Preface xv 1 Safety and verification concept 1 1.1 Principles of the safety and verification concept for waterfront structures 1 1.1.1 General 1 1.1.2 Normative regulations for waterfront structures 1 1.1.3 Geotechnical categories 3 1.
1.4 Design situations 3 1.2 Verification for waterfront structures 4 1.2.1 Principles for verification 4 1.2.2 Design approaches 4 1.2.
3 Analysis of the serviceability limit state 5 1.2.4 Analysis of the ultimate limit state 6 References 10 2 Ship dimensions 11 2.1 Sea-going ships 11 2.1.1 Passenger ships and cruise liners 12 2.1.2 Bulk carriers 12 2.
1.3 General cargo ships 12 2.1.4 Container ships 13 2.1.5 Ferries 13 2.1.6 RoRo/ConRo vessels 13 2.
1.7 Oil tankers 14 2.1.8 Gas tankers 15 2.2 Inland waterway vessels 15 2.3 Offshore installation vessels 19 3 Geotechnical principles 21 3.1 Geotechnical report 21 3.2 Subsoil 21 3.
2.1 Mean characteristic values of soil parameters 21 3.2.2 Layout and depths of boreholes and penetrometer tests 27 3.2.3 Determining the shear strength cu of saturated, undrained cohesive soils 28 3.2.4 Assessing the subsoil for the installation of piles and sheet piles and for selecting the installation method 31 3.
2.5 Classifying the subsoil in homogeneous zones 34 3.3 Water pressure 35 3.3.1 General 35 3.3.2 Resultant water pressure in the direction of the water side 36 3.3.
3 Resultant water pressure on quay walls in front of embankments with elevated platforms in tidal areas 38 3.3.4 Taking account of groundwater flow 39 3.4 Hydraulic heave failure 45 3.5 Earth pressure 49 3.5.1 General 49 3.5.
2 Considering the cohesion in cohesive soils 49 3.5.3 Considering the apparent cohesion (capillary cohesion) in sand 49 3.5.4 Determining active earth pressure for a steep, paved embankment in a partially sloping waterfront structure 49 3.5.5 Determining the active earth pressure shielding on a wall below a relieving platform with average ground surcharges 50 3.5.
6 Earth pressure distribution under limited loads 52 3.5.7 Determining active earth pressure in saturated, non-consolidated or partially consolidated, soft cohesive soils 53 3.5.8 Effect of water pressure difference beneath beds of watercourses 56 3.5.9 Considering active earth pressure and resultant water pressure, and construction guidance for waterfront structures with soil replacement and a contaminated or disturbed base of excavation 57 3.5.
10 Effect of groundwater flow on resultant water pressure and active and passive earth pressures 60 3.5.11 Determining the amount of displacement required to mobilise passive earth pressure in non-cohesive soils 62 3.5.12 Measures for increasing the passive earth pressure in front of waterfront structures 63 3.5.13 Passive earth pressure in front of abrupt changes in ground level in soft cohesive soils with rapid load application on the land side 65 3.5.
14 Waterfront structures in seismic regions 65 References 69 4 Loads on waterfront structures 73 4.1 Vessel berthing velocities and pressures 73 4.1.1 Guide values 73 4.1.2 Loads on waterfront structures due to fender reaction forces 74 4.2 Vertical imposed loads 74 4.2.
1 General 74 4.2.2 Basic situation 1 76 4.2.3 Basic situation 2 76 4.2.4 Basic situation 3 76 4.2.
5 Loading assumptions for quay surfaces 76 4.3 Sea state and wave pressure 77 4.3.1 General 77 4.3.2 Description of the sea state 77 4.3.3 Determining the sea state parameters 78 4.
3.4 Design concepts and specification of design parameters 82 4.3.5 Conversion of the sea state 83 4.3.6 Wave pressure on vertical quay walls in coastal areas 85 4.4 Effects of waves due to ship movements 90 4.4.
1 General 90 4.4.2 Wave heights 91 4.5 Choosing a greater design depth (allowance for scouring) 94 4.6 Loads arising from surging and receding waves due to the inflow or outflow of water 94 4.6.1 General 94 4.6.
2 Determining wave values 94 4.6.3 Loading assumptions 95 4.7 Wave pressure on piled structures 96 4.7.1 General 96 4.7.2 Method of calculation according to Morison et al.
(1950) 98 4.7.3 Determining the wave loads on a single vertical pile 98 4.7.4 coefficients c d and c m 100 4.7.5 Forces from breaking waves 100 4.7.
6 Wave load on a group of piles 101 4.7.7 Raking piles 101 4.7.8 Safety factors 102 4.7.9 Vertical wave load ("wave slamming") 103 4.8 Moored ships and their influence on the design of mooring equipment and fenders 106 4.
8.1 General 106 4.8.2 Critical wind speed 108 4.8.3 Wind loads on moored vessels 108 4.8.4 Loads on mooring equipment and fenders 110 4.
9 Loads on bollards 110 4.9.1 Loads on bollards for sea-going vessels 110 4.9.2 Loads on bollards for inland waterway vessels 112 4.9.3 Direction of line pull load 113 4.9.
4 Design for line pull loads 113 4.10 Quay loads from cranes and other transhipment equipment 113 4.10.1 Conventional general cargo cranes 113 4.10.2 Container cranes 113 4.10.3 Load specifications for port cranes 115 4.
10.4 Notes 116 4.11 Impact and pressure of ice on waterfront structures, fenders and dolphins in coastal areas 116 4.11.1 General 116 4.11.2 Determining the compressive strength of ice 117 4.11.
3 Ice loads on waterfront structures and other structures of greater extent 118 4.11.4 Ice loads on vertical piles 121 4.11.5 Horizontal ice load on a group of piles 121 4.11.6 Ice surcharges 122 4.11.
7 Vertical loads with rising or falling water levels 122 4.12 Impact and pressure of ice on waterfront structures, piers and dolphins at inland facilities 123 4.12.1 General 123 4.12.2 Ice thickness 123 4.12.3 Compressive strength of the ice 124 4.
12.4 Ice loads on waterfront structures and other structures of greater extent 124 4.12.5 Ice loads on narrow structures (piles, dolphins, bridge and weir piers and ice deflectors) 125 4.12.6 Ice loads on groups of structures 125 4.12.7 Vertical loads with rising or falling water levels 126 References 126 5 Earthworks and dredging 131 5.
1 Dredging in front of quay walls in seaports 131 5.2 Dredging and hydraulic fill tolerances 132 5.2.1 General 132 5.2.2 Dredging tolerances 133 5.3 Hydraulic filling of port areas for planned waterfront structures 135 5.3.
1 General 135 5.3.2 Hydraulic filling of port above the water table 136 5.3.3 Hydraulic filling of port areas below the water table 137 5.4 Backfilling of waterfront structures 139 5.4.1 General 139 5.
4.2 Backfilling in the dry 140 5.4.3 Backfilling underwater 140 5.4.4 Additional remarks 141 5.5 In situ density of hydraulically filled non-cohesive soils 141 5.5.
1 General 141 5.5.2 Empirical values for in situ density 141 5.5.3 In situ density required for port areas 142 5.5.4 Checking the in situ density 142 5.6 In situ density of dumped non-cohesive soils 142 5.
6.1 General 142 5.6.2 Influences on the achievable in situ density 143 5.7 Dredging underwater slopes 144 5.7.1 General 144 5.7.
2 Dredging underwater slopes in loose sand 144 5.7.3 Dredging equipment 144 5.7.4 Execution of dredging work 145 5.8 Subsidence of non-cohesive soils 146 5.9 Soil replacement along a line of piles for a waterfront structure 147 5.9.
1 General 147 5.9.2 Dredging 148 5.9.3 Cleaning the base of the excavation before filling it with sand 149 5.9.4 Placing the sand fill 150 5.9.
5 Checking the sand fill 150 5.10 Dynamic compaction of the soil 151 5.11 Vertical drains to accelerate the consolidation of soft cohesive soils 151 5.11.1 General 151 5.11.2 Applications 152 5.11.
3 Design 152 5.11.4 Design of plastic drains 153 5.11.5 Installation 154 5.12 Consolidation of soft cohesive soils by preloading 154 5.12.1 General 154 5.
12.2 Applications 154 5.12.3 Bearing capacity of in situ soil 155 5.12.4 Fill material 156 5.12.5 Determining the depth of preload fill 156 5.
12.6 Minimum extent of preload fill 158 5.12.7 Soil improvement through vacuum consolidation with vertical drains 158 5.12.8 Execution of soil improvement through vacuum consolidation with vertical drains 159 5.12.9 Checking the consolidation 159 5.
12.10 Secondary settlement 159 5.13 Improving the bearing capacity of soft cohesive soils with vertical elements 160 5.13.1 General 160 5.13.2 Methods 160 5.13.
3 Construction of pile-type load-bearing elements 162 References 163 6 Protection and stabilisation structures 165 6.1 Bank and bottom protection 165 6.1.1 Embankment stabilisation on inland waterways 165 6.1.2 Slopes in seaports and tidal inland ports 170 6.1.3 Use of geotextile filters in bank and bottom protection 174 6.
1.4 Scour and protection against scour in front of waterfront structures 176 6.1.5 Scour protection at piers and dolphins 185 6.1.6 Installation of mineral impervious linings underwater and their connection to waterfront structures 185 6.2 Flood de.