simpson (2014) design for problems dominated by water pressures - latest eurocode developments
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8/19/2019 Simpson (2014) Design for Problems Dominated by Water Pressures - Latest Eurocode Developments
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1
Design for problems dominated
by water pressures – latestEurocode developments
Brian Simpson
Arup Fellow
EC7 workshop, 18 March 2014
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2
Piezometer lost and not replaced
Water has a way of seeping between any two theories!
Some examples of failures
EC7 requirements
Recent thinking on safetyHYD – Equation 2.9
EC7 – Evolution Group 9
8/19/2019 Simpson (2014) Design for Problems Dominated by Water Pressures - Latest Eurocode Developments
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3
Piezometer lost and not replaced
Water has a way of seeping between any two theories!
Some examples of failures
EC7 requirements
Recent thinking on safetyHYD – Equation 2.9
EC7 – Evolution Group 9
8/19/2019 Simpson (2014) Design for Problems Dominated by Water Pressures - Latest Eurocode Developments
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4
Levees and river banks
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Dubai Dry Dock BP184.14
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(b)Silty fine sand
Sandy gravel
Very silty layer Toe drain (sandy gravel)
(a)Riprap Sandy gravelSand and gravel
Sand and gravel
SandSheetpile
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(b)Silty fine sand
Sandy gravel
Very silty layer Toe drain (sandy gravel)
(a)Riprap Sandy gravelSand and gravel
Sand and gravel
SandSheetpile
Permeability distribution
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Dubai Dry Dock BP184.16
Factors of safety ?!?
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H1 H2
W=Vg
U1
U2
F = (U1+W)/U2
or
F = W/(U2-U1)
H1=4m, H2=5m
g=2gw
F = 1.2
F = 2.0
H1=19m, H2=20m
g=2gw
F = 1.05
F = 2.0
= (H1gw+W)/H2gw
= W/(H2-H1)gw
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13
Piezometer lost and not replacedWater has a way of seeping between any two theories!
Some examples of failures
EC7 requirements
Recent thinking on safetyHYD – Equation 2.9
EC7 – Evolution Group 9
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2.4.7.1 General
(1)P Where relevant, it shall be verified that the following limit states are not exceeded:
— loss of equilibrium of the structure or the ground, considered as a rigid body, in which the
strengths of structural materials and the ground are insignificant in providing resistance
(EQU);
— internal failure or excessive deformation of the structure or structural elements, including
e.g. footings, piles or basement walls, in which the strength of structural materials issignificant in providing resistance (STR);
— failure or excessive deformation of the ground, in which the strength of soil or rock is
significant in providing resistance (GEO);
— loss of equilibrium of the structure or the ground due to uplift by water pressure (buoyancy)
or other vertical actions (UPL);
— hydraulic heave, internal erosion and piping in the ground caused by hydraulic gradients
(HYD).
2.4.7.1 General
(1)P Where relevant, it shall be verified that the following limit states are not exceeded:
— loss of equilibrium of the structure or the ground, considered as a rigid body, in which the
strengths of structural materials and the ground are insignificant in providing resistance
(EQU);
— internal failure or excessive deformation of the structure or structural elements, including
e.g. footings, piles or basement walls, in which the strength of structural materials issignificant in providing resistance (STR);
— failure or excessive deformation of the ground, in which the strength of soil or rock is
significant in providing resistance (GEO);
— loss of equilibrium of the structure or the ground due to uplift by water pressure (buoyancy)
or other vertical actions (UPL);
— hydraulic heave, internal erosion and piping in the ground caused by hydraulic gradients
(HYD).
a a
W W
M
F1 F2
b
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(9)P Actions in which ground- and free-water forces predominate shall be
identified for special consideration with regard to deformations, fissuring,
variable permeability and erosion.
NOTE Unfavourable (or destabilising) and favourable (or stabilising)
permanent actions may in some situations be considered as coming from a
single source. If they are considered so, a single partial factor may be applied to
the sum of these actions or to the sum of their effects.
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20
Piezometer lost and not replacedWater has a way of seeping between any two theories!
Some examples of failures
EC7 requirements
Recent thinking on safetyHYD – Equation 2.9
EC7 – Evolution Group 9
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Geotechnical safety in relation to water pressures
B. Simpson
Arup Geotechnics, London, UK
N. VogtTechnische Universität München, Zentrum Geotechnik, Munich, Germany
A. J. van Seters
Fugro GeoServices, The Netherlands
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1m rise in water level multiplies BM
by about 2.5 –
outside the rangeallowed by factors on the water
pressure or water force.
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1. gG;stb & gG,dst 2. Buoyant weight
3. Factor water
density
4. Water unfactored
Ustb
Udst
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• Should generally be avoided
• Use unfactored water pressures and forces?
• Don’t factor density but factor pressures (AvS)?• Don’t factor pressures but factor forces (NV)?
• At some point, equilibrium is not preserved. Butthe question is – where?
• The problems are less for DA1, but not removed.
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Dh
31
2 0 4
0 42
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Number of piles required (normalised). (a) unfactored,
(b) pile resistance factored, (c) gG = 1.35 on water pressure,(d) water table adjusted, (e) UPL,
0
1
2
0 0.2 0.4 0.6 0.8 1
n . R
k / W w
h/D
(a)
(b)
(c)
(d)
(e)
(f)
0
0.2
0.4
0.1 0.2 0.3 0.4
n . R
k / W w
h/D
(a)
(b)
(c)
(d)(e)
(f)
h/D
(a)
(b)
(c) (d)(e)
(f)
h/D0.2 0.3 0.4
0
0.1
0.2
0.4
0
1
2
n · R k
/ W w
n · R k
/ W w
0 0.2 0.4 0.6 0.8 1
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The possibility of a reduced factor on favourable weight, perhaps
between 0.8 and 0.9 should be considered.
2 0 4
0 42
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Number of piles required (normalised). (a) unfactored,
(b) pile resistance factored, (c) gG = 1.35 on water pressure,(d) water table adjusted, (e) UPL, (f) gG;fav = 0.8 on weight.
0
1
0 0.2 0.4 0.6 0.8 1
n . R
k / W w
h/D
(a)
(b)
(c)
(d)
(e)
(f)
0
0.2
0.4
0.1 0.2 0.3 0.4
n . R
k / W w
h/D
(a)
(b)
(c)
(d)(e)
(f)
h/D
(a)
(b)
(c) (d)(e)
(f)
h/D0.2 0.3 0.4
0
0.1
0.2
0.4
0
1
2
n · R k
/ W w
n · R k
/ W w
0 0.2 0.4 0.6 0.8 1
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EC7 2.4.7.3.2(2)
In some design situations, the application of partial factors to actions coming
from or through the soil (such as earth or water pressures) could lead to designvalues which are unreasonable or even physically impossible. In these
situations, the factors may be applied directly to the effects of actions derived
from representative values of the actions.
Apply only to structural
bending moments etc, or
more generally?
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• Need robustness
• Accommodate the worst water pressures
• Apply the “single source” principle
•
Don’t factor water density (?) • Use of an offset in water level (?)
• Reduced factor on favourable weight (?)
• The “star” approach (?)
•
A “middle 2/3rds” rule (?) • Use engineering expertise
37
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Values of partial factors recommended in EN1997-1 Annex A
Design approach 1 Design approach 2 Design approach 3
Combination 1-----------------Combination 2 ----------------Combination 2 - piles & anchors DA2 - Comb 1 DA2 - Slopes DA3 A1 M1 R1 A2 M2 R1 A2 M1 or … M2 R4 A1 M1 R2 A1 M=R2 A1 A2 M2 R3
Actions unfav 1,35 1,35 1,35 1,35
fav
unfav 1,5 1,3 1,3 1,5 1,5 1,5 1,3
Soil tan f' 1,25 1,25 Structur Geotech 1,25
Effective cohesion 1,25 1,25 actions actions 1,25
Undrained strength 1,4 1,4 1,4
Unconfined strength 1,4 1,4 1,4
Weight density
Spread Bearing 1,4
footings Sliding 1,1
Driven Base 1,3 1,1
piles Shaft (compression) 1,3 1,1
Total/combined 1,3 1,1
Shaft in tension 1,25 1,6 1,15 1,1
Bored Base 1,25 1,6 1,1
piles Shaft (compression) 1,0 1,3 1,1
Total/combined 1,15 1,5 1,1
Shaft in tension 1,25 1,6 1,15 1,1
CFA Base 1,1 1,45 1,1
piles Shaft (compression) 1,0 1,3 1,1
Total/combined 1,1 1,4 1,1
Shaft in tension 1,25 1,6 1,15 1,1
Anchors Temporary 1,1 1,1 1,1
Permanent 1,1 1,1 1,1
Retaining Bearing capacity 1,4
walls Sliding resistance 1,1
Earth resistance 1,4
Slopes Earth resistance 1,1
indicates partial factor = 1.0 C:\BX\BX-C\EC7\[Factors.xls] 25-Nov-06 17:26
Permanent
Variable
Combination 1
Use worst likely waterpressures.
Apply factors, either towater pressures (ugh!)or to structural actioneffects such asbending moments andprop forces (DA1-1*)
Combination 2Use the worst crediblewater pressures,unfactored.
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39
Piezometer lost and not replacedWater has a way of seeping between any two theories!
Some examples of failures
EC7 requirements
Recent thinking on safetyHYD – Equation 2.9
EC7 – Evolution Group 9
8/19/2019 Simpson (2014) Design for Problems Dominated by Water Pressures - Latest Eurocode Developments
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40
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6m
3m
6m
b
t
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P bili fil
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C:\BX\SAFE\Eq2_9-SAFE\SafeRe28-Oct-13 16:50
-12
-10
-8
-6
-4
-2
0
2
4
6
8
1.00E-06 1.00E-05 1.00E-04 1.00E-03
L e v e l ( m )
Permeability m/s
Permeability profiles
Runs 1, 2, 5
Runs 3, 8
Run 4
Run 9
Run 10
Run 12
R 13 5:1 aniso
*
*
**
*
* Runs either failed to converge, with soil “boiling”, or converged with substantial areas of zero
effective stress. Run 13 had constant horizontal permeability of 1E-5m/s (as Run 5), but with
vertical permeability reduced by a factor of 5.
4
3,8
9
10
12
1 ,
2 ,
5 ,
1 3
*
These
runs
unstable
despite
“F=1.5”
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Safety Against Hydraulic Heave (HYD in EC7)
Conclusions
45
Not good to factor total water pressures- Factoring differential water pressure may be OK.
Design for F=… is no use if the pore pressures
(permeability distribution) are not properlyunderstood.
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46
Piezometer lost and not replacedWater has a way of seeping between any two theories!
Some examples of failures
EC7 requirements
Recent thinking on safetyHYD – Equation 2.9
EC7 – Evolution Group 9
EC7 – Evolution Group 9 – Water pressures
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• Prof Tim Lansivaara - Finland
• Julien Habert - France
• Bernhard Odenwald - Germany
• Prof Antonio Gens - Spain
• Henrik Möller - Sweden
47
B. Simpson
Arup Geotechnics, London, UK
N. Vogt
Technische Universität München,
Zentrum Geotechnik, Munich, Germany
A. J. van Seters
Fugro GeoServices, The Netherlands
EC7 Evolution Group 9 Water pressuresDeveloping ideas for a revision to be published 2020-ish
ater press res
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water pressures
characteristic and design values (1)
agreement: no partial factors on
- unit weight of water or
- water pressures
agreement on characteristic water pressure:
The characteristic piezometric water levels and accordingly the
characteristic values of water pressures shall correspond to a
recurrence period at least equal to the durationof the design situation of the structure. (e.g. 100 years)This has to be done by considering hydrological, hydrogeological and
environemental information together with statistical analysis, if suitable data is available.
agreement on accidential situations (technical, not natural)
water pressures
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water pressures
characteristic and design values (2)
agreement on design value of water pressure:
The ultimate limit state design value of ground water pressures shall represent a
specified rare probability in the duration of the design situation (e.g. 10000 years)
It may be derived either
- by direct assessment.
- by adding a margin to the characteristic piezometric water level
NOTE: The value of the specified probability may be set by the national annex.
NOTE The recommended value of the probability is 1 %.
water pressures
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water pressures
characteristic and design values (3)
first agreement on handling hydraulic failure and uplift:
No factors on effects of water pressure should be used
for HYD- and UPL- (and EQU-) Verifications
– maybe we need changed partial factors on stabilising forces to count for robustness
- phrasing is still missing for final agreement.
- It is not a factor of 1.00
- no factor shall be used, but directly effects due to design water table
water pressures
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water pressures
characteristic and design values (4)
first agreement on effects of actions on constructions:
Ultimate limit state design values
for STR- (and GEO-?) limit statesmay also be based on application
of partial factors to structural effects
due to characteristic water pressures.
In this case it should be checked if an extreme raised water table could directly
affect the construction.
- phrasing is still missing for final agreement.
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• Need robustness
• Accommodate the worst water pressures
• Apply the “single source” principle
•
Don’t factor water density (?) • Use of an offset in water level (?)
• Reduced factor on favourable weight (?)
• The “star” approach (?)
•
A “middle 2/3rds” rule (?) • Use engineering expertise
52
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• Need robustness
• Accommodate the worst water pressures
• Apply the “single source” principle
•
on’t factor water density • Use of an offset in water level
• Reduced factor on favourable weight
• The “star” approach
•
A “middle 2/3rds” rule • Use engineering expertise
53
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• Need robustness
• Accommodate the worst water pressures
• Apply the “single source” principle
•
on’t factor water density • Use of an offset in water level
• Reduced factor on favourable weight
• The “star” approach
•
A “middle 2/3rds” rule • Use engineering expertise
54
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• Need robustness
• Accommodate the worst water pressures
• Apply the “single source” principle
• on’t factor water density
• Use of an offset in water level
• Reduced factor on favourable weight
• The “star” approach
•
A “middle 2/3rds” rule • Use engineering expertise
55
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• Need robustness
• Accommodate the worst water pressures
• Apply the “single source” principle
• on’t factor water density
• Use of an offset in water level
• Reduced factor on favourable weight
• The “star” approach
•
A “middle 2/3rds” rule • Use engineering expertise
56
8/19/2019 Simpson (2014) Design for Problems Dominated by Water Pressures - Latest Eurocode Developments
http://slidepdf.com/reader/full/simpson-2014-design-for-problems-dominated-by-water-pressures-latest-eurocode 56/57
• Need robustness
• Accommodate the worst water pressures
• Apply the “single source” principle
• on’t factor water density
• Use of an offset in water level
• Reduced factor on favourable weight
• The “star” approach
•
A “middle 2/3rds” rule • Use engineering expertise
57
8/19/2019 Simpson (2014) Design for Problems Dominated by Water Pressures - Latest Eurocode Developments
http://slidepdf.com/reader/full/simpson-2014-design-for-problems-dominated-by-water-pressures-latest-eurocode 57/57
• Need robustness
• Accommodate the worst water pressures
• Apply the “single source” principle
• on’t factor water density
• Use of an offset in water level
• Reduced factor on favourable weight
• The “star” approach
•
A “middle 2/3rds” rule • Use engineering expertise – THINK