Preface |
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v | |
Acknowledgment |
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ix | |
Notation |
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xv | |
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1 History of Modern Berm Breakwaters |
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1 | (14) |
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1.1 Time before modern berm breakwaters |
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1 | (1) |
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1.2 Developments in Australia, mass-armoured breakwater |
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2 | (1) |
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1.3 Developments in Canada, modern berm breakwaters |
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3 | (2) |
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1.4 Contact between Canada and the Netherlands |
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5 | (1) |
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1.5 Developments in Iceland |
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6 | (6) |
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1.6 Berm breakwaters in international cooperation |
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12 | (1) |
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13 | (2) |
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2 Classification and Types of Berm Breakwaters |
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15 | (14) |
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2.1 Design wave climate, definitions and parameters |
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15 | (6) |
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2.2 Classification of berm breakwaters by PIANC |
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21 | (1) |
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2.3 New classification of berm breakwaters |
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22 | (7) |
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3 Predicting Stability and Reshaping |
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29 | (50) |
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29 | (1) |
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3.2 Existing prediction methods on static stability |
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30 | (5) |
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3.3 The modified Van der Meer formulae in the Rock Manual |
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35 | (1) |
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3.4 Existing prediction methods on reshaping |
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36 | (7) |
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3.5 Damage profile for a statically stable straight slope |
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43 | (3) |
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3.6 Validation of damage prediction |
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46 | (6) |
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3.7 New method for recession of berm breakwaters |
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52 | (27) |
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3.7.1 Available data sets |
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52 | (8) |
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3.7.2 Development of new recession formula |
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60 | (6) |
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3.7.3 Influences on recession of berm breakwaters |
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66 | (10) |
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3.7.4 Conclusions on recession of berm breakwaters |
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76 | (3) |
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4 Functional Behaviour: Wave Overtopping, Reflection and Transmission |
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79 | (32) |
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79 | (23) |
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4.1.1 Context of wave overtopping |
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79 | (10) |
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4.1.2 Available data sets |
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89 | (3) |
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4.1.3 Development of influence factor γBB |
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92 | (10) |
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102 | (5) |
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107 | (4) |
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5 Geometrical Design of the Cross-section |
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111 | (36) |
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5.1 About design guidance in this chapter |
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111 | (1) |
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5.2 Parameters in geometrical design of the cross-section |
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112 | (19) |
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5.2.1 General description of the cross-section |
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112 | (3) |
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5.2.2 Berm width, B, as function of recession and resiliency |
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115 | (2) |
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117 | (3) |
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5.2.4 Horizontal armour width, Ah |
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120 | (1) |
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5.2.5 Rock classes and proposal for new mass-armoured berm breakwater |
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121 | (5) |
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126 | (2) |
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128 | (1) |
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5.2.8 Transition from Class I to Class II rock |
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129 | (1) |
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130 | (1) |
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5.3 Application of geometrical rules for a design |
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131 | (4) |
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135 | (7) |
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142 | (3) |
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145 | (2) |
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6 Armourstone and Quarrying |
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147 | (26) |
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147 | (4) |
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151 | (7) |
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151 | (1) |
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6.2.2 Grading curves in research |
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151 | (2) |
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6.2.3 EN 13383 system for standard gradings |
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153 | (3) |
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6.2.4 Non-standard gradings from dedicated quarries |
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156 | (2) |
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6.3 Quarry yield prediction |
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158 | (7) |
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6.4 Blasting for armourstone |
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165 | (5) |
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170 | (3) |
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173 | (26) |
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173 | (1) |
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7.2 Armourstone quarry in the contract |
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173 | (1) |
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174 | (6) |
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7.4 Placement and tolerances |
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180 | (10) |
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7.4.1 Armourstone placement |
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180 | (5) |
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185 | (1) |
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7.4.3 Definition of rock surface and survey method for constructed profile |
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186 | (4) |
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7.5 Weight assessment of rock gradings in-situ |
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190 | (9) |
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7.5.1 Weight assessment by estimating average rock dimensions |
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190 | (3) |
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7.5.2 Weight assessment of rock in-situ from block shape |
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193 | (3) |
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7.5.3 Comparison of the two methods |
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196 | (3) |
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8 Geometrical Design into Practice, Examples |
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199 | (38) |
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199 | (11) |
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8.1.1 Geometrical design method for berm breakwaters |
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199 | (9) |
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8.1.2 Design wave climate and other conditions for examples |
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208 | (2) |
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8.2 Examples for a design wave height of 5 m |
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210 | (11) |
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8.2.1 HR IC dedicated quarry, Class I 10-20 t |
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210 | (3) |
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8.2.2 PR IC standard gradings, Class I 6-10 t |
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213 | (2) |
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8.2.3 FR MA standard gradings, Class I 3-6 t |
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215 | (2) |
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8.2.4 Conventional rock armour design |
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217 | (3) |
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8.2.5 Overall conclusions and comparison |
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220 | (1) |
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8.3 Examples for a design wave height of 3 m |
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221 | (7) |
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8.3.1 HR IC dedicated quarry, Class I 1-4 t |
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221 | (2) |
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8.3.2 PR MA dedicated quarry, Class I 0.5-2 t |
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223 | (2) |
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8.3.3 Conventional rock armour design |
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225 | (2) |
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8.3.4 Overall conclusions and comparison |
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227 | (1) |
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8.4 Examples for design a wave height of 7 m |
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228 | (9) |
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8.4.1 HR IC dedicated quarry, Class I 20-35 t |
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228 | (2) |
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8.4.2 PR IC dedicated quarry, Class I 10-20 t |
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230 | (2) |
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8.4.3 FR MA standard grading, Class I 6-10 t |
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232 | (2) |
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8.4.4 Overall conclusions and comparison |
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234 | (3) |
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237 | (50) |
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237 | (1) |
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9.2 Hardly reshaping berm breakwater |
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237 | (7) |
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9.2.1 The Dalvik berm breakwater, Iceland |
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237 | (6) |
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9.2.2 The Helguvik berm breakwater, new design, Iceland |
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243 | (1) |
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9.3 Partly reshaping berm breakwater - Icelandic-type |
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244 | (14) |
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9.3.1 The Sirevag berm breakwater, Norway |
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244 | (6) |
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9.3.2 The Hammerfest berm breakwater, Norway |
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250 | (3) |
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9.3.3 The Husavik berm breakwater, Iceland |
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253 | (5) |
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9.4 Partly reshaping berm breakwater - mass-armoured |
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258 | (3) |
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9.4.1 The Helguvik berm breakwater, original design, Iceland |
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258 | (3) |
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9.5 Fully reshaping berm breakwater |
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261 | (26) |
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9.5.1 The St George breakwaters, Alaska |
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261 | (5) |
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9.5.2 The Bakkafjordur breakwater, Iceland |
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266 | (10) |
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9.5.3 The Mortavika berm breakwater, Norway |
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276 | (6) |
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9.5.4 The Mackay Southern breakwater, Queensland, Australia |
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282 | (5) |
Appendix A Relationships to Compose a Damage Profile for a Straight Rock Slope |
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287 | (2) |
Appendix B Detailed Analysis of Berm Recession |
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289 | (10) |
Appendix C Detailed Analysis of Wave Overtopping |
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299 | (12) |
Appendix D Calculations of Examples for Geometrical Design in Chapter 8 |
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311 | (10) |
Bibliography |
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321 | (6) |
About the Authors |
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327 | |