 Details required from customer: Dimension A Dimension H Angle θ = = 65 = = 25 48 35 100 x 100 x 2mm thick galvanised steel verge trim angle for fixing to the top flange. or in agreement with the sheeting contractor. EAVES TIE AND FIXING BRACKET PURLIN SPAN IN METRES Roof Pitch θ 0° θ 3° 3° θ 30° θ 30° S 4. These include fibre cement sheeting. * See section headed “Eaves Tie and Fixing Bracket” for guidance on restraint to first purlin at eaves. Please consult the Technical Services Department for further advice. it may become necessary to introduce additional supports along the roof slope in the form of diagonal brace sections tied back to the rafters. ARRANGEMENT OF SAG BARS RAFTER STAYS To ensure the first purlin at eaves is kept straight. available in 4m unpunched lengths. where these are specified by the frame designer. To maintain the correct alignment and to help prevent distortion of the purlin during sheeting. particularly during the early stages of sheeting. Fix with M16 bolt threaded to u/side of head 12 dia bolt through purlin bottom purlin 22 18mm diameter holes 35 For roof slope lengths in excess of 20m. For all Zeta II sections Heavy Duty Sag Bars should be used as required.5 4.PURLIN ACCESSORIES Where adequate lateral restraint is afforded by steel sheeting screw fixed to the purlin flange. This may be done by providing an eaves tie of the type shown. Details of the diagonal braces are shown on page 21.6 S 9. 20 APEX TIE DETAILS The same section used to form the eaves tie is also available as a rafter stay member.5 S 7. the roof slope for purlins is not greater than 30 degrees. Reference must be made to page 21 for information on bracing requirements and limitations. the standard sheeting line is used. For applications where any other type of cladding system is employed. unsheeted flange in compression at mid span) are printed on a grey background. 18mm dia. 4 152 18mm dia. 4. please consult our Technical Services Department. sheeted flange in compression at mid span) are printed on an orange background. with the facility to offer an extended leg to suit alternative sheeting lines.0m. and cleats supporting cladding rails are horizontal. DESIGN 70 4 The appropriate dimensions for standard section punching and sheeting lines. B For Zeta II purlins and rails subject to the following constraints: C A A Elevation WELD-ON CLEATS 1. 3. The tabulated values will give deflections not exceeding span/150. Capacity of weld-on and bolt-on type cleats: For spine in tension (direction of forces as shown for purlin) Mult = 2. B C 100 Front The cleat capacities have been verified by testing at the University of Salford. purlin/rail span not greater than 9. For variations on any of the above criteria. 2. please consult our Technical Services Department. a screw fixed steel cladding system is employed. These values are derived from the Ultimate Load Capacities given on pages 61-63 divided by 1. .4.4. Working load capacities for wind suction (narrow.50 kNm For reverse condition (spine in compression as shown for rail) Mult = 1. 48 152 Plan Plan 18mm dia.20 kNm Purlin Rail 18 GENERAL NOTES TO ALL ZETA II RAIL SYSTEMS Working load capacities for wind pressure (wide. These values are derived from the Ultimate Load Capacities given on pages 61-63 divided by 1. then the cleat capacity should be satisfactory. the Zeta II cleat reference is followed by the required sheeting line. steel cladding system. The load capacities assume that the rails support a screw fixed. 100 48 Front Elevation BOLT-ON CLEATS Sheeting line Standard Sheeting line Max A Standard A Max B C 2/C225/_ 2/B225/_ 232 402 81 251 25 74 2/C245/_ 2/B245/_ 252 402 81 231 25 94 2/265 2/C265/_ 2/B265/_ 272 402 81 211 25 114 2/285 2/C285/_ 2/B285/_ 292 402 81 191 25 134 Section Weld-on 2/225 2/245 Bolt-on For ordering purposes. eg: for a bolt-on Zeta II cleat to suit a 225mm purlin depth and a 232mm sheeting line the reference is 2/B225/232.ZETA II CLEATS Ayrshire cleats for Zeta II purlins and cladding rails are available as either a weld-on type or as a bolt-on type. as well as limiting dimensions for extended leg cleats are given in the table below. 5 metre span 9.723 18.746 11.688 12.025 10.978 21.969 14.220 14.089 8.622 9.495 8.953 9.796 7.950 15.331 10.202 11.758 9.592 11.077 9.562 14.190 12.014 10.568 9.73 21.084 12.298 9.004 9.5 metre span 8.719 10.164 14.733 12.290 19.660 8.275 25.378 2/24518 6.015 15.168 14.375 7.770 8.416 10.563 11.444 9.500 8.984 16.471 6.79 10.971 13.702 20.231 12.348 9.538 10.297 11.575 11.843 22.961 11.486 13.956 13.838 10.116 12.49 18.360 11.174 2/26518 6.10 12.774 11.340 9.978 15.528 2/22515 4.527 2/24514 4.02 16.232 10.993 11.208 13.519 19.487 18.230 12.290 10.034 8.324 9.295 12.859 8.968 14.261 12.956 19.443 14.717 10.954 11.924 11.107 12.746 13.862 11.727 9.630 12.0 metre span 9.152 14.49 13.997 15.681 8.517 9.184 2/28516 5.487 12.504 14.755 11. i.387 10.815 12.264 9.076 7.565 15.681 12.302 2/26516 5.819 13.826 10.61 14.965 7.000 2/22516 5.785 7.389 2/28515 5.30 17.994 16.58 19.236 14.205 13.519 20.832 16.723 13.881 11.332 10.969 14.979 9.652 14.844 14.706 13.119 14.397 10.468 13.089 9.5 metre span 7.006 15.795 10.985 15.241 7.977 16.975 12.906 11.47 14.229 14.210 12.246 18.480 13.362 13.291 13.211 12.815 13.357 11.033 13.804 14.531 15.73 14.173 2/26518 6.120 10.30 25.035 14.183 17.750 10.329 11.706 19.624 14.297 7.505 6.545 9.897 12.038 9.331 8.86 15.085 14.147 12.665 9.786 18. Self wt kg/m ZETA II SLEEVED RAILS – WORKING LOAD CAPACITIES IN kN 6.5 metre span 10.978 12.589 8.400 2/28515 5.652 18.10 17.195 16.872 11.746 13.747 ZETA II BUTTED RAILS – WORKING LOAD CAPACITIES IN kN 6.662 9.650 8.076 11.79 16.371 9.925 16.548 9.937 2/28518 6.282 9.787 7.804 2/22518 5.942 2/24515 5.317 9.979 8.0 metre span 9.295 9. or is not required to achieve the necessary load carrying capacity (see pages 4 and 5 for joint arrangement diagram).269 13.358 15.177 15.630 18.267 18.496 12.048 8.492 13.820 17.275 17.246 8.420 12.ZETA II BUTTED RAILS This system is employed where continuity across the supports either cannot be provided.0 metre span 8.927 7.254 11.561 23.660 7.197 9.935 11.706 12.443 9.127 10.699 20.0 metre span 7.783 10.093 22.089 13.544 14.883 16.684 10.568 11.261 8.578 13.866 10.0 metre span 7.665 12.709 12.964 11.365 Self wt kg/m All rails must be sleeved across the penultimate support (see pages 4 and 5 for joint arrangement diagram).592 8.290 13. 9.155 10.403 13.5 metre span 9.563 7.051 9.195 13.5 metre span 10.624 18.243 12.878 11.083 8.895 11.428 16.965 7.325 6.391 11.248 8.130 11.0 metre span Pressure Suction Pressure Suction Pressure Suction Pressure Suction Pressure Suction Pressure Suction Pressure Suction Pressure Suction Pressure Suction 2/22514 4.353 19 ZETA ZET A II RA RANG NGEE ZETA II SLEEVED RAILS Section No.867 15.e.850 17.804 10.995 13.525 14.246 12.397 14.280 13.229 21.624 10.371 13.041 15.826 19.236 11.275 9.859 11.282 10.0 metre span 6.649 16.61 21.124 17.406 13.367 10.777 7.205 17.361 8.983 11.397 15.438 2/24515 5.304 13.603 2/22516 5.172 2/24516 5.362 7.184 14.751 10.69 10.183 10.382 10.538 10.866 19.513 13.375 10.791 11.383 10.471 13.136 10.100 16.819 9.452 2/24514 4.831 12.653 11.829 9.033 15.723 9.193 9.119 10.443 13.58 27.033 16.068 16.397 15.553 12. CLADDING RAIL DESIGN TABLES .123 9.769 11.26 18.745 14.827 10.723 18.69 15.0 metre span 8.565 15.86 22.35 19.304 11.802 9.534 16.654 15.344 8.908 9.596 10.0 metre span Pressure Suction Pressure Suction Pressure Suction Pressure Suction Pressure Suction Pressure Suction Pressure Suction Pressure Suction Pressure Suction 2/22514 4.528 9.359 10.938 8.917 14.010 2/24518 6.097 9.917 11.898 17.855 8.275 11.792 14.671 10.953 10.994 11.930 10.216 2/22515 4.234 16.213 11. Section No.693 12.172 8.100 11.613 17.362 9.351 10.626 12.649 23.770 6.538 15.576 17.774 7.603 9.396 8.35 13.149 12.471 9.466 2/28518 6.937 8.826 19.369 8.936 15.996 17.820 20.02 11.334 16.871 10.263 10.004 10.828 9.255 9. This system utilises single bay rail lengths joined with connecting sleeves at alternate supports.405 9.0 metre span 6.960 2/26516 5.5 metre span 7.149 17.47 9.096 8.387 2/26515 5.02 23.061 22.127 7.335 11.713 7.698 7.495 12.960 18.396 2/24516 5.099 11.496 12.717 14.746 7.216 8.986 13.02 17.275 16.671 16.035 16.5 metre span 8.766 16.578 9.811 20.26 12.585 14.393 2/28516 5.154 2/26515 5.583 17.866 2/22518 5.473 11. rails are within the depth of the column.302 13.205 12.420 13.005 12.089 12.344 11. 100 25 25 25 M16 nut and bolt with 2 No steel washers RAIL/CLEAT CONNECTION DETAIL . 7 d All fixing holes are 18 dia for M16 grade 4.6 bolts. but may be sleeved to achieve continuity. Rail depth See page 21 for minimum strut requirements.ZETA II CLADDING RAIL DETAILING SLEEVED SYSTEM C column The Sleeved System comprises of a single bay rail with a sleeve connection at alternate supports. Sheeting line depth using standard Zeta II cleats equals section depth +7mm. For max cantilever projection consult Technical Services Department GABLE END DETAIL FIRESCREEN RAILS All cladding and eaves rails must be allowed to expand during a fire. 100 47 100 g Typical interior bay sleeved rail for spans over 6. Rails should generally be single span.0m.1m.1m.5m.1m up to 7. strut holes Typical interior bay sleeved rail for spans up to 6. g 25 25 100 Typical interior bay sleeved rail for spans over 6.1m up to 9. d 225 245 265 285 Flange widths a b 78 68 78 68 78 68 78 68 Hole centres c e f 74 74 77 74 94 77 74 114 77 74 134 77 Sleeve Dimensions g h 350 850 375 900 400 950 425 1000 77 min. 100 c g Standard sleeve GENERAL DETAILING NOTES Rails may be fixed with the sheeting (wide) flange pointing up or down to suit the detail. Bracing Strut holes are 14 sq. the sheeting (narrow) flange points up. For rails up to 7. punched in pairs. C column STANDARD DIMENSIONS FOR ZETA II SECTIONS When cladding fixed with hook bolts is employed. 20 Ccolumn b Standard sleeve 25 = c span-50 25 C column 25 C column span-50 = = = 25 = Nylon washer C column Sleeve Side rail e a f Cleat 25 25 14mm sq. strut holes g 47 Typical interior bay sleeved rail for spans up to 6.5m and 2.0m respectively. Slotted holes with both steel and nylon washers under the bolt heads are required. Note: Sleeves on every joint at penultimate column. The minimum allowance for expansion should be 7mm/ metre length of rail. b 3 = c span-6 3 C column 3 = C column span-6 = = h 3 = f e e f a 47 14mm sq.5m span the gap between rails is rounded to 50mm. The maximum span and spacing should be 7. All rails should be braced in accordance with the following recommendations to maintain alignment of the sections. Where the diagional brace is tied back to the stanchion via the cladding rail cleat.5m and up to 7. DIAGONAL BRACE/ STANCHION FIXING The top of the diagonal brace must be fixed back to a “rigid” point.* For heights greater than ‘h’ further sets of diagonal braces are required. 50 max 65 Eaves Beam Metal Sheeting: Spans over 6. using an FB bracket as illustrated. ZETA ZET A II RA RANG NGEE ARRANGEMENT OF DIAGONAL BRACES AND VERTICAL STRUTS Fixing Cleat Diagonal Brace FB brkt Eaves Beam 48 12 dia bolts 25 100 42 Height ‘h’ F. Wt. Please consult the Technical Services Department for further information. For other cases. Fix with M16 bolt threaded to u/side of head 21 .0m. VS1 FOR ALL SECTIONS 22 Adjustable diagonal brace 30 (VS1) 18 dia.6m. i. maximum number of rails per bay per set of diagonals should not exceed 8 No.C. Special consideration must be given to alternative cladding constructions such as clip fixed panels and glazing. Height ‘h’ 0 min = 50 18mm dia holes A Details of diagonal brace (specify dim.C.* Maximum height ‘h’ for insulated F.94 kg/m). please consult our Technical Services Department.0m (rail weight 7. The same section used for the diagonal brace channel is also available as a column stay member. Wt.25 kg/m2) = 12m. generally the stanchion flange. ‘A’ and ‘B’ when ordering) FB Fixing Bracket 30 COLUMN STAYS Maximum height ‘h’ for insulated Metal Sheeting (S.75 kg/m2) = 8. for spans 9. where these are required by the frame designer. 13.1m and up to 9.e. hole 35 20 = = 40 35 35 10 B C Min 500 Metal Sheeting: Spans up to and including 6. *In addition. the structural adequacy of the cleat must be confirmed. Diagonal braces and vertical struts are required to develop the load capacities given on page 19.5m. Sheeting: Spans over 4. = F. Sheeting: Spans up to and including 4. Sheeting (S.C.5m.1m. 26. 33 25.35 3.61 23.1 90.60 23.21 72.98 23.7 155.71 24.65 64.16 4.63 3.23 52.07 24.7 2. web holes.41 23.00 94.0 1. 16 c b = = Y b ZED SECTION PROFILE 170-200 RANGE Z/ 12 51 4 Z/ 12 51 5 Z/ 12 51 7 Z/ 12 52 0 Z/ 14 01 3 Z/ 14 01 4 Z/ 14 01 5 Z/ 14 01 7 Z/ 14 02 0 Z/ 15 51 3 Z/ 15 51 4 Z/ 15 51 5 Z/ 15 51 7 Z/ 15 52 0 Z/ 17 01 3 Z/ 17 01 4 Z/ 17 01 5 Z/ 17 01 7 Z/ 17 02 0 Z/ 18 51 3 Z/ 18 51 4 Z/ 18 51 5 Z/ 18 51 7 Z/ 18 52 0 Z/ 20 01 3 Z/ 20 01 4 Z/ 20 01 5 Z/ 20 01 7 Z/ 20 02 0 Z/ 20 02 5 ZED SECTION PROPERTIES Z/ 12 51 3 ZED ZED PURLINS AND CLADDING RAILS Depth d mm 125 125 125 125 125 140 140 140 140 140 155 155 155 155 155 170 170 170 170 170 185 185 185 185 185 200 200 200 200 200 200 Thickness t mm 1.5 1.16 2. The load capacities shown assume that the purlins support a screw fixed steel sheeting system.66 24.33 mm2 321 345 369 418 490 350 376 403 456 535 369 397 425 481 565 389 418 448 507 595 408 439 470 532 625 428 460 493 558 655 816 Ixx cm4 78.70 x mm 52. = = f f d 42 155 61 c c X x = y = = = = b b 125-140 RANGE X a f d 155 RANGE The effect of purlin self weight is included in the tabulated loads opposite.15 3.7 320.4 1.5 313.89 52.49 27.01 52.6 263.4 219.08 52. material zinc coated steel with a minimum yield strength of 390 N/mm2. please consult our Technical Services Department.1 84.89 3.99 102.68 15.8 206.72 51.e.99 25.76 24.80 51.94 15.12 y mm 64.34 31.96 4.5 377.50 3.79 51.14 51.86 24.94 24.04 51.57 51.12 24.49 27.81 79.64 25.5 1.36 21. Flange b mm 45 45 45 45 45 49 49 49 49 49 49 49 49 49 49 49 49 49 49 49 49 49 49 49 49 49 49 49 49 49 49 kg/m 2.58 102.9 134.99 94.14 19.03 25. 80 The tabulated values will give deflections not exceeding span/180.4 1.0 114.50 27.1 119.79 51.68 4.87 ryy mm 24. Dimensions f and c are shown on pages 24 and 28.3 1.54 23.62 51. other than screw fixed steel sheeting.64 25.1 102.60 3.13 52.62 23. Reference must be made to page 25 for information on bracing requirements and limitations.33 3. easy handling Sleeved system maximum efficiency.99 30.4 138.51 2.65 72.3 144.1 Zxx cm3 12.41 95.89 19.57 16.5 1.3 1. STANDARD HOLING LINES FOR ALL SECTIONS 14 dia.83 Iyy cm4 19.4 1.74 2.40 3.57 102.95 3.29 25.69 51.40 25.6 218.00 95.3 244. = 20 Working load capacities for wind uplift are printed on a grey background.03 52.8 106.69 24. For applications where any other type of sheeting system is employed.84 51.4.4 1.0 1.33 22.57 102.99 52.34 31.96 52.7 2.60 51.95 51.07 36.04 3.0 2.37 31.00 95.4 1. These values are derived from the Ultimate Load Capacities given on pages 64-66 divided by 1.7 2.56 31.03 24.Y 15 a Engineered complies with BS5950 design Part 5 1998 Nesting section full strength connections.76 4.64 45.06 36.21 22.83 18.44 22.07 20.41 87.81 87.6 282.75 45.5 1.41 87.81 24.57 23.70 2.20 79.2 122.89 24.3 1.81 79.91 51.65 64.10 26.0 470.2 235. flexible erection Simple cleat suitable for small span details steep roofs and for wall applications Guaranteed Grade S390GD+Z275.74 51.4 1.21 23.65 64.11 3.60 23.21 72.62 25.15 25.52 51.05 26.38 51.10 6.44 3.25 36.5 Top Flange a mm 55 55 55 55 55 58 58 58 58 58 58 58 58 58 58 58 58 58 58 58 58 58 58 58 58 58 58 58 58 58 58 Btm.0 1.56 4.84 25.05 36.65 23.0 1. or 14 sq. and 14 dia.5 1.28 3.57 Section No Weight Area 22 .83 2.7 179.51 27.21 72.5 1. flange holes may be punched in any pattern on these standard lines.74 28.3 256.35 25. These values are derived from the Ultimate Load Capacities given on pages 64-66 divided by 1.7 162.1 175.55 22.65 51.7 2.3 1.57 102.86 4.87 3.88 25.6 203.01 13.81 79.98 29.57 102. Refer to page 67 for full technical specification = a = a GENERAL NOTES TO ALL ZED PURLIN SYSTEMS Working load capacities for gravity loading are printed on a green background.27 3.6 166.41 87.51 23.7 192.82 16.16 24.3 1.08 36.6. i.05 32.35 31.87 52.36 5.41 87.0 266.7 2.0 1.70 27.08 36.3 1.62 25.20 3.83 24.89 51.02 26.99 26.63 25.70 51.77 21.45 24.53 14.48 27.79 18.07 13.09 24.26 51.63 23.81 79.7 2.63 23.36 31.21 72.11 52.07 24.89 3.95 19.65 64. 370 8.808 10.395 4.397 5.698 7.5 metre span Gravity Uplift 4.705 8.797 7.556 6.010 5.0 metre span Uplift 6.880 15.046 7.036 7.527 9.726 5.559 4. PURLIN DESIGN TABLES Gravity Uplift Gravity Uplift Gravity Uplift Gravity 2.859 9.088 9.574 9.556 7.757 12.621 7.165 7.530 17.800 12.022 13.354 9.991 14.935 7.89 3.260 4.927 12.096 15.414 8.631 8.517 10.001 23 .20 .290 11.122 6.780 7.504 11.624 5.509 10.505 6.734 8.367 10.113 6.498 12.50 3.317 13.773 6.352 17.393 9.11 3.367 8.861 8.141 10.286 14.369 9.088 10.975 8.245 12.773 7.653 10.336 8.669 8.754 6.279 5.958 9.558 5.033 9.413 11.186 13.955 4.262 9.905 14.529 10.605 11.704 7.880 7.74 2.074 5.305 8.0 metre span 5.269 7.20 .659 5.995 10.411 8.747 6.299 12.215 5.351 8.106 6.213 4.065 8.96 3.711 7.390 10.487 10.174 4.933 8.254 8.429 9.820 9.86 4.863 14.589 7.330 11. hence the name (see pages 4 and 5 for joint arrangement diagram).5 metre span End Bay Section This system is usually more advantageous for longer spans and/or heavier loadings where there are a minimum of six bays.523 6.958 6.706 4.17 .053 9.073 9. 5 metre span 5.125 6.303 8.985 10.877 8.865 10.953 17.294 11.295 5.20 10.17 .427 5.773 7.898 8.802 8.961 11.419 14.732 12.35 3.065 9.120 10.629 9.325 7.328 6.347 10.673 14.125 6.191 5.397 14.702 9.68 4. with sleeves at alternate joints.903 6. 5 metre span 5.348 7.834 9.157 11.191 8.871 13.252 17.523 7.20 .537 5.092 7.982 ZED HEAVY END BAY PURLINS Z/14013 Z/14014 Z/14015 Z/15513 Z/15514 Z/15515 Z/17013 Z/17014 Z/17015 Z/18513 Z/18514 Z/18515 Z/20013 Z/20014 Z/20015 4.011 8.779 7.583 10.681 8.776 9.766 8.293 19.796 7.666 11.20 .442 10.778 9.613 12.664 12.117 9.817 11.546 8.606 8.447 11.705 6.301 9.504 10.905 8.700 13.972 10.04 3.141 10.993 7.071 13.607 15.271 10.28 3.352 12.765 10.651 7.975 5.277 13.751 8.17 .866 8.561 10.732 11.011 6.36 6.036 7.015 12.007 6.042 6. ZED RA RANG NGEE ZED SLEEVED PURLINS Section No.233 13.152 11.827 13.272 9.152 9.695 15.440 8.022 10.876 13.583 6.657 14.27 2.991 7.575 8.552 6.123 5.95 3.802 8.916 7.018 8.637 5.60 3.388 9.206 9.447 9.760 9.124 10.668 9.934 8.410 3.0 metre span Gravity Uplift 7.232 9.690 10.749 8.398 5.257 7.168 8.551 8.130 11.238 10.775 13.614 5.754 10.221 9.505 7.748 11.0 metre span 6.820 8.318 10.124 9.5 metre span Gravity Uplift 7.993 8.270 9.837 13.024 6.17 .354 7.800 12.819 13.666 5.262 11.20 .33 3.830 9.191 10.849 6.219 16. The end bay purlins and sleeves to the penultimate support are increased in gauge to compensate for the lack of continuity across the gable.067 8.20 .15 3.942 4.002 7.623 6.813 14.224 4.026 5.877 14.551 7.185 14.270 9.823 12.930 12.068 7.426 8.973 5.281 8.486 9.669 8.851 12.892 10.101 7.448 11.653 9. ZED HEAVY END BAY PURLINS – WORKING LOAD CAPACITIES IN kN Interior Section This is a fully continuous system with sleeves provided at all supports.825 6.138 9.70 2.959 10.570 11.006 6.820 7.227 12.598 7.460 7.471 6.600 10.992 10.041 6.276 8.414 7.046 10.701 8.265 7.410 9.490 11.070 8.251 11.232 9.743 9.185 10.833 9.167 10.808 9.567 7.558 6.859 7.276 12.952 4.991 6.765 7.440 8.852 13.817 9.231 4.249 14.552 6.209 12.338 8.20 3.377 10.133 11.558 10.106 8.878 12.342 8.705 6.785 6.419 6.055 13.246 12.335 9.951 11.243 6.16 3.862 11.537 6.764 5.011 6.918 11.658 8.684 5.419 11.128 6.441 11.701 7.840 15.400 7.328 5.030 8.777 11.421 14.042 6.905 7.118 11.170 5.234 6.143 8.192 12.066 14.367 10.936 7.126 7.760 8.588 8.630 9.084 15.326 16.762 6.876 7.20 .250 9.019 11.353 8.660 7.625 12.817 6.941 11.724 11.123 6. Gravity Uplift Gravity Uplift Gravity Uplift Gravity Uplift Gravity Uplift .513 9.089 9.17 .872 13.192 13.156 4.394 8.448 16.745 4.518 8.209 11.421 10.028 7.783 11.5 metre span 6.489 11.438 11.139 14.327 13.685 13.20 .685 8.229 10.016 8.735 5.838 12.425 6.479 9.820 11.622 14.351 8.305 8.612 7.038 6.537 16.0 metre span 5.877 9.583 10.107 8.115 12.211 5.137 6.787 8.438 9.The use of single span purlin lengths ensures easier on site handling and compliance with Health & Safety Executive requirements.808 9.380 6.824 10.5 metre span Gravity Uplift 4.44 3.155 9.022 9.935 6.333 11.172 7.700 11.288 6.659 3.091 14.724 7.476 12.76 3.526 7.443 9.216 10.330 5.887 5.898 11.564 5. All purlins must be sleeved across the penultimate support (see pages 4 and 5 for joint arrangement diagram).179 13.115 18.719 9.212 6.007 11.581 5.586 7.426 11.898 13.459 7.785 5.877 16.513 7.365 9.742 4.097 12.605 6.090 8.750 13.657 7. Providing sleeves at all supports increases the capacity by over 25% compared to the equivalent sleeved system.445 7.851 12.810 11.20 .872 6.609 10.872 10.138 11.823 6.712 12.979 5.670 9.546 6.386 6.994 12. Z/12513 Z/12514 Z/12515 Z/12517 Z/14013 Z/14014 Z/14015 Z/14017 Z/15513 Z/15514 Z/15515 Z/15517 Z/17013 Z/17014 Z/17015 Z/17017 Z/18513 Z/18514 Z/18515 Z/18517 Z/20013 Z/20014 Z/20015 Z/20017 ZED SLEEVED PURLINS – WORKING LOAD CAPACITIES IN kN Self wt kg/m This system utilises single bay purlin lengths joined with connecting sleeves at alternate supports.158 14.285 11.580 16.973 5.095 7.89 3.227 16.100 6.186 7.332 4.722 8.51 2.185 9.366 5.776 8.915 11.191 8.295 9.586 13.470 7.531 12.0 metre span Gravity Uplift 3.067 7.5 metre span 6.019 13.101 7.986 10.366 9.359 5.56 2.381 8.836 14.694 10.516 6. sag bar holes STANDARD DIMENSIONS FOR ZED SECTIONS GENERAL DETAILING NOTES All purlins must be fixed with the top flange facing the apex. All fixing holes are 14 dia for M12 grade 8. 100 14mm sq. Sag Bar/Bracing Strut holes are 14 sq. punched in pairs. Purlin depth d a f C rafter 68 min = span-3 d 125 140 155 170 185 200 Flange widths a b 55 45 58 49 58 49 58 49 58 49 58 49 Hole centres c e f 40 42 43 47 42 51 45 61 49 43 80 47 51 80 54 58 80 62 Sleeve Dimensions g h 208 566 208 566 208 566 208 566 278 706 278 706 3 = C rafter 3 = span-6 3 = C rafter 3 e c Note: End Bays require the appropriate heavier gauge section and sleeve at the penultimate rafter. 68 min. C rafter a 3 span-6 = f 3 = C rafter 3 span-6 = = C rafter 3 = h c e Note: Sleeves on every joint at penultimate rafter.ZED PURLIN DETAILING SLEEVED SYSTEM The Sleeved System comprises a single bay purlin with a sleeve connection at alternate supports. Typical interior bay sleeved purlin for spans up to 7. See page 25 for minimum sag bar requirements. HEAVY END BAY SYSTEM The Heavy End Bay System comprises a single bay purlin with a sleeve connection at every support. c e 47 g 14mm sq. 7 Sheeting line depth using standard Zed cleats equals section depth +7mm. sag bar holes g 47 47 g 47 14mm sq.8 bolts.6m up to 9. sag bar holes as required Heavy gauge purlin to end bay with heavy gauge sleeve to match at penultimate support. sag bar holes as required g g 47 47 Fully sleeved interior bays in lighter gauge with sleeves to match.0m. g g 47 47 14mm sq. 100 Stub section f . 500 min For max cantilever projection consult Technical Services Department ALTERNATIVE GABLE END DETAILS 24 Standard sleeve for future extension g Standard sleeve Typical interior bay sleeved purlin for spans over 7.6m. it is necessary to give consideration to additional restraint to this purlin.5 4. Please consult the Technical Services Department for further advice. it may become necessary to introduce additional supports along the roof slope in the form of diagonal brace sections tied back to the rafters. These include fibre cement sheeting. where these are specified by the frame designer. particularly during the early stages of sheeting. The same section used to form the eaves tie is also available as a rafter stay member. standing seam clip fix profiles and tiled roof constructions. ARRANGEMENT OF SAG BARS 12 dia bolt through purlin Fix with M12 bolt threaded to u/side of head bottom purlin 22 22 18mm diameter holes 35 For roof slope lengths in excess of 20m. This may be done by providing an eaves tie of the type shown. Special consideration must be given to purlins clad with any material other than screw fixed profiled steel sheeting.PURLIN ACCESSORIES Where adequate lateral restraint is afforded by steel sheeting screw fixed to the purlin flange. Details of the diagonal braces are shown on page 29.5 S 7. sag bars should be fitted in accordance with our minimum recommendations shown in the table opposite. overall length as required Eaves Tie A H 50 18mm diameter holes θ Details required from customer: Dimension A Dimension H Angle θ 42 = = 65 25 = = 35 48 100 x 100 x 2mm thick galvanised steel verge trim angle for fixing to the top flange. or in agreement with the sheeting contractor. a temporary prop may be used. available in 4m unpunched lengths. Heavy Duty Sag Bars should be used as required. sag bars are required to develop the load capacities given on page 23. RAFTER STAYS To ensure the first purlin at eaves is kept straight. To maintain the correct alignment and to help prevent distortion of the purlin during sheeting.0 Consult Technical Services Dept.6 S 9. 20 APEX TIE DETAILS CLEADER MEMBERS 50 x 50 x 2mm thick galvanised steel Cleader Angle. available in 6m unpunched lengths. especially on spans of 5m or more. PURLIN SPAN IN METRES Roof Pitch θ 0° θ 3° 3° θ 30° θ 30° S 4. For purlin spacings in excess of 2m. FB Fixing Bracket 25 ZED RA RANG NGEE EAVES TIE AND FIXING BRACKET SAG BAR REQUIREMENTS .6 7. * See section headed “Eaves Tie and Fixing Bracket” for guidance on restraint to first purlin at eaves. 0 1* 2* Consult Technical Services Dept. Working load capacities for wind suction (narrow. Elevation WELD-ON CLEATS 100 48 Front Elevation BOLT-ON CLEATS Sheeting line Standard Sheeting line Max A Standard A Max B C Z/C125/_ Z/B125/_ 132 368 47 283 25 42 Z/C140/_ Z/B140/_ 147 376 54 283 25 42 Z/155 Z/C155/_ Z/B155/_ 162 374 52 264 25 61 Z/170 Z/C170/_ Z/B170/_ 177 372 50 245 25 80 Z/185 Z/C185/_ Z/B185/_ 192 379 58 245 25 80 Z/200 Z/C200/_ Z/B200/_ 207 387 65 245 25 80 Section Weld-on Z/125 Z/140 Bolt-on For ordering purposes. Plan B 14mm* dia.ZED CLEATS Ayrshire cleats for Zed purlins and cladding rails are available as either a weld-on type or as a bolt-on type.4. please consult our Technical Services Department. DESIGN 70 The appropriate dimensions for standard section punching and sheeting lines. the Zed cleat reference is followed by the required sheeting line. a screw fixed steel cladding system is employed. . the standard sheeting line is used. B C C A A 100 Front 1. For variations on any of the above criteria. 14mm* dia. These values are derived from the Ultimate Load Capacities given on pages 64-66 divided by 1. steel cladding system. Reference must be made to page 29 for information on bracing requirements and limitations. with the facility to offer an extended leg to suit alternative sheeting lines.20 kNm θ Purlin Rail 26 GENERAL NOTES TO ALL ZED RAIL SYSTEMS Working load capacities for wind pressure (wide. unsheeted flange in compression at mid span) are printed on a grey background.0m. please consult our Technical Services Department. purlin/rail span not greater than 9. 18mm dia. For applications where any other type of cladding system is employed. The load capacities assume that the rails support a screw fixed. These values are derived from the Ultimate Load Capacities given on pages 64-66 divided by 1. sheeted flange in compression at mid span) are printed on a green background. Capacity of weld-on and bolt-on type cleats: For spine in tension (direction of forces as shown for purlin) Mult = 2. as well as limiting dimensions for extended leg cleats are given in the table below. 4. 3. The tabulated values will give deflections not exceeding span/150.4. eg: for a bolt-on Zed cleat to suit a 140mm purlin depth and a 147mm sheeting line the reference is Z/B140/147. 48 4 For Zed purlins and rails subject to the following constraints: 4 152 152 Plan The cleat capacities have been verified by testing at the University of Salford. the roof slope for purlins is not greater than 30 degrees. and cleats supporting cladding rails are horizontal. then the cleat capacity should be satisfactory. 2.50 kNm For reverse condition (spine in compression as shown for rail) Mult = 1. 227 5.139 6.703 12.115 5.972 4.972 4.579 16.503 13.991 6.147 10.141 11.261 8.250 8.36 5.071 7.133 6.241 9.237 7.834 8.375 10.949 14.071 9.795 7.95 3.538 7.764 16.669 8.50 3.51 2.347 7. or is not required to achieve the necessary load carrying capacity (see pages 4 and 5 for joint arrangement diagram).345 3.563 9.620 6.530 7.116 7.210 9.893 8.627 6.230 7.577 8.006 7.27 2.646 7.970 6.128 4.185 11.387 5.805 6.220 11.775 6.113 11.866 7.277 16.464 7.15 2.306 6.885 12.010 12.916 4.50 3.174 6.567 7.209 9.257 10.857 6.004 6.661 ZED BUTTED RAILS – WORKING LOAD CAPACITIES IN kN Self wt kg/m ZED BUTTED RAILS This system is employed where continuity across the supports either cannot be provided.103 5.056 12.174 6.245 8.606 8.849 11.568 5.60 3.111 8.463 4.098 12.470 9.5 metre span 3.790 7.273 5.601 7.018 8.777 9.796 5.973 6.135 7.317 6.419 10.28 3.795 4.Z/14013 Z/14014 Z/14015 Z/15513 Z/15514 Z/15515 Z/15517 Z/17013 Z/17014 Z/17015 Z/17017 Z/18513 Z/18514 Z/18515 Z/18517 Z/20013 Z/20014 Z/20015 Z/20017 Self wt kg/m ZED SLEEVED RAILS – WORKING LOAD CAPACITIES IN kN Pressure Suction Pressure Suction Pressure Suction Pressure Suction Pressure Suction Pressure Suction Pressure Suction 2.670 6.062 10.021 6.704 8.735 8.921 4.613 6.956 8.513 15.105 7.472 7.571 3.558 5.629 6.975 9.546 4.76 3.579 7.140 6.351 12.696 6.763 6.972 6.471 6. 5 metre span 6.0 metre span 6.523 5.560 7.575 6.188 9.784 5.381 6.679 3.866 3.209 11.921 5.963 4.337 8.082 14.433 6.264 4.408 8.101 4.876 6.267 7.140 4.493 9.095 13.281 7.573 7.601 8.130 13.513 9.206 6.457 7.11 3.978 10.080 9.588 8.698 9.668 6.373 6.568 7.096 5.596 3.220 4.052 5.213 12.315 9.923 4.492 5.955 10.246 9.660 6.105 6.505 8.007 11.054 10.102 5.556 5.385 4.076 6.194 12.264 8.854 4.091 3.560 8.368 4.087 7.604 7.378 6.620 7.225 8.101 5.860 7.5 metre span 3.676 4.176 8.848 4.921 5.268 6.144 8.034 5.177 9.154 9.674 8.549 7.887 9.343 14.76 3.446 5.615 6.057 7.031 10.575 6.810 10.04 3.274 5.418 4.826 8.077 8.86 4.096 12.5 metre span 5.973 5.569 3.462 9.293 18.074 6.341 9.860 13.624 8.139 10.866 12.89 3.953 5.611 5.934 5.784 7.981 9.322 9.309 11.132 8.674 11.89 3.676 10.077 13.612 5.034 11.736 6.166 8.022 5.526 6.0 metre span 7.383 6.465 11. rails are within the depth of the column.852 7.470 9.088 10.569 4.337 3.257 8.356 4.387 9.653 11.86 4.679 3.276 7.527 8.259 10.022 7.076 12.116 7.726 7.68 4.011 13.569 3.427 13.966 9.382 7.054 6.966 16.180 10.684 10.618 8.233 6.330 3.315 9.535 9.258 12.431 4.838 6.5 metre span 4.652 7.161 8. This system utilises single bay rail lengths joined with connecting sleeves at alternate supports.279 7.427 6.287 4.122 3.959 7.125 4.317 12.44 3.935 11.33 3.211 9.234 11.108 5.192 9.290 9.313 13.279 6.811 7.5 metre span 3.825 16.848 4.126 4.975 5.15 2.006 10.650 10.999 8.919 5.182 5.126 4.490 9.800 9.098 6.205 5.220 7.246 7.796 6.958 15.145 9.120 10. CLADDING RAIL DESIGN TABLES Pressure Suction Pressure Suction Pressure Suction Pressure Suction Pressure Suction Pressure Suction Pressure Suction 2.301 7.503 5.036 8.704 10.682 7.593 8.784 5.769 6.194 5.113 8.503 5.183 7.563 4.165 6.878 5.963 3.696 5.0 metre span 4.387 8.725 6.430 7.36 7.11 3.108 7.981 3.879 5.091 3.548 9.660 5.148 12.451 5.96 3.95 3.569 4.861 10.806 6.028 9.006 5.708 5.239 5.382 7.102 12.796 8.699 7.708 4.145 5.795 4.728 7.35 3.633 7.447 9.896 11.484 8.360 13.317 8.831 7.119 8.447 9.368 4.218 6.090 4.272 10.102 10.622 15.022 5.784 6.383 6.5 metre span 7.774 13.141 4.647 6.775 5.74 2.248 4.041 6.958 11.250 9.863 13.085 11.034 5.60 3.642 7.593 6.475 8.70 2.16 3.467 6.238 5.220 4.96 3.441 10.820 9.503 8.916 4.802 13.676 4.224 5.0 metre span 3.e.849 9.937 18.749 9.916 8.325 5.615 6.569 15.895 12.303 5.365 4.141 4.586 6.291 6.860 5.574 7.248 4.276 7.305 4.148 9.345 7.379 7.090 4.708 9.468 5.696 5.592 5.173 13. 5 metre span 5.851 11.89 3.929 6.753 7. All rails must be sleeved across the penultimate support (see pages 4 and 5 for joint arrangement diagram).068 5.330 3.040 7.622 8.091 9.542 9.928 7.423 4.391 6.681 15.148 11.613 6.192 10.491 10.187 8.273 5.685 6.523 5.882 6.659 8.854 4.895 10.20 3.596 20.463 4.939 10.862 8.35 3.0 metre span 3.121 5.495 4.698 5.248 11.620 4.365 5.385 4.639 7.967 5.380 9.410 6.596 3.516 9.502 6.16 3.274 5.435 12.803 10.239 12.865 8.282 8.182 8.307 6.244 9.733 6.28 3.079 7.20 3.290 7.878 11.68 4.870 6.262 9.981 27 .969 11.345 6.962 7.696 5.0 metre span 6.970 5.125 4.235 14.584 6. i.327 12.176 10.44 3. Z/12513 Z/12514 Z/12515 Z/12517 Z/14013 Z/14014 Z/14015 Z/15513 Z/15514 Z/15515 Z/15517 Z/17013 Z/17014 Z/17015 Z/17017 Z/18513 Z/18514 Z/18515 Z/18517 Z/20013 Z/20014 Z/20015 Z/20017 Section No.437 5.509 13. ZED RA RANG NGEE ZED SLEEVED RAILS Section No.74 2.33 3.922 6.031 6.457 9.571 3.945 12.963 4.729 10.337 3.423 5.04 3.851 6.768 8.382 5.341 8. 1m. 100 100 g 47 Typical interior bay sleeved rail for spans over 6. strut holes Typical interior bay sleeved rail for spans up to 6.5m. span-6 3 = C column 3 span-6 = = C column 3 = h f e e f a 47 g 14mm sq.1m up to 9. The minimum allowance for expansion should be 7mm/ metre length of rail. 7 d See page 29 for minimum strut requirements. GABLE END DETAIL C column FIRESCREEN RAILS All cladding and eaves rails must be allowed to expand during a fire. For rails up to 7. punched in pairs. 68 min.5m and 2. Slotted holes with both steel and nylon washers under the bolt heads are required. 100 25 25 25 M12 nut and bolt with 2 No steel washers RAIL/CLEAT CONNECTION DETAIL .0m respectively. C column b 3 = c Note: Sleeves on every joint at penultimate column. 100 For max cantilever projection consult Technical Services Department Bracing Strut holes are 14 sq. Rail depth When cladding fixed with hook bolts is employed.0m.1m up to 7. All fixing holes are 14 dia for M12 grade 8. The maximum span and spacing should be 7. strut holes 47 Typical interior bay sleeved rail for spans up to 6.1m. Sheeting line depth using standard Zed cleats equals section depth +7mm. 28 C column 25 b = c span-50 25 C column 25 = C column span-50 = = 25 = e a f Nylon washer Sleeve Side rail Cleat 25 25 14mm sq. g 25 25 100 Typical interior bay sleeved rail for spans over 6. the sheeting (narrow) flange points up. but may be sleeved to achieve continuity.ZED CLADDING RAIL DETAILING SLEEVED SYSTEM The Sleeved System comprises of a single bay rail with a sleeve connection at alternate supports.8 bolts. d 125 140 155 170 185 200 Flange widths a b 55 45 58 49 58 49 58 49 58 49 58 49 Hole centres c e f 40 42 43 47 42 51 45 61 49 43 80 47 51 80 54 58 80 62 g h 208 566 208 566 208 566 208 566 278 706 278 706 Sleeve Dimensions c g Standard sleeve STANDARD DIMENSIONS FOR ZED SECTIONS GENERAL DETAILING NOTES Rails may be fixed with the sheeting (wide) flange pointing up or down to suit the detail. Rails should generally be single span.5m span the gap between rails is rounded to 50mm. 48 100 25 18 dia hole Adjustable diagonal brace 30 40 35 = = Eaves Beam 10 B 65 50 max 0 min = F. Diagonal braces and vertical struts are required to develop the load capacities given on page 27.0m. For other cases.C. FB brkt Diagonal Brace VS1 FOR ALL SECTIONS 12 dia bolts F. for spans 9.* For heights greater than ‘h’ further sets of diagonal braces are required. DIAGONAL BRACE/STANCHION FIXING ZED RA RANG NGEE ARRANGEMENT OF DIAGONAL BRACES AND VERTICAL STRUTS = A 50 18mm dia holes Details of diagonal brace (specify dim.0m.* Maximum height ‘h’ for insulated F.5m. please consult our Technical Services Department.1m and up to 9. where these are required by the frame designer. Sheeting: Spans over 4.e. using an FB bracket as illustrated.5m and up to 7.C. Fix with M12 bolt threaded to u/side of head 29 . Sheeting (S. Sheeting: Spans up to and including 4. Wt. Eaves Beam Metal Sheeting: Spans up to and including 6.75 kg/m2) = 8.1m. The same section used for the diagonal brace channel is also available as a column stay member. Where the diagional brace is tied back to the stanchion via the cladding rail cleat.5m. 26. (VS1) 22 42 Height ‘h’ The top of the diagonal brace must be fixed back to a “rigid” point.6m. maximum number of rails per bay per set of diagonals should not exceed 8 No. Please consult the Technical Services Department for further information. Wt. generally the stanchion flange.C. *In addition. 13.25 kg/m2) = 12m. Fixing Cleat C Min 500 All rails should be braced in accordance with the following recommendations to maintain alignment of the sections. ‘A’ and ‘B’ when ordering) FB Fixing Bracket 30 COLUMN STAYS Maximum height ‘h’ for insulated Metal Sheeting (S. the structural adequacy of the cleat must be confirmed. Height ‘h’ 35 20 35 Metal Sheeting: Spans over 6.CLADDING RAIL ACCESSORIES Special consideration must be given to alternative cladding constructions such as clip fixed panels and glazing. i. 43 28.01 EB16032 160 3. 2.02 27.55 30.08 110.37 103. Zeta II and Zed purlin and cladding rail systems.40 30.0mm.42 HOLING LINES FOR EACH SECTION 18mm dia holes may be punched in any pattern along the lines indicated above.29 908 787.21 4.5 9.60 5.2 11.71 72.18 38.07 1140 979.2 9.59 63. .29 7. cladding rail and gutter support at the eaves position.75 19.89 40.11 73.16 63.0 6.49 EB24020 240 2.04 752 305.68 92.60 93. 30 θ = to suit slopes up to 15 degrees SECTION PROPERTIES Section Depth mm t mm Weight kg/m Area mm2 Ixx cm4 Zxx cm3 rxx mm Iyy cm4 Zyy cm3 ryy mm Mcx kNm Mcy kNm EB16020 160 2.01 15. and are therefore conservative for θ values greater than zero. Specification Section Grade S390GD+Z275.22 92.0 7.51 1450 1238.04 12.61 59.32 88.10 65.94 EB24032 240 3.85 EB24025 240 2.21 15.98 12.50 944 378.73 90.21 30.91 81. nuts to BS EN ISO 4034 (should be protected against corrosion) Design BS5950:Part 5:1998 90 22 90 50 22 50 240 80 160 80 80 50 50 22 22 20 20 55 55 1 1 90 90 160 EAVES BEAM SECTION PROFILE 240 EAVES BEAM SECTION PROFILE θ = to suit slopes up to 15 degrees NOTE Section properties are calculated based on a ‘flat top’ Eaves Beam (θ=0°).2mm thick.50 1198 476.32 47.23 28.81 6.5 7.10 29.30 63.89 EB16025 160 2. refer to page 67 for full technical specification Brackets BS EN 10025.EAVES BEAM EAVES BEAM Ayrshire’s range of Eaves Beam sections are designed to combine the function of purlin.88 4. Hot dipped Galvanised Finish Bolts M16 x 45 Grade 4.03 7.55 21.19 19.95 12. Grade S275. The sections are 160mm and 240mm deep and are available in three gauges. 2.33 23. They are supported by a complete range of accessory components and brackets to complement fully our existing comprehensive range of Zeta.5mm and 3.58 17.6 minimum to BS EN ISO 4018.42 112. 20 EAVES BEAM The following design charts show allowable load capacities based on single spanning members with an eaves tie at mid span for spans up to 6.0m 10 20 L = 7.0m 25 20 L = 6.0m 24025 40 L = 4.0m 8 16 14 14 12 L = 5. is taken as 205 kN/mm2.0m L = 7. Deflections are limited to span/200 for vertical loads.0m 4 Vertical load (kN) For Eaves Beams with eaves ties at mid-span 8 Horizontal load (kN) Vertical load (kN) 1.0m 10 4 Horizontal load (kN) 50 20 L = 8. 31 .e.2 has been used.0m 0 0 25 For Eaves Beams with no eaves ties 10 2 Horizontal load (kN) Stress 12 L = 7.0m 5 4 8 12 16 20 Horizontal load (kN) 24 28 20 24 28 L = 4.0m L = 8. For a given span condition.0m L = 8.0m and over.0m 2 0 L = 4.0m 10 8 L = 6. d = 200) 8 12 16 20 24 28 0 24020 L = 5.0m 14 12 10 20 L = 5.0m 4 L = 6.0m 5 0 0 16 24032 40 L = 4. For combined horizontal and vertical loading. load cases below the relevant span line pass.0m 25 30 L = 6.0m 4 8 12 16 20 24 28 L = 8. For horizontal loading in the absence of vertical loading.44 Ixx d L2 Variables V = Factored vertical load (kN) H = Factored horizontal load (kN) L = Span (m) Mcx = Major axis ultimate moment capacity (kNm) Mcy = Minor axis ultimate moment capacity (kNm) Ixx = Major axis second moment of area (cm4) d = Deflection ratio (i. 0 0 4 8 12 16 20 Horizontal load (kN) 24 28 0 4 8 12 16 20 24 28 Horizontal load (kN) Youngs modulus.0 Vertical Deflection 157.0 Vertical load (kN) VL + HL 8Mcx 8Mcy L = 6.0m 15 L = 7. in deflection equation above. and eaves ties at third points for spans of 6.0m 15 10 L = 8.6 has been used.0m 6 L = 7. a load factor of 1.0m 16032 18 16 6 2 16025 L = 4.0m 6 4 L = 7. load cases above the relevant span line fail.4 has been used.0m L = 8.0m.0m 5 0 12 45 35 15 8 50 45 L = 6.0m L = 5. Load capacities vary for other eaves tie configurations.0m 35 30 L = 5.0m VL + HL 8Mcx 32Mcy 1.0m 0 0 L = 5.0 4 VL + HL For Eaves Beams with 90Mcy eaves ties at third points 8Mcx 1. Deflection limited capacity (kN) 20 18 Vertical load (kN) For vertical loading in the absence of horizontal loading. The following design information assumes adequate restraint in both axis. a load factor of 1. for an L/200 deflection limit.EAVES BEAM DESIGN 18 Vertical load (kN) L = 4. a load factor of 1.0m Vertical load (kN) 16020 16 Design Equations The following design equations allow a more detailed analysis of Eaves Beam performance using limit state design methods. BOTTOM FLANGE 5 50 32 L/2 25 100 25 X SECTION X-X BACKPLATE FRONT STAND OFF DETAILS The detail shown is for the stand off arrangement using one eaves tie at mid span.EAVES BEAM STAND OFF DETAILS STAND OFF FIXING ARRANGEMENT FIXING CLEATS TYPE S16 FIXING CLEATS TYPE S24 6 6 A A 6 45 60 6 45 45 6 25 X 25 6 25 X 34 80 100 34 77 100 25 100 33 25 80 25 77 25 48 33 58 25 80 25 58 X SECTION X-X BACKPLATE END C column C column EB160 Note: additional eaves ties may be required. 45 PLAN PLAN 25 60 END Bracket Type: S16 & S24 Rail size 160 Ref 240 Ref Dim A Standard Sheeting Line 125 S16/125 S24/125 110 132 140 S16/140 S24/140 125 147 150 S16/150 S24/150 135 157 155 S16/155 S24/155 140 162 170 S16/170 S24/170 155 177 175 S16/175 S24/175 160 182 185 S16/185 S24/185 170 192 200 S16/200 S24/200 185 207 225 S16/225 S24/225 210 232 245 S16/245 S24/245 230 252 265 S16/265 S24/265 250 272 285 S16/285 S24/285 270 292 FRONT EAVES TIE AND FIXING BRACKET Note: The eaves tie assembly illustrated is not deemed to act as a lateral restraint to an unrestrained eaves beam section (see page 46). EB240 All hole sizes are 18 diameter to suit M16 bolts. 12 dia bolt through purlin bottom purlin See pages 9. . The top flange slope must be specified on all manufacturing details. 17. or 25 as appropriate for eaves tie and bracket details. 17 or 25 as appropriate for eaves tie and bracket details. bottom purlin EB240 All hole sizes are 18 diameter to suit M16 bolts.FLUSH FACE DETAILS FIXING CLEATS TYPE FL16 (FR16 opposite hand) FIXING CLEATS TYPE FL24 (FR24 opposite hand) 8 6 PLAN 38 77 32 END 33 100 80 77 32 25 33 40 FRONT 33 END FLUSH FACE DETAILS The detail shown is for the flush face arrangement using one eaves tie at mid span. The top flange slope must be specified on all manufacturing details. See pages 9. BOTTOM FLANGE to suit column dimensions L/2 137 to suit columns up to 406 x 178 UB 33 . 12 dia bolt through purlin Note: additional eaves ties may be required. 34 150 34 33 40 6 PLAN holes not used 32 70 Type FL cleat 8 holes not used 32 Type FR cleat 38 EAVES BEAM FLUSH FACE FIXING ARRANGEMENT 100 25 FRONT EAVES TIE AND FIXING BRACKET C column C column EB160 Note: The eaves tie assembly illustrated is not deemed to act as a lateral restraint to an unrestrained eaves beam section (see page 46). 30 32. nuts to BS EN ISO 4034 (should be protected against corrosion) Design BS5950:Part 5:1998 = = = = = = = 105 90 = = d/2 d = = = = 22 1 160 140 1 = = x 90 HOLING LINES FOR EACH SECTION 18mm dia web and flange holes may be punched in any pattern along these lines.62 970 180.5 7.23 6.80 39.5mm and 3.19 713 17.5 6.42 C16032 160 3. manufactured at Daventry.74 83.‘C’ SECTIONS ‘C’ SECTIONS Ayrshire ‘C’ Sections.6 minimum to BS EN ISO 4018.00 64.35 20.01 97.5 6.68 78.37 97.67 121.19 37.52 709 10.2 7.33 43.52 C14025 140 2.5 5.59 20.69 19.72 729 101.32 697 8. The sections are available from 90mm to 160mm in depth and are supplied in two gauges.71 854 276.2mm thick.11 115.81 32.52 987 23.25 16.37 43. Specification Section Grade S390GD+Z275. Note: alternative lines and sizes are available.10 904 374.04 8.13 32.42 57.84 942 13.04 C10532 105 3.50 1083 347.34 6.02 59.46 22.49 46.47 33. The new range can be employed in applications such as door sections.89 C9032 90 3.27 33.79 32.01 .23 34.2 7.33 C10525 105 2.63 65.2 8.70 18.17 39.20 15.27 37.93 713 14.2 9.65 57.00 1147 472. refer to page 67 for full technical specification Bolts M16 x 45 Grade 4. C SECTION PROFILE SECTION PROPERTIES 34 = Section Depth mm t mm Weight kg/m Area mm2 Ixx cm4 Zxx cm3 rxx mm Iyy cm4 Zyy cm3 ryy mm x mm Aeff mm2 Mcx kNm Mcy kNm C9025 90 2. have been introduced to offer the customer a wider choice and greater versatility.02 766 143.84 28.43 103.65 905 10.38 7.93 34.99 7.13 39.80 27.45 37.54 49.80 6.94 37.17 33.25 983 19.30 C14032 140 3.55 32. floor members and strutting sections to suit individual customer requirements.17 32.86 C16025 160 2.11 33. 2.43 92.49 33.24 922 126.40 5.44 15.67 16.39 7. 09 PJR155 155 1.19 238.8 62 6.04 9.82 67. wide flanged member to support horizontal cladding panels at joint positions. Mx/Mcb<0. c d 80 y Specification Section Grade S390GD+Z275.8 57 6.97 54.55 56.23 772 347. 35 ‘C’ SECTIONS/P SECTIONS/PJR JR SECTIONS PANEL JOINT RAIL (‘PJR’) SECTIONS .66 20.58 12.78 8.12 ‘Mca’ refers to the Ultimate Restrained Capacity of the section with the wide (sheeted) flange in compression.42 74.87 232.19 50.80.98 55.51 807 434.80 32. 45 47 140 155 42 61 b 49 51 30 PJR 140 PJR 155 STANDARD HOLING LINES FOR ALL SECTIONS 14 dia.70 20.60 12. ‘Mcb’ refers to the Ultimate Restrained Capacity of the section with the narrow (unsheeted) flange in compression. The sections are designed to interconnect with the similar depth Zed and CW sections using the Inset cleats shown on page 39. i.32 73.26 249. Dimensions f and c match those shown on page 28 for the Zed range.74 20.8mm thick to ensure that the flange is sufficiently stiff to allow the sheeters to fix the cladding panels.26 20.98 11.18 48.14 22.80.30 56.95 737 272.00 56. Refer to page 67 for full technical specification Design BS5950:Part5:1998 Maximum 6. it is suggested that the stress ratio is restricted to 0.8 47 6.51 225.8 47 5.67 702 208.66 49.31 10.78 38.5m length 33 f x PJR 170-200 165 SECTION PROPERTIES Section Depth mm t mm b mm Weight kg/m Area mm2 Ixx cm4 Zxx cm3 rxx mm Iyy cm4 Zyy cm3 ryy mm x mm y mm Mca kNm Mcb kNm PJR140 140 1. For suction loading.76 52.20 63.89 55.32 8.52 PJR170 170 1. web holes may be punched in any pattern on these lines.09 49.67 45.55 10.12 13. and provide a flush external and internal line. and are all a minimum 1.36 12.47 38.PJR SECTIONS Ayrshire ‘PJRs’ have been introduced to offer a single.56 27.43 PJR200 200 1.8 52 5.e.29 20.51 807 480.44 245. The sections are available from 140mm to 200mm in depth.70 60.02 71.21 77.63 55.98 PJR185 185 1. zinc coated steel with a minimum yield strength of 390 N/mm2. where minimum bearing width stipulations would otherwise require the use of a compound solution. Reference must be made to page 29 for information on bracing requirements and limitations.47 18.12 5.64 31.5 112.07 16.66 22.44 22. Dimensions f and c are shown on page 38.37 23. The load capacities assume that the rails support a screw fixed.81 22.41 3.17 3.60 1.77 24.24 7.29 23. please consult our Technical Services Department. material Refer to page 67 for full technical specification Working load capacities for wind suction are printed on a grey background.00 1.22 3.24 21.70 24.32 20.00 mm2 404 430 484 538 423 451 508 446 535 468 562 491 589 513 547 616 684 543 579 652 724 764 Ixx cm4 105.80 2.68 6.9 377.17 Weight Area Mcx 36 .76 22.91 x mm 21.99 8.4 125.24 20.95 29.24 14.94 16.62 25.18 32.95 28.55 15.35 18.11 34.9 140.84 10.62 17.36 13.80 2.58 11.23 27.91 22.56 22.35 11.14 23.83 23. flange holes may be punched in any pattern on these lines.80 1. door and window sections.37 4.88 31.4 300.95 16.68 6.1 501.7 321.55 5.80 2.80 4.68 16. 170-240 RANGE 15 For applications where any other type of cladding system is employed.65 23.9 139.67 4.85 4.06 16.56 51.93 27.60 1.4 246.26 28.34 22.84 20.08 15.2 206.05 ryy mm 23.95 16.7 199.00 2.29 29.40 26.13 26.06 16.80 1.32 19.50 1.92 29. x 65 ‘CW’ SECTION PROFILE CW 24 02 0 CW 22 02 0 CW 22 01 8 CW 22 01 6 CW 22 01 5 CW 20 02 0 CW 20 01 8 CW 20 01 6 CW 20 01 5 CW 18 51 8 CW 18 51 5 CW 17 01 8 CW 17 01 5 CW 15 51 8 CW 15 51 5 CW 14 01 8 CW 14 01 6 CW 14 01 5 CW 12 72 0 CW 12 71 8 Section No CW 12 71 6 ‘CW’ SECTION PROPERTIES CW 12 71 5 ‘CW’ SECTIONS ‘CW’ SECTIONS Depth d mm 127 127 127 127 140 140 140 155 155 170 170 185 185 200 200 200 200 220 220 220 220 240 Thickness t mm 1.60 1.50 1.6 452.24 9.0 399.67 17.03 4.64 23.51 21.00 34.34 6.8 251.09 9.88 23.31 10. These values are derived from Ultimate Load Capacities divided by 1.96 35.26 7.7 402.32 20.07 10.24 21.83 5.74 23.61 41.51 30.29 kNm 5.30 4.37 8.3 Zxx cm3 16.84 21.20 3.94 16.38 3.11 40.49 22.80 1.67 23.51 25.54 3.50 1.04 27.24 8.4.60 1. steel cladding system. flexible system erection System depths corresponding to compatibility Zed sections have the same punching patterns giving greater flexibility Guaranteed Grade S390GD+Z275.50 1.25 21.40 6.50 1.80 1.25 21.71 24.26 26.72 23.83 24. == d f d 80 c The tabulated values will give deflections not exceeding span/150.00 kg/m 3.11 45.5 157.63 17.30 12.94 18.0 616.f f d 42 c d 61 c 127-140 RANGE d/2 GENERAL NOTES TO ALL ‘CW’ RAIL SYSTEMS Working load capacities for wind pressure are printed on a yellow background.34 36.47 17.5 166.50 1.21 36.46 24.50 4.06 22.18 32. Sleeved maximum efficiency.07 22.4.62 4.70 19.24 7. 155 RANGE STANDARD HOLING LINES FOR ALL SECTIONS 14 dia.35 19.98 3. floor joists and brickwork restraints.3 131.63 30. == == Engineered complies with BS5950 design Part 5 1998 Applications cladding rails. These values are derived from Ultimate Load Capacities divided by 1. and 14 dia.6 361.17 36. web holes.58 23.37 Iyy cm4 22.32 3.52 23.26 4.00 1.6 301.50 1. 83 19.0 metre span 9.462 9.162 6.894 8.726 6.936 6.911 6.874 4.286 5.536 5.732 7.575 4.736 6.697 16.609 CW20015 4.149 6.368 6.393 7.486 5.343 13.545 6.818 12.884 11.130 11.668 7.0 metre span 11.209 10.732 6.844 CW14016 3.716 15.527 6.636 7.957 14.301 8.077 5.533 7.974 9.255 10.859 10.536 4.429 4.5 metre span 6.41 17.434 14.5 metre span 10.132 7.835 10.869 6. ‘CW’ BUTTED RAILS ‘CW’’ SECTIONS ‘CW ‘CW’ SLEEVED RAILS This system utilises single bay rail lengths joined with connecting sleeves at alternate supports.160 7.033 10.402 9.747 9.668 9.30 13.095 CW14018 3.32 11.85 10.998 6.344 14.946 12.544 11.975 5.524 8.37 21.876 11.37 17.609 5.779 13.935 9.369 CW12720 4.376 7.054 9.639 7.577 9.292 16. 5 metre span 5.195 6.278 10.968 7.362 6.067 12.913 9.377 7.287 4.22 7.575 3.85 15.141 12.‘CW’ SECTION RAIL DESIGN TABLES Section No.464 5.896 8.078 12.973 6.608 13.5 metre span 6.464 4.522 8.557 9.832 CW14015 3.141 CW15518 4.190 10.817 8.17 10.131 6.387 CW18518 4.575 13.512 7.288 14.915 8.83 15.614 6.660 10. CW12715 3.666 7.905 9.947 7.641 7.565 7.042 14.025 17.538 6.690 4.999 6.436 19.163 8.034 11.422 CW17018 4. rails are within the depth of the column.897 5.878 CW14016 3.384 4.591 CW15515 3.700 8.38 5.416 10.635 8.328 CW15518 4.244 6.181 10.824 4.439 5.32 6.752 10.369 4.50 8.513 10.853 11.075 10.966 8.98 14.523 6.796 7.001 CW20018 4.827 7.745 17.382 8.438 8.297 14.018 5.468 4.508 9.985 11.206 9.007 5.843 5.591 4.361 9.685 7.095 4.493 7.436 12.957 4.736 CW20020 5.392 10.54 12.163 6.380 11.50 12.725 8.792 10.041 13.41 12.420 9.275 11.527 5.967 11.845 4.910 8.968 8.807 5.0 metre span 6.219 7. All rails must be sleeved across the penultimate support (see pages 4 and 5 for joint arrangement diagram).630 5.128 4.80 6.560 9.816 6.082 9.225 CW15515 3.286 7.621 10. Self wt kg/m Pressure Suction Pressure Suction Pressure Suction Pressure Suction Pressure Suction Pressure Suction Pressure Suction CW12715 3.693 11.612 6.847 5.454 9.439 5.519 7.131 5.672 8.431 8.989 7.612 5.566 7.422 4.644 10.664 8.325 8.770 9.061 11.823 7.468 7.690 CW18518 4.931 7.431 13.252 10.090 7.490 10.325 8.050 7.863 13. i.824 5.087 6.402 12.431 7.5 metre span ‘CW’ BUTTED RAILS – WORKING LOAD CAPACITIES IN kN Self wt kg/m This system is employed where continuity across the supports either can not be provided.835 CW14015 3.679 7.101 5.721 7.797 12.468 6.948 4.495 6.435 9.898 11.832 4.741 CW17015 3.835 6.195 7.03 11.03 14.269 13.80 12.740 14.717 4.526 10.860 4.270 11.287 11.717 9.262 10.070 11.0 metre span 7.344 8. 5 metre span 9.634 12.158 8.958 7.566 8.170 7.398 6.792 8.846 7.539 12.363 8.405 16.271 5.895 7.643 15.746 CW12716 3.219 5.462 11.362 8.62 19.765 8.753 CW17018 4.388 10.223 6.171 10.375 8.54 7.630 CW20016 4.404 10.140 12.735 8.001 6.442 9.563 8.158 11.222 13.5 metre span 7.509 6.257 9.242 9.807 4.193 CW12718 3.253 12.453 8.141 4.719 9.695 9.17 5.888 6.206 6.420 12.378 16.370 7.956 9.077 10.638 CW20018 4.5 metre span Pressure Suction Pressure Suction Pressure Suction Pressure Suction Pressure Suction Pressure Suction Pressure Suction CW18515 3.429 CW12716 3.865 14.027 CW20016 4.518 6.30 16.67 9.0 metre span 7.514 10.899 11.268 6.948 CW17015 3.661 8.373 12.323 9.439 6.830 CW20020 5.897 4.844 3.444 12.756 6. or is not required to achieve the necessary load carrying capacity (see pages 4 and 5 for joint arrangement diagram).323 8.243 6.22 14. ‘CW’ SLEEVED RAILS – WORKING LOAD CAPACITIES IN kN Section No.847 4.035 5.230 CW18515 3.815 13.446 11.98 8.384 5.783 5.369 14.62 14.994 8.20 10.170 7.463 6.806 37 .538 8.398 5.791 10.38 11.866 12.462 7.342 9.392 10.20 16.838 13.340 CW14018 3.525 9.337 8.015 CW20015 4.717 CW12718 3.817 10.384 8.815 6.523 16.525 10.911 5.942 17.0 metre span 5.600 9.547 7.247 8.641 8.188 12.468 5.287 5.606 7.496 10.236 7.031 9.e.860 4.532 12.874 4.878 13.864 15.328 6.783 4.044 CW12720 4.650 6.333 7.256 12.281 7.294 14.67 13.594 9.659 10.214 7.128 5.618 8. 5mm thick. 185 and 200 depth sections only) Bracing Strut holes are 14 dia punched in pairs. 38 Hole centres b 25 = c 68 min. d g Typical interior bay sleeved rail for spans over 6. FIRESCREEN RAILS All cladding and eaves rails must be allowed to expand during a fire. span-6 C column 3 3 = span-6 = = C column 3 = e f 47 g 14mm dia strut holes Typical interior bay sleeved rail for spans up to 6.0m.8 bolts. 47 100 d 127 140 155 170 185 200 220 65 65 65 65 65 65 65 65 b 65 65 65 65 65 65 65 65 c 42 47 45 43 51 58 70 80 e 42 42 61 80 80 80 80 80 80 Sheeting line depth using standard cleats equals section depth +7mm. The maximum span and spacing should be 7. 185 and 200 depth sections only) All Sleeves are 2. g 25 25 100 Typical interior bay sleeved rail for spans over 6. The minimum allowance for expansion should be 7mm/metre length of rail. 100 25 Cleat 25 25 M12 nut and bolt with 2 No steel washers RAIL/CLEAT CONNECTION DETAIL .5m. 140.1m. 170.1m.0m respectively. 155.‘CW’ SECTIONS CLADDING RAIL DETAILING SLEEVED SYSTEM The Sleeved System comprises a single bay rail with a sleeve connection at alternate supports.5m span the gap between rails is rounded to 50mm. Rails should generally be single span. All fixing holes are 14 dia for M12 grade 8. C column b 3 = c Note: Sleeves on every joint at penultimate column. 170. 140. For rails up to 7. but may be sleeved to achieve continuity. h c+3 e a 72 25 = Nylon washer C column Sleeve Side rail e a f 25 25 14mm dia strut holes Typical interior bay sleeved rail for spans up to 6. STANDARD DIMENSIONS FOR ‘CW’ SECTIONS Rail depth 25 47 100 GENERAL DETAILING NOTES Rails may be fixed with the sheeting flange pointing up or down to suit the detail. 240 f 43 51 49 47 54 62 70 Sleeve g 208 208 208 208 278 278 – – Dimensions h 566 566 566 566 706 706 – – C column span-50 25 C column 25 = For max cantilever projection consult Technical Services Department GABLE END DETAIL C column span-50 = = g Standard sleeve Flange widths a 7 100 (for 127. Slotted holes with both steel and nylon washers under the bolt heads are required.1m up to 9. See page 29 for bracing requirements/details and page 26 for cleat details. 155.1m up to 7. (for 127.5m and 2. The formulae given under the “Brickwork Supports” heading may be used to calculate an appropriate window trimmer section. proprietary sliding anchor ties bolted to the ‘C’ section 2. for a vertical spanning masonry panel: INSET CLEAT SECTION RANGE 127-140 155 I9 L1 (mm) 130 130 140 L3 (mm) 90 110 130 S2 (mm) 42 61 80 S4 (mm) 105 115 115 d1 (mm) 14 14 14 d2 (mm) 13 14 14 For details of inset cleats for use with ‘Supports for Horizontal Cladding’ see page 49. bent down into the perpend joints of the masonry during construction.WINDOW TRIMMERS/BRICKWORK SUPPORTS ‘CW’’ SECTIONS ‘CW WINDOW AND DOOR TRIMMERS ‘C’ sections can be incorporated within the cladding rail system to act as window trimmers.44 Strength: 170-200 I8 Ixx req = L1 30. and generally deflection critical as a result of tighter permissible limits required when supporting masonry. It is assumed that the applied load is uniformly distributed. Consult Ayrshire for further information on counter punching.714 where: W = L3 S2 d2 d1 = Total unfactored applied wind load (kN) L = Span (m) d = Deflection ratio (i.5 I1 Cleat Code Deflection: 55 Mc req = WL 5. and also access door frameworks. 39 . non-continuous rail. d = 360) Ixx req = value of Ixx required (cm4) = S4 All 3mm thick Mc req = value of moment capacity required (kNm) Youngs modulus in deflection equation taken as 205 kN/mm2 There are a number of suitable methods available for tying the masonry to the ‘C’ section.e. these include: 1. The following formulae may be used to determine a suitable section size for a single span. i.e. Countersunk holing is available for the ‘CW’ range of sections to provide a flush surface for window and access door frames. These members are often single spanning. dW L2 157. threaded rod with standard ties welded to the underside and secured to the ‘C’ section with a nut top and bottom 3. flat sheet strips fixed to the ‘C’ section using self drilling. for an L/360 deflection limit. self tapping screws. Sliding Anchor Fixing BRICKWORK SUPPORTS ‘C’ sections are increasingly being used as restraint members at the head of masonry walls. Zeta 175 rails illustrated Gable Rail Eaves Tie Vertical Strut Cleader Member (extended to eaves and apex) 40 . Zeta 200 purlins illustrated DETAIL 1 Apex Tie Quick-lok Sag Bar (where required) DETAIL 1 Sleeve detail. DETAIL 2 Rail and cleat assembly at diagonal brace position.CONSTRUCTION DETAILS STANDARD DETAILS Cleat Diagonal Brace and Strut arrangement as alternative to standard Eaves Tie (assumes Eaves Beam design does not require a minor axis support). DETAIL 2 Cladding Rail DETAIL 3 Adjustable Diagonal Brace DETAIL 3 Corner column cleat detail using extended cleat. 2. When sag bars are required in accordance with the tables on pages 9. Strut sections tying ends of cantilever purlins. The cantilever ends of the sections must be braced to prevent lateral displacement. or 25 we recommend that pairs of sections are braced together at the appropriate positions (i. VS1 or VS2. where the cantilevered sections are to be clad. Cantilevers are generally deflection rather than strength critical. We suggest that deflection of the cantilever is checked for the worst relevent load combination before confirming its strength capacity. For steep slopes i. θ > 20° for Zeta. 17. Type VS2 shown for Zeta 200 (use VS1 for Zeta 125 .e. Note: for all Zeta II and Zed sections provide Type VS1 struts. 4.CANTILEVERS/SHALLOW PITCHED ROOFS It is sometimes necessary to extend purlins and cladding rails beyond the gable frame creating a cantilever condition. please consult our Technical Services Department. The sections forming the cantilever must be continuous across the gable frame. the following points should be considered: 1.e. mid-span or third points) using a standard Ayrshire strut section. Alternatively. In this situation it is necessary to avoid a potential build-up of lateral force in any one direction due to the inclination of the principle axes of the purlins. diagonal members should be located at the top of the slope (or at the base for cladding rails) to prevent displacement. The stiffness of the cantilever is improved if continuity is also provided across the penultimate support (eg by providing a sleeve). Purlins should be made continuous across the penultimate support where possible. 3. This can be achieved by reversing alternate lines of section to face each other.175 range). In this situation. Eaves Tie between bottom purlin and Eaves beam. θ > 30° for Zeta II and Zed. Diagonal brace section for steep roof slopes (see note above). 41 . 21 or 29 can be provided as a tie member. The Ayrshire strut section indicated on pages 13. STRUT LOCATION FOR ALL ZETA II AND ZED SECTIONS (strut type VS1) Struts fixed in bottom holes Alternate lines reversed with strut type bracing between as required. CONSTRUCTION CONS TRUCTION DET DETAIL AILSS CANTILEVER PURLINS SHALLOW PITCHED ROOFS (θ < 3°) For further advice and confirmation of suitable sizes for a given condition. the inclusion of cleader members to support the fascia cladding should be sufficient. 17 or 25 they will also be required for a monopitched roof. This acts as a substitute for the apex tie member in a conventional duo-pitched roof and ties the purlin system back to the steelwork. It should be noted that where sag bars are not required in accordance with the tables on pages 9. no sag bars are required to the equivalent monopitched roof. Sag bars can be provided in the required manner below these top two purlins.175 RANGE 42 100 100 ZETA 200 RANGE ZETA II AND ZED RANGE . An alternative solution is to provide an “eaves tie” member at the high eaves position.e. Zeta purlins in the majority of applications). Zeta 200 range illustrated DETAIL ON SAG BAR/STRUT CONNECTION FOR ALTERNATIVE PROFILES AND DEPTHS: 100 100 ZETA 125 . fixed back to a suitable structural member capable of carrying the downslope forces from the purlins.CONSTRUCTION DETAILS MONOPITCH ROOFS MONOPITCH ROOFS Where sag bars are required for a conventional duo-pitched roof. Replace sag bars between top two purlins with strut and diagonal brace system (sag bars at mid span shown in this illustration). It is suggested that strut and diagonal bracing sections are provided between the top two purlins at the higher eaves. in accordance with the tables on pages 9. 17 or 25 (i. Consequently. a check on the suitability of Ayrshire’s standard cleats (shown on pages 10. Alternatively. Unlike a conventional screw fixed steel cladding system. The timber rafters fixed to the top flange of the purlins are still considered to provide full lateral restraint to that flange in compression. a built up tiled roof construction is not deemed to act as a diaphragm panel. CLEATS Due to the increase in Dead loads for a tiled roof construction. Ayrshire’s “AyrSuite Plus 4” software provides an accurate and economic design tool that is available on request. The number of struts and diagonal bracings required is a function of the geometry and loading conditions in each individual case. Due to the magnitude of force involved. 43 CONSTRUCTION CONS TRUCTION DET DETAIL AILSS TILED ROOFS . assuming the timber rafters are connected at the ridge point. Struts are provided to act as supports to the downslope forces as appropriate. Timber rafter fixed direct to purlin using appropriate screw fixing. The following offers design and installation advice with regard to the purlins in this situation. Struts and diagonal braces located in top set of web holes. coupled with a steeper roof slope. Particular care must be taken where the diagonal braces are secured back to the steelwork. Angle cleat fixed with appropriate screw fixing (by others). and advice should be sought from our Technical Services Department. it is suggested that these are fixed directly to the steelwork flange. we suggest that the diagonal braces are fixed direct to the steelwork. with diagonal braces to transfer these forces back to the supporting steelwork. It should be noted that ties across the apex are not required in this situation. and a stiffener plate provided where appropriate. taking into account the downslope forces. 18 or 26) must be made. Due to magnitude of forces involved. the purlin sections must be designed for a bi-axial bending condition.TILED ROOFS The use of cold rolled steel purlin systems to support traditional tiled roof constructions has become increasingly popular over recent years. CONSTRUCTION DETAILS DUCTCOVER SYSTEM SYSTEM COMPONENTS Duct cover joint strap piece with notch to accommodate service suspension hanger clips. Typical Ductcover system for Zeta II section 44 Notched Ductcover Joint Strap for use at service suspension hanger positions Earth Continuity Strip . Standard single trunking box and cover strip to be secured to purlin web. Standard Ductcover strip. 28 35 Standard duct cover strip supplied in 3m lengths. 3m length Optional 1m length Ductcover strip 200 Standard Ductcover Joint Strap Gland Inlet/Outlet Joint Strap supplied with a 20mm dia hole and a 15A 3 No. Standard single PVC trunking box (25mm depth) with front cover strip to suit MK Crabtree or Tenby socket/ spur cover The range of components available are designed to offer a comprehensive system compatible with standard electrical accessories and service suspension clips and hangers. Appropriate socket/spur cover to be supplied by electrical contractor. Terminal Strip (supplied with or without gland) DUCTCOVER SYSTEM Ayrshire have developed a Ductcover system to complement our purlin ranges. The system is manufactured from lightweight white polyester coated galvanised steel as a standard finish. i. The effect of an applied point load on the purlin must be checked. Notched Joint Straps are located over services suspension clips and hangers where appropriate. Snap over the Standard Joint Straps between strips. Snap the Standard Ductcover Strips into place and slide along to abut the Trunking Box. 2. M = Pab L the equivalent udl = 8M P in kN a. 16mm approx min Bolt head Cleat 3. the maximum applied loading should not exceed 15kg (working load) to ensure that lateral displacement of the purlin does not occur. 15 x 15mm void to trunking box for cables. of the section using the appropriate part wrap-around or total wrap-around bracket. 6. This is irrespective of any higher capacities quoted by the clip manufacturers. They are designed to lap over the outstand of the Trunking Box cover strip. Secure the box to the web of the purlin at this level using self drilling. 5. Optional 1m lengths of the Standard Ductcover Strip are also available. Earth Continuity Strips are available for all non continuous joints in the purlin system. b. or whole. that for clips supported off the bottom flange of the purlin only. together with all the Zeta II. A nominal clearance 4. their use is suggested at cleat positions where the strips must be snapped into place clear of the bolt positions and slid along under the bolt heads as appropriate. unsleeved joints. and any adjustments to the section size made accordingly. A Notched Joint Strap can be placed over the Earth Continuity Strip as appropriate. Where the loading exceeds 15kg. although we suggest that the gap between the Ductcover strips should be 100mm minimum to allow for the gland and terminal strip. L in metres (in kN) L The capacities of the various clips and hangers themselves are available from the manufacturers. For Zeta 125 and 200 deep sections. this load must be transferred back to the web. however. These can be located over the lip to the bottom flange of the purlin. between abutting strips of 50mm is suggested.DUCTCOVER SYSTEM/SERVICES LOADINGS 1. self tapping screws or bolts as appropriate. Drop the Trunking Box into the bottom flange of the purlin at the required position. CONSTRUCTION CONS TRUCTION DET DETAIL AILSS INSTALLATION PROCEDURES SERVICE SUSPENSION CLIPS AND HANGERS A proprietary range of clips and hangers for supporting services are available in the market to suit all Ayrshire’s purlin sections (see below left). It should be noted. Secure the box to purlin at a level determined by dropping the box into bottom flange (no pre-marking required). This equivalent udl can be compared with the initial value taken at the preliminary design stage. We suggest that these loads should be recalculated as an equivalent udl applied to a simply supported beam using the formula below: a P b L moment due to point load. 45 .e. Gland Inlet/Outlet Pieces are treated in a similar manner. The eaves tie detail indicated on pages 9. the section is deemed to be laterally unrestrained. 17 or 25 is not deemed to provide a lateral restraint position in this situation. consideration must be given to its restraint condition against lateral buckling. and we would recommend the use of one of the alternative details shown above.CONSTRUCTION DETAILS PARAPET DETAILS 20mm pack Zeta 200 Eaves tie Zeta 200 FB bracket EB240 Welded 50 x 50 RSA assembly EB240 If an Eaves Beam section is employed as a gutter bearer behind the parapet. particularly if subject to a nett wind uplift and horizontal suction force. The standard strut and diagonal bracing system should be continued up to and including this top rail. 104 6 104 6 72 6 72 29 PLAN 29 PARAPET DETAILS Ayrshire’s comprehensive range of sections can be integrated to form a parapet detail as required. capping member to suit the detail. We would suggest that where the eaves beam is used purely as a gutter bearer. The rails above eaves level are often single spanning between the hot rolled cantilevered posts at each frame position. 46 40 29 25 11 29 87 40 100 25 40 72 6 72 29 PLAN 11 29 87 40 34 80 34 29 77 77 29 33 33 58 END 58 FRONT EB160 RESTRAINT BRACKET END 25 100 FRONT EB240 RESTRAINT BRACKET 25 . A ‘C’ or Eaves Beam section may be incorporated as the top. and the clip sizes. For steeper slopes. one set at eaves level should be provided as a minimum. a second ledger angle may be required to increase the bearing width. For shallow pitched roof applications ( < 3°). and certain secret fix wall cladding panels. Ledger angle to support weight of cladding by others. special restraining sections.NON-RESTRAINING CLADDING CONSTRUCTION CONS TRUCTION DET DETAIL AILSS Restraint struts required at appropriate centres with sets of diametrically opposed diagonal braces tied back to the steelwork (for shallow slopes). If diagonals fixed to cleat. use standard VS1 strut. Ledger angle 47 . The total number of diagonal bracings required. and advice should be sought from our Technical Services Department. These include clip fixed standing seam profiles fixed directly to the sections. NON-RESTRAINING CLADDING Certain types of sheeting are not deemed to provide lateral restraint to the purlin and cladding rail sections. without the presence of a steel lining panel. we suggest that the diagonal braces are fixed direct to the steelwork. to support the full weight of cladding from above. (see page 13). is a function of the roof slope length. Alternatively. strength must be confirmed (cleat omitted for clarity) Due to magnitude of forces involved. two sets of diametrically opposed diagonal bracings should be provided. Where cladding is deemed not to provide lateral restraint.5mm ‘C’ section for VS1 and VS2 L 14mm dia holes L 50 x 50 angle. Lower sets of struts may need to be replaced by larger sections. length L to suit standard holing line centres for each Zeta II and Zed section plus 50mm. Ayrshire’s “AyrSuite Plus 4” software provides an accurate and economic design tool that is available on request. in one or both directions. For Zeta 200 range use standard VS2 strut. (Clamp plate length amended to suit). such as ‘C’ sections. Another common application where this situation arises would be for purlins supporting a proprietary suspended ceiling system. as a minimum. For Zeta 125-175 range. to transfer the restraint forces back to the supporting structure. RESTRAINT STRUTS Standard 40 x 35 x 1. termed “Restraint Struts”. are available to act as minor axis supports against lateral buckling as appropriate. Subject to the type of clip fix cladding used. Zeta 200 range illustrated The load tables published in this manual are not applicable in these situations. 2/285 × HC 9 2/265 HC 6 2/245 × HC 5 2/225 × HC 4 Z/200 × HC 3 CW/200 × × Z/185 × × HC 8 CW/185 × Z/170 × HC 2 CW/170 × HC 2 Z/155 × HC 2 CW/155 × HC 1 Z/140 × HC 1 CW/140 CW/240 CW /140 Zeta II CW/220 CW /127 Z /140 CW /220 48 HC 7 Z /125 Z /200 Z/125 V e rti ca l ra i l Ze d or C W CW/127 CONSTRUCTION DETAILS HORIZONTAL CLADDING × × × × × × HC 9 × × × × × × × × × HC 10 × × × HC 11 × × HC 9 HC 12 × HC 13 Panel Joint Rail (PJR) to suit cladding panel joint positions. HC2B) at the bottom of the vertical rail and cleats with ‘T’ suffix. Ayrshire Metal Products offer a number of solutions that provide simple. Cleat Selector Ho ri zo n ta l R a i l PJ R 140 Z /155 CW /155 PJ R 155 Z /170 CW /170 PJ R 170 Z /185 CW /185 PJ R 185 CW /200 PJ R 200 CW /240 2/225 2/245 2/265 2/285 × × × × × × × × × × × × × × × × HC 9 × × × × × × × HC 9 KEY HC1 Standard Cleat type to connect horizontal and vertical rail combination x Special Cleat required. For standard horizontal rail alignment (i. may be used for this purpose. For systems where a double bearing width or special capping detail is required at cladding joint positions the introduction of a Panel Joint Rail (PJR) is required. Our “AyrSuite Plus 4” integrated software suite (CD available on request). Standard Cleats Ayrshire have developed a range of standard cleats to allow a choice of vertical rail to be incorporated into the support system. Cleat Selector).g. A cost effective solution can be achieved using pairs of ‘HC’ style galvanised inset cleats. (e. Bracing Arrangement on opposite page). (see Figure 2. versatile and cost effective support methods for this type of cladding system. please consult Technical Services Dept.g. HC2T) at the top end. FIGURE 1. Standard ‘HC’ Cleat (see Details) connecting vertical and horizontal rails In this arrangement the vertical rails act as “struts” and a diagonal brace system is required for the horizontal rails.e. Vertical & Horizontal Grillage Vertical Zed or CW Section between horizontal rails The most frequently employed detail involves the use of vertical rails fixed between conventional horizontal rails as illustrated in Figure 1. VERTICAL AND HORIZONTAL GRILLAGE Typical horizontally laid composite cladding panel Option 1. unsheeted flange points up).SUPPORT SYSTEMS FOR HORIZONTAL CLADDING Horizontally fixed cladding provides the Engineer/Architect greater versatility in the use of profiled sheeting. (e. (see Table 1. use cleats with ‘B’ suffix. In this situation the horizontal rails must be designed as laterally unrestrained between the cleat and vertical rail positions. Table 1. Vertical Rails can be selected from the standard Zed or CW range using the Single Span Butted load tables. . connected to horizontal rails using standard ‘HC’ cleats (See Details). g. For heights greater than ‘h’ further sets of diagonal braces are required. x 16 slot C leat H C 1B C le a t H C 1T to opp osite h a n d L3 = S3 = d1 d2 S1 = = 36 L3 mm L4 mm See Sketches NOTE: 168 168 168 168 130 140 140 158 158 158 158 124 144 164 184 S2 mm S3 mm d1 mm 143 143 143 143 105 115 115 133 133 133 133 61 Cl eats H C7 to H C 13 14 dia .0m.0 kN θ ≥ 30° 49 . Maximum accumulated vertical load at the foot of any vertical rail should not exceed 5. CW or PJR) to 170. Cleat Selector). Standard Cleat Dimensions 14 dia . 185 or 200mm deep Horizontal Rails (Zed or CW): 29 CONSTRUCTION CONS TRUCTION DET DETAIL AILSS vertical rails (Zed. e. Bracing Arrangement: A diagonal brace is required at the bottom of each line of vertical rails to carry the weight of the cladding back to the main structure. slot 96 25 To fix 140mm vertical rails (Zed. 121 22 d2 mm HC1 to HC6+suffix B = Bottom (as drawn) HC1 to HC6+suffix T = Top (to opp. CW or PJR) to Zeta 2 Horizontal Rails: Use cleats HC3 to HC6 to suit the rail size (see Table 1. h ole s 74 94 114 134 42 42 42 42 42 61 80 74 94 114 134 14 14 14 14 14 14 14 18 18 18 18 15 65 142 36 15 25 C leat H C 2B C le a t H C 2T to opposite h a n d 18 18 18 18 14 14 14 18 18 18 18 To fix 140mm vertical rails (Zed.NON-RESTRAINING CLADDING 42 146 25 14 dia . PJR Vertical Rail Zed or CW Vertical Rail Zed or CW Vertical Rail Zed or CW Vertical Rail Standard Cleat. slots L1 S3 L3 L2 mm 29 146 61 Dimensions L1 mm 42  Table 2. For panel self weight up to 13. h ole s 121 Cleat Ref 22 17 36 61 43 110 28 HC 1 HC 2 HC 3 HC 4 HC 5 HC 6 HC 7 HC 8 HC 9 HC 10 HC 11 HC 12 HC 13 14 dia . HC2B (See Details) Height ‘h’ Non. CW or PJR) to
To140fixor140mm 155mm deep Horizontal Rails (Zed or CW): 96 25 L4 L3 = S3 = L1 25 d1 61 90 S1 =  Common Sized Vertical and Horizontal Rails:
ToUsefixcleats HC7 to HC13 to suit the rail size (see Table 1.Standard Rail Cleat by others PJR Vertical Rail FIGURE 2.25kg/m2 maximum height ‘h’ on a single set of diagonals = 12. hand) 58 78 98 118 92 92 92 92 90 110 130 124 144 164 184 S1 mm 25 14 dia . Cleat Selector). S2 L2 36 = d2 C leats H C 3B to H C 6B C le a ts H C 3T to H C 6T to op p osite h a n d Typical PJR Connection Detail Panel Joint Rail (PJR) Diagonal Brace fixed through web of PJR to cleat with FB Bracket. 50 Standard Ayrshire purlin/rail cleats may be used to fix the horizontal rails to the stanchions. This provides vertical and horizontal adjustment on site to aid alignment. primarily Zeta.CONSTRUCTION DETAILS HORIZONTAL CLADDING Option 2: Structural Top Hat Solution A similar solution to the vertical rail/PJR arrangement but using fewer components and fixings. Restraint Strut and Diagonal Brace system required to restrain the horizontal rails as appropriate. Please consult our Technical Services Department for advice. Alternatively. . (ref. Zed and CW ranges. and horizontally in the flange of the rails. No cleats required. ‘THPJ’). STRUCTURAL TOP HAT SOLUTION The use of a Top Hat section spanning between the conventional horizontal rails. Slotted holes are available in the vertical Top Hat sections. Zeta II. and a separate restraining system in the form of restraint struts is required. The Top Hat profile can be connected to the full range of Ayrshire sections. Top Hat sections fixed to the flanges of the horizontal rails. A separate bracing support system (Restraint Struts and Diagonal Bracing) is required for the horizontal rails to afford restraint and maintain alignment during construction. Double width Top Hat at panel joint positions. our “AyrSuite Plus 4” integrated software suite may may be used to design laterally unrestrained sections. This program is available on request. It should be noted that the horizontal rails in this situation are not restrained by the cladding system. and fixed to the outer flange removes the need for ‘HC’ cleats and reduces the number of bolt fixings required by up to 20%. A “Panel Joint Top Hat” is also available for cladding joint positions. The horizontal outer sheet can then be fixed to these spacer bars. Struts between pairs of rails as appropriate (i. 51 . Option 4: Mini-zed spacers in the cavity of a built-up cladding system If a built-up cladding system is employed.e. This solution assumes that the vertical liner is aesthetically acceptable. with mini-zed spacers spanning vertically between rails.HORIZONTAL CLADDING C STANCHION Vertical spanning rails may be designed to span between a structural top and bottom member. and the mini-zed spacer bar is structurally capable of spanning between the horizontal rails. the horizontal rails are restrained laterally and the published load tables in our Purlin Design Manual are applicable. in this situation. CONSTRUCTION CONS TRUCTION DET DETAIL AILSS Option 3: Vertical spanning rails C STANCHION Vertical spanning rails with alternate lines reversed. In this solution. and across any intermediate members as appropriate. It should be noted that. the liner panel can be fixed vertically in the conventional way. Structural support beams at top and bottom. at L/2 or L/3 points subject to span). “ties” between pairs of sections should be provided to prevent lateral displacement under loading. 48 17.29 88.TOP HAT SECTIONS HORIZONTAL CLADDING TOP HAT SECTIONS 160 80mm and 100mm deep Top Hat sections for fixing directly to the flanges of the horizontal rails.7 73 4. or slotted flange holes may be punched in any pattern on these lines.73 11. 250 45 d nominal θ y 25 nominal a d 50 150 50 25 nominal TOP HAT AT PANEL JOINTS ‘THPJ’ REF.60 THPJ80 80 1. θ Specification Section Grade S390GD+Z275.58 38.13 172.46 43.43 TH100 100 1.80 4.09 32.36 55.56 87.93 551.61 31. .25 772 127.26 159.71 53. 52 STANDARD HOLING LINES FOR ALL SECTIONS 14 dia.9 16.99 36.06 Mca’ refers to the Ultimate Restrained Capacity of the section with the stiffened (sheeted) flange in compression.65 702 77.61 43. zinc coated steel with a minimum yield strength of 390 N/mm2.96 THPJ100 100 1.38 40.96 15.8 73 6.15 508 50. ‘Mcb’ refers to the Ultimate Restrained Capacity of the section with the two non-stiffened flanges in compression.67 40.7 70 4.8 70 5.66 4.86 6.52 6.74 4.39 612.76 4.63 54. SECTION PROPERTIES Section Depth mm t mm θ deg Weight kg/m Area mm2 Ixx cm4 Zxx cm3 rxx mm Iyy cm4 Zyy cm3 ryy mm y mm Mca kNm Mcb kNm TH80 80 1.88 34.61 571 83.28 3.74 15.25 22.96 5. Refer to page 67 for full technical specification Design BS5950:Part5:1998 Maximum 10m length d b 25 nominal b/ 2 50 60 50 25 nominal TOP HAT ‘TH’ REF. 2 to 2.240mm Inset or Oversail design. Integrated range of cleats and column brackets.2mm thick Size to match CS sections UR Heavy Duty Track 70mm leg x 2. with or without cleats • SwageBeam Mezzanine Floor Systems Depth range: 220.0mm CR Standard Duty Track (Base) 32mm leg x 1. including:Flooring Systems: • Cee Section Floor Beams Depth range: 100 .ASSOCIATED PRODUCTS ASSOCIA AS SOCIATED TED PRODUCT PRODUCTSS In addition to their Purlin and Rails systems. Ayrshire offer a selection of other products to suit various applications. 250 and 300mm Slimline 220 system offers a typical storage platform requiring no vertical bracing between posts and allowing clear access below the platform.340mm Thicknesses from 1. Stud & Track framing systems: • Ayrshire Steel Framing CS Studs and Joists Depth range 70 .0mm thick Size to match CS sections 53 . f H s° f Lo H e c = TPP SECTION PROFILE Lo B = Lu TPN SECTION PROFILE Door Post Sections (DP) 20 60 15 D 61 48 f 15 DP SECTION PROFILE 54 = c F All sections are manufactured in 2. All sections are manufactured in S390GD+Z275 steel Three variations are available:Parallel Flange Sections (TPP) Non-parallel Flange Sections (TPN) For further information consult our Technical Services Dept. e. the EP range of sections is similar to the Eaves Beam (EB) range. or may be attached through flange plates or seating brackets. Section Properties are as published for the EB Range. EP SECTION PROFILE The EP range is manufactured from S390GD+Z275 steel. = 48 . in 1° increments. These sections may be connected directly to column flanges without the need for cleats. F e Lu Door Post (DP) sections are widely used in Ayrshire’s Swagebeam Building Frame System. Associated Sections are usually ‘press-formed’ rather than ‘roll formed’ and are subject to different limitations. Manufacturing Lengths Min = 400 Max = 13000 Top Flange Slope Min = -25° Max = +30° B Alternative Eaves Sections (TPP/TPN) A range of alternative eaves sections is available to offer greater construction flexibility. to suit a monpitch ridge condition. but offers the option for a negative slope to the top flange. 90 θ° e D 50 2 Eaves Pressed Sections (EP) The Eaves Pressed (EP) sections are dimensionally similar to the Eaves Beam (EB) range of sections but with the option to specify the top flange inclined to either a positive or negative slope. e. The section is recessed to avoid bolt heads encroaching into the clear opening of the doorway. as framing for personnel access doors.g..4mm thick S390GD+Z275 steel. 50 c PRESSED SECTIONS PRESSED SECTIONS 22 55 90 The EP range of sections may be used with the standard Eaves Beam cleats and accessories.ASSOCIATED SECTIONS A range of Associated Sections is available to complement the range of purlins and cladding rails.g. sections could be produced using aluminium or stainless steel based on a free issue material? EAVES BEAM TO SUIT A NEGATIVE ROOF PITCH TOP HAT SECTIONS PANEL JOINT RAIL STRUCTURAL DOOR HEADER BEAM STRUCTURAL VALLEY GUTTER If you are trying to solve a particular problem. please forward details of your requirements to us. The details opposite show only a small number of examples of the vast options that are potentially available.CUSTOMISED PRESSINGS CUSTO CUS TOMISED MISED PRESSIN PRESSINGS GS CREATE A CUSTOM PRODUCT – TO SUIT YOUR APPLICATION CUSTOMISED PRESSINGS Ayrshire has installed state of the art technology to offer the market the opportunity to create custom pressings. Alternatively. Mark enquiries for the attention of our Customer Services Department. GRAIN WALL PANEL 55 . and just can’t seem to find the right section in the Manual. The new pressing equipment can offer galvanised steel section lengths of up to 13 metres. 072 19.954 14.356 11.051 15.705 9.273 19.751 12.521 11.403 11.824 9.536 11.504 21.6 and “Wind Uplift”/1.741 6.430 δ = Span/180 5.129 19.729 11.348 δ = Span/180 3.784 33.081 15.974 Gravity Load 5.563 23.630 17.434 21.768 46.570 16.95 3.953 20.281 12. 4.689 23.644 10.751 18.155 21.427 13.214 14.488 23.265 16.097 14.379 12.517 22.28 5.868 11.502 6.123 26.420 13.657 18.767 17.578 18.000 6.813 17.886 18.042 13.516 17.246 19.298 Gravity Load 9.310 16.590 19.279 19.677 8. Note: The deflection values tabulated are in some cases greater than the ultimate strength capacity of the section.354 43.252 49.958 14.228 20.073 42.518 39.279 24.28 3.305 23.821 21.62 5.813 14.190 26.120 32.767 20.80 4.931 17.382 21.283 30.794 22.876 19.880 10.839 6.270 20.517 27.297 40.GENERAL NOTES TO ALL SYSTEMS The ultimate load capacities given on the following pages are intended for use in limit state design calculations to BS 5950.953 15.739 14.112 28.50 6. the Span/250 deflection limited capacity of a section is All capacities in the following tables assume that the section is weightless.204 34.342 24. sheeted flange is in compression at mid-span.184 14.108 29.223 19.928 17.127 4.951 29.04 3.50 5.927 23.155 20.458 31. Other deflection limits may be obtained pro-rata.913 16.965 13.762 15.140 18.835 20.144 30.656 28.230 22.541 22.210 16.348 16.024 13.805 Wind Uplift 11.430 14.08 4.655 11.576 11.875 7.032 14.749 14.384 21.840 25.402 Gravity Load 12.787 18.643 19.73 2.816 9.674 Wind Uplift 8.197 15.505 7.590 31.696 15.420 9.103 36.554 19.360 16. In no case should the deflection limited load exceed these values for the permissible stress design method.588 25.906 19.534 21.083 14.361 12.758 27.239 16.787 42.648 13.362 18.970 6.457 15.663 11.370 18.656 18.946 13.820 16.328 7.123 13.039 32.717 20.078 4.245 18.877 21.618 12.751 12.517 17.703 21.4 as appropriate.562 17.398 23.971 Wind Uplift 10.683 13.553 30.895 38.817 20.618 Wind Uplift 9.594 11.468 10.637 15.174 21.261 14.184 13.905 20.599 15.082 17.369 7.737 23.637 14.069 20.288 14.689 Gravity Load 6.244 5.163 13.038 15.207 19.865 24.914 31.990 11.004 Wind Uplift 10.110 23. Capacities labelled “Wind Uplift” represent the strength limit state of purlins or rails where the smaller.951 18.451 17.005 15.388 13.50 7. For permissible stress designs.638 16.825 16.022 11.917 15.252 30.862 17.16 3. or greater than the worst combination of factored loads to cause this condition.656 10.985 10.890 13.166 13.590 31.226 14.465 8.552 18. or greater than the worst combination of factored loads to cause this condition.363 21.416 22.107 15.176 28.574 13.50 56 Section No 1/ 12 51 3 1/ 12 51 4 1/ 12 51 5 1/ 12 51 7 1/ 12 52 0 1/ 15 01 3 1/ 15 01 4 1/ 15 01 5 1/ 15 01 7 1/ 15 02 0 1/ 17 51 3 1/ 17 51 4 1/ 17 51 5 1/ 17 51 7 1/ 17 52 0 1/ 20 01 3 1/ 20 01 4 1/ 20 01 5 1/ 20 01 6 1/ 20 01 8 1/ 20 02 0 1/ 20 02 5 Span (m) ZETA SLEEVED PURLINS – ULTIMATE LOAD CAPACITIES IN kN Self Weight 2.638 7.355 14.925 Gravity Load 12. The applied loads should include the self weight of the section as indicated at the head of the table.396 9.491 15.626 16.386 9.879 42.875 26.238 17.884 8.719 25.383 δ = Span/180 6.529 18.480 22.247 16.911 9.972 13.719 15.483 15.415 20.618 16.232 8.072 17.562 14.191 18. These values must be equal to.894 22.054 16.588 13.464 9.382 21.495 13.689 37.427 44.715 15.596 15.751 18.408 10.766 21.195 11.332 27.005 14.905 30.66 5.852 22.514 10.135 8.942 18.214 18.355 5.701 19.827 8.00 8.859 13.673 24.999 19.387 14.665 26.141 18.946 17.813 20.53 3.417 15.078 17.921 15.807 18.596 11.581 24.21 3.032 13.37 4.765 32.560 10.429 Gravity Load 5.468 12.838 12.394 26.255 13.507 23.558 33. These values must be equal to.626 27.126 22.682 34.53 3.985 13.00 6.606 34.066 10.784 9.955 16.313 9.664 .143 18.716 56. Capacities labelled “δ = Span/180” represent the actual loads which.e. or greater than the worst combination of unfactored loads considered for this serviceability limit state.240 11.563 15.902 9.82 7.644 26.209 18.126 16.714 12.475 20.675 37.662 29.291 17.101 δ = Span/180 6.174 11.010 31.731 8.210 11.637 10.655 13.684 12.297 29.79 4.782 16.971 23.740 6.721 20.251 26.590 24.853 4.43 3.092 12.271 24.813 9.574 24.843 9.335 29.808 14.234 26.136 22.877 22.482 34.137 9.384 18.579 3.007 21.120 Wind Uplift 11.820 15.504 21.281 25.296 8.193 7.967 11.409 28.812 33.432 31.161 25.660 25.165 11. These values must be equal to.562 27.528 22.483 24.380 35.836 δ = Span/180 7.442 15. including self weight as appropriate.949 22.114 6.230 34.537 δ = Span/180 4.282 11.564 14.123 8.579 13.950 14.970 Gravity Load 5.345 51.825 16.00 7.314 16.019 19. the working load capacities may be taken as the “Gravity Load”/1.50 8.00 5.58 4.817 22.356 16. unsheeted flange is in compression at mid-span.576 27.544 21.999 13.961 17. In no case should the factored loads exceed the “Gravity Load” or “Wind Uplift” capacities as appropriate.966 18.970 27.756 19.173 14. including self weight as appropriate. Capacities labelled “Gravity Load” represent the strength limit state of purlins or rails where the larger.170 28. will produce a deflection of span/180.089 δ = Span/180 7.412 7.357 28.654 17.709 14.627 δ = Span/180 4.283 14.24 5.479 8.311 11.772 12.557 13. i.902 37.012 26.612 13.719 22.963 13.147 24.923 10.390 4.78 4.573 12.265 39.758 Gravity Load 11.017 7.043 12.774 26.850 21.450 Wind Uplift 10.942 18.560 38.540 16.165 18.550 27.355 16.129 17.556 17.276 30.411 19.535 8.702 Wind Uplift 8.937 15.150 12.366 19.307 23.147 12.355 28.097 12.335 15.276 14.356 11.942 21.229 19.325 13.742 20.307 30.672 28.158 15.767 17.842 15.090 27.957 16.038 18.07 4.845 18.621 22.025 11.858 δ = Span/180 5.858 8.574 24.415 8.531 22.065 52.027 12.327 6.479 25. given by its Span/180 value multiplied by 180/250.325 15.22 Gravity Load 13.691 18.159 35.218 5.298 12.902 18.482 14.195 11.113 15.172 16.543 25. factored as appropriate to the load combination considered. when applied to the purlin or rail.423 Wind Uplift 10.825 22.023 23.107 12.614 10.152 6. This is to facilitate the calculation of loads governed by other deflection limits.425 15. 921 33.674 14.932 8.668 8.035 15.457 25.869 11.515 Gravity Load 11.470 13.510 24.296 18.662 13.797 44.772 16.411 11.075 12.574 15.046 δ = Span/180 5.220 16.957 19.442 14.385 24.279 13.172 5.665 7.031 17.978 14.730 22.554 12.112 20.896 18.415 9.862 11.517 13.135 34.859 Wind Uplift 8.113 13.353 23.859 30.482 15.484 16.118 13.866 20.50 1/ 12 52 0 1/ 15 01 3 1/ 15 01 4 1/ 15 01 5 1/ 15 01 7 1/ 15 02 0 1/ 17 51 3 1/ 17 51 4 1/ 17 51 5 1/ 17 51 7 1/ 17 52 0 1/ 20 01 3 1/ 20 01 4 1/ 20 01 5 1/ 20 01 6 1/ 20 01 8 1/ 20 02 0 1/ 20 02 5 Self Weight 1/ 12 51 7 Gravity Load 1/ 12 51 5 4.232 7.577 10.689 18.517 18.557 34.121 30.610 12.020 16.855 17.868 41.04 3.243 19.306 21.418 20.330 22.838 28.518 14.817 21.446 18.146 17.246 13.302 12.975 15.305 15.283 13.432 20.974 17.796 44.193 21.862 22.878 13.22 12.883 9.393 9.015 36.341 22.697 21.978 17.938 23.763 29.917 13.476 19.912 11.985 13.486 4.699 23.424 28.918 15.640 29.878 15.975 11.778 12.412 12.770 23.188 22.312 22.958 16.920 10.355 12.801 19.511 15.452 12.024 Wind Uplift 9.774 18.593 10.195 23.577 9.275 22.228 10.124 13.ULTIMA UL TIMATE TE LO LOAD AD CA CAPA PACITIES CITIES 5.205 14.678 30.994 15.850 17.159 15.594 Gravity Load 6.936 12.58 4.411 14.326 15.881 15.212 8.166 18.871 Gravity Load 6.666 7.883 18.377 11.768 13.465 18.064 23.948 10.229 25.070 26.337 12.767 12.479 16.829 5.08 4.252 Wind Uplift 11.521 16.678 10.66 5.198 20.851 26.596 17.093 16.868 5.305 14.452 16.207 17.922 17.755 12.140 12.525 7.636 14.036 15.746 28.528 24.016 36.442 17.874 15.887 14.53 3.135 15.477 31.922 16.897 13.474 22.035 28.617 17.309 21.881 16.683 26.50 1/ 12 51 4 Section No 1/ 12 51 3 Span (m) ZETA DOUBLE SPAN PURLINS – ULTIMATE LOAD CAPACITIES IN kN 2.493 10.459 δ = Span/180 4.699 22.944 27.115 17.204 25.421 25.664 19.171 4.011 Wind Uplift 12.968 10.524 10.687 15.843 13.612 δ = Span/180 8.249 19.818 12.446 20.393 11.523 29.062 9.21 3.957 9.093 9.545 36.093 19.976 15.50 6.351 39.175 20.491 22.135 20.375 20.453 9.398 31.251 23.169 23.660 21.82 7.359 12.493 30.193 55.657 25.50 7.567 δ = Span/180 7.283 18.921 24.073 20.785 16.198 13.649 21.261 13.434 11.246 26.110 10.015 33.703 20.421 47.79 4.43 3.785 11.065 23.788 21.276 26.731 26.932 15.528 17.030 12.852 12.120 22.281 31.138 31.871 16.24 5.898 17.763 9.307 9.229 13.794 16.171 24.124 22.181 26.110 43.504 20.187 17.799 15.235 25.521 5.891 16.400 8.013 16.528 12.449 15.586 33.259 12.956 9.896 21.911 18.472 25.264 22.161 40.675 14.060 Wind Uplift 7.235 35.558 27.171 25.527 Gravity Load 8.118 20.551 18.471 15.008 10.563 21.937 14.523 18.00 5.298 23.169 20.655 6.893 13.033 8.888 28.634 14.840 Gravity Load 9.944 6.502 13.376 29.655 14.736 14.446 31.07 4.324 11.812 FOR GENERAL NOTES SEE PAGE 56 57 .256 19.658 13.642 18.146 13.650 19.874 4.954 12.858 24.910 19.046 26.131 17.95 3.514 31.829 22.856 15.356 17.730 16.584 36.363 24.62 5.424 δ = Span/180 3.389 19.824 19.182 19.876 17.393 18.517 14.727 19.329 26.977 20.123 14.848 27.028 10.00 7.16 3.80 4.691 18.203 18.584 17.697 24.673 12.392 21.506 14.258 18.356 11.78 4.881 12.366 Wind Uplift 9.141 16.351 δ = Span/180 6.900 22.556 20.999 25.743 14.053 12.392 12.167 7.378 39.599 10.317 10.868 14.467 5.032 13.719 20.168 15.605 17.018 7.729 11.529 7.28 5.038 15.380 20.447 17.909 16.28 3.075 13.280 9.985 21.993 17.00 6.636 20.621 8.181 12.855 28.745 14.468 52.505 12.535 15.905 24.621 16.370 6.523 9.039 17.883 9.820 15.454 18.651 10.765 18.657 32.689 8.609 21.779 13.751 29.73 2.248 14.308 8.913 32.822 δ = Span/180 5.432 Gravity Load 7.259 22.157 19.222 31.990 12.074 21.261 27.37 4.245 27.247 11.53 3.092 Wind Uplift 9.598 11.663 15.516 14.039 18.073 28.386 11.702 14.971 37.036 8.634 18.132 11.307 13.405 13.961 10.727 8.392 11.641 35.409 46.714 17.155 35.481 20.732 11. 118 17.177 18.294 Gravity Load 18.272 17.812 Gravity Load 17.217 39.25 16 1/ 20 0 .430 Wind Uplift 17.28 System 4.214 34.858 δ = Span/180 8.810 27.809 22.589 20.342 30.648 21.155 20.101 17.291 17.317 18.475 27.879 37.949 22.579 18.937 21.592 26.468 13.721 18.662 29.057 18.192 16.682 38.194 20.357 28.394 20.82 7.412 Wind Uplift 13.966 18.376 28.828 19.449 36.563 15.159 35.933 Gravity Load 8.20 14 5.907 30.192 18.006 23.260 7.682 34.495 16.880 19.62 1/ 20 0 .332 28.505 18.396 22.468 20.384 17.155 18.511 18.240 15.059 22.966 25.066 35.112 28.592 23.165 24.137 Wind Uplift 12.494 21.484 28.552 23.509 21.25 18 1/ 17 5 .066 Wind Uplift 16.465 16.083 21.353 Gravity Load 7.20 15 5.755 16.105 26.929 18.365 24.510 16.552 27.929 23.453 15.648 16.949 30.664 .039 23.617 15.20 15 5.359 29.627 δ = Span/180 18.107 25.04 1/ 20 0 .324 33.504 15.197 17.594 15.005 18.161 20.637 15.654 17.143 25.250 24.314 22.159 28.430 42.682 30.296 24.937 15.43 1/ 20 0 .907 25.548 Gravity Load 20.876 21.00 7.669 22.236 26.20 14 5.161 25.143 18.107 δ = Span/180 6.868 11.17 13 4.183 27.594 11.654 15.124 25.880 Wind Uplift 13.664 13.744 δ = Span/180 9.04 5.82 5.526 9.715 28.858 16.410 14.157 16.877 22.434 19.22 Span (m) 4.00 5.376 31.505 21.665 5.50 58 1/ 15 0 .786 33.509 19.574 16.985 13.482 19.072 15.007 27.073 42.00 6.517 18.270 21.00 8.427 19.505 Wind Uplift 12.011 26.24 5.165 22.827 20.493 25.518 22.911 Gravity Load 16.297 17.929 19.838 16.332 37.429 36.751 16.137 20.50 8.011 26.618 12.065 42.307 21.174 25.429 17.579 13.910 21.18 13 1/ 15 0 .424 20.598 48.858 18.543 15.917 22.449 24.985 11.470 δ = Span/180 10.637 14.837 27.17 13 ZETA HEAVY END BAY PURLINS – ULTIMATE LOAD CAPACITIES IN kN Swt.853 14.482 24.252 21.993 23.141 18.691 30.571 25.180 18.564 17.838 14.539 43.169 29.194 30.234 22.638 11.20 15 1/ 17 5 .073 34.972 13.662 23.637 13.214 31.953 24.349 28.176 δ = Span/180 8.099 31.194 20.457 Gravity Load 14.001 17.107 33.884 Gravity Load 15.22 7.240 17.468 12.361 18.384 21.310 13.50 6.982 34.807 22.531 18.011 28.743 25.518 22. (End Bay) 9.386 13.387 29.788 19.531 22.383 Wind Uplift 19.954 17.473 35.809 20.011 24.614 15.879 42.557 13.307 23.402 18.022 23.801 23.43 1/ 20 0 .386 9.755 17.465 Wind Uplift 14.643 31.858 5.299 33.396 Wind Uplift 13.870 21.18 14 1/ 15 0 .093 18.693 28.357 25.334 19.065 34.954 19.837 27.660 22.173 24.803 19.652 26.FOR GENERAL NOTES SEE PAGE 56 1/ 20 0 .858 δ = Span/180 7.574 16.880 10.638 9.50 Gravity Load 23.786 28.702 20.065 52.861 18.626 17.524 42.786 δ = Span/180 12.682 34.20 14 1/ 17 5 .884 11.272 20.383 52.972 10.291 30.529 9.644 14.314 25.593 29.884 31.353 8.24 9.982 23.143 15.296 22.084 21.286 21.50 7.255 40.112 25.971 38.126 31.361 20.465 29.589 25.279 25.589 21.257 23.696 14.310 16.764 δ = Span/180 15. 637 13.433 17.107 δ = Span/180 6.396 Wind Uplift 13.389 29.17 13 Span (m) ZETA DOUBLESPAN-HEB PURLINS – ULTIMATE LOAD CAPACITIES IN kN 5.066 35.049 15.073 34.600 17.337 21.061 29.884 13.155 18.383 52.954 18.377 26.143 18.43 5.691 33.937 15.22 22.43 1/ 20 0 .62 1/ 20 0 .20 15 4.445 35.839 23.494 42.510 20.332 28.24 1/ 20 0 .648 15.662 29.674 19.594 11.400 13.465 Wind Uplift 14.087 21.214 20.555 23.465 29.340 24.122 20.219 15.966 16.357 28.066 Wind Uplift 15.516 34.093 24.643 27.057 37.533 19.879 42.167 29.214 22.20 14 Swt.184 26.620 17.955 21.705 24.778 16.324 23.150 26.858 Gravity Load 14.291 17.959 27.937 21.963 32.838 14.663 28.468 12.143 15.604 28.82 7.20 14 System 1/ 15 0 .563 15.004 23.871 29.20 15 4.161 39.179 25.879 22.149 24.264 31.954 19.321 30.367 7.155 20.722 30.303 32.877 22.112 28.237 δ = Span/180 18.065 52.18 14 1/ 17 5 .505 Wind Uplift 12.383 Wind Uplift 18.165 24.778 19.754 18.165 22.702 δ = Span/180 8.662 23.423 20.682 34.658 21.82 5.682 30.159 35.297 23.107 25.578 35.889 25.560 19.163 22.421 22.161 25.868 11.50 7.979 14.24 5.307 21.430 42.999 Gravity Load 15.199 Gravity Load 18.511 23.20 14 5.293 27.468 13.506 22.119 16.384 21.727 27.291 22.648 21.065 42.20 15 5.00 5.04 1/ 20 0 .161 20.268 25.463 24.881 30.17 13 Gravity Load 1/ 15 0 .25 16 4.239 16.926 19.618 12.357 25.638 9.438 47.117 14.234 33.353 30.612 18.268 25.22 7.332 Gravity Load 19.137 16.817 Gravity Load 16.842 17.654 15.468 22.966 25.799 9.658 23.638 11.28 1/ 20 0 .323 24.631 24.637 17.511 29.640 23.584 14.393 22.101 26.976 20.849 21.513 δ = Span/180 15.141 18.00 7.600 16.637 15.5.786 16.972 20.004 14.890 28.004 25.976 17.449 28.972 24.412 Wind Uplift 12.455 26.565 27.966 18.868 19.359 19.187 20.045 17.691 37.648 δ = Span/180 12.379 17.50 6.615 9.428 δ = Span/180 10.963 27.858 9.815 20.18 13 1/ 17 5 .061 19.964 19.565 30.039 15.387 25.579 18.858 18.268 27.637 14.457 32.04 1/ 20 0 .50 5.223 18.324 25.934 22.949 30.400 21.267 38.975 16.307 23.698 20.719 20.483 20.821 19.321 33.594 15.571 Gravity Load 7.879 26.858 59 ULTIMA UL TIMATE TE LO LOAD AD CA CAPA PACITIES CITIES FOR GENERAL NOTES SEE PAGE 56 .255 18.838 16.50 1/ 15 0 .691 33.903 22.546 22.717 18.655 21.531 22.073 42.384 17.500 24.884 9.332 37.359 22.042 20.430 Wind Uplift 16.422 17.508 41.579 13.949 22.936 20.00 6.279 18.654 17.342 δ = Span/180 8.879 37.167 25.25 18 5.669 17.334 17. (End Bay) 1/ 17 5 .557 13.906 15.405 32.159 28.954 17. 685 15.216 17.534 15.802 20.351 13.556 26.337 21.626 5.875 8.036 16.896 8.356 11.677 7.376 29.43 3.665 12.372 9.235 25.639 9.453 19.131 5.203 11.217 11.054 16.686 12.011 12.115 10.490 16.948 7.470 Gravity Load 8.822 15.140 11.458 11.121 17.808 24.805 14.301 23.835 12.892 19.896 8.424 14.843 δ = Span/180 5.335 9.157 5.381 7.492 4.541 3.382 6.321 10.813 4.065 4.241 15.937 5.068 11.653 22.725 12.572 13.208 11.917 4.053 δ = Span/180 3.232 11.270 25.796 14.621 .082 13.128 13.817 13.634 13.269 8.305 14.251 23.489 11.163 6.397 7.734 16.098 12.651 12.760 17.613 8.728 17.916 24.517 24.427 15.201 19.383 δ = Span/180 3.544 15.881 10.055 5.720 11.151 3.259 19.325 11.705 8.147 Gravity Load 7.82 7.229 δ = Span/180 2.964 7.435 23.554 10.313 16.113 7.164 11.404 11.542 7.299 29.418 20.962 10.209 11.22 11.102 16.001 21.972 δ = Span/180 4.284 15.647 19.936 13.064 24.986 23.547 23.124 5.349 12.603 10.584 Wind Uplift 6.998 6.375 21.906 19.00 5.16 3.338 3.503 9.209 10.08 4.077 14.133 17.968 13.580 31.712 6.455 21.844 5.972 7.213 3.890 13.208 11.740 10.373 4.320 16.669 17.576 19.175 13.50 6.513 9.606 19.630 9.220 4.126 6.286 8.978 35.339 15.237 11.723 43.107 6.545 14.129 4.337 12.871 15.007 7.449 14.397 9.022 5.00 7.997 18.886 δ = Span/180 2.275 10.966 10.353 7.499 9.611 14.031 15.641 6.958 Wind Uplift 9.174 18.376 16.644 20.118 15.534 13.230 23.794 4.836 3.592 12.019 9.62 5.817 21.540 11.075 δ = Span/180 3.674 8.494 10.53 3.930 17.753 26.043 15.177 11.767 8.707 5.347 14.450 13.694 16.567 8.524 11.957 Gravity Load 9.194 Wind Uplift 7.354 16.358 10.395 14.511 12.517 18.462 14.495 10.726 6.856 10.823 16.601 10.372 4.070 13.469 14.748 19.923 9.051 18.229 8.084 7.042 Wind Uplift 8.562 13.863 15.968 5.537 7.24 5.090 11.716 15.586 33.479 13.125 12.753 12.392 13.660 9.189 25.37 4.66 5.50 5.216 17.026 15.560 5.939 14.030 8.051 19.037 13.214 14.653 35.455 14.873 16.438 10.898 18.643 8.800 12.949 10.695 6.721 12.220 16.161 11.660 13.482 29.58 4.482 4.852 18.383 7.378 8.779 17.307 10.976 38.212 10.580 12.04 3.543 11.068 11.483 21.473 9.682 16.28 3.122 7.767 15.531 9.369 6.296 10.843 15.478 13.449 Wind Uplift 7.21 3.724 22.074 12.084 4.515 12.28 5.898 11.662 5.606 8.80 4.878 11.838 29.947 6.484 13.394 17.539 11.568 9.502 8.518 11.500 15.984 12.496 10.477 Gravity Load 9.111 26.622 16.038 12.927 3.496 21.981 6.430 17.371 18.039 13.054 4.423 5.174 FOR GENERAL NOTES SEE PAGE 56 60 1/ 12 51 7 Gravity Load Self Weight 1/ 12 51 5 4.53 3.824 4.700 8.78 4.798 15.925 14.368 12.448 13.835 21.724 20.273 19.101 10.278 13.605 17.616 18.017 22.019 5.219 12.667 9.029 18.850 10.794 10.460 2.648 2.058 12.936 18.291 9.371 10.766 3.952 Gravity Load 6.222 12.638 19.041 6.817 9.915 7.425 12.596 3.659 9.070 23.051 6.728 5.299 9.00 6.854 4.822 12.534 5.366 9.316 19.793 17.108 10.334 12.344 13.261 27.287 11.00 1/ 12 51 4 Section No 1/ 12 51 3 Span (m) ZETA BUTTED PURLINS – ULTIMATE LOAD CAPACITIES IN kN 6.946 8.362 5.565 24.534 12.872 16.229 13.963 14.764 10.368 5.50 1/ 12 52 0 1/ 15 01 3 1/ 15 01 4 1/ 15 01 5 1/ 15 01 7 1/ 15 02 0 1/ 17 51 3 1/ 17 51 4 1/ 17 51 5 1/ 17 51 7 1/ 17 52 0 1/ 20 01 3 1/ 20 01 4 1/ 20 01 5 1/ 20 01 6 1/ 20 01 8 1/ 20 02 0 1/ 20 02 5 2.412 13.415 9.500 16.523 5.928 9.338 30.230 12.234 7.235 12.118 20.012 13.298 15.473 8.965 14.544 Gravity Load 8.813 9.73 2.754 13.702 13.917 19.029 14.305 11.156 6.122 28.745 10.835 7.162 15.657 8.389 9.029 10.947 14.477 14.346 7.592 17.95 3.07 4.306 10.714 15.409 22.526 31.682 12.065 23.962 Wind Uplift 7.358 10.492 9.532 Wind Uplift 6.255 9.887 11.223 8.823 10.081 10.50 7.077 Wind Uplift 7.294 10.277 14.809 9.630 11.638 10.856 15.617 9.79 4.242 16.801 5.375 12.229 10.284 3.761 Gravity Load 8.870 10.739 8.818 15.727 18.055 8.588 20.542 3.375 3.4.770 4.981 = Span/180 3.669 26.624 17.207 20.494 12.038 15.714 5.170 13.229 9.355 4.301 5.052 20.036 11.546 12. 065 16.082 21.172 23.136 22.860 31.765 37.971 23.678 47.804 21.185 37.948 29.985 24.251 54.69 5.106 42.128 59.543 25.388 37.00 8.013 26.382 28.68 8.00 Self Weight δ = Span/180 19.926 19.902 17.558 32.541 28.257 Gravity Load 15.758 18.489 14.00 7.978 Gravity Load 20.02 6.575 39.981 46.839 21.953 21.570 31.927 23.006 64.849 12.263 53.710 24.900 38.10 5.348 24.648 39.350 Gravity Load 15.102 32.260 63.99 8.419 39.725 14.776 34.308 23.345 26.355 19.314 29.179 20.526 28.495 21.967 18.826 19.991 23.410 43.631 12.084 20.859 Wind Uplift 16.185 52.721 15.744 25.31 5.429 35.672 34.055 18.462 15.391 33.719 48.217 40.389 27.927 51.112 45.139 15.909 34.185 37.410 43.363 25.303 13.739 28.056 19.404 20.068 23.790 36.249 30.312 16.696 55.312 15.040 13.872 23.323 23.928 18.890 47.140 23.654 14.516 32.862 18.748 24.919 17.79 5.50 9.768 19.355 22.691 32.395 50.716 Gravity Load 19.49 5.539 48.412 25.128 34.853 46.572 29.73 6.736 22.564 41.813 32.824 30.493 33.407 24.380 27.433 Wind Uplift 15.346 18.673 17.058 19.267 25.50 8.557 28.874 26.35 6.685 31.674 19.312 15.924 26.856 44.694 16.367 20.466 δ = Span/180 12.994 39.206 46.680 50.588 28.327 18.667 38.527 23.489 27.550 13.731 17.128 59.809 29.823 27.166 33.843 11.831 Wind Uplift 14.236 34.882 δ = Span/180 10.949 17.909 34.982 42.032 17.694 26.394 17.676 35.466 Gravity Load 18.243 17.815 22.161 47.416 24.575 39.756 22.502 54.417 13.983 15.781 19.353 33.804 21.591 21.910 73.537 13.343 33.159 64.646 15.437 δ = Span/180 10.507 Gravity Load 17.137 32.444 14.853 26.595 20.511 29.674 36.424 21.949 80.881 20.547 18.378 68.448 22.520 31.209 23.570 13.910 32.193 22.107 17.172 30.365 22.071 17.783 16.823 31.696 38.359 34.299 23.017 55.028 37.30 6.385 11.809 30.851 55.936 30.709 22.203 19.988 19.695 47.86 6.275 15.082 20.749 16.235 47.207 28.214 34.899 22.968 43.711 22.606 25.155 21.995 23.421 24.069 23.442 23.339 14.140 23.205 30.235 22.521 17.939 31.327 12.437 18.209 23.159 64.003 28.354 18.272 22.549 20.629 16.192 27.617 41.936 20.233 41.068 22.649 12.925 29.306 12.971 16.025 22.210 13.082 21.243 29.927 23.906 17.870 17.311 40.433 21.794 58.622 29.451 25.406 24.876 16.782 24.395 14.991 26.926 19.50 10.940 28.127 27.071 17.94 4.365 16.91 Span (m) 4.257 13.160 22.541 19.882 26.514 24.207 28.822 20.050 27.229 15.050 26.522 78.483 28.175 35.587 31.182 55.346 44.906 17.61 6.013 20.570 19.109 26.267 14.957 21.474 15.116 25.390 19.378 36.520 31.756 38.681 25.355 19.411 14.493 21.883 22.797 34.26 5.713 20.702 47.634 21.805 18.091 15.518 27.437 10.923 36.37 7.44 5.224 59.080 16.326 18.985 24.061 14.680 FOR GENERAL NOTES SEE PAGE 56 61 ULTIMA UL TIMATE TE LO LOAD AD CA CAPA PACITIES CITIES ZETA II SLEEVED PURLINS – ULTIMATE LOAD CAPACITIES IN kN .014 18.573 Gravity Load 14.313 17.919 17.377 36.256 25.929 11.411 12.372 15.130 20.091 28.396 26.795 37.602 43.639 20.908 13.345 20.842 22.016 14.695 16.251 13.012 16.645 15.193 22.299 26.31 9.939 13.47 Section No 6.271 18.806 26.171 27.141 26.369 48.2/ 22 51 4 2/ 22 51 5 2/ 22 51 6 2/ 22 51 8 2/ 22 52 0 2/ 22 52 5 2/ 24 51 4 2/ 24 51 5 2/ 24 51 6 2/ 24 51 8 2/ 24 52 0 2/ 24 52 5 2/ 26 51 5 2/ 26 51 6 2/ 26 51 8 2/ 26 52 0 2/ 26 52 5 2/ 26 53 0 2/ 28 51 5 2/ 28 51 6 2/ 28 51 8 2/ 28 52 0 2/ 28 52 5 2/ 28 53 0 4.445 28.676 35.312 18.894 δ = Span/180 12.58 7.693 40.654 45.829 15.921 15.277 35.482 13.124 15.781 15.466 16.749 17.365 17.133 12.345 23.412 19.123 36.755 22.730 31.701 59.981 30.382 15.119 Wind Uplift 11.553 18.359 25.435 30.258 21.435 13.437 33.583 6.902 27.171 27.716 17.721 43.909 29.412 39.511 26.205 44.518 17.081 Wind Uplift 12.774 25.614 16.087 20.110 24.385 14.147 24.559 14.654 46.008 15.786 34.696 23.884 23.722 δ = Span/180 11.542 29.887 24.787 22.718 29.756 38.206 21.506 36.987 18.235 47.136 31.163 17.741 22.817 17.733 24.432 29.694 24.725 17.913 26.369 27.840 42.138 19.506 21.744 25.248 25.253 21.572 41.570 31.677 17.649 32.735 14.008 51.724 25.50 7.400 14.239 16.086 12.02 5.356 39.207 41.830 66.962 60.547 38.287 19.242 49.202 19.591 21.047 11.223 24.757 20.060 27.684 23.123 17.991 23.972 45.776 39.780 15.624 Wind Uplift 13.494 63.989 18.341 15.942 18.579 12.567 31.444 27.584 52.946 25.588 17.136 42.368 20.195 20.447 40.790 24.633 53.744 18.503 54.446 35.670 24.563 26.630 39.273 49.681 34.515 14.329 30.199 33.071 δ = Span/180 14.446 18.258 35.118 19.987 30.956 20.008 51.286 Wind Uplift 16.589 15.714 11.228 20.030 74.516 13.993 18.354 17.255 27.197 Wind Uplift 12.595 20.529 39.156 13.00 Gravity Load 19.070 33.974 36.020 18.577 21.350 δ = Span/180 11.846 25.924 19.293 19.934 50.931 32.471 27.11 10.267 41.657 36.229 20.976 24.555 17.468 33.774 26.058 19.651 54.884 15.698 19.373 32.813 69.214 19.346 44.723 14.723 12.779 29.836 34.095 44.456 65.715 38.00 9.506 Gravity Load 20.658 19.722 14.139 57.199 24.681 25.618 20.437 14.910 43.014 22.388 21.882 26.737 19.384 δ = Span/180 16.709 18.793 18.558 32.551 26.369 48.140 56.619 29.508 30.430 20.739 28.606 40.236 Wind Uplift 15.650 16.344 40.389 50.389 27.713 20.394 17.121 34.154 36.838 27.463 34.924 16.463 16.212 39.72 10. 855 30.440 25.050 27.202 δ = Span/180 21.273 29.989 32.739 45.691 32.182 25.11 9.407 22.521 17.681 44.678 34.25 18 2/ 26 5 .18 15 2/ 22 5 .974 19.033 22.050 39.040 26.017 46.329 30.441 38.154 36.185 52.722 27.489 34.739 45.18 14 2/ 24 5 .405 26.006 47.539 35.724 21.30 6.311 Gravity Load 21.685 30.522 Wind Uplift 21.477 δ = Span/180 14.404 18.437 13.541 19.083 41.069 34.132 29.509 32.181 δ = Span/180 14.698 17.934 41.088 32.684 26.136 Wind Uplift 14.331 37.347 28.252 27.743 δ = Span/180 12.411 15.407 17.506 49.164 46.836 34.551 26.980 39.479 26.557 38.390 28.186 41.130 22.243 27.633 27.11 Span (m) 5.516 17.211 23.718 29.660 Gravity Load 20.522 65.972 27.040 26.850 33.00 10.061 22.987 18.632 28.177 30.856 Wind Uplift 16.670 24.677 15.345 35.442 16.468 34.334 27.20 16 2/ 26 5 .306 15.72 6.50 11.749 19.681 34.640 31.085 42.068 16.377 21.25 18 2/ 26 5 .232 21.647 22.243 21.970 18.009 26.240 18.915 16.736 25.494 19.345 21.648 32.456 65.312 22.267 33.73 System 6.139 48.433 21.502 17.511 33.026 17.121 29.698 19.293 19.00 9.520 25.484 24.00 Gravity Load 26.991 36.648 28.870 17.733 52.309 28.949 22.126 30.648 Wind Uplift 15.791 27.68 8.303 35.052 19.054 34.883 30.677 17. (End Bay) Gravity Load 24.152 20.049 33.678 39.039 15.372 15.715 34.121 Wind Uplift 14.482 13.790 20.462 23.419 29.983 15.420 31.924 37.635 15.205 39.947 21.815 22.764 48.504 17.348 24.374 27.643 20.507 24.462 23.762 Gravity Load 22.936 24.969 δ = Span/180 25.595 26.950 20.937 28.455 27.476 28.541 24.757 28.006 54.351 21.670 32.384 31.506 36.449 30.50 8.563 23.229 20.192 33.754 18.420 31.893 31.133 11.411 δ = Span/180 12.18 14 ZETA II HEAVY END BAY PURLINS – ULTIMATE LOAD CAPACITIES IN kN Swt.186 41.065 29.116 25.918 22.561 45.400 17.136 22.450 34.395 Wind Uplift 16.008 15.776 39.395 21.775 49.138 δ = Span/180 12.457 26.910 43.578 29.468 34.742 23.234 29.550 12.167 28.795 37.282 38.983 13.054 34.858 29.94 6.891 26.395 21.50 7.463 34.378 26.535 23.123 17.825 19.553 21.539 48.019 23.594 18.605 22.860 43.299 20.069 28.345 35.801 32.924 26.442 19.689 26.069 16.868 16.809 29.546 20.876 30.934 Wind Uplift 17.054 26.116 23.315 33.18 15 2/ 24 5 .801 δ = Span/180 11.73 6.032 17.00 62 2/ 22 5 .511 26.714 25.759 53.542 29.181 40.050 Gravity Load 18.584 20.093 32.466 28.274 26.564 34.934 35.050 25.968 43.113 32.153 32.315 23.830 Wind Uplift 19.801 32.525 39.856 36.58 7.130 25.867 21.649 38.575 6.128 21.003 20.583 36.781 24.331 37.823 36.763 24.759 42.011 18.253 21.658 19.25 20 2/ 28 5 .378 30.124 31.706 22.181 Gravity Load 18.164 36.030 20.456 19.705 22.534 22.313 δ = Span/180 11.087 23.811 38.910 26.837 21.851 25.965 21.949 17.696 55.139 Wind Uplift 18.115 29.032 16.705 14.091 14.251 54.441 25.101 24.518 23.20 16 2/ 22 5 .820 24.701 24.994 Gravity Load 17.322 26.388 21.873 25.902 27.052 19.279 20.971 23.494 Wind Uplift 15.910 23.698 52.550 13.839 35.642 15.116 δ = Span/180 18.31 6.068 14.853 46.607 19.822 20.745 Gravity Load 20.202 57.420 39.02 6.543 21.136 26.644 36.631 27.329 Gravity Load 19.537 25.133 12.281 20.667 38.733 31.705 44.793 36.488 34.314 29.738 30.003 24.079 19.218 24.153 30.014 22.894 24.423 57.50 10.FOR GENERAL NOTES SEE PAGE 56 2/ 22 5 .437 25.413 31.739 29.774 23.345 32.482 12.345 23.348 24.512 25.00 7.628 44.02 6.577 12.644 29.619 21.136 26.826 30.315 23.858 29.876 30.454 29.041 .37 7.640 31.493 Gravity Load 21.537 17.25 18 2/ 28 5 .317 43.218 61.273 29.587 31.505 22.077 28.349 33.091 15.00 8.830 55.871 28.404 20.137 32.446 48.588 23.588 Wind Uplift 17.769 21.207 25.429 18.632 28.230 25.360 27.114 30.884 23.150 31.99 8.536 23.483 33.572 41.812 41.410 19.811 38.232 16.451 25.380 27.199 33.635 17.374 20.526 18.842 36.72 8.851 25.017 40.347 17.700 16.501 40.407 22.463 31.25 20 5.516 19.274 26.570 19.18 15 2/ 28 5 .424 21.023 16.575 δ = Span/180 16.564 30.591 26.786 27.345 38.009 28.31 9.091 24.190 24.20 16 2/ 24 5 .887 24.809 26.215 17.18 15 2/ 26 5 .205 44.50 9.969 18.383 21.155 39.693 23.543 18.775 49.860 41.364 35.25 18 2/ 24 5 .619 18.178 22.300 22.223 24.20 16 2/ 28 5 .564 32.807 42.136 20. 388 14.342 17.249 13.782 22.331 16.578 29.779 12.370 18.257 13.684 15.586 16.817 15.715 9.052 18.718 Gravity Load 8.148 40.010 10.146 12.261 34.844 14.79 5.462 10.029 20.937 35.002 13.525 17.151 12.134 15.757 13.645 10.445 12.695 26.803 16.803 15.126 7.828 10.018 17.080 19.892 14.359 9.715 17.013 10.801 27.00 8.233 8.532 24.945 10.710 11.861 12.946 26.087 14.234 12.949 24.552 14.080 10.606 10.845 12.813 27.420 13.420 21.50 7.065 5.573 11.376 32.521 9.200 16.11 10.968 15.403 8.233 15.640 11.739 21.026 19.055 27.041 11.598 15.50 9.306 25.041 11.925 9.973 37.862 11.594 9.349 19.774 7.464 11.73 6.715 28.382 14.635 15.131 46.651 55.10 5.198 11.661 14.508 16.482 16.778 14.418 15.576 14.830 36.157 14.704 15.699 11.735 18.025 24.067 16.965 18.973 8.824 16.501 22.253 20.313 11.827 δ = Span/180 5.151 20.633 9.461 15.156 21.925 13.482 16.164 15.541 19.427 18.869 18.800 18.156 21.399 28.515 5.61 6.307 14.046 34.126 20.906 8.408 13.885 10.332 14.458 8.023 19.543 18.151 10.664 8.516 17.905 8.397 25.261 10.690 8.865 7.080 10.279 21.806 13.533 12.701 25.894 16.649 Wind Uplift 10.373 14.941 8.703 22.947 12.939 25.645 20.846 8.745 19.792 Gravity Load 7.527 14.455 25.021 19.065 15.238 12.904 Gravity Load 11.634 18.655 13.162 6.831 24.178 16.251 7.936 25.705 37.191 33.632 17.118 12.104 14.180 7.775 26.235 40.740 δ = Span/180 7.805 11.916 6.495 12.333 15.311 11.408 33.993 9.674 29.02 5.464 29.538 10.726 11.883 11.122 27.893 14.220 40.011 14.502 10.663 13.004 δ = Span/180 6.956 9.467 14.706 14.405 31.004 Gravity Load 12.476 9.307 12.727 11.595 17.005 6.281 29.071 20.519 Wind Uplift 8.889 11.018 17.098 22.187 10.124 14.026 17.209 19.792 18.444 15.522 19.807 27.269 18.331 19.500 11.003 Gravity Load 7.867 7.679 16.081 Wind Uplift 9.440 11.464 29.215 13.055 15.532 24.02 6.125 6.506 21.676 13.112 9.339 13.878 12.562 18.585 12.116 9.781 10.418 15.261 34.543 15.805 17.180 40.065 15.774 δ = Span/180 8.569 34.315 10.498 31.406 21.608 Wind Uplift 13.030 11.577 15.710 18.118 19.31 9.726 27.196 18.527 9.543 21.368 14.699 15.50 8.677 24.484 12.475 12.428 12.305 16.954 22.725 FOR GENERAL NOTES SEE PAGE 56 63 ULTIMA UL TIMATE TE LO LOAD AD CA CAPA PACITIES CITIES ZETA II BUTTED PURLINS – ULTIMATE LOAD CAPACITIES IN kN .644 13.617 16.155 16.207 6.159 9.540 11.797 15.541 19.249 9.433 12.450 19.841 23.600 13.344 16.26 5.400 10.527 26.806 13.969 16.242 12.548 9.913 20.528 6.525 17.744 32.886 24.944 16.466 13.919 20.963 18.464 8.805 19.479 43.004 12.737 22.019 9.147 δ = Span/180 7.932 37.953 18.583 34.710 6.664 22.649 23.395 6.707 14.772 6.953 18.739 23.221 21.615 10.758 19.50 10.278 9.561 29.332 9.785 22.68 8.440 14.760 19.342 12.135 30.35 6.020 18.507 18.383 24.309 19.286 25.249 17.376 9.430 26.205 13.042 6.246 21.936 17.246 7.208 22.670 δ = Span/180 6.772 15.249 13.230 23.945 23.210 16.878 12.313 11.529 9.222 11.194 16.607 8.130 17.062 Gravity Load 7.311 14.614 7.293 50.00 7.44 5.334 12.606 15.286 16.497 6.376 32.00 Self Weight δ = Span/180 10.569 9.657 16.959 16.976 12.180 40.555 12.179 11.552 11.358 13.652 29.909 12.388 14.169 37.194 11.00 9.394 35.406 14.555 16.895 10.674 12.527 26.208 10.733 23.318 32.916 13.135 30.660 23.657 16.308 24.286 25.965 18.309 14.367 21.154 18.302 17.915 30.901 14.350 11.324 25.171 12.860 13.856 6.2/ 22 51 4 2/ 22 51 5 2/ 22 51 6 2/ 22 51 8 2/ 22 52 0 2/ 22 52 5 2/ 24 51 4 2/ 24 51 5 2/ 24 51 6 2/ 24 51 8 2/ 24 52 0 2/ 24 52 5 2/ 26 51 5 2/ 26 51 6 2/ 26 51 8 2/ 26 52 0 2/ 26 52 5 2/ 26 53 0 2/ 28 51 5 2/ 28 51 6 2/ 28 51 8 2/ 28 52 0 2/ 28 52 5 2/ 28 53 0 4.330 Wind Uplift 17.91 Span (m) 4.851 18.626 28.262 24.296 15.996 16.051 29.941 11.312 17.021 20.160 15.024 8.58 7.946 26.792 6.102 20.723 20.636 17.969 7.100 24.739 23.551 14.624 13.242 11.289 30.800 10.959 12.336 Gravity Load 7.556 18.956 23.420 21.654 10.644 13.805 17.487 Wind Uplift 8.033 17.241 11.69 5.997 31.086 22.450 10.453 12.691 22.175 13.480 26.485 9.156 12.225 50.440 14.149 25.784 18.816 15.989 8.031 14.070 20.31 5.272 22.759 32.629 10.621 21.371 9.00 Gravity Load 13.938 14.992 5.584 18.308 9.191 16.108 13.003 δ = Span/180 7.738 41.001 10.921 44.752 16.678 13.439 11.324 10.99 8.125 Wind Uplift 10.861 12.531 30.203 Gravity Load 8.632 7.101 36.613 14.94 4.191 33.558 10.682 12.002 17.817 33.766 33.699 11.149 10.442 13.969 12.584 21.915 21.146 11.849 38.452 12.813 38.316 7.453 22.209 27.30 6.183 6.417 20.000 Wind Uplift 9.171 23.453 26.362 22.260 22.413 13.813 13.922 28.062 7.931 18.860 13.705 15.619 9.921 44.934 16.137 32.776 26.650 31.392 15.953 26.488 10.165 11.608 31.095 10.516 17.627 9.257 9.980 7.362 8.157 20.49 5.47 Section No 6.37 7.962 14.447 17.209 19.703 9.157 14.068 13.122 Wind Uplift 13.644 13.488 9.86 6.955 12.576 43.689 9.050 10.066 37.779 10.050 14.146 10.254 δ = Span/180 5.943 27.72 10.525 17.764 20.682 32.415 47.799 7.318 20.094 8.606 12.037 27.685 13.530 10.525 11. 996 15.724 25.332 18.434 21.020 9.736 12.088 10.613 29.855 11.238 δ = Span/180 3.588 9.165 12.489 9.107 9.89 3.227 11.026 8.675 10.823 9.051 11.768 7.499 14.770 5.196 10.422 11.135 13.334 14.294 10.732 14.268 10.722 13.026 13.671 17.70 2.145 12.608 6.260 15.434 15.100 8.619 10.630 7.429 24.347 20.128 9.320 24.971 6.905 32.087 5.536 16.180 18.553 23.078 16.093 4.586 6.633 19.895 12.671 21.975 9.362 13.178 12.883 13.842 7.33 3.348 6.011 13.258 12.550 19.74 2.102 8.371 11.799 11.154 6.11 3.507 11.548 11.024 12.365 16.421 Wind Uplift 6.582 6.255 17.205 18.691 11.225 8.317 9.904 19.823 17.227 Gravity Load 9.392 10.194 10.50 6.072 7.252 26.328 7.159 15.575 9.328 15.664 17.208 12.468 11.780 .726 10.032 11.406 4.495 3.89 3.429 9.934 22.518 21.699 14.807 4.556 8.843 5.549 7.023 Wind Uplift 7.115 11.925 13.550 13.724 13.642 18.083 12.684 16.281 Gravity Load 7.023 11.443 8.166 10.335 Wind Uplift 7.218 15.899 Gravity Load 8.707 12.977 5.620 9.390 δ = Span/180 5.317 δ = Span/180 6.68 4.00 7.979 4.166 8.992 8.619 11.116 9.148 9.624 10.765 7.101 4.154 21.645 12.230 5.376 23.895 11.83 2.839 12.159 11.086 δ = Span/180 5.701 9.129 20.007 20.63 3.785 15.742 8.260 14.512 19.775 9.799 4.461 12.194 11.930 10.314 29.244 10.858 8.981 19.015 7.010 6.284 9.507 17.791 15.239 19.250 17.178 23.313 13.234 14.516 9.908 10.022 17.416 18.102 10.584 12.167 8.986 8.829 13.387 9.855 8.781 8.047 21.956 21.804 12.390 8.427 11.664 8.004 10.360 13.059 7.282 8.191 13.010 15.437 6.764 16.653 20.185 9.559 6.87 10.395 16.304 10.842 8.414 7.961 7.51 2.802 10.614 12.291 7.482 5.130 8.453 15.787 11.597 21.15 3.823 11.531 4.073 13.732 14.04 3.277 12.195 26.035 12.451 15.342 19.387 4.988 6.814 8.137 17.031 10.440 15.106 9.433 10.809 10.838 4.348 14.466 8.747 5.357 8.014 16.963 14.144 15.888 13.743 14.710 22.270 23.404 14.365 16.828 9.779 13.110 Wind Uplift 6.506 10.056 12.798 15.985 9.610 16.011 6.698 16.851 11.541 8.495 9.249 15.095 8.766 11.137 12.625 15.018 14.775 12.929 22.877 10.959 13.442 δ = Span/180 4.919 10.969 11.168 17.312 12.904 10.203 5.536 11.714 22.085 7.969 12.879 9.970 5.735 8.253 15.885 12.906 6.428 15.762 Wind Uplift 6.569 14.973 6.16 4.603 12.569 15.946 6.456 19.904 7.227 9.464 7.608 11.015 6.630 13.456 7.44 3.633 8.543 19.504 18.675 14.813 5.512 FOR GENERAL NOTES SEE PAGE 56 64 Z/ 12 51 7 Gravity Load Z/ 12 51 5 Self Weight 4.687 14.27 3.261 13.466 18.186 9.571 5.854 15.076 8.657 16.374 δ = Span/180 3.406 9.723 15.124 13.283 15.76 4.126 11.221 11.740 10.458 17.149 12.744 4.055 11.239 12.006 23.796 8.015 11.698 18.816 11.761 17.50 7.001 21.143 12.20 3.507 11.50 3.232 10.446 8.609 14.159 11.153 Gravity Load 8.537 14.732 9.853 9.556 13.027 14.003 10.640 15.577 16.494 12.195 7.647 12.95 3.914 12.104 27.134 14.617 13.538 9.080 9.353 15.269 Gravity Load 8.923 6.185 11.925 12.00 6.836 14.901 9.421 15.927 7.406 14.283 11.812 Wind Uplift 8.023 14.546 15.287 7.50 Z/ 12 52 0 Z/ 14 01 3 Z/ 14 01 4 Z/ 14 01 5 Z/ 14 01 7 Z/ 14 02 0 Z/ 15 51 3 Z/ 15 51 4 Z/ 15 51 5 Z/ 15 51 7 Z/ 15 52 0 Z/ 17 01 3 Z/ 17 01 4 Z/ 17 01 5 Z/ 17 01 7 Z/ 17 02 0 Z/ 18 51 3 Z/ 18 51 4 Z/ 18 51 5 Z/ 18 51 7 Z/ 18 52 0 2.300 7.588 7.567 13.447 7.049 10.40 3.492 13.846 15.378 10.327 12.802 14.205 11.953 6.998 19.526 13.56 4.442 9.195 10.775 δ = Span/180 3.947 17.881 5.171 5.394 4.239 17.617 12.846 15.525 15.50 Z/ 12 51 4 Span (m) Section No Z/ 12 51 3 ZED SLEEVED PURLINS – ULTIMATE LOAD CAPACITIES IN kN 8.451 9.781 19.00 5.058 19.048 15.168 17.799 12.854 Gravity Load 9.150 11.245 17.186 5.890 23.871 10.510 11.913 14.752 18.193 9.919 10.911 15.671 14.708 9.385 11.203 17.598 9.844 17.408 12.566 10.96 4.691 19.519 14.699 10.307 8.304 10.292 10.347 17.543 19.858 14.322 16.381 9.932 19.308 26.791 7.651 23.492 12.158 16.16 2.045 6.643 14.144 8.426 10.463 12.401 Wind Uplift 7.241 4.28 3.5.956 15.848 10.165 10.492 12.329 11.078 17.006 10.619 10.403 5.551 7.269 9.004 9.764 6.264 9.411 25.244 3.323 17.329 12.106 21. 044 19.36 Z/ 14 0 .934 12.281 15.780 25.475 7.690 18.387 10.508 16.674 11.511 26.195 9.566 17.16 3.881 21.941 16.235 28.052 19.50 Gravity Load 6. (End Bay) 17.040 7.929 22.918 9.264 12.963 18.507 27.311 18.63 4.340 12.179 35.461 17.33 Z/ 15 5 .411 15.00 8.949 14.453 13.195 15.387 22.023 18.783 16.159 22.399 33.567 20.17 13 Z/ 20 01 4 3.910 14.442 11.401 18.823 9.369 13.004 22.444 23.923 31.195 9.854 16.218 17.419 10.088 12.251 11.548 11.365 10.066 Gravity Load 7.449 Wind Uplift 9.575 10.411 10.900 21.838 5.749 41.728 17.010 19.076 10.477 33.738 11.586 9.729 20.754 18.40 4.20 14 Z/ 20 0 .634 8.928 Wind Uplift 10.146 16.252 14.673 8.946 7.789 14.554 13.014 11.907 21.048 14.086 19.218 14.805 13.331 21.870 12.706 17.360 16.687 40.20 15 Z/ 17 0 .010 8.227 11.083 23.020 13.342 10.910 16.20 15 Z/ 20 0 .300 7.814 12.789 9.456 10.680 20.161 9.614 7.50 7.962 11.174 13.706 13.361 31.575 14.783 13.792 32.703 15.485 13.076 10.543 28.937 18.664 11.283 14.208 18.711 22.285 δ = Span/180 8.517 14.492 18.320 15.211 15.837 10.326 21.863 38.10 5.962 12.133 18.647 12.944 16.604 18.988 13.942 23.755 δ = Span/180 5.569 12.536 δ = Span/180 5.130 28.388 10.698 13.20 14 Z/ 18 5 .851 22.20 14 Z/ 20 01 5 3.912 25.004 Gravity Load 6.696 9.679 14.923 14.50 Gravity Load 16.446 9.00 9.20 15 Z/ 20 02 5 6.202 13.754 18.342 12.641 12.648 10.483 18.127 18.941 16.896 12.231 11.488 6.881 11.204 23.276 21.35 System 4.526 16.264 12.956 11.792 32.338 25.517 15.826 11.083 5.682 14.044 18.20 15 Z/ 18 5 .467 Wind Uplift 11.250 22.060 13.370 15.461 17.50 11.277 46.332 18.073 13.862 23.117 15.989 7.652 16.485 13.846 25.143 19.989 12.435 11.736 15.984 15.048 21.396 18.16 4.746 13.040 Wind Uplift 9.561 13.779 Wind Uplift 9.515 19.913 17.005 11.789 14.603 18.495 12.922 8.021 16.767 11.051 11.20 14 Z/ 17 0 .826 13.633 18.996 15.678 29.757 16.259 21.011 23.36 5.939 16.142 23.867 18.511 26.844 10.560 26.638 21.667 19.40 3.616 14.403 15.646 17.315 23.422 32.495 16.774 20.907 21.765 10.527 15.010 8.145 11.780 10.343 14.513 Wind Uplift 12.941 17.758 10.429 12.348 14.639 27.50 10.985 16.126 14.387 18.205 11.528 11.510 14.281 15.00 10.87 4.007 Gravity Load 15.307 8.633 18.835 15.970 5.250 23.283 14.277 20.595 8.426 21.150 13.442 12.176 18.00 Swt.072 10.084 14.163 10.604 21.655 15.015 δ = Span/180 9.283 13.068 12.729 12.793 10.136 15.302 16.869 15.989 12.776 21.928 12.607 19.508 24.914 12.767 14.767 11.550 11.63 4.004 22.858 13.687 14.058 19.522 18.104 27.456 9.565 14.095 δ = Span/180 4.Z/ 15 5 .465 17.720 10.421 17.044 14.005 11.166 27.019 16.020 13.449 6.783 13.468 13.249 13.667 15.107 17.153 13.055 28.286 13.664 10.858 24.895 14.463 17.671 14.735 13.764 6.739 17.371 13.320 15.913 18.221 37.502 23.17 13 Z/ 20 02 0 5.715 13.17 13 Z/ 20 0 .588 22.289 25.823 8.583 δ = Span/180 5.023 18.227 11.309 12.237 Wind Uplift 13.644 16.909 19.814 14.186 14.768 28.459 14.759 δ = Span/180 12.340 12.770 10.508 11.946 8.069 19.085 19.986 17.115 22.626 10.516 12.924 22.602 11.126 15.17 13 Z/ 18 5 .674 20.440 19.239 7.136 15.740 20.403 Wind Uplift 8.167 11.342 7.166 27.596 12.467 11.927 δ = Span/180 6.506 Gravity Load 13.116 13.87 4.981 19.443 16.305 22.451 17.076 Gravity Load 7.444 13.403 7.10 Span (m) Z/ 20 01 3 3.20 15 Z/ 20 01 7 4.608 15.783 16.406 18.953 13.17 13 Z/ 17 0 .272 15.950 20.992 12.175 15.453 13.565 18.891 5.187 14.239 16.615 23.714 22.585 17.477 14.783 16.780 9.315 20.090 30.516 12.510 15.477 26.586 8.646 15.667 10.791 9.546 16.933 22.860 15.134 26.120 17.143 11.166 27.310 8.128 11.687 32.838 6.192 25.595 8.226 10.76 4.848 21.286 15.830 15.205 22.96 4.814 8.715 15.763 9.60 3.10 Z/ 14 0 .166 27.881 27.184 21.460 Gravity Load 12.840 19.668 15.185 18.755 23.839 17.770 7.245 13.466 18.910 6.252 14.938 7.553 20.072 10.928 7.796 12.517 14.770 17.479 20.56 4.614 Wind Uplift 9.200 10.224 6.642 15.648 12.604 21.962 11.952 15.585 15.895 15.313 11.827 13.742 13.992 11.027 14.185 18.16 4.20 14 Z/ 15 5 .230 18.785 15.804 24.245 17.538 25.549 δ = Span/180 6.224 20.774 13.161 FOR GENERAL NOTES SEE PAGE 56 65 ULTIMA UL TIMATE TE LO LOAD AD CA CAPA PACITIES CITIES ZED HEAVY END BAY PURLINS – ULTIMATE LOAD CAPACITIES IN kN .347 17.672 14.175 25.229 8.458 34.668 15.670 19.508 13.317 9.86 Z/ 14 0 .755 Gravity Load 11.796 10.104 22.369 16. 154 5.941 8.824 6.567 10.789 9.501 Gravity Load 6.200 7.561 11.44 3.133 11.903 13.28 3.338 δ = Span/180 2.638 8.630 10.651 11.409 3.775 2.965 11.063 14.765 8.548 9.95 3.303 7.913 4.576 2.973 9.207 3.778 6.878 8.718 8.285 6.607 13.416 14.117 10.689 9.593 Wind Uplift 5.098 8.773 10.238 9.861 12.819 8.988 7.734 7.897 4.397 10.114 14.942 3.723 10.982 19.353 7.090 10.240 7.686 14.066 3.50 7.387 10.612 Gravity Load 6.270 Gravity Load 6.519 5.967 13.616 9.699 5.934 7.272 5.280 8.468 Wind Uplift 5.223 8.191 3.640 6.50 3.387 6.279 11.654 10.848 11.303 3.004 10.33 3.294 15.616 δ = Span/180 2.085 10.174 6.50 δ = Span/180 3.008 13.050 4.084 5.872 Wind Uplift 5.162 3.820 8.96 4.640 4.600 8.754 8.858 8.149 6.832 6.691 11.654 8.817 9.154 10.822 10.951 9.175 4.293 9.451 3.204 6.210 15.015 6.975 3.517 13.325 10.853 5.706 10.599 6.298 12.644 9.045 8.997 4.381 11.372 3.263 3.568 12.509 13.649 7.288 5.517 7.504 9.880 6.482 8.743 12.029 16.059 7.941 7.540 4.964 7.252 6.130 11.607 11.655 13.146 9.68 4.974 4.539 7.806 10.406 12.491 7.357 9.394 Gravity Load 6.709 8.359 8.323 10.884 4.009 14.404 16.867 6.723 12.888 6.00 5.818 13.235 4.529 18.624 14.56 4.082 7.430 .806 10.538 4.801 6.772 12.447 11.504 11.950 16.126 δ = Span/180 3.00 7.090 10.486 5.113 12.486 Wind Uplift 5.706 9.311 9.115 7.130 14.769 4.735 9.334 6.462 8.679 5.420 5.170 5.222 Wind Uplift 5.104 9.207 17.408 5.519 8.150 11.16 4.195 5.709 3.037 5.955 13.978 7.113 9.958 7.630 12.438 3.338 6.654 4.929 9.304 7.424 8.109 9.892 4.964 7.76 4.742 14.04 3.634 FOR GENERAL NOTES SEE PAGE 56 66 9.00 6.330 11.939 δ = Span/180 2.887 9.936 8.Z/ 14 02 0 Z/ 15 51 3 Z/ 15 51 4 Z/ 15 51 5 Z/ 15 51 7 Z/ 15 52 0 Z/ 17 01 3 Z/ 17 01 4 Z/ 17 01 5 Z/ 17 01 7 Z/ 17 02 0 Z/ 18 51 3 Z/ 18 51 4 Z/ 18 51 5 Z/ 18 51 7 Z/ 18 52 0 Z/ 14 01 3 2.51 2.632 3.528 10.74 Z/ 14 01 7 Z/ 12 52 0 3.991 7.753 7.319 16.958 3.655 13.212 3.820 5.365 4.996 3.89 2.893 8.705 Wind Uplift 5.581 3.775 10.677 17.607 18.470 9.572 6.517 3.784 9.206 13.423 12.738 7.579 4.893 7.717 8.63 3.719 3.40 3.786 15.731 2.036 9.726 14.834 7.667 9.804 12.987 4.244 16.710 6.318 11.704 8.878 8.533 Gravity Load 6.660 13.544 6.665 5.041 7.764 10.313 4.435 11.031 5.986 6.887 7.494 8.594 9.516 6.462 7.272 8.16 2.454 10.27 Z/ 14 01 4 Z/ 12 51 5 Z/ 12 51 4 2.760 8.698 9.011 4.464 9.112 10.429 7.50 Gravity Load 7.724 7.467 6.053 12.667 7.109 7.140 15.880 6.064 5.595 13.301 9.50 6.700 4.951 14.151 7.378 7.268 8.934 5.228 5.427 6.701 7.11 3.286 10.277 3.147 16.924 7.758 22.490 8.020 4.756 5.052 6.568 18.524 10.283 4.176 7.568 6.598 8.195 4.851 10.084 8.498 8.594 8.078 6.70 4.835 12.604 10.187 20.210 4.911 11.879 8.129 9.20 3.326 5.655 14.712 12.669 8.042 9.370 3.405 9.161 12.242 δ = Span/180 2.941 5.83 Z/ 14 01 5 Z/ 12 51 7 3.630 3.049 7.974 3.005 13.722 10.304 6.353 5.081 8.711 3.89 3.203 8.152 3.570 4.180 7.792 6.565 8.962 Gravity Load 7.970 6.781 2.143 4.584 7.736 11.855 6.617 10.795 7.87 Span (m) Section No Z/ 12 51 3 ZED BUTTED PURLINS – ULTIMATE LOAD CAPACITIES IN kN Self Weight 2.312 7.441 9.474 Wind Uplift 5.293 δ = Span/180 3.865 5.497 10.185 4.817 13.15 3.442 13. 391 7.805 11.071 9.623 8. BS EN 10346 is the standard code of practice for the specification of hot dipped zinc coated steel strip for cold formed sections.159 7.641 13.889 11. taking into account local environmental conditions.533 8. Eaves Beam Brackets Manufactured from Grade S275 material. Hence.145 8.984 5.829 20.457 7.557 11.268 10.592 8.742 15.244 11.533 8.045 5.557 11.412 22.044 11. Elongation: A80 = 14% All other technical delivery conditions for the coating.317 8.032 15.510 19.224 9.885 9. 1.608 15.928 19. FM 34021.228 15.803 4.272 11.880 8.954 7.394 17.822 10.510 19.040 10.934 12.527 11.845 16.313 10. Cleats Cleats manufactured from Grade DD11 steel to BS EN 1011:2008.387 12. with a minimum guaranteed yield strength of 390 N/mm2 .717 8.2 x Yield strength in accordance with the design code BS5950:Part5:1998) Since our policy is one of continuing product development.33 12.850 11.426 12.537 9.672 9.590 14.671 11. These structural parameters can be defined as follows: Yield strength: ReH = 390 N/mm2 guaranteed minimum value Tensile strength: Rm = 468 N/mm2 minimum value (i.590 14.699 13. The calculation of structural properties for the sections in this manual are in accordance with BS5950:Part5:1998 using the yield and tensile strengths as defined above. Section 1.454 19.335 17. quality and treatment as defined in BS EN 10346 are satisfied. 67 .071 7. surface finish.86 Z/ 20 01 Z/ 20 4 01 3 01 Z/ 20 Z/ 20 3.556 9.418 15.437 16.183 31.063 5.742 22.829 7. the material reference is ‘S390GD+Z275’ zinc coated steel.942 6.512 4.805 19.636 6.706 5.346 25.192 9.4.862 6.209 13.60 6.416 10.468 13.805 14. an appropriate technical description can be calculated that complies with the principles given in Table 1 of this code.e.555 14.974 9.090 7.026 6.099 4.488 18.851 6.283 20.190 16.10 Z/ 20 02 Z/ 20 7 01 5 3.317 24.173 9.305 10.299 12.644 15.788 9.365 4.2.395 4.908 10. Test data has also been analysed to confirm full compliance with the principles adopted.867 7.382 12.107 7.692 9.239 12.385 21.901 13.373 16.214 13. The Building Designer is responsible for assessing the suitability of the products for their intended application.563 11.405 6.546 20.027 13. Baseplate for bolt-on cleats Grade S275 material to BS EN 10025.410 7.218 9.35 MATERIAL SPECIFICATIONS ‘S390’ Material The majority of the sections illustrated in this manual are manufactured from ‘S390’ material. Whilst this code does not explicitly carry a standard specification for ‘S390’ material.421 5.36 5 02 0 5.729 6. and galvanised to BS EN ISO 1461. Ayrshire Metal Products (Daventry) Ltd reserve the right to revise the information shown without notification.137 23.147 10.458 5.908 17.946 14.786 26.310 ULTIMA UL TIMATE TE LO LOAD AD CA CAPA PACITIES CITIES 3.645 9.272 11.316 8.732 8.722 6.765 28.447 10.145 3.931 5. Quality Assurance BS EN ISO 9001:2008 BSI registered Firm Certificate No.537 9. Nothing in this manual represents a performance warranty with regard to durability.