The Overseas Coastal Area Development Institute of Japan pptx

The Ministry of Land, Infrastructure and Transport formerly the Ministry of Transport up to January 2001 which was responsible for port development and operation, revised the basic law o

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3-2-4 Kasumigaseki, Chiyoda-ku, Tokyo, 100-0013, Japan

Printed by Daikousha Printing Co., Ltd.

All rights reserved No part of this publication may be reproduced, stored in a retrieval systems, transmitted in any form or by any means, electric, mechanical, photocopying, recording or otherwise, without the prior written permission of the publisher.

Original Japanese language edition published by the Japan Ports and Harbours Association.

Printed in Japan

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Japanese islands have a long extension of coastline, measuring about 34,000 km, for the total land area

of some 380,000 square kilometers Throughout her history, Japan has depended on the ports and harbors

on daily living and prosperity of people there Japan did not develop extensive inland canal systems as found in the European Continent because of its mountainous geography, but rather produced many harbors and havens along its coastline in the past Today, the number of officially designated commercial ports and harbors amounts to about 1,100 and the number of fishing ports exceeds 3,000.

After 220 years of isolation from the world civilization from the 17th to 19th centuries, Japan began to modernize its society and civilization rapidly after the Meiji revolution in 1868 Modern technology of port and harbor engineering has been introduced by distinguished engineers from abroad and learned by many ambitious and capable young engineers in Japan Ports of Yokohama, Kobe, and others began to accommodate large ocean-going vessels in the late 19th century as the Japanese economy had shown a rapid growth

Japanese engineers had drafted an engineering manual on design and construction of port and harbor facilities as early as in 1943 The manual was revised in 1959 with inclusion of new technology such as those of coastal engineering and geotechnical engineering, which were developed during the Second World War or just before it The Japanese economy that was utterly destroyed by the war had begun to rebuild itself rapidly after the 1950s There were so many demands for the expansion of port and harbor facilities throughout Japan Engineers were urged to design and construct facilities after facilities Japan has built the breakwaters and the quays with the rate of about 20,000 meters each per year throughout the 1960s, 1970s, and 1980s.

Such a feat of port development was made possible with provision of sound engineering manuals The Ministry of Land, Infrastructure and Transport (formerly the Ministry of Transport up to January 2001) which was responsible for port development and operation, revised the basic law on ports and harbors in

1974 so as to take responsibility for provision of technical standards for design, construction, and maintenance of port and harbor facilities The first official technical standards and commentaries for port and harbor facilities were issued in 1979, and published by the Japan Port and Harbour Association for general use The technical standards were prepared by a technical committee composed of government engineers within the former Ministry of Transport, including members of the Port and Harbour Research Institute and several District Port Construction Bureaus that were responsible for design and construction

in the field Its English version was published by the Overseas Coastal Area Development Institute in

1980, but it introduced only the skeleton of the Japanese version without giving the details.

The Technical Standards and Commentaries for Port and Harbor Facilities in Japan have been revised

in 1988 and 1999, each time incorporating new technological developments The present English translation endeavors to introduce the newest edition of 1999 to the port and harbor engineers overseas It

is a direct translation of essential parts of Japanese edition Many phrases and expressions reflect the customary, regulatory writings in Japanese, which are often awkward in English Some sentences after translation may not be fluent enough and give troubles for decipher The editors in charge of translation request the readers for patience and generosity in their efforts for understanding Japanese technology in port and harbor engineering.

With the globalization in every aspect of human activities, indigenous practices and customs are forced

to comply with the world standards Technology by definition is supposed to be universal Nevertheless, each country has developed its own specialty to suit its local conditions The overseas readers may find some of Japanese technical standards strange and difficult for adoption for their usage Such conflicts in technology are the starting points for mutual understanding and further developments in the future The editors wish wholeheartedly this English version of Japanese technical standards be welcomed by the overseas colleagues and serve for the advancement of port and harbor technology in the world.

January 2002

Y Goda, T Tabata and S Yamamoto Editors for translation version

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Preface

Part I General

Chapter 1 General Rules 1

1.1 Scope of Application 1

1.2 Definitions 2

1.3 Usage of SI Units 2

Chapter 2 Datum Level for Construction Work 4

Chapter 3 Maintenance 5

Part II Design Conditions Chapter 1 General 7

Chapter 2 Vessels 9

2.1 Dimensions of Target Vessel 9

2.2 External Forces Generated by Vessels 16

2.2.1 General 16

2.2.2 Berthing 16

[1] Berthing Energy 16

[2] Berthing Velocity 17

[3] Eccentricity Factor 20

[4] Virtual Mass Factor 21

2.2.3 Moored Vessels 22

[1] Motions of Moored Vessel 22

[2] Waves Acting on Vessel 22

[3] Wind Load Acting on Vessel 23

[4] Current Forces Acting on Vessel 24

[5] Load-Deflection Characteristics of Mooring System 25

2.2.4 Tractive Force Acting on Mooring Post and Bollard 25

Chapter 3 Wind and Wind Pressure 28

3.1 General 28

3.2 Wind 29

3.3 Wind Pressure 30

Chapter 4 Waves 32

4.1 General 32

4.1.1 Procedure for Determining the Waves Used in Design 32

4.1.2 Waves to Be Used in Design 32

4.1.3 Properties of Waves 33

[1] Fundamental Properties of Waves 33

[2] Statistical Properties of Waves 37

[3] Wave Spectrum 38

4.2 Method of Determining Wave Conditions to Be Used in Design 40

4.2.1 Principles for Determining the Deepwater Waves Used in Design 40

4.2.2 Procedure for Obtaining the Parameters of Design Waves 41

4.3 Wave Hindcasting 42

4.3.1 General 42

4.3.2 Wave Hindcasting in Generating Area 42

4.3.3 Swell Hindcasting 46

4.4 Statistical Processing of Wave Observation and Hindcasted Data 47

4.5 Transformations of Waves 49

4.5.1 General 49

4.5.2 Wave Refraction 49

4.5.3 Wave Diffraction 52

[1] Diffraction 52

[2] Combination of Diffraction and Refraction 69

4.5.4 Wave Reflection 70

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[1] General 70

[2] Reflection Coefficient 71

[3] Transformation of Waves at Concave Corners, near the Heads of Breakwaters, and around Detached Breakwaters 72

4.5.5 Wave Shoaling 74

4.5.6 Wave Breaking 75

4.6 Wave Runup, Overtopping, and Transmission 80

4.6.1 Wave Runup 80

4.6.2 Wave Overtopping 84

4.6.3 Wave Transmission 90

4.7 Wave Setup and Surf Beat 91

4.7.1 Wave Setup 91

4.7.2 Surf Beat 92

4.8 Long-Period Waves and Seiche 93

4.9 Waves inside Harbors 94

4.9.1 Calmness and Disturbances 94

4.9.2 Evaluation of Harbor Calmness 94

4.10 Ship Waves 94

Chapter 5 Wave Force 100

5.1 General 100

5.2 Wave Force Acting on Upright Wall 100

5.2.1 General Considerations 100

5.2.2 Wave Forces of Standing and Breaking Waves 101

[1] Wave Force under Wave Crest 101

[2] Wave Force under Wave Trough 105

5.2.3 Impulsive Pressure Due to Breaking Waves 106

5.2.4 Wave Force on Upright Wall Covered with Wave-Dissipating Concrete Blocks 109

5.2.5 Effect of Alignment of Breakwater on Wave Force 110

5.2.6 Effect of Abrupt Change in Water Depth on Wave Force 110

5.2.7 Wave Force on Upright Wall near Shoreline or on Shore 111

[1] Wave Force at the Seaward Side of Shoreline 111

[2] Wave Force at the Landward Side of Shoreline 111

5.2.8 Wave Force on Upright Wave-Absorbing Caisson 111

5.3 Mass of Armor Stones and Concrete Blocks 112

5.3.1 Armor Units on Slope 112

5.3.2 Armor Units on Foundation Mound of Composite Breakwater 117

5.4 Wave Forces Acting on Cylindrical Members and Large Isolated Structures 119

5.4.1 Wave Force on Cylindrical Members 119

5.4.2 Wave Force on Large Isolated Structure 121

5.5 Wave Force Acting on Structure Located near the Still Water Level 122

5.5.1 Uplift Acting on Horizontal Plate near the Still Water Level 122

Chapter 6 Tides and Abnormal Water Levels 127

6.1 Design Water Level 127

6.2 Astronomical Tide 128

6.3 Storm Surge 128

6.4 Tsunami 130

6.5 Seiche 133

6.6 Groundwater Level and Permeation 135

Chapter 7 Currents and Current Force 138

7.1 General 138

7.2 Current Forces Acting on Submerged Members and Structures 138

7.3 Mass of Armor Stones and Concrete Blocks against Currents 140

Chapter 8 External Forces Acting on Floating Body and Its Motions 142

8.1 General 142

8.2 External Forces Acting on Floating Body 143

8.3 Motions of Floating Body and Mooring Force 145

Chapter 9 Estuarine Hydraulics 148

9.1 General 148

Chapter 10 Littoral Drift 154

10.1 General 154

10.2 Scouring around Structures 161

10.3 Prediction of Beach Deformation 163

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Chapter 11 Subsoil 167

11.1 Method of Determining Geotechnical Conditions 167

11.1.1 Principles 167

11.1.2 Selection of Soil Investigation Methods 168

11.1.3 Standard Penetration Test 168

11.2 Physical Properties of Soils 168

11.2.1 Unit Weight of Soil 168

11.2.2 Classification of Soils 169

11.2.3 Coefficient of Permeability of Soil 169

11.3 Mechanical Properties of Soils 170

11.3.1 Elastic Constants 170

11.3.2 Consolidation Properties 170

11.3.3 Shear Properties 173

11.4 Angle of Internal Friction by N-value 175

11.5 Application of Soundings Other Than SPT 176

11.6 Dynamic Properties of Soils 178

11.6.1 Dynamic Modulus of Deformation 178

11.6.2 Dynamic Strength Properties 180

Chapter 12 Earthquakes and Seismic Force 182

12.1 General 182

12.2 Earthquake Resistance of Port and Harbor Facilities in Design 182

12.3 Seismic Coefficient Method 184

12.4 Design Seismic Coefficient 184

12.5 Seismic Response Analysis 190

12.6 Seismic Deformation Method 192

Chapter 13 Liquefaction 195

13.1 General 195

13.2 Prediction of Liquefaction 195

13.3 Countermeasures against Liquefaction 199

Chapter 14 Earth Pressure and Water Pressure 200

14.1 Earth Pressure 200

14.2 Earth Pressure under Ordinary Conditions 200

14.2.1 Earth Pressure of Sandy Soil under Ordinary Conditions 200

14.2.2 Earth Pressure of Cohesive Soil under Ordinary Conditions 201

14.3 Earth Pressure during Earthquake 202

14.3.1 Earth Pressure of Sandy Soil during Earthquake 202

14.3.2 Earth Pressure of Cohesive Soil during Earthquake 204

14.3.3 Apparent Seismic Coefficient 204

14.4 Water Pressure 205

14.4.1 Residual Water Pressure 205

14.4.2 Dynamic Water Pressure during Earthquake 205

Chapter 15 Loads 207

15.1 General 207

15.2 Deadweight and Surcharge 207

15.3 Static Load 207

15.3.1 Static Load under Ordinary Conditions 207

15.3.2 Static Load during Earthquake 208

15.3.3 Unevenly Distributed Load 208

15.3.4 Snow Load 208

15.4 Live Load 209

15.4.1 Train Load 209

15.4.2 Vehicle Load 209

15.4.3 Cargo Handling Equipment Load 209

15.4.4 Sidewalk Live Load 209

Chapter 16 Coefficient of Friction 210

16.1 General 210

Part III Materials Chapter 1 General 211

1.1 Selection of Materials 211

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1.2 Safety of Structural Elements 211

Chapter 2 Steel 212

2.1 Materials 212

2.2 Steel Meterial Constants Used in Design Calculation 212

2.3 Allowable Stresses 212

2.3.1 General 212

2.3.2 Structural Steel 212

2.3.3 Steel Piles and Steel Pipe Sheet Piles 213

2.3.4 Steel Sheet Piles 214

2.3.5 Cast Steel and Forged Steel 214

2.3.6 Allowable Stresses for Steel at Welded Zones and Spliced Sections 214

2.3.7 Increase of Allowable Stresses 215

2.4 Corrosion Control 216

2.4.1 General 216

2.4.2 Corrosion Rates of Steel Materials 216

2.4.3 Corrosion Control Methods 217

2.4.4 Cathodic Protection Method 217

[1] Range of Application 217

[2] Protective Potential 218

[3] Protective Current Density 219

2.4.5 Coating Method 220

[1] Extent of Application 220

[2] Applicable Methods 220

[3] Selection of Method 220

Chapter 3 Concrete 221

3.1 General 221

3.2 Basics of Design Based on the Limit State Design Method 221

3.3 Design Based on Allowable Stress Method 223

3.4 Concrete Materials 224

3.5 Concrete Quality and Performance 225

3.6 Underwater Concrete 227

Chapter 4 Bituminous Materials 228

4.1 General 228

4.2 Asphalt Mat 228

4.2.1 General 228

4.2.2 Materials 228

4.2.3 Mix Proportioning 229

4.3 Paving Materials 229

4.4 Sand Mastic Asphalt 229

4.4.1 General 229

4.4.2 Materials 230

4.4.3 Mix Proportioning 230

Chapter 5 Stone 231

5.1 General 231

5.2 Rubble for Foundation 231

5.3 Backfilling Materials 231

5.4 Base Course Materials of Pavement 232

Chapter 6 Timber 233

6.1 Quality of Timber 233

6.1.1 Structural Timber 233

6.1.2 Timber Piles 233

6.2 Allowable Stresses of Timber 233

6.2.1 General 233

6.2.2 Allowable Stresses of Structural Timber 233

6.3 Quality of Glued Laminated Timber 233

6.3.1 Allowable Stress for Glued Laminated Timber 233

6.4 Joining of Timber 233

6.5 Maintenance of Timber 233

Chapter 7 Other Materials 234

7.1 Metals Other Than Steel 234

7.2 Plastics and Rubbers 234

7.3 Coating Materials 236

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7.4 Grouting Materials 237

7.4.1 General 237

7.4.2 Properties of Grouting Materials 237

Chapter 8 Recyclable Resources 238

8.1 General 238

8.2 Slag 238

8.3 Coal Ash 239

8.4 Crashed Concrete 240

Part IV Precast Concrete Units Chapter 1 Caissons 241

1.1 General 241

1.2 Determination of Dimensions 242

1.3 Floating Stability 242

1.4 Design External Forces 243

1.4.1 Combination of Loads and Load Factors 243

1.4.2 External Forces during Fabrication 249

1.4.3 External Forces during Launching and Floating 249

1.4.4 External Forces during Installation 250

1.4.5 External Forces after Construction 250

[1] Outer Walls 250

[2] Bottom Slab 251

[3] Partition Walls and Others 253

1.5 Design of Members 254

1.5.1 Outer Wall 254

1.5.2 Partition Wall 254

1.5.3 Bottom Slab 254

1.5.4 Others 255

1.6 Design of Hooks for Suspension by Crane 255

Chapter 2 L-Shaped Blocks 256

2.1 General 256

2.3 Loads Acting on Members 257

2.3.1 General 257

2.3.2 Earth Pressure 258

2.3.3 Converted Loads for Design Calculation 258

2.4.1 Front Wall 259

2.4.2 Footing 259

2.4.3 Bottom Slab 259

2.4.4 Buttress 260

2.5 Design of Hooks for Suspension by Crane 260

Chapter 3 Cellular Blocks 261

3.1 General 261

3.2.1 Shape of Cellular Blocks 261

3.2.2 Determination of Dimensions 261

3.3 Loads Acting on Cellular Blocks 262

3.3.1 General 262

3.3.2 Earth Pressure of Filling and Residual Water Pressure 262

3.3.3 Converted Loads for Design Calculation 264

3.4.1 Rectangular Cellular Blocks 264

3.4.2 Other Types of Cellular Blocks 265

Chapter 4 Upright Wave-Absorbing Caissons 267

4.1 General 267

4.2 External Forces Acting on Members 267

Chapter 5 Hybrid Caissons 270

5.1 General 270

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5.3 Design External Forces 271

5.4.1 Section Force 271

5.4.2 Design of Composite Slabs 271

5.4.3 Design of SRC Members 271

5.4.4 Design of Partitions 271

5.4.5 Design of Corners and Joints 271

5.4.6 Safety against Fatigue Failure 272

5.5 Corrosion Control 272

Part V Foundations Chapter 1 General 273

Chapter 2 Bearing Capacity of Shallow Foundations 274

2.1 General 274

2.2 Bearing Capacity of Foundation on Sandy Ground 274

2.3 Bearing Capacity of Foundation on Clayey Ground 275

2.4 Bearing Capacity of Multilayered Ground 276

2.5 Bearing Capacity for Eccentric and Inclined Loads 277

Chapter 3 Bearing Capacity of Deep Foundations 280

3.1 General 280

3.2 Vertical Bearing Capacity 280

3.3 Lateral Bearing Capacity 281

Chapter 4 Bearing Capacity of Pile Foundations 284

4.1 Allowable Axial Bearing Capacity of Piles 284

4.1.1 General 284

4.1.2 Standard Allowable Axial Bearing Capacity 284

4.1.3 Ultimate Axial Bearing Capacity of Single Piles 285

4.1.4 Estimation of Ultimate Axial Bearing Capacity by Loading Tests 285

4.1.5 Estimation of Ultimate Axial Bearing Capacity by Static Bearing Capacity Formulas 286

4.1.6 Examination of Compressive Stress of Pile Materials 288

4.1.7 Decrease of Bearing Capacity Due to Joints 288

4.1.8 Decrease of Bearing Capacity Due to Slenderness Ratio 288

4.1.9 Bearing Capacity of Pile Group 288

4.1.10 Examination of Negative Skin Friction 290

4.1.11 Examination of Settlement of Piles 291

4.2 Allowable Pulling Resistance of Piles 291

4.2.1 General 291

4.2.2 Standard Allowable Pulling Resistance 292

4.2.3 Maximum Pulling Resistance of Single Pile 292

4.2.4 Examination of Tensile Stress of Pile Materials 293

4.2.5 Matters to Be Considered for Obtaining Allowable Pulling Resistance of Piles 293

4.3 Allowable Lateral Bearing Capacity of Piles 293

4.3.1 General 293

4.3.2 Estimation of Allowable Lateral Bearing Capacity of Piles 295

4.3.3 Estimation of Pile Behavior Using Loading Tests 295

4.3.4 Estimation of Pile Behavior Using Analytical Methods 295

4.3.5 Consideration of Pile Group Action 301

4.3.6 Lateral Bearing Capacity of Coupled Piles 301

4.4 Pile Design in General 304

4.4.1 Load Sharing 304

4.4.2 Load Distribution 305

4.4.3 Distance between Centers of Piles 305

4.4.4 Allowable Stresses for Pile Materials 305

4.5 Detailed Design 306

4.5.1 Examination of Loads during Construction 306

4.5.2 Design of Joints between Piles and Structure 307

4.5.3 Joints of Piles 308

4.5.4 Change of Plate Thickness or Materials of Steel Pipe Piles 308

4.5.5 Other Points for Caution in Design 308

Chapter 5 Settlement of Foundations 310

5.1 Stress in Soil Mass 310

5.2 Immediate Settlement 310

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5.3 Consolidation Settlement 310

5.4 Lateral Displacement 312

5.5 Differential Settlements 312

Chapter 6 Stability of Slopes 314

6.1 General 314

6.2 Stability Analysis 315

6.2.1 Stability Analysis Using Circular Slip Surface Method 315

6.2.2 Stability Analysis Assuming Slip Surfaces Other Than Circular Arc Slip Surface 316

Chapter 7 Soil Improvement Methods 318

7.1 General 318

7.2 Replacement Method 318

7.3 Vertical Drain Method 318

7.3.1 Principle of Design 318

7.3.2 Determination of Height and Width of Fill 319

[1] Height and Width of Fill Required for Soil Improvement 319

[2] Height and Width of Fill Required for Stability of Fill Embankment 319

7.3.3 Design of Drain Piles 319

[1] Drain Piles and Sand Mat 319

[2] Interval of Drain Piles 320

7.4 Deep Mixing Method 322

[1] Scope of Application 322

[2] Basic Concept 323

7.4.2 Assumptions for Dimensions of Stabilized Body 323

[1] Mixture Design of Stabilized Soil 323

[2] Allowable Stress of Stabilized Body 324

7.4.3 Calculation of External Forces 325

7.5 Lightweight Treated Soil Method 326

7.5.1 Outline of Lightweight Treated Soil Method 326

7.5.2 Basic Design Concept 326

7.5.3 Mixture Design of Treated Soil 327

7.5.4 Examination of Area to Be Treated 328

7.5.5 Workability Verification Tests 328

7.6 Replacement Method with Granulated Blast Furnace Slag 328

7.6.2 Physical Properties of Granulated Blast Furnace Slag 328

7.7 Premixing Method 329

[2] Consideration for Design 329

7.7.2 Preliminary Survey 329

7.7.3 Determination of Strength of Treated Soil 330

7.7.4 Mixture Design of Treated Soil 330

7.7.5 Examination of Area of Improvement 331

7.8 Active Earth Pressure of Solidified Geotechnical Materials 333

7.8.1 Scope of Application 333

7.8.2 Active Earth Pressure 333

[1] Outline 333

[2] Strength Parameters 334

[3] Calculation of Active Earth Pressure 334

[4] Case of Limited Area of Subsoil Improvement 335

7.9 Sand Compaction Pile Method (for Sandy Subsoil) 336

7.9.2 Sand Volume to Be Supplied 336

7.9.3 Design Based on Trial Execution 338

7.10 Sand Compaction Pile Method (for Cohesive Subsoil) 339

[2] Basic Concept 339

7.10.2 Strength and Permeability of Sand Piles 339

7.10.3 Shear Strength of Improved Subsoil 339

7.10.4 Stability Analysis 340

7.10.5 Examining Consolidation 341

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Part VI Navigation Channels and Basins

Chapter 1 General 345

Chapter 2 Navigation Channels 346

2.1 General 346

2.2 Alignment of Navigation Channel 346

2.3 Width of Navigation Channel 347

2.4 Depth of Navigation Channel 348

2.5 Length of Navigation Channel at Harbor Entrance 348

2.6 Calmness of Navigation Channel 348

Chapter 3 Navigation Channels outside Breakwaters 350

3.1 General 350

3.2 Width of Navigation Channel 350

3.3 Depth of Navigation Channel 350

Chapter 4 Basins 351

4.1 General 351

4.2 Location and Area of Basin 351

4.2.1 Location 351

4.2.2 Area of Basin Used for Anchorage or Mooring 351

4.2.3 Area of Basin Used for Ship Maneuvering 352

[1] Turning Basin 352

[2] Mooring / Unmooring Basin 353

4.3 Depth of Basin 353

4.4 Calmness of Basin 353

4.5 Timber Sorting Pond 354

Chapter 5 Small Craft Basins 355

Chapter 6 Maintenance of Navigation Channels and Basins 355

6.1 General 355

Part VII Protective Facilities for Harbors Chapter 1 General 357

1.1 General Consideration 357

1.2 Maintenance 357

Chapter 2 Breakwaters 358

2.1 General 358

2.2 Layout of Breakwaters 358

2.3 Design Conditions of Breakwaters 359

2.4 Selection of Structural Types 359

2.5 Determination of Cross Section 362

2.5.1 Upright Breakwater 362

2.5.2 Composite Breakwater 363

2.5.3 Sloping Breakwater 363

2.5.4 Caisson Type Breakwater Covered with Wave-Dissipating Concrete Blocks 364

2.6 External Forces for Stability Calculation 364

2.6.1 General 364

2.6.2 Wave Forces 365

2.6.3 Hydrostatic Pressure 365

2.6.4 Buoyancy 365

2.6.5 Deadweight 365

2.6.6 Stability during Earthuakes 365

2.7 Stability Calculation 365

2.7.1 Stability Calculation of Upright Section 365

2.7.2 Stability Calculation of Sloping Section 369

2.7.3 Stability Calculation of Whole Section 369

2.7.4 Stability Calculation for Head and Corner of Breakwater 369

2.8 Details of Structures 370

2.8.1 Upright Breakwater 370

2.8.2 Composite Breakwater 371

2.8.3 Sloping Breakwater 372

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2.8.4 Caisson Type Breakwater Covered with Wave-Dissipating Concrete Blocks 372

2.9 Detailed Design of Upright Section 372

2.10 Breakwaters for Timber-Handling Facilities 372

2.10.1 Breakwaters for Timber Storage Ponds and Timber Sorting Ponds 372

2.10.2 Fences to Prevent Timber Drifting 373

2.11 Storm Surge Protection Breakwater 373

2.12 Tsunami Protection Breakwater 373

Chapter 3 Other Types of Breakwaters 376

3.1 Selection of Structural Type 376

3.2 Gravity Type Special Breakwaters 377

3.2.1 General 377

3.2.2 Upright Wave-Absorbing Block Breakwater 378

[1] General 378

[2] Crest Elevation 378

[3] Wave Force 379

3.2.3 Wave-Absorbing Caisson Breakwater 379

[1] General 379

[2] Determination of Target Waves to Be Absorbed 380

[3] Determination of Dimensions for Wave-Absorbing Section 380

[4] Wave Force for Examination of Structural Stability 380

[5] Wave Force for Design of Structural Members 380

3.2.4 Sloping-Top Caisson Breakwater 380

[1] General 380

[2] Wave Force 381

3.3 Non-Gravity Type Breakwaters 382

3.3.1 Curtain Wall Breakwater 382

[1] General 382

[2] Wave Force 384

[3] Design of Piles 384

3.3.2 Floating Breakwater 384

[1] General 384

[2] Selection of Design Conditions 385

[3] Design of Mooring System 385

[4] Design of Floating Body Structure 386

Chapter 4 Locks 388

4.1 Selection of Location 388

4.2 Size and Layout of Lock 388

4.3 Selection of Structural Type 389

4.3.1 Gate 389

4.3.2 Lock Chamber 389

4.4 External Forces and Loads Acting on Lock 389

4.5 Pumping and Drainage System 389

4.6 Auxiliary Facilities 389

Chapter 5 Facilities to Prevent Shoaling and Siltation 390

5.1 General 390

5.2 Jetty 390

5.2.1 Layout of Jetty 390

5.2.2 Details of Jetty 391

5.3 Group of Groins 392

5.4 Training Jetties 392

5.4.1 Layout of Training Jetties 392

5.4.2 Water Depth at Tip of Training Jetty 393

5.4.3 Structure of Training Jetty 393

5.5 Facilities to Trap Littoral Transport and Sediment Flowing out of Rivers 393

5.6 Countermeasures against Wind-Blown Sand 394

5.6.1 General 394

5.6.2 Selection of Countermeasures 394

Chapter 6 Revetments 396

6.1 Principle of Design 396

6.2 Design Conditions 396

6.3 Structural Stability 398

6.4 Determination of Cross Section 398

6.5 Details 398

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Part VIII Mooring Facilities

Chapter 1 General 401

1.1 General Consideration 401

1.2 Maintenance of Mooring Facilities 401

Chapter 2 Dimensions of Mooring Facilities 402

2.1 Length and Water Depth of Berths 402

2.2 Crown Heights of Mooring Facilities 405

2.3 Ship Clearance for Mooring Facilities 405

2.4 Design Water Depth 405

2.5 Protection against Scouring 406

2.6 Ancillary Facilities 406

Chapter 3 Structural Types of Mooring Facilities 407

Chapter 4 Gravity Type Quaywalls 408

4.2 External Forces and Loads Acting on Walls 408

4.3 Stability Calculations 410

4.3.1 Items to Be Considered in Stability Calculations 410

4.3.2 Examination against Sliding of Wall 410

4.3.3 Examination Concerning Bearing Capacity of Foundation 411

4.3.4 Examination Concerning Overturning of Wall 411

4.3.5 Examination on Soft Foundation 411

4.4 Stability Calculations of Cellular Concrete Blocks 412

4.5 Effects of Backfill 413

Chapter 5 Sheet Pile Quaywalls 415

5.1 General 415

5.2 External Forces Acting on Sheet Pile Wall 415

5.2.1 External Forces to Be Considered 415

5.3 Design of Sheet Pile Wall 417

5.3.1 Setting Level of Tie Rod 417

5.3.2 Embedded Length of Sheet Piles 417

5.3.3 Bending Moment of Sheet Piles and Reaction at Tie Rod Setting Point 418

5.3.4 Cross Section of Sheet Piles 419

5.3.5 Consideration of the Effect of Section Rigidity of Sheet Piles 419

5.4 Design of Tie Rods 424

5.4.1 Tension of Tie Rod 424

5.4.2 Cross Section of Tie Rod 424

5.5 Design of Wale 425

5.6 Examination for Circular Slip 425

5.7 Design of Anchorage Work 426

5.7.1 Selection of Structural Type of Anchorage Work 426

5.7.2 Location of Anchorage Work 426

5.7.3 Design of Anchorage Work 427

5.8.1 Coping 428

5.8.2 Fitting of Tie Rods and Wale to Sheet Piles 429

5.8.3 Tie Rod 429

5.8.4 Fitting of Tie Rods to Anchorage Work 429

5.9 Special Notes for Design of Sheet Pile Wall on Soft Ground 429

Chapter 6 Sheet Pile Quaywalls with Relieving Platform 431

6.2 Principles of Design 431

6.3 Determination of Height and Width of Relieving Platform 431

6.4 Earth Pressure and Residual Water Pressure Acting on Sheet Piles 432

6.5 Design of Sheet Pile Wall 432

6.5.1 Embedded Length of Sheet Piles 432

6.5.2 Cross Section of Sheet Piles 433

6.6 Design of Relieving Platform and Relieving Platform Piles 433

6.6.1 External Forces Acting on Relieving Platform 433

6.6.2 Design of Relieving Platform 433

6.6.3 Design of Piles 434

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6.7 Examination of Stability as Gravity Type Wall 434

6.8 Examination of Stability against Circular Slip 435

Chapter 7 Steel Sheet Pile Cellular-Bulkhead Quaywalls 436

7.2 External Forces Acting on Steel Sheet Pile Cellular-Bulkhead Quaywall 437

7.3 Examination of Wall Width against Shear Deformation 438

7.3.1 General 438

7.3.2 Equivalent Width of Wall 439

7.3.3 Calculation of Deformation Moment 439

7.3.4 Calculation of Resisting Moment 440

7.4 Examination of Stability of Wall Body as a Whole 443

7.4.1 General 443

7.4.2 Modulus of Subgrade Reaction 443

7.4.3 Calculation of Subgrade Reaction and Wall Displacement 443

7.5 Examination of Bearing Capacity of the Ground 448

7.6 Examination against Sliding of Wall 448

7.7 Examination of Displacement of Wall Top 448

7.9 Layout of Cells and Arcs 449

7.10 Calculation of Hoop Tension 449

7.11 Design of T-Shaped Sheet Pile 450

7.11.1 General 450

7.11.2 Structure of T-Shaped Sheet Pile 450

7.12.1 Design of Pile to Support Coping 451

7.12.2 Design of Coping 451

Chapter 8 Steel Plate Cellular-Bulkhead Quaywalls 452

8.2 Placement-Type Steel Plate Cellular-Bulkhead Quaywalls 452

8.2.2 External Forces Acting on Steel Plate Cellular-Bulkhead 453

8.2.3 Examination of Wall Width against Shear Deformation 453

8.2.4 Examination of Stability of Wall Body as a Whole 454

8.2.5 Examination of Bearing Capacity of the Ground 455

8.2.6 Examination of Stability against Circular Slip 455

8.2.7 Determination of Thickness of Steel Plate of Cell Shell 455

8.2.8 Layout of Cells and Arcs 456

8.2.9 Detailed Design 456

8.3 Embedded-Type Steel Plate Cellular-Bulkhead Quaywalls 456

8.3.2 External Forces Acting on Embedded-Type Steel Plate Celluler-Bulkhead 457

8.3.3 Examination of Wall Width against Shear Deformation 457

8.3.4 Examination of Stability of Wall Body as a Whole 458

8.3.5 Examination of Bearing Capacity of the Ground 458

8.3.6 Examination against Sliding of Wall 458

8.3.7 Examination of Displacement of Wall Top 458

8.3.8 Examination of Stability against Circular Slip 458

8.3.9 Layout of Cells and Arcs 458

8.3.10 Determination of Plate Thickness of Cell Shell and Arc Section 458

8.3.11 Joints and Stiffeners 459

Chapter 9 Open-Type Wharves on Vertical Piles 460

9.2 Layout and Dimensions 462

9.2.1 Size of Deck Block and Layout of Piles 462

9.2.2 Dimensions of Superstructure 462

9.2.3 Arrangement of Fenders and Bollards 463

9.3 External Forces Acting on Open-Type Wharf 463

9.3.1 Design External Forces 463

9.3.2 Calculation of Fender Reaction Force 464

9.4 Assumptions Concerning Sea Bottom Ground 464

9.4.1 Determination of Slope Inclination 464

9.4.2 Virtual Ground Surface 465

9.5 Design of Piles 465

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9.5.1 General 465

9.5.2 Coefficient of Horizontal Subgrade Reaction 465

9.5.3 Virtual Fixed Point 466

9.5.4 Member Forces Acting on Individual Piles 466

9.5.5 Cross-Sectional Stresses of Piles 468

9.5.6 Examination of Embedded Length for Bearing Capacity 468

9.5.7 Examination of Embedded Length for Lateral Resistance 468

9.5.8 Examination of Pile Joints 468

9.5.9 Change of Plate Thickness or Material of Steel Pipe Pile 468

9.6 Examination of Earthquake-Resistant Performance 469

9.6.1 Assumption of Cross Section for Earthquake-Resistant Performance Examination 470

9.6.2 Examination Method of Earthquake-Resistant Performance 470

9.6.3 Determination of Seismic Motion for Examination of Earthquake-Resistant Performance 471

9.6.4 Examination of Load Carrying Capacity Using Simplified Method 473

9.6.5 Examination of Load Carrying Capacity Using Elasto-Plastic Analysis 475

9.7 Design of Earth-Retaining Section 477

9.9.1 Load Combinations for Superstructure Design 478

9.9.2 Calculation of Reinforcing Bar Arrangement of Superstructure 478

9.9.3 Design of Pile Head 478

Chapter 10 Open-Type Wharves on Coupled Raking Piles 480

10.2 Layout and Dimensions 481

10.2.1 Size of Deck Block and Layout of Piles 481

10.2.2 Dimensions of Supersutructure 481

10.2.3 Arrangement of Fenders and Bollards 481

10.3 External Forces Acting on Open-Type Wharf on Coupled Raking Piles 481

10.3.1 Design External Forces 481

10.3.2 Calculation of Fender Reaction Force 481

10.4 Assumptions Concerning Sea Bottom Ground 481

10.4.1 Determination of Slope Inclination 481

10.4.2 Virtual Ground Surface 481

10.5 Determination of Forces Acting on Piles and Cross Sections of Piles 481

10.5.1 Horizontal Force Transmitted to Heads of Coupled Raking Piles 481

10.5.2 Vertical Load Transmitted to Heads of Coupled Raking Piles 483

10.5.3 Pushing-In and Pulling-Out Forces of Coupled Raking Piles 483

10.5.4 Cross-Sectional Stresses of Piles 483

10.6 Examination of Strength of Wharf in the Direction of Its Face Line 484

10.7 Embedded Length of Raking Pile 484

10.8 Design of Earth-Retaining Section 484

Chapter 11 Detached Pier 485

11.3 Design of Detached Pier 485

11.3.1 Layout and Dimensions 485

11.3.2 External Forces and Loads 485

11.3.3 Design of Piers 486

11.3.4 Design of Girder 486

11.4 Ancillary Equipment 486

11.5.1 Superstructure 486

11.5.2 Gangways 486

Chapter 12 Floating Piers 487

12.3 Design of Pontoon 488

12.3.1 Dimensions of Pontoon 488

12.3.2 External Forces and Loads Acting on Pontoon 488

12.3.3 Stability of Pontoon 488

12.3.4 Design of Individual Parts of Pontoon 489

12.4 Design of Mooring System 490

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12.4.1 Mooring Method 490

12.4.2 Design of Mooring Chain 490

[1] Design External Forces 490

[2] Setting of Chain 490

[3] Diameter of Chain 490

12.4.3 Design of Mooring Anchor 492

[1] Design External Forces 492

[2] Design of Mooring Anchor 492

12.5 Design of Access Bridge and Gangway 492

12.5.1 Dimensions and Inclination 492

12.5.2 Design of Access Bridge and Gangway 493

12.5.3 Adjusting Tower 493

Chapter 13 Dolphins 494

13.2 Layout 494

13.3 External Forces Acting on Dolphins 495

13.4 Pile Type Dolphins 495

13.5 Steel Cellular-Bulkhead Type Dolphins 495

13.6 Caisson Type Dolphins 496

Chapter 14 Slipways and Shallow Draft Quays 497

14.1 Slipways 497

14.1.2 Location of Slipway 497

14.1.3 Dimensions of Individual Parts 497

[1] Elevations of Individual Parts 497

[2] Slipway Length and Background Space 498

[3] Water Depth 498

[4] Gradient of Slipway 498

[5] Basin Area 498

14.1.4 Front Wall and Pavement 499

[1] Front Wall 499

[2] Pavement 499

14.2 Shallow Draft Quay 499

Chapter 15 Air-Cushion Vehicle Landing Facilities 500

15.2 Location 501

15.3 Air-Cushion Vehicle Landing Facilities 501

15.4 Dimensions of Individual Parts 501

Chapter 16 Mooring Buoys and Mooring Posts 502

16.1 Mooring Buoys 502

16.1.2 Tractive Force Acting on Mooring Buoy 503

16.1.3 Design of Individual Parts of Mooring Buoy 504

[1] Mooring Anchor 504

[2] Sinker and Sinker Chain 504

[3] Ground Chain 505

[4] Main Chain 506

[5] Floating Body 507

16.2 Mooring Posts 507

Chapter 17 Other Types of Mooring Facilities 508

17.1 Quaywall of Wave-Absorbing Type 508

17.1.2 Determination of Structural Form 508

17.2 Cantilever Sheet Pile Quaywall 509

17.2.2 External Forces Acting on Sheet Pile Wall 510

17.2.3 Determination of Cross Section of Sheet Piles 511

17.2.4 Determination of Embedded Length of Sheet Piles 511

17.2.5 Examination of Displacement of Sheet Pile Crown 511

17.2.6 External Forces during Construction 512

17.3 Sheet Pile Quaywall with Batter Anchor Piles 512

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17.3.2 External Forces Acting on Sheet Pile Wall with Batter Anchor Piles 513

17.3.3 Calculation of Horizontal and Vertical Forces Acting on Connecting Point 513

17.3.4 Determination of Cross Sections of Sheet Pile and Batter Anchor Pile 513

17.3.5 Determination of Embedded Lengths of Sheet Pile and Batter Anchor Pile 513

17.4 Sheet Pile Quaywall with Batter Piles in Front 514

17.4.2 Layout and Dimensions 515

17.4.3 Design of Sheet Pile Wall 515

17.4.4 Design of Open-Type Superstructure 515

17.4.5 Embedded Length 516

17.5 Double Sheet Pile Quaywall 516

17.5.2 External Forces Acting on Double Sheet Pile Quaywall 517

17.5.3 Design of Double Sheet Pile Quaywall 517

Chapter 18 Transitional Parts of Quaywalls 519

18.2 Transitional Part Where Frontal Water Depth Varies 519

18.3 Transitional Part Where Quaywalls of Different Type Are Connected 519

18.4 Outward Projecting Corner 519

Chapter 19 Ancillary Facilities 520

19.1 General 520

19.2 Mooring Equipment 520

19.3 Mooring Posts, Bollards, and Mooring Rings 520

19.3.1 General 520

19.3.2 Arrangement of Mooring Posts, Bollards and Mooring Rings 521

19.3.3 Tractive Force of Vessel 521

19.3.4 Structure 522

19.4 Fender System 522

19.4.1 General 522

19.4.2 Arrangement of Fenders 523

19.4.3 Berthing Energy of Vessel 523

19.4.4 Selection of Fender 523

19.5 Safety Facilities 525

19.5.1 General 525

19.5.2 Skirt Guard 525

19.5.3 Fence and Rope 525

19.5.4 Signs or Notices 525

19.5.5 Curbing 525

19.5.6 Fire Fighting Equipment and Alarm Systems 525

19.6 Service Facilities 525

19.6.1 General 525

19.6.2 Lighting Facilities 525

19.6.3 Facilities for Passenger Embarkation and Disembarkation 525

19.6.4 Vehicle Ramp 526

19.6.5 Water Supply Facilities 526

19.6.6 Drainage Facilities 526

19.6.7 Fueling and Electric Power Supply Facilities 526

19.6.8 Signs or Notices 527

19.7 Stairways and Ladders 527

19.8 Lifesaving Facilities 527

19.9 Curbing 527

19.10 Vehicle Ramp 527

19.11 Signs, Notices and Protective Fences 527

19.11.1 General 527

19.11.2 Provision of Signs 527

19.11.3 Types and Location of Signs 528

19.11.4 Position of Sign 528

19.11.5 Structure of Sign 529

19.11.6 Materials 530

19.11.7 Maintenance and Management 530

19.11.8 Protective Fences 530

19.11.9 Barricades 531

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19.12 Lighting Facilities 531

19.12.1 General 531

19.12.2 Standard Intensity of Illumination 531

[1] Definition 531

[2] Standard Intensity of Illumination for Outdoor Lighting 531

[3] Standard Intensity of Illumination for Indoor Lighting 532

19.12.3 Selection of Light Source 532

19.12.4 Selection of Lighting Equipment 534

[1] Outdoor Lighting 534

[2] Indoor Lighting 534

19.12.5 Design of Lighting 535

19.12.6 Maintenance and Management 537

[1] Inspections 537

[2] Cleaning and Repair 538

Chapter 20 Aprons 540

20.2 Type of Apron 540

20.2.1 Width 540

20.2.2 Gradient 540

20.2.3 Type of Pavement 540

20.3 Countermeasures against Settlement of Apron 540

20.4 Load Conditions 541

20.5 Design of Concrete Pavement 541

20.5.1 Design Conditions 541

20.5.2 Composition of Pavement 542

20.5.3 Joints 545

20.5.4 Tie-Bar and Slip-Bar 547

20.5.5 End Protection 547

20.6 Design of Asphalt Pavement 547

20.6.3 End Protection 551

20.7 Design of Concrete Block Pavement 551

20.7.3 Joints 553

Chapter 21 Foundation for Cargo Handling Equipment 554

21.2 External Forces Acting on Foundation 554

21.3 Design of Foundation with Piles 555

21.3.1 Concrete Beam 555

21.3.2 Bearing Capacity of Piles 555

21.4 Design of Foundation without Piles 556

21.4.1 Examination of Effects on Wharf 556

21.4.2 Concrete Beam 556

Part IX Other Port Facilities Chapter 1 Port Traffic Facilities 559

1.1 General 559

1.1.1 Scope of Application 559

1.1.2 Operation and Maintenance of Facilities for Land Traffic 559

1.2 Roads 559

1.2.1 General 559

1.2.2 Design Vehicles 559

1.2.3 Roadways and Lanes 559

1.2.4 Clearance Limit 560

1.2.5 Widening of Roads at Bends 561

1.2.6 Longitudinal Slope 561

1.2.7 Level Crossings 562

1.2.8 Pavement 562

1.2.9 Signs 563

1.3 Car Parks 564

1.3.1 General 564

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1.3.2 Size and Location 564

1.4 Railways 567

1.5 Heliports 567

1.6 Tunnels 567

1.6.1 General 567

1.6.2 Principle of Planning and Design 567

1.6.3 Depth of Immersion 568

1.6.4 Structure and Length of Immersed Tunnel Elements 568

1.6.5 Ventilation Towers 568

1.6.6 Access Roads 569

1.6.7 Calculation of Stability of Immersed Tunnel Section 569

1.6.8 Design of Immersed Tunnel Elements 569

1.6.9 Joints 570

1.6.10 Control and Operation Facilities 570

1.7 Bridges 570

1.7.1 General 570

1.7.2 Design Requirements 570

1.7.3 Structural Durability 571

1.7.4 Fender System 571

Chapter 2 Cargo Sorting Facilities 573

2.1 General 573

2.2 Cargo Sorting Areas 573

2.3 Quay Sheds 573

2.4 Cargo Handling Equipment 573

2.4.1 General 573

2.4.2 Oil Handling Equipment 574

2.4.3 Operation and Maintenance of Cargo Handling Equipment 574

2.5 Timber Sorting Areas 574

2.6 Sorting Facilities for Marine Products 575

2.7 Sorting Facilities for Hazardous Cargo 575

Chapter 3 Storage Facilities 576

3.1 General 576

3.2 Yards for Dangerous Cargo and Oil Storage Facilities 576

3.3 Other Storage Facilities 576

Chapter 4 Facilities for Ship Services 577

4.1 General 577

4.2 Water Supply Facilities 577

Chapter 5 Facilities for Passenger 578

5.1 Facilities for Passenger Boarding 578

5.1.1 General 578

5.1.2 Structural Types 578

5.1.3 Design of Facilities for Passenger Boarding 578

5.1.4 Ancillary Facilities 578

5.2 Passenger Building 579

5.2.1 General 579

5.2.2 Design of Passenger Buildings 579

5.2.3 Ancillary Facilities 579

Part X Special Purpose Wharves Chapter 1 Container Terminals 581

1.2 Design of Mooring Facilities 582

1.2.1 Length and Water Depth of Berths 582

1.2.2 Mooring Equipment 582

1.2.3 Fender System 583

1.3 Design of Land Facilities 583

1.3.1 Apron 583

1.3.2 Container Cranes 583

1.3.3 Container Yard 583

1.3.4 Container Freight Station 583

1.3.5 Maintenance Shop 583

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1.3.6 Administration Building 5831.3.7 Gates 5831.3.8 Ancillary Facilities 583Chapter 2 Ferry Terminals 584

2.2 Design of Mooring Facilities 5852.2.1 Length and Water Depth of Berths 5852.2.2 Mooring Equipment 5852.2.3 Fender System 5862.2.4 Protection Works against Scouring 586

2.3 Design of Vehicle Ramp 5862.3.1 Width, Length, Gradient, and Radius of Curvature 5862.3.2 Ancillary Facilities and Signs 5862.3.3 Design of Moving Parts 586

2.4 Facilities for Passenger Boarding 5862.4.1 Width, Length, Gradient, and Ancillary Facilities 5872.4.2 Design of Moving Parts 587

2.5 Design of Other Facilities 5872.5.1 Roads 5872.5.2 Passageways 5872.5.3 Car Parks 5872.5.4 Passenger Terminals 5882.5.5 Safety Equipment 588

Part XI Marinas

Chapter 1 Introduction 589Chapter 2 Main Dimensions of Target Boats 590Chapter 3 Navigation Channels and Basins 591

3.1 General 591

3.2 Navigation Channels 591

3.3 Mooring Basins 591Chapter 4 Protective Facilities 592Chapter 5 Mooring Facilities 593

5.1 General 593

5.2 Design Conditions for Mooring Facilities 593

5.3 Floating Piers 5955.3.1 General 5955.3.2 Structure 5955.3.3 Examination of Safety 5955.3.4 Structural Design 5965.3.5 Mooring Method 5965.3.6 Access Bridges 596

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Part I General Chapter 1 General Rules

1.1 Scope of Application

The Ministerial Ordinance stipulating the Technical Standards for Port and Harbour Facilities

(Ministry of Transport Ordinance No 30, 1974; hereafter referred to simply as the Ministerial Ordinance)

and the Notification stipulating the Details of Technical Standards for Port and Harbour Facilities

(Ministry of Transport Notification No 181, 1999; hereafter referred to simply as the Notification), both of

which have been issued in line with Article 56-2 of the “Port and Harbour Law”, shall be applied to the

construction, improvement, and maintenance of port and harbor facilities.

[Commentary]

(1) The Ministerial Ordinance and the Notification (hereafter collectively referred to as the Technical Standards)

apply not to the port and harbor facilities stipulated in Article 2 of the “Port and Harbour Law”, but rather to the port and harbor facilities stipulated in Article 19 of the Port and Harbour Law Enforcement Order.

Accordingly the Technical Standards also apply to facilities like navigation channels, basins, protective

facilities and mooring facilities of the marinas and privately owned ports, which are found in outside of thelegally designated port areas

(2) Since the Technical Standards covers a wide rage of facilities, there will be cases where the items shown in the Technical Standards may be inadequate for dealing with planning, designing, constructing, maintaining or

repairing of a particular individual structure of a port or harbor There is also possibility that new items may beadded in the future in line with technical developments or innovations With regard to matters for which there

are no stipulations in the Technical Standards, appropriate methods other than those mentioned in the Technical Standards may be adopted, after confirming the safety of a structure in consideration using appropriate methods such as model tests or trustworthy numerical calculations (following the main items of the Technical Standards).

(3) Figure C- 1.1.1 shows the statutory structure of the Technical Standards.

Fig C- 1.1.1 Statutory Structure of the Technical Standards for Port and Harbour Facilities

(4) This document is intended to help individuals concerned with correct interpretation of the Technical Standards and to facilitate right application of the Ministerial Ordinance and the Notification This document is made up of

the main items, along with reference sections marked Commentary and Technical Notes, which supplement

the main items The texts in large letters are the main items that describe the parts of the Notification and the basic items that must be obeyed, regarding the items related to the Notification The sections marked

Commentary mainly give the background to and the basis for the Notification, etc The sections marked

Technical Notes provide investigation methods and/or standards that will be of reference value, when executing

actual design works, specific examples of structures, and other related materials

(5) Design methods can be broadly classified into the methods that use the safety factors and the methods that usethe indices based on probability theory, according to the way of judging the safety of structures

A safety factor is not an index that represents the degree of safety quantitatively Rather, it is determinedthrough experience to compensate for the uncertainty in a variety of factors In this document, the safety factorsindicate values that are considered by experience to be sufficiently safe under standard conditions Depending

on the conditions, it may be acceptable to lower the values of safety factors, but when doing so it is necessary tomake a decision using prudent judgement based on sound reasoning

In the case that the probability distributions of loads and structure strengths can be adequately approximated,

it is possible to use a reliability design method Unlike the more traditional design methods in which safetyfactors are used, a reliability design method makes it possible to gain a quantitative understanding of the

Regulations

The Notification

Port and Harbour Law

[Article 56-2]

(technical standards for

port and harbour facilities)

Port and Harbour Law Enforcement Order[Article 19]

(stipulation of facilities covered)

Port and Harbour Law Enforcement Regulations[Article 28]

(stipulation of facilities excluded from coverage)

The Technical StandardsThe Ministerial Ordinance

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likelihood of the failure of structure in question and then to keep the likelihood below a certain allowable value.With a reliability design method, design is carried out by using the partial safety factors and reliability indices.Formally speaking, the limit state design method can be classified as one form of reliability design method.

1.2 Definitions

The terms used in the Notification are based on the terminology used in the Ministerial Ordinance; in

addition, the meanings of the following terms as stipulated in the law or notification are cited.

(1) Dangerous articles: This term refers to those that are designated in the Notification stipulating the

“Types of Hazardous Goods” for the “Port Regulation Law Enforcement Regulations” (Ministry

of Transport Notification No 547, 1979).

(2) Datum level for construction work: This is the standard water level used when constructing, improving or maintaining port and harbor facilities, and is equal to the chart datum level (specifically

the chart datum for which the height is determined based on the provisions of Article 9 (8) of the

“Law for Hydrographic Activities” (Law No 102, 1950)) However, in the case of port and harbor

facilities in lakes and rivers for which there is little tidal influence, in order to ensure the safe use of the port or harbor in question, the datum level for construction work shall be determined while considering the conditions of extremely low water level that may occur during a drought season.[Commentary]

In addition to the terms defined above, the meanings of the following terms are listed below

(1) Super-large vessel: A cargo ship with a deadweight tonnage of 100,000 t or more, except in the case of LPG

carriers and LNG carriers, in which case the gross tonnage is 25,000 t or more

(2) Passenger ship: A vessel with a capacity of 13 or more passengers

(3) Pleasure boat: A yacht, motorboat or other vessel used for sport or recreation

1.3 Usage of SI Units

[Commentary]

In line with the provisions in the “Measurement Law” (Law No 51, May 20, 1992), with the aim of executing a

smooth switchover to SI units, the Ministry of Agriculture, Forestry and Fisheries, the Ministry of Transport and theMinistry of Construction have concluded to use the International System of Units in their public work projectsstarting from April 1999

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Table C- 1.3.1 Conversion Factors from Conventional Units to SI Units

Number Quantity Non-SI units SI units Conversion factor

＝9.80665 × 10-2N/mm210

W•s

1cal ＝ 4.18605J1cal ＝ 4.18605W•s

14 Thermal conductivity cal/(h•m•ºC) W/(m•ºC) 1cal/(h•m•ºC)＝0.001163W/(m•ºC)

15 Heat conduction coefficient cal/(h•m2•ºC) W/(m2•ºC) 1cal/(h•m2•ºC)

＝0.001163W/(m2•ºC)

16 Specific heat capacity cal/(kg•ºC) J/(kg•ºC) 1cal/(kg•ºC)＝4.18605J/(kg•ºC)

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Chapter 2 Datum Level for Construction Work

[Commentary]

The datum level for port and harbor construction work is the standard water level that shall form the basis for the planning, design, and construction of facilities The chart datum level shall be used as the datum level for construction work.

[Technical Notes]

(1) Chart Datum Level

The chart datum level is set as the level below the mean sea level by the amount equal to or approximatelyequivalent to the sum of the amplitueds of the four major tidal constituents (M2, S2, K1, and O1 tides), which areobtained from the harmonic analysis of tidal observation data Here M2 is the principal lunar semi-diurnal tide,

S2 is the principal solar semi-diurnal tide, K1 is the luni-solar diurnal tide, and O1 is the principal lunar diurnaltide

Note that the heights of rocks or land marks shown on the nautical charts are the elevation above the meansea level, which is the long-term average of the hourly sea surface height at the place in question (In the casethat the observation period is short, however, corrections for seasonal fluctuations should be made whendetermining the mean sea level.) The difference in height between the chart datum level and the mean sea level

is referred to as Z0

(2) International Marine Chart Datum

The International Hydrographic Organization (IHO) has decided to adopt the Lowest Astronomical Tide (LAT)

as the international marine chart datum, and issued a recommendation to this effect to the HydrographicDepartments in various countries throughout the world in June 1997 The LAT is defined as the lowest sea levelthat is assumed to occur under the combination of average weather conditions and generally conceivableastronomical conditions In actual practice, tide levels for at least 19 years are calculated using harmonicconstants obtained from at least one year’s worth of observations, and then the lowest water level is taken as theLAT

However, in the case of Japan, the chart datum level is obtained using the old method described in (1) above(approximate lowest water level) There will be no switchover to the LAT in the near future in Japan, but it isplanned to meet the IHO recommendation by stating the difference between the LAT and the chart datum level

in tide tables published by the Hydrographic Department of Maritime Safety Agency, Ministry of Land,Infrastructure, and Transport, Japan

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Chapter 3 Maintenance

In order to maintain the functions of port and harbor facilities at a satisfactory service level and to prevent deterioration in the safety of such facilities, comprehensive maintenance including inspections, evaluations, repairs, etc shall be carried out, in line with the specific characteristics of the port or harbor in question.

[Commentary]

(1) “Maintenance” refers to a system consisting of a series of linked activities involving the efficient detection ofchanges in the state of serviceability of the facilities and the execution of effective measures such as rationalevaluation, repair, and reinforcement

(2) Port and harbor facilities must generally remain in service for long periods of time, during which the functionsdemanded of the facilities must be maintained It is thus essential not only to give due consideration wheninitially designing the structures in question, but also to carry out proper maintenance after the facilities havebeen put into service

(3) A whole variety of data concerning maintenance (specifically, inspections, checks, evaluations, repair,reinforcement work, etc.) must be recorded and stored in a standard format Maintenance data kept in goodsystematic order is the basic information necessary for carrying out appropriate evaluation of the level ofsoundness of the facilities in question, and executing their maintenance and repairs At the same time themaintenace data is useful when taking measures against the deterioration of the facilities as a whole and wheninvestigating the possibility in the life cycle cost reduction of the facilities

(4) When designing a structure, it is necessary to give due consideration to the system of future maintenance and toselect the types of structures and the materials used so that future maintenance will be easily executed, whilereflecting this aspect in the detailed design.•

[Technical Notes]

(1) The concepts of the terms relating to maintenance are as follows:

(2) With regard to the procedure for maintenance, it is a good idea to draw up a maintenance plan for each structurewhile considering factors like the structural form, the tendency to deteriorate and the degree of importance, andthen to implement maintenance work based on this plan

(3) For basic and common matters concerning maintenance, refer to the “Manual for Maintenance and Repair of

Port and Harbor Structures”.

Maintenance

Inspection / checking: • • • •Activities to investigate the state of a structure, the situation

regarding damage and the remaining level of function, along with related administrative work: mainly composed of periodic and special inspections

Evaluation: • • • • • • • • • • • • • • •Evaluation of the level of soundness based on the results of

inspection / checking, and judgement of the necessity or otherwise

of repairs etc

Maintenance: • • • • • • • • • • • • •Activities carried out with the aim of holding back the physical

deterioration of a structure and keeping its function within acceptable levels

Repair / reinforcement: • •Activities in which a structure that has deteriorated physically and/

or functionally is partially reconstructed in order to restore the required function and/or structure

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Part II Design Conditions

Chapter 1 General

In designing port and harbor facilities, the design conditions shall be chosen from the items listed below by taking into consideration the natural, service and construction conditions, the characteristics of materials, the environmental impacts, and the social requirements for the facilities.

(1) Ship dimensions

(2) External forces produced by ships

(3) Winds and wind pressure

(4) Waves and wave force

(5) Tide and extraordinary sea levels

(6) Currents and current force

(7) External forces acting on floating structures and their motions

(8) Estuarine hydraulics and littoral drift

(9) Subsoil

(10) Earthquakes and seismic force

(11) Liquefaction

(12) Earth pressure and water pressure

(13) Deadweight and surcharge

[Technical Notes]

(1) In designing port and harbor facilities, the following matters should be taken into consideration

(a) Functions of the facilities

Since facilities often have multiple functions, care should be exercised so that all functions of the facilities will

be exploited fully

(b) Importance of the facilities

The degree of importance of the facilities should be considered in order to design the facilities by takingappropriate account of safety and broad economic implications The design criteria influenced by importance

of facilities are those of environmental conditions, design seismic coefficient, lifetime, loads, safety factor,etc In determining the degree of importance of the facilities, the following criteria should be taken intoconsideration

• Influence upon human lives and property if the facilities are damaged

• Impact on society and its economy if the facilities are damaged

• Influence upon other facilities if the facilities are damaged

• Replaceability of the facilities

(c) Lifetime

The length of lifetime should be taken into account in determining the structure and materials of the facilitiesand also in determining the necessity for and extent of the improvement of the existing facilities Lifetime ofthe facilities should be determined by examinig the following:

• Operational function of the facilities

The number of years until the facilities can no longer be usable due to the occurrence of problems in terms

of the function of the facilities, for example the water depth of a mooring basin becoming insufficient owing

to the increase in vessel size

• Economic viewpoint of the facilities

The number of years until the facilities become economically uncompetitive with other newer facilities(unless some kind of improvements are carried out)

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• Social function of the facilities

The number of years until the functions of the facilities that constituted the original purpose becomeunnecessary or until different functions are called for the facilities due to new port planning etc

• Physical property of the facilities

The number of years until it is no longer possible to maintain the strength of materials composing thestructures at the specified level due to processes such as corrosion or weathering of these materials

(d) Encounter probability

The encounter probability is intimately linked with the lifetime length The encounter probability E1 is

obtained using equation (1.1.1) 1)

where

L1： lifetime length

： return period

(e) Environmental conditions

Not only the wave, seismic, topographical and soil conditions, which have direct influences on the design ofthe facilities, but also the water quality, bottom material, animal and plant life, atmospheric conditions andrising sea level due to global warming should be taken into consideration

(i) Construction period

In the case that the construction period is stipulated, it is necessary to give consideration both to the design andthe construction method, in order that it will be possible to complete construction work within the stipulatedperiod The construction period is generally determined by things like the availability of the materials, theconstruction equipment, the degree of difficulty of construction, the opening date and the natural conditions.(j) Construction costs etc

Construction costs consist of the initial investment costs and maintenance costs All of these costs must beconsidered in design and construction When doing this, it is necessary to consider the early use of thefacilities and to secure an early return on investment There is also a design approach that the facilities are putinto service step by step as the construction progresses, while ensuring the safety of service / construction.Note also that the initial investment costs mentioned here include compensation duties

When carrying out design etc., due consideration must be given to things like the structural type and theconstruction method, since the construction costs will depend on these things

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Chapter 2 Vessels

2.1 Dimensions of Target Vessel (Notification Article 21)

The principal dimensions of the target vessel shall be set using the following method:

(1) In the case that the target vessel can be identified, use the principal dimensions of that vessel.

(2) In the case that the target vessel cannot be identified, use appropriate principal dimensions determined

by statistical methods.

[Technical Notes]

(1) Article 1, Clause 2 of the Ministerial Ordinance stipulates that the “target vessel” is the vessel that has the

largest gross tonnage out of those that are expected to use the port or harbor facilities in question Accordingly,

in the case that the target vessel can be identified, the principal dimensions of this vessel should be used

(2) In the case that the target vessel cannot be identified in advance, such as in the case of port and harbor facilities

for public use, the principal dimensions of the target vessel may be determined by referring to Table T- 2.1.1 In

this table, the tonnages (usually either gross or deadweight tonnage) are used as representative indicators

(3) Table T- 2.1.1 lists the “principal dimensions of vessels for the case that the target vessel cannot be identified”

by tonnage level These values have been obtained through methods such as statistical analysis1),2), and theymainly represent the 75% cover ratio values for each tonnage of vessels Accordingly, for any given tonnage,there will be some vessels that have principal dimensions that exceed the values in the table There will also bevessels that have a tonnage greater than that of the target vessel listed in the table, but still have principaldimensions smaller than those of the target vessel

(4) Table T- 2.1.1 has been obtained using the data from “Lloyd’s Maritime Information June ’95” and “Nihon

Senpaku Meisaisho” (“Detailed List of Japanese Vessels”; 1995 edition) The definitions of principal

dimensions in the table are shown in Fig T- 2.1.1.

(5) Since the principal dimensions of long distance ferries that sail over 300km tend to have different characteristicsfrom those of short-to-medium distance ferries, the principal dimensions are listed separately for “long distance

ferries” and “short-to-medium distance ferries.”

(6) Since the principal dimensions of Japanese passenger ships tend to have different characteristics from those offoreign passenger ships, the principal dimensions are listed separately for “Japanese passenger ships” and

“foreign passenger ships”

(7) The mast height varies considerably even for vessels of the same type with the same tonnage, and so whendesigning facilities like bridges that pass over navigation routes, it is necessary to carry out a survey on the mastheights of the target vessels

(8) In the case that the target vessel is known to be a small cargo ship but it is not possible to identify precisely thedemensions of the ship in advance, the principal dimensions of “small cargo ships” can be obtained by referring

to Table T- 2.1.2 The values in Table T- 2.1.2 have been obtained using the same kind of procedure as those in

Table T- 2.1.1, but in the case of such small vessels there are large variations in the principal dimensions and so

particular care should be exercised when using Table T- 2.1.2.

(9) Tonnage

The definitions of the various types of tonnage are as follows:

(a) Gross tonnage

The measurement tonnage of sealed compartments of a vessel, as stipulated in the “Law Concerning the

Measurement of the Tonnage of Ships” The “gross tonnage” is used as an indicator that represents the size

of a vessel in Japan’s maritime systems Note however that there is also the “international gross tonnage”,which, in line with the provisions in treaties etc., is also used as an indicator that represents the size of a vessel,but mainly for vessels that make international sailings The values of the “gross tonnage” and the

“international gross tonnage” can differ from one another; the relationship between the two is stipulated in

Article 35 of the “Enforcement Regulations for the Law Concerning the Measurement of the Tonnage of Ships” (Ministerial Ordinance No 47, 1981).

(b) Deadweight tonnage

The maximum weight, expressed in tons, of cargo that can be loaded onto a vessel

(c) Displacement tonnage

The amount of water, expressed in tons, displaced by a vessel when it is floating at rest

(10) For the sake of consistency, equation (2.1.1) shows the relationship between the deadweight tonnage (DWT) and

the gross tonnage (GT)for the types of vessels that use the deadweight tonnage as the representative indicator1)

For each type of vessels, the equation may be applied if the tonnage is within the range shown in Table T- 2.1.1.

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(11) Tables T-2.1.3 to T-2.1.6 list the frequency distribution of the principal dimensions of general cargo ships, bulk

cargo carriers, container ships, and oil tankers, which were analyzed by the Systems Laboratory of Port andHarbour Research Institute (PHRI) using the data from “Lloyd’s Maritime Informations Services (June ’98)”

Fig T- 2.1.1 Definitions of Principal Dimensions of VesselTable T- 2.1.1 Principal Dimensions of Vessels for the Case That the Target Vessel Cannot Be Identified

10.9 m13.114.616.819.921.023.627.529.932.332.338.139.344.3

3.9 m4.95.66.58.28.69.611.011.812.913.714.715.116.9

Deadweight tonnage (DWT) Length overall (L) Molded breadth (B) Full load draft (d)

30.2 m32.332.336.5

11.1 m12.213.013.8

Load water line

Length between perpendiculars After perpendicular Fore perpendicular

Moulded breadth

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3 Ferries

3-A Short-to-medium distance ferries (sailing distance less than 300km)

3-B Long distance ferries (sailing distance 300km or more)

4 Roll-on/roll-off vessels

5 Passenger ships

5-A Japanese passenger ships

5-B Foreign passenger ships

6 Pure car carriers

Gross tonnage (GT) Length overall (L) Molded breadth (B) Full load draft (d)

11.8 m13.514.718.321.623.0

3.0 m3.43.74.65.35.7

22.3 m25.227.328.228.228.2

6.0 m6.46.86.86.87.2

13.6 m16.418.520.722.925.9

11.1 m4.75.56.37.07.4

15.6 m18.521.223.227.530.4

4.0 m4.95.76.66.66.6

25.7 m28.432.335.2

8.0 m8.08.08.0

11.8 m15.718.821.527.030.032.3

3.8 m5.05.86.68.08.89.5

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7 Oil tankers

Table T- 2.1.2 Principal Dimensions of Small Cargo Ships

Table T-2.1.3 Frequency Distributions of Principal Dimensions of General Cargo Ships(a) DWT - Length overall

(b) DWT - Breadth

(c) DWT - Full load draft

10.2 m12.614.316.820.823.625.829.232.338.041.1

4.0 m4.95.56.47.98.99.610.912.613.915.0

500 ton

700

51 m57

9.0 m9.5

3.3 m3.4

L

B

d

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Table T-2.1.4 Frequency Distributions of Principal Dimensions of Bulk Cargo Carriers

(a) DWT - Length overall

Tiêu đề	The Overseas Coastal Area Development Institute of Japan pptx
Trường học	The Overseas Coastal Area Development Institute of Japan
Thể loại	report
Năm xuất bản	2002
Thành phố	Tokyo

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Dung lượng	21,62 MB