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8/13/2019 07 Presentation Workshop Delft Lesny Final Comparaison EC7 Din1054
1/31
Implementation of Eurocode 7 in Germany
and Consequences for Practical Design
Kerstin Lesny
University of DuisburgEssenInstitute of Geotec!nics
"afety Concepts and Calibration of Partial #actors inEuropean and $ort! %merican Codes of Practice
&or's!op ()*++ , )+*+-* -)++ Delft University of .ec!nology
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0istory of Geotec!nical Design in Germany
Geotechnical design in Germany originally -ased on a glo-al safetyconcept with an o+erall factor of safety
.afety concept defined in DIN '%/0 1'2734 with reference to +arious
design codes 1e&g& DIN 0%'7 for the -earing resistance4
Definition of global factor1 2 3 45E min
R5 E 6 deterministic +alues5 named as cal E5 cal R
Glo-al factors
e&g& -earing resistance failure 86)5%
e&g& pile -earing capacity 86)5%
for load case '
Distinction of three load cases determining the le+el of safety
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0istory of Geotec!nical Design in Germany
to -e deri+ed directly from the results of soil mechanical tests
-asic +alue is the reduced arithmetic a+erage from n tests
appropriate additions or deductions to consider the heterogeinity of theground5 uncertainties during soil sampling and testing
e&g& reduction of shear strength paramaters according to E23 of E9*
E9*7 Recommendations of the Committee for "aterfront .tructures
Definition of deterministic values of soil parameters6acc* to E%U1
$5'
cccal uu
'5'
tantancal
$5'
cccal
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0istory of Geotec!nical Design in Germany
deterministic +alues R5 E 1cal R5 cal E4 : characteristic +alues E#5 R#
"ith DIN '%/0 1)%%$4 ;.D first has -een introduced in Germanyparallel to the de+elopment of Eurocode 75 re+ised in )%%/
Resistance factors Rderi+ed from glo-al factors assumingtypical partial factors for effects of actions Eailure of structures or structural components -y failure of the structure or theground5 e&g& sliding5 -earing resistance failure5 failure of piles5 retaining structures5
etc&= partial factors on characteristic effects of actions and resistances
G: +CGlo-al failure of the ground5 e&g& slope failure= partial factors on actions and onshear strength parameters
G: -Displacements and rotations= partial factors are equal to one
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0istory of Geotec!nical Design in Germany
Concept of load cases
< according to DI$ +)=> 6+?7@1
;C' Permanent loads and regularly occuring +aria-le loads
permanent design conditions
;C) plus irregularly occuring +aria-le loads and loads that only occurduring construction
transient design conditions
;C$ plus e!traordinary loads
according to DI$ +)=> 6-))=
Concept of load cases maintained5 -ut they now depend on com-inationsof actions and safety classes
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0istory of Geotec!nical Design in Germany
Combinations of actions$ormal combination C%+1 Permanent and +aria-le loads
4are combination C%-1 Rare loads or loads occuring only once
EAtraordinary combination C%(1 E!traordinary actions occuring at the sametime5 i&e& catastrophic incidents
"afety classes"afety class "C+1 Normal conditions during the lifetime of the structure
"afety class "C-1 Conditions during construction or maintenance of a structure
"afety class "C(1 .ingular or pro-a-ly ne+er occuring conditions during thelifetime of the structure
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Implementation of Eurocode 7
/riginal timetable for t!e implementation of Eurocode 7 inGermany as DI$ E$ +??7+1
@empfert 1)%%24
DI$ E$ +??7+ Bit! $%
revised DI$ +)=>
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Implementation of Eurocode 7
DIN EN '227')%%2
.chuppener A Ruppert 1)%%74
DIN '%/0)%%/ as Bthe German way to Eurocode 7 designed to maintain thespecial e!periences included in German design codes
DIN '%/0)%%/ had to -e completely re+ised due to o+erlapping regulations
notadopteddesign
approachesand
informati+eanne!es
ointregulations
e&g&limit states5
partialfactors5
geotechnicalcategories
particularGerman
e!periencese&g& acc& -ase
pressures5pile resistances
DIN '%/0)%%/
Eurocode 7 vs* DI$ +)=>1-))=)+
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Implementation of Eurocode 7
Current situation
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Implementation of Eurocode 7
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Implementation of Eurocode 7
$ormen0andbuc!6Codes 0andboo'
"ummary of t!e t!ree codes
pu-lished in ay )%''
>or a -etter reada-ility of thethree codes1-)+)+-
4ed1 partial factors acc* to DI$ +)=>1-))=)+
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$eB 4egulations for Geotec!nical Design
Partial factors for resistancesaccording to DIN '%/0)%'%') a-stract
;lac'1 factors acc* toDI$ +)=>1-)+)+-
4ed1 factors acc* toDI$ +)=>1-))=)+
4esistance "ymbolDesign situation
;"P
6LC+
;".
6LC-
;"%
6LC(".4 and GE/-1 Limit state of failiure according tostructures components and foundation ground
"oil resistances
Passi+e earth pressure
and -earing resistance
R5e5 R5++>)
6+>)
+()
6+()
+-)
6+-).liding resistance R5h
++)6++)
++)6++)
++)6++)
Pile resistance from static and dynamic pile load tests
-ase resistance -++)
6+-)++)
6+-)++)
6+-)
shaft resistance1pressure4
s++)
6+-)++)
6+-)++)
6+-)
total resistance1pressure4
t++)
6+-)++)
6+-)++)
6+-)
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Eurocode 7 Design EAamples , EAample +
.quare pad foundation
Characteristic loads
G+5#6 '%%% #NGh5#6 %J+5#6 7/% #NJh5#6 /%% #Nc 6 )/ #NmK
.oil -oulder clay
Detailsfi+e .P, tests5 water contents and inde! tests-ul# weight density )'&0 #NmKground water le+el '&% m -elow ground le+el
Consequences for Practical Design , EAamples
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Comparison of design approac!es Bit! German design Bit!inD%-
"pecific features in t!e calculation1
Design %pproac! + 6combination + and - and (
partial factors according to DIN EN '227')%%2%25 ,a-les 9&$&' to 9$&$
Design %pproac! -
partial factors according to DIN '%/0)%'%')5 ,a-les 9&)&' to 9)&$
Design met!od for bearing resistance according to DI$ >)+71-))@)(
Consequences for Practical Design , EAamples
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C!aracteristic soil parameters1
*ndrained conditions cu#6$%% #NmL5 Mu#6%
Drained conditions cO#6'/ #NmL5 M#6$%
Derived as eAperience values acc* to recommendations in
E%U 6-))>
Consequences for Practical Design , EAamples
DIN EN I.Q ))073$)%%/%0 on .P, testing does not include anycorrelations to shear parameters=
arious correlations a+aila-le in the literature ha+e -een e!amined=
>inally e!perience +alues found to -e reasona-le
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4esults of t!e bearing resistance calculation
*ndrained conditionsPad width acc& to D9) ) minimally larger 1)5?2 m4 than acc& to D9' and D9$
Drained conditionsPad width acc& to D9) much larger 10532 m4 than acc& to D9' and D9$
Pad Bidt! D%+6Comb* + D%+6Comb* - D%- D%(
F SmT1*ndrained condition4
)5/$ )53$ -F? )5/$
F SmT1Drained condition4 $500 $50/ >@? $500
86RdNd or R#N#1undrained condition4
'5%'0 '5%)' '5??% '5%'0
86RdNd or R#N#1drained condition4
'5%'7 '5%)7 )5'%? '5%'7
Consequences for Practical Design , EAamples
DI$ +)=> 6+?7@1
min 3 -) 6LC+
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Eurocode 7 Design EAamples , EAample @
Fored piles5 D 6 0/% mm5 a 6 ) m
Characteristic loads for each pileG#6 $%% #N
J#6'/% #N
.oilPleistocene fine and medium sand
co+ered -y Holocene layers of loose sand5
soft clay5 and peat
Details
' CP, at a distance of /m from the -oring
performed and e+aluated acc& to DIN 0%20')%%)
Consequences for Practical Design , EAamples
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Determination of soil parametersCP, test used for the determination of pile length acc& to DIN '%/0)%'%')and E9P 1)%%74
qc
1U4 6/%5$0V)523/U
0 4 8 12 16 20
Spitzenwiderstand qc[MPa]
-30
-20
-10
0
Tiefez[m]
Consequences for Practical Design , EAamples
;inear regression
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.oil layers -etween % and W'/ m assumed to -e not-earing
Design pile length -elow W'/ m
9+erage +alue of cone resistance for this depthrange
qc 3 +++F> $5mH
,a-le cone resistance +s& depth from linear regression
Consequences for Practical Design , EAamples
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Tiefe z[m]qc [MN/m]
15,5 -4,3825
16 -2,9
16,5 -1,4175
17 0,065
17,5 1,5475
18 3,0318,5 4,5125
19 5,995
19,5 7,4775
20 8,96
20,5 10,4425
21 11,925
21,5 13,4075
22 14,89
22,5 16,3725
23 17,855
23,5 19,3375
24 20,82
24,5 22,3025
25 23,785
25,5 25,2675
26 26,75
depth z[m]
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Comparison of design approac!es Bit! German design Bit!inD%-
"pecific features in t!e calculation1
Calculation according to D%+ 6Combination + and D%-
D%+ 6Combination - and D%( were not included in this calculation
,he applied calculation model acc& to DIN '%/0)%'%') and E9P 1)%%74is -ased on empirical +alues for the pile resistances=
Partial factors can only -e applied on resultant resistance 1i&e& R45material factors cannot -e applied