CONTINENTAL STEEL PTE LTD 100 Gul Circle, Singapore Phone: (65) Facs: (65) / Website:

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1 100 Gul Circle, Singapore Phone: (65) Facs: (65) / Website: PRODUCTS HANDBOOK Structural Steel Subsidiar Companies: Continental Hardware (M) Sdn Bhd Viewforth Trading and Engineering Pte Ltd Conblast Industries Pte Ltd Januar 2000

2 CONTENTS The Compan Profile 1 Services 2 Eplanator Notes General information 5 Introduction 5 Materials 6 Manufacturing tolerances 6 Section properties 7 Dimensional units 10 Mass and force units 10 Comparison between general structural steel specifications 11 Specifications and chemical composition 11 Comparison between grades in EN 10025:1993 and BS 4360: Comparison between hot finished and cold formed hollow sections 12 Introduction 12 Specifications 12 Manufacture of hollow sections 13 Section properties 14 Structural performance 15 Compression resistance 15 Web bearing and buckling 16 Tension, shear and bending 16 Summar 16 Fire resistance 17 Eternall protected columns 17 Internall protected columns 17 Cost comparisons 18 Universal Beams and Columns General 19 Metric sizes 20 Imperial sizes 26 Castellated Beams Section sizes 41 Structural Tees Bearing Piles General 45 Metric sizes 46 Imperial sizes 50 General 59

3 CONTENTS Metric sizes 60 Imperial sizes 62 Hot Finished Ellipcon Sections General 65 Ellipcon sections 66 Semi Ellipcon sections 67 Super Hot Columns General 69 Product specifications 69 Chemical composition 69 Mechanical properties 70 Charp impact propert 70 Manufacturing tolerances 70 Section sizes 72 Hot Finished Hollow Sections General 75 Comparable specifications 75 Product specifications 76 Chemical composition 76 Mechanical properties 76 Tensile test 76 Charp V-notch impact test 76 Manufacturing tolerances 77 Other specifications 78 Circular sections 79 Square sections 84 Rectangular sections 88 Cold Formed Hollow Sections General 91 Comparable specifications 91 Product specifications 92 Chemical composition 92 Mechanical properties 92 Tensile test 92 Charp V-notch impact test 92 Manufacturing tolerances 93 Other specifications 93 Circular sections 94 Square sections 97

4 CONTENTS Channels Purlins Angles Rectangular sections 102 Tapered Flange 107 Metric sizes 107 Imperial sizes 108 Parallel Flange 109 General 111 Introduction 111 Material specifications 111 Storage and handling 112 Purlin selection tables for roofing application 112 Holing and cleating for C Purlins 114 Plain Channels 115 Lipped Channels 116 High-Tensile Galvanised C Purlins 119 High-Tensile Galvanised Z Purlins 120 Equal Angles 121 Unequal Angles 123 Bars Plates Pipes Flat Bars 125 Square Bars 127 Deformed and Round Bars 128 Product specifications 129 Main specifications 129 List of standard specifications 130 Mild Steel Plates 134 Chequered Plates 135 JIS G3452 (1988) SGP 137 BS 1387 (1985) 138 API 5L (1991) and ASTM A53 (1997) 140 Chemical composition 140 Mechanical properties 140 Section sizes 141

5 CONTENTS Steel Sheet Piles to EN (1996) General 153 Product specifications 153 Mechanical properties 153 Recommended working stresses for steel sheet piling 154 Effective life 154 Splices 154 LX & Larssen Sheet Piling 155 Dimensions and sectional properties 155 Interlocking options 155 Dimensional tolerances 156 Recommended maimum lengths for driving 156 LX & Larssen Bo Piles 156 Frodingham Straight Web Sections 157 Dimensions and sectional properties 157 Dimensional tolerances 157 Other Steel Sheet Piles Gratings Appendi PU Steel Sheet Piles 159 Mechanical properties 159 Dimensions and sectional properties 159 Interlocking options 160 Dimensional tolerances 160 Handling holes and double piles 160 KSP Steel Sheet Piles 161 Mechanical properties 161 Dimensions and sectional properties 161 Interlocking options 162 Dimensional tolerances 162 Recommended maimum lengths for driving 162 KSP Straight Web Sections 163 Mechanical properties 163 Dimensions and sectional properties 163 Dimensional tolerances 164 General 165 Sizes 165 Conversion factors 167

6 CONTENTS List of Tables Note: Section tables are not numbered and put in the list, ecept from High-Tensile Galvanised C and Z Purlins, Mild Steel Plates, Chequered Plates, API 5L (1991) and ASTM A53 (1997) pipes, Steel Sheet Piles to EN 10248:1996 and Other Steel Sheet Piles. Table 1 Comparison between general structural steel specifications 11 Table 2 Comparison between grades in EN 10025:1993 and BS 4360: Table 3 Conditions for welding cold-deformed zones and adjacent material 15 Table 4 Fire resistance: Cost comparison universal columns vs. circular hollows 18 Table 5 Fire resistance: Cost comparison universal columns vs. rectangular hollows _ 18 Table 6 Universal Beams and Columns: Standard specifications 19 Table 7 Structural Tees: Standard specifications 45 Table 8 Bearing Piles: Standard specifications 59 Table 9 Super Hot Columns: Chemical composition 69 Table 10 Super Hot Columns: Mechanical properties 70 Table 11 Super Hot Columns: Charp impact properties 70 Table 12 Super Hot Columns: Tolerances on outside corner radius 70 Table 13 Super Hot Columns: Other tolerances 71 Table 14 Hot Finished Hollow Sections: Comparable specifications 75 Table 15 Hot Finished Hollow Sections: Mechanical properties 76 Table 16 Hot Finished Hollow Sections: Manufacturing tolerances 77 Table 17 Cold Formed Hollow Sections: Comparable specifications 91 Table 18 Cold Formed Hollow Sections: Mechanical properties 92 Table 19 Cold Formed Hollow Sections: Manufacturing tolerances 93 Table 20 Purlins: Material specifications and tolerances 111 Table 21 Purlins: Tolerances on length and thickness 112 Table 22 High-Tensile Galvanised Purlins: Mechanical properties/tolerances 112 Table 23 High-Tensile Galvanised Purlins: Purlin selection table Table 24 High-Tensile Galvanised Purlins: Purlin selection table Table 25 High-Tensile Galvanised Purlins: Cleat holes position 114 Table 26 High-Tensile Galvanised C-Purlins: Section sizes 119 Table 27 High-Tensile Galvanised Z-Purlins: Section sizes 120 Table 28 Plates: List of standards specifications 133 Table 29 Plates: Sizes of Mild Steel Plates 135 Table 30 Plates: Sizes of Chequered Plates 135 Table 31 API 5L and ASTM A53 Pipes: Chemical composition 140 Table 32 API 5L and ASTM A53 Pipes: Mechanical properties 140 Table 33 API 5L and ASTM A53pipes: Section sizes 151 Table 34 Steel Sheet Piles to EN (1996): Mechanical properties 153 Table 35 Steel Sheet Piles to EN (1996): Recommended working stresses 154 Table 36 LX & Larssen Sheet Piling: Section sizes and properties 155 Table 37 LX & Larssen Sheet Piling: Interlocking options 155 Table 38 LX & Larssen Sheet Piling: Dimensional tolerances 156 Table 39 LX & Larssen Sheet Piling: Recommended maimum lengths for driving 156 Table 40 Frodingham Straight Web Sections: Section sizes 157 Table 41 Frodingham Straight Web Sections: Dimensional tolerances 157 Table 42 PU Steel Sheet Piles: Section sizes 159 Table 43 PU Steel Sheet Piles: Interlocking options 160 Table 44 PU Steel Sheet Piles: Dimensional tolerances 160

7 CONTENTS Table 45 KSP Steel Sheet Piles: Mechanical properties 161 Table 46 KSP Steel Sheet Piles: Section sizes and properties 161 Table 47 KSP Steel Sheet Piles: Interlocking options 162 Table 48 KSP Steel Sheet Piles: Dimensional tolerances 162 Table 49 KSP Straight Web Sections: Mechanical properties 163 Table 50 KSP Straight Web Sections: Section sizes and properties 163 Table 51 KSP Straight Web Sections: Interlocking strength 163 Table 52 KSP Straight Web Sections: Dimensional tolerances 164 Table 53 Gratings: Sizes 165 List of Figures Note: Drawings from section tables are not numbered and put in this list, ecept from High-Tensile Galvanised C and Z Purlins, Mild Steel Plates, Chequered Plates, API 5L (1991) and ASTM A53 (1997) pipes, Steel Sheet Piles to EN 10248:1996 and Other Steel Sheet Piles. Figure 1 Effect of cold working on material properties for cold formed hollow sections _ 14 Figure 2 Comparison of corner radius of hot finished and cold formed hollow sections _ 14 Figure 3 Compression/Slenderness curves for columns 16 Figure 4 Universal Beams and Columns: Section shapes 19 Figure 5 Structural Tees: Section shapes 45 Figure 6 Bearing Piles: Section shape 59 Figure 7 Twist of square or rectangular hollow sections 78 Figure 8 How to measure cross-sectional dimensions of hollow sections 78 Figure 9 C and Z Purlins 111 Figure 10 Holing and cleats for C purlins 114 Figure 11 Cleat hole size for SC 150 and SC 200 series 114 Figure 12 Hole positioning for cleats with 8mm thickness 114 Figure 13 LX & Larssen sheet piling: Dimensions 155 Figure 14 LX & Larssen bo pile 156 Figure 15 Frodingham Straight Web Sections: Dimensions 157 Figure 16 PU Steel Sheet Piles: Dimensions 159 Figure 17 KSP Steel Sheet Piles: Dimensions 161 Figure 18 KSP Straight Web Sections: Dimensions 163 Figure 19 Gratings: Dimensions 165

8 THE COMPANY The Compan 1 Profile Being one of the biggest premier steel suppliers throughout the region, Continental Steel has the first full covered multi-store warehouse that occupies a floor area of 350,000 sq. ft. The warehouse has facilities that allows for the following services: a) Rust protected storage b) Larger stockholding capacit that can accommodate 150,000 tons of material c) 16 heav-dut over-head cranes remotel controlled, some of which are magnetic d) Abilit to service 12 container trucks at an one time e) Advanced handling sstem ensures quick deliver and turn around time f) Conducive working environment for more productive workforce in rain or shine g) Abilit to operate 24hr shifts to meet etra large quantit deadlines. Continental Steel Pte Ltd is a CIDB registered supplier in the L5 categor for all structural steel. Apart from being the supplier of a comprehensive range of qualit steel sections, Continental Steel aims to etend its commitment to customers b enhancing its services and adding new facilities. A dedicated team is tasked to provide technical support so as to advise the proper usage of steel and assist customers in using the products to its best advantage.

9 THE COMPANY 2 Services Technical support With a new team of highl qualified engineers we can advise our customers on the correct use of structural steel and provide help on the structural design. Shearing of steel plates Shearing facilit that sizes steel plates up to 20mm thickness Auto Cut and Bend operations Tons of on-site work can be avoided with the availabilit of the cut and bend operation. Through our subsidiar compan, Viewforth Trading and Engineering (an HDB approved cut and bender), Continental Steel is able to serve the prefabrication needs of the construction industr. Sawing machines Our sawing machines can accuratel saw beams and columns of up to a section height of 40 inches satisfing specifications to world recognised standards. Auto shot blasting and painting For better steel finishes and protection, the full automatic shot blasting machines attend to the steel treatment needs with the provision of in-house painting.

10 THE COMPANY 3 Full computerised administrative sstem Computer networks that ensure quicker and more efficient administration full support the office procedures from quotations to deliver. Galvanising Hot dip galvanising provides the permanent good appearance and freedom from maintenance that ensures long service life. In house deliver service Having a highl motivated team of deliver staff and efficient transportation services, just in time requirements can be achieved. As one of the leading steel suppliers, Continental Steel has set up an industrial standard in the region. The compan also has the capabilit of providing steels to the eact specified requirements for different needs.

11 THE COMPANY 4

12 EXPLANATORY NOTES Eplanator Notes 5 General information All weights and measures shown on invoices will be governed b standards of the respective specifications so offered. Care has been taken to ensure that all data and information herein are factual and that numerical values are accurate. To the best of our knowledge, all information contained in this handbook is accurate at the time of publication. Continental Steel Pte Ltd assumes no responsibilit for errors in or misinterpretation of the information contained in this handbook or in its use. Introduction To serve the increasing demands for more section tpes and to create the awareness on the proper use of steel, we have come up with a new product catalogue. The new handbook has a more comprehensive range of products and useful technical information, and it also functions as a design reference for the consultants and a product catalogue for our customers. To help our customers to proper design and use of steel we have also etended the business b offering our customers technical support from our team of Structural Engineers. The catalogue contains up-to-date materials standards specifications. Note that new European standards supersede most of the old British Standards, see sections Materials and Manufacturing tolerances under this chapter, and the design guide BS 5950 substitutes BS 449. The content list of our new catalogue shows that we have increased the range of section tpes and sizes. This is to give our customers a bigger choice when selecting material and more room for imagination, innovation and fleibilit when designing and planning for new structures. With more sections to choose from, the designers will have opportunities to make better and more cost efficient designs, b selecting the section size closest to that required. Some of the new section tpes we have added to our product list are: Structural Tees Hot Finished Ellipcon Sections, elliptical and semi elliptical Super Hot Columns Parallel Flange Channels High-Tensile Galvanised C and Z Purlins. The new catalogue also contains a comparison between hot finished and cold formed hollow sections. We included this because substitution of cold formed sections for hot finished sections are ver common in this region, but not everbod knows the differences between the two section tpes. The first few pages of the catalogue give a short resume of the compan profile and the services we provide. The summar shows that we have etended our business b adding more value to the steel we suppl to our customers. Our steel suppliers are mills with third part certifications, such as ISO, CARES and/or Llod s.

13 EXPLANATORY NOTES 6 Materials The structural components referred to in this handbook are mainl of the following specifications: EN (1993): "Hot rolled products of non-allo structural steels" EN (1993/1997): Flat products made of steels for pressure purposes + EN Part1 (1993): "Structural steel equal and unequal leg angles - Dimensions" # EN (1993): "Hot rolled products in weldable fine grain structural steels" EN (1995/1996): Plates and wide flats made of high ield strength structural steels in the quenched and tempered or precipitation hardened conditions EN (1995/1996): Hot-rolled flat products made of high ield strength steels for cold forming # EN Part 1 (1994): "Hot finished structural hollow sections of non-allo and fine grain structural steels" EN Part 1 (1997): "Cold formed welded structural hollow sections of non-allo and fine grain steels" SS104 (1996): "Cold formed steel sections for general structures" Some of the standards mentioned above are new European standards superseding the old British Standards BS 4360: Weldable structural steels (1986) and BS 6363: Welded cold formed steel structural hollow sections (1983). Material to other specifications such as ASTM, AS and JIS can also be supplied. Manufacturing tolerances The dimensions, mass and tolerances of the sections are generall as listed in the following standards: BS 4 -Part 1 (1993): "Structural Steel Sections" for hot rolled universal beams and columns and tees cut therefrom, channels, bearing piles and rolled tees # EN (1991): Specifications for tolerances on dimensions, shape and mass for hot rolled steel plates 3mm thick or above EN (1993): Structural steel I and H sections - Tolerances on shape and dimensions EN (1992): Continuousl hot-rolled uncoated plate, sheet and strip of non-allo and allo steels - Tolerances on dimensions and shape EN Part 2 (1993): "Structural steel equal and unequal leg angles -Tolerances on shape and dimensions #+ EN Part 2 (1997): "Hot finished structural hollow sections of non-allo and fine grain structural steels" EN Part 2 (1997): "Cold formed welded structural hollow sections of non-allo and fine grain steels" SS104 (1996): "Cold formed steel sections for general structures" for lipped channels Some of the standards mentioned above are new European standards superseding the old British Standards BS Part 2: Hot-rolled structural steel sections Hotfinished hollow sections (1991) and BS 6363: Welded cold formed steel structural hollow sections (1983). Material to other specifications such as ASTM, AS and JIS can also be supplied. # Standards superseding parts of BS / Standards superseding parts of BS /1980/1991.

14 EXPLANATORY NOTES 7 In structural design and construction there are a lot of details to remember. For eample, when buing steel beams, columns, bars, plates and pipes, be sure to bu the correct section tpe, size and grade. If the specified section is not available, check with the designer before an changes to the structure are made. For eample, a parallel flange channel can not be substituted with a plain channel without reference to the design engineer. This is because the sections are different both in size and material, the plain channel is cold formed while the parallel flange channel is hot formed, and the have different sectional properties. In the section Comparison between hot finished and cold formed hollow sections we have eplained the differences between the two sections, and wh cold formed sections can not be used to substitute hot finished sections without rechecking the capacit. Section properties The followings are taken from EN (1997), EN (1997) and BS5950 Volume 1 Design Guide, 5 th edition 1997 Corner radius ( r ) For hollow sections the corner radius are taken from EN and EN 10219, for hot finished hollow sections and cold formed hollow sections respectivel. For hot finished square and rectangular hollow sections: Nominal eternal corner radius for calculation is r o =1.5T Nominal internal corner radius for calculation is r i =1.0T For cold formed square and rectangular hollow sections: Nominal eternal corner radius for calculation is For thickness T 6mm: r o =2.0T For thickness 6mm < T 10mm: r o =2.5T For thickness T > 10mm: r o =3.0T Nominal internal corner radius for calculation is For thickness T 6mm: r i =1.0T For thickness 6mm < T 10mm: r i =1.5T For thickness T > 10mm: r i =2.0T For other section tpes the manufacturers are using rules from various standard specifications, which will take too much space to include in this handbook. Refer to the respective countr s standards. Second moment of area ( I ) The second moment of area of the section, often referred to as moment of inertia, has been calculated based on first principal, b taking into account all tapers, radii and fillets of the sections.

15 EXPLANATORY NOTES 8 Radius of gration ( r ) The radius of gration is a parameter used in buckling calculation and is derived as follows: I r = A 1 2 where A is the cross-sectional area and I is the second moment of area. For castellated sections, the radius of gration given is calculated at the net section as required in design to BS 5950: Part 1. Elastic Modulus ( Z ) The elastic modulus is used to calculate the moment capacit based on the design strength of the section or the stress at the etreme fibre of the section from a known moment. It is derived as follows: I Z = where is the distance to the etreme fibre of the section from the elastic neutral ais and I is the second moment of area. For castellated sections the elastic modulus given are those at the net section. For channels the modulus about the minor ais (-) is given at the toe of the section. For angles the elastic modulus about both aes are given at the toes of the section. Plastic Modulus ( S ) The plastic modulus is calculated based on the first principal, b taking moment about the equal area ais. Onl the full plastic modulus (S) is given in the tables. When a member is subject to both aial load and bending, the plastic modulus must be reduced to take account of the reduction in plastic moment of resistance. The details for the reduction are given in BS Buckling parameter ( u ) and torsional inde ( ) The buckling parameter and torsional inde used in buckling calculations are derived as follows: For bi-smmetric flanged sections and flanged sections smmetrical about the minor ais onl: 4S u = A γ h 2 X = h A J 1 2

16 EXPLANATORY NOTES 9 For flanged sections smmetric about the major ais onl: 2 I S X γ u = 2 A H A H = I J where S = is the plastic modulus about the major ais γ I I A h H J = 1 I I = is the second moment of area about the major ais = is the second moment of area about the minor ais = is the cross-sectional area = is the distance between the shear centres of flanges (for T sections, h is the distance between shear centre of the flange and the toe of the web) = is the warping constant = is the torsion constant Warping constant ( H ) For Tee sections cut from UB and UC sections, the warping constant (H) has been derived as given below T 3 H = T B + d t T, B, D, d, t and r are given in the section tables (r is the corner radius). Because this value is ver small, it is not tabulated. The warping constants (H) for I, H and channel sections are calculated using the formulae given in the SCI publication (P057) Design of Members Subject to Combined Bending and Torsion. Torsion constant ( J ) For Tee sections cut from UB and UC sections, the torsion constant (J) has been derived as given below J = B T + ( d T) t + α 1D T t 3 3 where t r t r t α 1 = T T T T D 1 = 2 [( T + r) + ( r t ) t] [ 2r + T ] T, B, D, d, t and r are given in the section tables (r is the corner radius). The torsion constants (J) for I, H and channel sections are calculated using the formulae given in the SCI publication (P057) Design of Members Subject to Combined Bending and Torsion. 2 2

17 EXPLANATORY NOTES 10 For circular hollow sections: J = 2 I For square and rectangular hollow sections: 3 t h J = + 2 ka 3 h where I = second moment of area t = is the thickness of section h = is the mean perimeter = 2[ ( B t) + ( D t) ] 2R c ( 4 π ) A h = is the area enclosed b mean perimeter = ( B t)( D t) R 2 c ( 4 π ) k = 2 A t h h B = is the breadth of section D = is the depth of section R c = is the average of internal and eternal corner radii T, B, D, d, t and r are given in the section tables (r is the corner radius). Torsion modulus constant ( C ) For circular hollow sections: C = 2 Z where Z is the elastic modulus. For square and rectangular hollow sections: J C = k t + t Dimensional units The dimensions of sections are given in millimetres (mm) and the calculated properties (centroidal distances, cross-sectional areas, radii of gration, moments of inertia, elastic and plastic modulus) are given in centimetre (cm) units. Surface areas are in square centimetres (cm 2 ). Some of the sections have imperial sizes but the dimensions and sectional properties for these sections are given in the metric sstem. Mass and force units The units for force, mass and acceleration are those of the Ssteme International (SI). The are the Newton (N), the kilogram (kg) and the metre per second per second (m/s 2 ) so that 1N=1kg1m/s 2. The acceleration due to gravit varies slightl from place to place and for convenience a "standard" value of m/s 2 has become generall accepted in structural engineering. With this convention, the force eerted b a mass of 1kg under the action of gravit is the "technical unit" of N. In the same wa kilonewtons is the force eerted b a mass of 1 tonne (1000kg) under gravit and 1kN the force from a mass of tonne.

18 EXPLANATORY NOTES 11 Comparison between general structural steel specifications Specifications and chemical composition The following specifications are normall readil available, but offers depend upon acceptance of full specification details or specifications not listed below. Qualit Grade Min. Yield strength Min. Tensile strength Chemical composition (%, ma.) N/mm 2 kg/mm 2 N/mm 2 kg/mm 2 C Si Mn P S Nb BS A /580 44/ (1986) 50B /640 50/ /0.10 EN S275J /560 42/ (1993) S355J /630 50/ EN S275N /510 38/ / (1993) S355N /630 48/ / ASTM A36 (1996) ASTM A283 (1993) ASTM A572 (1992) /550 41/ Grade D /550 42/ JIS G 3101 SS /510 41/ (1995) SS /610 50/ JIS G 3106 SM 400B /510 41/ / (1995) SM 490B /610 50/ JIS G 3136 SN 400B /510 41/ / (1994) SN 490B /610 50/ Notes: For BS, EN and JIS the values are for sections with thickness less than 16mm. Table 1 Comparison between general structural steel specifications Comparison between grades in EN 10025:1993 and BS 4360:1986 The table under shows a comparison of mechanical properties for EN 10025:1993 steel grades and BS 4360:1986 steel grades. EN 10025:1993 BS 4360:1986 Both Grade Min. Yield Min. Tensile Grade Min. Yield Min. Tensile Impact energ strength Strength Strength strength Nom. 16mm 16<t 40 <3mm 3 t mm 16<t mm Thickness N/mm 2 N/mm 2 N/mm 2 N/mm 2 N/mm 2 N/mm 2 N/mm 2 Temp. 100mm S / /560 43A / S275JR / /560 43B / J S275J / /560 43C / J S275J2G / /560 43D / J S / /630 50A / S355JR / /630 50B / J S355J / /630 50C / J S355J2G / /630 50D / J Notes: For impact energ the maimum thickness of EN sections is t 150mm. Table 2 Comparison between grades in EN 10025:1993 and BS 4360:1986

19 EXPLANATORY NOTES 12 Comparison between hot finished and cold formed hollow sections Introduction The objectives of the comparison are to gain an understanding on the differences between hot and cold formed sections, and subsequentl, correct applications of the sections. Hot finished hollow sections have been successfull used in primar structures for man ears, but there is et little eperience with the use of cold formed sections. Cold formed products differ from the hot finished in man respects. Therefore, their use in primar structures must be approached with caution. Specifications Thin walled cold formed open sections have been used in construction as secondar members, such as purlins, for a long time. However, there is a growing trend of manufacturing thicker walled cold formed hollow sections and the temptation to introduce them into primar structures. Cold formed hollow sections produced to EN are suitable for structural use. However, the should not be used as a direct substitute for hot finished hollow sections without reconsideration of the design capacit. With the implementation of the European Standard for cold formed structural hollow sections - EN there eists a situation of identical grade designations for the majorit of the common strength grades used in both the hot finished (EN 10210) and cold formed (EN 10219) standards. For instance, sections with ield strength of 275 N/mm 2 and Charp impact strength of 27 Joules at -20 degrees will have a grade designation of S275J2H in both standards. Common designation can lead to direct substitution and interchanging of the sections. Since cold formed sections generall are weaker than hot finished sections it is essential that products are specified accuratel. If a full designation of the steel is given to include both the standard number and the grade/qualit of the steel, substitution of cold for hot finished sections can be prevented. For eample, a hollow section of ield strength 275N/mm 2 and a Charp impact strength of 27 Joules at -20 degrees should be designated as EN S275J2H for hot finished and EN S275J2H for cold formed sections. The BS 5950 Part 1 (1997) are currentl being amended, and with the increasing tendenc of using cold formed hollow sections in primar structures these sections will probabl be included in the new edition. The design rules are not ver different from those for hot finished sections, but there are some things a designer has to know and take into consideration. For eample, the corner radiuses, section properties, ductilit, corner cracking and welding. The differences between the two section tpes in production, behaviour and design are investigated in this chapter. Hot finished structural hollow sections of non-allo and fine grain steels EN (1994): Technical deliver requirements EN (1997): Tolerances, dimensions and sectional properties BS : Structural use of steel works in building - Code of practice for design of rolled and welded sections*. *Subject to changes. New BS 5950 Part 1, 1999/2000 (6 th edition).

20 EXPLANATORY NOTES 13 Cold formed welded structural hollow sections of non-allo and fine grain steels EN (1997): Technical deliver requirements EN (1997): Tolerances, dimensions and sectional properties BS : Structural use of steel works in building - Code of practice for design of rolled and welded sections*. *Subject to changes. Design of cold formed hollow sections for primar structures will be included in the new BS 5950 Part 1, 1999/2000 (6 th edition). Manufacture of hollow sections Hot finished hollow sections The manufacture of hot hollow sections involves a number of processes and cold forming ma be used initiall. However, the hot finished product is characterised b the final forming operation, which is alwas being carried out in the austenitic state (i.e. above 920 degrees). As a result, the forming operations do not affect the phsical properties of the final product, which are uniform around the complete peripher, including the seam weld in continuousl welded sections. Cold formed hollow sections The phsical properties of the cold formed sections are significantl affected b the method used in producing the strip, section forming processes and the final shape and dimensions of the resulting section. The strip used for the cold formed sections ma be hot or cold rolled. Plastic deformation and straining occur during the cold forming operations mentioned below: 1) uncoiling of strips 2) strip flattening 3) forming into a round section 4) welding of round sections 5) circular sections formed into square or rectangle 6) straightening of the curved walls and corners formed Note: Square or rectangular hollow sections are not necessaril formed from round sections, some manufacturers form the square or rectangle directl from strip. Cold forming is known to increase the ield and tensile strength of the materials due to cold working or strain hardening (see Figure 1). However, as the strength increases, ductilit decreases. And the process ma result in a section in which the strength and ductilit var considerabl around the peripher. For eample, a test specimen from the flat face of the cold formed section will onl indicate the conditions appling to that face. There are also differences in the mechanical propert transverse and longitudinall on the section. Thus, cold formed sections must be used with caution and proper design, especiall in the use for primar structures. There should be restrictions for the welding of cold formed sections. The corners of these sections are subjected to high residual stress due to cold working. Welding further induces the residual stress at the corners because of high local heating. Corner cracking occurs when the ield stress of these cold formed sections is eceeded b the residual stress built up at the corners.

21 EXPLANATORY NOTES 14 Stress Increase of ield stress due to strain hardening Yield point after cold working Ultimate strength Fracture Initial loading Further loading after cold working Loss of ductilit due to cold working Ductilit after cold working Strain Figure 1 Effect of cold working on material properties for cold formed hollow sections Section properties Cold formed rectangular and square hollow sections have rounder corners than the hot finished sections. This is to avoid corner cracking from occurring during the forming of cold formed sections, because of too sharp corner radius or too thick sections. However, the larger or rounder the corner radius, the smaller are the cross sectional area, moment of inertia, section modulus and radius of gration, etc. for a given size of section compared with a similar hot finished section. Larger corner radii can make fabrication difficult and require additional weld metal or profiling to produce the right fitup. This is a problem particularl when connecting one section to the face of another section of similar size (see Figure 2), and can also add to fabrication costs. The tight corner radii of hot finished sections provide good preparation for welding, especiall where members of the same width are to be welded together. The larger corner radii of cold formed sections will require additional weld metal or additional profiling to produce the required fit-up; both add to fabrication costs, especiall where members of the same width are to be welded together. Figure 2 Comparison of corner radius of hot finished and cold formed hollow sections

22 EXPLANATORY NOTES 15 Structural performance For cold formed sections in tension, the variation of strength around the section could lead to local over-stressing, which together with the reduced ductilit in cold formed sections could reduce the capabilit of the sections to redistribute loads. As local stress redistribution often occurs even in elastic design, the maimum value of ield/tensile strength ratio should not eceed 80%. This limitation is incorporated in some standards (etract from Hot formed RHS winning on points from British Steel). The ductilit and Charp impact toughness for sections to EN are equivalent to hot finished hollow sections to EN For the classification of cross sections the limiting width to thickness ratio will need minor adjustments to take into account the residual stresses in the section due to cold forming and the ductilit of the material. According to Europe Code 3 (ENV :1992/A1:1994), welding of cold formed sections should not be carried out in the cold deformed zones or within the adjacent width of 5t each side, see Table 3, unless either: -the cold-deformed zones are normalised after cold-forming but before welding; -the thickness does not eceed the relevant value obtained from Table 3. Maimum thickness (mm) r/t > 25 Strain due to cold forming (%) > 2 Predominantl static loading An Generall Where fatigue predominates An Full killed Aluminium-killed steel (Al > 0.02%) An > 10 > 5 An 16 An > 3.0 > > 2.0 > > 1.5 > > 1.0 > t t 5t r Table 3 Conditions for welding cold-deformed zones and adjacent material Due to stress relief effects, cold formed hollow sections are subject to greater distortion than hot finished sections when subject to shot blasting, galvanising and welding. This can cause local buckling, corner cracking and other deformations, and will obviousl have a large impact on the capacit when used as beams and columns. Compression resistance For compression members, the design strength should be based on the ield strength of the cold finished section (as given in EN 10219) and not on that of the parent plate.

23 EXPLANATORY NOTES 16 Because of the lower sectional properties and the residual stresses caused b the manufacturing process, a lower column curve (curve C) is used for the cold formed sections compared to curve A for the hot finished sections. This results in a larger reduction of the compression strength. Figure 3 shows the column curves. "Strut" Curves 300 Compressive strength, N/mm Curve C Curve A Slenderness ratio, λ Note : Please refer to BS 5950 for design Figure 3 Compression/Slenderness curves for columns Web bearing and buckling Formulae for buckling and bearing for hot finished hollow sections can be found in the SCI Publication Design Guide to the BS 5950: Part 1; Volume 1 Section Properties and member capacities and these ma also be used for cold formed sections (etract from New Steel Construction, August/September 1998). Tension, shear and bending Cold formed members in tension, shear, bending and lateral torsional buckling ma be treated in the same wa as hot finished hollow sections (etract from New Steel Construction, August/September 1998). Summar Light gauge open cold formed sections have been widel used for secondar structures of steel-framed buildings, such as purlins. Concern is however on the use of the cold formed hollow sections for primar structures. For a cold formed hollow section of the same nominal size, thickness and grade as a hot finished hollow section, the compression capacit dependent on the slenderness, can be 34% lower than for the hot finished section. The application of the current design rules on cold formed hollow sections might lead to optimistic results, because the rounder corner radius for these sections can affect the web buckling characteristics of the section. Most design rules have restrictions on welding of cold formed sections due to the residual stresses that occurs and to avoid corner cracking.

24 EXPLANATORY NOTES 17 Fire resistance The advice is that there should not be direct substitution or interchanging of sections without a capacit checking. To avoid uncertified substitution the designers and qualit surveors have to know how to visuall differentiate cold formed and hot finished sections. A few things the should know are: Because of the cold forming process the cold formed sections have a smoother, sometimes oil surface, while the hot finished sections have a rougher surface. If the sections are blasted or painted the corner radius and weld seam will indicate if the beam/column is hot finished or cold formed. As mentioned earlier the corner radius of cold formed sections are rounder than the corner radius of hot finished sections. The seam of welded cold formed sections are alwas on one of the flat sides, with a distance from the corner, and on the same place for all members of the same bundle, but for the hot finished sections the seam can be anwhere on the crosssection. There are several options to insure the fire resistance of steel structures. While hollow sections can be protected on the inside, the outside or a combination of both, the universal columns can onl be protected on the outside. Eternall protected columns For universal columns and unfilled structural hollow sections there are a number of was to protect the columns, including casing b plasterboards, cementitious spras, intumescent coatings or pre-formed casings, such as tube-in-tube sstems. In all of these cases the fire-protected structural hollow sections will have the minimum area compared to all other similarl loaded columns in other materials. Internall protected columns Structural hollow sections have the advantage that fire protection material like water or concrete, can be filled inside the columns. It is ver simple to design a hollow section with structural grade concrete filling. First, the column is checked for room temperature loading, and then the fire resistance is checked, if required, an eternal fire protection sstem is added. This method is ver economic as it both minimises the wall thickness of the hollow section, because of the concrete, and reduces the thickness of the eternal protection sstem markedl below that of the unfilled section. With use of concrete as internal protection of a structural hollow section, eternal protection might not be necessar at all. The concrete filling will support the load when the temperature has reached the point where the load bearing capacit of the steel is under the actual forces imposed on the structure. The concrete core is designed to carr the whole of the load at the fire limit-state. Plain concrete filling is suitable for mainl aiall loaded columns, while bar reinforced concrete is required for columns with significant moments. For eternall protected columns the composite concrete filled, intumescent-coated solution gives the smallest required columns. While for the internall protected columns the bar reinforced concrete filled solution gives the smallest footprint. Among all the four solutions the composite concrete filled, intumescent-coated column gives the most economic solution.

25 EXPLANATORY NOTES 18 Cost comparisons British Steel in the United Kingdom has made a comparison between different tpes of fire protection on hollow section columns and other steel sections. The stud compared options for a tpical 7-store internal column carring a loading of 6kN/m 2 on a grid laout of 7.2 metres b 6 metres. Where possible steel of design grade S355 was used, in general, this gives the most economical solution for structural steelwork. In the case of internal protection, plain or bar reinforced concrete is assumed. In the case of eternal protection, fire resistant boards were assumed for non-circular columns, such as universal columns and rectangular/square hollow columns. Three basic design options are possible for column design of structural hollow sections, and British Steel looked at all 3 of them in this stud. Option 1: Columns are designed on a floor b floor basis or b grouping two or three stores together. The lightest steel section is selected for each column lift. This option produces the minimum weight column with sizes reducing through the height of the building. Option 2: Columns are designed as in Option 1, but have constant eternal dimensions throughout the height of the building. The column at the lowest level is designed for the least weight solution and it is the eternal dimensions of this section that are used for all other sections at higher levels. At the higher levels, the wall thickness of the hollow sections is progressivel reduced. Option 3: Columns are designed as in Option 2, but the tpe of column selected is optimised for all the columns over the height of the building rather than just the ground floor, as in Option 2. Generall this means that the ground floor column is smaller and thicker than that in Option 2, but the column serial size chosen allows the overall weight of columns to be reduced. Table 4 and Table 5 compares the costs of UC, CHS and RHS columns for various methods of fire protection. Circled solutions are most economical. CHS Columns Options Fire Protection Options Eternal Board Intumescent Paint Internal Concrete Filling Circular Hollow Sections UC Unfilled Composite Plain concrete Bar Reinforced concrete Option Option Option Table 4 Fire resistance: Cost comparison universal columns vs. circular hollows Fire Protection Options RHS Eternal Board Eternal Board Intumescent Paint Columns Options Internal Concrete Filling Rectangular Hollow Sections UC Unfilled Composite Composite Plain concrete Bar Reinforced concrete Option Option Option Table 5 Fire resistance: Cost comparison universal columns vs. rectangular hollows

26 UNIVERSAL BEAMS AND COLUMNS Universal Beams and Columns 19 General The section sizes of universal beams and columns are given in the tables on the following pages. We have split up the sections in metric and imperial sizes because the sections are rolled after different standard specifications. The tables cover I-beams, IPE- beams, H-beams and HE-beams. The difference between these beams is that the H/HE-beams have wider flange than the I/IPE-beams and therefore look more like the letter H than the letter I, see Figure 4. In our catalogue we put them all together to make it easier to make the ultimate choice. Heav Column Sections. (H/HE) Wide Flange Sections. Web height and flange width approimatel equal. (H/HE) Medium Flange Sections. (I/IPE) Narrow Flange Sections. (I/IPE) Figure 4 Universal Beams and Columns: Section shapes The standard specifications used for production of universal beams and columns in this region are listed in this table. Material Yield strength N/mm 2 Tensile strength N/mm 2 Min. Elongation Min. Charp V- L 0=5.65 S 0 notch. Temp. 20 C AS (1996) 12mm mm Grade min % 27J Grade min % 27J Grade min % 27J ASTM A36 (1996) min % - ASTM A572 (1997) Grade 42 min. 290 min % - Grade 50 min. 345 min % - Grade 60 min. 415 min % - Grade 65 min. 450 min % - ASTM A588 (1997) min. 345 min % - BS 4360 (1986) Grade 43A min % 27J Grade 50A min % 27J EN (1993) 16mm mm 3-100mm 10<t 150mm S275JR % 27J S355JR % 27J EN (1993) 16mm mm 3-100mm 10<t 150mm S275N % 27J S355N % 27J JIS 3101 (1995) 16mm mm t<100mm SS % - SS % - SS min % - JIS 3106 (1995) 16mm mm t<100mm SM400A, B % SM490A, B % - SM490YA, YB % - SM520B % Table 6 Universal Beams and Columns: Standard specifications Dimensions & Tolerances AS (1996) ASTM A6 (1997) BS 4 Part 1 (1993) EN (1993) JIS 3192 (1994)

27 20 UNIVERSAL BEAMS AND COLUMNS Universal Beams and Columns r t B D d N n Metric units Designation Depth Width Thickness Root Depth Area Ratios For Dimensions For Detailing Size Mass Of Of Radius Between Of Local Per Section Section Fillets Section Buckling End Metre Flange Web Flange Web Clearance Notch D B T t r d A b/t d/t C N n mm kg/m mm mm mm mm mm mm cm 2 mm mm mm T b C

28 21 UNIVERSAL BEAMS AND COLUMNS Metric units Designation Surface Second Radius Elastic Plastic Buckling Torsional Warping Torsional Size Unit Area Moment Of Modulus Modulus Parameter Inde Constant Constant Weight Per Of Area Gration Metre Ais Ais Ais Ais Ais Ais u H J mm kg/m m 2 cm 4 cm 4 cm cm cm 3 cm 3 cm 3 cm 3 dm 6 cm

29 22 UNIVERSAL BEAMS AND COLUMNS Universal Beams and Columns r t B D d N n Metric units Designation Depth Width Thickness Root Depth Area Ratios For Dimensions For Detailing Size Mass Of Of Radius Between Of Local Per Section Section Fillets Section Buckling End Metre Flange Web Flange Web Clearance Notch D B T t r d A b/t d/t C N n mm kg/m mm mm mm mm mm mm cm 2 mm mm mm T b C

30 23 UNIVERSAL BEAMS AND COLUMNS Metric units Designation Surface Second Radius Elastic Plastic Buckling Torsional Warping Torsional Size Unit Area Moment Of Modulus Modulus Parameter Inde Constant Constant Weight Per Of Area Gration Metre Ais Ais Ais Ais Ais Ais u H J mm kg/m m 2 cm 4 cm 4 cm cm cm 3 cm 3 cm 3 cm 3 dm 6 cm

31 24 UNIVERSAL BEAMS AND COLUMNS Universal Beams and Columns r t B D d N n Metric units Designation Depth Width Thickness Root Depth Area Ratios For Dimensions For Detailing Size Mass Of Of Radius Between Of Local Per Section Section Fillets Section Buckling End Metre Flange Web Flange Web Clearance Notch D B T t r d A b/t d/t C N n mm kg/m mm mm mm mm mm mm cm 2 mm mm mm T b C

32 25 UNIVERSAL BEAMS AND COLUMNS Metric units Designation Surface Second Radius Elastic Plastic Buckling Torsional Warping Torsional Size Unit Area Moment Of Modulus Modulus Parameter Inde Constant Constant Weight Per Of Area Gration Metre Ais Ais Ais Ais Ais Ais u H J mm kg/m m 2 cm 4 cm 4 cm cm cm 3 cm 3 cm 3 cm 3 dm 6 cm

33 26 UNIVERSAL BEAMS AND COLUMNS Universal Beams and Columns r t B D d N n Imperial units T b C Designation Depth Width Thickness Root Depth Area Ratios For Dimensions For Detailing Size Mass Of Of Radius Between Of Local Per Section Section Flange Web Fillets Section Buckling End Metre Flange Web Clearance Notch D B T t r d A b/t d/t C N n in (mm) lb/ft kg/m mm mm mm mm mm mm cm 2 mm mm mm W (102102) W (12776) W (127127) W (15276) W6-63 1/ (15289) W (152102) W (152X152) W / (17889) W (178102) W (203102) W8-85 1/ (203133) W8-86 1/ (203165) W (203203) W (254102) W / (254146)

34 27 UNIVERSAL BEAMS AND COLUMNS Imperial units Designation Surface Second Radius Elastic Plastic Buckling Torsional Warping Torsional Size Mass Area Moment Of Modulus Modulus Parameter Inde Constant Constant Per per Of Area Gration Metre Metre Ais Ais Ais Ais Ais Ais Ais Ais u H J in (mm) lb/ft kg/m m 2 cm 4 cm 4 cm cm cm 3 cm 3 cm 3 cm 3 dm 6 cm 4 W (102102) W (12776) W (127127) W (15276) W6-63 1/ (15289) W (152102) W (152X152) W / (17889) W (178102) W (203102) W8-85 1/ (203133) W8-86 1/ (203165) W (203203) W (254102) W / (254146)

35 28 UNIVERSAL BEAMS AND COLUMNS Universal Beams and Columns r t B D d N n Imperial units T b C Designation Depth Width Thickness Root Depth Area Ratios For Dimensions For Detailing Size Mass Of Of Radius Between Of Local Per Section Section Flange Web Fillets Section Buckling End Metre Flange Web Clearance Notch D B T t r d A b/t d/t C N n in (mm) lb/ft kg/m mm mm mm mm mm mm cm 2 mm mm mm W (254203) W (254254) W (305102) W (305127) W / (305165) W (305203) W (305254) W (305305)

36 29 UNIVERSAL BEAMS AND COLUMNS Imperial units Designation Surface Second Radius Elastic Plastic Buckling Torsional Warping Torsional Size Mass Area Moment Of Modulus Modulus Parameter Inde Constant Constant Per per Of Area Gration Metre Metre Ais Ais Ais Ais Ais Ais Ais Ais u H J in (mm) lb/ft kg/m m 2 cm 4 cm 4 cm cm cm 3 cm 3 cm 3 cm 3 dm 6 cm 4 W (254203) W (254254) W (305102) W (305127) W / (305165) W (305203) W (305254) W (305305)

37 30 UNIVERSAL BEAMS AND COLUMNS Universal Beams and Columns r t B D d N n Imperial units T b C Designation Depth Width Thickness Root Depth Area Ratios For Dimensions For Detailing Size Mass Of Of Radius Between Of Local Per Section Section Flange Web Fillets Section Buckling End Metre Flange Web Clearance Notch D B T t r d A b/t d/t C N n in (mm) lb/ft kg/m mm mm mm mm mm mm cm 2 mm mm mm W (356127) W / (356171) W (356203) W (356254) W / (356368) W (356406) W / (406140) W (406178)

38 31 UNIVERSAL BEAMS AND COLUMNS Imperial units Designation Surface Second Radius Elastic Plastic Buckling Torsional Warping Torsional Size Mass Area Moment Of Modulus Modulus Parameter Inde Constant Constant Per per Of Area Gration Metre Metre Ais Ais Ais Ais Ais Ais Ais Ais u H J in (mm) lb/ft kg/m m 2 cm 4 cm 4 cm cm cm 3 cm 3 cm 3 cm 3 dm 6 cm 4 W (356127) W / (356171) W (356203) W (356254) W / (356368) W (356406) W / (406140) W (406178)

39 32 UNIVERSAL BEAMS AND COLUMNS Universal Beams and Columns r t B D d N n Imperial units T b C Designation Depth Width Thickness Root Depth Area Ratios For Dimensions For Detailing Size Mass Of Of Radius Between Of Local Per Section Section Flange Web Fillets Section Buckling End Metre Flange Web Clearance Notch D B T t r d A b/t d/t C N n in (mm) lb/ft kg/m mm mm mm mm mm mm cm 2 mm mm mm W / (406260) W (457152) W / (457191) W (457279) W / (533165) W / (533210) W / (533312) W (610178)

40 33 UNIVERSAL BEAMS AND COLUMNS Imperial units Designation Surface Second Radius Elastic Plastic Buckling Torsional Warping Torsional Size Mass Area Moment Of Modulus Modulus Parameter Inde Constant Constant Per per Of Area Gration Metre Metre Ais Ais Ais Ais Ais Ais Ais Ais u H J in (mm) lb/ft kg/m m 2 cm 4 cm 4 cm cm cm 3 cm 3 cm 3 cm 3 dm 6 cm 4 W / (406260) W (457152) W / (457191) W (457279) W / (533165) W / (533210) W / (533312) W (610178)

41 34 UNIVERSAL BEAMS AND COLUMNS Universal Beams and Columns r t B D d N n Imperial units T b C Designation Depth Width Thickness Root Depth Area Ratios For Dimensions For Detailing Size Mass Of Of Radius Between Of Local Per Section Section Flange Web Fillets Section Buckling End Metre Flange Web Clearance Notch D B T t r d A b/t d/t C N n in (mm) lb/ft kg/m mm mm mm mm mm mm cm 2 mm mm mm W (610229) W (610305) W / (610324) W (686254) W (686356)

42 35 UNIVERSAL BEAMS AND COLUMNS Imperial units Designation Surface Second Radius Elastic Plastic Buckling Torsional Warping Torsional Size Mass Area Moment Of Modulus Modulus Parameter Inde Constant Constant Per per Of Area Gration Metre Metre Ais Ais Ais Ais Ais Ais Ais Ais u H J in (mm) lb/ft kg/m m 2 cm 4 cm 4 cm cm cm 3 cm 3 cm 3 cm 3 dm 6 cm 4 W (610229) W (610305) W / (610324) W (686254) W (686356)

43 36 UNIVERSAL BEAMS AND COLUMNS Universal Beams and Columns r t B D d N n Imperial units T b C Designation Depth Width Thickness Root Depth Area Ratios For Dimensions For Detailing Size Mass Of Of Radius Between Of Local Per Section Section Flange Web Fillets Section Buckling End Metre Flange Web Clearance Notch D B T t r d A b/t d/t C N n in (mm) lb/ft kg/m mm mm mm mm mm mm cm 2 mm mm mm W / (762267) W (762381) W / (838292) W / (838400)

44 37 UNIVERSAL BEAMS AND COLUMNS Imperial units Designation Surface Second Radius Elastic Plastic Buckling Torsional Warping Torsional Size Mass Area Moment Of Modulus Modulus Parameter Inde Constant Constant Per per Of Area Gration Metre Metre Ais Ais Ais Ais Ais Ais Ais Ais u H J in (mm) lb/ft kg/m m 2 cm 4 cm 4 cm cm cm 3 cm 3 cm 3 cm 3 dm 6 cm 4 W / (762267) W (762381) W / (838292) W / (838400)

45 38 UNIVERSAL BEAMS AND COLUMNS Universal Beams and Columns r t B D d N n Imperial units T b C Designation Depth Width Thickness Root Depth Area Ratios For Dimensions For Detailing Size Mass Of Of Radius Between Of Local Per Section Section Flange Web Fillets Section Buckling End Metre Flange Web Clearance Notch D B T t r d A b/t d/t C N n in (mm) lb/ft kg/m mm mm mm mm mm mm cm 2 mm mm mm W (914305) W / (914419) W ( )

46 39 UNIVERSAL BEAMS AND COLUMNS Imperial units Designation Surface Second Radius Elastic Plastic Buckling Torsional Warping Torsional Size Mass Area Moment Of Modulus Modulus Parameter Inde Constant Constant Per per Of Area Gration Metre Metre Ais Ais Ais Ais Ais Ais Ais Ais u H J in (mm) lb/ft kg/m m 2 cm 4 cm 4 cm cm cm 3 cm 3 cm 3 cm 3 dm 6 cm 4 W (914305) W / (914419) W ( )

47 40

48 41 CASTELLATED BEAMS Castellated Beams B D c t d c D s 60 0 Section Castellated Unit Section Section Thickness Depth Root Pitch of Size Beam Weight Depth Width Web Flange Between Radius standard Fillet castellated D c B M D c B t T d c r 1.08D s in (mm) in(mm) lb/ft kg/m mm mm mm mm mm mm mm W (102102) (153102) T 1.08D s W / (127127) (191127) W (152102) (228102) W (152152) (228152) W (203102) (305102) W8-851/4 1251/ (203133) (305133) W8-861/2 1261/ (203165) (305165) W (203203) (305203) W (254102) (381102) W /4 1553/ (254146) (381146) W (254203) (381203) W (254254) (381254) W (305102) (458102) W /2 1861/ (305165) (458165)

49 42 CASTELLATED BEAMS Castellated Beams B D c t d c D s 60 0 Section Castellated Unit Section Section Thickness Depth Root Pitch of Size Beam Weight Depth Width Web Flange Between Radius standard Fillet castellated D c B M D c B t T d c r 1.08D s in (mm) in(mm) lb/ft kg/m mm mm mm mm mm mm mm W (305203) (458203) W (305254) (458254) T 1.08D s W (305305) (458305) W12* (305305) (458305) W (356127) (534127) W /4 2163/ (356171) (534171) W (356203) (534203) W (356254) (534254) W / / (356368) (534368) Note : * Not included in regular rolling schedule

50 43 CASTELLATED BEAMS Castellated Beams B D c t d c D s 60 0 Section Castellated Unit Section Section Thickness Depth Root Pitch of Size Beam Weight Depth Width Web Flange Between Radius standard Fillet castellated D c B M D c B t T d c r 1.08D s in (mm) in(mm) lb/ft kg/m mm mm mm mm mm mm mm W /2 2451/ (406140) (609140) W (406178) (609178) T 1.08D s W / / (406260) (609260) W (457152) (686152) W /2 2771/ (457191) (686191) W (457279) (686279) W /2 311/261/ (533165) (800165) W /4 311/281/ (533210) (800210) W /4 311/2121/ (533312) (800312) W (610178) (915178) W (610229) (915229) W / / (610324) (915324) W / (686254) ( )

51 44 CASTELLATED BEAMS Castellated Beams B D c t d c D s 60 0 Section Castellated Unit Section Section Thickness Depth Root Pitch of Size Beam Weight Depth Width Web Flange Between Radius standard Fillet castellated D c B M D c B t T d c r 1.08D s in (mm) in(mm) lb/ft kg/m mm mm mm mm mm mm mm W27* / (686356) ( ) W / / (762267) ( ) T 1.08D s W30* (762381) ( ) W /2 491/2111/ (838292) ( ) W33*-33151/4 491/2153/ (838400) ( ) W (914305) ( ) W36*-36161/ / (914419) ( ) Note : * Not included in regular rolling schedule

52 STRUCTURAL TEES Structural Tees 45 General The section sizes for structural tees are given in the tables on the following pages. Structural tees are usuall cut from universal beams and columns, but can also be rolled. Cut from Heav Column Sections. (H/HE) Cut from Wide Flange Sections. Web height and flange width approimatel equal. (H/HE) Cut from Medium Flange Sections. (I/IPE) Figure 5 Structural Tees: Section shapes Cut from Narrow Flange Sections. (I/IPE) The standard specifications used for production of structural tees in this region are listed in this table. Material Yield strength N/mm 2 Tensile strength N/mm 2 Min. Elongation Min. Charp V- L 0=5.65 S 0 notch. Temp. 20 C AS (1996) 12mm mm Grade min % 27J Grade min % 27J Grade min % 27J ASTM A36 (1996) min % - ASTM A572 (1997) Grade 42 min. 290 min % - Grade 50 min. 345 min % - Grade 60 min. 415 min % - Grade 65 min. 450 min % - ASTM A588 (1997) min. 345 min % - BS 4360 (1986) Grade 43A min % 27J Grade 50A min % 27J EN (1993) 16mm mm 3-100mm 10<t 150mm S275JR % 27J S355JR % 27J EN (1993) 16mm mm 3-100mm 10<t 150mm S275N % 27J S355N % 27J JIS 3101 (1995) 16mm mm t<100mm SS % - SS % - SS min % - JIS 3106(1995) 16mm mm t<100mm SM400A, B % - SM490A, B % - SM490YA, YB % - SM520B % - Table 7 Structural Tees: Standard specifications Dimensions & Tolerances AS (1996) ASTM A6 (1997) BS 4 Part 1 (1993) EN (1993) JIS 3192 (1994)

53 46 STRUCTURAL TEES Structural Tees B T C d r t Metric units Designation Width Depth Thickness Root Ratio For Dimension Serial Mass Of Of Web Flange Radius Local Size Per Section Section Buckling Metre B d t T r C mm kg/m mm mm mm mm mm d/t b/t cm b

54 47 STRUCTURAL TEES C Metric units Designation Second Radius Elastic Plastic Buckling Torsional Torsional Sectional Serial Mass Moment Of Modulus Modulus Parameter Inde Constant Area Size Per Of Area Gration Metre Ais Ais Ais Ais Ais Ais Ais Ais u J A mm kg/m cm 4 cm 4 cm cm cm 3 cm 3 cm 3 cm 3 cm 4 cm

55 48 STRUCTURAL TEES Structural Tees B T C d r t Metric units Designation Width Depth Thickness Root Ratio For Dimension Serial Mass Of Of Web Flange Radius Local Size Per Section Section Buckling Metre B d t T r C mm kg/m mm mm mm mm mm d/t b/t cm b

56 49 STRUCTURAL TEES C Metric units Designation Second Radius Elastic Plastic Buckling Torsional Torsional Sectional Serial Mass Moment Of Modulus Modulus Parameter Inde Constant Area Size Per Of Area Gration Metre Ais Ais Ais Ais Ais Ais Ais Ais u J A mm kg/m cm 4 cm 4 cm cm cm 3 cm 3 cm 3 cm 3 cm 4 cm

57 50 STRUCTURAL TEES Structural Tees B T C d r t Imperial units Designation Cut from Width Depth Thickness Root Ratios For Dimension Serial Mass Serial Mass Of Of Web Flange Radius Local Size Per Size Per Section Section Buckling Metre Metre Bd B d t T r C mm kg/m kg/m mm mm mm mm mm d/t b/t cm b

58 51 STRUCTURAL TEES C Imperial units Designation Second Radius Elastic Plastic Buckling Torsional Torsional Sectional Serial Mass Moment Of Modulus Modulus Parameter Inde Constant Area Size Per Of Area Gration Metre Ais Ais Ais Ais Ais Ais Ais Ais u J A mm kg/m cm 4 cm 4 cm cm cm 3 cm 3 cm 3 cm 3 cm 4 cm

59 52 STRUCTURAL TEES Structural Tees B T C d r t Imperial units Designation Cut from Width Depth Thickness Root Ratios For Dimension Serial Mass Serial Mass Of Of Web Flange Radius Local Size Per Size Per Section Section Buckling Metre Metre Bd B d t T r C mm kg/m kg/m mm mm mm mm mm d/t b/t cm b

60 53 STRUCTURAL TEES C Imperial units Designation Second Radius Elastic Plastic Buckling Torsional Torsional Sectional Serial Mass Moment Of Modulus Modulus Parameter Inde Constant Area Size Per Of Area Gration Metre Ais Ais Ais Ais Ais Ais Ais Ais u J A mm kg/m cm 4 cm 4 cm cm cm 3 cm 3 cm 3 cm 3 cm 4 cm

61 54 STRUCTURAL TEES Structural Tees B T C d r t Imperial units Designation Cut from Width Depth Thickness Root Ratios For Dimension Serial Mass Serial Mass Of Of Web Flange Radius Local Size Per Size Per Section Section Buckling Metre Metre Bd B d t T r C mm kg/m kg/m mm mm mm mm mm d/t b/t cm b

62 55 STRUCTURAL TEES C Imperial units Designation Second Radius Elastic Plastic Buckling Torsional Torsional Sectional Serial Mass Moment Of Modulus Modulus Parameter Inde Constant Area Size Per Of Area Gration Metre Ais Ais Ais Ais Ais Ais Ais Ais u J A mm kg/m cm 4 cm 4 cm cm cm 3 cm 3 cm 3 cm 3 cm 4 cm

63 56 STRUCTURAL TEES Structural Tees B T C d r t Imperial units Designation Cut from Width Depth Thickness Root Ratios For Dimension Serial Mass Serial Mass Of Of Web Flange Radius Local Size Per Size Per Section Section Buckling Metre Metre Bd B d t T r C mm kg/m kg/m mm mm mm mm mm d/t b/t cm b

64 57 STRUCTURAL TEES C Imperial units Designation Second Radius Elastic Plastic Buckling Torsional Torsional Sectional Serial Mass Moment Of Modulus Modulus Parameter Inde Constant Area Size Per Of Area Gration Metre Ais Ais Ais Ais Ais Ais Ais Ais u J A mm kg/m cm 4 cm 4 cm cm cm 3 cm 3 cm 3 cm 3 cm 4 cm

65 STRUCTURAL TEES 58

66 BEARING PILES Bearing Piles 59 General The section sizes of bearing piles are given in the tables on the following pages. Bearing piles are different from universal beams and columns because the flange and the web thickness are approimatel equal and the height and the width are almost the same. Figure 6 Bearing Piles: Section shape The standard specifications used for production of bearing piles in this region are listed in this table. Material Yield strength N/mm 2 Tensile strength N/mm 2 Min. Elongation Min. Charp V- L 0=5.65 S 0 notch. Temp. 20 C AS (1996) 12mm mm Grade min % 27J Grade min % 27J Grade min % 27J ASTM A36 (1996) min % - ASTM A572 (1997) Grade 42 min. 290 min % - Grade 50 min. 345 min % - Grade 60 min. 415 min % - Grade 65 min. 450 min % - ASTM A588 (1997) min. 345 min % - BS 4360 (1986) Grade 43A min % 27J Grade 50A min % 27J EN (1993) 16mm mm 3-100mm 10<t 150mm S275JR % 27J S355JR % 27J EN (1993) 16mm mm 3-100mm 10<t 150mm S275N % 27J S355N % 27J JIS 310 (1995)1 16mm mm t<100mm SS % - SS % - SS min % - JIS 3106 (1995) 16mm mm t<100mm SM400A, B % - SM490A, B % - SM490YA, YB % - SM520B % - Table 8 Bearing Piles: Standard specifications Dimensions & Tolerances AS (1996) ASTM A6 (1997) BS 4 Part 1 (1993) BS 4 (1993), Dimensions & Tolerances JIS 3192 (1994)

67 60 BEARING PILES Bearing Piles B n r t D d N Metric units T Designation Depth Width Thickness Root Depth Area Ratios For Dimensions For Detailing Size Mass Of Of Radius Between Of Local Buckling End Notch Per Section Section Flange Web Fillet Section Flange Web Clearance Metre DD D B T t r d A b/t d/t C N n mm kg/m mm mm mm mm mm mm cm 2 mm mm mm b C

68 61 BEARING PILES Metric units Designation Surface Second Radius Elastic Plastic Buckling Torsional Warping Torsional Size Mass Area Moment Of Modulus Modulus Parameter Inde Constant Constant Per Per Of Area Gration Metre Metre Ais Ais Ais Ais Ais Ais Ais Ais u H J mm kg/m m 2 cm 4 cm 4 cm cm cm 3 cm 3 cm 3 cm 3 dm 6 cm

69 62 BEARING PILES Bearing Piles B n r t D d N T C Imperial units b Designation Depth Width Thickness Root Depth Area Ratios For Dimensions For Detailing Size Mass Of Of Radius Between Of Local Buckling End Notch Per Section Section Flange Web Fillet Section Flange Web Clearance Metre DB D B T t r d A b/t d/t C N n in (mm) lb/ft kg/m mm mm mm mm mm mm cm 2 mm mm mm (203203) (254254) (305305) (330330) / (356368)

70 63 BEARING PILES Imperial units Designation Surface Second Radius Elastic Plastic Buckling Torsional Warping Torsional Size Mass Area Moment Of Modulus Modulus Parameter Inde Constant Constant Per Per Of Area Gration Metre metre Ais Ais Ais Ais Ais Ais Ais Ais u H J in (mm) lb/ft kg/m m 2 cm 4 cm 4 cm cm cm 3 cm 3 cm 3 cm 3 dm 6 cm (203203) (254254) (305305) (330330) / (356368)

71 BEARING PILES 64

72 HOT FINISHED ELLIPCON SECTIONS Hot Finished Ellipcon Sections 65 General Hot finished ellipcon sections are new and eciting section tpes. The come in two shapes, one is an ellipse (ellipcon sections) and the other is half of an ellipse with one flat side (semi ellipcon sections). Both shapes give the structures ver outstanding architectural looks, and the sections have man structural advantages. The new elliptical sections are good alternatives to traditional section tpes. The have all the properties of the hot finished structural tubes, which are alread used in man construction works. In addition, the architects are given full vent to epressing the structure in creative and eciting architecture, and end up with something both practical and aesthetic. For structures with limited space these new sections might provide smaller column footprints than other design solutions, increasing the open floor area. Their special shapes both serve the structural purpose and give continuit in the structure. For non-smmetric load situations the sections might be more cost efficient than circular or square hollow sections, because the designer can choose sections with different stiffness about the two ais, and. As for other hollow sections such as square, rectangular and circular, the ellipcon sections have constant eternal dimension within the same serial size, onl the thickness is increasing. In other words, the same column size can be maintained throughout the full height of the building, simplifing architectural details and ensuring econom in fabrication (See Hot Finished Hollow Sections ). The tubes are produced according to EN Part 1 (1994): Technical deliver requirements for Hot finished hollow sections, and Part 2 (1997): Tolerances, dimensions and sectional properties. A few points are not included in EN 10210: - The tolerance on the twist = 4mm +1mm/m length - The tolerance on the straightness = 0.40% of total length - Section properties for the hot ellipcon sections are not included in EN The mechanical properties of the hollow sections, calculations of torsional inertia constants and torsional modulus constants are according to standards ISO/DIS 657-XIV. Architect: S. Gres

73 66 HOT FINISHED ELLIPCON SECTIONS Ellipcon b t h Designation Mass Area Second Radius Elastic Plastic Torsional Surface Size Thickness Per Of Moment Of Modulus Modulus Constant Area Metre Section Of Inertia Gration Per Metre h b t A I I r r Z Z S S J C mm mm kg/m cm 2 cm 4 cm 4 cm cm cm 3 cm 3 cm 3 cm 3 cm 4 cm 3 m 2 /m

74 67 HOT FINISHED ELLIPCON SECTIONS Semi Ellipcon b h t Designation Mass Area Second Radius Elastic Plastic Torsional Surface Size Thickness Per Of Moment Of Modulus Modulus Constant Area Metre Section Of Inertia Gration Per Metre h b t A I I r r Z Z S S J C mm mm kg/m cm 2 cm 4 cm 4 cm cm cm 3 cm 3 cm 3 cm 3 cm 4 cm 3 m 2 /m

75 HOT FINISHED ELLIPCON SECTIONS 68

76 SUPER HOT COLUMNS Super Hot Columns 69 General In order to assure seismic safet in a steel structure, the seismic input energ has to be absorbed. This can be done b utilising the deformation capacit in the plastic range of the principal structural elements such as columns and beams. The important propert of super hot columns allows sufficient deformation capacit after a known ielding and is used in these ke structural elements. In manufacturing the Super Hot Column, the steel is soaked and heated up to the austenitic temperature range and hot finished into a square hollow section. This results in homogenous properties around the whole cross section irrespective of its position, both in flat plate portions and in corner portions. The material has the following characteristics: Uniform hardness, with no work hardening Ecellent elongation capacit, with a maimum ield ratio below 80% High buckling strength, due to almost no residual stresses and no work hardening Ecellent fracture toughness, due to no work hardening Ecellent weldabilit due to no work hardening and almost no residual stresses. Product specifications The super hot columns look like square hollow sections but are larger and have slightl different material properties. The material for Super Hot Column conforms to JIS G 3106 (1995) Rolled steels for welded structures (SHC 520B and C) and JIS G 3136 (1994) Rolled steel for building structures (SHC400B and C, SHC491B and C). Chemical composition SHC grade Material Thickness Chemical composition (%, ma.) mm C Si Mn P S SHC400B SN400B 9 t 50 50< t SHC400C SN400C 16 t 50 50< t SHC490B SN490B 9 t 50 50< t SHC490C SN490C 16 t 50 50< t SHC520B SM520B 9 t SHC520C SM520C 9 t Table 9 Super Hot Columns: Chemical composition

77 SUPER HOT COLUMNS 70 Mechanical properties The flat plate portions and the corner portions have homogenous properties. SHC grade SHC400B & SHC400C SHC490B & SHC490C SHC520B & SHC520C Thickness Yield strength Tensile strength Yield ratio Minimum Elongation Thickness mm N/mm 2 N/mm 2 % mm % 9 t <12 12 t 40 40< t 60 9 t <12 12 t 40 40< t 60 9 t 16 16< t 40 40< t 60 min min min. 365 min. 355 min min. 80 min min. 80 min t 16 16< t 50 40< t 60 9 t 16 16< t 50 40< t 60 9 t 16 16< t 50 40< t Table 10 Super Hot Columns: Mechanical properties Charp impact propert The flat plate portions and the corner portions have homogeneous properties. SHC grade Test temperature Charp impact energ Notes: SHC400B SHC400C SHC490B SHC490C SHC520B SHC520C 0 o C 27J 27J 47J For thickness over 12mm onl. Value of Charp impact energ to be the mean of 3 tests. Upon purchaser s request, the corner portion can be tested using a no.4 test piece. Table 11 Super Hot Columns: Charp impact properties Manufacturing tolerances Outside corner radius ERW tube Material tpe Standard radius Tolerances Size range Thickness range 200 to 300mm 9 to16mm inc. 1.25t + 0.5t 350 to 550mm 12 to 25mm inc. 2.0t + 0.5t SAW tube 450 to 800mm 25 to 60mm inc. 2.0t + 0.5t Table 12 Super Hot Columns: Tolerances on outside corner radius

78 SUPER HOT COLUMNS 71 Other tolerances Item Tolerances Side length, B Concavit/conveit Squareness of corners Length + 1.0% of B but not greater than + 3mm 0.5 % of B but not greater than 3mm + 1 o +20/ -0 mm Straightness less than 9m long 1/1500 of total length 9m and longer 1/1250 of total length Twist 1.5B/1000 times the total length in metres 9 to 16mm ec. -0.3mm/ +1.0mm Thickness 16 to 25mm ec. -0.3mm/ +1.2mm 25 to 60mm inc. -0.3mm/ +1.9mm Notes: 1) The flat plate portion is defined as the flat plate awa from the corner radius. 2) Concavit, conveit and squareness shall be measured at a position awa from an ecess weld metal at the weld location. 3) The straightness tolerance shall be applied to an up and down bend or an right or left bend with a long pitch. 4) The tolerance on thickness shall be applied to the flat plate portion awa from an ecess weld metal at the weld location. Table 13 Super Hot Columns: Other tolerances

79 72 SUPER HOT COLUMNS Super Hot Columns D D t Electric resistance welded steel tubes Designation Mass Area Second Radius Elastic Plastic Torsional Surface Size Thickness Per Of Moment Of Modulus Modulus Constant Area Metre Section Of Area Gration Per Metre DD t A I r Z S J C mm mm kg/m cm 2 cm 4 cm cm 3 cm 3 cm 4 cm 3 m 2 /m

80 73 SUPER HOT COLUMNS Super Hot Columns D D t Submerged arc welded steel tubes Designation Mass Area Second Radius Elastic Plastic Torsional Surface Size Thickness Per Of Moment Of Modulus Modulus Constant Area Metre Section Of Inertia Gration Per Metre D D t A I r Z S J C mm mm kg/m cm 2 cm 2 cm cm 3 cm 3 cm 4 cm 3 m 2 /m

81 SUPER HOT COLUMNS 74

82 HOT FINISHED HOLLOW SECTIONS Hot Finished Hollow Sections 75 General Structural hollow sections make beautiful, efficient structures with a nice continuit. The hot finished hollow sections - square, rectangular and circular, have constant eternal dimension within the same serial size, and onl the thickness is increasing. In other words, the same column size can be maintained throughout the full height of the building, onl changing the thickness, simplifing architectural details and ensuring econom in fabrication. When used in compression, as columns, hollow sections are more efficient than other column tpes. The resulting reduction in structural weight can be as much as 1 store for ever 9 stores built. Due to their high sectional properties hollow sections provide smaller column footprints than other design solutions, with increased floor area. Added together these qualities give an efficient and economic structure. It has long been the opinion among structural people that for low-rise buildings onl concrete will be economical, but with multi-store hollow sections steel structures can compete with concrete. Steel might be more epensive per metric ton, but with the fabrication and erection time, a lighter structure, labour cost, and eas maintenance taken into account, a steel structure might give the most economic design. Comparable specifications Specification Grade Min. Yield strength Tensile strength Charp V-Notch Impact N/mm 2 N/mm 2 Joules C JIS G 3444 (1994) STK min ASTM A501 (1996) Shapes 250 min BS 4360 (1986) 43C EN (1994) S275J0H BS 4360 (1986) 43D EN (1994) S275J2H BS 4360 (1986) 43EE ASTM A618 (1996) Grade I & II 345 min JIS G 3444 (1994) STK min BS 4360 (1986) 50C EN (1994) S355J0H BS 4360 (1986) 50D EN (1994) S355J2H BS 4360 (1986) 50EE NORSEC 360 (1991) Eqv. 50EE JIS G 3444 (1994) STK min BS 4360 (1986) 55C Note: The values are for sections of thickness less than 16mm for BS 4360 and less than 3mm for EN BS 4360 (1986): an old, but well known British Standard for weldable structural steels. EN (1994): European Norms superseding parts of the old BS 4360, see Eplanator notes. ASTM A501 (1996): standard from American Societ for Testing of Materials for hot formed welded and seamless carbon steels structural tubing. ASTM A618 (1996): standard from American Societ for Testing of Materials for Hot-Formed welded and seamless high-strength low-allo structural tubing. JIS G 3444 (1994): Japanese Industrial Standard for Carbon steel tubes for general structural purposes. NORSEC 360 (1991): a steel product from British Steel for marine structures in the arctic regions. Table 14 Hot Finished Hollow Sections: Comparable specifications

83 HOT FINISHED HOLLOW SECTIONS 76 Product specifications Production of hot finished Structural Hollow Sections has been standardised in EN 10210:1994: "Hot finished structural hollow sections of non-allo and fine grain structural steels" Part 1, Grades S235, S275, S355, but other grades and sub-grades can be supplied, subject to minimum order quantities. Our e-stock material is mainl of grade S355J2H. Dimensions, tolerances and sectional properties meet the requirements of EN 10210:1997: "Hot finished structural hollow sections of non-allo and fine grain structural steels", Part 2. Chemical composition The chemical composition of hot finished hollow sections are given in EN : 1994, Table A.1 and B.1. When a carbon equivalent value (CEV) is required it shall be determined from the cast Mn ( Cr + Mo + V ) ( Ni + Cu) analsis using the formula: CEV = C Mechanical properties The mechanical properties for hot finished sections in accordance with EN :1994, are summarised below. Designation Minimum Yield strength Tensile strength Min. elongation in % Test Impact R eh in N/mm 2 R m in N/mm 2 L 0=5,65(S 0) 1/2 temp. KV Nominal thickness in mm Nominal thickness in mm t 16 16<t 40 40<t 65 t<3 3<t 65 t 40 40<t 65 t 40 40<t 65 N/mm 2 N/mm 2 N/mm 2 N/mm 2 N/mm 2 Longitudinal Transverse C J S235JRH S275J0H S275J2H S355J0H S355J2H Table 15 Hot Finished Hollow Sections: Mechanical properties Tensile test The tensile strength, ield strength and elongation are determined from standard test pieces, which ma be the full section of the product or longitudinal or transverse strip specimen. The location of strip test pieces should be awa from the weld, for circular hollow sections, and midwa between corners on a side not affected b the weld, for square and rectangular hollow sections. The requirements of EN : "Metallic materials - Tensile testing - Method of test (at ambient temperature)", shall appl. Charp V-notch impact test The test pieces for impact testing shall be taken longitudinall or transverse from the test object. The location of strip test pieces should be awa from the weld, for circular hollow sections, and midwa between corners on a side not affected b the weld, for square and rectangular hollow sections. Where thickness permits, standard specimens 1010mm in cross-section are cut longitudinall or transverse from the section and a 2mm deep V-notch accuratel machined into one face. The specimens, in accordance with EN : "Metallic

84 HOT FINISHED HOLLOW SECTIONS 77 materials - Charp impact test - Test method", are tested at the required temperature according to grade. If the nominal product thickness is not sufficient for the preparation of standard test pieces ( 12mm), the test shall be carried out using test pieces of width less than 10mm, but not less than 5mm. Manufacturing tolerances Hot finished structural hollow sections are manufactured according to EN 10210: 1994, Part 2, and the rolling tolerances are as shown in Table 16 below. Characteristic Circular hollow sections Square and rectangular hollow sections Outside dimensions (D, B, H) ±1% with a minimum of ±0,5mm and a maimum of ±10mm 1) 2) Thickness (T) -10% Out-of-roundness (O) ±1% with a minimum of ±0,5mm 2% for hollow sections having a diameter to thickness ratio not eceeding 100 3) - Concavit/conveit 4) - 1% Squareness of side - 90 ±1 Eternal corner profile - Maimum 3T at each corner (C 1, C 2 or R) 5) Twist (V) (see drawing under) Straightness - 2mm plus 0,5mm/m length 0,2% of total length Mass (M) ±6% on individual lengths 6) Tpe of length measure Length Tolerances Notes: Random length to with a range of 2000 per order item 10% of sections supplied ma be below the minimum for the ordered range, but not less than 75% of the minimum of the range Approimate length to mm Eact length to /-0 mm +15/-0 mm 1) The positive deviation is limited b the tolerance on mass. 2) For seamless sections the tolerance for the thickness is: thickness less than 10% but not less than 12,5% of the nominal thickness ma occur in the smooth transition areas, but not over more than 22,5% of the circumference. 3) Where the diameter to thickness ratio eceeds 100mm the tolerance on out-of-roundness shall be agreed. 4) The tolerance on concavit and conveit are independent of the tolerance on the outside dimensions. 5) The sides need not be tangential to the corner arcs. 6) The positive tolerance on the mass of seamless hollow sections shall be 8%. Table 16 Hot Finished Hollow Sections: Manufacturing tolerances All eternal dimensions, including out-of-roundness, shall be measured at a distance from the end of the hollow section of not less than D for circular sections, B for square sections and H for rectangular sections, with a minimum of 100mm. D= diameter B= width H= height R= outer corner radius C 1 and C 2 = see drawing under. V= see drawing under.

85 HOT FINISHED HOLLOW SECTIONS 78 The thickness T of welded sections shall be measured at a position not less than 2T from the weld. V Figure 7 Twist of square or rectangular hollow sections C 1 5 mm* T C 2 B R 5 mm* B or H * This dimension is a maimum when measuring B or H, and a minimum when measuring T. Figure 8 How to measure cross-sectional dimensions of hollow sections Other specifications Hot finished structural hollow sections are also supplied to other international standards and National specifications, see Table 14 on first page of this chapter.

86 79 HOT FINISHED HOLLOW SECTIONS Circular D Designation Mass Area Second Radius Elastic Plastic Torsional Surface Outside Thickness Per Of Moment Of Modulus Modulus Constants Area Per Diameter Metre Section Of Inertia Gration Metre D t A I r Z S J C mm mm kg/m cm 2 cm 4 cm cm 3 cm 3 cm 4 cm 3 m 2 /m * * * * * * * * * * * * * * * * * * * * * * * * * * * Sizes not included in BS EN Part 2 (1997) t

87 80 HOT FINISHED HOLLOW SECTIONS Circular D Designation Mass Area Second Radius Elastic Plastic Torsional Surface Outside Thickness Per Of Moment Of Modulus Modulus Constants Area Per Diameter Metre Section Of Inertia Gration Metre D t A I r Z S J C mm mm kg/m cm 2 cm 4 cm cm 3 cm 3 cm 4 cm 3 m 2 /m * * * * * * * * * * * * * * * * * * * Sizes not included in BS EN Part 2 (1997) t

88 81 HOT FINISHED HOLLOW SECTIONS Circular D Designation Mass Area Second Radius Elastic Plastic Torsional Surface Outside Thickness Per Of Moment Of Modulus Modulus Constants Area Per Diameter Metre Section Of Inertia Gration Metre D t A I r Z S J C mm mm kg/m cm 2 cm 4 cm cm 3 cm 3 cm 4 cm 3 m 2 /m * * * * * * * * * * * Sizes not included in BS EN Part 2 (1997) t

89 82 HOT FINISHED HOLLOW SECTIONS Circular D Designation Mass Area Second Radius Elastic Plastic Torsional Surface Outside Thickness Per Of Moment Of Modulus Modulus Constants Area Per Diameter Metre Section Of Inertia Gration Metre D t A I r Z S J C mm mm kg/m cm 2 cm 4 cm cm 3 cm 3 cm 4 cm 3 m 2 /m * * * * * * * * * * Sizes not included in BS EN Part 2 (1997) t

90 83 HOT FINISHED HOLLOW SECTIONS Circular D Designation Mass Area Second Radius Elastic Plastic Torsional Surface Outside Thickness Per Of Moment Of Modulus Modulus Constants Area Per Diameter Metre Section Of Inertia Gration Metre D t A I r Z S J C mm mm kg/m cm 2 cm 4 cm cm 3 cm 3 cm 4 cm 3 m 2 /m * * * * * * * t * Sizes not included in BS EN Part 2 (1997)

91 84 HOT FINISHED HOLLOW SECTIONS Square D D t Designation Mass Area Second Radius Elastic Plastic Torsional Surface Size Thickness Per Of Moment Of Modulus Modulus Constants Area Metre Section Of Area Gration Per Metre DD t A I r Z S J C mm mm kg/m m cm 2 cm 4 cm cm 3 cm 3 cm 4 cm 3 m 2 /m * * * * * * * * * * * * * * * * * * * Sizes not included in EN Part 2 (1997)

92 85 HOT FINISHED HOLLOW SECTIONS Square D D t Designation Mass Area Second Radius Elastic Plastic Torsional Surface Size Thickness Per Of Moment Of Modulus Modulus Constants Area Metre Section Of Area Gration Per Metre DD t A I r Z S J C mm mm kg/m m cm 2 cm 4 cm cm 3 cm 3 cm 4 cm 3 m 2 /m * * * * Sizes not included in EN Part 2 (1997) + Seamless process

93 86 HOT FINISHED HOLLOW SECTIONS Square D D t Designation Mass Area Second Radius Elastic Plastic Torsional Surface Size Thickness Per Of Moment Of Modulus Modulus Constants Area Metre Section Of Area Gration Per Metre DD t A I r Z S J C mm mm kg/m m cm 2 cm 4 cm cm 3 cm 3 cm 4 cm 3 m 2 /m * * * * * * * * * * * * # * * * * * * * * * * Sizes not included in EN Part 2 (1997) # Grade S355J2H onl S.A.W process

94 87 HOT FINISHED HOLLOW SECTIONS Square D D t Designation Mass Area Second Radius Elastic Plastic Torsional Surface Size Thickness Per Of Moment Of Modulus Modulus Constants Area Metre Section Of Area Gration Per Metre DD t A I r Z S J C mm mm kg/m m cm 2 cm 4 cm cm 3 cm 3 cm 4 cm 3 m 2 /m * * * * * * * * * * * * * * * * * * * * * * * * * * * Sizes not included in EN Part 2 (1997) S.A.W process

95 88 HOT FINISHED HOLLOW SECTIONS Rectangular B D t Designation Mass Area Of Second Radius Of Elastic Plastic Torsional Surface Size Thickness Per Section Moment Gration Modulus Modulus Constants Area Per Metre Of Area Metre Ais Ais Ais Ais Ais Ais Ais Ais DB t A J C mm mm kg/m cm 2 cm 4 cm 4 cm cm cm 3 cm 3 cm 3 cm 3 cm 4 cm 3 m 2 /m * * * * * * * * * * * * * * * * * * Sizes not included in BS EN Part 2 (1997)

96 89 HOT FINISHED HOLLOW SECTIONS Rectangular B D t Designation Mass Area Of Second Radius Of Elastic Plastic Torsional Surface Size Thickness Per Section Moment Gration Modulus Modulus Constants Area Per Metre Of Area Metre Ais Ais Ais Ais Ais Ais Ais Ais DB t A J C mm mm kg/m cm 2 cm 4 cm 4 cm cm cm 3 cm 3 cm 3 cm 3 cm 4 cm 3 m 2 /m * * * * * * * * * * * * Sizes not included in BS EN Part 2 (1997) + Seamless process

97 90 HOT FINISHED HOLLOW SECTIONS Rectangular B D t Designation Mass Area Of Second Radius Of Elastic Plastic Torsional Surface Size Thickness Per Section Moment Gration Modulus Modulus Constants Area Per Metre Of Area Metre Ais Ais Ais Ais Ais Ais Ais Ais DB t A J C mm mm kg/m cm 2 cm 4 cm 4 cm cm cm 3 cm 3 cm 3 cm 3 cm 4 cm 3 m 2 /m * * * * * * * * * * Sizes not included in BS EN Part 2 (1997)

98 COLD FORMED HOLLOW SECTIONS Cold Formed Hollow Sections 91 General Structural hollow sections make beautiful, efficient structures with a nice continuit. The cold formed hollow sections, square, rectangular and circular, have constant eternal dimension within the same serial size onl the thickness is increasing. In other words, the same column size can be maintained throughout the full height of the building, onl changing the thickness, simplifing architectural details and ensuring econom in fabrication. B using multi-store columns the number of joints will be smaller and the number of welds affecting the capacit of cold formed sections will therefore be reduced (see Comparison between hot finished and cold formed hollow sections ). Due to their high sectional properties hollow sections provide smaller column footprints than other design solutions, with increased floor area. Added together these qualities give an efficient and economic structure. It has long been the opinion amongst structural people that for low-rise buildings onl concrete will be economical, but with multi-store hollow sections steel structures can compete with concrete structures. Steel might be more epensive per metric ton, but with the fabrication and erection time, a lighter structure, labour cost, and eas maintenance taken into account, a steel structure might give the most economic design. Comparable specifications Specification Grade Min. Yield strength Tensile strength Charp V-Notch Impact N/mm 2 N/mm 2 Joules C EN (1997) S235JRH JIS G 3444 (1994) STK min JIS G 3466 (1988) STKR min AS 1163 (1991) C250L0 250 min EN (1997) S275J0H EN (1997) S275J2H ASTM A500 (1996) Round tubing Shaped tubing Round tubing Shaped tubing Grade A Grade B min. 310 min. 310 min. 400 min. 400 JIS G 3466 (1988) STKR min AS 1163 (1991) C350L0 350 min JIS G 3444 (1994) STK min EN (1997) S355J0H EN (1997) S355J2H JIS G 3444 (1994) STK min AS 1163 (1991) C450L0 450 min Note: For EN and ASTM A500 the values given are for section thickness above 3mm. EN (1997): one of the new European Norms, see Eplanator notes. ASTM A36 (1991): standard from American Societ for Testing of Materials for carbon structural steel. ASTM 500 (1996): standard from American Societ for Testing of Materials for cold formed welded and seamless carbon steels structural tubing in rounds and shapes. JIS G 3444 (1994): Japanese Industrial Standard for Carbon steel tubes for general structural purposes. JIS G 3466 (1988): Japanese Industrial Standard for Carbon steel square pipes for general structural purposes. AS 1163 (1991): Australian Standard for Structural steel hollow sections. Table 17 Cold Formed Hollow Sections: Comparable specifications

99 COLD FORMED HOLLOW SECTIONS 92 Product specifications Productions of cold formed structural hollow sections have been standardised in EN 10219: 1997: "Cold formed structural hollow sections of non-allo and fine grain steel" Part 1, Grades S235, S275, S355, but other grades and sub-grades can be supplied, subject to minimum order quantities. Dimensions, tolerances and sectional properties meet the requirements of EN 10219:1997: "Cold formed structural hollow sections of non-allo and fine grain structural steels" Part 2. The cold formed hollow sections, square, rectangular and circular have constant eternal dimension within the same serial size, onl the thickness is increasing. In other words, the same column size can be maintained throughout the full height of the building, simplifing architectural details and ensuring econom in fabrication. Chemical composition The chemical compositions of hot finished hollow sections are given in EN : 1997, Table A.1, B.1 and B.2. When a carbon equivalent value (CEV) is required it shall be determined from the cast Mn ( Cr + Mo + V ) ( Ni + Cu) analsis using the formula: CEV = C Mechanical properties The mechanical properties for cold formed sections in accordance with EN :1997 are summarised below. Designation Min. Yield strength Tensile strength Min. elongation (%) Test temp. Impact R eh in N/mm 2 R m in N/mm 2 L 0=5,65(S 0) 1/2 KV Nominal thickness in mm t 16 16>t 40 t<3 3 t 40 t 40 N/mm 2 N/mm 2 N/mm 2 N/mm 2 % C J S235JRH S275J0H S275J2H S355J0H S355J2H Table 18 Cold Formed Hollow Sections: Mechanical properties Tensile test The tensile test shall be carried out according with EN : "Metallic materials - Tensile testing - Method of test (at ambient temperature)". See chapter Hot finished Hollow Sections. Charp V-notch impact test The specimens, in accordance with EN : "Metallic materials - Charp impact test - Test method", are tested at the required temperature according to grade. See chapter Hot finished Hollow Sections.

100 COLD FORMED HOLLOW SECTIONS 93 Manufacturing tolerances The tolerances for cold formed hollow sections are specified in EN 10219: 1997, Part 2. The tolerances are mostl similar to those specified in EN 10210: 1997, Part 2, for hot finished hollow sections. The tolerances are listed in Table 19 below. Characteristic Circular hollow sections Square and rectangular hollow sections Size in mm Tolerance Outside dimensions (D, B, H) Thickness (T) Out-of-roundness (O) ±1% with a minimum of ±0,5mm and a maimum of ±10mm - For D 406,4mm: - For D>406,4mm: T 5mm: ±10% T>5mm: ±0,50mm ±10% with a ma. of 2mm H, B <100: 100 H, B 200: H, B >200: For T>5mm: For T 5mm: 2% for hollow sections having a diameter to thickness ratio not eceeding 100 1) - ±1% with a minimum of: ±0,5mm. ±0,8% ±0,6% ±0,50mm ±10% Concavit/conveit 2) - Ma. 0,8% with a minimum of 0,5mm Squareness of side - 90 ±1 Eternal corner profile (C 1, C 2 or R) - For T 6mm: For 6<T 10mm: For 10<T: 1,6T to 2,4T 2,0T to 3,0T 2,4T to 3,6T Twist (V) - 2mm plus 0,5mm/m length Straightness 0,20% of total length 0,15% of total length Mass (M) ±6% on individual lengths Notes: Tpe of length Length Tolerances Random length to with a range of 2000 per order item 10% of sections supplied ma be below the minimum for the ordered range, but not less than 75% of the minimum of the range Approimate length /0 mm Eact length < to > /0 mm +15/0 mm +5/0 mm +1mm/m 1) Where diameter to thickness ratio eceeds 100mm the tolerance on out-of-roundness shall be agreed. 2) The tolerance on concavit and conveit is independent of the tolerance on the outside dimensions. Table 19 Cold Formed Hollow Sections: Manufacturing tolerances All eternal dimensions including out-of-roundness shall be measured at a distance from the end of the hollow section of not less than D for circular sections, B for square sections and H for rectangular sections, with a minimum of 100mm. D= diameter, B= width, H= height, R= outer corner radius V, C 1 and C 2 = see drawings in chapter Hot Finished Hollow Sections. The thickness T of welded sections shall be measured at a position not less than 2T from the weld. Other specifications Cold formed structural hollow sections are also supplied to other international standards and National specifications, see Table 17 the on first page of this chapter.

101 94 COLD FORMED HOLLOW SECTIONS Circular D Designation Mass Area Ratio For Second Radius Elastic Plastic Torsional Surface Outside Thickness Per Of Local Moment Of Modulus Modulus Constants Area Metre Section Buckling Of Inertia Gration Per Metre D t A D/t I r Z S J C mm mm kg/m cm 2 cm 4 cm cm 3 cm 3 cm 4 cm 3 m 2 /m * * * * * * * * * * * * * * * Sizes not included in BS EN Part 2 (1997) t

102 95 COLD FORMED HOLLOW SECTIONS Circular D Designation Mass Area Ratio For Second Radius Elastic Plastic Torsional Surface Outside Thickness Per Of Local Moment Of Modulus Modulus Constants Area Metre Section Buckling Of Inertia Gration Per Metre D t A D/t I r Z S J C mm mm kg/m cm 2 cm 4 cm cm 3 cm 3 cm 4 cm 3 m 2 /m * * * * * * * * Sizes not included in BS EN Part 2 (1997) t

103 96 COLD FORMED HOLLOW SECTIONS Circular D Designation Mass Area Ratio For Second Radius Elastic Plastic Torsional Surface Outside Thickness Per Of Local Moment Of Modulus Modulus Constants Area Metre Section Buckling Of Inertia Gration Per Metre D t A D/t I r Z S J C mm mm kg/m cm 2 cm 4 cm cm 3 cm 3 cm 4 cm 3 m 2 /m t * Sizes not included in BS EN Part 2 (1997)

104 97 COLD FORMED HOLLOW SECTIONS Square D D t Designation Mass Area Second Radius Elastic Plastic Torsional Surface Size Thickness Per Of Moment Of Modulus Modulus Constants Area Metre Section Of Area Gration Per Metre DD t A I r Z S J C mm mm kg/m cm 2 cm 2 cm cm 3 cm 3 cm 4 cm 3 m 2 /m * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Sizes not included in EN Part 2 (1997)

105 98 COLD FORMED HOLLOW SECTIONS Square D D t Designation Mass Area Second Radius Elastic Plastic Torsional Surface Size Thickness Per Of Moment Of Modulus Modulus Constants Area Metre Section Of Area Gration Per Metre DD t A I r Z S J C mm mm kg/m cm 2 cm 2 cm cm 3 cm 3 cm 4 cm 3 m 2 /m * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Sizes not included in EN Part 2 (1997)

106 99 COLD FORMED HOLLOW SECTIONS Square D D t Designation Mass Area Second Radius Elastic Plastic Torsional Surface Size Thickness Per Of Moment Of Modulus Modulus Constants Area Metre Section Of Area Gration Per Metre DD t A I r Z S J C mm mm kg/m cm 2 cm 2 cm cm 3 cm 3 cm 4 cm 3 m 2 /m * * * * * * * * * * * * * * * * * * * * * * * * * Sizes not included in EN Part 2 (1997)

107 100 COLD FORMED HOLLOW SECTIONS Square D D t Designation Mass Area Second Radius Elastic Plastic Torsional Surface Size Thickness Per Of Moment Of Modulus Modulus Constants Area Metre Section Of Area Gration Per Metre DD t A I r Z S J C mm mm kg/m cm 2 cm 2 cm cm 3 cm 3 cm 4 cm 3 m 2 /m * * * * * * * * * * * * * * * * * * * * * * * * * * * Sizes not included in EN Part 2 (1997)

108 101 COLD FORMED HOLLOW SECTIONS Square D D t Designation Mass Area Second Radius Elastic Plastic Torsional Surface Size Thickness Per Of Moment Of Modulus Modulus Constants Area Metre Section Of Area Gration Per Metre DD t A I r Z S J C mm mm kg/m cm 2 cm 2 cm cm 3 cm 3 cm 4 cm 3 m 2 /m * * * * * * * * * * * * Sizes not included in EN Part 2 (1997)

109 102 COLD FORMED HOLLOW SECTIONS Rectangular B D Designation Mass Area Second Radius Of Elastic Plastic Torsional Surface Size Thickness Per Of Moment Of Gration Modulus Modulus Constants Area Per Metre Section Area Metre Ais Ais Ais Ais Ais Ais Ais Ais DB t A J C mm mm kg/m cm 2 cm 4 cm 4 cm cm cm 3 cm 3 cm 3 cm 3 cm 4 cm 3 m 2 /m * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Sizes not included in BS EN Part 2 (1997) t

110 103 COLD FORMED HOLLOW SECTIONS Rectangular B D Designation Mass Area Second Radius Of Elastic Plastic Torsional Surface Size Thickness Per Of Moment Of Gration Modulus Modulus Constants Area Per Metre Section Area Metre Ais Ais Ais Ais Ais Ais Ais Ais DB t A J C mm mm kg/m cm 2 cm 4 cm 4 cm cm cm 3 cm 3 cm 3 cm 3 cm 4 cm 3 m 2 /m * * * * * * * * * * * * * * * * * * * * * * * * * * * Sizes not included in BS EN Part 2 (1997) t

111 104 COLD FORMED HOLLOW SECTIONS Rectangular B D Designation Mass Area Second Radius Of Elastic Plastic Torsional Surface Size Thickness Per Of Moment Of Gration Modulus Modulus Constants Area Per Metre Section Area Metre Ais Ais Ais Ais Ais Ais Ais Ais DB t A J C mm mm kg/m cm 2 cm 4 cm 4 cm cm cm 3 cm 3 cm 3 cm 3 cm 4 cm 3 m 2 /m * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Sizes not included in BS EN Part 2 (1997) t

112 105 COLD FORMED HOLLOW SECTIONS Rectangular B D Designation Mass Area Second Radius Of Elastic Plastic Torsional Surface Size Thickness Per Of Moment Of Gration Modulus Modulus Constants Area Per Metre Section Area Metre Ais Ais Ais Ais Ais Ais Ais Ais DB t A J C mm mm kg/m cm 2 cm 4 cm 4 cm cm cm 3 cm 3 cm 3 cm 3 cm 4 cm 3 m 2 /m * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Sizes not included in BS EN Part 2 (1997) t

113 COLD FORMED HOLLOW SECTIONS 106

114 107 CHANNELS Tapered Flange D T r 1 r 2 t c Metric Designation Thickness Root Toe Area Centre Second Radius Elastic Size Mass Web Flange Radius Of Of Moment Of Modulus Per Section Gravit Of Area Gration Metre DBt t T r 1 r 2 A C I I r r Z Z mm kg/m mm mm mm mm cm 2 cm cm 4 cm 4 cm cm cm 3 cm B Note : The flange thickness is measured at the centre of the flange

115 108 CHANNELS Tapered Flange D T r 1 r 2 t C Imperial Designation Thickness Root Toe Area Centre Second Radius Elastic Size Mass Web Flange Radius Of Of moment Of Modulus Per Section Gravit Of Area Gration Metre DB t T r 1 r 2 A C I I r r Z Z mm kg/m mm mm mm mm cm 2 cm cm 4 cm 4 cm cm cm 3 cm (4 2) (5 21/2) (6 3) (6 31/2) (7 3) (7 31/2) (8 3) (8 31/2) (9 3) (9 31/2) (10 3) (10 31/2) (12 31/2) (12 4) (15 4) (17 4) B Note : The flange thickness is measured at the centre of the flange

116 109 CHANNELS Parallel Flange T D r 1 t c Designation Thickness Root Depth Area Of Centre Ratios For Second Moment Size Mass Web Flange Radius Between Section Of Local Of Area Per Fillets Gravit Buckling Ais Ais DB Metre t T r 1 d A C Flange Web - - kg/m mm mm mm mm cm 2 cm B/T d/t cm 4 cm B Designation Radius Elastic Plastic Buckling Torsional Warping Torsional Size Mass Of Gration Modulus Modulus Parameter Inde Constant Constant Per Ais Ais Ais Ais Ais Ais DB Metre u H J kg/m cm cm cm 3 cm 3 cm 3 cm 3 dm 6 cm

117 CHANNELS 110

118 PURLINS Purlins 111 General Introduction Light-gauge plain and lipped channels are cold roll-formed from hot-rolled steel strips/coils of material according to JIS 3101 Grade SS400 (1995), or EN (1993). The sections are cold roll-formed according to JIS 3350 Grade SSC400 (1987), SPIM C100, SS104 (1996), or BS 5950 Part 7 (1992). The cold roll-forming of channels produces sections with ecellent mechanical properties and et light in weight. The are speciall designed to ensure the abilit to resist forces applied onto them. High-tensile galvanised C and Z purlins (sections) are cold roll-formed from high tensile Zinc coated steel sheets according to ASTM A446 (replaced b ASTM A653 (1997) and A924 (1997). Due to the lightweight, the high strength of the steel and the Zinc-coated surface, high-tensile galvanised C and Z purlins are versatile and economic in use. The require minimal maintenance throughout the life span of the buildings. The light-gauge channels and high-tensile galvanised purlins are suitable for roofing and wall cladding supports and for structural frames of buildings. Because of the lightweight of the sections, no heav equipment is needed to move them from one place to another, or for the fabrication of the structure. C-Purlin Z-Purlin Figure 9 C and Z Purlins Material specifications Light-Gauge Plain and Lipped Channels Specification Strength Tolerances Yield Tensile Height Side Lip Corner N/mm 2 N/mm 2 H< H>300 Angle JIS 3350 SSC400 min ±1.5mm ±2.0mm ±3.0mm ±1.5mm ±2.0mm ±1.5 SPIM C100 - min. 295 ±1.5mm ±2.0mm ±3.0mm ±1.5mm ±2.0mm - SS / /480 ±1.5mm ±2.0mm ±3.0mm ±1.5mm ±2.0mm ±1.0 BS5950 Part7* min ±1.0mm ±1.25mm ±2.0mm As for Height ±2.0/±3.0 ±1.0 Notes: *For BS5950 Part 7: The ield and tensile strengths are given b EN (1993) and are the smallest strengths from this standard. The intervals between heights are: H<50mm, , , H>200mm (first interval ecluded here). The tolerance for the side length is split in two t<3mm/ 3 t <8mm. Table 20 Purlins: Material specifications and tolerances

119 PURLINS 112 Specification Length Thickness JIS 3350 SSC400 SPIM C100 SS104* L 7m L>7m 1.6mm 2.0mm 2.8mm 3.0mm 4.0mm 6.0mm *L 6m *L>6m -2.3mm -3.2mm -4.5mm +40mm -0mm +40mm -0mm +30mm -5.0mm 7m+Xm: X*5mm +40mm 7m+Xm: X*5mm +40mm 6m+Xm: X*5mm +40mm ±0.22mm ±0.25mm ±0.28mm ±0.30mm ±0.45mm ±0.60mm ±0.22mm ±0.25mm ±0.28mm ±0.30mm ±0.45mm ±0.60mm +0.20mm -0.10mm +0.20mm -0.12mm +0.25mm -0.15mm +0.30mm -0.17mm +0.35mm -0.20mm +0.40mm -0.22mm BS5950 P7** ±3.0mm ±0.17mm ±0.18mm ±0.20mm ±0.22mm ±0.24mm ±0.26mm Notes: *For SS104 the tolerance for the length has a change at 6metres, and the intervals between the thickness are: t<2.0mm, , , , , , , mm (the two last intervals ecluded from the table). **For BS5950 Part 7 the intervals between thickness are: t<2.0mm, , , , , , , , , , mm, (the five last intervals ecluded from the table). Table 21 Purlins: Tolerances on length and thickness High-Tensile Galvanised C and Z Purlins Steel grade Base steel Mechanical properties Tolerances Zinc ASTM A446, Grade E (mod.) & AS 1397 G450 Thickness Yield strength Tensile strength Minimum elongation Depth Flange width Length Hole Centres 1.6mm, min. min. 2.0mm and 2.5 mm 450 N/mm N/mm 2 10% ±1mm ±2mm ±3mm ±1.5mm Table 22 High-Tensile Galvanised Purlins: Mechanical properties/tolerances coating min. 275g/m 2 coating Storage and handling C and Z Purlins should be kept dr during storage before use. The should be stacked clear of the ground with timber sleepers and covered to prevent bundles from getting wet. If bundles become wet during transportation or storage, the purlins must be separated and wiped dr with clean cloth as soon as possible. Care must be taken to prevent bundles or loose pieces from dropping to the ground or banging against the building during loading and unloading, or when lifting onto the top of the building. Purlin selection tables for roofing application A hand guide for selection of appropriate size for high-tensile galvanised purlins in accordance with the ba width or column spacing of the building are given in Table 23 and Table 24. Note the given roof decking and be aware that these tables can onl be used for the specified loading. For other roof decking the designer has to calculate to find the appropriate size. The purlin selection tables are derived based on BS 5950 Part 5 (1987): Code of practice for design of cold formed sections. The purlin selection tables are onl applicable for a roof pitch less than or equal to 30 and for simpl supported purlins with pinned joints over supports.

120 PURLINS 113 Besides dead load arising from the roofs self weight, the purlins are designed based on a live load of 0.25 kn/m 2 (Malasia Building Blaw Clause 63) and uplifting wind load of 0.50 kn/m 2. i) 1.4 D.L L.L. (The most severe inward loading combination) ii) 1.0 D.L L.L. (The most severe outward loading combination) Under serviceabilit limit state the limiting deflection under total load is L/150 whereas under live load onl is L/180 (where L is the purlin span). The high-tensile galvanised purlins have ield strength of minimum 450 N/mm 2. All purlins shall have at least one bridging at mid span. For purlins in shaded areas there should be two bridgings provided at lengths L/3 and 2L/3 between the supports. Span in mm Purlin spacing 1200mm c/c Purlin spacing 1500mm c/c Purlin spacing 1800mm c/c Purlin spacing 2100mm c/c 5000 SC SC SC SC SC SC SC SC SC SC SC SC SC SC SC SC SC SC SC SC SC SC SC SC SC SC SC Notes: STEELOK roof decking (0.61mm TCT at 6.55 kg/m 2 distributed load) on C. Table 23 High-Tensile Galvanised Purlins: Purlin selection table 1 Notes: Span in mm Purlin spacing 1200mm c/c Purlin spacing 1500mm c/c Purlin spacing 1800mm c/c Purlin spacing 2100mm c/c 5000 SC SC SC SC SC SC SC SC SC SC SC SC SC SC SC SC SC SC SC SC SC SC SC SC SC SC STEELOK roof decking (0.61mm TCT at 6.55 kg/m 2 distributed load) on 50mm thick insulation wool (32 kg/m 3 ) on 1 laer Aluminium Foil on 1 laer Chicken mesh on C purlin. Table 24 High-Tensile Galvanised Purlins: Purlin selection table 2

121 PURLINS 114 Holing and cleating for C Purlins The figures under show the positioning of the holes on both the purlins, Figure 10, and the cleats, see Figure 12, and Table 25 shows the measures of the cleat. The holes for the SC 150 and 200 series are oval with length 22mm and width 18mm, see Figure 11 Cleat hole size for SC 150 and SC 200 series. 25m 35m 35m 50m 60m m 110m m SC 100 Series Hole size 14mm dia. SC 150 Series Elongated holes size 18mm 22mm SC 200 Series Elongated holes size 18mm 22mm Figure 10 Holing and cleats for C purlins 22mm 18mm Figure 11 Cleat hole size for SC 150 and SC 200 series 80 mm B A C Notes: Holes 18mm diameter. Figure 12 Hole positioning for cleats with 8mm thickness C-section Dimensions in mm sizes A B C Table 25 High-Tensile Galvanised Purlins: Cleat holes position

122 115 PURLINS Plain Channels D c t B Designation Thickness Area Centre Second Radius Elastic Plastic Buckling Torsional Warping Torsional Size Mass Of Of Moment Of Modulus Modulus Constant Inde Constant Constant Per Section Gravit Of Area Gration Metre DB t A C I I r r Z Z S S u H J mm kg/m mm cm 2 cm cm 4 cm 4 cm cm cm 3 cm 3 cm 3 mm 3 dm cm

123 116 PURLINS Lipped Channels Designation Thickness Inside Area Centre Second Radius Elastic Plastic Buckling Torsional Warp Torsion Size Mass Outside Of Of Moment Of Modulus Constant Inde Constant Per Radius Section Gravit Of Area Gration Metre DBC t r 1 r 2 A C I I r r Z Z S S u H J mm kg/m mm mm mm cm 2 cm cm 4 cm 4 cm cm cm 3 cm 3 cm 3 cm 3 dm cm D D r 2 r 1 B C t C

124 117 PURLINS Lipped Channels Designation Thickness Inside Area Centre Second Radius Elastic Plastic Buckling Torsional Warp Torsion Size Mass Outside Of Of Moment Of Modulus Constant Inde Constant Per Radius Section Gravit Of Area Gration Metre DBC t r 1 r 2 A C I I r r Z Z S S u H J mm kg/m mm mm mm cm 2 cm cm 4 cm 4 cm cm cm 3 cm 3 cm 3 cm 3 dm cm D D r 2 r 1 B C t C

125 PURLINS 118

126 PURLINS 119 High-Tensile Galvanised C Purlins B C r1 C D r2 t C Designation Thickness Outside Inside Area Centre Moment Radius Size Mass Radius Of Of Of Of DBC Per Section Gravit Inertia Gration Number Metre t r 1 r 2 A C I I r r mm kg/m mm mm mm cm 2 cm cm 4 cm 4 cm cm SC SC SC SC SC SC SC SC Designation Elastic Plastic Buckling Torsional Warping Torsional Size Mass Modulus Modulus Constant Inde Constant Constant DBC Per Number Metre Z Z S S u H J mm kg/m cm 3 cm 3 cm 3 cm 3 dm cm SC SC SC SC SC SC SC SC Note: The outside corner radius for the lipped channel is 5.0mm+the section thickness, and the inside corner radius is 5.0mm. Table 26 High-Tensile Galvanised C-Purlins: Section sizes

127 PURLINS 120 High-Tensile Galvanised Z Purlins F L C D C t L E Designation Mass Dimensions Area Centre Size Per Of Of DBC Metre Section Gravit Number D E F L t A C C kg/m mm mm mm mm mm cm 2 cm cm SZ SZ SZ SZ SZ SZ SZ SZ SZ SZ Designation Moment Radius Elastic Plastic Size Of Of Modulus Modulus DBC Inertia Gration Number I I r r Z Z S S cm 4 cm 4 cm cm cm 3 cm 3 cm 3 cm SZ SZ SZ SZ SZ SZ SZ SZ SZ SZ Table 27 High-Tensile Galvanised Z-Purlins: Section sizes

128 121 ANGLES Equal r 2 v u Designation Mass Radius Area Distance Second Moment Radius Of Elastic Size Thickness Per Root Toe Of Centre Of Area Gration Modulus Metre Section Of Gravit Ais Ais Ais Ais Ais Ais Ais AA t r 1 r 2 C and C -, - u-u v-v -, - u-u v-v -, - mm m mm kg/m mm mm cm 2 cm cm 4 cm 4 cm 4 cm cm cm cm X X A t r 1 A 90 o t r 2 c u c v

129 122 ANGLES Equal r 2 v u Designation Mass Radius Area Distance Second Moment Radius Of Elastic Size Thickness Per Root Toe Of Centre Of Area Gration Modulus Metre Section Of Gravit Ais Ais Ais Ais Ais Ais Ais AA t r 1 r 2 C and C -, - u-u v-v -, - u-u v-v -, - mm m mm kg/m mm mm cm 2 cm cm 4 cm 4 cm 4 cm cm cm cm A t r 1 A 90 o t r 2 c u c v

130 123 ANGLES Unequal r 2 v u A t r 1 90 o r 2 C C Designation Mass Radius Area Distance Second Moment Radius of Gration Elastic Angle Size Thickness Per Root Toe Of Centre Of Area Modulus - Metre Section Of Gravit Ais to u-u Ais Ais Ais Ais Ais Ais Ais Ais Ais Ais Ais AB t r 1 r 2 C C - - u-u v-v - - u-u v-v - - mm mm kg/m mm mm cm 2 cm cm cm 4 cm 4 cm 4 cm 4 cm cm cm cm cm 3 cm B t u v

131 ANGLES 124

132 125 BARS Flat Section Unit Section Section Unit Section Size Weight Area Size Weight Area Thickness Width M A Thickness Width M A mm mm kg/m cm 2 mm mm kg/m cm

133 126 BARS Flat Section Unit Section Section Unit Section Size Weight Area Size Weight Area Thickness Width M A Thickness Width M A mm mm kg/m cm 2 mm mm kg/m cm

134 127 BARS Square a Designation Area Second Radius Of Elastic Plastic Size Mass Of Moment Gration Modulus Modulus a Per Metre Section Of Inertia mm kg/m Ib/ft mm 2 mm 4 mm mm 3 mm

135 128 BARS Deformed and Round Deformed Round Section Unit Section Section Unit Section Size Weight Area Size Weight Area M A M A mm kg/m cm 2 mm kg/m cm

136 PLATES Plates 129 Product specifications Main specifications ABS Specifications (American Bureau of Shipping Rules) ABS (1998): Rules Requirements for Materials and Welding, Part 2. Ordinar strength hull structural steel plates. Higher strength hull structural steel plates. ASTM Specifications (American Societ for Testing of Materials) A36 (1996): Standard specification for Carbon Structural Steel. A283 (1993): Standard specification for Low and Intermediate Tensile Strength Carbon Steel Plates A285 (1990): Standard specification for Pressure Vessel Plates, Carbon Steel, Low- and Intermediate Tensile Strength. A516 (1990): Standard specification for Pressure Vessel Plates, Carbon Steel, for Moderate- and Lower-Temperature Service. A572 (1997): Standard specification for High-Strength, Low Allo, Columbium-Vanadium Structural Steel. BSI Specifications (British Standards Institute) BS 7191 (1989): Specification for Weldable structural steels for fied offshore structures. EN (1993): Specification for Flat products made of steels for pressure purposes. EN (1993): Standard specification for Hot rolled products in weldable fine grain structural steels. EN (1996): Plates and wide flats made of high ield strength structural steels in the quenched and tempered or precipitation hardened conditions. EN (1996): Specification for Hot-rolled flat products made of high ield strength steels for cold forming. EN (1992): Steels for simple pressure vessels - Technical deliver requirements for plates, strips and bars. JIS Specifications (Japanese Industrial Standards) G 3101 (1991): Rolled steels for general structures. G 3106 (1995): Rolled steels for welded structure. LRS Specifications (Llod s Register of Shipping Rules) LR (1998): Manufacture, Testing and Certification of Materials.

137 PLATES 130 List of standard specifications Specifications Yield strength Tensile Elongation Charp V-notch ASTM A36 N/mm 2 strength min. % Temp. ( C) Energ (J) t<16mm 16<t<40 t>40mm N/mm 2 L 0=5.65 S GENERAL STRUCTURES 50mm-200mm min ASTM A283 50mm-200mm Grade A min Grade B min Grade C min Grade D min ASTM A572 50mm-200mm Grade 42 min Grade 50 min Grade 60 min Grade 65 min EN S275N min S355N min S420N min S460N min S275M min S355M min S420M min S460M min EN S315MC min S355MC min S420MC min S460MC min S500MC min S550MC min S600MC min S650MC 650 (t 8mm) 620 S700MC 700 (t 8mm) (t>8mm) 680 EN (t>8mm) S260NC min S315NC min S355NC min S420NC min JIS G 3101 SS SS SS SS min JIS G C SM400A, B, C B/C 27/ SM490A, B, C B/C 27/

138 PLATES 131 Specifications Yield strength Tensile Elongation Charp V-notch N/mm 2 strength min. % Temp. ( C) Energ (J) t<16mm 16<t<40 t>40mm N/mm 2 L 0=5.65S Contd. GENERAL STRUCTURES Contd. JIS G C -5 C SM490YA, YB YB SM520B, C B/C 27/ SM BRIDGES, FLOOD GATES, STORAGE TANKS, WATER TANKS, BUILDINGS, CRANE STRUCTURES EN S460Q, QL, QL1 1) 460 1)* 440 1)** 400 1)*** /50/60 30/40/50 -/30/40 S500Q, QL, QL1 S550Q, QL, QL1 S620Q, QL, QL1 S690Q, QL, QL1 S890Q, QL, QL1 S960Q, QL, QL1 1) 500 1) 550 1) 620 1) 690 1) 890 1)* 480 1)* 530 1)* 580 1)* 650 1)** 440 1)** 490 1)** 560 1)** 630 1)* 830-1) )*** /50/60 30/40/50 -/30/40 1)*** /50/60 30/40/50 -/30/40 1)*** /50/60 30/40/50 -/30/40 1)*** /50/60 30/40/50 -/30/40 1)*** /50/60 30/40/50 -/30/40 1)*** /50/60 30/40/50 -/30/40 EN mm<t 50mm 50mm<t 70mm S500A, AL 2) 500 2)* /65 40/50 -/40 S550A, AL S620A, AL S690A, AL 2) 550 2) 620 2) 690 2)* /65 40/50 -/40 2)* /65 40/50 -/40 2)* /65 40/50 -/40 SPECIAL STEEL BS D E EZ D E EM EMZ EM EMZ HULL STRUCTURES ABS 3) For thickness t 50mm Grade A, B, D, E min Gr. AH, DH, EH, FH 32 min Gr. AH, DH, EH, FH 36 min Gr. AH, DH, EH, FH 40 min LR 3) Grade A, B, D, E min Gr. AH, DH, EH, FH 32 min Gr. AH, DH, EH, FH 36 min Gr. AH, DH, EH, FH 40 min PRESSURE VESSELS, GENERAL ASTM A285 50mm-200mm Grade A min Grade B min Grade C min

139 PLATES 132 P275 P355 P460 P355 P420 P460 P355 Specifications Yield strength Tensile Elongation Charp V-notch N/mm 2 Strength min. % Temp. ( C) Energ (J) t<16mm 16<t<40 t>40mm N/mm Contd. PRESSURE VESSELS, GENERAL ASTM A516 50mm-200mm Grade 55 min Grade 60 min Grade 65 min Grade 70 min EN P235GH P265GH P295GH P355GH Mo CrMo CrMo ) 295 4) 215 4) 245 4) 285 4) 335 4) 260 4) 290 4) ) ) ) ) ) ) CrMo 9-10 min EN mm N, NH NL1 NL2 N, NH NL1 NL2 N, NH NL1 NL ) 265 5) 345 5) 440 5)* )* )* EN t<30mm 30mm<t 50mm t<50mm 11 MnNi 5-3 6) 285 6)* MnNi MnNi 6 12 Ni Ni 19 X8 Ni9 HT 640 X8 Ni9 HT 680 X7 Ni 9 EN M ML1 ML2 M ML1 ML2 M ML1 ML2 EN Q, QH QL1 QL2 6) 355 6) 355 6) 355 6) 390 6) 490 6) 585 6) ) 355 8)* )* )* )* )* )* )* )* ) ) ) )** 315 8)***

140 PLATES 133 Specifications Yield strength Tensile Elongation Charp V-notch Contd. EN P460 Q, QH P500 P690 QL1 QL2 Q, QH QL1 QL2 Q, QH QL1 QL2 N/mm 2 strength min. % Temp. ( C) Energ (J) t<16mm 16<t<40 t>40mm N/mm Contd. PRESSURE VESSELS, GENERAL 8) 460 8) 500 8) 690 8)* 440 8)* 480 8)* 670 8)** 400 8)** 440 8)** 630 8)*** )*** )*** PRESSURE VESSELS, LOW TEMPERATURE SERVICE EN mm P235S P265S P275SL Table 28 Plates: List of standards specifications ) 1)* 1)** 1)*** 2) 2)* 3) 4) 5) 5)* 6) 6)* 7) 8) 8)* 8)** 8)*** For t 50mm. For 50<t 100mm For 100<t 150mm. For t>150mm, see EN For t 100mm. For t>100mm, see EN For t 50mm. For 50<t 70mm. For LR and ABS plates the difference between A, B, D, E, F grades are the impact tests. The are made at the following temperatures: A grade +20 C E/EH grade -40 C B/AH grade 0 C FH grade -60 C D/DH grade -20 C For plates thicker than 60mm, see EN :1992. For plates thicker than 50mm, see EN :1992. For plates thicker than 70mm, see EN :1992. For t 30mm. For 30<t 50mm Maimum thickness 63mm. For t 50mm For 50<t 100mm For 100<t<150mm For t 100mm. For 100<t 150mm, see EN

141 PLATES 134 Mild Steel Plates Metric units 7.85kg/mm m kg/mm ft 2 Width Length (ft) Thickness Weight Weight / pc mm kg/ft 2 kg kg kg kg kg kg kg

142 PLATES 135 Contd. from previous page Metric units 7.85kg/mm m kg/mm ft 2 Width Length (ft) Thickness Weight Weight / pc mm kg/ft 2 kg kg kg kg kg kg kg Table 29 Plates: Sizes of Mild Steel Plates Chequered Plates Metric units 8.08kg/mm m kg/mm ft 2 Width Length (ft) Thickness Weight Weight / pc mm kg/ft 2 kg kg kg kg kg Kg Table 30 Plates: Sizes of Chequered Plates

143 PLATES 136

144 PIPES Pipes 137 JIS G3452 (1988) SGP Nominal size Outside Diameter Thickness Unit Weight (plain end) A B mm in mm in lb/ft kg/m 6 1/ / / / / / / / / Tensile Strength : 290N/mm 2

145 PIPES 138 BS 1387 (1985) Steel tubes and tubulars suitable for screwing to BS 21 pipe threads Tube Designatio n Nomina l Outside diameter of black pipe Thickness of thread bore ma. min in. mm in. mm in. mm in. mm Light 1/ / / / / / / / Mediu m 1/ / / / / / / / Heav 1/ / / / / / / / Yield Strength : 195 N/mm 2 Tensile Strength : 320 to 460 N/mm 2

146 PIPES 139 Steel tubes and tubulars suitable for screwing to BS 21 pipe threads Tube Weight of black pipe Ordinar sockets Plain end Screwed and socketed Min. outside dia. Min. length lb/ft kg/m lb/ft kg/m in. mm in. mm Light / / / / / / / / / / / / / / / / / / / / / /16 87 Mediu m / / / / / / / / / / / / / / / / / / / / / / / / /4 96 Heav / / / / / / / / / / / / / / / / / / / / / / / / /4 96 Yield Strength : 195 N/mm 2 Tensile Strength : 320 to 460 N/mm 2

147 PIPES 140 API 5L (1991) and ASTM A53 (1997) API Specification 5L line pipes (1991 edition); seamless and welded line pipes for conveing water, gaseous and liquid hdrocarbons and for the construction of chemical and industrial plants, oil refineries etc. ASTM A53 (1997 edition) Steel pipes, black and hot-dipped, zinc-coated, welded and seamless, with nominal (average) diameter from 1/8-26. Please note that API 5L pipes might be heat-treated, ASTM A53 pipes are all cold formed. Chemical composition The chemical composition of the API 5L and ASTM A53 pipes are shown below. Deliver condition Grade C ma. % Mn ma. % P ma. % S ma. % API 5L S - W A S - W B S - W X S - W X S - W X S - W X S - W X W X W X W X ASTM A53 S - W A S - W B F Notes: S = Seamless, W = electric-resistance Welded, F = Furnace-welded Table 31 API 5L and ASTM A53 Pipes: Chemical composition Mechanical properties The mechanical properties for the API 5L and ASTM A53 pipes are shown in Table 32 below. Deliver condition Grade Min. Yield Min. Tensile strength strength N/mm 2 N/mm 2 API 5L S - W A S - W B S - W X S - W X S - W X S - W X S - W X W X W X W X ASTM A53 S - W A S - W B F Table 32 API 5L and ASTM A53 Pipes: Mechanical properties The tables on the following pages show the available sizes with outside diameter, plain end weight, wall thickness, designation, and hdrostatic test pressure.

148 PIPES 141 Section sizes OD = outer diameter, ID = inner diameter = Sizes onl from ASTM A53 (1997). Schedule Nos. are taken from ASTM A53. ASTM sizes do not have an alternative size or grades X42 to X80. Size Wall thickness Unit ID Butt Hdrostatic test pressure OD weight weld Values given in (psi). 1psi = 6.895MPa. inch Sch. No t mm (Class) mm kg/m mm A B X42 X46 X52 X56 X60 X65 X70 X80 1/8 40(Std) (XS) /4 40(Std) (XS) /8 40(Std) (XS) /2 40(Std) (XS) (XXS) /4 40(Std) (XS) (XXS) (Std) (XS) (XXS) /4 40 (Std) (XS) (XXS) /2 40 (Std) (XS) (XXS) / Std Alt (Std) Std Alt Std Alt Std Alt (Std) Std Alt Std Alt Std Alt (XS) Std Alt Std Alt Std Alt

149 PIPES 142 Size Wall thickness Unit Hdrostatic test pressure OD weight ID Values given in (psi). 1psi = 6.895MPa. inch Sch. no t mm (Class) mm kg/m mm A B X42 X46 X52 X56 X60 X65 X70 X80 2 3/ Std Alt (XXS) Std Alt / Std Alt Std Alt Std Alt Std Alt Std Alt Std Alt Std Alt (Std) Std Alt Std Alt Std Alt (XS) Std Alt Std Alt (XXS) Std Alt ½ Std Alt Std Alt Std Alt Std Alt Std Alt Std Alt Std Alt (Std) Std Alt Std Alt Std Alt (XS) Std Alt

150 PIPES 143 Size Wall thickness Unit Hdrostatic test pressure OD weight ID Values given in (psi). 1psi = 6.895MPa. inch Sch. no t mm (Class) mm kg/m mm A B X42 X46 X52 X56 X60 X65 X70 X80 3 ½ Std Alt (XXS) Std Alt Std Alt Std Alt Std Alt Std Alt Std Alt Std Alt Std Alt (Std) Std Alt Std Alt Std Alt (XS) Std Alt ½ Std Alt Std Alt Std Alt Std Alt Std Alt Std Alt Std Alt Std Alt (Std) Std Alt Std Alt Std Alt Std Alt (XS) Std Alt

151 PIPES 144 Size Wall thickness Unit Hdrostatic test pressure OD weight ID Values given in (psi). 1psi = 6.895MPa. inch Sch. no t mm (Class) mm kg/m mm A B X42 X46 X52 X56 X60 X65 X70 X80 4 ½ Std Alt Std Alt (XXS) Std Alt / Std Std Std Std Std Std Std Std Std (XS) Std Std Std (XXS) Std Size Wall thickness Unit Hdrostatic test pressure OD weight ID Values given in (psi). 1psi = 6.895MPa. inch Sch. No. A B mm (Class) mm kg/m mm Std. Alt. Std. Alt. X42 X46 X52 X56 X60 X65 X70 X80 6 5/ (XS) (XXS) /

152 PIPES 145 Size Wall thickness Unit Hdrostatic test pressure OD weight ID Values given in (psi). 1psi = 6.895MPa. inch Sch. No. t A B mm (Class) mm kg/m mm Std. Alt. Std. Alt. X42 X46 X52 X56 X60 X65 X70 X80 8 5/ (XS) (XXS) / /4 60 (XS) / (Std)

153 PIPES 146 Size Wall thickness Unit Hdrostatic test pressure OD Weight ID Values given in (psi). 1psi = 6.895MPa. inch Sch. No. t A B mm (Class) mm kg/m mm Std. Alt. Std. Alt. X42 X46 X52 X56 X60 X65 X70 X / (XS) (XXS) (Std) (XS)

154 PIPES 147 Size Wall thickness Unit Hdrostatic test pressure OD weight ID Values given in (psi). 1psi = 6.895MPa. inch Sch. No. t A B mm (Class) mm kg/m mm Std. Alt. Std. Alt. X42 X46 X52 X56 X60 X65 X70 X (Std) (XS) (Std) (XS)

155 PIPES 148 Size Wall thickness Unit Hdrostatic test pressure OD weight ID Values given in (psi). 1psi = 6.895MPa. inch Sch. No. t A B mm (Class) mm kg/m mm Std. Alt. Std. Alt. X42 X46 X52 X56 X60 X65 X70 X (Std) (XS)

156 PIPES 149 Size Wall thickness Unit Hdrostatic test pressure OD weight ID Values given in (psi). 1psi = 6.895MPa. inch Sch. No. t A B mm (Class) mm kg/m mm Std. Alt. Std. Alt. X42 X46 X52 X56 X60 X65 X70 X (Std) (XS) (Std) (XS)

157 PIPES 150 Size Wall thickness Unit Hdrostatic test pressure OD weight ID Values given in (psi). 1psi = 6.895MPa. inch Sch. No. t A B mm (Class) mm kg/m mm Std. Alt. Std. Alt. X42 X46 X52 X56 X60 X65 X70 X

158 PIPES 151 Size Wall thickness Unit Hdrostatic test pressure OD weight ID Values given in (psi). 1psi = 6.895MPa. inch Sch. No. t A B mm (Class) mm kg/m mm Std. Alt. Std. Alt. X42 X46 X52 X56 X60 X65 X70 X Table 33 API 5L and ASTM A53pipes: Section sizes

159 PIPES 152

160 STEEL SHEET PILES TO EN (1996) Steel Sheet Piles to EN (1996) 153 General The LX & Larssen (U-sections) profiles of steel sheet piling from British Steel are well known to civil engineers throughout the world. Their usefulness and reliabilit in all tpes of earth and water retaining structures have been proven on countless occasions over man ears. With the benefit of eperience and research, the range and efficienc of the sections has continuall been improved. A comprehensive range of section sizes is available, permitting the most economic size to be made and a Frodingham straight web sstem is produced for construction of cellular cofferdams. The sheet piles can be used in river walls, ports and harbours, pumping stations, bridge abutments, motorwa widening retaining walls cut and cover tunnels, underground car parks and for temporar works like supported ecavations. Pairing of the sections prior to deliver results in less handling and pitching operations on site. LX & Larssen piles are normall supplied as singles, but can be supplied interlocked in pairs if requested. If required, these sections can be supplied with the interlocks welded together or crimped. The crimping process achieves a minimum of 80 kn per crimp and the pattern can be varied as required. All piles are supplied with a 32 mm diameter slinging hole located 150mm from the top end of the pile, unless otherwise agreed. Product specifications Mechanical properties LX & Larssen and Frodingham steel sheet piling is currentl supplied to EN 10248:1996, to the grades summarised in Table 34 below. Other grades can also be delivered. Designation EN Classification Min. Yield Min. Tensile Min. Elongation on Steel Name EN Steel no. EN10020 Strength R eh Strength R m a gauge length of 1) 2) 2) L 0 = 5.65 S 0 N/mm 2 N/mm 2 % S270GP BS EN S355GP BS Notes: Grades S270GP and S355GP are similar to BS4360:1986 grades 43A and 50A respectivel. Copper Bearing Steel - all the grades are available with 0.20% up to 0.35% or over 0.35% up to 0.50% Copper content. 1) BS - Base Steel. 2) The values in the table appl to longitudinal test pieces for the tensile test. Table 34 Steel Sheet Piles to EN (1996): Mechanical properties

161 STEEL SHEET PILES TO EN (1996) 154 Recommended working stresses for steel sheet piling Detailed below are the recommended working stresses for steel sheet piling (based on current European practice and BS 8002:1994). The figures are for guidance onl and ma be changed b the Client's engineer in line with national design codes. Stresses in temporar conditions, which occur during construction, ma be varied at the discretion of the client's engineer. Class of work EN 10248:1996 EN10248:1996 S270GP S355GP N/mm 2 N/mm 2 Permanent Temporar Table 35 Steel Sheet Piles to EN (1996): Recommended working stresses Effective life The effective life of unpainted or otherwise unprotected steel piling to EN grades S270GP and S355GP depend upon the combined effects of imposed stresses and corrosion. Performance is clearl optimised with combinations of high stress and low corrosion rate. Although other stress and corrosion combinations are less favourable, good design can ensure acceptable lives. The use of grade S355GP steel at grade S270GP stresses can also increase effective life. Copper-bearing steels are marginall advantageous but onl in atmospheric eposures. Splices Subject to recommendations on maimum lengths for driving, steel sheet piling is generall available in lengths up to 30m. Where it is necessar to increase the pile length during driving, splices can be used for which details are available on request. Because of normal rolling tolerances there ma be variations in the profile. Ever effort should be made to match pile ends before welding.

162 STEEL SHEET PILES TO EN (1996) 155 LX & Larssen Sheet Piling Dimensions and sectional properties The LX & Larssen sections are available in a range of pile widths to suit local driving conditions. The following section sizes are available: d t " f 2h C C " 2b Figure 13 LX & Larssen sheet piling: Dimensions Section Flat of Pan Section Mass Combined Modulus b h d t f Area moment of of Section (nom.) (nom.) (nom.) of wall of wall Inertia Z mm mm mm mm mm cm 2 /m kg/m kg/m 2 cm 4 /m cm 3 /m LX LX LX LX LX LX W (122kg) (131kg) (138,7kg) GSP GSP GSP Table 36 LX & Larssen Sheet Piling: Section sizes and properties Interlocking options Some of the different sections can be interlocked with each other, see table below. Section LX 8 LX 12 LX 16 LX 20 LX 25 LX 32 6 W 6 GSP 2 GSP 3 GSP 4 LX 8 LX 12 LX 16 LX 20 LX 25 LX 32 6 W 6 GSP 2 GSP 3 GSP 4 Table 37 LX & Larssen Sheet Piling: Interlocking options

163 STEEL SHEET PILES TO EN (1996) 156 Dimensional tolerances The dimensional tolerances to which LX & Larssen steel sheet piles are produced are given in the following Table 38. Width Thickness of Section Weight Length Single Interlocked pile piles 8.5mm >8.5mm +/- 2% +/- 3% +/- 0.5mm +/- 6% +/- 5% +/-200mm Squareness of cut Straightness Depth of Section (h) X-X ais Y-Y ais % of width h 200mm h>200mm 2% 2% 0.2% of length +/- 4mm +/- 5mm Table 38 LX & Larssen Sheet Piling: Dimensional tolerances Recommended maimum lengths for driving The maimum length for each piling section depends upon the tpe of strata encountered, penetration required and the tpe of construction for which the piling is to be used. The following Table 39 is provided as a guide onl. In hard driving conditions it ma be necessar to move up a section size to achieve the required penetration. Alternativel Grade S355GP steel ma be used. Section Approimate ma. Section Approimate ma. Section Approimate ma. length (metres) length (metres) length (metres) LX8 14 LX25 25 GSP3 23 LX12 17 LX32 28 GSP4 27 LX W LX20 23 GSP2 19 Table 39 LX & Larssen Sheet Piling: Recommended maimum lengths for driving LX & Larssen Bo Piles Bo piles, formed of two or more sheet pile sections welded together, can be convenientl introduced into a line of sheet piling at an point where local heav loads are applied. The can be used to resist vertical and horizontal forces and are generall positioned in the pile wall so that its appearance is unaffected. Bo piles can also be used as individual units as bearing piles for foundations and in open jett and dolphin construction where, due to their large radius of gration, long laterall supported lengths are practicable. The drawing under shows a LX & Larssen Bo Pile. Weld Figure 14 LX & Larssen bo pile

164 STEEL SHEET PILES TO EN (1996) 157 Frodingham Straight Web Sections Dimensions and sectional properties Straight web piling is used to construct cellular cofferdams, which are made up of a series of interconnected cells. These structures are used when considerable depths of water, or subsequentl placed fill are to be retained, or when it is not possible to drive far into the river bed, necessitating the need for a free standing gravit structure. Tpical uses are in dams to temporaril seal off dock entrances so that low level work can be carried out in the dr, and in the construction of permanent walls for land reclamation, quas, wharves and dolphins. The maimum length in which straight web sections are supplied is usuall 20m. Longer lengths can be supplied b prior arrangement. Junction piles for the straight web sections are also available. Thickness Coupling Effective height Effective width Full width Figure 15 Frodingham Straight Web Sections: Dimensions Size Mass Min. Ultimate Strength of Interlock Section Effective Thickness Per linear Per square EN 10248:1996 EN 10248:1996 width Metre of pile metre of wall S270GP S355GP mm mm kg kg MN/m MN/m SW-1A Table 40 Frodingham Straight Web Sections: Section sizes Dimensional tolerances The dimensional tolerances to which Frodingham straight web piling is produced are given in the following Table 41. Width Thickness of Section Weight Length Squareness of cut Straightness Single Interlocked X-X ais Y-Y ais pile piles 8.5mm >8.5mm % of width +/- 2% +/- 3% +/- 0.5mm +/- 6% +/- 5% +/- 200mm 2% 2% 0.2% of length Table 41 Frodingham Straight Web Sections: Dimensional tolerances The maimum length for straight web piles is usuall 20 metres, but longer lengths can be supplied.

165 STEEL SHEET PILES TO EN (1996) 158

166 OTHER STEEL SHEET PILES Other Steel Sheet Piles 159 PU Steel Sheet Piles Mechanical properties PU steel sheet piles can be supplied in grades up to a ield strength of 430 N/mm 2. Dimensions and sectional properties The PU steel sheet piles are available in the following sizes: d t " f 2h C C " 2b Figure 16 PU Steel Sheet Piles: Dimensions Flat of Thickness Mass Section Section Moment Radius of Section pan of per m area Modulus Of Inertia gration h b f pan web C C A Z I I z r mm mm mm mm mm mm Mm kg/m cm 2 cm 3 cm 4 cm 4 cm PU 6 per pile ,290 23, per m wall , PU 8 per pile ,360 30, per m wall , PU 12 per pile ,450 34, per m wall ,200 21, PU 16 per pile ,560 38, per m wall , PU 20 per pile ,080 46, per m wall , PU 25 per pile ,670 49, per m wall ,500 56, PU 32 per pile ,100 55, per m wall ,200 72, Table 42 PU Steel Sheet Piles: Section sizes The PU sheet piles can be delivered in material according to British BS-standards, American ASTM-standards, Euronorms, and Japanese JIS-standards.

167 OTHER STEEL SHEET PILES 160 Interlocking options Section PU 6 PU 8 PU 12 PU 16 PU 20 PU 25 PU 32 PU 6 PU 8 PU 12 PU 16 PU 20 PU 25 PU 32 Interlocking possible On request (require in advance indicating length of piles) Table 43 PU Steel Sheet Piles: Interlocking options Dimensional tolerances Width Thickness of Pan Weight Length Squareness Straightness single pile interlocked piles e 8mm 8<e 12 12<e 18 e>18mm 1) 2) 3) of ends ± 2% ± 3% ±0.5mm ±0.6mm ±0.8mm ±1.2mm ± 4% ± 200mm 10mm 0.2% Notes: 1) Of total mass of the complete order. 2) Of the distance between 2 points of the cross-section. 3) Maimum deflection on the length of the pile. Table 44 PU Steel Sheet Piles: Dimensional tolerances The maimum length for this U-tpe pile is usuall between 25 to 31 metres, but longer lengths can be supplied. Handling holes and double piles The piles can on request be delivered with flame cut handling holes, 50mm diametre, located in the centre of the pan at mm from the end. Piles can also be fastened together to form double piles b pressing or welding the interlocks. Two to si pressing points per meter can be applied according to design requirements. A minimum shear force of 80 kn per one crimping point is admitted.

168 OTHER STEEL SHEET PILES 161 KSP Steel Sheet Piles Mechanical properties KSP steel sheet piles are manufactured according to JIS 5528 Hot Rolled Steel Sheet Piles (1988). Designation Min. Yield Min. Tensile Min. Elongation JIS A 5528 Strength R eh Strength R m Steel Name N/mm 2 N/mm 2 % SY SY Table 45 KSP Steel Sheet Piles: Mechanical properties Dimensions and sectional properties The KSP steel sheet piles are available in the sizes shown in Table 46 under. Note the three new sizes KSP II W, KSP III W and KSP IV W, which are etra wide sections. Thickness Coupling Effective height Full height Effective width Coupling Full width Figure 17 KSP Steel Sheet Piles: Dimensions Section Dimensions Section Unit weight Moment of Modulus of width height thickness Area Inertia section w h t A A/m M M/m I I/m Z Z /m mm mm mm cm 2 cm 2 /m kg/m kg/m 2 cm 4 cm 4 /m cm 3 cm 3 /m KSP I A , KSP II ,240 8, KSP II A ,450 10, KSP III ,320 17, ,340 KSP III A ,840 22, ,520 KSP IV ,670 38, ,270 KSP IV A ,300 41, ,250 KSP V L ,960 63, ,150 KSP VI L ,400 86, ,820 KSP II W ,110 13, ,000 KSP III W ,220 32, ,800 KSP IV W ,630 56, ,700 Note: The sizes are also available in FSP sheet piles. Sectional properties given per single pile, and per linear metre wall. Table 46 KSP Steel Sheet Piles: Section sizes and properties

169 OTHER STEEL SHEET PILES 162 Interlocking options The sections can be interlocked with each other as shown in Table 47. Section KSP I A KSP II KSP II A KSP III KSP III A KSP I A KSP II KSP II A KSP III KSP III A KSP IV KSP IV A KSP V L KSP VI L KSP II W KSP III W KSP IV W KSP IV KSP IV A KSP V L KSP VI L KSP II W Table 47 KSP Steel Sheet Piles: Interlocking options KSP III W KSP IV W The sheet piles can also be welded together to form bo piles, as shown in section Other section tpes under the chapter Steel sheet piles according to EN 10248:1996. Dimensional tolerances Full width Effective width Thickness of Section Traditional Wider width Traditional Wider width <10mm 10mm 16mm Single pile Single pile Single pile Single pile <16mm W ± 1% + 6mm - 5mm Per meter wall width: Ma 4mm deviation mm - 0.3mm + 1.2mm - 0.3mm + 1.5mm - 0.3mm Full Length Deflection Camber of full length Difference in height of full length verticall Notes: L 10m L>10m L 10m L>10m cut sections ± 4% - 0mm L 0.12% L 0.10% L 0.25% ma. L 0.20% + 25mm ma. Within 4% of width The deflection shall be in the direction parallel to the sheet pile wall and the camber shall be in the direction vertical to the sheet pile wall. Table 48 KSP Steel Sheet Piles: Dimensional tolerances Recommended maimum lengths for driving The recommended driving length for KSP steel sheet piles is maimum 30metres.

170 OTHER STEEL SHEET PILES 163 KSP Straight Web Sections Mechanical properties KSP straight web sections are manufactured according to JIS 5528 Hot Rolled Steel Sheet Piles (1988). Designation Min. Yield Min. Tensile Min. Elongation JIS A 5528 Strength R eh Strength R m Steel Name N/mm 2 N/mm 2 % SY SY Table 49 KSP Straight Web Sections: Mechanical properties Dimensions and sectional properties The KSP straight web sections are available in the following sizes: Thickness Coupling Effective height Effective width Full width Figure 18 KSP Straight Web Sections: Dimensions Section Dimensions Section Unit weight Moment of Inertia Modulus of section area Per wall Per wall Per wall width height thickness Per pile Per pile width Per pile width Per pile width mm mm mm cm 2 kg/m kg/m 2 cm 4 cm 4 /m cm 3 cm 3 /m KSP FL KSP FXL Table 50 KSP Straight Web Sections: Section sizes and properties Standard Section Interlocking strength specification size MN/m JIS A 5528 KSP FL 4 SY295 KSP FXL 6 Table 51 KSP Straight Web Sections: Interlocking strength The two sections can be interlocked with each other.

171 OTHER STEEL SHEET PILES 164 Dimensional tolerances Full width Full Thickness of Section Length Single height <10mm 10mm 16mm pile ± 4mm mm - 0.7mm <16mm + 1.5mm - 0.7mm - + not specified - 0 mm Deflection Camber of full length Difference in of full length verticall L 10m L>10m L 10m L>10m cut sections L 0.15% ma. Notes: (L-10m) 0.10% + 15mm ma. L 0.20% ma. (L-10m) 0.10% + 20mm ma. Within 4% of width The deflection shall be in the direction parallel to the sheet pile wall and the camber shall be in the direction vertical to the sheet pile wall. Table 52 KSP Straight Web Sections: Dimensional tolerances

172 GRATINGS Gratings 165 General Process Steel gratings are manufactured using a simultaneous application of heat and pressure on the load bar and cross bar at their intersection points, welding them together. Applications Stairwas, walkwas, catwalks, pedestrian ramp, machine access platform, etc. Sizes Panel Size Serial Size Mass Pitch Tpe ft inch kg/m 2 mm 1 3/ /4 3/ twisted / straight /2 3/ cross / round bar 2 3/16 53 Table 53 Gratings: Sizes Bearing Bars Cross Bars Width 40 (pitch) 100 (pitch) Length Figure 19 Gratings: Dimensions