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BS 5975:2019 Code of practice for temporary works procedures and the permissible stress design of falsework, 2019
- Foreword
- Introduction
- Section 1: General
- 1 Scope
- 2 Normative references
- 3 Terms and definitions
- 4 Abbreviations and symbols
- 5 Overview of temporary works procedures and training [Go to Page]
- 5.1 Overview of procedures
- Figure 1 — Typical contractual interfaces between parties on a project
- Figure 2 — Lines of responsibilities where a single contractor or a principal contractor (PC) is co-ordinating the temporary works
- Figure 3 — Lines of responsibility where either a principal contractor's (PC) appointed sub-contractor or a client's contractor co-ordinate their own temporary works
- Figure 4 — Schematic representation of relationships between principal contractor and contractor (client appointed or sub-contractor) including PC’s TWC and contractor’s TWC
- 5.2 Training
- Section 2: Procedural control of temporary works
- 6 Procedures [Go to Page]
- 6.1 Introduction to procedural control
- Table 1 — Implementation risk classes for temporary works and examples of mitigation measures
- 6.2 Temporary works register
- 7 Clients’ procedures [Go to Page]
- 7.1 General (Commercial/public clients)
- 7.2 Clients appointing contractors other than PCs
- 7.3 Client's DI
- 7.4 Domestic clients
- 8 Designers’ procedures [Go to Page]
- 8.1 General
- 8.2 Designers' DI
- 8.3 Permanent works designers
- 8.4 Temporary works designers
- 8.5 Principal designers
- 9 Contractors’ procedures [Go to Page]
- 9.1 Organizational interfaces
- 9.2 Contractors' DI
- 9.3 Responsibilities
- 9.4 Principal contractor
- 9.5 Contractors other than PC
- 9.6 Third-party employed contractor
- 10 Supplier/manufacturer procedures [Go to Page]
- 10.1 Suppliers of temporary works equipment
- 10.2 Suppliers’ DI
- 10.3 Suppliers’ procedures
- 10.4 Verification of design information
- 10.5 Provision of information
- 10.6 Provision of design data
- 10.7 Provision of information for the safe use of equipment
- 10.8 Standard solutions
- 11 Temporary works co-ordinator [Go to Page]
- 11.1 General
- 11.2 The PC's TWC
- 11.3 The TWC (other than the PC's TWC)
- 12 Temporary works supervisor [Go to Page]
- 12.1 General
- 12.2 Role of the TWS
- 12.3 Duties of the TWS
- 13 Design of temporary works [Go to Page]
- 13.1 General
- 13.2 Design brief
- 13.3 Design guidance
- 13.4 Choice of temporary works
- 13.5 Selection of materials and components
- 13.6 Design output
- 13.7 Design check
- Table 2 — Categories of design check in temporary works
- 13.8 Resolution of queries raised by the design checker
- 13.9 Alterations
- 13.10 Standard solutions
- 14 Site considerations [Go to Page]
- 14.1 Co-ordination, supervision and checking of work on site
- 14.2 Loading and unloading temporary works
- 14.3 Dismantling
- Section 3: Falsework
- 15 General
- 16 Materials [Go to Page]
- 16.1 General considerations
- 16.2 Testing and inspection
- 16.3 Steelwork (other than scaffold tube)
- 16.4 Timber
- Table 3 — Basic stresses and moduli of elasticity for the wet condition
- Table 4 — Softwood species which satisfy strength classes in accordance with BS 4978
- Table 5 — North American softwood species and grade combinations which satisfy strength classes in accordance with national lumber grades authority (NLGA) and national grading rules for dimension lumber (NGRDL) joist and plank rules
- Table 6 — Hardwoods which satisfy the strength classes graded to BS 5756:2007
- Table 7 — Preferred target sizes and actual dimensions for constructional sawn softwood timber
- Table 8 — Modification factor K3 for duration of load on falsework
- Table 9 — Modification factor K4 for bearing stress
- Table 10 — Maximum depth-to-breadth ratios
- Figure 5 — Shear stress on a timber beam of rectangular cross-section
- Table 11 — Depth modification factor K7 for solid timbers less than 300 mm depth
- Table 12 — Permissible stresses and moduli of elasticity for general falsework applications
- Table 13 — Permissible stresses and moduli of elasticity for load-sharing falsework applications
- Table 14 — Commercial grade timber suitable to produce mainly class C16 timber
- 16.5 Concrete and concrete components
- 16.6 Brickwork and blockwork
- 16.7 Other materials
- 16.8 Steel scaffold tubes, couplers and other fittings
- 16.9 Manufactured components for falsework
- Table 15 — Adjustable steel prop heights
- Figure 6 — Safe working loads for BS 4074:1982 props erected 1.5° out-of-plumb
- Figure 7 — Safe working load for BS 1065:1999 props erected 1° maximum out‑of‑plumb and with up to 10 mm maximum eccentricity of loading
- 17 Loads applied to falsework [Go to Page]
- 17.1 General
- 17.2 Weights of materials
- 17.3 Self-weights
- 17.4 Imposed loads
- 17.5 Environmental loads
- Figure 8 — Fundamental basic wind velocity vb,map (in m/s)
- Figure 9 — Topography factor Twind diagram
- Table 16 — Combined exposure factor, ce(z)ce,T
- Figure 10 — Displacement height diagram
- Figure 11 — Town, country and sea
- Table 17 — Force coefficients cf for falsework
- Figure 12 — Wind on soffit parallel to secondary bearers
- Figure 13 — Wind on soffit parallel to primary bearers
- Figure 14 — Wind on two edge forms
- Figure 15 — Shelter factor
- Figure 16 — Wind on more than two edge forms
- Figure 17 — Wind loading – Combined formwork and unclad falsework (upper limit)
- 18 Foundations and ground conditions [Go to Page]
- 18.1 General
- 18.2 Site investigation for falsework foundations
- Table 18 — Presumed allowable bearing pressure under vertical static loading
- 18.3 Testing of soils
- Table 19 — Identification and description of soils
- 18.4 Allowable bearing pressures
- 18.5 Modification factors applied to presumed bearing pressures
- Table 20 — Ground water level modification factor
- 18.6 Simple foundations on sands and gravels
- 18.7 Simple foundations on cohesive soils
- 18.8 Heavy vibrations
- 18.9 Fill material
- 18.10 Piles
- 18.11 Protection of the foundation area
- 19 Design of falsework [Go to Page]
- 19.1 Preamble to design
- Figure 18 — Individual support members
- Figure 19 — Panels to facilitate the erection of individual prop systems (elevation)
- Figure 20 — Individual fully braced tower
- Figure 21 — Proprietary system, partially braced by discrete panels
- Figure 22 — Fully braced falsework system
- 19.2 Forces applied to falsework
- 19.3 Analysis of the structure
- Figure 23 — Free-standing structure
- Figure 24 — Top-restrained structure
- Figure 25 — Plate action (plan view)
- Figure 26 — Restraint provided on one side of the plate (plan view)
- Figure 27 — Restraint provided on two perpendicular sides of the plate (plan view)
- Figure 28 — Restraint provided on two parallel (opposite) sides of the plate (plan view)
- Figure 29 — Restraint provided on three sides of the plate (plan view)
- Figure 30 — Restraint provided on four sides of the plate (plan view)
- Figure 31 — Restraint provided by four permanent works columns (plan view)
- Figure 32 — Restraint provided by two permanent works columns (plan view)
- Figure 33 — Concrete pressures applied and the subsequent rotational forces induced (typical falsework plan)
- Figure 34 — Effects of eccentricity and sway on top-restrained structures
- Figure 35 — Effects of eccentricity and sway on freestanding structures
- Figure 36 — Effects of FH on individual towers
- Table 21 — Example of percentage of load transfer for less than 350 mm flat slabs
- 19.4 Design
- Table 22 — Roles and responsibilities of temporary and permanent works designers
- Table 23 — Requirements for stability checks in top-restrained falsework
- Table 24 — Requirements for stability checks in free-standing structures
- Figure 37 — Typical, free-standing, fully braced scaffolding (elevation)
- Figure 38 — Typical, top-restrained, fully braced scaffolding (elevation)
- Figure 39 — Member stability check for top-restrained systems (elevation)
- Figure 40 — Considerations for partially braced frames
- Figure 41 — Member stability check for free-standing systems (elevation)
- Figure 42 — Considerations for free-standing partially braced frames
- Figure 43 — Effective lengths in tube and coupler falsework
- Figure 44 — Lateral stability check for top-restrained structures
- Figure 45 — Lateral stability check for free-standing structures
- Figure 46 — Working space and stability during erection, loading and dismantling
- Figure 47 — Lateral restraint provided by friction
- Table 25 — Recommended values of coefficient static friction μ
- 19.5 Beams and lattice girders
- 19.6 Foundations
- Figure 48 — Base detail on slopes
- 19.7 Additional considerations affecting certain design solutions
- Figure 49 — Suggested bracing arrangement for falsework erected on beams or girders
- Figure 50 — Maximum deviation of load path
- 20 Work on site [Go to Page]
- 20.1 Introduction
- 20.2 Specific design instructions
- 20.3 General workmanship
- Figure 51 — Points of measurement of tolerances for purposely fabricated steelwork
- Figure 52 — Skew lapping of primary beams to minimize eccentricity of load
- 20.4 Checking falsework
- 20.5 Application of loads to falsework
- 20.6 Dismantling
- 20.7 Maintenance, inspection and identification of materials
- Annex A (normative) Permissible stresses and modulus of elasticity for steel grades generally used in falsework [Go to Page]
- Figure A.1 — I beam dimensions
- Table A.1 — Permissible bending stress in compressive members, pbc, for beams
- Table A.2 — Permissible axial compressive stress, pc, on cross-section
- Annex B (normative) Properties of components in tube and coupler falsework [Go to Page]
- Table B.1 — Section properties of scaffold tube
- Table B.2 — Safe axial loads in compression for Type 4 steel scaffold tubes manufactured in accordance with BS EN 39:2001
- Table B.3 — Safe axial loads in compression for Type 4 steel scaffold tubes manufactured in accordance with BS 1139‑1:1982
- Table B.4 — Safe working loads for individual couplers and fittings
- Annex C (normative) Initial testing, quality control and inspection of falsework equipment
- Annex D (normative) Data on material properties [Go to Page]
- Table D.1 — Modulus of elasticity for concrete
- Table D.2 — Density of reinforced concrete
- Table D.3 — Density ranges for lightweight concretes
- Table D.4 — Masses of scaffolding material
- Table D.5 — Masses and densities of men and materials
- Table D.6 — Masses of corrugated steel sheeting
- Annex E (normative) Wave forces [Go to Page]
- Figure E.1 — Non-breaking waves – Section diagrams
- Annex F (normative) Site investigations for foundations for falseworks
- Annex G (informative) Examples of design brief contents
- Annex H (informative) Forces from concrete on sloping soffits [Go to Page]
- Figure H.1 — Distribution of forces on sloping soffits – Level surface, sloping base
- Figure H.2 — Distribution of forces on sloping soffits – Sloping surface and sloping base
- Figure H.3 — Distribution of forces on sloping soffits – All surfaces sloping and with top formwork
- Figure H.4 — Freestanding falsework
- Figure H.5 — Formwork connected to an existing structure
- Figure H.6 — Arch falsework
- Annex I (informative) Blank
- Annex J (normative) Design of steel beams at points of reaction or concentrated loads [Go to Page]
- Table J.1 — Effective lengths and slenderness ratios of an unstiffened web acting as a column
- Figure J.1 — Stress dispersion – Buckling
- Figure J.2 — Stress dispersion – Bearing
- Table J.2 — Effective lengths of load bearings
- Annex K (normative) Effective lengths of steel members in compression [Go to Page]
- Figure K.1 — Positional restraint of steel members in axial compression
- Table K.1 — Effective lengths of struts
- Table K.2 — Effective lengths for beams without intermediate lateral restraint
- Table K.3 — Effective lengths for cantilever beams without intermediate lateral restraint
- Figure K.2 — Girder restraint (1) – Plan view
- Figure K.3 — Girder restraint (2) – Plan view
- Annex L (informative) Wind calculations for falsework [Go to Page]
- Table L.1 — Source of the basic wind equations
- Table L.2 — Values of direction factor, cdir
- Table L.3 — Combined roughness factor, cr(z)cr,T
- Table L.4 — Turbulence intensity, Iv(z)flat
- Figure L.1 — Orography factor, co
- Annex M (normative) Shielding factor η for unclad falsework [Go to Page]
- Table M.1 — Shielding factor, η
- Bibliography
- Index [Go to Page]