| PDF Pages<\/th>\n | PDF Title<\/th>\n<\/tr>\n | ||||||
|---|---|---|---|---|---|---|---|
| 6<\/td>\n | Foreword <\/td>\n<\/tr>\n | ||||||
| 9<\/td>\n | 0 Introduction 1 Scope 2 Normative references <\/td>\n<\/tr>\n | ||||||
| 10<\/td>\n | 3 Terms, definitions, symbols and abbreviations 3.1 Terms and definitions <\/td>\n<\/tr>\n | ||||||
| 11<\/td>\n | 3.2 Symbols Table 1 \u2014 Latin letters <\/td>\n<\/tr>\n | ||||||
| 12<\/td>\n | Table 2 \u2014 Greek letters 3.3 Abbreviations Table 3 \u2014 Abbreviations 4 Basis of design 4.1 Geotechnical category 4.2 Design methods <\/td>\n<\/tr>\n | ||||||
| 13<\/td>\n | 4.3 Actions 4.4 Dispersion of vertical loads through the fill 4.5 The serviceability limit state 4.6 Treatment of permanent actions arising from a single source <\/td>\n<\/tr>\n | ||||||
| 14<\/td>\n | 4.7 Model factors on earth pressure coefficients <\/td>\n<\/tr>\n | ||||||
| 15<\/td>\n | 4.8 Constant volume (critical state) angles of shearing resistance 5 Spread foundations 5.1 Horizontal earth pressures to be used for the design of spread foundations <\/td>\n<\/tr>\n | ||||||
| 16<\/td>\n | 5.2 Bearing resistance 5.3 Drained and undrained bearing resistance <\/td>\n<\/tr>\n | ||||||
| 17<\/td>\n | 5.4 Sliding 6 Piled foundations 6.1 Piles subject to horizontal loading 6.2 Design of pile groups <\/td>\n<\/tr>\n | ||||||
| 18<\/td>\n | 7 Gravity bridge abutments and retaining structures 7.1 Backfill parameters 7.2 Earth pressures <\/td>\n<\/tr>\n | ||||||
| 19<\/td>\n | Table 4 \u2014 Values of Ka for a vertical face when \u03b4 = \u03b2 <\/td>\n<\/tr>\n | ||||||
| 20<\/td>\n | Figure 1 \u2014 Earth pressure on retaining structures <\/td>\n<\/tr>\n | ||||||
| 21<\/td>\n | 7.3 Earth pressures for structural analysis <\/td>\n<\/tr>\n | ||||||
| 22<\/td>\n | 7.4 Ductile structures and brittle failure modes 7.5 Movement required to generate passive pressure <\/td>\n<\/tr>\n | ||||||
| 23<\/td>\n | 7.6 Horizontal earth pressure due to traffic loading on earth retaining structures <\/td>\n<\/tr>\n | ||||||
| 24<\/td>\n | Table 5 \u2014 Simplified traffic surcharge model for walls and other retaining structures adjacent to the carriageway, where the traffic does not cross over the structure <\/td>\n<\/tr>\n | ||||||
| 25<\/td>\n | Table 6 \u2014 Simplified traffic surcharge model for abutments <\/td>\n<\/tr>\n | ||||||
| 26<\/td>\n | Figure 2 \u2014 Horizontal surcharge model for abutments <\/td>\n<\/tr>\n | ||||||
| 27<\/td>\n | Figure 3 \u2014 Lateral and vertical dispersion of finite line loads for calculating horizontal surcharge pressure <\/td>\n<\/tr>\n | ||||||
| 28<\/td>\n | 7.7 Hydrostatic pressure <\/td>\n<\/tr>\n | ||||||
| 29<\/td>\n | 8 Embedded walls 9 Integral bridges 9.1 General <\/td>\n<\/tr>\n | ||||||
| 30<\/td>\n | 9.2 Methods of analysis <\/td>\n<\/tr>\n | ||||||
| 31<\/td>\n | 9.3 Types of abutment for integral construction <\/td>\n<\/tr>\n | ||||||
| 32<\/td>\n | Figure 4 \u2014 Types of abutment for integral bridge construction <\/td>\n<\/tr>\n | ||||||
| 33<\/td>\n | 9.4 Earth pressures behind integral abutments and end screen walls <\/td>\n<\/tr>\n | ||||||
| 34<\/td>\n | Table 7 \u2014 Maximum (unfavourable) vaues of Kp;t <\/td>\n<\/tr>\n | ||||||
| 35<\/td>\n | Figure 5 \u2014 Earth pressure distributions for abutments which accommodate thermal expansion by rotation and\/or flexure <\/td>\n<\/tr>\n | ||||||
| 39<\/td>\n | Figure 6 \u2014 Pressure coefficient envelope <\/td>\n<\/tr>\n | ||||||
| 40<\/td>\n | 9.5 Longitudinal loads 9.6 Thermal distortions 9.7 Foundations <\/td>\n<\/tr>\n | ||||||
| 41<\/td>\n | 9.8 Skew effects <\/td>\n<\/tr>\n | ||||||
| 42<\/td>\n | Figure 7 \u2014 Twisting of skewed structure 9.9 Wing walls <\/td>\n<\/tr>\n | ||||||
| 43<\/td>\n | Figure 8 \u2014 Equilibrium of horizontal earth wedge behind skew abutment 9.10 Backfill <\/td>\n<\/tr>\n | ||||||
| 44<\/td>\n | 10 Buried concrete structures 10.1 General <\/td>\n<\/tr>\n | ||||||
| 45<\/td>\n | Figure 9 \u2014 Symbols for typical buried box structure 10.2 Actions applied to buried concrete structures <\/td>\n<\/tr>\n | ||||||
| 47<\/td>\n | Figure 10 \u2014 Transverse load dispersion Figure 11 \u2014 Transverse load\/metre where two dispersion zones overlap <\/td>\n<\/tr>\n | ||||||
| 49<\/td>\n | 10.3 Design of foundations <\/td>\n<\/tr>\n | ||||||
| 50<\/td>\n | 10.4 Skew 10.5 Longitudinal joints <\/td>\n<\/tr>\n | ||||||
| 51<\/td>\n | 10.6 Stages to be analysed <\/td>\n<\/tr>\n | ||||||
| 52<\/td>\n | Annex A (informative)\u2002 Method for determining the earth pressures on integral abutments using a soil\u2011structure interaction analysis <\/td>\n<\/tr>\n | ||||||
| 55<\/td>\n | Figure A.1 \u2014 Variation in soil shear modulus factor (RF,G) with d\u2019d\/H\u2019 assuming densification to 90% <\/td>\n<\/tr>\n | ||||||
| 56<\/td>\n | Figure A.2 \u2014 Values of H\u2019 and d\u2019d and illustration of earth pressures <\/td>\n<\/tr>\n | ||||||
| 58<\/td>\n | Annex B (informative)\u2002 Cases to be considered for buried concrete structures design <\/td>\n<\/tr>\n | ||||||
| 60<\/td>\n | Figure B.1 \u2014 Maximum vertical load with maximum horizontal load Table B.1 \u2014 Directly determined design values of the earth pressure coefficient K that may be applied at various limit states (Figure B.1) <\/td>\n<\/tr>\n | ||||||
| 61<\/td>\n | Figure B.2 \u2014 Minimum vertical load with maximum horizontal load Table B.2 \u2014 Directly determined design values of the earth pressure coefficient K that may be applied at various limit states (Figure B.2) <\/td>\n<\/tr>\n | ||||||
| 62<\/td>\n | Figure B.3 \u2014 Maximum vertical load with minimum horizontal load Table B.3 \u2014 Directly determined design values of the earth pressure coefficient K that may be applied at various limit states (Figure B.3) <\/td>\n<\/tr>\n | ||||||
| 63<\/td>\n | Figure B.4 \u2014 Braking and acceleration with maximum vertical load and active pressure <\/td>\n<\/tr>\n | ||||||
| 64<\/td>\n | Table B.4 \u2014 Directly determined design values of the earth pressure coefficient K that may be applied at various limit states (Figure B.4) <\/td>\n<\/tr>\n | ||||||
| 65<\/td>\n | Figure B.5 \u2014 Braking and acceleration with minimum vertical load and active pressures <\/td>\n<\/tr>\n | ||||||
| 66<\/td>\n | Table B.5 \u2014 Directly determined design values of the earth pressure coefficient K that may be applied at various states (Figure B.5) <\/td>\n<\/tr>\n | ||||||
| 67<\/td>\n | Figure B.6 \u2014 Sliding <\/td>\n<\/tr>\n | ||||||
| 68<\/td>\n | Table B.6 \u2014 Directly determined design values of the earth pressure coefficient K that may be applied at various limit states (Figure B.6) <\/td>\n<\/tr>\n | ||||||
| 69<\/td>\n | Bibliography <\/td>\n<\/tr>\n<\/table>\n","protected":false},"excerpt":{"rendered":" Recommendations for the design of structures subject to traffic loading to BS EN 1997-1:2004+A1:2013<\/b><\/p>\n |