Eurocode 7 SeminarBelfast, 11 April 2013
DavidPreeceBachy SoletancheBachySoletanche
EmbeddedwalldesigntoEC7
Tel: 01704895686Mob: 07715484208E: [email protected]
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Eurocode 7 SeminarBelfast, 11 April 2013
Introduction
Setthescene StepsinvolvedtodesignanembeddedwalltoEC7&highlight
differences and similarities with other advice (C580, BS 8002)differencesandsimilaritieswithotheradvice(C580,BS8002)
ProvideanexampleofacantileverwallandcompareresultsofC580designandEC7design
Execution codes Executioncodes
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Eurocode 7 SeminarBelfast, 11 April 2013
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Nicoll Highway collapse in Singapore, April 2004. 4 workers killed
Eurocode 7 SeminarBelfast, 11 April 2013
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Eurocode 7 SeminarBelfast, 11 April 2013
BelfastSewers2007
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Eurocode 7 SeminarBelfast, 11 April 2013
Fermoy
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Eurocode 7 SeminarBelfast, 11 April 2013
TheCubeBirmingham
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Eurocode 7 SeminarBelfast, 11 April 2013
D t i ll ti t
Embeddedwalldesignsteps Determinewallsectiongeometry Plotgroundconditionsandreviewadequacyofgroundinvestigation Determinecharacteristicvaluesofgeotechnicalparameters
D t i d t diti th ti Determinegroundwaterconditions,otheractions Determinewalltypeandinitialwallsizing SetupcalculationsforULS
C S bi i 2 CarryoutULScombination2 CarryoutULScombination1
SetupcalculationsforSLSandruncalcD t i d i f t b d f th t t l il d i Determinedesignforcestobeusedforthestructuralpiledesign
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Eurocode 7 SeminarBelfast, 11 April 2013
Determinewallsectiongeometrygeometry Retainedlevels horizontal/sloping? Adjacentbuildings,existingbasements Excavation levelsExcavationlevels Permanentbasementlevels Temporaryproplevels,proptypes,temporarybermsdimensions Allowanceforunplannedoverdig
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Eurocode 7 SeminarBelfast, 11 April 2013
9.3.2.2Groundsurfaces hgeometrycontd
(1)Ptakeaccountofthevariationintheactualfieldvalues;
(2)inULSleveloftheresistingsoilshouldbeloweredbelow the normally expected level by an amount
a
belowthenormallyexpectedlevelbyanamounta. a subjecttositecontrol; Withanormaldegreeofcontrol:
Cantilever: a =10%ofwallheightaboveexcavationlevelCa t e e : a 0% o a e g t abo e e ca at o e ewithalimitof0.5m;
Propped: a =10%ofdistancebetweenlowestsupportandexcavationlevelwithalimitof0.5m
(3) = 0 may be used when surface level specified to beh
a(3) a 0maybeusedwhensurfacelevelspecifiedtobecontrolledreliably.
(4)Largervaluesof a shouldbeusedwheresurfacelevelisparticularlyuncertain.
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Eurocode 7 SeminarBelfast, 11 April 2013
Plotgroundinvestigation&reviewadequacy EN 1997 2 2007 (E) Anne B EN19972:2007(E)AnnexB B.3(1):
Forhighrise&industrialstructuresagridpatternat15mto40mg g p Forlinearstructuresaspacingof20mto200m Forspecialstructures(e.g.bridges)twotosixinvestigationpoints
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Eurocode 7 SeminarBelfast, 11 April 2013
B.3(12)forcutoffwallsza > 2.0mbelowgroundinvestigationcontd
asurfaceimpermeabletowater
B.3(13)forpilesza > 1.0bg &> 5.0m&> 3DF Other requirements B 3 (5) for high rise (6) OtherrequirementsB.3(5)forhighrise,(6)
forraftfoundations,(10)forexcavations,etc...
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Eurocode 7 SeminarBelfast, 11 April 2013
Determinecharacteristicvaluesofgeotechnicalparametersp
1.5pagesoftext2.4.5.2(2)Pacautiousestimateofthevalueaffectingtheoccurrenceofthelimitstate.gComparewithdefinitioninCIRIAC580Moderatelyconservative isacautiousestimateofthevaluerelevanttotheoccurrenceofthelimitstateC580onModcon:equivalenttorepresentativevalues inBS8002(1994)&characteristicvalues
d f d h h ld b f dasdefinedinEC7.Thisshouldnotbeconfusedwiththecharacteristicvalue(5percentfractile)adoptedinstructuralengineeringformaterialproperties Fig 5 15 CIRIA C580
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properties. Fig 5.15 CIRIA C580
Eurocode 7 SeminarBelfast, 11 April 2013
characteristicgeotechnicalparameters contd Graph of Level .vs. All Shear Strength Data in Clay Soils
2.4.5.2(3)PThegreatervarianceofccomparedtothatoftanshallbeconsidered
parameterscontd5
Triaxials tests
SPT 'N' x f1
U100 blow s x F
Design line
Design line
considered 2.4.5.2(11)Ifstatisticalmethodsareused,thecharacteristicvalueshouldbederivedsuch that the calculated probability of a
-5
0
L
e
v
e
l
(
m
O
D
/
m
A
O
D
/
m
R
L
)
suchthatthecalculatedprobabilityofaworsevaluegoverningtheoccurrenceofthelimitstateunderconsiderationisnotgreaterthan5%.
-15
-10
NOTEInthisrespect,
characteristic values = moderately conservative = representative values
-200 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300
Undrained Shear Strength, Cu (KPa)
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characteristicvalues moderatelyconservative representativevalues
Eurocode 7 SeminarBelfast, 11 April 2013
9.5.1General (4) mobilised wall friction and adhesion should be considered as a
Wallfrictiond (4)mobilisedwallfrictionandadhesionshouldbeconsideredasa
functionof: thestrengthparametersoftheground; thefrictionpropertiesofthewallgroundinterface;
d
d thedirection&amountofmovementofthewallrelativetotheground; theabilityofthewalltosupportanyverticalforcesresultingfromwall
frictionandadhesion. (5) The amount of shear stress which can be mobilised at the wall ground (5)Theamountofshearstress,whichcanbemobilisedatthewallground
interfaceshouldbedeterminedbythewallgroundinterfaceparameter. (6)Aconcretewallorsteelsheetpilewallsupportingsandorgravelmaybe
assumedtohaveadesignwallgroundinterfaceparameterd =k. cv;d; kshouldnotexceed2/3forprecastconcreteorsteelsheetpiling.
(7)Forconcretecastagainstsoil,avalueofk=1.0maybeassumed.
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Eurocode 7 SeminarBelfast, 11 April 2013
k Wallfriction
Acting UP on
Soil movement
Downward movement of soil relative to wall:
v Kp & Kad =k.cv;d densesand
Acting DOWN on the Upward movement of
UP on the soil
v p a
Loose sand
on the soil
Soil movement
Upward movement of soil relative to wall:
v Kp & Ka
x
Loosesand
+ up
cv;kProp
Common situation wall friction beneficial on both sides:
+up
down
l hSoil movement
Wall movement
Soil movement
Forces on the soil
16CIRIA C580
volumechangecurve Forces on the soil
Eurocode 7 SeminarBelfast, 11 April 2013
9.3.2.3WaterlevelsGroundwateranddrainage
Most unfavourable during (1)Pbasedonhydraulicandhydrogeologicalconditionsatthesite
(3)Pconsideradversewaterpressureduetoperched or artesian water tables
Most unfavourable during lifetime of structure
perchedorartesianwatertables
2.4.6.1 (6)forULS:mostunfavourableduringlifetime
fofstructure
(6)forSLS:mostunfavourableinnormalcircumstances
(8)designvaluesderivedbyapplyingpartialfactorstocharacteristicwaterpressuresorapplyingsafetymargintothecharacteristic
t l l
Most unfavourable in normal circumstances
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waterlevel
Eurocode 7 SeminarBelfast, 11 April 2013
2.4.6.1Designvaluesforgroundwatergroundwater
(9)shouldconsider: thefavourableorunfavourableeffectsofdrainage,bothnaturalandartificial,takingaccountofitsfuturemaintenance;
the supply of water by rain flood burst water mains or other means; thesupplyofwaterbyrain,flood,burstwatermains orothermeans; changesofwaterpressuresduetothegrowthorremovalofvegetation
(10)Considerunfavourablewaterlevelsthatmybecausedbythechangesinthewatercatchmentandreduceddrainageduetoblockage,freezingorothercauses.
(11)Unlesstheadequacyofthedrainagesystemcanbedemonstratedanditsmaintenanceensured,thedesigngroundwatertableshouldbetaken as the maximum possible level, which may be the ground surface.takenasthemaximumpossiblelevel,whichmaybethegroundsurface.
9.6(3)unlessareliabledrainagesystemisinstalledvaluesofwaterpressuresshouldnormallycorrespondtoawatertableatthesurfaceoftheretainedmaterial.
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Eurocode 7 SeminarBelfast, 11 April 2013
9.4.2DrainagesystemsContiguous wall
groundwater
(1)PIfthesafetyandserviceabilityofthedesignedstructuredependsonthesuccessfulperformanceofadrainagesystem:
specifymaintenanceprogrammeandorspecifyadrainagesystemthatwilloperatewithoutmaintenance.
Permeablewalls,e,g,contiguouswallsreducebackofwallwaterpressureswhilstpermeabilityp p yismaintainedbutconsiderationofbuildupbehindneedsseriousthoughtasconsequencessevere.
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Eurocode 7 SeminarBelfast, 11 April 2013
groundwater Suggestionofhowtoproceed:SLS ULS
ULS
SLS
1. Apply safety margin to the characteristic water level to determine ULS design value water level. This would normally be close to the ground surface;2. Ensure 1.35 x SLS
For ULS Combination 1 use SLS Design value (since will be
groundwater pressures ~ ULS groundwater pressures, then:
g (factoring up by 1.35 see later)
For ULS Combination 2 use ULS Design value water level without f th f t i
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any further factoring
Eurocode 7 SeminarBelfast, 11 April 2013
But be aware of Section 8.2 of Concrete Basements published by MPA The Concrete Centre
itisrecommendedthatforULSverificationF =G,unfav=1.35shouldbeappliedtonormalgroundwaterlevelsandF =Q=1.20F Qshouldbeappliedtopressurefromwateratthemost unfavourable levelmostunfavourablelevelthatcouldoccurduringthelifetimeofthestructure
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Eurocode 7 SeminarBelfast, 11 April 2013
Actions basic list in 2 4 4 (4)
Otheractionsactingonwall
Actions,basiclistin2.4.4(4) 9.3.1.3Surcharges
(1)Ptakeaccountofthepresence,onornearthesurfaceof( ) p ,theretainedground,of,forexample,nearbybuildings,parkedormovingvehiclesorcranes,storedmaterial,goodsandcontainers.
Nominimumdesignsurchargespecified. Weadopttheminimum10kPasurchargeasrecommendedinBS8002andC580.Mightreducethisforwallswith
Eurocode 7 SeminarBelfast, 11 April 2013
Determinewalltype&initialsizingC ti B d Pil W ll ContiguousBoredPileWalls
500to2100mmdiameter Largediameter/CFAboredpilesystems Subjecttogroundconditions
Secant Pile WallsSecantPileWalls 600mmto1050mmtypically Largediameter/CFAboredpilesystems
DiaphragmWalls 500to1500mmwallthickness
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Grab,hydraulicGrab,MiniCutter,Cutter
Eurocode 7 SeminarBelfast, 11 April 2013
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Eurocode 7 SeminarBelfast, 11 April 2013
Determinewalltype&initialsizing Reinforcedconcreteembeddedwallstiffness(EI):
EC2(BSEN199211:2004,clause3.1.3and3.1.4)providesamechanismfordeterminingconcretestiffnessintheshorttermandlongterm.Thestiffnesscalculationstakeaccountofconcretestrength,cementtype,aggregatetype,creepduration(time),environmentalconditions.
f f Theprocessrequiresanumberofassumptionstobemade,followedbythecomputationofanumberofequationsandlookupofcreepfactorfromgraphs.
h h h l d h d Havinggonethroughthiscycle,recommendtheadvicegiveninC580(section4.2.3)issuitable,i.e.:
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Eurocode 7 SeminarBelfast, 11 April 2013
D 4For contiguous and secants:walltype&initialsizing
mms
DI /.64
. 4=For diaphragm walls:
C580(section4.2.3)issuitable,i.e.:
Adopt0.7E0.Iduringconstruction
mmdI /12
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=
p gp 0 g
Adopt0.5E0.Iduringlongterm
D is structural pile diameter
s is pile spacing
E0 isuncrackedYsM(typically28GPa)Iis2ndmmtofarea
d is wall thickness
I is second moment of area
E0 ~19.6GPaduringconstructionand14GPainlongterm
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Eurocode 7 SeminarBelfast, 11 April 2013
Setupcalculationsforultimatelimitstate(ULS)
UKNationalAnnex DesignApproach1
Two separate checks required:Twoseparatechecksrequired:
Combination1A1+M1+R1
Combination2A2+M2+R1
A denotespartialfactorsonactionsp M denotespartialfactorsonmaterials/strengthparameters R denotespartialfactorsforresistances
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Eurocode 7 SeminarBelfast, 11 April 2013
LoadCombinationsPartialFactorsBS EN 1997-1: 2004. National Annex A BS EN 1997-1: Design Approach 1
Combination 1 Combination 2
A1 M1 R1 A2 M2 R1
Unfv 1.35 1
Fav. 1 1
Action Values (A) Permanent, G
Combination 1 Combination 2
Unfv 1.5 1.3
Fav. 0 0
1 1.25
Variable, Q
Material P ti (M)
Friction angle, Tan1 1.25
1 1.4
1 1.4
Properties (M) Eff. Cohesion, c
Undr. Strengh, cuUnc.Compr.Strength
1 1
1 1
1 1
1 1
Resistances (R) Bearing resistance, Rv
E th i t
Sliding resistance, Rh
Weight density,
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1 1Earth resistances, Re
Eurocode 7 SeminarBelfast, 11 April 2013
CarryoutULScombination2(usuallygovernstoedepth)Action Symbol SetA2
factors A:Increaseunfavourable
variableactionsby1.3factor
M: Apply partial factors to
factors
PermanentUnfavourable G
1.0
favourable 1.0M:Applypartialfactorstomaterialparameters
Factoronsoilstiffness?Recommend use 1 4
VariableUnfavourable Q 1.3favourable 0
Recommenduse1.4.Soilparameter Symbol SetM2
factors
Angle of shearing resistance tan 1 25Angleofshearingresistance,tan 1.25Effectivecohesion c 1.25
Undrainedshearstrength cu 1.4
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Unconfinedstrength qu 1.4
Eurocode 7 SeminarBelfast, 11 April 2013
CarryoutULScombination1 A:Needtoapplyvariablefactorstoactions
dependingonwhetherunfavourableorfavourable & permanent or variable;favourable&permanentorvariable;
A:2.4.2(9)NOTEUnfavourable(ordestabilising)andfavourable(orstabilising)permanentactionsmayinsomesituationsbe
id d i f i l If c = 1.35consideredascomingfromasinglesource.Iftheyareconsideredso,asinglepartialfactormaybeappliedtothesumoftheseactionsortothesumoftheireffects.
c = 1.0c = 1.0c = 1.35
A:thereforejustfactorupunfavourablevariableactionsby(1.5/1.35)andthenfactorresultingactions(SFs,BMs)by1.35.
Action Symbol Set A1Action Symbol SetA1factors
PermanentUnfavourable G
1.35
favourable 1 0
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favourable 1.0
VariableUnfavourable Q 1.5favourable 0
Eurocode 7 SeminarBelfast, 11 April 2013
CarryoutULScombination1
M:Applypartialfactorof1.0tomaterialparameters.
Soilparameter Symbol SetM1factors
Angleofshearingresistance,tan 1.0Effectivecohesion c 1.0
Undrainedshearstrength cu 1.0Unconfinedstrength qu 0
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Eurocode 7 SeminarBelfast, 11 April 2013
SetupcalculationsforSLSandruncalc 2.4.8(2)Valuesofpartialfactorsforserviceabilitylimitstatesshouldnormally
be taken equal to 1 0betakenequalto1.0. 2.4.8(5)PAlimitingvalueforaparticulardeformationisthevalueatwhicha
serviceabilitylimitstate,suchasunacceptablecrackingorjammingofdoors,isdeemedtooccurinthesupportedstructure.Thislimitingvalueshallbeagreedd h d f h dduringthedesignofthesupportedstructure.
9.8.1(2)PDesignvaluesofearthpressuresfortheserviceabilitylimitstateshallbederivedusingcharacteristicvaluesofallsoilparameters;
il b lSoilparameter Symbol SLSMfactors
Angleofshearingresistance,tan 1.0Effectivecohesion c 1.0
Undrainedshearstrength cu 1.0U fi d t th 1 0
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Unconfinedstrength qu 1.0
Eurocode 7 SeminarBelfast, 11 April 2013
9.8.1(3)PPermanentsurchargeloadsbehindtheretainingwallshallbederivedi th i h t i ti l
calculationsforSLSusingtheircharacteristicvalues;
9.8.2(4)PItshallbeconsideredtowhatextentvariableactions,suchasvibrationscausedbytrafficloadsbehindtheretainingwall,contributetothewalldisplacement;
AccidentaloverdigneednotbeconsideredintheSLSanalysis. Checkifwalldisplacementisacceptable
Action Symbol SLS AAction Symbol SLSAfactors
PermanentUnfavourable G 1.0Permanent Gfavourable 1.0
VariableUnfavourable Q 1.0favourable 0
installation movements ref C580
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favourable 0
Eurocode 7 SeminarBelfast, 11 April 2013
Determinedesignforcestobeusedforthestructuralpiledesign
Thedesignsectionforces(i.e.bendingmomentandshear)intheULSshallbethemaximumoftheresultingvaluesbetweenCombination1andCombination2.
Ifcrackcontrolisrequired(e.g.forwalltobedesignedasgpermanentstructure),crackwidthcalculationwillbecarriedoutusingtheresultingsectionforcesfromtheSLSanalysis.
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Eurocode 7 SeminarBelfast, 11 April 2013
Structuraldesignofpilesection
Reducedconcretesectiondiameterforstructuraldesign;
Lap length & anchorage different;Laplength&anchoragedifferent; Rulesonlappingbundlebars;A h t h d i diff t Approachtosheardesigndifferent.
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Eurocode 7 SeminarBelfast, 11 April 2013
Example cantileverwithlongtermproppingg p pp gComparisonwithC580
Characteristic values of geotechnical parameters [ = design parameters for SLS analysis]:
Stratum Top Level cu cu with z ' 'cv k d = k.'cv c' ko Eu Eu with z E'v E'v with zmOD kN/m3 kPa kPa kPa kPa kPa kPa kPa
Made Ground 8.03 18 n/a n/a 30 28 1.0 28.0 n/a 0.50 n/a n/a 20,000 0Sand 7 18 n/a n/a 30 28 1.0 28.0 n/a 0.50 n/a n/a 20,000 0Drained Clay 5 20 n/a n/a 30 25 1.0 25.0 0 1 n/a n/a 16,200 0Undrained Mudstone 4 21 300 150 n/a n/a 1.0 n/a n/a 1 180,000 90,000 n/a n/aDrained Mudstone 4 21 n/a n/a 28 23 1 0 23 0 5 1 n/a n/a 108 000 54000Drained Mudstone 4 21 n/a n/a 28 23 1.0 23.0 5 1 n/a n/a 108,000 54000
Design values of geotechnical parameters for ULS Combination 1:
Stratum Top Level cu cu with z ' 'cv k d = k.'cv c' ko Eu Eu with z E'v E'v with zmTD kN/m3 kPa kPa kPa kPa kPa kPa kPa
Made Ground 8.03 18 n/a n/a 30.0 28.0 1.0 28.0 n/a 0.50 n/a n/a 14285.7 0.0Sand 7 18 n/a n/a 30.0 28.0 1.0 28.0 n/a 0.50 n/a n/a 14285.7 0.0Drained Clay 5 20 n/a n/a 30.0 25.0 1.0 25.0 0.0 1.00 n/a n/a 11571.4 0.0Undrained Mudstone 4 21 300.0 150.0 n/a n/a 1.0 n/a n/a 1.00 128571.4 64285.7 n/a n/aDrained Mudstone 4 21 n/a n/a 28.0 23.0 1.0 23.0 4.0 1.00 n/a n/a 77142.9 38571.4
Design values of geotechnical parameters for ULS Combination 2:
Stratum Top Level cu cu with z ' 'cv k d = k.'cv c' ko Eu Eu with z E'v E'v with z3
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mTD kN/m3 kPa kPa kPa kPa kPa kPa kPaMade Ground 8.03 18 n/a n/a 24.8 23.0 1.0 23.0 n/a 0.5 n/a n/a 14285.7 0.0Sand 7 18 n/a n/a 24.8 23.0 1.0 23.0 n/a 0.5 n/a n/a 14285.7 0.0Drained Clay 5 20 n/a n/a 24.8 20.5 1.0 20.5 0.0 1 n/a n/a 11571.4 0.0Undrained Mudstone 4 21 214.3 107.1 n/a n/a 1.0 n/a n/a 1 128571.4 64285.7 n/a n/aDrained Mudstone 4 21 n/a n/a 23.0 18.8 1.0 18.8 4.0 1 n/a n/a 77142.9 38571.4
Eurocode 7 SeminarBelfast, 11 April 2013
Comparisonofdisplacements
6.00
6.50
7.00
7.50
8.00
3 00
3.50
4.00
4.50
5.00
5.50
v
a
t
i
o
n
(
m
O
D
)
Groundwater SLS Design value
0.50
1.00
1.50
2.00
2.50
3.00
E
l
e
v
-2.00
-1.50
-1.00
-0.50
0.00
0 0.01 0.02 0.03
Displacement (m)
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Displacement (m)
C580 SLS displacements
EC7 SLS displacements
Eurocode 7 SeminarBelfast, 11 April 2013
ComparisonofBMs ULS capacity C580 ULSC580 SLS * 1.35 ULS Combination 1
ULS C bi ti 2ULS Combination 2
6.50
7.00
7.50
8.00
EC7peak
Eurocode 7 SeminarBelfast, 11 April 2013
ComparisonofSFs ULS capacity C580 ULSC580 SLS * 1.35 ULS Combination 1
ULS C bi ti 2ULS Combination 2
6.50
7.00
7.50
8.00
3 50
4.00
4.50
5.00
5.50
6.00
o
n
(
m
O
D
)
1.00
1.50
2.00
2.50
3.00
3.50
E
l
e
v
a
t
i
o
Groundwater ULS Comb 1 SLS Design value
Groundwater ULS Comb 2 ULS Design value -2.00
-1.50
-1.00
-0.50
0.00
0.50
EC7peak~15%higher
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value value -300 -200 -100 0 100 200 300ULS Shear Force per pile (kN)
Eurocode 7 SeminarBelfast, 11 April 2013
Execution of special geotechnical works:
Constructiondifferences Executionofspecialgeotechnicalworks:
BSEN12063:1999 Sheetpilewalls BSEN1536:2010 Boredpiles
BS EN 1538: 2012 Diaphragm walls BSEN1538:2012 Diaphragmwalls
Differencesbetweenthesecodesandindustrystandard ICE SPERW e g wrt bored piles:standardICESPERW,e.g.wrtboredpiles: Differencesinplanlocationandverticalitytolerances; Differencesincageinstallationtolerances; Differences in minimum amount of reinforcement;Differencesinminimumamountofreinforcement; Limitsonreinforcementspacing; Differencesinacceptablemethodsofconcretingindryconditions;
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Eurocode 7 SeminarBelfast, 11 April 2013
KeystepsinthedesignofembeddedwallstoEC7Conclusion&summary
y p g
Highlightedthedifferencesandsimilarities SimilarphilosophytoC580andBS8002 OurinitialexperienceisthatEC7providesslightlyhigher
BMsandSFs
Groundwater & drainage Groundwater&drainage Beawareofdifferences
inexecutionstandards
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Eurocode 7 SeminarBelfast, 11 April 2013
KeystepsinthedesignofembeddedwallstoEC7Conclusion&summary
y p g
Highlightedthedifferencesandsimilarities SimilarphilosophytoC580andBS8002 OurinitialexperienceisthatEC7providesslightlyhigher
BMsandSFs
Groundwater & drainage Groundwater&drainage Beawareofdifferences
inexecutionstandards
Thankyou
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