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Chapter 2 Sheet pile walls 2.1 Sections and interlocks Fig. 2.1 shows a steel sheet pile wall made from LARSSEN U-sections and a wall made from Z-sections with off-centre interlocks. Figure 2.1: Steel sheet pile walls made from U-sections (left) and Z-sections (right) plus details of their interlocks Straight-web sections (Fig. 2.2) have a high interlock strength for accommodating tensile forces. Applications include, for example, cellular cofferdams. Figure 2.2: Steel sheet pile wall made from straight-web sections plus detail of interlock The interlocks of a sheet pile join together the individual piles to form a complete wall. As the interlocks of U-sections lie on the neutral axis and hence coincide with the maximum shear stresses, the full moment of resistance may only be used in the case of welded or crimped interlocks. When using welded/crimped interlocks, the maximum permissible bending moment is two to three times that of a single sheet pile. 5
6 CHAPTER 2. SHEET PILE WALLS The driving work calls for a certain amount of play in the interlocks and so these joints between the sheet piles are not watertight. Owing to their convoluted form, however, water seeping through the joint does have to negotiate a relatively long path. Ultra-fine particles in the soil accumulate in the interlocks over time, which results in a “self-sealing” effect, which is augmented by corrosion. According to EAU 2004 section 8.1.20.3 (R 117), in walls standing in water this natural sealing process can be assisted by installing environmentally compatible synthetic seals. If a sheet pile wall is required to be especially watertight, the interlocks can be filled with a permanently plastic compound or fitted with a preformed polyurethane interlock seal. The materials used exhibit high ageing and weathering resistance plus good resistance to water, seawater and, if necessary, acids and alkalis. Polyurethane interlock seals are factoryfitted to the interlocks of multiple piles and the joints threaded on site are sealed with further preformed polyurethane seals. Interlocks can be sealed with bituminous materials to achieve a watertight joint. Such materials can be applied in the works or on site. The watertightness is achieved according to the displacement principle: excess sealant is forced out of the interlock when threading the next pile. Driving the sheet piles with an impact hammer places less load on the seals because the movement takes place in one direction only. The load on polyurethane seals in piles driven by vibration is greater because of the friction and the associated temperature rise. The permeability of a sheet pile wall joint can be estimated using DIN EN 12063 appendix E. Welding the interlocks achieves a completely watertight sheet pile wall. In the case of multiple piles, the interlocks are factory-welded, which means that only the remaining interlocks between groups of sheet piles have to be welded on site. Such joints must be cleaned and dried before welding. Sheet pile walls can also be sealed by hammering in wooden wedges, which then swell when in water. Rubber or plastic cords together with a caulking compound with swelling and setting properties can also be used. When a sheet pile no longer interlocks properly with its neighbour, this is known as declutching. Interlock damage cannot be ruled out completely even with careful driving. EAU 2004 section 8.1.13.2 (R 105) recommends checking for declutching to increase the reliability of sheet pile walls. Visual inspections can be carried out for the part of the sheet pile wall still visible after driving, but signal transmitters must be used for those parts of the wall that are buried or below the waterline, and especially in those cases where a high watertightness is critical, e.g. enclosures to landfill or contaminated land. Fig. 2.3 shows various combination sheet steel pile walls made from single or double PSp pile sections with intermediate panels. In such structures the sheet pile walls transfer the loads due to earth and water pressure to the piles, and this enables heavily loaded retaining walls, e.g. quay walls, to be built.
Page 2: Sheet Piling Handbook Design I
Page 5 and 6: IV All the details contained in thi
Page 8 and 9: Contents 1 Introduction 1 2 Sheet p
Page 10 and 11: CONTENTS IX 5.7.7 Three-dimensional
Page 12 and 13: Nomenclature Greek symbols α Reduc
Page 14 and 15: NOMENCLATURE XIII σ ′ z Effectiv
Page 16 and 17: NOMENCLATURE XV g Acceleration due
Page 18 and 19: NOMENCLATURE XVII Indices 0 steady-
Page 20 and 21: Chapter 1 Introduction The history
Page 22 and 23: incomplete insight into the current
Page 26 and 27: 2.1. SECTIONS AND INTERLOCKS 7 PZi
Page 28 and 29: 2.2. PROPERTIES OF STEEL 9 Table 2.
Page 30 and 31: 2.2. PROPERTIES OF STEEL 11 The rea
Page 32 and 33: 2.3. DRIVING SHEET PILE WALLS 13 co
Page 34 and 35: 2.3. DRIVING SHEET PILE WALLS 15 Fi
Page 36 and 37: 2.3. DRIVING SHEET PILE WALLS 17 Ba
Page 38 and 39: 2.3. DRIVING SHEET PILE WALLS 19 Ta
Page 40 and 41: 2.3. DRIVING SHEET PILE WALLS 21 Fi
Page 42 and 43: Chapter 3 Subsoil In order to guara
Page 44 and 45: 3.1. FIELD TESTS 25 ν =15.2lg qc +
Page 46 and 47: 3.2. LABORATORY TESTS 27 3.2 Labora
Page 48 and 49: 3.2. LABORATORY TESTS 29 3.2.4 Unco
Page 50 and 51: 3.2. LABORATORY TESTS 31 Figure 3.4
Page 52 and 53: 3.3. SOIL PARAMETERS 33 • Unconso
Page 54 and 55: Table 3.5: Characteristic values of
Page 56 and 57: Nr. 1 2 3 4 5 6 7 8 9 10 18 Inorgan
Page 58 and 59: Chapter 4 Groundwater If a sheet pi
Page 60 and 61: 4.2. EXCESS HYDROSTATIC PRESSURE 41
Page 62 and 63: 4.3. TAKING ACCOUNT OF GROUNDWATER
Page 68 and 69: 4.4. HYDRAULIC GROUND FAILURE 49 Δ
Page 70 and 71: 4.4. HYDRAULIC GROUND FAILURE 51 Δ
Page 72 and 73: Chapter 5 Earth pressure 5.1 Genera
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5.2. LIMIT AND INTERMEDIATE VALUES
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5.3. EARTH PRESSURE DISTRIBUTION 61
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5.4. CALCULATING THE EARTH PRESSURE
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5.6. EARTH PRESSURE DUE TO UNCONFIN
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5.7. CONSIDERING SPECIAL BOUNDARY C
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5.8. EARTH PRESSURE REDISTRIBUTION
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5.9. EXAMPLES OF EARTH PRESSURE CAL
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5.9. EXAMPLES OF EARTH PRESSURE CAL
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Chapter 6 Design of sheet pile wall
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6.2. SAFETY CONCEPT 85 • Safety c
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6.3. ACTIONS AND ACTION EFFECTS 87
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6.5. STRUCTURAL SYSTEMS 89 Merely t
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6.5. STRUCTURAL SYSTEMS 91 the wall
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6.5. STRUCTURAL SYSTEMS 93 Figure 6
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6.6. STRUCTURAL CALCULATIONS 95 Fig
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6.6. STRUCTURAL CALCULATIONS 97 Fig
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6.6. STRUCTURAL CALCULATIONS 99 If
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6.6. STRUCTURAL CALCULATIONS 101 Th
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6.6. STRUCTURAL CALCULATIONS 103 Ex
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6.6. STRUCTURAL CALCULATIONS 105 Kr
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6.6. STRUCTURAL CALCULATIONS 107 Ca
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6.6. STRUCTURAL CALCULATIONS 109 Th
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6.6. STRUCTURAL CALCULATIONS 111 Fi
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6.6. STRUCTURAL CALCULATIONS 113 Ex
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6.6. STRUCTURAL CALCULATIONS 115 6.
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6.6. STRUCTURAL CALCULATIONS 117 Ca
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6.7. ANALYSES FOR THE ULTIMATE LIMI
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6.9. OVERALL STABILITY 129 DIN 1054
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6.9. OVERALL STABILITY 131 Example
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Chapter 7 Ground anchors 7.1 Types
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7.1. TYPES OF GROUND ANCHORS 135 eq
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7.3. DESIGN 137 • Design against
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7.3. DESIGN 139 Example 7.1 Design
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7.3. DESIGN 141 Example 7.3 Pull-ou
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7.3. DESIGN 143 7.3.5 Verification
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7.3. DESIGN 145 If Qk is not determ
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7.3. DESIGN 147 4. Weight of body o
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7.3. DESIGN 149 4. Weight of body o
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7.5. CONSTRUCTION DETAILS 151 Figur
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7.5. CONSTRUCTION DETAILS 153 Figur
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Chapter 8 Using FEM for the design
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8.2. RECOMMENDATIONS REGARDING THE
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8.3. EXAMPLE OF APPLICATION 159 -9.
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8.3. EXAMPLE OF APPLICATION 161 41
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8.3. EXAMPLE OF APPLICATION 163 A s
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8.3. EXAMPLE OF APPLICATION 165 Fig
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8.3. EXAMPLE OF APPLICATION 167 . .
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Chapter 9 Dolphins 9.1 General Dolp
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9.3. DETERMINING THE PASSIVE EARTH
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9.4. SPRING CONSTANTS 173 c = F f (
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Chapter 10 Choosing pile sections T
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Bibliography [1] Bathe, K.-J.: Fini
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BIBLIOGRAPHY 179 [32] Recommendatio
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Appendix A Section tables for preli
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HOESCH sections, UNION straight-web
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PEINE P locking bar ▲ ▲ y ▲
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Selection from the complete range C
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Appendix B Round steel tie rods 189
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Round steel tie rods to EAU 2004 Ti
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INDEX 193 loadbearing effect of ten
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