BS 5950-1:1990

Foreword
Committees responsible
Code of practice
Section one. General
1.0 Introduction
1.1 Scope
1.2 Definitions
1.3 Major symbols
1.4 Other materials
1.5 Design documents
1.6 Detailing
1.7 References to BS 5400
Section two. Limit state design
2.1 General principles and design methods
2.2 Loading
2.3 Temperature effects
2.4 Ultimate limit states
2.5 Serviceability limit states
Section three. Properties of materials and section
               properties
3.1 General
3.2 Welds and fasteners
3.3 Section properties
3.4 Deductions for holes
3.5 Limiting proportions of cross sections
3.6 Slender cross sections
Section four. Design of structural elements
4.1 General
4.2 Members in bending
4.3 Lateral torsional buckling
4.4 Plate girders
4.5 Web bearing, buckling and stiffener design
4.6 Axially loaded tension members
4.7 Compression members
4.8 Axially loaded members with moments
4.9 Members with biaxial moments
4.10 Empirical design rules for members in lattice
      frames and trusses
4.11 Additional provisions for gantry girders
4.12 Purlins and side rails
4.13 Column bases
4.14 Cased sections
4.15 Web openings
Section five. Continuous construction
5.1 General
5.2 Elastic design
5.3 Plastic design
5.4 Continuous beams
5.5 Portal frames
5.6 Multi-storey rigid frames: elastic design
5.7 Multi-storey rigid frames: plastic design
Section six. Connections
6.1 General recommendations
6.2 Fastener spacing and edge distances
6.3 Ordinary bolting
6.4 Friction grip fasteners
6.5 Pin connections
6.6 Weld detail and design
6.7 Holding-down bolts
Section seven. Loading tests
7.1 General
7.2 Test conditions
7.3 Test procedures
Appendices
A Formal statement of safety factor format adopted
      in BS 5950 : Part 1 to facilitate correlation with
      ISO 2394 and BS 5400 : Part 3
B Lateral torsional buckling of members subject to
      bending
C Compression strength: Perry strut formula
D Effective lengths of struts in simple construction
E Effective lengths of struts in rigid frames
F Frame instability
G Design of restrained members with an unrestrained
      compression flange
H Web buckling
Tables
1 Limit states
2 Load factors and combinations
3 Factor K for location of material and tensile
      stress
4 Maximum thickness for adequate notch thickness of
      parts subject to applied tensile stress
5 Deflection limits other than for pitched roof
      portal frames
6 Design strengths, py
7 Limiting width to thickness ratio
8 Strength reduction factors for slender elements
9 Effective length, LE, for beams
10 Effective length, LE, for cantilever of length L
11 Bending strength, pb, (in N/mm2) for rolled
      sections
12 Bending strength, pb, (in N/mm2) for welded
      sections
13 Use of m and n factors for members of uniform
      section
14 Slenderness factor v for flanged beams of uniform
      section
15 Slenderness correction factor, n, for members with
      applied loading substantially concentrated within
      the middle fifth of the unrestrained length
16 Slenderness correction factor, n, for members with
      applied loading other than as for table 15
17 Moment diagram between adjacent points of lateral
      restraint
18 Equivalent uniform moment factor, m
19 Bending strength, pb, (in N/mm2) for rolled
      sections with equal flanges
      (a) Py = 265 N/mm2
      (b) Py = 275 N/mm2
      (c) Py = 340 N/mm2
      (d) Py = 355 N/mm2
20 Slenderness correction factor, n, for standard
      load conditions
21 Critical shear strength, qcr (in N/mm2)
      (a) Py = 265 N/mm2
      (b) Py = 275 N/mm2
      (c) Py = 340 N/mm2
      (d) Py = 355 N/mm2
22 Basic shear strength, qb (in N/mm2)
      (a) Py = 265 N/mm2
      (b) Py = 275 N/mm2
      (c) Py = 340 N/mm2
      (d) Py = 355 N/mm2
23 Flange dependent shear strength factor, qf (in N/
      mm2)
      (a) Py = 265 N/mm2
      (b) Py = 275 N/mm2
      (c) Py = 340 N/mm2
      (d) Py = 355 N/mm2
24 Nominal effective length, LE, for a strut
25 Strut table selection
26 Type of section obtained for table 25
27 Compressive strength, Pc, (in N/mm2) for struts
28 Angle, channel and T-section struts
29 Empirical values for purlins
30 Empirical values for side rails
31 Minimum edge and end distances to fasteners
32 Strength of bolts in clearance holes
33 Bearing strength on connected parts for ordinary
      bolts in clearance holes, pbs
34 Bearing strength on parts connected by parallel
      shank friction grip fasteners, pbg
35 Maximum dimensions of holes
36 Design strength, pw
37 Comparison of partial safety factors
38 Limiting lambda for box sections of uniform wall
      thickness, including RHS
39 Equivalent uniform moment factor, mt
Figures
1 Staggered holes
2 Angles with holes in both legs
3 Dimensions of sections
4 Effective shear area of typical sections
5 End panel designed not using tension field action
6 End panel designed using tension field action
      (single stiffener)
7 End panel designed using tension field action
      (double stiffener)
8 Stiff bearing length
9 Dimensions of castellated sections
10 Haunch restraints
11 Subframes
11a Minimum edge and end distances
12 Joint length at splice
13 Pin-ended tension members
14 Welded end connections
15 Symmetrical fillet welds
16 Dimensions for symmetrical plate girders
17 Side stanchion
18 Side stanchion with restraints
19 Simple side stanchion with crane gantry
20 Compound side stanchion with crane gantry
21 Compound valley stanchion with crane gantry
22 Restraint coefficients for limited frame
23 Effective length ratio LE/L for a column in a
      rigid-jointed frame with unrestricted sidesway for
      k3 = infinity
24 Effective length ratio LE/L for a column in a
      rigid-jointed frame with unrestricted sidesway for
      k3 = 0
25 Effective length ratio LE/L for a column in a
      rigid-jointed frame with partial sway bracing of
      relative stiffness k3 = 1
26 Effective length ratio LE/L for a column in a
      rigid-jointed frame with partial sway bracing of
      relative stiffness k3 = 2
27 Critical buckling mode of frame braced against
      sidesway
28 Critical buckling mode of frame free to sway
29 Members restrained on tension flange
30 Typical haunch
31 Value of beta t
32 Intermediate moments