20110127 Eurocodes Egypt Work Frank EC7

8/3/2019 20110127 Eurocodes Egypt Work Frank EC7

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Organised with the support of the Egyptian Organization for Standardization and Quality

Harmonized European standards forconstruction in Egypt

Eurocode 7 ‘Geotechnical design’

Roger FrankProfessor, Ecole des Ponts ParisTech



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Harmonized European standards for construction in Egypt

1. Introduction

2. Contents of Eurocode 7 - Parts 1 & 23. Some aspects of Eurocode 7-1

Characteristic values

ULS Design Approaches

SLS – Serviceability limit states

4. Liaisons. Associated standards

Outline



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EN 1990EN 1990

EN 1991EN 1991

EN 1992EN 1992 EN 1993EN 1993 EN 1994EN 1994

EN 1995EN 1995 EN 1996EN 1996 EN 1999EN 1999

StructuralStructural safetysafety,,serviceabilityserviceability andand

durabilitydurability

Actions onActions on

structuresstructures

Design andDesign and

detailingdetailing

EN 1997EN 1997 EN 1998EN 1998 GeotechnicalGeotechnical

andand seismicseismic

designdesign

STRUCTURAL EUROCODES



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•• EN 1997EN 1997--1 (2004) :1 (2004) : GeneralGeneral rulesrules

•• EN 1997EN 1997--2 (2007) :2 (2007) : GroundGround investigationinvestigationandand testingtesting

Eurocode 7 – Geotechnical design



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2. Contents of Eurocode 7 –

Parts 1 & 2



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Contents of Part 1 (EN 1997-1)• Section 1 General

• Section 2 Basis of geotechnicaldesign

• Section 3 Geotechnical data

• Section 4 Supervision ofconstruction, monitoring andmaintenance

• Section 5 Fill, dewatering, groundimprovement and reinforcement



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• Section 6 Spread foundations

• Section 7 Pile foundations

• Section 8 Anchorages

• Section 9 Retaining structures

• Section 10 Hydraulic failure

• Section 11 Site stability

• Section 12 Embankments



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Informative annexes

Annexes D & E : Bearing capacity offoundations

R /A' = c ' ×××× N c ×××× b c ×××× s c ×××× i c +

q ' ×××× N q ×××× b q ×××× s q ×××× i q +

0,5 ×××× γ γγ γ ' ×××× B '×××× N γ γγ γ ×××× b γ γγ γ ×××× s γ γγ γ ×××× i γ γγ γ

R /A' = σ σσ σ v0 + k ×××× p* le

Annex CActiveearthpressure

Annexe C – Passive earthpressure

Annexe F : Settlement of foundations

s = p ×××× b ×××× f / E m



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Contents of Part 2 (EN 1997-2)• Section 1 General

• Section 2 Planning and reporting of ground investigations

• Section 3 Drilling, sampling and gwmeasurements

• Section 4 Field tests in soils androcks

• Section 5 Laboratory tests on soilsand rocks

• Section 6 Ground investigation report

> Also a number of Informative annexesInformative annexes



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Clauses on :

CPT(U), PMT, FDT, SPT, DP, WST, FVT, DMT, PLT

Objectives, specific requirements, evaluation of testresults, use of test results and derived values

Annexes with examples on use of results and derivedvalues for geotechnical design

EN 1997- 2Field tests in soils and rocks (Section 4)



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preparation of soil specimens for testing

preparation of rock specimens for testing

tests for classification, identification and description of soils chemical testing of soils and groundwater

strength index testing of soils

strength testing of soils

compressibility and deformation testing of soils

compaction testing of soils

permeability testing of soils

tests for classification of rocks swelling testing of rock material

strength testing of rock material

EN 1997- 2Lab. tests on soils and rocks (Section 5)



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Results of test standards (EN 1997-2 Annex A)

Test resultsField test

Soils: w ; ρ ; ρs ; grain size distribution curve ; wP , wL ; emax , emin , ID ; COM ; CCaCO3 ; CSO42-, CSO3

2- ; Ccl ; pH ;compressibility, consolidation, creep curves, Eoed, σ’p or Cs, Cc, σ’p, Cα ; cu (lab vane) ; cu (fall cone) ; qu ; cu (UU) ;σ-ε and u curves, σ−paths, Mohr circles ; c’, ϕ’ or cu, cu=f(σ’c), E’ or Eu ; σ-u curve, τ-σ diagram, c’, ϕ’, residualparameters ; ICBR ; k (direct lab, field or oedometer)

Rocks: w ; ρ and n ; swelling results ; σc, E and ν ; Is50 ; σ-u curve, Mohr diagram, c’, ϕ’, res par ; σT ; σ-ε curve,σ−paths, Mohr circles ; c’, ϕ’, E and ν

Laboratory tests

P0 , p1 , EDMT , IDMT , KDMT (DMT)Flta dilatometer test

puPlate loading test

continuous record of penetration depth or NbWeight sounding test (WST)

cfv , crv , torque-rotation curveField vane test (FVT)

EFDT, deformation curveFlexible dilatometer (FDT)EM ,,pf , plM (MPM); expansion curve (all)Pressuremeters (PMT)

N , Er (SPT), soil descriptionSPT

N10 (DPL, DPM, DPH); N10 or N20 (DPSH)Dynamic probing

qc , fs , Rf (CPT) / qt , fs , u (CPTU)CPT/CPTU



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Type of test

F= field L= laboratory

Correlations

Test results andderived values

1 2 3 4

F 1 F 2 L 1 L 2

C1 C2

Cautious selection

Geotechnical model and characteristicvalue of geotechnical properties

Design values of geotechnicalproperties

Application of

partial factors

Information

from other

sources on

the site, the

soils and

rocks and

the projectEN 1997 -1

EN 1997 -2

Geotechnical properties



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3. Some aspects of Eurocode 7-1

CharacteristicCharacteristic valuesvalues

and design valuesand design values

ULS DesignULS Design ApproachesApproaches

SLS andSLS and deformationsdeformations of structuresof structures



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Characteristic valueof geotechnical parameters

P Thecharacteristic valuecharacteristic valuecharacteristic valuecharacteristic valuecharacteristic valuecharacteristic valuecharacteristic valuecharacteristic value

of a geotechnical parameter shallbe selected as a cautious estimate of the value affectingthe occurrence of the limit state.

If statistical methods are used, the characteristic valueshould be derived such that the calculated probability of aworse value governing the occurrence of the limit stateunder consideration is not greater than 5%.



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Design value of a parameter : Xd = Xk / γ M

Design values of actions andDesign values of actions and resistancesresistances

fulfilling for STR/GEO ULS : Ed ≤ Rd

Ed = E {γ F.Fk } and Rd = R { Xk / γ M }

(= “at the source”)or Ed = γ E.E { Fk } and Rd = R { Xk } / γ R

Design values of geotechnical parameters



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Ultimate limit statesUltimate limit states – – EurocodeEurocode 77--11EQU : loss of equilibrium of the structure

STR : internal failure or excessive deformationof the structure or structural elements

GEO : failure or excessive deformation of theground

UPL : loss of equilibrium due to uplift by water pressure (buoyancy) or other vertical actions

HYD : hydraulic heave, internal erosion and

piping caused by hydraulic gradients



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EN1990EN1990 -- UltimateUltimate limitlimit statesstates

EQU and STR/GEOEQU and STR/GEO

J.A CalgaroEEdd<< RRdd



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STR/GEO : ULS - persistent and transient situations

1,500

1,351,00

Set A1

γ Qγ Q

γ Gγ G

Symbol

VariableUnfavourableFavourable

PermanentUnfavourableFavourable

Action (γ F)

1,300

1,001,00

Set A2

1,251,00γ c’Effective cohesion

1,00

1,00

1,00

1,00

Set M1

1,25γ ϕ’Angle of shearing resistance

1,40γ cuUndrained shear strength

γ γ

γ qu

Symbol

1,00Weight density

1,40Unconfined strength

Set M2Soil parameter (γ M )

A2 “+” M2 “+” R1

Or A2 “+” M1 or M2“+” R4

A1 “+” M1 “+” R1&1

A1 “+” M1 “+” R22

A1 or A2 “+” M2 “+” R3

Combinations

3

Appro-aches

1,1

1,4

Set R2

1,001,00γ RhSliding

1,00

Set R1

1,00γ RvBearing capacity

Symbol Set R3Resistance (γ R )

γ R for Spreadfoundations

EEdd<< RRdd



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Ultimate limit states (UPL)

Anchorage

W

T

Anchored structure

W

u

Former ground surface

Sand

Clay

Gravel

Clay

Sand

Clay

Gravel

b

bottom of an excavation

Sand

SandSand

Injected sand

u

Watertightsurface

slab below water level

W T T

u

Watertightsurface

b buried hollow structure

u

σ v

Watertight surface lightweight

embankment during flood

Gdst;d + Qdst;d ≤≤≤≤ Gstb;d + RdExamples of situations where

uplift might be critical



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Ultimate limit states (HYD)

Sand

WaterHeave dueto

seepageof water

Permeablesubsoil

piezometric level inthe permeable

subsoil

lowpermeabilitysoil

Piping

udst;d ≤≤≤≤ σσσσstb;d

∆∆∆∆udst;d ≤≤≤≤ σσσσ´stb;d

Example of situation where heave or piping might be critical



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Accidental situations

Actions : all values ofActions : all values of γ γ FF (and(and γ γ MM) = 1.0) = 1.0

Resistances :Resistances :

all values ofall values of γ γ RR (and(and γ γ MM)) dependdepend

on theon the particularparticular accidentaccident

SeismicSeismic situations :situations : see Eurocode 8-5



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UltimateUltimate limitlimit states ofstates of staticstatic equilibriumequilibrium (EQU)(EQU) ::EEd,dstd,dst ≤≤ EEd,stbd,stb

UltimateUltimate limitlimit states ofstates of resistanceresistance (STR/GEO)(STR/GEO) ::EEdd ≤≤ RRdd

UltimateUltimate limitlimit state ofstate of upliftuplift (UPL)(UPL) ::GGdst;ddst;d ++ QQdst;ddst;d ≤≤ GGstb;dstb;d + R+ Rdd

UltimateUltimate limitlimit state ofstate of hydraulichydraulic failurefailure (HYD)(HYD) ::uudst;ddst;d ≤≤ σσstb;dstb;d oror SSdst;ddst;d ≤≤ GG´́stb;dstb;d

VerificationsVerifications of ULSof ULS



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EN1990EN1990 -- ServiceabilityServiceability limitlimit statesstates

SLSSLSVerificationsVerifications ::

C C dd == limiting design value of the relevantlimiting design value of the relevant

serviceability criterionserviceability criterion

E E dd == design value of the effects of actionsdesign value of the effects of actions

specified in the serviceability criterion, determinedspecified in the serviceability criterion, determined

on the basis of the relevant combinationon the basis of the relevant combination

allall γ γ FF andand γ γ MM = 1.0= 1.0

EEdd ≤≤ CCdd



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• settlement s , differential

settlement δ s , rotation θ and angular strain α

• relative deflection ∆ and

deflection ratio ∆/L

• ω and relative rotation

(angular distortion) β

(after Burland and Wroth,

1975)

s max

δ δδ δ s

m a x

MovementsMovements andand deformationsdeformations of structuresof structures



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Foundations of buildings (Eurocode 7, 1994)* Serviceability limit states (SLS) : βmax ≈ 1/500* Ultimate limit states (ULS) : βmax ≈ 1/150• smax ≈ 50 mm δsmax ≈ 20 mm

Foundations of bridgesMoulton (1986) for 314 bridges in the US and Canada :

* βmax≈

1/250 (continuous deck bridges)and βmax ≈ 1/200 (simply supported spans)* sHmax ≈ 40 mm

In France, in practice :

ULS : βmax ≈ 1/250SLS : βmax ≈ 1/1000 à 1/500



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4. Liaisons. Associated standards• EN 1990: Eurocode : Basis of structuraldesign

• EC 8 - 5 : Earthquake resistance design:foundations, retaining structures

and geotechnical aspects

• TC 288 : Execution of geotechnical works

• TC 341 : Geotechnical investigation andtesting

• ISO/TC 182 Geotechnics :

SC1 Soil and rock classificationSC3 Foundations, retaining structures &

earthworks



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Published standardsEN 1536 : Bored piles (1999), 79 p

EN 1538 : Diaphragm walls (2000), 46 p

EN 1537 : Ground anchors (2000), 56 p

EN 12063 : Sheet piling (1999), 76 pEN 12699 : Displacement piles (2001), 45 p

EN 12715 : Grouting (2000), 49 p

EN 12716 : Jet-grouting (2001), 36 p

EN 14199 : Micropiling (2005), 45 p

EN 14475 : Reinforcement of fills (2007), 49

EN 14490 : Soil Nailing (2010)

EN 14679 : Deep mixing (2005), 49 p

EN 14731 : Deep vibration (2006), 22 p

EN 15237 : Deep vertical drainage(2007), 52 p

Execution of geotechnical works – TC 288(October 2010)



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Standards (4) – Short title (date of publication)EN ISO 14688-1 : Identification of soils (2002-08)

EN ISO 14688-2 : Classification of soils (2004-07)

EN ISO 14689-1 : Identification of rock (2003-12)

EN ISO 22475-1 : Sampling - principles (2006-9)Technical specifications (12) TS 22475-2 : Sampling - qualification criteria (2006-9)TS 22475-3 : Sampling – conformity assessment (2007-12)

TS 17892-1 to 12 (2004-11) to be replaced by ENs:

Water content, Density of fine grained soils,

Density of solid particles, Particle size distribution,Oedometer test, Fall cone test,

Unconfined compression test,

Unconsolidated triaxial test,

Consolidated triaxial test,

Direct shear test,Permeability test,

Atterberg Limits

Investigation and laboratory testingPublished documents as of April 2010 (TC 341)



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Published standards (4) – Short title (date of publication)

EN ISO 22476-2 : Dynamic probing (2005-01)

EN ISO 22476-3 : Standard penetration test (2005-01)

Published technical specifications (2) TS 22476-10 : Weight sounding test (2005-05)

TS 22476-11 : Flat dilatometer test (2005-05)

DP

DMTWSTSPT

Field (in situ) testingPublished documents as of 1st April 2010 (TC 341)



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Conclusions

- a tool to help European geotechnical engineers speakthe same language

- a necessary tool for the dialogue between geotechnical

engineers and structural engineers

EurocodeEurocode 77 helps promoting research

- it stimulates questions on present geotechnicalpractice from ground investigation to design models

EurocodeEurocode 77 isis ::



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and to really conclude :

• It should be considered that knowledge of the groundconditions depends on the extent and quality of thegeotechnical investigations. Such knowledge and thecontrol of workmanship are usually more significant to

fulfilling the fundamental requirements than isprecision in the calculation models and partial factors.



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Thank you for your attention !



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Contact Us

www.bsigroup.comLinks:

[email protected]:

Roger FrankName of Speaker:

ProfessorTitle:Ecole des Ponts ParisTechOrganisation:

www.bsigroup.comLinks:

[email protected]:

Keith MoyesProject Team Leader:

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20110127 Eurocodes Egypt Work Frank EC7

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