Contents
Members of the Committee for Waterfront Structures
Preface to the 8th Revised Edition
List of Recommendations in the 8th Edition
Recommendations
0 Structural calculations
0.1 General
0.2 Safety concept
0.3 Calculations for waterfront structures
1 Subsoil
1.1 Mean characteristic soil properties (R 9)
1.2 Layout and depth of boreholes and penetrometer tests (R 1)
1.3 Preparation of subsoil investigation reports, expert opinions and foundation recommendations for waterfront structures (R 150)
1.4 Determination of undrained shear strength cu in field tests (R 88)
1.5 Investigation of the degree of density of non-cohesive backfill for waterfront structures (R 71)
1.6 Degree of density of hydraulically filled, non-cohesive soils (R 175)
1.7 Degree of density of dumped, non-cohesive soils (R 178)
1.8 Assessment of the subsoil for the installation of sheet piles and piles and methods of installation (R 154)
2 Active and passive earth pressures
2.0 General
2.1 Assumed apparent cohesion (capillary cohesion) in sand (R 2)
2.2 Assumed apparent cohesion (capillary cohesion) in sand (R 3)
2.3 Assumed angle of earth pressure and adhesion (R 4)
2.4 Determination of the active earth pressure using the Culmann method (R 171)
2.5 Determination of active earth pressure in a steep, paved embankment of a partially sloping bank construction (R 198)
2.6 Determination of active earth pressure in saturated, non- or partially consolidated, soft cohesive soils (R 130)
2.7 Effect of artesian water pressure under harbour bottom or river bed on active and passive earth pressure (R 52)
2.8 Use of active earth pressure and water pressure difference, and construction advice for waterfront structures with soil replacement and fouled or disturbed dredge pit bottom (R 110)
2.9 Effect of percolating groundwater on water pressure difference, active and passive earth pressures (R 114)
2.10 Determining the amount of displacement required for the mobilisation of passive earth pressure in non-cohesive soils (R 174)
2.11 Measures for increasing the passive earth pressure in front of waterfront structures (R 164)
2.12 Passive earth pressure in front of sheet piles in soft cohesive soils, with rapid loading on the land side (R 190)
2.13 Effects of earthquakes on the design and dimensioning of waterfront structures (R 124)
3 Overall stability, foundation failure and sliding
3.1 Relevant standards
3.2 Safety against failure by hydraulic heave (R 115)
3.3 Piping (foundation failure due to erosion) (R 116)
3.4 Verification of overall stability of structures on elevated piled structures (R 170)
4 Water levels, water pressure, drainage
4.1 Mean groundwater level (R 58)
4.2 Water pressure difference in the water-side direction (R 19)
4.3 Water pressure difference on sheet piling in front of embankments below elevated decks in tidal areas (R 65)
4.4 Design of filter weepholes for sheet piling structures (R 51)
4.5 Design of drainage systems with flap valves for waterfront structures in tidal areas (R 32)
4.6 Relieving artesian pressure under harbour bottoms (R 53)
4.7 Assessment of groundwater flow (R 113)
4.8 Temporary stabilisation of waterfront structures by groundwater lowering (R 166)
4.9 Flood protection walls in seaports (R 165)
5 Ship dimensions and loads on waterfront structures
5.1 Ship dimensions (R 39)
5.2 Assumed berthing pressure of vessels at quays (R 38)
5.3 Berthing velocities of vessels transverse to berth (R 40)
5.4 Load cases (R 18)
5.5 Vertical live loads (R 5)
5.6 Determining the “design wave” for maritime and port structures (R 136)
5.7 Wave pressure on vertical waterfront structures in coastal areas (R 135)
5.8 Loads arising from surging and receding waves due to inflow or outflow of water (R 185)
5.9 Effects of waves from ship movements (R 186)
5.10 Wave pressure on pile structures (R 159)
5.11 Wind loads on moored ships and their influence on the design of mooring and fendering facilities (R 153)
5.12 Layout and loading of bollards for seagoing vessels (R 12)
5.13 Layout, design and loading of bollards in inland harbours (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 in inland areas (R 205)
5.17 Loads on waterfront structures and dolphins from the reaction forces of fenders (R 213)
6 Configuration of cross-section and equipment for waterfront structures
6.1 Standard dimensions of cross-section of waterfront structures in seaports (R 6)
6.2 Top edge of waterfront structures in seaports (R 122)
6.3 Standard cross-sections of waterfront structures in inland harbours (R 74)
6.4 Sheet piling waterfront on canals for inland vessels (R 106)
6.5 Partially sloped waterfront construction in inland harbours with extreme 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 of waterfront structures to deepen harbour bottoms in seaports (R 200)
6.9 Redesign of waterfront structures in inland harbours (R 201)
6.10 Provision of quick-release hooks at berths for large vessels (R 70)
6.11 Layout, design and loading of access ladders (R 14)
6.12 Layout and design of stairs in seaports (R 24)
6.13 Equipment for waterfront structures in seaports with supply and disposal facilities (R 173)
6.14 Fenders at berths for large vessels (R 60)
6.15 Fenders in inland harbours (R 47)
6.16 Foundations to craneways on waterfront structures (R 120)
6.17 Fixing crane rails to concrete (R 85)
6.18 Connection of expansion joint seal in a reinforced concrete bottom to loadbearing external steel sheet piling (R 191)
6.19 Connecting steel sheet piling to a concrete structure (R 196)
6.20 Floating wharves in seaports (R 206)
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 Dredging of underwater slopes (R 138)
7.6 Scour and scour protection at waterfront structures (R 83)
7.7 Vertical drains to accelerate the consolidation of soft cohesive soils (R 93)
7.8 Subsidence of non-cohesive soils (R 168)
7.9 Soil replacement procedure for waterfront structures (R 109)
7.10 Calculation and design of rubble mound moles and breakwaters (R 137)
7.11 Lightweight backfilling to sheet piling structures (R 187)
7.12 Soil compaction using heavy drop weights (R 188)
7.13 Consolidation of soft cohesive soils by preloading (R 179)
7.14 Improving the bearing capacity of soft cohesive soils by using vertical elements (R 210)
7.15 Installation of mineral bottom seals under water and their connection to waterfront structures (R 204)
8 Sheet piling structures
8.1 Material and construction
8.2 Calculation and design of sheet piling
8.3 Calculation and design of cofferdams
8.4 Anchors, stiffeners
9 Anchor piles and anchors
9.1 General
9.2 Anchoring elements
9.3 Safety factors for anchors (R 26)
9.4 Pull-out resistance of piles (R 27)
9.5 Design and installation of driven steel piles (R 16)
9.6 Design and loading of driven piles with grouted skin (R 66)
9.7 Construction and testing (R 207)
9.8 Anchoring with piles of small diameter (R 208)
9.9 Connecting anchor piles to reinforced concrete and steel structures
9.10 Transmission of horizontal loads via pile bents, diaphragm walls, frames and large bored piles (R 209)
10 Waterfront structures, quays and superstructures of concrete
10.1 Design principles for waterfront structures, quays and superstructures (R 17)
10.2 Design and construction of reinforced concrete waterfront structures (R 72)
10.3 Formwork in marine environments (R 169)
10.4 Design of reinforced concrete roadway slabs on piers (R 76)
10.5 Box caissons as waterfront structures in seaports (R 79)
10.6 Pneumatic caissons as waterfront structures in seaports (R 87)
10.7 Design and dimensioning of quay walls in block construction (R 123)
10.8 Construction and design of quay walls using the open caisson method (R 147)
10.9 Design and dimensioning of large, solid waterfront structures (e.g. block construction, box or pneumatic caissons) in earthquake areas (R 126)
10.10 Application and design of bored pile walls (R 86)
10.11 Application and design of diaphragm walls (R 144)
10.12 Application and construction of impermeable diaphragm walls and impermeable thin walls (R 156)
10.13 Inventory before repairing concrete components in hydraulic engineering (R 194)
10.14 Repair of concrete components in hydraulic engineering (R 195)
11 Piled structures
11.1 General
11.2 Determining the active earth pressure shielding on a wall below a relieving platform under average ground surcharges (R 172)
11.3 Active earth pressure on sheet piling in front of piled structures (R 45)
11.4 Calculation of planar piled structures (R 78)
11.5 Design and calculation of general piled structures (R 157)
11.6 Wave pressure on piled structures (R 159)
11.7 Verification of overall stability of structures on elevated piled structures (R 170)
11.8 Design and dimensioning of piled structures in earthquake zones (R 127) .
11.9 Stiffening the tops of steel pipe driven piles (R 192)
12 Embankments
12.1 Slope protection (R 211)
12.2 Embankments in seaports and tidal inland harbours (R 107)
12.3 Embankments below quay superstructures behind closed sheet piling (R 68)
12.4 Partially sloped embankment in inland harbours with large water level fluctuations (R 119)
12.5 Use of geotextile filters in slope and bottom protection (R 189)
13 Dolphins
13.1 Design of resilient multi-pile and single-pile dolphins (R 69)
13.2 Spring constant for the calculation and dimensioning of heavy-duty fenders and berthing dolphins (R 111)
13.3 Impact forces and required energy absorption capacity of fenders and dolphins in seaports (R 128)
13.4 Use of weldable fine-grained structural steels for resilient berthing and mooring dolphins in marine construction (R 112)
14 Experience with waterfront structures
14.1 Average service life of waterfront structures (R 46)
14.2 Operational damage to steel sheet piling (R 155)
14.3 Steel sheet piling waterfront structures under fire loads (R 181)
15 Monitoring and inspection of waterfront structures in seaports (R 193)
15.1 General
15.2 Records and reports
15.3 Performing inspections of the structure
15.4 Inspection intervals
Annex I Bibliography
I.1 Annual technical reports
I.2 Books and papers
I.3 Technical provisions
Annex II List of conventional symbols
II.1 Symbols
II.2 Indices
II.3 Abbreviations
II.4 Symbols for water levels
Annex III List of keywords
Members of the Committee for Waterfront Structures
At present the working committee “Waterfront Structures” has the following members:
Professor Dr.-Ing. Werner Richwien, Essen, Chairman
Baudirektor Dipl.-Ing. Michael Behrendt, Bonn
Project Manager Ir. Jacob Gerrit de Gijt, Rotterdam
Prof. Dr.-Ing. Jürgen Grabe, Hamburg
Baudirektor Dr.-Ing. Michael Heibaum, Karlsruhe
Professor Dr.-Ing. Stefan Heimann, Berlin
Managing Director Ir. Aad van der Horst, Gouda
Dipl.-Ing. Hans-Uwe Kalle, Hagen
Professor Dr.-Ing. Roland Krengel, Dortmund
Dipl.-Ing. Karl-Heinz Lambertz, Duisburg
Dr.-Ing. Christoph Miller, Hamburg
Dr.-Ing. Karl Morgen, Hamburg
Managing Director Dr.-Ing. Friedrich W. Oeser, Hamburg
Managing Director Dipl.-Ing. Emile Reuter, Luxemburg
Managing Director Dr.-Ing. Peter Ruland, Hamburg
Dr.-Ing. Wolfgang Schwarz, Schrobenhausen
Leitender Baudirektor Dr.-Ing. Hans Werner Vollstedt, Bremerhaven
Preface to the 8th Revised Edition
This, the 8th English edition of the Recommendations of the Committee for Waterfront Structures, in the translation of the 10th German edition of the recommendations, which was published at the end of 2004. Now the full revision of the collected published recommendations which began with EAU 1996 is concluded. The concept of partial safety factors stipulated in EC 7 and DIN 1054 has been incorporated in the EAU’s methods of calculation. At the same time, the revised recommendations also take account of all the new standards and draft standards that have also been converted to the concept of partial safety factors and had been published by mid-2004. Like with EAU 1996, further details concerning the implementation of the partial safety factor concept can be found in section 0. The incorporation of the partial safety factor concept of DIN 1054 called for a fundamental reappraisal of the methods of calculation and design for sheet piling structures contained in sections 8.2 to 8.4 and the methods of calculation for sheet piles contained in section 13. Extensive comparative calculations had to be carried out to ensure that the established safety standard of the EAU was upheld when using methods of analysis according to the concept of partial safety factors. This has been achieved by adapting the partial safety factors and by specifying redistribution diagrams for active earth pressure. The use of the new analysis concept for the design of sheet piling structures therefore results in component dimensions similar to those found by designs to EAU 1990.
Now that the inclusion of the European standardisation concept has been concluded, the 10th German edition of the EAU (and hence also the 8th English edition) satisfies the requirements for notification by the EU Commission. It is therefore registered with the EU Commission under Notification No. 2004/305/D. A component of the notification is the principle of “mutual recognition”, which must form the basis of contracts in which the EAU or individual provisions thereof form part of the contract. This principle is expressed as follows: “Products lawfully manufactured and/or marketed in another EC Member State or in Turkey or in an EFTA State that is a contracting party to the Agreement on the European Economic Area that do not comply with these technical specifications shall be treated as equivalent – including the examinations and supervisory measures carried out in the country of manufacture – if they permanently achieve the required level of protection regarding safety, health and fitness for use.”
The following members of the working committee have been involved with the German edition EAU 2004 since the summer of 2000.
Prof. Dr.-Ing. Dr.-Ing. E. h. Victor Rizkallah, Hannover (Chairman)
Dipl.-Ing. Michael Behrendt, Bonn (since 2001)
Ir. Jakob Gerrit de Gijt, Rotterdam
Dr.-Ing. Hans Peter Dücker, Hamburg
Dr.-Ing. Michael Heibaum, Karlsruhe
Dr.-Ing. Stefan Heimann, Bremen/Berlin (since 2002)
Dipl.-Ing. Wolfgang Hering, Rostock
Dipl.-Ing. Hans-Uwe Kalle, Hagen (since 2002)
Prof. Dr.-Ing. Roland Krengel, Dortmund (since 2004)
Dipl.-Ing. Karl-Heinz Lambertz, Duisburg (since 2002)
Prof. Dr.-Ing. habil. Dr. h. c. mult. Boleslaw Mazurkiewicz, Gdañsk
Dr.-Ing. Christoph Miller, Hamburg (since 2002)
Dr.-Ing. Karl Morgen, Hamburg
Dr.-Ing. Friedrich W. Oeser, Hamburg
Dr.-Ing. Heiner Otten, Dortmund (until 2002)
Dipl.-Ing. Martin Rahtge, Bremen (since 2004)
Dipl.-Ing. Emile Reuter, Luxembourg (since 2002)
Dipl.-Ing. Ulrich Reinke, Bremen (until 2002)
Prof. Dr.-Ing. Werner Richwien, Essen (Deputy Chairman)
Dr.-Ing. Peter Ruland, Hamburg (since 2002)
Dr.-Ing. Helmut Salzmann, Hamburg
Dr.-Ing. Roger Schlim, Luxembourg (until 2002)
Prof. Dr.-Ing. Hartmut Schulz, Munich
Dr.-Ing. Manfred Stocker, Schrobenhausen
Dipl.-Ing. Hans-Peter Tzschucke, Bonn (until 2002)
Ir. Aad van der Horst, Gouda
Dr.-Ing. Hans-Werner Vollstedt, Bremerhaven
The fundamental revisions contained in EAU 2004 also made detailed discussions with colleagues and specialists outside the committee necessary, even to the extent of setting up temporary study groups for specific topics. The committee thanks all those colleagues who in this way made significant contributions to EAU 2004. In addition, numerous contributions presented by the professional world and recommendations from other committees and international technical–scientific associations have been incorporated in these recommendations. These contributions and the results of the revision work mean that EAU 2004 now conforms with the current international standard. It provides the construction industry with an adapted, updated set of recommendations brought into line with European standards that will continue to act as a valuable aid for design, tendering, placing orders, technical processing, economic and ecological construction, quality control and settlement of contracts, and will thus enable harbour and waterway construction projects to be carried out according to the state of the art and according to uniform conditions.
The committee thanks all those whose contributions and suggestions have helped to bring the recommendations up to their present state, and wishes the EAU 2004 the same success as its earlier editions.
Vote of thanks goes to Prof. Dr.-Ing. Dr.-Ing. E. h. Victor Rizkallah, who was chairman of the committee until the end of 2004 and thus the 10th German edition of the recommendations have been prepared and published under his responsibility. In the translation works very valuable advices and help came from Prof. Dr.-Ing. Martin Hager, who was chairman of the committee up to the end of 1996. Finally a very special vote of thanks goes to my co-worker, Dipl.-Ing. Carsten Pohl, who assisted me in the extensive preparation of this edition and in the review of the text with great dedication and diligence.
Further special thanks are owed to the publisher Ernst & Sohn for the good cooperation and the meticulous care with which all drawings, tables and equations were prepared, providing once again an excellent printing quality and layout of the 8th revised English edition of EAU 2004.
Hannover, November 2005
Prof. Dr.-Ing. Werner Richwien
List of Recommendations in the 8th Edition
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R 1
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Layout and depth of boreholes and penetrometer tests
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1.2
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R 2
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Assumed cohesion in cohesive soils
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2.1
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R 3
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Assumed apparent cohesion (capillary cohesion) in sand
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2.2
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R 4
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Applying the angle of earth pressure and the sheet pile wall analysis in the vertical direction
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8.2.4
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R 5
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Vertical live loads
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5.5
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R 6
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Standard dimensions of cross-section of waterfront structures in seaports
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6.1
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R 7
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Combined steel sheet piling
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8.1.4
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R 9
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Mean characteristic soil properties
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1.1
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R 10
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Verification of stability for anchoring at lower failure plane
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8.4.9
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R 12
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Layout and loading of bollards for seagoing vessels
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5.12
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R 14
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Layout, design and loading of access ladders
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6.11
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R 16
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Design and installation of driven steel piles
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9.5
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R 17
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Design principles for waterfront structures, quays and superstructures
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10.1
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R 18
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Load cases
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5.4
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R 19
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Water pressure difference in the water-side direction
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4.2
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R 20
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Bearing stability verification for the elements of sheet piling structures
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8.2.6
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R 21
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Design and driving of reinforced concrete sheet piling
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8.1.2
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R 22
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Design and driving of timber sheeting
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8.1.1
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R 23
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Danger of sand abrasion on sheet piling
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8.1.9
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R 24
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Layout and design of stairs in seaports
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6.12
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R 26
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Safety factors for anchors
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9.3
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R 27
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Pull-out resistance of piles
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9.4
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R 29
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Design of steel walings for sheet piling
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8.4.1
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R 30
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Verification of bearing capacity of steel walings
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8.4.2
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R 31
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Design and calculation of protruding corner structures with tie roding
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8.4.11
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R 32
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Design of drainage systems with flap valves for waterfront structures in tidal areas
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4.5
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R 33
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Vertical loads on sheet piling
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8.2.11
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R 34
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Steel sheet piling
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8.1.3
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R 35
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Corrosion of steel sheet piling, and countermeasures
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8.1.8
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R 36
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Nominal depth and design depth of harbour bottom
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6.7
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R 38
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Assumed berthing pressure of vessels at quays
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5.2
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R 39
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Ship dimensions
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5.1
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R 40
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Berthing velocities of vessels transverse to berth
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5.3
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R 41
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Staggered embedment depth for steel sheet piling
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8.2.10
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R 42
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Staggered arrangement of anchor walls
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8.2.14
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R 43
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Waterfront sheet piling in unconsolidated, soft cohesive soils, especially in connection with undisplaceable structures
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8.2.16
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R 44
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Consideration of axial loads in sheet piling
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8.2.7
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R 45
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Active earth pressure on sheet piling in front of piled structures
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11.3
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R 46
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Average service life of waterfront structures
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14.1
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R 47
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Fenders in inland harbours
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6.15
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R 50
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Sheet piling anchors in unconsolidated, soft cohesive soils
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8.4.10
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R 51
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Design of filter weepholes for sheet piling structures
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4.4
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R 52
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Effect of artesian water pressure under harbour bottom or river bed on active and passive earth pressure
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2.7
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R 53
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Relieving artesian pressure under harbour bottoms
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4.6
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R 55
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Selection of embedment depth for sheet piling
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8.2.8
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R 56
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Determining the embedment depth for sheet pile walls with full or partial fixity in the soil
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8.2.9
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R 57
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Steel sheet piling driven into bedrock or rock-like soils
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8.2.15
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R 58
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Mean groundwater level
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4.1
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R 59
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Walings of reinforced concrete for sheet piling with driven steel anchor piles
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8.4.3
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R 60
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Fenders at berths for large vessels
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6.14
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R 65
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Water pressure difference on sheet piling in front of embankments below elevated decks in tidal areas
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4.3
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R 66
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Design and loading of driven piles with grouted skin
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9.6
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R 67
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Quality requirements for steels and interlock dimension tolerances for steel sheet piles
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8.1.6
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R 68
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Embankments below quay superstructures behind closed sheet piling
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12.3
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R 69
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Design of resilient multi-pile and single-pile dolphins
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13.1
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R 70
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Provision of quick-release hooks at berths for large vessels
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6.10
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R 71
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Investigation of the degree of density of non-cohesive backfill for waterfront structures
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1.5
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R 72
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Design and construction of reinforced concrete waterfront structures
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10.2
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R 73
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Backfilling of waterfront structures
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7.4
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R 74
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Standard cross-sections of waterfront structures in inland harbours
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6.3
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R 76
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Design of reinforced concrete roadway slabs on piers
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10.4
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R 77
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Calculations for sheet piling structures with fixity in the ground and a single anchor
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8.2.2
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R 78
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Calculation of planar piled structures
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11.4
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R 79
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Box caissons as waterfront structures in seaports
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10.5
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R 80
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Dredging in front of quay walls in seaports
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7.1
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R 81
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Hydraulic filling of port areas for planned waterfront structures
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7.3
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R 83
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Scour and scour protection at waterfront structures
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7.6
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R 84
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Quay loads from cranes and other transhipment equipment
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5.14
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R 85
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Fixing crane rails to concrete
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6.17
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R 86
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Application and design of bored pile walls
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10.10
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R 87
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Pneumatic caissons as waterfront structures in seaports
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10.6
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R 88
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Determination of undrained shear strength cu in field tests
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1.4
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R 90
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Driving of steel sheet piles and steel piles at low temperatures
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8.1.15
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R 91
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Burning off the tops of driven steel sections for loadbearing welded connections
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8.1.19
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R 93
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Vertical drains to accelerate the consolidation of soft cohesive soils
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7.7
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R 94
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Top steel nosing for reinforced concrete walls and capping beams at waterfront structures
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8.4.6
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R 95
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Steel capping beams for waterfront structures
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8.4.4
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R 98
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Acceptance conditions for steel sheet piles and steel piles on site
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8.1.7
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R 99
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Design of welded joints in steel sheet piles and driven steel piles
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8.1.18
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R 100
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Cellular cofferdams as excavation enclosures and waterfront structures
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8.3.1
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R 101
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Double-wall cofferdams as excavation enclosures and waterfront structures
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8.3.2
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R 102
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Layout, design and loading of bollards in inland harbours
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5.13
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R 103
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Shear-resistant interlock connections for steel sheet piling (Jagged Walls)
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8.1.5
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R 104
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Driving of combined steel sheet piling
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8.1.12
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R 105
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Observations during the installation of steel sheet piles, tolerances
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8.1.13
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R 106
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Sheet piling waterfront on canals for inland vessels
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6.4
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R 107
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Embankments in seaports and tidal inland harbours
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12.2
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R 109
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Soil replacement procedure for waterfront structures
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7.9
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R 110
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Use of active earth pressure and water pressure difference, and construction advice for waterfront structures with soil replacement and fouled or disturbed dredge pit bottom
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2.8
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R 111
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Spring constant for the calculation and dimensioning of heavy-duty fenders and berthing dolphins
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13.2
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R 112
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Use of weldable fine-grained structural steels for resilient berthing and mooring dolphins in marine construction
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13.4
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R 113
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Assessment of groundwater flow
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4.7
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R 114
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Effect of percolating groundwater on water pressure difference, active and passive earth pressures
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2.9
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R 115
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Safety against failure by hydraulic heave
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3.2
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R 116
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Piping (foundation failure due to erosion)
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3.3
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R 117
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Watertightness of steel sheet piling
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8.1.20
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R 118
|
Driving corrugated steel sheet piles
|
8.1.11
|
|
R 119
|
Partially sloped waterfront construction in inland harbours with extreme water level fluctuations
|
6.5
|
|
R 120
|
Foundations to craneways on waterfront structures
|
6.16
|
|
R 121
|
Waterfront structures in regions subject to mining subsidence
|
8.1.21
|
|
R 122
|
Top edge of waterfront structures in seaports
|
6.2
|
|
R 123
|
Design and dimensioning of quay walls in block construction
|
10.7
|
|
R 124
|
Effects of earthquakes on the design and dimensioning of waterfront structures
|
2.13
|
|
R 125
|
Design and dimensioning of single-anchor sheet piling structures in earthquake zones
|
8.2.18
|
|
R 126
|
Design and dimensioning of large, solid waterfront structures (e.g. block construction, box or pneumatic caissons) in earthquake areas
|
10.9
|
|
R 127
|
Design and dimensioning of piled structures in earthquake zones
|
11.8
|
|
R 128
|
Impact forces and required energy absorption capacity of fenders and dolphins in seaports
|
13.3
|
|
R 129
|
Reinforced concrete capping beams for waterfront structures with steel sheet piling
|
8.4.5
|
|
R 130
|
Determination of active earth pressure in saturated, non- or partially consolidated, soft cohesive soils
|
2.6
|
|
R 132
|
Horizontal actions parallel to the quay in steel sheet pile walls
|
8.2.12
|
|
R 133
|
Auxiliary anchoring at the top of steel sheet piling structures
|
8.4.7
|
|
R 134
|
Calculation of sheet pile walls with double anchors
|
8.2.3
|
|
R 135
|
Wave pressure on vertical waterfront structures in coastal areas
|
5.7
|
|
R 136
|
Determining the “design wave” for maritime and port structures
|
5.6
|
|
R 137
|
Calculation and design of rubble mound moles and breakwaters
|
7.10
|
|
R 138
|
Dredging of underwater slopes
|
7.5
|
|
R 139
|
Dredging and hydraulic fill tolerances
|
7.2
|
|
R 140
|
Design of pile driving templates
|
8.1.17
|
|
R 144
|
Application and design of diaphragm walls
|
10.11
|
|
R 145
|
Hinged connection of driven steel anchor piles to steel sheet piling structures
|
8.4.14
|
|
R 146
|
Design and calculation of protruding quay wall corners
|
8.4.12
|
|
R 147
|
Construction and design of quay walls using the open caisson method
|
10.8
|
|
R 149
|
Noise protection, low-noise driving
|
8.1.14
|
|
R 150
|
Preparation of subsoil investigation reports, expert opinions and foundation recommendations for waterfront structures
|
1.3
|
|
R 151
|
High prestressing of anchors of high-strength steels for waterfront structures
|
8.4.13
|
|
R 152
|
Calculation of anchor walls fixed in the ground
|
8.2.13
|
|
R 153
|
Wind loads on moored ships and their influence on the design of mooring and fendering facilities
|
5.11
|
|
R 154
|
Assessment of the subsoil for the installation of sheet piles and piles and methods of installation
|
1.8
|
|
R 155
|
Operational damage to steel sheet piling
|
14.2
|
|
R 156
|
Application and construction of impermeable diaphragm walls and impermeable thin walls
|
10.12
|
|
R 157
|
Design and calculation of general piled structures
|
11.5
|
|
R 158
|
Design of waterfront areas in inland ports according to operational aspects
|
6.6
|
|
R 159
|
Wave pressure on pile structures
|
5.10
|
|
R 161
|
Sheet piling structures without anchors
|
8.2.1
|
|
R 162
|
Narrow partition moles in sheet piling
|
8.3.3
|
|
R 164
|
Measures for increasing the passive earth pressure in front of waterfront structures
|
2.11
|
|
R 165
|
Flood protection walls in seaports
|
4.9
|
|
R 166
|
Temporary stabilisation of waterfront structures by groundwater lowering
|
4.8
|
|
R 167
|
Repairing interlock damage on driven steel sheet piling
|
8.1.16
|
|
R 168
|
Subsidence of non-cohesive soils
|
7.8
|
|
R 169
|
Formwork in marine environments
|
10.3
|
|
R 170
|
Verification of overall stability of structures on elevated piled structures
|
3.4
|
|
R 171
|
Determination of the active earth pressure using the Culmann method
|
2.4
|
|
R 172
|
Determining the active earth pressure shielding on a wall below a relieving platform under average ground surcharges
|
11.2
|
|
R 173
|
Equipment for waterfront structures in seaports with supply and disposal facilities
|
6.13
|
|
R 174
|
Determining the amount of displacement required for the mobilisation of passive earth pressure in non-cohesive soils
|
2.10
|
|
R 175
|
Degree of density of hydraulically filled, non-cohesive soils
|
1.6
|
|
R 176
|
Armoured steel sheet piling
|
8.4.15
|
|
R 177
|
Impact and pressure of ice on waterfront structures, fenders and dolphins in coastal areas
|
5.15
|
|
R 178
|
Degree of density of dumped, non-cohesive soils
|
1.7
|
|
R 179
|
Consolidation of soft cohesive soils by preloading
|
7.13
|
|
R 181
|
Steel sheet piling waterfront structures under fire loads
|
14.3
|
|
R 183
|
Driving assistance for steel sheet piling by means of shock blasting
|
8.1.10
|
|
R 184
|
Threads for sheet piling anchors
|
8.4.8
|
|
R 185
|
Loads arising from surging and receding waves due to inflow or outflow of water
|
5.8
|
|
R 186
|
Effects of waves from ship movements
|
5.9
|
|
R 187
|
Lightweight backfilling to sheet piling structures
|
7.11
|
|
R 188
|
Soil compaction using heavy drop weights
|
7.12
|
|
R 189
|
Use of geotextile filters in slope and bottom protection
|
12.5
|
|
R 190
|
Passive earth pressure in front of sheet piles in soft cohesive soils, with rapid loading on the land side
|
2.12
|
|
R 191
|
Connection of expansion joint seal in a reinforced concrete bottom to loadbearing external steel sheet piling
|
6.18
|
|
R 192
|
Stiffening the tops of steel pipe driven piles
|
11.9
|
|
R 193
|
Monitoring and inspection of waterfront structures in seaports
|
15
|
|
R 194
|
Inventory before repairing concrete components in hydraulic engineering
|
10.13
|
|
R 195
|
Repair of concrete components in hydraulic engineering
|
10.14
|
|
R 196
|
Connecting steel sheet piling to a concrete structure
|
6.19
|
|
R 198
|
Determination of active earth pressure in a steep, paved embankment of a partially sloping bank construction
|
2.5
|
|
R 199
|
Taking account of inclined embankments in front of sheet piling and unfavourable groundwater flows in the passive earth pressure area of non-cohesive soil
|
8.2.5
|
|
R 200
|
Strengthening of waterfront structures to deepen harbour bottoms in seaports
|
6.8
|
|
R 201
|
Redesign of waterfront structures in inland harbours
|
6.9
|
|
R 202
|
Vibration of U- and Z-section steel sheet piles
|
8.1.22
|
|
R 203
|
Jetting when installing steel sheet piles
|
8.1.23
|
|
R 204
|
Installation of mineral bottom seals under water and their connection to waterfront structures
|
7.15
|
|
R 205
|
Impact and pressure of ice on waterfront structures, piers and dolphins in inland areas
|
5.16
|
|
R 206
|
Floating wharves in seaports
|
6.20
|
|
R 207
|
Construction and testing
|
9.7
|
|
R 208
|
Anchoring with piles of small diameter
|
9.8
|
|
R 209
|
Transmission of horizontal loads via pile bents, diaphragm walls, frames and large bored piles
|
9.10
|
|
R 210
|
Improving the bearing capacity of soft cohesive soils by using vertical elements
|
7.14
|
|
R 211
|
Slope protection
|
12.1
|
|
R 212
|
Pressing of U- and Z-section steel sheet piles
|
8.1.24
|
|
R 213
|
Loads on waterfront structures and dolphins from the reaction forces of fenders
|
5.17
|
|
R 214
|
Partial safety factors for actions and effects and resistances
|
8.2.0.1
|
|
R 215
|
Determining the design values for the bending moment
|
8.2.0.2
|
|
R 216
|
Partial safety factors for hydrostatic pressure
|
8.2.0.3
|
Recommendations
0 Structural calculations
0.1 General
Up until the 8th German edition (EAU 1990), the basis for the 6th English edition, the earth static calculations in the recommendations of the “Committee for Waterfront Structures”, which had been developed in over 50 years of work by the Committee, were based on reduced values of soil properties, known as “calculation values”, with the prefix “cal”. Results of calculations using these calculation values then had to fulfil the global safety criteria in accordance with R 96, section 1.13.2a, of EAU 1990. This safety concept distinguished between three different load cases (R 18, section 5.4), and proved its worth over the years. The introduction of EAU 1996 resulted in a changeover to the concept of partial safety factors. Since then, development of the Eurocodes has led to extensive changes to the DIN pre-standards, which have been taken into account in the 2004 edition of the EAU.
As part of the realisation of the Single European Market, the “Eurocodes” (EC) are currently being drawn up and will form harmonised directives for fundamental safety requirements for buildings and structures. These 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 provisions for earthquake resistance of structures DIN EN 1999, EC 9: Design of aluminium structures
Verification of structural safety must always be carried out according to these standards. EC 0 to EC 9, but in particular EC 7, are significant for proof of stability to EAU 2004. However, until the aforementioned Eurocodes are adopted, the following national DIN standards should be used in Germany. Some of these DIN standards have already been converted to the concept of partial safety factors on the basis of DIN 1055-100. These include the following standards:
| DIN 1054: |
Subsoil – Verification of the safety of earthworks and foundations |
| DIN 4017: |
Soil – Calculation of design bearing capacity of soil beneath shallow foundations |
| DIN 4019: |
Subsoil; settlement alculations for perpendicular central loading |
| DIN 4084: |
Subsoil – Calculation of embankment failure and overall stability of retaining structures |
| DIN 4085: |
Subsoil – Calculation of earth pressure |
The previous standards covering design and construction will be superseded by new Eurocodes under the heading of “Implementation of special geotechnical works”:
| DIN 4014: Bored piles |
DIN EN 1536: Bored piles |
| DIN 4128: Grouted piles |
|
| DIN 4125: Ground anchors |
DIN EN 1537: Ground anchors |
| DIN 4126: Stability analysis of diaphragm walls |
DIN EN 1538: Diaphragm walls |
|
DIN EN 12 063: Sheet-pile walls |
| DIN 4026: Driven piles |
DIN EN 12 699: Displacement piles |
| DIN 4093: Ground treatment by grouting |
DIN EN 12 715: Grouting |
|
DIN EN 12 716: Jet grouting |
From now on, EAU 2004 will make reference to the quantitative statements regarding methods of calculation with partial safety factors contained in these Eurocodes and the national standards, DIN 1054 in particular.
Wherever standards are cited in the recommendations, no mention is made of their respective status. However, Annex I.3 contains a list of the standards and their status as of October 2004.
0.2 Safety concept
0.2.1 General
The failure of a structure can occur as a result of exceeding the limit state of bearing capacity (LS 1, failure in the soil or structure) or the limit state of serviceability (LS 2, excessive deformation). Analyses of limit states (verification of safety) are carried out according to the provisions of DIN EN 1991-1 for actions or action effects and those of DIN EN 1992–1999 for actions or action effects and resistances. DIN EN 1990 has been incorporated into DIN 1055-100, DIN EN 1997-1 into DIN 1054. DIN EN 1997-1 permits three options for assessing the verification of safety. These are designated “methods of verification 1 to 3”.
DIN 1054 distinguishes between three cases for analysing limit state 1 (ultimate limit state of bearing capacity):
LS 1A: limit state of loss of support safety
LS 1B: limit state of failure of structures and components
LS 1C: limit state of loss of overall stability (after EC 7 method of verification 3)
In DIN 1054, method of verification 2 has been incorporated for earth static analyses of LS 1B, and method of verification 3 for analyses of LS 1C. Only one method is given for limit state LS 1A in DIN EN 1997-1; EAU 2004 makes use of this method of analysis. The partial safety factors associated with these three cases are reproduced in tables R 0-1 and R 0-2 for loading cases 1 to 3 of DIN 1054. In the analysis of limit states 1B and 1C to DIN 1054, adequate ductility of the complete system of subsoil plus structure is assumed (DIN 1054, 4.3.4).
0.2.2 Design situations for geotechnical structures
0.2.2.1 Combinations of actions
Combinations of actions (CA) are permutations of the actions to which a structure may be subjected simultaneously at the limit states according to cause, magnitude, direction and frequency. We distinguish between:
a) Standard combination CA 1:
Permanent actions and those variable actions occurring regularly during the functional lifetime of the structure.
b) Rare combination CA 2:
Seldom or one-off planned actions apart from the actions of the standard combination.
c) Exceptional combination CA 3:
An exceptional action that may occur at the same time and in addition to the actions of the standard combination, especially in the event of catastrophes or accidents.
0.2.2.2 Safety classes for resistances
Safety classes (SC) take into account the different safety requirements for resistances depending on the duration and frequency of the critical actions. We distinguish between:
- a) Conditions of safety class SC 1:
Conditions related to the functional lifetime of the structure.
- b) Conditions of safety class SC 2:
- Temporary conditions during the construction or repair of the structure and temporary conditions during building measures adjacent to the structure.
c) Conditions of safety class SC 3:
Conditions occurring just once or probably never during the functional life of the structure.
0.2.2.3 Loading cases
The loading cases (LC) for limit state LS 1 are derived from the combinations of actions in conjunction with the safety classes for the resistances. We distinguish between:
- Loading case LC 1:
- Standard combination CA 1 in conjunction with the conditions of safety class SC 1. Loading case LC 1 corresponds to the “permanent design situation” according to DIN 1055-100.
- Loading case LC 2:
- Rare combination CA 2 in conjunction with the conditions of safety class SC 1, or standard combination CA 1 in conjunction with the conditions of safety class SC 2. Loading case LC 2 corresponds to the “temporary design situation” according to DIN 1055-100.
- Loading case LC 3:
- Exceptional combination CA 3 in conjunction with the conditions of safety class SC 2, or rare combination CA 2 in conjunction with the conditions of safety class SC 3. Loading case LC 3 corresponds to the “exceptional design situation” according to DIN 1055-100. The loading case categories for waterfront structures are dealt with in R 18, section 5.4.
0.2.2.4 Partial safety factors
0.2.2.4.1 Partial safety factors for actions and action effects
0.2.2.4.2 Partial safety factors for resistances
0.2.3 Ultimate limit state LS 1: bearing capacity
The calculated verification of adequate stability is always carried out for the ultimate limit state of bearing capacity 1 (LS 1) with the help of design values (index d) for actions or action effects and resistances. The design values are derived from the characteristic values (index k) of the actions or action effects and resistances as follows:
- the characteristic actions or action effects are multiplied by partial
safety factors, e.g. Ead = Eak .γG (earth pressure component from permanent loads). - the characteristic resistances are divided by the partial safety factors,
e.g. Ep,d = Ep,k /γEp (earth resistance) in LS 1B or c'd = ck / yc (effective
cohesion) in LS 1C.
The characteristic value of a parameter is the value of a, normally scattered, physical variable, e.g. the friction angle φ' or the cohesion c or cu of a component resistance (e.g. the pull-out force of an anchor pile of the earth resistance force in front of the base of sheet piling), that is to be used in calculations. It is the cautious anticipated mean value lying on the safe side and is defined in DIN 1054.
The verification of safety is assessed according to the following fundamental equation:
Ed < Rd
Ed is the design value of the actions or action effects derived from the characteristic values of the actions or action effects, multiplied by the respective safety factors (e.g. foundation load).
Rd is the design value of the resistances derived as a function of the characteristic soil resistances, or from structural elements, divided by the associated partial safety factors according to the corresponding method of calculation (e.g. ground failure to DIN 4017).
The partial safety factors to be used are to be taken from tables R 0-1 and R 0-2 and from the corresponding building materials and components standards, provided no other partial safety factors are specified in the corresponding recommendations of EAU 2004.
0.2.3.1 Limit state LS 1A
Proceed as follows for analyses of stability for limit state LS 1A:
a) Firstly, calculate the design values of the actions from the characteristic actions. In doing so, distinguish between favourable and unfavourable actions. Resistances do not play a role determining the support safety (LS 1A).
b) Secondly, compare the design values of the favourable and unfavourable actions and verify that the respective limit state condition is complied with. For further information see DIN 1054.
0.2.3.2 Limit state LS 1B
The following procedure is useful for analysing stability for limit state LS 1B:
a)Firstly, apply the characteristic actions to the chosen structural system and hence determine the characteristic action effects (e.g. internal forces).
b)Secondly, convert the characteristic action effects with the partial safety factors for actions into design values for action effects, the characteristic resistances to design values for resistances.
c)Finally, compare the design values of the action effects with the design resistances and show that the limit state equation is complied with for the failure mechanism under investigation.
This method assumes that a linear–elastic calculation is generally possible. Refer to DIN 1054, section 4.3.2 (3) when calculating the stability of non-linear problems for LS 1B. According to this standard the action effects calculated from the most unfavourable combination of permanent and variable actions may be broken down into a component comprising permanent actions and a component comprising variable actions in each case owing to a sufficiently accurate criterion.
0.2.3.3 Limit state LS 1C
Proceed as follows for analyses of stability for limit state LS 1C:
a)Firstly, calculate the design values of the actions from the characteristic actions for the failure mechanism under investigation.
b)Secondly, convert the characteristic shear strengths and, if necessary, component resistances with the partial safety factors for resistances into design resistances.
c)Finally, show that the limit state equation is complied with using the design values for actions and resistances for the failure mechanism under investigation.
0.2.4 Limit state LS 2: serviceability
Deformation verification is to be provided for all structures whose function can be impaired or rendered useless through deformations. The deformations are calculated with the characteristic values of actions and soil reactions and must be less than the deformations permissible for perfect functioning of a component or the whole structure. Where applicable, the calculations should include the upper and lower limit values of the characteristic values.
In the case of deformation verification in particular, the progression of influences over time must be taken into account in order to allow for critical deformation states during various operating and construction stages.
0.2.5 Geotechnical categories
The minimum requirements in terms of scope and quality of geotechnical investigations, calculations and supervisory measures are described by three geotechnical categories in accordance with EC 7, these designating a low (category 1), normal (category 2) and high (category 3) geotechnical difficulty. These are reproduced in DIN 1054, section 4.2. Waterfront structures are to be allocated to category 2, or category 3 in the case of difficult subsoil conditions. A specialist geotechnical engineer should always be consulted.
0.2.6 Probabilistic analysis
ff
In the case of a large number of mechanisms to be investigated, it is useful to determine the critical mechanism for the failure of a design by means of a tree analysis [213, 214]. Here, the mechanisms not relevant to failure are systematically eliminated, but correlations between the mechanisms are taken into account [215].
0.3 Calculations for waterfront structures
Waterfront structures should always be designed as simply as possible in structural terms with clearly defined paths for transferring the loads and forces. The less uniform the soil, the greater the need for statically determinate designs in order to avoid, as far as possible, any additional stresses from unequal deformations, which cannot be properly taken into account. Accordingly, wherever possible, analyses of stability should be broken down into clear, straightforward steps.
Verifying the stability of a waterfront structure must include the following elements in particular:
- details of the use of the structure,
- drawings of the structure with all essential planned dimensions,
- a brief description of the structure including, in particular, all details that are not readily identifiable from the drawings,
- design value of the bottom depth,
- characteristic values of all actions,
- soil strata and associated characteristic soil parameters,
- critical water levels, referenced to marine chart datum or mean sea level or a local gauge zero, together with corresponding groundwater levels (out of reach of high water, out of reach of flooding),
- combinations of actions or load cases,
- partial safety factors necessary/used
- intended building materials and their strengths or resistance values,
- all data about building schedules and building execution with principal temporary states,
- description and justification of the intended verification procedures,
- information about literature used and other calculation aids.
The actual analyses of stability and serviceability must take into account that in foundation and hydraulic engineering, appropriate soil investigations, shearing parameters, load assumptions, the ascertaining of hydrodynamic influences and unconsolidated states, a favourable bearing system and a realistic computing model are more important than exaggeratedly accurate numerical calculations.
Furthermore, reference is made to the Additional Technical Contract Conditions ZTV-ING [216], ZTV-W (LB 215) for hydraulic structures of plain and reinforced concrete [118], and ZTV-W (LB 202) for technical processing [164].
