www.aarsle

ff.com

NOM M

arch 2015

1

3rd

Wo

rksh

op

on

EC

7, U

CL

| AR

UP

Lo

nd

on

NC

CI in

Den

mark

(DK

)

Nie

ls O

le M

ølle

r

NO

M@

aars

leff.c

om

Ole

Mø

ller

‘Oli

Molle

r’ or ‘O

liM

iller’

www.aarsle

ff.com

NOM M

arch 2015

2

3rd

EC

7 W

ork

sh

op

: NC

CI in

Den

mark

Ag

en

da

Th

e p

artia

l co

effic

ien

t prin

cip

le

Th

e c

om

plia

nc

e w

ith E

C0

Th

e D

an

ish

De

sig

n A

pp

roa

ch

in D

K N

A

NC

CI:

•S

pre

ad

fou

nd

atio

n

•P

ile fo

un

da

tion

s

•P

artic

ula

r co

nd

ition

s fo

r ge

ote

ch

nic

al in

ve

stig

atio

ns

www.aarsle

ff.com

NOM M

arch 2015

3

3rd

EC

7 W

ork

sh

op

: NC

CI in

Den

mark

Th

e p

artia

l co

effic

ien

t prin

cip

le

Soilparametres

Safety

Calculationmodel

Loads, A

ctions

Decisio

n, Design

Code

www.aarsle

ff.com

NOM M

arch 2015

4

3rd

EC

7 W

ork

sh

op

: NC

CI in

Den

mark

Th

e p

artia

l co

effic

ien

t prin

cip

le

UL

SE

do

r Fd≤ R

d

E =

effe

ct o

f actio

n, F

= a

ctio

n

subdiv

ided in

to p

erm

anent a

ctio

ns (G

), varia

ble

actio

ns (Q

) and a

ccid

enta

l actio

ns (A

)

R =

stru

ctu

ral (S

TR

) or g

eote

chnic

al (G

EO

) resis

tance (m

ate

rials

and/o

r ele

ments

),

measure

d (m

) or c

alc

ula

ted (c

al).

Index d

for d

esig

n, i.e

. incre

ased o

r reduced

E�=γ�E�R

�=R�

γ

=RorRcal

ξγ

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ff.com

NOM M

arch 2015

5

3rd

EC

7 W

ork

sh

op

: NC

CI in

Den

mark

Th

e c

om

plia

nce w

ith E

C0

Lo

ad

s, d

esig

n lo

ad

s fro

m c

om

bin

atio

ns o

f actio

ns, c

.f. EN

1990

6.6

.3.2

Com

bin

atio

ns o

f actio

ns fo

r pers

iste

nt o

r transie

nt d

esig

n s

ituatio

ns

(fundam

enta

l com

bin

atio

ns)

www.aarsle

ff.com

NOM M

arch 2015

6

3rd

EC

7 W

ork

sh

op

: NC

CI in

Den

mark

Th

e c

om

plia

nce w

ith E

C0

Loads, d

esig

n lo

ads fro

m c

om

bin

atio

ns o

f actio

ns, c

.f. EN

1990, 6

.4.3

.2, c

ont.

6.1

0 a

: wh

en

the d

ead

load

(G) is

do

min

atin

g

6.1

0 b

: wh

en

the v

aria

ble

load

(Q) is

do

min

atin

g

But h

ow

to c

ope w

ith d

iffere

ntia

ting w

ith d

iffere

nt c

lasses o

f consequence (o

r safe

ty

cla

sses)?

And w

hat a

bout, w

hen w

ate

r pre

ssure

is d

om

inatin

g? ⇒

New

LC

5 (o

nly

ST

R)

We d

o (d

id) n

ot w

an

t to fa

cto

rise d

en

sity

of s

oil (γγγ γ

m, γγγ γ

s )o

r wate

r (γγγ γw) !

effe

ctiv

e d

ensity

of s

oil u

nder w

ate

r: γ’ =

γm

-γ

w

effe

ctiv

e d

ensity

of s

oil u

nder w

ate

r with

gra

die

nt:

γ’’ = γ’ –

iγ

w i

= ∆

H / ∆

s

effe

ctiv

e w

ate

r density

, when flo

win

g:

γw ’ =

(1 –

i) γw

www.aarsle

ff.com

NOM M

arch 2015

7

3rd

EC

7 W

ork

sh

op

: NC

CI in

Den

mark

Th

e D

an

ish

Desig

n A

pp

roach

, DK

NA

Desig

n A

ppro

aches in

EN

1997-1

, ULS

: ST

R / G

EO

•D

A1:

1.1

A1 “+

” M1 “+

” R1

•1.2

A2 “+

” M2 “+

” R1

•D

A2:

A1 “+

” M1 “+

” R1 ∼

Resis

tance F

acto

r Appro

ach (R

FA

)

•D

A3:

(A1* o

r A2

T) “+” M

2 “+

” R3 ∼

Mate

rial F

acto

r Appro

ach (M

FA

)

Why n

ot ju

st:

A“+

” M“+

” R

A“+

” M“+

” RR

esis

tance F

acto

r Appro

ach (R

FA

)

A“+

” M“+

” RM

ate

rial F

acto

r Appro

ach (M

FA

)

The re

levant a

ppro

ach d

epend o

n th

e g

eote

chnic

al s

tructu

re (in

Denm

ark

):

•P

iles a

nd a

nchors

: RF

A

•E

very

thin

g e

lse (re

tain

ing s

tructu

res, s

tability

, spre

ad fo

undatio

ns e

tc.): M

FA

•N

ew

Load C

ase 5

(MF

A) to

cover d

om

inatin

g w

ate

r pre

ssure

, ON

LY

for S

TR

www.aarsle

ff.com

NOM M

arch 2015

8

3rd

EC

7 W

ork

sh

op

: NC

CI in

Den

mark

Th

e D

an

ish

Desig

n A

pp

roach

, DK

NA

Diffe

rentia

tion o

f relia

bility

is c

ontro

lled b

y u

se o

f Consequences C

lasses

a γ

0fa

cto

ris

intro

duced to

contro

l the a

pplic

atio

n o

f the K

FI fa

cto

r

The K

FI fa

cto

r is a

pplie

d o

n th

e p

artia

l coeffic

ients

on:

the a

ctio

ns (A

)

OR

the m

ate

rials

(stre

ngth

) (M) a

nd re

sis

tances (R

)

Hig

h C

onsequences C

lass, C

C3:

KF

I = 1

,1

Mediu

m C

onsequences C

lass, C

C2: K

FI =

1,0

Low

Consequences C

lass, C

C1:

KF

I = 0

,9 (1

,0 fo

r UP

L a

nd E

QU

)

CC

1 n

ot u

sed/a

llow

ed fo

r geote

chnic

al s

tructu

res. H

ow

ever, te

mpora

ry s

tructu

res w

ith

less s

erio

us c

onsequence o

f failu

re h

andle

d b

y u

se o

f the “a

lpha c

oncept” (γ

M)α

αty

pic

ally

set to

0,5

i.e. u

sin

g th

e s

quare

root o

f γM

www.aarsle

ff.com

NOM M

arch 2015

9

3rd

EC

7 W

ork

sh

op

: NC

CI in

Den

mark

Th

e D

an

ish

Desig

n A

pp

roach

, DK

NA

www.aarsle

ff.com

NOM M

arch 2015

10

3rd

EC

7 W

ork

sh

op

: NC

CI in

Den

mark

Th

e D

an

ish

Desig

n A

pp

roach

, DK

NA

Extra

ct fro

m E

N 1

997-1

:2004

Annex A

ULS

www.aarsle

ff.com

NOM M

arch 2015

11

3rd

EC

7 W

ork

sh

op

: NC

CI in

Den

mark

Th

e D

an

ish

Desig

n A

pp

roach

, DK

NA

Justific

atio

n fo

r LC

5

Activ

e: K

γ (ϕd ) / K

γ (ϕk )

Passiv

e: K

γ (ϕk ) / K

γ (ϕd )

1,0

0

1,1

0

1,2

0

1,3

0

1,4

0

1,5

0

05

10

15

20

25

30

35

40

45

50

Characteristic

angle of fric

tion

Total safety o

n earth

pressu

re, sm

ooth w

all

Passive p

ressure

Active p

ressure

ϕ ϕγ

sin1

sin1

− +=

=p

KK

⋅=

ϕγ ϕ

ϕF

I

kd

KA

rctan

tan

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ff.com

NOM M

arch 2015

12

3rd

EC

7 W

ork

sh

op

: NC

CI in

Den

mark

Th

e D

an

ish

Desig

n A

pp

roach

, DK

NA

Justific

atio

n fo

r LC

5

Activ

e: K

γ (ϕd ) / K

γ (ϕk )

Passiv

e: K

γ (ϕk ) / K

γ (ϕd )

Passiv

e is

non lin

ear

⋅=

ϕγ ϕ

ϕF

I

kd

KA

rctan

tan

1,0

0

1,1

0

1,2

0

1,3

0

1,4

0

1,5

0

1,6

0

1,7

0

1,8

0

05

10

15

20

25

30

35

40

45

50

Characteristic

angle of fric

tion

Total safety o

n earth

pressu

re, ro

ugh w

all

(only γ-term

)

Passive p

ressure

Acitve p

ressure

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ff.com

NOM M

arch 2015

13

3rd

EC

7 W

ork

sh

op

: NC

CI in

Den

mark

Th

e D

an

ish

Desig

n A

pp

roach

, DK

NA

Actio

ns

Desig

n a

pp

roach

3

Lim

it sta

teS

TR

/GE

OS

TR

Lo

ad

co

mb

inatio

n1

23

45

Partia

l facto

rs o

n a

ctio

ns

see e

qu

atio

n (2

.6a)

8)

γγγ γF

A1* o

r A2

†

Permanent action 6)

Self-w

eig

ht,

genera

l 1)

Unfa

voura

ble

γG

;su

p1,2

·KF

I 4)

1,0

·KF

I1,2

4)

1,0

1,0

Favoura

ble

γG

;inf

1,0

0,9

1,0

0,9

1,0

Self-w

eig

ht o

f soil

and (g

round) w

ate

r, g

eote

chnic

al

stru

ctu

res 2

)

Unfa

voura

ble

γG

;su

p1,0

1,0

1,0

1,0

1,0

Favoura

ble

γG

;inf

1,0

1,0

1,0

1,0

1,0

Variable action,

BuildingsBygninger

Leadin

gU

nfa

voura

ble

γQ

,10

1,5

·KF

I0

1,5

0

Accom

panyin

gU

nfa

voura

ble

γQ

,i0

1,5

·ψ0 ·K

FI

01,5

·ψ0

0

Variable action,

Bridges3)

Leadin

gU

nfa

voura

ble

γQ

,10

1,4

·KF

I 5)

01,4

5)

0

Accom

panyin

gU

nfa

voura

ble

γQ

,i0

1,5

·ψ0 ·K

FI

01,5

·ψ0

0www.aarsle

ff.com

NOM M

arch 2015

14

3rd

EC

7 W

ork

sh

op

: NC

CI in

Den

mark

Th

e D

an

ish

Desig

n A

pp

roach

, DK

NA

Actio

ns: p

erm

an

en

t stru

ctu

ral o

r geo

tech

nic

al a

ctio

n ?

No

tes

1)

Structu

ral actions, w

hich

inclu

de all typ

es of p

erman

ent actio

ns: cf. clau

se 2.1

in D

S/EN

1991-1

-1

2)

Geo

technical actio

ns, w

hich

com

prise th

e self-weigh

t of so

il and (gro

und) w

ater interactin

g w

ith th

e geotech

nical stru

cture: cf. clau

se 1.5

.2.1

in D

S/EN

1997-1

and clau

se A.3

.1(2

)P,

NO

TE, in

DS/E

N 1

997-1

DK

NA

:2013

www.aarsle

ff.com

NOM M

arch 2015

15

3rd

EC

7 W

ork

sh

op

: NC

CI in

Den

mark

Th

e D

an

ish

Desig

n A

pp

roach

, DK

NA

Actio

ns:

The s

elf w

eig

ht o

f soil a

nd / o

r wate

r upon a

tunnel ro

of is

a s

tructu

ral a

ctio

n a

nd th

us

facto

red a

s th

e d

ead lo

ad o

f the c

oncre

te o

r ste

el w

ith e

q. 6

.10a in

LC

1 a

nd 3

,

i.e. a

facto

r of 1

,2 in

LC

1 a

nd 1

,2 K

FI in

LC

3

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ff.com

NOM M

arch 2015

16

3rd

EC

7 W

ork

sh

op

: NC

CI in

Den

mark

Th

e D

an

ish

Desig

n A

pp

roach

, DK

NA

Pile

s a

nd

an

ch

ors

Desig

n a

pp

roach

3

Lim

it sta

teS

TR

/GE

OS

TR

Lo

ad

co

mb

inatio

n1

23

45

Partia

l facto

rs fo

r resis

tan

ce

see e

qu

atio

n (2

.7b

)γγγ γ

R9

)R

3

Base re

sis

tance o

f com

pre

ssio

n p

iles

γb

1,3

1,3

KF

I

Shaft re

sis

tance o

f com

pre

ssio

n p

iles

γs

1,3

1,3

KF

I

Tota

l/com

bin

ed re

sis

tance o

f com

pre

ssio

n p

iles

γt

1,3

1,3

KF

I

Face o

f com

pre

ssio

n p

iles

γs;t

1,3

1,3

KF

I

Anchora

ge re

sis

tance

γa

1,3

1,3

KF

I

Facto

r to p

artia

l facto

r to s

tren

gth

para

mete

rs

an

d b

earin

g c

ap

acity

for s

tructu

ral m

ate

rials

,

cf. D

S/E

N 1

992 –

DS

/EN

1996 a

nd

DS

/EN

1999

γ0

1,0

1,0

KF

IK

FI

1,2

·KF

I 4)

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ff.com

NOM M

arch 2015

17

3rd

EC

7 W

ork

sh

op

: NC

CI in

Den

mark

Th

e D

an

ish

Desig

n A

pp

roach

, DK

NA

Sp

read

fou

nd

atio

n, e

arth

pre

ssu

re a

nd

sta

bility

Desig

n a

pp

roach

3

Lim

it sta

teS

TR

/GE

OS

TR

Lo

ad

co

mb

inatio

n1

23

45

Partia

l facto

rs fo

r so

il para

mete

rs

see e

qu

atio

n (2

.7a)

γγγ γM

9)

M2

Ang

le o

f shearin

g re

sis

tance

7)

γφ

1,2

1,2

KF

I1,0

Effe

ctiv

e c

ohesio

nγ

c’

1,2

1,2

KF

I1,0

Undra

ined

shear s

treng

thγ

cu

1,8

1,8

KF

I1,0

Unconfin

ed s

treng

thγ

q1,8

1,8

KF

I1,0

Weig

ht d

ensity

γγ

1,0

1,0

1,0

Facto

r to p

artia

l facto

r to s

tren

gth

para

mete

rs

an

d b

earin

g c

ap

acity

for s

tructu

ral m

ate

rials

,

cf. D

S/E

N 1

992 –

DS

/EN

1996 o

g D

S/E

N 1

999

γ0

1,0

1,0

KF

IK

FI

1,2

·KF

I 4)

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ff.com

NOM M

arch 2015

18

3rd

EC

7 W

ork

sh

op

: NC

CI in

Den

mark

Th

e D

an

ish

Desig

n A

pp

roach

, DK

NA

Load c

ase 5

(LC

5) is

by s

om

e m

isin

terp

rete

d a

s a

n

”Effe

ct o

f actio

n fa

cto

r meth

od”

It is n

ot.

Only

if only

one m

ate

rial (e

.g. s

teel) is

consid

ere

d –

with

ela

stic

analy

sis

, the re

sult is

the s

am

e a

s b

y fa

cto

ring th

e e

ffect o

f actio

ns (M

, V a

nd N

)

By d

iffere

nt m

ate

rials

with

diffe

rent p

artia

l coeffic

ients

on s

trength

para

mete

rs –

and in

case o

f pla

stic

analy

sis

, LC

5 is

(much) d

iffere

nt fro

m a

n e

ffect o

f actio

n fa

cto

r meth

od.

By fa

cto

ring th

e e

ffect o

f actio

ns, i.e

. the s

ectio

n fo

rces (b

endin

g m

om

ents

, shear a

nd

axia

l forc

es), th

ese w

ill not (n

ever!) b

e in

equilib

rium

with

the re

sis

tance o

f the s

upport

from

the s

oil. T

he re

actio

ns w

ill have to

be fa

cto

red, to

o –

whic

h is

illogic

and w

rong

(impossib

le).

www.aarsle

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NOM M

arch 2015

19

3rd

EC

7 W

ork

sh

op

: NC

CI in

Den

mark

Th

e D

an

ish

Desig

n A

pp

roach

, DK

NA

Co

mp

lem

en

tary

(no

n-c

on

trad

icto

ry) in

form

atio

n

An

nex

Su

bject

Ch

oice

DS

pread

fou

nd

ation

s An

alytical

meth

od

for b

earing

resistance

calculatio

n

Bearin

g resistan

ce equ

ation

s in

com

bin

ation

with

the p

artial factors fo

r

spread

fou

nd

ation

s securin

g th

e safety

requ

ired in

Den

mark

, are giv

en in

An

nex

D o

f this N

ation

al An

nex

..

HL

imitin

g v

alues o

f structu

ral

defo

rmatio

n an

d fo

un

datio

n

mo

vem

ent

Co

mp

lemen

tary in

form

ation

regard

ing

con

ven

tion

al bu

ildin

g stru

ctures is

giv

en in

the A

pp

end

ix to

An

nex

H.

KS

pecial co

nd

ition

s for

geo

techn

ical inv

estigatio

ns an

d

param

eters

Particu

lar Dan

ish co

nd

ition

s for

geo

techn

ical inv

estigatio

ns are g

iven

in A

nn

ex K

of th

is Natio

nal A

nn

ex.

LP

ile fou

nd

ation

s. An

alytical

meth

od

for b

earing

resistance

calculatio

n.

An

analy

tical meth

od

for d

etermin

ing

the b

earing

resistance o

f piles is g

iven

in A

nn

ex L

of th

is Natio

nal A

nn

ex.

www.aarsle

ff.com

NOM M

arch 2015

20

3rd

EC

7 W

ork

sh

op

: NC

CI in

Den

mark

Sp

read

Fo

un

datio

ns, B

earin

g re

sis

tan

ce

D.4

Dra

ine

d c

on

ditio

ns

EC

7 A

nnex

D:

JBH

:

AA

SHTO

:

JBH

= Jø

rgen B

rinch

Han

sen

AA

SHTO

= A

merican

Asso

ciation o

f State High

way an

d T

ransp

ortatio

n O

fficials

γγ

γγ

γi

sb

NB

is

bN

qi

sb

Nc

AR

qq

qq

cc

cc

dd

''

5,0

''

'/

++

=

)2

/'

45

(tan

2tan

dq

de

Nϕ

ϕπ

+=

()

()

2/3

'co

s1

4 1d

qN

Nϕ

γ−

=

()

dq

NN

'tan

12

ϕγ

−=

()

dq

cN

N'

cot

1ϕ

−=

()

dq

NN

'tan

15,

1ϕ

γ−

=

()

dq

NN

'tan

12

ϕγ

+=

www.aarsle

ff.com

NOM M

arch 2015

21

3rd

EC

7 W

ork

sh

op

: NC

CI in

Den

mark

Sp

read

Fo

un

datio

ns, B

earin

g re

sis

tan

ce

Pla

ne

vs

. triax

ial a

ng

le o

f frictio

n

Bo

lton

: ϕ

’tr,se

c=

ϕ’c

rit + 3

{ID(Q

min

–ln

(p’)) –

1}

ϕ’p

l,se

c=

ϕ’c

rit + 5

{ID(Q

min

–ln

(p’)) –

1}

Qm

in=

10

for q

ua

rtza

nd

feld

sp

ar

By tria

xia

lte

sts

, Da

nis

h tra

ditio

n / a

pp

roxim

atio

n:

ϕ’p

l = m

in {1

,1ϕ

’tr;(1

+ 0

,16

3⋅ID

) ϕ’tr

}

DK

NA

:20

13

: ϕ

’pl =

(1 +

0,1

⋅ID

) ϕ’tr

min

max m

ax

ee

ee

ID

−

−=

www.aarsle

ff.com

NOM M

arch 2015

22

3rd

EC

7 W

ork

sh

op

: NC

CI in

Den

mark

Sp

read

Fo

un

datio

ns, B

earin

g re

sis

tan

ce

1,0

0

10

,00

10

0,0

0

10

00

,00

20

25

30

35

40

45

50

Nγγγγ

Tria

xia

l friction

an

gle

AA

SH

TO

EC

7, tr

DK

NA

, pl

1,0

0

10

,00

10

0,0

0

10

00

,00

20

25

30

35

40

45

50

Nγγγγ

Tria

xia

l friction

an

gle

AA

SH

TO

EC

7, tr

DK

NA

, tr

www.aarsle

ff.com

NOM M

arch 2015

23

3rd

EC

7 W

ork

sh

op

: NC

CI in

Den

mark

Pile

Fo

un

datio

ns, A

nn

ex L

Geosta

ticalcalc

ula

tions fo

r driv

en p

iles w

ith to

e in

fine g

rain

ed (c

ohesiv

e) s

oil

in ”v

eryfirm

” (hig

hstren

gth

) glacial till

Nm

= 0

,6 fo

r com

pressio

np

iles

Nm

= 0

,2 fo

r tensio

n p

iles

r=

regen

eration facto

r = 0

,4

(1,0

wh

enco

nsid

ering

do

wn

drag

)

m=

material

factor

ξca

ls

cal

b

kc

RR

R;

;

;

+=

bu

ca

lb

Ac

R9

;=

bu

cal

bA

cR

18

;=

si

ni

uca

ls

Ac

rm

R∑

=

=1

;si

m

ni

mca

ls

Aq

NR

'

1

;∑

=

=

=

steelfo

r 7,

0

concrete

for

0,1

for w

ood

0,1

m

www.aarsle

ff.com

NOM M

arch 2015

24

3rd

EC

7 W

ork

sh

op

: NC

CI in

Den

mark

Pile

Fo

un

datio

ns, A

nn

ex L

For p

iles w

ith to

e in

coars

e g

rain

ed (n

om

-cohesiv

e) s

oil

The D

anis

h P

ile D

rivin

gF

orm

ula

can

be

used

www.aarsle

ff.com

NOM M

arch 2015

25

3rd

EC

7 W

ork

sh

op

: NC

CI in

Den

mark

Pile

Fo

un

datio

ns, A

nn

ex L

Bored

piles

(6) Fo

r bored

cast in situ

piles, th

e resistance m

ay be co

nsid

erably lo

wer th

an fo

r co

rrespondin

g driven

piles.A

shaft resistan

ce greater than

30 %

of th

e shaft

resistance o

f the co

rrespondin

g driven

pile o

r a design

base resistan

ce greater than

1000 kN

/m2sh

ould

not b

e assum

ed, u

nless reco

gnised

docu

men

tation allo

win

g a larger b

earing resistan

ce is available.

www.aarsle

ff.com

NOM M

arch 2015

26

3rd

Wo

rksh

op

on

EC

7, U

CL

| AR

UP

Lo

nd

on

NC

CI in

Den

mark

(DK

)

Thank y

ou fo

r your a

ttentio

n!