Erratum. Chapter 4 - Earth and water pressure 26. Chapter Area loads. q a. c+d ϕ'/2. Piling Handbook, 9th edition (2016)

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1 Chapter 4 - Earth and water pressure 26 Chapter Area loads z x q ϕ' a c+d 45 + ϕ'/2 Fig Force distribution area lords.

2 Chapter 5 - Design of steel sheetpile structures 22 Chapter Surcharge loads Surcharge loads Assessment of the relevant surcharge loading to be taken by the wall must consider the influence of nearby buildings, stockpiles, plant movements, etc. Particular attention should be given to repeated loading, e.g. from crane tracks behind quay walls, where the earth pressures induced against the wall may increase with each application of load. It is common in the UK to design embedded retaining walls to withstand a minimum surcharge acting behind the wall. For example, a blanket surcharge of 10 kpa has traditionally been applied to walls retaining less than 3 m of soil [xii and xiii]. Highway structures have traditionally been designed for a blanket surcharge of kpa, representing HA through to the heaviest HB loading [xiv]; and railways for a blanket surcharge of kpa [xv]. However, Eurocode 7 - Part 1 [v] does not require a minimum surcharge to be assumed in design. Therefore earth pressures should be calculated in accordance with the methods described in Chapter 4 and surcharges applied where relevant with the appropriate partial factor for the action. Chapter describes the methods to calculate various types of surcharge configurations.

3 Chapter 6 - Axially loaded steel piles 8 Chapter Design limit states Parameter Actions Material properties 1) Resistance 2) Partial factor Combination 1 2 Permanent Unfavourable g G Favourable g G,fav Variable Unfavourable g Q Favourable g Q,fav 0 0 Effective shearing resistance g j Effective cohesion g c Undrained shear strength g cu Unconfined compressive strength g qu Weight density g g Base resistance g b Shaft resistance in compression g s Total resistance g t Shaft resistance in tension g s,t Table 6.1. Partial factors for design of pile foundations for ultimate limit state GEO in persistent and transient design situations. 1) In combination 2, set M1 is used for calculating resistances of piles or anchors and set M2 for calculating unfavourable actions on piles owing e.g. to negative skin friction or transverse loading. 2) Without explicit verification of SLS, the larger resistance factors apply (column w/o); with explicit verification, the smaller values apply (column w). M1 w/o M2 w

4 Chapter 7 - Design of anchorages and tieback systems 27 Chapter Effects of actions - Chapter Resistance Effects of actions Resistance Active thrust from ground self-weight will be treated as a favourable action, according to the single-source principle, to match passive thrust. Active thrust on anchor restraint: D Pa,d = Kah γg,fav σv,k + ( Q qqk D 2 γ kn = m Design force to be provided to wall: F d = 125 kn/m. Total horizontal thrust: H Ed = F d + P a,d = kn/m. Partial factor for Design Approach 1, Combination 2 from Set R1: g R,e = 1.00 Passive earth resistance coefficient: K ph = Passive thrust will be treated as a favourable action, according to the singlesource principle. Passive thrust on anchor restraint: P p, d D γ G, fav σv, k 2 kn = K ph = γ m Re Total horizontal resistance: H Rd = P p,d = kn/m )

5 Chapter 12 - Worked example 12 Chapter Earth pressure diagram GWL m Active pressure diagrams 2.40 m 3.70 m Made ground Low strength clay γ sat,d = 19.1 kn/m φ 3 peak,d = 24.8 γ w,d = 9.81 kn/m m γ sat,d = 17.2 kn/m 3 c d = 0.0 kn/m 2 φ peak,d = m m -7.2 m 4.90 m Sand & gravel Medium strength clay γ sat,d = 20.6 kn/m 3 c d = 0.0 kn/m 2 φ peak,d = m γ sat,d = 18.6kN/m 3 c d = 1.6kN/m 2 φ peak,d = m Soil Water Total m Typical section Fig Example of 2 dimensional sketch of active pressure components.