06w schuppener worked examples hyd&upl limit states
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GEOTECHNICAL DESIGN wi th worked examples 13-14 June 2013, Dublin
Worked examples an m
Dr. Bernd Schuppener
German Federal Waterways Engineering and
Research Institute, KarlsruhePast Chairman of CEN TC250/SC 7
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Worked example:
in an excavation
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Example: verification of failure by uplift UPL
=
LSPW =15 m
,
Uk
a = 10 m; b = 5 m
conrete = 24,0 kN/m = 32,5
= 10 kN/m Steel d = 2,34 kN/m
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k
w
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EN 1997-1: 2.4.7.4 Verification of uplift
(1)P Verification for uplift (UPL) shall be carried out by checking
that the design value of the combination of destabilisingpermanen an var a e ver ca ac ons dst;d s ess an orequal to the sum of the design value of the stabilisingpermanent vertical actions (Gstb d) and of the design value of any
additional resistance to uplift (Rd):
V G + R (2.8),where
dst,d dst;d dst;d
(2) Additional resistance to uplift may also be treated as a
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stb;d .
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UPL partial factors and model factor
Factor type Factor EN 1997-1 German NA
and DIN
1054
Irish NA
Permanent unfavourable
action
G;dst 1.0 1.0 1.0
G;stb . . .
Variable unfavourable action Q;dst 1.5 1.5 1.5
Angle of shearing resistance 1.25 1.25 1.25
Pile tensile resistance s;t 1.4 1.4 2.0
Model factor on wall - 0.8 -
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resistance
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UPL- verification with the weight of the structure only
For the verifications the following quantities are needed:
Self-wei ht base-slab:
Base-slab: d = 1,0 m, concrete = 24,0 kN/m:Base-area A = a b = 10,0 5,0 = 50,00 m
concrete = concreteGconcrete = 50 1,0 24,0 = 1200 kN.
e we g s ee -p e-wa : SPW = , m, Steel = , m
Weight per unit area: g = 78,0 0,03 = 2,34 kN/m,
SPW = SPW = , =
Total characteristic weight of the structure:
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Gk
= Gconcrete
+ GSPW
= 1200 + 1053 = 2253 kN
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UPL-verification with the weight of the structure only
G
U
V
dst,d
= Ud
Gd
dst,d stb;d d . .
k G,dst k G,stbBut: 5000 1,00 = 5000 kN > 2253 0,90 = 2028 kN
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ence requ remen no sa s e
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UPL-verification including wall fr ictional resistance R
GR
Vdst,dGstb;d + Rd +
UdGd + Rd2013 Bernd Schuppener. All rights reserved8
, s ,s
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Verification of failure by upli ft UPL frictional resistance R
The characteristic value of the wall frictional resistance Rk will be
treated as a stabilising action determined as the vertical
a model factor of = 0,80:
Rk = Eah,k tan a
e wa r c on ang e s assume o e k = k. orhorizontal surface area and vertical wall the earth pressurecoefficient is Kah k = 0,25 (from Fig. C 1.1 of EN 1997-1 for k=32.5) and tan a = 0,397. The earth pressure is assumed to actonly on the outer surface of the sheet pile wall:
E = 2 a + b 0 5 L K, ,
Eah,k = 30 0,5 15 10 0,25 = 8437 kN
Rk = Eah k tan k
2013 Bernd Schuppener. All rights reserved9 Rk = 8437 0,397 0,8 = 2680 kN
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UPL - including wall frictional resistance
G
R
U
U G + R Require: UdGd + Rd
, ,But: 5000 1,00 = 5000 > (2253+2680) 0,90 = 4400 kN
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Example: Irish verif ication of uplift failure for UPL
Calculation of Rd
s ng k,inf= , , .e. e n er or c arac er s c va ue, an app y ng
UPL = 1,25 to the tan(k,inf) to obtain to d and d, gives a design
wall frictional resistance Rd value that is slightly greater than the
characteristic value Rk, which is not acceptable.Hence a superior characteristic valuek,sup is needs to be used. This is
o a ne , a er on an arr s , y assum ng a norma
distribution for and a standard deviation of 3o so that k,sup = 32,5o + 2
1.624 3 0 = 42.4o. Then a l in the artial factor of 1.25 as amultiplier to tan(k,sup) gives d,sup = 48.8
o and hence an Rd value of
2580 kN with a margin of safety of 1.33 on the characteristic value.
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Example: Irish verification of failure by uplift UPL
R
U
Uk G,dstGk G,stb + RkG,stbRequire: UdGd + Rd
i.e. 5000 1,00 = 5000 > 2253 0,90 + 2580 = 4608 kN
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GEO partial factors and model factor
DA1.C1
DA1.C2 DA2 + DIN
1054ermanen un avoura e
action, transient situation
G;dst . . .
Permanent favourable G;stb 1.0 1.0 1.0
actionVariable unfavourable
action
Q;dst 1.5 1.3 1.5
Angle of shearing
resistance
1.0 1.25 1.0
Pile tensile resistance s;t 1.25 1.6 1.4
Model factor on wall - - 0.8
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resistance
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Irish design for GEO verification
As explained previously,
RG Rd is obtained using thesuperior value so that
for:
UEd Rd = 1,0, Rd = 3440 kN = 1,25, Rd = 2580 kNE
d= U
k
G- G
k
G,inf= 5000
G 2253
G;inf. : d = , , = d =
DA1.C2: Ed = 5000 1,02253 1,0=2747kN < Rd = 2580kN
Hence GEO ULS is not satisfied
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U lift - verification with tension iles
EN 1997-1
7.6.3 Piles - ground tensile resistance
(3)P For tension piles, two failure mechanismsshall be considered:
pull-out of the piles from the ground mass;
uplift of the structure and the block of ground
containing the piles.
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Pile design (GEO) for verif ication of failure by uplift
G
U
F
Ft,d = Uk G - (Gk+ Rk) G,infFt,d: design value of the action on the pilesG = 1.20 for unfavourable actions (according to DIN 1054 for
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G,inf= 1.00 for favourable effects of actions
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Pile design (GEO) for verif ication of failure by uplift
G
U
Ed = UkG - (Gk+ Rk) G inf E1
Ft,d = 5000 1,20 - (2253 + 2680) 1,00
Ft,d = 6000 4933
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Ft,d
= 1067 kN
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Pile design (GEO) for verif ication of failure by uplift
E
L
Rt,dDriven iles: L = n L D = 0 5 m = 35 kN/m
Rt,d = Ltot qs,k D / P
, P = 1,40 (DIN 1054)
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Pile design (GEO) for verif ication of failure by uplift
l =3 33 m
1,66 m
x
3,33 m
10,0 ma= , m
3,33 m
la=3,33 m
1,66 m
x
2,50 m2,50 m
5,0 m
Selected:
3 Piles L = 10 m
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Irish pile design for GEO verification of uplift failure
As explained previously,
G Rd is obtained using thesuperior value so that
for:
U
= 1,0, Rd = 3440 kN = 1,25, Rd = 2580 kN
Ed = UkG - Gk G,inf = 5000G 2253 G;inftd d . .
Rt,d = Rt,k / s; t + Rd = Ltot qs,k D / s;t + Rd
= Ltot35 0.5 / s;t + Rd = Ltot 54.98 / s;t + Rd
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Hence require: Lto t s;t (5000G 2253 G;inf Rd) / 54.98
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Verification of uplift of structure + ground
oc con a n ng e p es
G RVdst,dGstb;d + Rd (2.8)
UdGd + Gsoil,d + Rd
G
k G,dst k soil,k k G,stb
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Determination of Gsoil,k according to DIN 1054, 8.5.4
+= cotll/LllnG babak,soil2231
: num er o p es, L = engt o p es
la = 5,0 m greater grid distance piles,
=b , ,
= 10,0 kN/m submerged weight soil = 0,80 model factor for the wei ht.
Gsoil,k= 3{5,03,33(10
1/3 cot 32,5)}0,81022 33305 ,, +
soil,k =
Model factor: = 0,80
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Verification of uplift of structure + ground
oc con a n ng e p es
GR
U G + R + G
G
,
Uk G,dst(Gk+ Rk+ Gsoil,k) G,stb5000 6906 kN
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Worked example:
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. . .
(1)P When considering a limit state of failure due to heave
, . ,
be verified, for every relevant soil column, that the design
value of the destabilising total pore water pressure (udst d )
at the bottom of the column, or the design value of theseepage force (Sdst;d) in the column is less than or equal to
e s a s ng o a ver ca s ress stb;d a e o om o
the column, or the submerged weight (Gstb;d) of the same
udst;d stb;d (2.9a)
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dst;d stb;d .
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Verification of safety against hydraulic heave
hh =
us ng ormu a y
3 1t
h1 ++
h = 4,4 m
4,1
4,4=rh = 2,13 mh= 1,4 m
60,6
t = 6,60 mi = hr / t = 0,32
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u = (t + hr) w
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Verification of safety against hydraulic heave
NN - 1,0 m Seepage force Sk:
Sk = i W V
NN - 4,0 mEffective self weight ofthe soil column Gk:
NN - 5,4 m Gk = V
Sk dst Gk G,stbk
NN - 12,0 mSk
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Verification of safety against hydraulic heave
Table A.17 - Partial factors on actions
FAction Symbol Valuepermanent
un avoura e
favourableb
G;dstG;stb
.
0.90
unfavourablea G;stb 1.50
a
b stabilising
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Safety against hydraulic heave: eq. 2.9bNN - 1,0 m udst;d stb;d
u = t + h
NN - 4,0 m
hr= 2,13m
u = (6.60+2.13)10- , m
uk = 87.3 kN/mstb;k = t(+w)
h= 1,4 m
stb;k = 6.60 20
stb;k
= 132 kN/mt = 6,60 m
NN - 12,0 m ukG,dst stb;kG,stb87.31.35 1320.90
stb;d
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. .s ;
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GEOTECHNICAL DESIGN wi th worked examples 13-14 June 2013, Dublin
Geotechnical designw wor ex m l
eurocodes.jrc.ec.europa.eu
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