off-centre anchoring of az sheet pile walls
TRANSCRIPT
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 [email protected]/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 [email protected]/sheetpiling 1-4-05-1-E