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PD 6687-1:2020 Background paper to the National Annexes to BS EN 1992-1, BS EN 1992-3 and BS EN 1992-4, 2020
- Foreword
- Introduction
- 1 Scope
- 2 Normative references
- 3 Terms and definitions
- 4 BS EN 1992-1-1:2004+A1, Eurocode 2: Design of concrete structures – Part 1-1: General rules and rules for buildings [Go to Page]
- 4.1 Partial factors for materials [BS EN 1992-1-1:2004+A1, 2.4.2.4]
- 4.2 Elastic deformation properties of concrete [BS EN 1992-1-1:2004+A1, 3.1.3]
- 4.3 Value of αcc [BS EN 1992-1-1:2004+A1, 3.1.6 (1)P]
- Figure 1 — Stress-strain relationship for axial compression for different durations of loading
- Figure 2 — Average stress in compression zone and location of the centroid of the compressive force
- Figure 3 — Comparison of experimental and calculated ultimate moments for over-reinforced beams
- Figure 4 — Comparison of experimental and calculated strengths of axially loaded columns – Parabolic rectangular diagram for a maximum stress of 0,85  and a maximum strain of 0,002
- 4.4 Value of αct [BS EN 1992-1-1:2004+A1, 3.1.6 (2)P]
- 4.5 Reinforcement type [BS EN 1992-1-1:2004+A1, 3.2.2 (2)P]
- 4.6 Welding of reinforcement bars [BS EN 1992-1-1:2004+A1, 3.2.5 (2)P]
- 4.7 Cover to reinforcement for durability [BS EN 1992-1-1:2004+A1, 4.4.1.2 (5)]
- 4.8 Allowance in design for deviation in cover to reinforcement [BS EN 1992‑1‑1:2004+A1, 4.4.1.3]
- 4.9 Simplified load combinations [BS EN 1992-1-1:2004+A1, 5.1.3 (1)P]
- 4.10 Redistribution of bending moments [BS EN 1992-1-1:2004+A1, 5.5]
- 4.11 Calculation of effective length of columns [BS EN 1992-1-1:2004+A1, 5.8.3.1, 5.8.3.2 (4) and (5)]
- 4.12 Design moment in columns [BS EN 1992-1-1:2004+A1, 5.8.7.3 and 5.8.8.2]
- 4.13 Effect of prestressing at ultimate limit state [BS EN 1992-1-1:2004+A1, 5.10.8]
- 4.14 Design shear – Point loads close to support [BS EN 1992-1-1:2004+A1, 6.2.2 (6)]
- 4.15 Maximum shear resistance [BS EN 1992-1-1:2004+A1, 6.2.3 (3)]
- 4.16 Basic control perimeter for loaded areas close to edge of slabs [BS EN 1992‑1‑1:2004+A1, 6.4.2(4)]
- 4.17 The value of maximum punching resistance adjacent to column [BS EN 1992‑1‑1:2004+A1, 6.4.5(3)]
- 4.18 Location of punching shear reinforcement with respect to perimeter or  [BS EN 1992-1-1:2004+A1, 6.4.5(4)
- 4.19 Design with strut-and-tie models [BS EN 1992-1-1:2004+A1, 6.5]
- 4.20 Stress limitation in serviceability limit state [BS EN 1992-1-1:2004+A1, 7.2]
- 4.21 Crack control [BS EN 1992-1-1:2004+A1, 7.3]
- Figure 5 — Typical cases of crack width calculations
- Figure 6 — Crack width calculations – non-rectangular tension
- 4.22 Deflection control [BS EN 1992-1-1:2004+A1, 7.4]
- 4.23 Checking deflections by calculation [BS EN 1992-1-1:2004+A1, 7.4.3]
- 4.24 Longitudinal reinforcement [BS EN 1992-1-1:2004+A1, 9.5.2]
- 4.25 Transverse reinforcement [BS EN 1992-1-1:2004+A1, 9.5.3(3)]
- 4.26 Tying systems [BS EN 1992-1-1:2004+A1, 9.10]
- 4.27 Tying requirements to comply with building regulations throughout the UK [BS EN 1992-1-1:2004+A1, 9.10.2]
- 4.28 Values of αcc,pl [BS EN 1992-1-1:2004+A1, 12.3.1]
- 4.29 Values of eφ [BS EN 1992-1-1:2004+A1, Expression 12.12]
- 4.30 Modification of partial factors for materials [BS EN 1992-1-1:2004+A1, Annex A]
- 4.31 Detailing rules for particular situations [BS EN 1992-1-1:2004+A1, Annex J]
- 5 BS EN 1992-1-2:2004+A1, Eurocode 2: Design of concrete structures – Part 1-2: General rules – Structural fire design
- 6 BS EN 1992-3:2006, Eurocode 2: Design of concrete structures – Part 3: Liquid retaining or containing structures
- 7 BS EN 1992-4:2018, Eurocode 2: Design of concrete structures – Part 4: Design of fastenings for use in concrete [Go to Page]
- 7.1 General
- 7.2 Combined pullout and concrete failure in the case of post-installedbonded fasteners [BS EN 1992-4:2018, 7.2.1.6]
- Annex A (informative) Detailing rules for particular situations [Go to Page]
- Figure A.1 — Frame corner with closing moment – Model and reinforcement
- Figure A.2 — Frame corner with moderate opening moment ≤ 0,25
- Figure A.3 — Frame corner with large opening moment 
- Figure A.4 — Corbel strut-and-tie model
- Figure A.5 — Corbel detailing
- Annex B (informative) Appraisal and testing of structures
- Annex C (informative) Effect of temperature on the properties of concrete [Go to Page]
- Table C.1 — Creep coefficient multipliers to take account of temperature where the concrete is heated prior to loading
- Bibliography [Go to Page]
