| 1. | | M Advisory Question Ref No 2768 - 31/01/2012 | | |
| SCI P355 (Design of composite beams with large web openings, 2011). Equation (56) on page 66 gives the limitation on the thickness of the horizontal stiffener on one side of the beam. In the example on page 87, a single side 80x10 stiffener is welded to a 9mm web. This appears to contravene equation (56), tr/tw <= 1.0. Is this mandatory or a recommendation? - it would seem a little onerous if you couldn't use a 8mm stiffener with a 7.9mm web. |
| 2. | | M Advisory Question Ref No 2797 - 31/01/2012 | | |
| Can you provide any guidance as to the appropriate values of k & kw when calculating Mcr in accordance with SN003b? |
| 3. | | M ED005 Technical Report: Design of Light Steel Sections to Eurocode 3 | | |
| This Technical Report provides guidance in accordance with Eurocode 3 for the design of steel sections used in light steel framing applications. Such sections are commonly used in a range of building types as secondary steelwork (e.g. purlins and cladding rails in industrial buildings) and as the primary load-bearing elements in light steel frames (e.g. in residential buildings). The guidance includes a brief introduction to relevant Parts of the Eurocodes, notably BS EN 1993-1-3 Eurocode 3: Design of steel structures. Cold formed members and sheeting, followed by detailed design guidance. Since light steel members are especially prone to local buckling, the design consequences of this behaviour are dealt with in depth, notably the calculation of effective cross section properties. Design guidance for members in compression and members in bending is also given. Eight worked examples are provided to illustrate the application of the design rules to practical building applications. |
| 4. | | M Advisory Question Ref No 2767 - 22/12/2011 | | |
| Is there any published guidance on the required ULS combinations for buildings including overhead cranes for design to Eurocodes? |
| 5. | | M Advisory Question Ref No 2756 - 22/12/2011 | | |
| Wind loading to BS EN 1991-1-4 and external pressure coefficients. In BS EN 1991-1-4:2005 + A1:2010 for flat roof with curved eaves, Table 7.2 refers to ratio ‘r/h' where ‘h' - is height of the building. In the UK NA ‘r/e' is used instead, where ‘e' is scaling length. Could you please advise which one is the correct one? |
| 6. | | M P359 Composite design of steel framed buildings | | |
| Steel-concrete composite floor construction makes efficient use of structural materials to achieve an economic solution, making it a preferred form of construction for steel framed buildings. Concrete slabs are cast on profiled steel sheeting, which act structurally together once the concrete has hardened. The slab is supported on steel beams and is made to act structurally with the beams by means of welded shear connectors. In service, the steel and concrete act together to offer a light and efficient floor system. This design guide provides a comprehensive design methodology for composite slabs on I section steel beams, for design in accordance with the Eurocodes. The guidance is complemented by a full numerical worked example. |
| 7. | | M P358 Joints in steel construction: Simple joints to Eurocode 3 | | |
| This publication covers nominally pinned joints - the most common joint type in steel building structures. Resistance tables are provided for the commonly used connection types, including partial depth end plates, fin plates, splices and column bases. Full depth end plates are also covered, which provide significant resistance to tying forces. Detailed design checks are included to cover non-standard joints and facilitate the development of design software. |
| 8. | | M P385 Design of steel beams in torsion | | |
| In most steel-framed structures, beams are subject only to bending and not to torsion. Designers are therefore much less familiar with evaluating torsional effects when they do occur and with determining the resistance to torsion, particularly in conjunction with bending. This guide explains the basic behaviour of beams in torsion and provides formulae and graphs for evaluating the effects of torsion. Practical guidance is given on the design for torsional resistance, in accordance with Eurocode 3, including the interaction of torsion with bending resistance and buckling resistance. |
| 9. | | M Advisory Question Ref No 2747 - 06/12/2011 | | |
| Can wind moment frames be designed to Eurocode 3? |
| 10. | | M Advisory Question Ref No 2745 - 06/12/2011 | | |
| Torsional resistance of parallel flange channels. In the Blue Book (P363), is the expression for io in section 6.3 (b) 1 correct?[This comes on page A-18 or A-19 depending on the reprinted version] |
| 11. | | M Advisory Question Ref No 2717 - 29/11/2011 | | |
| Use of slotted holes in side rails if the elevation is a fire boundary wall. Is there any SCI guidance on this? |
| 12. | | M Advisory Question Ref No 2697 - 29/11/2011 | | |
| Composite construction. Is there a limit on the maximum depth of concrete between the top of a shear stud and the top surface of the concrete slab? |
| 13. | | M Advisory Question Ref No 2676 - 29/11/2011 | | |
| Does SCI P355 (Design of composite beams with large web openings, 2011) include the design of non composite cellular beams like SCI P100 (Design of composite and non-composite cellular beams, 1990)? |
| 14. | | M Advisory Question Ref No 2723 - 21/11/2011 | | |
| How should single storey portal frames be designed to comply with the Eurocode robustness requirements? |
| 15. | | M Advisory Question Ref No 2690 - 21/11/2011 | | |
| SCI P313, Single Steel Framed Building in Fire Boundary Conditions.Is there any guidance on how close the building must be to the boundary before it needs fire resistance? |
| 16. | | M Advisory Question Ref No 2686 - 14/11/2011 | | |
| Holding down bolts in oversize holes. What is the requirement for the thickness of washers for the base plate? |
| 17. | | M Advisory Question Ref No 2636 - 14/11/2011 | | |
| Single Storey Steel Framed Buildings in Fire Boundary Conditions.\n Where do I look in the Eurocodes for information regarding the above topic? |
| 18. | | M Advisory Question Ref No 1625 - 09/11/2011 | | |
| Tension, shear and bearing capacities of Grade 8.8 bolts in S355 plate are given in the blue SCI Steelwork Design Guide to BS5950-1:2000 on page D-232 for bolt sizes up to 30 mm diameter. Is there an extension to that table? |
| 19. | | M Advisory Question Ref No 1536 - 09/11/2011 | | |
| BS EN 1993-1-1:2005. Looking at clause 6.2.7 there is a simplification that states:6.2.7 (7)As a simplification, in the case of a member with a closed hollow cross-section, such as a structural hollow section, it may be assumed that the effects of torsional warping can be neglected. Also as a simplification, in the case of a member with open cross section, such as I or H, it may be assumed that the effects of St. Venant torsion can be neglected.Now in 6.2.7(9) there are three equations given for common cases. The middle one (6.27) for channels has a component for St Vennat torsion and warping torsion as expected. The last one for hollow sections (6.28) gives the equation without any warping part, which would be in accordance with the simplification specified above. However the equation for I & H -sections gives the reduction in terms of St Venant torsion with no warping parameter. But the simplification stated says that the St Vennat torsion may be neglected. Surely the equation (6.26) should be phrased in terms of the warping torsion with is dominant for I & H-sections?If the simplification allows St Venant torsion to be neglected why then is it the basis for the calculation for I & H-sections? |
| 20. | | M P360 Stability of steel beams and columns | | |
| The stability of beams and columns and the determination of their buckling resistance is an integral part of the design of steel buildings, which requires an understanding of the restraint conditions and buckling behaviour of the members. This publication provides immediate practical guidance for both the common and the non-standard restraint conditions commonly found in construction. The explanation of the underlying physics and the numerical worked examples form a comprehensive resource for all designers completing member buckling checks. |