Steel Sheet Piling

Off-centre anchoring of AZ sheet pile walls

Sheet PilingArcelor Commercial RPS S.à r.l.

66, rue de LuxembourgL-4221 Esch-sur-Alzette (Luxembourg)Tel. +352 5313 3105Fax +352 5313 3290E-mail sheet-piling@arcelor.comwww.arcelor.com/sheetpiling 1-4-05-1-E

The Z-section sheet piles of the AZ series marketed byArcelor Profil Luxembourg differ from the Z-sectionsheet piles of competitors and from U-section sheetpiles in the following ways:

• the combination of the advantageous Z profileand the time-proven Larssen interlock make theman economical solution with a superior section-modulus-to-weight ratio;

• the favourable position of interlocks on the outerside, on the extreme fibre, overcomes the problemof transmission of shear force in the interlock,making crimping unnecessary to guaranteemaximum strength.

In practice, however, when sheet piles are to be tiedback, it is not uncommon for U-section piles to bepreferred. This choice is made for detailing reasons:with U-section sheet piles both waling bolts and tierods can be centred on the back of the pile.

If Z-section piles are used, the interlock runningdown the centre of the trough results in conservativemeasures being adopted, with walings being fixedwith two bolts, thereby increasing material costs andthe complexity – and cost – of installation.

If tie rods are to be centred on the trough, they haveto pass through the interlock. This requires a specialbearing plate with welded shims to bridge theinterlock ridge. If the water table behind the sheetpiles reaches the line of tie rods, the hole throughthe interlock might impair watertightness.

1

Anchoring of U-section sheet piles

Traditional anchoring of Z piles

Introduction

An economical solution for anchoringAZ piles

To enable full advantage to be taken of the AZ seriessheet piles under the most economical globalconditions, Arcelor Profil Luxembourg has developeda financially attractive alternative solution:

off-centre anchoring.

This solution combines the outstanding staticproperties of AZ sheet piles with the simplicity ofthe anchorages used with U piles. It simply involvesputting the bolts or tie rods through one of theflanges alongside the interlock: this avoids theproblem of making a hole through the interlockand using a complex bearing plate.

The advantage of off-centre anchoring is that itmobilizes the high strength of Z piles without havinga hole through the interlock.

The economic advantages are obvious:

• off-centre fixing of walings with a single boltreduces material and installation costs,

• off-centre positioning of tie rods makes it possibleto use plain bearing plates, and having a hole inthe flange rather than through the interlock meansachieving effective waterproofing ceases to be aproblem.

An economical solution for anchoring AZ sheet piles

Experimental studies

The tests on Z piles where carried out at the RWTHInstitute of Ferrous Metallurgy.

A hydraulic cylinder was used to apply a forcerepresenting the anchor force to an off-centrebearing plate. For technical reasons the test couldonly be carried out on one double-pile unit at a time.To simulate lateral continuity, the two piles werecross-braced.

The photos of AZ18 double piles after the test attestto the ductile behaviour obtained with this solution.

Finite-element model calibration andsimulations

The test results were used to calibrate a finite-element model which was then used for parametricstudies. The finite-element simulations were run atthe RWTH Department of Steel Construction.

This made it possible to more precisely consider theboundary conditions pertaining to a continuous sheetpile wall, conditions which could only be partiallytaken into account in the physical tests.

In principle the local eccentric force can, using asimple model, be broken down into a symmetricalcomponent and an antisymmetrical component.

Until now no design regulations have addressedthe possibility of off-centre anchoring of Z-sectionpiles. In close collaboration with the Department ofSteel Construction of the RWTH in Aachen, Arcelortherefore undertook a vast research project toanalyze the behaviour of sheet piles with off-centreanchoring and to determinethe corresponding design rules.

This research project comprised the following steps:

• experimental studies on Z piles subject to off-centre loading,

• finite-element modelling based on the test results,

• analysis of the behaviour of a double sheet pile (ina wall) subject to eccentric loading,

• drafting of a design method.

The results of the study were consigned to a finaldetailed report [1] and are summarized here forpractical application.

2

Double AZ18 sheet pile during test

Double AZ18 sheet pile after test

Boundary conditions of a double AZ pile

Symmetrical and antisymmetrical components of force

Research project

symmetrical

antisymmetrical

3

The importance of rotation is affected by differentparameters such as the span and the stiffness of thesoil behind the sheet pile wall.

The deformations observed during the physical testswere confirmed by the finite-element studies.

The parametric studies examined several limit statesthat might arise with eccentric loading under actualboundary conditions:

1. moment resistance of the cross-section at the pointof application of eccentric force,

2. interlock resistance (declutching),

3. shear resistance (punching shear resistance) offlange and tensile resistance of web under localanchor force.

Deformation for different parameters

Rotation due to the antisymmetrical component of the force(highly exaggerated)

Deformation under eccentric force

Other physical tests were also carried out, andfinite-element simulations of interlock behaviourunder horizontal tensile forces were run.

Development of a design method

The analysis of test results and finite-elementparametric studies served to develop a designmethod taking account of boundary conditions andindirect actions to which a double Z sheet pile issubject under local eccentric loading. This methodcomplies with European standard EN 1993-5 andcovers both local analysis and the effect on overallresistance.

The design method for bearing plates proposedbelow is based not only on the tests described abovebut also on another study on the determination ofbearing plate sizes [2], also carried out by the RWTHDepartment of Steel Construction.

Study of interlock strength

Study of moment resistance

Consequently, the study determined theperformance of the cross-section resulting in areduced moment resistance for different eccentricityfactors hex imposed by the boundary conditions.

NB: Off-centre anchoring can also be used in the case of inclined tie rods; the design rules given hereconcern only the horizontal component of anchor force, however.

Procedure:

• Choose dimensions and check bearing plate

• Determine eccentricity factors for each anchor point and check resistance to local forces

• Determine reduction coefficients for each anchor point and check sheet piling at the anchor level and generally.

Choice of bearing plate dimensions

The dimensions of the bearing plate must be chosenwithin the limits given below:

Width:

Length:

Thickness:

where : bc = width of AZ pile flange (between fillettangent points) (cf Tab. 3)

tF = flange thicknessdA = nominal diameter of bolt or tie rod

4

cac bbb ≤≤⋅90.0

aa bh ⋅≤ 5.2

≥⋅≥

≥=

3/

2

40

A

Fa

d

t

mm

t

Bearing plate position

NB: The anchor and/or bolt must in all cases bein the flange with the overlying interlock.

wrong

right

Right positioning of bearing plate

right

Design method and parameters

bs

ds

Swivel plate from [3]

Tab. 1: Bearing plate hole diameters(for guidance only)

Nominal

diameter dSW d’

dA mm mm mm

1.5” 41 60 51

1.75” 48 70 59

2” 54 80 67

2.25” 60 85 73

2.5” 68 95 81

2.75” 74 105 89

3” 81 110 96

3.25” 88 120 104

3.5” 94 130 112

(Dimensions from [3])

φ

5

Bearing plate check

Note: The following expressions are from report [2].

NB: The design rules given here also apply to inclined tie rods; however, they concern only the horizontalcomponent of anchor force.

In the case of inclined tie rods, detail appropriately to introduce the vertical component into the sheetpile wall, and make the necessary additional checks.

If alignment brackets are required (when the angles of inclination are steep), their application must bestudied case by case.

Bearing plates must be checked in bending. There may be several different situations:

• anchor without waling (possibly using a swivel plate )

• bolted waling

• several sheet piles anchored together, as a unit (possibly using a swivel plate )

If there is no waling, there must be an anchor in each trough.

Ë DË C

Ë A

Ë BË A

Anchor in each double pile trough (no waling)

with swivel platewith nutwith nutwith nut

A A A B

Anchorage without waling

Bearing plate check cases & : no waling, or waling with boltsBA

If a single tie rod is to anchor several double piles, the off-centre bearing plate must be checked in accordancewith C or D. The bearing plates for waling bolts must be checked in accordance with A.

with nut:

with swivel plate:B

A( )

0

2

, 13134

M

yaaplRdEd

f

Xt

XbFFγ

φ ⋅

−

+⋅⋅−=≤

'dhX a −=

ahX =

6

Bearing plate check cases & : anchorage of several double piles (n>1)DC

with nut:

with swivel plate:D

C

( )0

2

, 1313 24

M

yaapl

nnRdEd

f

Xt

XbFFγ

φ ⋅

−

1−

+⋅⋅ ⋅−=≤

Anchoring of severaldouble pilesHere: (n=3) with nut

Anchoring of severaldouble pilesHere: (n=3) with swivel plate

bolt fixing bolt fixing

C A A D

with nut with swivel plate

( )( )12

'12'

−−−+−

=n

dsndhX a

( )12

12

−−+

=n

snhX a

Anchors with bolted waling

where: for & : FEd = horizontal component of the anchor force per double pile

for & : FEd = horizontal component of the anchor force per tie rod

ba , ha , ta = width / length / thickness of bearing plate

fy = yield strength of bearing plate

= load spread diameter

dSW = bolt head size (spanner size)

= diameter of hole in bearing plate

n = number of double piles to be anchored

s = distance between waling members

φ

DC

BA

( ) 2/' φ+= SWdd

for & (with nut):

für & (with swivel plate):

where: dS = diameter of semi-cylindrical lugs (= 50 mm [3])bx = min {bS; ba}bS = width of swivel plate

DB

CA ( )0

22

22 M

ySWEd

fdF

γφ

π−≤

( )0M

yXsEd

fbdF

γφ−≤

Additional check:

F(double pile)

(double pile) (double pile)(double pile)

(double pile)

(double pile) (double pile)

F(bolt) = F

F

F(bolt) = F

F

F(tie rod)= n·F= F + F

F(waler)

(waling)

=(n-1)·F(double pile)

Bolt and anchor forces to be considered

Eccentricity factor hex,i at anchor point “i”NB: • If there is more than one level of anchors, hex must be determined separately for each level.

• The distance between the top anchor level and the top of the sheet piles must be at least 1.0 m.

hA1

hA2

kS1

Level 1

L1

L1

kS2

Level 2

L2

L2

Anchor levels to be considered

Eccentricity factor:

where:

for: with:

for:

Ant

iSymiex

C

C ,,

1

1

+

=α

+⋅⋅=

i

iAiisiSym L

hLkC ,

,, 50.150.0

00.1, <i

iA

L

h4

,

4is

i kEI

L =

2,, ⋅⋅= iisiSym LkC 00.1, ≥i

iA

L

h

where: hex, i = eccentricity factor (dimensionless)

CSym, i = stiffness of the system [MN/m2]

L i = elastic length of tie rod [m]

hA, i = distance from anchor level to top of pile [m]

CAnt = torsional stiffness of sheet pile [MN/m2] (from Tab. 3)

EI = flexural stiffness of sheet pile wall [MNm2/m] (from Tab. 3)

k s, i = modulus of soil reaction at the anchor point in question

(average over length 2Li) [MN/m3] (cf guideline values in Tab. 2)

NB: • If the soil is stratified, a mean value for kS at the anchor level must be found.

Tab. 2: Guideline values for modulus of soil reaction kS

Ground type kS

MN/m3

Peat 2

Clay, silty clay, sandy/silty clay 5

Silt 10

Sand loose, moderately

compact, compact 40, 80, 150

Gravel 100

7

8

cm/m

cm/m‘‘

Tab

.3:D

esig

np

aram

eter

sfo

rA

Zsh

eet

pile

sw

ith

off

-cen

tre

anch

ors

Shee

tp

iles

Flan

ge

wid

thPl

ate

wid

thD

ou

ble

pile

wid

th

Flan

ge

thic

k-n

ess

Web

thic

k-n

ess

Inte

rlock

char

ac-

teris

tic

Clas

sific

atio

nas

perE

N19

93-5

9

punching shearresistanceof flange

tensile resistanceof web

interlockresistance

NB: For the interlock resistance RLock, Rd, take fu

(ultimate tensile strength).

NB: For FEd, take the horizontal component of the anchor force introduced into the double pile (cf diagramon page 7).

Note: The expressions above, especially KL, are derived from equations (5.23), (5.24), and (5.25) in document [1].

where:( )0

,,,,,,

;;min

M

RktwRkVfRkLockAZExRdiEd

RRRRFγ

=≤ )1(3

)( ,, iexy

FaaRkVf

ftbhR α+⋅⋅⋅+=

iexuLaaRkLock fKbhR

,, 1

1)2(

α−⋅⋅⋅+=

)1( ,, iexyWaRktw fthR α+⋅⋅⋅=

Tab. 4: AZ sheet pile steel grades

Grade Yield strength Ultimate tensile

(as per EN 10248) fy strength fu

[N/mm2] [N/mm2]

S 240 GP 240 340

S 270 GP 270 410

S 320 GP 320 440

S 355 GP 355 480

S 390 GP 390 490

S 430 GP 430 510

In the expressions above:

FEd, i = F’Ed • B = anchor force applied, per double pile

F’Ed = anchor force applied (horizontal component)

(per linear metre)

B = width of double pile (from Tab. 3)

KL = interlock characteristic coefficient (from Tab. 3)

tF, tW = flange thickness / web thickness (from Tab. 3)

ba, ha = width / length of bearing plate

fyy, fu = yield strength / ultimate tensile strength of

AZ sheet piles (from Tab. 4)

hex, i = eccentricity factor at anchor point concerned

The design resistance of sheet piling to local force (at each off-centre anchor point) must be checked.

Reduction coefficients iex, i at anchor point “i”

At the anchor point “i” considered:

where: iex, i = reduction coefficient at anchor point “i”

hex, i = eccentricity factor at anchor point

FEd, i = horizontal component of anchor force applied (per linear metre of sheet pile wall)

fy = yield strength of AZ sheet pile (from Tab. 4)

CEx = characteristic value for transverse bending of sheet pile (from Tab. 3)

If there is more than one level of anchors, iex, i must be determined separately for each level.

Note: In the case of retaining walls combining off-centre anchors and centred anchors or braces, take iex =1.0at centred anchor or bracing points.

yEx

iEdiexiex fC

F

⋅−−= ,

,, )1(1 αβ

Check of resistance of AZ sheet pile wall to local force

10

Classes 1 and 2:

Class 3:

and:

and also, for: M-V interaction:

where:

0,,,

M

yNetpliexRdcEd

fWMM

γβ ⋅⋅=≤

plWGrossplNetpl rWW ,,, ⋅=

φ⋅−= 8.00.1, plWr

0,,,

M

yNeteliexRdcEd

fWMM

γβ ⋅⋅=≤

0,

3 M

yViexRdEd

fAVV

γβ ⋅⋅=≤

2

12

−=

Rd

Ed

VV

ρ

0

2

,,, sin M

yVNetpliexRdVEd

f

4 w'tA

WMMγα

ρβ ⋅

⋅−⋅=≤50:.0>

Rd

Ed

VV

elWGrosselNetel rWW ,,, ⋅=

φ⋅−= 3.10.1,elWr

In the expressions above:

MEd = bending moment in cross-section considered [kNm/m]

VEd = shear force in cross-section considered [kN/m]

Wel, Wpl = elastic/plastic section modulus of AZ sheet pile [cm3/m] (from Tab. 3)

AV = shear area of AZ sheet pile [cm2/m] (from Tab. 3)

h = angle of AZ sheet pile web [°] (from Tab. 3)

fy = yield strength of AZ sheet pile (from Tab. 4)

rW = reduction coefficient (dimensionless) to take account of reduction of cross-sectional area

at anchor point

= diameter of hole in AZ sheet pile [m]

iex, A, i = reduction coefficient to take account of eccentricity at anchor point.

tw’ = 2 · tw / B [cm/m]

φ

Check of bending moment and shear capacity of sheet piling at anchor point

11

Simplified, taking: iex, F = min iex, i

Classes 1 and 2:

Class 3:

and:

More precise determination of iex, F in general sections

More favourable reduction coefficients, iex, F, can be determined for general sections by taking account of: thedistance between the anchor point and the section considered; where applicable, the distance LA between twoadjacent layers of anchors; and the cross-section with the maximum bending moment.

0,,

M

yelFexRdcSd

fWMM

γβ ⋅⋅=≤

0,

3 M

yVFexRdSd

fAVV

γβ ⋅⋅=≤

0,,

M

yplFexRdcSd

fWMM

γβ ⋅⋅=≤

On condition that there is no other reduction incross-sectional area, the gross section modulus valuescan be used.

To check general sections (above, below, andbetween anchorages), and to simplify matters whilestill staying on the safe side, the smallest of thevalues for iex, i at adjacent anchor points can betaken for iex, F . More favourable values can bedetermined as explained below.

a) Single anchored sheet pile walls, or sections above the top anchor layer / below the bottom anchor layer

maximum moment for

maximum moment for interpolation betweeniex, i and iex, F = 1,0

b) Multiple anchored sheet pile walls, between 2 adjacent anchor layers A1 and A2

where: LA = distance between the two adjacent layers of anchors

A) Extreme case (large distance):

maximum moment for x1 _< LEx/2 - zone (1)-: linear interpolation between iex, 1 & iex, F = 1,0

maximum moment in zone (2): iex,F = 1,0

maximum moment for x2 _< LEx/2 - zone (3) -: linear interpolation between iex, 2 & iex, F = 1,0

2 :ExLx ≥ 0,1, =Fexβ

βex,i

x

β =1.0

LEx /2

x

βex,F =1.0

LEx /2

ex,F

:2ExLx <

Zone of reduction in bending moment resistance in the case of several layers of off-centre anchors

ExA LL ≥

where: x = distance between anchor point and section withmaximum moment (in general section)

LEx = reference length of sheet pile (from Tab. 3)

Checks of general sections of sheet pile wall

Zone of reduction in bending moment resistance

12

B) Normal case:

maximum moment for x1 _< LA – LEx / 2 - zone (1) -: linear interpolation between

iex, 1 &

maximum moment in zone (2): linear interpolation between iF, 1 & iF, 2

maximum moment for x2 _< LA – LEx / 2 - zone (3) -: linear interpolation between

iex, 2 &

C) Extreme case (short distance):In all of general section: linear interpolation between iex, 1 & iex, 2

2/ExAEx LLL ≥≥

)12

()1( 1,1,1, −⋅

⋅−+=Ex

AexexF L

Lβββ

)12

()1( 2,2,2, −⋅

⋅−+=Ex

AexexF L

Lβββ

< 2/ExA LL

13

Choice of bolt, tie rod, and bearing plate dimensions

Waling: FEd = 1,26 • 366 = 461 kN / double pilechoice: bolt dA = 2,25” (no calculation)choice: plate ba / ha / ta = 140 / 220 / 40 mm / S355JR

Anchor: FEd = 2 • 1,26 • 366 = 922 kN / double pilechoice: tie rod dA = 3,0” (no calculation)choice: plate ba / ha / ta = 140 / 220 / 85 mm / S355JR

In this example no check is carried out for the bolts and tie rods. It is assumed that the steel grade chosen willwithstand the critical design forces.

System and action effects

System Results of numerical calculation (design values)

It is proposed to anchor every second double pile.

It is proposed to install horizontal tie rods: smooth bars with threaded upset ends, with swivel plate to cater forpossible settlements.

Intermediate double sheet piles will be bolted to a waling consisting of two 300 mm channel sections set 160 mmapart.

Example of design

Bearing plate dimension check

Bolt bearing plates:

Tie rod bearing plates:

where:

Check of bolt bearing plate in bending

With:

and (type A):

Additional check:

Check of tie rod bearing plate in bending

With :

and (Typ D):

Additional check:

14

!!!

=⋅≥

=≤=

129 mm90,0

143 mm140

c

ca b

bmmb

( ) ( ) 461 kN5870,11000

3551

14740

311476014034

13134

22

, >=⋅

⋅!!

!

!

!!

!

!−!

!

!!!

!+⋅⋅−=⋅!!

!

!

!!

!

!−!

!

!!!

!+⋅−=≤ kN

f

X

tXbFF

M

yaaplRdEd γ

φ

( ) ( ) 922 kN9780,11000

3551

18085

3118032

8114034

131123

422

, >=⋅

⋅!!

!

!

!!

!

!−!

!

!!!

!+⋅−=⋅!!

!

!

!!

!

!−!

!

!!!

!+⋅

−−=≤ kN

f

X

tX

nn

bFFM

yaaplRdEd γ

φ

( ) ( ) 461 kN14290,11000

3556085

22222222 >=

⋅−=−≤ kN

fdF

M

ySWEd

πγ

φπ

350 mm5,2220 =⋅≤= aa bmmh

"25,2=Ad mm60=φ mmd 73'=

2=n mms 160=

"0,3=Ad mm81=φ

mmdhX a 14773220' =−=−=

( )mm

n

snhX a 180

3

16012220

12

12=

⋅⋅+=

−

−+=

( ) ( ) 922 kN10470,11000

3558114050 >=

⋅−⋅=−≤ kN

fbdF

M

yasEd γ

φ

!!

!!

!

=≥

=≥

=⋅≥

=

19 mm3/

40 mmmin

36 mm2

40

A

a

F

a

d

t

t

mmt

!!

!!

!

=≥

=≥

=⋅≥

=

25 mm3/

40 mmmin

36 mm2

85

A

a

F

a

d

t

t

mmt

0,10 =Mγ

Check of action effects at anchor point

Although the sheet pile can be deemed to be class 1-2 under EN 1993-5, to be on the safe side the check is carriedout for the elastic moment resistance.

with: (it is assumed that the most critical condition is that corresponding to the greatest reduction inthe sectional area, at the level of the anchor).

15

Determination of eccentricity factor

AZ-Profil: 36AZ mMNmEI /88,173 2=2/15,153 mMNCAnt =

mcmrWW elWGrosselNetel /3221)081,03,10.1(3600 3,,, =⋅−⋅=⋅=

129 kNm/m/8350,11000

270322196,0

0,,, >=

⋅⋅⋅=⋅⋅=≤ mkNm

fWMM

M

yNetelAexRdcEd γ

β ( )

280 kN/m/14100,110

270

3

2,9496,0

3 0, >=

⋅⋅⋅=⋅⋅=≤ mkN

fAVV

M

yVAexRdEd γ

β ( ) 50,020,0 ≤=Rd

Ed

VV ( )

mm81=φ

Check of the resistance of the AZ36 pile to local forces

Note: This check is valid for bearing plates for both bolts and anchors since their dimensions ba and ha are the same.

Reduction coefficient iex at anchor point

96,035560,9

366)36,01(1)1(1 =

⋅−−=

⋅−−=

yEx

Edexex fC

Fαβ

kNfKbhRex

uLaaRkLock 75936,01

11000410

37,2)1402220(1

1)2(, =

−⋅⋅⋅⋅+=

−⋅⋅⋅+=

α

kNf

tbhR exy

FaaRkVf 1374)36,01(31000

27018)140220()1(

3)(, =+⋅⋅⋅+=+⋅⋅⋅+= α

kNfthR exyWaRktw 1131)36,01(1000270

14220)1(, =+⋅⋅⋅=+⋅⋅⋅= α

( )kN

RRRRkNF

M

RktwRkVfRkLockAZExRdEd 759

0,1759;;min

4610

,,,,, ===≤=

γ

Ground at anchor level: moderately compact sand

Anchor level:

3/80 mMNks =mhA 0,3=

mkEI

Ls

i 72,144 == 00,175,1 ≥=i

A

L

h

2/2752 mMNLkC isSym =⋅⋅=

36,01

1=

+=

Ant

Symex

C

Cα

AZ sheet pile: 36AZ / GPS270 mcmWel /3600 3= mcmAV /2,94 2=

Check of action effects in general sections

To simplify matters (with iex, F = iex, A):

With a more precise value for iEx, F:

x = 6,60m (distance between tie rod and section with maximum moment):

Note: With i ex, F = i ex, A and taking the plastic moment resistance, the check would also be met:MEd _< M c, Rd = 1088 kNm / m > 965 kNm/m.

Moreover, assuming iex, F = 1,0 the result is even MEd _< M c, Rd = 1133 kNm / m > 965 kNm/m.

16

965 kNm/m/9330,11000

270360096,0

0,, =<=

⋅⋅⋅=⋅⋅= Ed

M

yelAexRdc MmkNm

fWM

γβ

mLEx 0,6= mL

x Ex 0,32

=> 0,1, =Fexβ

965 kNm/m/9720,11000

27036000,1

0,, >=

⋅⋅⋅=⋅⋅=≤ mkNm

fWMM

M

yelAexRdcEd γ

β ( )

Front bearing plate:140x220x40 / S355JR

Swivel plate:160x160x50 / S355JR

Waling: 2 U 300s=160

Tie rod:

Bolt:

Bearing plate:140x220x85 / S355JR

Rear bearing plate:140x220x45 / S355JR

System diagram

[1] Exzentrische Lasteinleitung in Z-Bohlen, Endbericht mit Bemessungskonzept, Lehrstuhl für Stahlbau, RWTHAachen, November 2002

[2] Bestimmung der Ankerplattenabmessungen bei Spundwandbauwerken, Endbericht, Lehrs. für Stahlbau,RWTH Aachen, Februar 2004

[3] Anchorage catalogue, Anker Schroeder, Editions 1995-200

[4] Steel Sheet Piling General Catalogue

[5] EAB, Empfehlungen Arbeitsausschuss Baugruben

[6] DIN 18800, Stahlbauten, Deutsches Institut für Normung, November 1990

[7] EN 1993-5, Eurocode 3: Design of Steel Structures, Part 5: Piling

Bibliography

Steel Sheet Piling

Off-centre anchoring of AZ sheet pile walls

Sheet PilingArcelor Commercial RPS S.à r.l.

66, rue de LuxembourgL-4221 Esch-sur-Alzette (Luxembourg)Tel. +352 5313 3105Fax +352 5313 3290E-mail sheet-piling@arcelor.comwww.arcelor.com/sheetpiling 1-4-05-1-E