Recommendations of the Committee for Waterfront Structures Harbours and Waterways E-Book

• Herausgeber: Wiley-VCH
• Kategorie: Wissenschaft und neue Technologien
• Sprache: Englisch

Seitenzahl: 1032

Veröffentlichungsjahr: 2015

Beschreibung

The "EAU 2012" takes into account the new generation of standards, which is shortly to be introduced into the building control system; it consists of Eurocode 7, the associated national application documents and additional national regulations (DIN 1054:2010). In certain cases, partial safety factors are determined differently based on experience in practice. This means that the safety standard of sea and port buildings remains in place; the recommendations nevertheless satisfy the requirements for international recognition and application regarding the planning, design, specification, tender procedure, construction and monitoring, as well as the handover of - and cost accounting for - port and waterway systems under uniform criteria.

Leseprobe

CONTENTS

Cover

Title Page

Copyright

List of Recommendations in the 9th Edition

Preface to 11th, Revised Edition (9th English Edition) of the Recommendations of the Committee for Waterfront Structures – Harbours and Waterways

Chapter 0: Structural Calculations

0.1 General

0.2 Safety Concept

0.3 Calculations for Waterfront Structures

Chapter 1: Subsoil

1.1 Mean Characteristic Values of Soil Parameters (R 9)

1.2 Layout and Depths of Boreholes and Penetrometer Tests (R 1)

1.3 Geotechnical Report (R 150)

1.4 Determining the Shear Strength cu of Saturated, Undrained Cohesive Soils (R 88)

1.5 Assessing the Subsoil for the Installation of Piles and Sheet Piles and for Selecting the Installation Method (R 154)

Chapter 2: Active and Passive Earth Pressure

2.1 General

2.2 Considering the Cohesion in Cohesive Soils (R 2)

2.3 Considering the Apparent Cohesion (Capillary Cohesion) in Sand (R 3)

2.4 Determining Active Earth Pressure According to the Culmann Method (R 171)

2.5 Active Earth Pressure in Stratified Soil (R 219)

2.6 Determining Active Earth Pressure for a Steep, Paved Embankment in a Partially Sloping Waterfront Structure (R 198)

2.7 Determining the Active Earth Pressure Shielding on a Wall Below a Relieving Platform With Average Ground Surcharges (R 172)

2.8 Earth Pressure Distribution Under Limited Loads (R 220)

2.9 Determining Active Earth Pressure in Saturated, Non- or Partially Consolidated, Soft Cohesive Soils (R 130)

2.10 Effect of Artesian Water Pressure Under Harbour Bottom or River Bed on Active and Passive Earth Pressures (R 52)

2.11 Considering Active Earth Pressure and Excess Water Pressure, and Construction Guidance for Waterfront Structures With Soil Replacement and Contaminated or Disturbed Base of Excavation (R 110)

2.12 Effect of Groundwater Flow on Excess Water Pressure and Active and Passive Earth Pressures (R 114)

2.13 Determining the Amount of Displacement Required for Mobilising Passive Earth Pressure in Non-Cohesive Soils (R 174)

2.14 Measures for Increasing the Passive Earth Pressure in Front of Waterfront Structures (R 164)

2.15 Passive Earth Pressure in Front of Abrupt Changes in Ground Level in Soft Cohesive Soils With Rapid Load Application on Land Side (R 190)

2.16 Waterfront Structures in Seismic Regions (R 124)

Chapter 3: Hydraulic Heave Failure, Ground Failure

3.1 Safety Against Hydraulic Heave Failure (R 115)

3.2 Piping (Ground Failure due to Internal Erosion) (R 116)

Chapter 4: Water Levels, Water Pressure, Drainage

4.1 Mean Groundwater Level (R 58)

4.2 Excess Water Pressure in Direction of Water Side (R 19)

4.3 Excess Water Pressure on Sheet Piling in Front of Embankments below Elevated Platforms in Tidal Areas (R 65)

4.4 Design of Weepholes for Sheet Piling Structures (R 51)

4.5 Design of Drainage Systems for Waterfront Structures in Tidal Areas (R 32)

4.6 Relieving Artesian Pressure Beneath Harbour Bottoms (R 53)

4.7 Taking Account of Groundwater Flow (R 113)

4.8 Temporary Stabilisation of Waterfront Structures by Groundwater Lowering (R 166)

Chapter 5: Ship Dimensions and Loads on Waterfront Structures

5.1 Ship Dimensions (R 39)

5.2 Berthing Force of Ships at Quays (R 38)

5.3 Berthing Velocities of Ships Transverse to Berth (R 40)

5.4 Design Situations (R 18)

5.5 Vertical Imposed Loads (R 5)

5.6 Determining the “Design Sea State” for Maritime and Port Structures (R 136)

5.7 Wave Pressure on Vertical Quay Walls in Coastal Areas (R 135)

5.8 Loads Arising from Surging and Receding Waves due to the Inflow or Outflow of Water (R 185)

5.9 Effects of Waves Due to Ship Movements (R 186)

5.10 Wave Pressure on Piled Structures (R 159)

5.11 Wind Loads on Moored Ships and Their Influence on the Dimensioning of Mooring and Fender Equipment (R 153)

5.12 Layout of and Loads on Bollards for Sea-Going Vessels (R 12)

5.13 Layout, Design and Loading of Bollards for Inland Facilities (R 102)

5.14 Quay Loads from Cranes and Other Transhipment Equipment (R 84)

5.15 Impact and Pressure of Ice on Waterfront Structures, Fenders and Dolphins in Coastal Areas (R 177)

5.16 Impact and Pressure of Ice on Waterfront Structures, Piers and Dolphins at Inland Facilities (R 205)

5.17 Loads on Waterfront Structures and Dolphins Caused by Fender Reaction Forces (R 213)

Chapter 6: Configuration of Cross-Sections and Equipment for Waterfront Structures

6.1 Standard Cross-Section Dimensions for Waterfront Structures in Seaports (R 6)

6.2 Top Edges of Waterfront Structures in Seaports (R 122)

6.3 Standard Cross-Sections for Waterfront Structures in Inland Ports (R 74)

6.4 Sheet Piling Waterfronts on Inland Waterways (R 106)

6.5 Upgrading Partially Sloped Waterfronts in Inland Ports with Large Water Level Fluctuations (R 119)

6.6 Design of Waterfront Areas in Inland Ports According to Operational Aspects (R 158)

6.7 Nominal Depth and Design Depth of Harbour Bottom (R 36)

6.8 Strengthening Waterfront Structures for Deepening Harbour Bottoms in Seaports (R 200)

6.9 Embankments Below Waterfront Wall Superstructures Behind Closed Sheet Pile Walls (R 68)

6.10 Redesign of Waterfront Structures in Inland Ports (R 201)

6.11 Provision of Quick-Release Hooks at Berths for Large Vessels (R 70)

6.12 Layout, Design and Loads of Access Ladders (R 14)

6.13 Layout and Design of Stairs in Seaports (R 24)

6.14 Equipment for Waterfront Structures in Seaports With Supply and Disposal Systems (R 173)

6.15 Fenders for Large Vessels (R 60)

6.16 Fenders in Inland Ports (R 47)

6.17 Foundations to Craneways on Waterfront Structures (R 120)

6.18 Fixing Crane Rails to Concrete (R 85)

6.19 Connection of Expansion Joint Seal in Reinforced Concrete Bottom to Loadbearing Steel Sheet Pile Wall (R 191)

6.20 Connecting Steel Sheet Piling to a Concrete Structure (R 196)

6.21 Floating Berths in Seaports (R 206)

Chapter 7: Earthworks and Dredging

7.1 Dredging in Front of Quay Walls in Seaports (R 80)

7.2 Dredging and Hydraulic Fill Tolerances (R 139)

7.3 Hydraulic Filling of Port Areas for Planned Waterfront Structures (R 81)

7.4 Backfilling of Waterfront Structures (R 73)

7.5 In Situ Density of Hydraulically Filled Non-Cohesive Soils (R 175)

7.6 In Situ Density of Dumped Non-Cohesive Soils (R 178)

7.7 Dredging Underwater Slopes (R 138)

7.8 Subsidence of Non-Cohesive Soils (R 168)

7.9 Soil Replacement Along a Line of Piles for a Waterfront Structure (R 109)

7.10 Dynamic Compaction of the Soil (R 188)

7.11 Vertical Drains to Accelerate the Consolidation of Soft Cohesive Soils (R 93)

7.12 Consolidation of Soft Cohesive Soils by Preloading (R 179)

7.13 Improving the Bearing Capacity of Soft Cohesive Soils With Vertical Elements (R 210)

Chapter 8: Sheet Piling Structures

8.1 Materials and Construction

8.2 Design of Sheet Piling

8.3 Calculation and Design of Cofferdams

8.4 Walings, Capping Beams and Anchor Connections

8.5 Verification of Stability for Anchoring at the Lower Failure Plane (R 10)

Chapter 9: Tension Piles and Anchors (R 217)

9.1 General

9.2 Displacement Piles

9.3 Micropiles

9.4 Special Piles

9.5 Anchors

Chapter 10: Quay Walls and Superstructures in Concrete

10.1 Design Principles for Quay Walls and Superstructures in Concrete (R 17)

10.2 Design and Construction of Reinforced Concrete Components in Waterfront Structures (R 72)

10.3 Formwork in Areas Affected by Tides and Waves (R 169)

10.4 Box Caissons as Waterfront Structures in Seaports (R 79)

10.5 Compressed-Air Caissons as Waterfront Structures (R 87)

10.6 Design and Construction of Block-Type Quay Walls (R 123)

10.7 Design of Quay Walls Using Open Caissons (R 147)

10.8 Design and Construction of Solid Waterfront Structures (e.g. Blocks, Box Caissons, Compressed-Air Caissons) in Earthquake Zones (R 126)

10.9 Use and Design of Bored Cast-in-Place Piles (R 86)

10.10 Use and Design of Diaphragm Walls (R 144)

10.11 Survey Prior to Repairing Concrete Components in Hydraulic Engineering Structures (R 194)

10.12 Repairing Concrete Components in Hydraulic Engineering Structures (R 195)

Chapter 11: Pile Bents and Trestles

11.1 General

11.2 Calculating Subsequently Strengthened Pile Bents/Trestles (R 45)

11.3 Design of Plane Pile Bents (R 78)

11.4 Design of Spatial Pile Trestles (R 157)

11.5 Design of Piled Structures in Earthquake Zones (R 127)

Chapter 12: Protection and Stabilisation Structures

12.1 Embankment Stabilisation on Inland Waterways (R 211)

12.2 Slopes in Seaports and Tidal Inland Ports (R 107)

12.3 Use of Geotextile Filters in Bank and Bottom Protection (R 189)

12.4 Scour and Protection Against Scour in Front of Waterfront Structures (R 83)

12.5 Scour Protection at Piers and Dolphins

12.6 Installation of Mineral Impervious Linings Underwater and Their Connection to Waterfront Structures (R 204)

12.7 Flood Defence Walls in Seaports (R 165)

12.8 Dumped Moles and Breakwaters (R 137)

Chapter 13: Dolphins (R 218)

13.1 General Principles

13.2 Design of Dolphins

13.3 Construction and Arrangement of Dolphins (R128)

Chapter 14: Inspection and Monitoring of Waterfront Structures (R 193)

14.1 General

14.2 Documentation

14.3 Carrying out Structural Inspections

14.4 Inspection Intervals

14.5 Maintenance Management Systems

Annex I Bibliography

I.1 Annual Technical Reports

I.2 Books and Papers

I.3 Technical Standards

Annex II Notation

II.1a Latin Lower-Case Letters

II.1b Latin Upper-Case Letters

II.1c Greek Letters

II.2 Subscripts and Indexes

II.3 Abbreviations

II.4 Designations for Water Levels and Wave Heights

Annex III List of Keywords

EULA

List of Tables

Table R 0-1

Table R 0-2

Table R 0-3

Table R 9-1

Table R 154-1

Table R 3-1

Table R 174-1

Table R 39-1.1

Table R 39-1.2

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List of Illustrations

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Guide

Cover

Table of Contents

List of Recommendations in the 9th Edition

Chapter 1

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Recommendations of the Committee for Waterfront Structures Harbours and Waterways EAU 2012

9th Edition Translation of the 11th German Edition

Issued by the Committee for Waterfront Structures of the German Port Technology Association and the German Geotechnical Society

The original German edition was published under the title Empfehlungen des Arbeitsausschusses “Ufereinfassungen”Häfen und Wasserstraßen EAU 2012

Edited by: Arbeitsausschuss “Ufereinfassungen” of HTG and DGGT Editor: Univ.-Prof. Dr.-Ing. Jürgen Grabe Hafentechnische Gesellschaft – HTG Neuer Wandrahm 4 20457 Hamburg Deutsche Gesellschaft für Geotechnik Gutenbergstraße 43 45128 Essen

Cover: View across the HHLA Container Terminal Tollerort and the Elbe to the city center of Hamburg (Photo: HHLA/Hampel)

Translated and language polished by Philip Thrift, Quality Engineering Language Services

Library of Congress Card No.:applied for

British Library Cataloguing-in-Publication DataA catalogue record for this book is available from the British Library.

Bibliographic information published by the Deutsche NationalbibliothekThe Deutsche Nationalbibliothek lists this publication in the Deutsche Nationalbibliografie; detailed bibliographic data are available on the Internet at <http://dnb.d-nb.de>.

© 2015 Wilhelm Ernst & Sohn, Verlag für Architektur und technische Wissenschaften GmbH & Co. KG, Rotherstraße 21, 10245 Berlin, Germany

All rights reserved (including those of translation into other languages). No part of this book may be reproduced in any form – by photoprinting, microfilm, or any other means – nor transmitted or translated into a machine language without written permission from the publishers. Registered names, trademarks, etc. used in this book, even when not specifically marked as such, are not to be considered unprotected by law.

9. revised and up-dated Edition

Print ISBN: 978-3-433-03110-0

ePDF ISBN: 978-3-433-60520-2

ePub ISBN: 978-3-433-60518-9

eMobi ISBN: 978-3-433-60519-6

oBook ISBN: 978-3-433-60517-2

List of Recommendations in the 9th Edition

Section

Page

R 1

Layout and depths of boreholes and penetrometer tests

1.2

11

R 2

Considering the cohesion in cohesive soils

2.2

27

R 3

Considering the apparent cohesion (capillary cohesion) in sand

2.3

27

R 4

Applying the angle of earth pressure and the analysis in the vertical direction

8.2.5

373

R 5

Vertical imposed loads

5.5

106

R 6

Standard cross-section dimensions for waterfront structures in seaports

6.1

168

R 7

Combined steel sheet piling

8.1.4

288

R 9

Mean characteristic values of soil parameters

1.1

11

R 10

Verification of stability for anchoring at the lower failure plane

8.5

469

R 12

Layout of and loads on bollards for sea-going vessels

5.12

147

R 14

Layout and design of and loads on access ladders

6.12

194

R 17

Design principles for quay walls and superstructures in concrete

10.1

486

R 18

Design situations

5.4

105

R 19

Excess water pressure in direction of water side

4.2

73

R 20

Verifying the loadbearing capacity of the elements of sheet piling structures

8.2.7

386

R 21

Design and installation of reinforced concrete sheet pile walls

8.1.2

284

R 22

Design and installation of timber sheet pile walls

8.1.1

281

R 23

Danger of sand abrasion on sheet piling

8.1.9

309

R 24

Layout and design of stairs in seaports

6.13

197

R 29

Design of steel walings for sheet piling

8.4.1

424

R 30

Verification of steel walings

8.4.2

425

R 31

Design of protruding quay wall corners with round steel tie rods

8.4.10

450

R 32

Design of drainage systems for waterfront structures in tidal areas

4.5

78

R 34

Design and installation of steel sheet pile walls

8.1.3

287

R 35

Corrosion of steel sheet piling, and countermeasures

8.1.8

300

R 36

Nominal depth and design depth of harbour bottom

6.7

182

R 38

Berthing force of ships at quays

5.2

103

R 39

Ship dimensions

5.1

93

R 40

Berthing velocities of ships transverse to berth

5.3

103

R 41

Steel sheet piling with staggered embedment depths

8.2.10

394

R 42

Staggered arrangement of anchor walls

8.2.13

401

R 43

Waterfront sheet piling in unconsolidated, soft cohesive soils, especially in connection with non-sway structures

8.2.15

402

R 45

Calculating subsequently strengthened pile bents/trestles

11.2

528

R 47

Fenders in inland ports

6.16

219

R 50

Sheet piling anchors in unconsolidated, soft cohesive soils

8.4.9

447

R 51

Design of weepholes for sheet piling structures

4.4

76

R 52

Effect of artesian water pressure under harbour bottom or river bed on active and passive earth pressures

2.10

40

R 53

Relieving artesian pressure beneath harbour bottoms

4.6

80

R 55

Selection of embedment depth for sheet piling

8.2.8

390

R 56

Determining the embedment depth for sheet pile walls with full or partial fixity in the soil

8.2.9

391

R 57

Steel sheet piling founded on bedrock

8.2.14

401

R 58

Mean groundwater level

4.1

73

R 59

Sheet piling walings of reinforced concrete with driven steel anchor piles

8.4.3

427

R 60

Fenders for large vessels

6.15

202

R 65

Excess water pressure on sheet piling in front of embankments below elevated platforms in tidal areas

4.3

75

R 67

Quality requirements for steels and dimensional tolerances for steel sheet piles

8.1.6

296

R 68

Embankments below waterfront wall superstructures behind closed sheet pile walls

6.9

189

R 70

Provision of quick-release hooks at berths for large vessels

6.11

193

R 72

Design and construction of reinforced concrete components in waterfront structures

10.2

487

R 73

Backfilling of waterfront structures

7.4

249

R 74

Standard cross-sections for waterfront structures in inland ports

6.3

172

R 77

Design of sheet piling structures with fixity in the ground and a single anchor

8.2.3

367

R 78

Design of plane pile bents

11.3

531

R 79

Box caissons as waterfront structures in seaports

10.4

491

R 80

Dredging in front of quay walls in seaports

7.1

238

R 81

Hydraulic filling of port areas for planned waterfront structures

7.3

242

R 83

Scour and protection against scour in front of waterfront structures

12.4

555

R 84

Quay loads from cranes and other transhipment equipment

5.14

151

R 85

Fixing crane rails to concrete

6.18

223

R 86

Use and design of bored cast-in-lace piles

10.9

507

R 87

Compressed-air caissons as waterfront structures

10.5

493

R 88

Determining the shear strength

c

u

of saturated, undrained cohesive soils

1.4

19

R 90

Driving of steel sheet piles and steel piles at low temperatures

8.1.15

330

R 91

Cutting off the tops of driven steel sections for loadbearing welded connections

8.1.20

347

R 93

Vertical drains to accelerate the consolidation of soft cohesive soils

7.11

265

R 94

Steel nosings to protect reinforced concrete walls and capping beams on waterfront structures

8.4.6

441

R 95

Steel capping beams for sheet piling waterfront structures

8.4.4

431

R 98

Acceptance conditions for steel sheet piles and steel piles on site

8.1.7

298

R 99

Design of welded joints in steel piles and steel sheet piles

8.1.19

344

R 100

Cellular cofferdams as excavation enclosures and waterfront structures

8.3.1

405

R 101

Double-wall cofferdams as excavation enclosures and waterfront structures

8.3.2

417

R 102

Layout, design and loading of bollards for inland facilities

5.13

149

R 103

Shear-resistant interlock connections for steel sheet piling

8.1.5

292

R 104

Driving combined steel sheet piling

8.1.12

316

R 105

Monitoring during the installation of sheet piles, tolerances

8.1.13

321

R 106

Sheet piling waterfronts on inland waterways

6.4

175

R 107

Slopes in seaports and tidal inland ports

12.2

547

R 109

Soil replacement along a line of piles for a waterfront structure

7.9

258

R 110

Considering active earth pressure and excess water pressure, and construction guidance for waterfront structures with soil replacement and contaminated or disturbed base of excavation

2.11

42

R 113

Taking account of groundwater flow

4.7

81

R 114

Effect of groundwater flow on excess water pressure and active and passive earth pressures

2.12

46

R 115

Safety against hydraulic heave failure

3.1

64

R 116

Piping (ground failure due to internal erosion)

3.2

70

R 117

Watertightness of steel sheet piling

8.1.21

347

R 118

Driving steel sheet piles

8.1.11

312

R 119

Upgrading partially sloped waterfronts in inland ports with large water level fluctuations

6.5

178

R 120

Foundations to craneways on waterfront structures

6.17

220

R 121

Waterfront structures in regions with mining subsidence

8.1.22

350

R 122

Top edges of waterfront structures in seaports

6.2

170

R 123

Design and construction of block-type quay walls

10.6

498

R 124

Waterfront structures in seismic regions

2.16

57

R 125

Design of single-anchor sheet piling structures in earthquake zones

8.2.16

404

R 126

Design and construction of solid waterfront structures (e.g. blocks, box caissons, compressed-air caissons) in earthquake zones

10.8

507

R 127

Design of piled structures in earthquake zones

11.5

539

R 128

Construction and arrangement of dolphins

13.3

601

R 129

Reinforced concrete capping beams for waterfront structures with steel sheet piling

8.4.5

435

R 130

Determining active earth pressure in saturated, non- or partially consolidated, soft cohesive soils

2.9

38

R 132

Horizontal actions on steel sheet pile walls in the longitudinal direction of the quay

8.2.11

397

R 133

Auxiliary anchors at the top of steel sheet piling structures

8.4.7

444

R 134

Design of sheet pile walls with double anchors

8.2.4

372

R 135

Wave pressure on vertical quay walls in coastal areas

5.7

120

R 136

Determining the “design sea state” for maritime and port structures

5.6

110

R 137

Dumped moles and breakwaters

12.8

574

R 138

Dredging underwater slopes

7.7

254

R 139

Dredging and hydraulic fill tolerances

7.2

240

R 140

Design of piling frames

8.1.18

339

R 144

Use and design of diaphragm walls

10.10

510

R 145

Hinged connections between driven steel anchor piles and steel sheet piling structures

8.4.13

458

R 146

Design and calculation of protruding quay wall corners with raking anchor piles

8.4.11

453

R 147

Design of quay walls using open caissons

10.7

503

R 149

Noise control – low-noise driving

8.1.14

325

R 150

Geotechnical report

1.3

18

R 151

High prestressing of anchors of high-strength steel for waterfront structures

8.4.12

457

R 152

Design of anchor walls fixed in the ground

8.2.12

400

R 153

Wind loads on moored ships and their influence on the dimensioning of mooring and fender equipment

5.11

145

R 154

Assessing the subsoil for the installation of piles and sheet piles and for selecting the installation method

1.5

22

R 157

Design of spatial pile trestles

11.4

534

R 158

Design of waterfront areas in inland ports according to operational aspects

6.6

180

R 159

Wave pressure on piled structures

5.10

129

R 161

Free-standing sheet piling structures

8.2.2

366

R 162

Narrow moles in sheet piling

8.3.3

422

R 164

Measures for increasing the passive earth pressure in front of waterfront structures

2.14

54

R 165

Flood defence walls in seaports

12.7

569

R 166

Temporary stabilisation of waterfront structures by groundwater lowering

4.8

90

R 167

Repairing interlock declutching on driven steel sheet piling

8.1.16

331

R 168

Subsidence of non-cohesive soils

7.8

257

R 169

Formwork in areas affected by tides and waves

10.3

491

R 171

Determining active earth pressure according to the Culmann method

2.4

28

R 172

Determining the active earth pressure shielding on a wall below a relieving platform with average ground surcharges

2.7

34

R 173

Equipment for waterfront structures in seaports with supply and disposal systems

6.14

199

R 174

Determining the amount of displacement required for mobilising passive earth pressure in non-cohesive soils

2.13

53

R 175

In situ density of hydraulically filled non-cohesive soils

7.5

251

R 176

Reinforced steel sheet piling

8.1.17

334

R 177

Impact and pressure of ice on waterfront structures, fenders and dolphins in coastal areas

5.15

155

R 178

In situ density of dumped non-cohesive soils

7.6

252

R 179

Consolidation of soft cohesive soils by preloading

7.12

268

R 183

Blasting to assist the driving of steel sheet piles

8.1.10

309

R 184

Screw threads for sheet piling anchors

8.4.8

445

R 185

Loads arising from surging and receding waves due to the inflow or outflow of water

5.8

125

R 186

Effects of waves due to ship movements

5.9

126

R 188

Dynamic compaction of the soil

7.10

264

R 189

Use of geotextile filters in bank and bottom protection

12.3

552

R 190

Passive earth pressure in front of abrupt changes in ground level in soft cohesive soils with rapid load application on land side

2.15

57

R 191

Connection of expansion joint seal in reinforced concrete bottom to loadbearing steel sheet pile wall

6.19

231

R 193

Inspection and monitoring of waterfront structures

14

604

R 194

Survey prior to repairing concrete components in hydraulic engineering structures

10.11

515

R 195

Repairing concrete components in hydraulic engineering structures

10.12

518

R 196

Connecting steel sheet piling to a concrete structure

6.20

231

R 198

Determining active earth pressure for a steep, paved embankment in a partially sloping waterfront structure

2.6

32

R 199

Taking account of unfavourable groundwater flows in the passive earth pressure zone

8.2.6

386

R 200

Strengthening waterfront structures for deepening harbour bottoms in seaports

6.8

184

R 201

Redesign of waterfront structures in inland ports

6.10

190

R 202

Vibratory driving of U- and Z-section steel sheet piles

8.1.23

353

R 203

Water-jetting to assist the driving of steel sheet piles

8.1.24

357

R 204

Installation of mineral impervious linings underwater and their connection to waterfront structures

12.6

567

R 205

Impact and pressure of ice on waterfront structures, piers and dolphins at inland facilities

5.16

164

R 206

Floating berths in seaports

6.21

236

R 210

Improving the bearing capacity of soft cohesive soils with vertical elements

7.13

275

R 211

Embankment stabilisation on inland waterways

12.1

541

R 212

Pressing of U- and Z-section steel sheet piles

8.1.25

360

R 213

Loads on waterfront structures and dolphins caused by fender reaction forces

5.17

167

R 214

Partial safety factors for loads and resistances

8.2.1.1

363

R 215

Determining the design values for the bending moments

8.2.1.2

363

R 216

Partial safety factor for hydrostatic pressure

8.2.1.3

365

R 217

Tension piles and anchors

9

478

R 218

Dolphins

13

587

R 219

Active earth pressure in stratified soil

2.5

30

R 220

Earth pressure distribution under limited loads

2.8

37

Preface to 11th, Revised Edition (9th English Edition) of the Recommendations of the Committee for Waterfront Structures – Harbours and Waterways

Eight years have passed since the 10th German (8th English) edition of the Recommendations of the Committee for Waterfront Structures was published. During that period the annual, in some cases six-monthly, technical reports of the years 2005 to 2011 have contained innovations and improvements. This 9th English edition (the translation of the 11th German edition), simply called the “EAU” by those in the know, represents a completely updated version of the recommendations of the Waterfront Structures Committee, a body organised jointly by the German Port Technology Association (HTG) and the German Geotechnical Society (DGGT). I feel sure that this edition, too, will become a standard work of reference for every engineer working on waterfront structures.

The main changes to the content are to be found in chapter 1 (production of geotechnical report and calculation of undrained shear strengths), chapter 2 (calculations with total and effective stresses), section 8.1 (installation of sheet pile walls and supervision of such installation work), section 8.2 (verification of vertical load-carrying capacity) and chapter 13 (using the p-y method to design dolphins). The previous chapter 14 has been incorporated in other parts of the EAU and the old chapter 15 renumbered accordingly, leaving this edition with just 14 chapters. Furthermore, the notation has been amended to match Eurocode 7 and Germany's National Application Document DIN 1054, which are now valid.

The principle for constituting committees laid down by the German Institute for Standarization (DIN), i.e. appropriate representation of all groups with an interest and availability of the necessary expertise, is followed by the EAU committee. Therefore, the committee is made up of members from all relevant disciplines and drawn from universities, the building departments of large seaports, inland ports and national waterways, the construction industry, the steel industry and consulting engineers.

The following members of the working committee were involved in preparing EAU 2012:

Univ.-Prof. Dr.-Ing. Jürgen Grabe, Hamburg (chair since 2009)

Ir. Tom van Autgaerden, Antwerp

Dipl.-Ing. Dirk Busjaeger, Hamburg

Dr. ir. Jakob Gerrit de Gijt, Rotterdam

Dr.-Ing. Michael Heibaum, Karlsruhe

Dr.-Ing. Stefan Heimann, Berlin

Prof. ir. Aad van der Horst, Delft

Dipl.-Ing. Hans-Uwe Kalle, Hagen

Prof. Dr.-Ing. Roland Krengel, Duisburg

Dipl.-Ing. Karl-Heinz Lambertz, Duisburg

Dr.-Ing. Christoph Miller, Hamburg

Dr.-Ing. Karl Morgen, Hamburg

Dipl.-Ing. Gabriele Peschken, Bonn

Dipl.-Ing. Torsten Retzlaff, Rostock

Dipl.-Ing. Emile Reuter, Luxembourg

Univ.-Prof. Dr.-Ing. Werner Richwien, Essen (chair until 2009)

Dr.-Ing. Peter Ruland, Hamburg

Dr.-Ing. Wolfgang Schwarz, Schrobenhausen

Dr.-Ing. Hartmut Tworuschka, Hamburg

Dr.-Ing. Hans-Werner Vollstedt, Bremerhaven

In a similar way to the work of the DIN when producing a standard, new recommendations are presented for public discussion in the form of provisional recommendations in the annual technical reports. After considering any objections, recommendations are published in their final form in the following annual technical report. Annex I contains a list of the annual technical reports relevant to this edition. The status of the Recommendations of the Committee for Waterfront Structures – Harbours and Waterways is therefore equivalent to that of a standard. Seen from the point of view of its relevance to practice and also the dissemination of experience, however, the information provided goes beyond that of a standard; this publication can be seen more as a “code of practice”.

As the European standardisation concept is now fully incorporated in the EAU, this edition satisfies the requirements for notification by the European Commission. It is registered with the European Commission under notification No. 2012/426D.

The fundamental revisions in EAU 2012 made in-depth discussions with colleagues outside the committee necessary, even the setting-up of temporary study groups to deal with specific topics. The committee acknowledges the assistance of all colleagues who in this way made a significant contribution to the development of EAU 2012.

In addition, considerable input from experts plus recommendations from other committees and international engineering science bodies have found their way into these recommendations.

So, with such additions and the results of revision work, EAU 2012 corresponds to today's international standards. Experts working in this sector now have at their disposal an updated edition adapted to the European standards which will continue to supply valuable help for issues in design, tendering, award of contract, engineering tasks, economic and environmentally compatible construction, site supervision and contractual procedures. It will therefore be possible to design and build waterfront structures that are in line with the state of the art and have consistent specifications.

The committee would like to thank all those who contributed to and made suggestions for this edition. It is hoped that EAU 2012 will attract the same resonance as earlier editions.

A special vote of thanks goes to my colleague Univ.-Prof. Dr.-Ing. Werner Richwien, who chaired this committee with dedication over many years. He created a working climate that had a positive influence on the motivation of every committee member and will shape the work of the committee in the coming years.

I would also like to thank my assistants Dr.-Ing. Hans Mathäus Hügel and Dipl.-Ing. Torben Pichler, who read through the chapters and organised the production process. Only through their efforts it became possible to meet the deadline for printing the 11th German edition in 2012.

I am also grateful to the publishers Ernst & Sohn for the good cooperation, the careful preparation of the many illustrations, tables and equations and the excellent quality of the printing and layout of EAU 2012.

Hamburg, October 2012

Univ.-Prof. Dr.-Ing. Jürgen Grabe

0Structural Calculations

0.1 General

The recommendations of the “Waterfront Structures” working committee have been repeatedly adjusted in line with the relevant standards. This applied and indeed continues to apply to the safety criteria defined in the standards. Up until the 8th German edition (EAU 1990), the earth pressure calculations were based on reduced soil parameter values, known as “calculation values” with the prefix “cal”. The results of calculations using these values then had to fulfil the global safety criteria in accordance with recommendation R 96, section 1.13.2a, of EAU 1990. The publication of EAU 1996 resulted in a changeover to the concept of partial safety factors. It was agreed within the European Union that this safety concept should be pursued in a uniform manner by all Member States.

The “Eurocodes” (EC) – harmonised directives specifying fundamental safety requirements for buildings and structures – were drawn up as part of the realisation of the European Single Market. Those Eurocodes are as follows:

DIN EN 1990, EC 0:

Basis of structural design

DIN EN 1991, EC 1:

Actions on structures

DIN EN 1992, EC 2:

Design of concrete structures

DIN EN 1993, EC 3:

Design of steel structures

DIN EN 1994, EC 4:

Design of composite steel and concrete structures

DIN EN 1995, EC 5:

Design of timber structures

DIN EN 1996, EC 6:

Design of masonry structures

DIN EN 1997, EC 7:

Geotechnical design

DIN EN 1998, EC 8:

Design of structures for earthquake resistance

DIN EN 1999, EC 9:

Design of aluminium structures

The Eurocodes “Basis of structural design” (DIN EN 1990) and “Actions on structures” (DIN EN 1991) with their various parts and annexes form the basis of European construction standards, the starting point for building designs throughout Europe. The other eight Eurocodes, along with their respective parts, relate to these two basic standards.

Verification of safety must always be carried out according to European standards. However, in some instances such verification is not possible with these standards alone; a number of parameters, e.g. numerical values for partial safety factors, have to be specified on a national basis. Furthermore, the Eurocodes do not cover the entire range of German standards, meaning that a comprehensive set of national standards has been retained. However, this set of German standards along with its requirements must not contradict the regulations contained in the European standards, which in turn necessitated the revision of national standards.

For proof of stability according to the EAU, the standards DIN EN 1990 to DIN EN 1999, but especially DIN EN 1997 (Geotechnical design), are of particular importance. DIN EN 1997-1 defines a number of terms and describes and stipulates limit state verification procedures. The various earth pressure design models for stability calculations are also included in the annexes for information purposes. A particular feature here is that three methods of verification using the partial safety factor concept are available for use throughout Europe.

The publication of DIN 1054:2010 ensured that any duplication of DIN EN 1997-1 was avoided, but specific German experience has been retained. This standard was combined with DIN EN 1997-1:2010 and the National Annex (DIN EN 1997-1/NA:2010) to create the EC 7-1 manual [85].

DIN EN 1997-2 governs the planning, execution and evaluation of soil investigations. As for part 1, this standard has been published together with DIN 4020:2010 and the National Application Document in the EC 7-2 manual [86].

The existing German execution standards have been replaced by new European standards under the general designation “Execution of special geotechnical works”. However, this process is still ongoing.

Likewise, the German calculation standards, containing individual safety stipulations in some instances, have been revised so that all safety criteria are now defined in DIN 1054.

Where standards are cited in the recommendations, then the current version applies, unless stated otherwise. All standards cited are listed in annex I.3.

0.2 Safety Concept

0.2.1 General

A structure can fail as a result of exceeding the ultimate limit state of bearing capacity (“ultimate limit state – ULS”, failure of the soil or the structure, loss of static equilibrium) or the limit state of serviceability (“serviceability limit state – SLS”, excessive deformations).

In order to verify the ultimate limit state of bearing capacity, three cases were distinguished in the past (five from now on):

DIN 1054:2005-01

EC 7-1 manual

Loss of static equilibrium

LS 1A

Loss of equilibrium of structure or ground

EQU

Loss of equilibrium of structure or ground due to uplift by water pressure (buoyancy)

UPL

Hydraulic heave, internal erosion or piping in the ground due to hydraulic gradients

HYD

Failure of structures or components due to failure in the structure or supporting subsoil

LS 1B

Internal failure or very large deformation of the structure or its components

STR

Failure or very large deformation of the ground

GEO-2

Loss of overall stability

LS 1C

Loss of overall stability

GEO-3

DIN EN 1997-1 permits three options for verifying safety, designated “design approaches 1 to 3”. For approach 1, two groups of factors are taken into account and used in two separate analyses. For approaches 2 and 3, a single analysis with one group of factors suffices.

In approaches 1 and 2, the factors are applied, in principle, to either actions or action effects and to resistances. However, DIN 1054 stipulates that the characteristic, or representative, effects EGk,i or EQrep,i (e.g. shear forces, reactions, bending moments, stresses in the relevant sections of the structure and at interfaces between structure and subsoil) are determined first and then the factors are applied. This is also referred to as design approach 2*.

In approach 3, the factors are applied to the soil parameters and to actions or action effects not related to the subsoil. Actions or action effects induced by the subsoil are calculated from the factored soil parameters.

According to DIN 1054, design approach 2 (2*) should be used for the geotechnical analysis of limit states STR and GEO-2, and design approach 3 for analysing limit state GEO-3.

In the Eurocodes, the determination of design situations (DS) has superseded the differentiation between loading cases customary up until now:

– Loading case 1 becomes permanent design situation DS-P

– Loading case 2 becomes transient design situation DS-T

– Loading case 3 becomes accidental design situation DS-A

These design situations are assigned different partial safety factors and combination factors.

Additionally, design situation DS-E has been introduced for earthquakes. According to DIN EN 1990, no partial safety factors are applied in design situation DS-E.

The partial safety factors specified in DIN 1054 are reproduced in Tables R 0-1 to R 0-3.

Table R 0-1 Partial safety factors for actions and action effects (to DIN 1054:2010, Table A 2.1, with additions)

Action or action effect

Symbol

Design situation

DS-P

DS-T

DS-A

HYD and UPL: Limit state of failure due to hydraulic heave and buoyancy

Destabilising permanent actions

a)

Stabilising permanent actionsDestabilising variable actionsStabilising variable actionsFlow force in favourable subsoilFlow force in unfavourable subsoil

γ

G,dst

γ

G,stb

γ

Q,dst

γ

Q,stb

γ

H

γ

H

1.050.951.5001.351.80

1.050.951.3001.301.60

1.000.951.0001.201.35

EQU: Limit state of loss of equilibrium

Unfavourable permanent actionsFavourable permanent actionsUnfavourable variable actions

γ

G,dst

γ

G,stb

γ

Q

1.100.901.50

1.050.901.25

1.000,951.00

STR and GEO-2: Limit state of failure of structures, components and subsoil

Action effects from permanent actions generally

a)

Action effects from permanent actions for calculating anchorage

b)

Action effects from favourable permanent actions

c)

Action effects from permanent actions due to earth pressure at restWater pressure in certain boundary conditions

d)

Water pressure in certain boundary conditions for calculating anchorage

b)

Action effects from unfavourable variable actions

e)

Action effects from unfavourable variable actions for calculating anchorage

b)

Action effects from favourable variable actions

γ

G

γ

G

γ

G,inf

γ

G,EO

γ

G,red

γ

G,red

γ

Q

γ

Q

γ

Q

1.351.351.001.201.201.201.501.500

1.201.201.001.101.101.101.301.300

1.001.101.001.001.001.101.001.100

GEO-3: Limit state of failure due to loss of overall stability

Permanent actionsUnfavourable variable actions

γ

G

γ

Q

1.001.30

1.001.20

1.001.00

SLS: Limit state of serviceability

γ

G

= 1.00 for permanent actions or action effectsγ

Q

= 1.00 for variable actions or action effects

a)

The permanent actions are understood to include permanent and variable water pressure. Differing from DIN 1054:2010, γ

G

= 1.00 applies in DS-A except when verifying anchorage.

b)

The design of anchorages (grouted anchors, micropiles, tension piles) also includes verifying stability at the lower failure plane according to R 10 (section 8.5) when dealing with retaining structures.

c)

If during the determination of the design values of the tensile action effect a characteristic compressive action effect from favourable permanent actions is assumed to act simultaneously, then this should be considered with the partial safety factor γ

G,inf

(DIN 1054, 7.6.3.1, A(2)).

d)

For waterfront structures in which larger displacements can be accommodated without damage, the partial safety factors γ

G,red

for water pressure may be used if the conditions according to section 8.2.1.3 are complied with (DIN 1054, A 2.4.7.6.1, A(3)).

e)

Differing from DIN 1054:2010, γ

Q

= 1.00 applies in DS-A except when verifying anchorage.

f)

The permanent actions are understood to include permanent and variable water pressures.

Table R 0-2 Partial safety factors for geotechnical parameters (DIN 1054:2010, Table A 2.2)

Soil parameter

Symbol

Design situation

DS-P

DS-T

DS-A

HYD and UPL: Limit state of failure due to hydraulic heave and buoyancy

Friction coefficient tan φ′ of drained soil and friction coefficient tan φ

u

of undrained soilCohesion

c

′ of drained soil and shear strength

c

u

of undrained soil

γ

φ′

, γ

φu

γ

c′

, γ

cu

1.001.00

1.001.00

1.001.00

GEO-2: Limit state of failure of structures, components and subsoil

Friction coefficient tan φ′ of drained soil and friction coefficient tan φ

u

of undrained soilCohesion

c

′ of drained soil and shear strength

c

u

of undrained soil

γ

φ′

, γ

φu

γ

c′

, γ

cu

1.001.00

1.001.00

1.001.00

GEO-3: Limit state of failure due to loss of overall stability

Friction coefficient tan φ′ of drained soil and friction coefficient tan φ

u

of undrained soilCohesion

c

′ of drained soil and shear strength

c

u

of undrained soil

γ

φ′

, γ

φu

γ

c′

, γ

cu

1.251.25

1.151.15

1.101.10

Table R 0-3 Partial safety factors for resistances (to DIN 1054:2010, Table A 2.3, with additions)

Resistance

Symbol

Design situation

DS-P

DS-T

DS-A

STR and GEO-2: Limit state of failure of structures, components and subsoil

Soil resistances

- Passive earth pressure and ground failure resistance- Passive earth pressure when determining bending moment

a)

- Sliding resistance

γ

R,e

, γ

R,v

γ

R,e,red

γ

R,h

1.401.201.10

1.301.151.10

1.201.101.10

Pile resistances from static and dynamic pile loading tests

- Base resistance- Skin resistance (compression)- Total resistance (compression)- Skin resistance (tension)

γ

b

γ

s

γ

t

γ

s,t

1.101.101.101.15

1.101.101.101.15

1.101.101.101.15

Pile resistances based on empirical values

- Compression piles- Tension piles (in exceptional cases only)

γ

b

, γ

s

, γ

t

γ

s,t

1.401.50

1.401.50

1.401.50

Pull-out resistances

- Ground or rock anchors- Grout body of grouted anchors- Flexible reinforcing elements

γ

a

γ

a

γ

a

1.401.101.40

1.301.101.30

1.201.101.20

a)

Reduction for calculating the bending moment only. For waterfront structures in which larger displacements can be accommodated without damage, the partial safety factors γ

R,e,red

for passive earth pressure may be used if the conditions according to section 8.2.1.2 are complied with (DIN 1054, A 2.4.7.6.1, A(3)).

Remarks:

– For limit state of failure due to loss of overall stability GEO-3, the partial safety factors for shear strength are to be taken from

Table R 0-2

, and pull-out resistances are multiplied by partial safety factors according to STR and GEO-2.

– The partial safety factor for the material resistance of steel tension members made from reinforced and prestressed steel for limit states GEO-2 and GEO-3 is given in DIN EN 1992-1-1 as γ

M

= 1.15.

– The partial safety factor for the material resistance of flexible reinforcing elements for limit states GEO-2 and GEO-3 is given in

Recommendations for Design and Analysis of Earth Structures using Geosynthetic Reinforcements

[62].

Provided that greater displacements and deformations of the structure do not impair the stability and serviceability of the structure, as can be the case for waterfronts, ports, harbours and waterways, the partial safety factor γG can be reduced for earth and water pressures in justified cases (DIN 1054, A 2.4.7.6.1, A(3)). This is exploited in EAU by using the factors in the form of γG,red (Table R 0-1) and γR,e,red (Table R 0-3). Furthermore, a partial safety factor γG = γQ = 1.00 is used for action effects due to permanent and unfavourable variable actions in design situation DS-A.

0.2.2 Combination Factors

When calculating a design value for actions Fd according to EN 1990, this value must either be stipulated directly or derived from representative values:

Fd=γF·Frep

where

Frep=ψ·Fk

γ

F

partial safety factor

ψ

combination factor

For permanent actions and the leading action of variable actions, then Frep = Fk applies.

In the case of several independent variable characteristic actions Qk,i, DIN EN 1990 requires combinations with corresponding coefficients ψ to be investigated for buildings and bridges. In such investigations, one of the independent actions should be taken as the leading action Qk,1 on a case-by-case basis.

A combination factor ψ = 1.00 is usually used for waterfront structures. Exceptions are discussed in section 5.4.4.

For verifying safety against buoyancy (UPL) and safety against hydraulic heave (HYD), the design values Fd are always calculated without considering combination factors.

0.2.3 Analysis of Ultimate Limit State

Numerical proof of adequate stability is carried out for limit states STR and GEO-2 with the help of design values (index d) for actions or action effects and resistances, and for limit state GEO-3 with the help of design values for actions or action effects and soil properties.