BS Incorporating. Corrigenda Nos. 1 and 2 and Amendment. No. 1. Structural use of steelwork in building —. Part 1: Code of. Steelwork Design. Guide to BS Volume 1. Section Properties. Member Capacities. 7th Edition. The Steel Construction Institute and. The British . BS Part 1: UDC British Standard. Structural use of steelwork in building. Part 1. Code of practice for design in simple and.

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Bs 5950 Part 1 Pdf

BRITISH STANDARD BS Incorporating Corrigenda Nos. 1 and .. DOWNLOAD PDF EBOOK here { }. . 1 Structural use of steelwork in building — Part 1: Code of practice for design. Structural steel design to BS Part 1 This timely book introduces design engineers to the use of BS and gives First Page Preview | PDF ( KB). bspartstructural-use-of-steelwork-in-buildinglva1- apppdf - Ebook download as PDF File .pdf), Text File .txt) or read book.

Incorporating Licensed copy: Corrigenda Nos. Structural use of steelwork in building — Part 1: Code of practice for design — Rolled and welded sections. BS Committees responsible for this British Standard. It comes into effect on 15 August see foreword. Date Comments. Licensed copy: University of East London. Athens Access. Compliance with a British Standard cannot confer immunity from legal obligations. Users are responsible for its correct application. NOTE 2 The crane loads are the self-weight of the crane. NOTE 1 The imposed loads are the imposed floor loads and the imposed roof loads.

Bolts, threads and nuts shall be fully protected against damage, cement grout, corrosion, etc. Where tubes are to be concreted into foundations to be used at a later stage for grouting up of bolt pockets, they shall be securely fixed and effectively sealed to prevent ingress of grout from the surrounding concrete during placing operations.

Pockets formed around foundation bolts shall be kept clean and free from debris, water, etc. Immediately before grouting the space under the steel shall be clear of all debris and free water.

The pocket shall be filled initially with concrete up to a height of at least two-thirds of the embedded length of the stanchion and shall then remain undisturbed for at least 48 h. A minimum cover of mm shall be provided to any steelwork where the concrete surrounding it is adjacent to the soil. BSI 6.

Where packings are to be left in position and subsequently grouted they shall be placed such that they are totally enclosed by the grout. NOTE Connection requirements necessitate more stringent accuracy.

Such tolerances should be compatible with the design recommendations and product standards. BSI 7. The position of the other end of the bolt shall be set such that any resulting slope of the bolt is not so large as to cause difficulties in fitting the connection to the structural frame.

They are given in this appendix for general information. The recommendations in this appendix do not form part of the requirements of the standard and compliance with them is not necessary for the purpose of complying with BS The recommendations in this appendix are unsuitable for inclusion as a block requirement in a contract, but in drawing up a contract the points mentioned should be considered. Collaboration of building designer and steelwork designer should begin at the outset of the project by joint consideration of the planning, the structural layout and materials to be used.

In the case of new work, the substructure should be designed in accordance with the relevant codes dealing with foundations and substructure.

Steelwork design guide to BS part 1 Vol 1 - Technische Informationsbibliothek (TIB)

Doors and windows should be shown, as the openings may be taken into account in the computation of dead load. Requirements should be given in respect of any maximum depth of beams or minimum head room. Large-scale details should be given of any special features affecting the steelwork. The plans should indicate the floors which are to be designed to carry partitions.

Where the layout of partitions is not known, or a given layout is liable to alteration, these facts should be specially noted so that allowance can be made for partitions in any position see BS BSI 5 The superimposed loads on the floors appropriate to the occupancy, as given in BS , or as otherwise required. Details of special loads from cranes, runways, tips, lifts, bunkers, tanks, plant and equipment.

Particular attention should be drawn to connections of a special nature such as overhead welds, HSFG bolts and site welding. The beam reactions and end moments together with details of the type of connection required should be shown on the plans. A clear statement covering the use of load factors, and saying if the quoted figures are factored or unfactored. For a flat roof the plan should give particulars similar to those of a floor plan. Where the roof is sloping, details should be given of trusses, portals, purlins, bracing, etc.

Such holes should preferably be formed at works. Any checking or approval of the setting out by the general contractor or the engineer should not relieve the steelwork contractor of his responsibilties in this respect. See 5. Facilities for inspection and testing of the work should be provided in accordance with the agreed procedure. The engineer may require the tests to be carried out in his presence or that of his representatives.

NOTE Acceptance levels for welding of statically loaded building structures are in preparation. BS 4, Structural steel sections. BS 29, Specification for carbon steel forgings above mm ruling section.

BS , Specification for the design and testing of steel overhead runaway beams. BS , Specification for steel castings for general engineering purposes.

Metric units. BS , Specification for metal washers for general engineering purposes. Metric series. BS , Specification for weldable structural steels. BS , Specification for high strength friction grip bolts and associated nuts and washers for structural engineering. BS , General grade. BS , Specification for fusion welding of steel castings. BS , Specification for the use of high strength friction grip bolts in structural steelwork. BS , Hot-rolled structural steel sections. BS , Specification for approval testing of welders working to approved welding procedures.

BS , Fusion welding of steel. BS , Specification for approval testing of welders when welding procedure approval is not required. BS , Specification for ISO metric black cup and countersunk head bolts and screws with hexagon nuts. BS , Specification for arc welding of carbon and carbon manganese steels. BS , Code of practice for protective coating of iron and steel structures against corrosion. BS , Code of practice for safety in erecting structural frames.

BS , Fire precautions in the design, construction and use of buildings. BS , Structural use of steelwork in building.

BS , Code of practice for design in simple and continuous construction: hot rolled sections. BS , Methods for ultrasonic testing and specifying quality grades of ferritic steel plate. BS , Loading for buildings. BS , Code of practice for dead and imposed loads. BS , Structural use of concrete. CP 3, Code of basic data for the design of buildings. In cases where the tensile stress reaches the design strength py before the compressive stress, plastic redistribution of tensile stresses may be taken into account.

Where the use of effective section properties results in a web being only partly effective, improved properties may be obtained through the use of iteration to locate the position of the neutral axis of the effective cross section.

When calculating deflections under serviceability loading, the effective section properties of those elements partly or wholly in compression should be determined from 4.

Effective cross section of an unstiffened trapezoidal profile in bending 33 BS : Part 6 : Issue 2, January Section 5 a Elastic stress distribution: beff based on py b Elastic stress distribution: beff based on fc c Partial plasticity in tension zone: beff based on py Figure Figure Effective cross section of a sheeting profile with a multiple-stiffened flange BSI Figure Effective cross section of a sheeting profile with a stiffened web 35 BS : Part 6 : Issue 2, January Section 5 Figure Effective cross section of a sheeting profile with web and flange stiffeners 5.

Notation for web dimensions 5. Notation for dimensions of a stiffened web 5. If there are two or more stiffeners, Isa may be taken as the total of the values for the individual stiffeners; BSI 38 Section 5 BS : Part 6 : st sp py is the total developed depth of the web, as indicated in figure 18; is the depth of the largest flat element in the web, as indicated in figure 18; is the design strength of steel.

Due allowance should be made for the effects of non-uniform loading. The effective cross section for deflection calculations should be determined in accordance with 4. The effective second moment of area Iser of the profile may be assumed to be constant throughout each span.

Recommended deflection limits are given in 2. However when calculating deflections of profiled sheeting used as permanent shuttering for slabs the weight of the wet concrete may be taken as uniformly distributed on all spans. Uniform loading on all spans may also be taken when calculating deflections of cladding and roof decking subject to wind load only.

This distribution should correspond with direct load paths through the elements of connections. It is essential that equilibrium is maintained with the factored external loads.

Ease of fabrication and erection should also be considered in the design of joints and splices. Attention should be paid to the clearances necessary for tightening of fasteners, welding procedures, subsequent inspection, surface treatment and future maintenance. The ductility of steel assists the distribution of forces within a joint. Residual stresses and stresses due to tightening of fasteners and normal accuracy of fit-up need not be calculated.

Alternatively the strength of individual fasteners may be determined by testing. The diameter d of the screw or rivet is assumed to be in the range 3. The diameter of pre-drilled holes should be strictly in accordance with the manufacturer's recommendations. If the connection is subjected to force in one direction only, which is such as to cause shear of the fastener, the minimum edge distance may be reduced to 1.

For screws which carry significant tensile forces, the head of the screw, or washer if present, should have an overall diameter dw of at least 8 mm and should have adequate rigidity.

The tensile capacity Pt at a screwed connection may be taken as the smallest of the following: a pulling of the connected material over the screw head or washer: For connected material of thickness t1 less than 2. For other configurations the tensile capacity should be determined by testing. In order to avoid brittle failure the size of the fastener should be such that Pft is not less than 1.

The base material into which powder actuated fasteners are fixed should normally be hot finished steel sections with a minimum thickness of 6 mm unless specifically recommended otherwise by the fastener manufacturer. The tensile capacity Pt of a fastener may be taken as the smallest of the following: a pulling of the connected material over the washer: For connected parts of thickness t1 less than 2.

It should normally be taken as the value guaranteed by the fastener manufacturer. Additional requirements for the testing of sheeting are given in 7. Gravity loading may be used to simulate wind loading by inverting the sheeting. Alternatively wind uplift my be simulated by loading from below.

When it is necessary to investigate local behaviour at a fastener, appropriate tests should be carried out. The number of flutes should not be less than that shown in Figure The specimen should be arranged in such a way that there are no free edges in compression. To comply with this, it may be necessary to remove part of a corrugation at one or both longitudinal edges.

Test arrangements 7.

The span is defined as the distance between the centres of the supports. The supports to the sheet under test should either simulate practical conditions of installation or else be arranged in such a way that they offer less restraint than arrangements used in practice. In particular, supports should allow free rotation of the specimen and should ensure vertical reactions at all stages of loading.

Uniformly distributed loading should preferably be applied by pressure bag or vacuum chamber or uniformly distributed gravity load, but may be replaced by at least two or preferably four equal line loads.

BS 5950-1-2000

Line loads should normally be applied to the troughs of the corrugations. Test specimens may require to be fitted with transverse ties to simulate the normal fixing conditions in order to prevent spreading of the corrugations.

The span of the test specimen should be the maximum span likely to be used in practice. The test should be arranged in such a way that the distributions of bending moment and shear force are representative of the conditions obtained in practice when a continuous member passes over an intermediate support. In particular, the width of the support should reflect the width of a typical supporting member. Two alternative arrangements are available: a testing of a sheet which is continuous over two spans where the length of each span reflects the minimum span likely to be used in practice; b testing of a single span sheet subject to a line load.

The span of the specimen should be 0. This test should be conducted by applying a line load across a simply supported span as shown in Figure The test support should be provided by a steel plate 50 mm wide fixed at an inclination to the horizontal of at least The clear distance between the edge of the test support and the loading plate should be at least equal to the depth D of the profile.

The clear distance between the loading plate and the other support should be at least 3D , and should be chosen to ensure that failure occurs at the test support, not at the loading plate. Troughs of corrugations should not be fixed to the inclined support but may be fitted with a p p transverse tie. Test arrangement for shear at support 7. The total number of tests in the series shall be at least six. Any test not included shall, however, be detailed in the report and the reason for its rejection clearly stated.

Delivery conditions for thermomechanically rolled sheets Specification for hot-rolled flat products made of high yield strength steels for cold forming. Delivery conditions for normalized rolled sheets 2 In preparation.

Technical Note Design of profiled sheeting as permanent formwork. Publication No. European recommendations for steel construction: the design and testing of connections in steel sheeting and sections. Brussels: ECCS, European recommendations for steel construction: mechanical fasteners for use in steel sheeting and sections.

Table of Contents

It presents the UK view on standards in Europe and at the international level. There arc papers with weak sections in this book. While some of the papers are excellent in presentation, others are atrocious.

This seems to be a recurrent problem with author prepared copy. I also believe that several papers would have been further enhanced by comparisons of the computer models with full-scale measurements, experiments and observations. In conclusion, this book contains a significant amount of new material describing the use of predictive computer modelling in the fields of oceanography and ocean engineering.

I would, therefore, advise researchers in these fields to familiarize themselves with the contents of this book. Witz steelwork design to L. Morris and D. The first, consisting of 10 chapters, deals with the design of structural steel elements to BS The coverage is extensive and includes beams, purlins, crane girdcrs excluding plate girders , trusses, columns, connections and bracing.

A chapter is also devoted to comIx site construction. The purpose of this section of the book is to set out in detail the design of individual structural elements. In so doing the application of code clauses is clearly explained but little background information on the reasons behind the recommendations is presented. An interesting and useful feature of this part of the book is the realistic examples selected to illustrate the design procedures.

The examples give a complete solution, including determination of loading and selection of suitable members.

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