The foundation of the new sewage plant at le Havre An ... · Bond &Harris UU London clay pl* et la...
Transcript of The foundation of the new sewage plant at le Havre An ... · Bond &Harris UU London clay pl* et la...
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F. Baguelin & Seng Y Ung (FONDASOL)F. Gaillard & J.P. Commun (RAZEL)
Journée franco-britannique CFMS-BGA,Paris, le 2 décembre 2011
The foundation of the new sewage plant at le Havre
An alternative solution with a preloadingembankment
Titre
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L’ouvrage – vue perspective
THE PLANT
2 superimposed tanks
each : ~ square 100m x 100m
6,6m of water
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Les 4 cyclors : vue en plan
The 4 units : cyclors A, B, C, D
101 m
90 m
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Bond &Harris UU London clay
pl* et la solution pieux
PILES = the initial foundation concept
360 piles mesh : 5,6mx5,6mL=40m Ø=1.4m QELS = 800 t
net limit pressure pl*
0
5
10
15
20
25
30
35
40
45
-1 0 1 2 3 4 5pl* (MPa)
dept
h z
PR1
PR2
PR3
PR4
design
1. fill
2. sand
3. sand
4. clay & peat
5. sand & gravel
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Bond &Harris UU London clay
pl* et la solution préchargement
The alternative solution : preloading
360 piles mesh : 5,6mx5,6mL=40m Ø=1.4m QELS = 800 t
net limit pressure pl*
0
5
10
15
20
25
30
35
40
45
-1 0 1 2 3 4 5pl* (MPa)
dept
h z
PR1
PR2
PR3
PR4
design
1. fill
2. sand
3. sand
4. clay & peat
5. sand & gravel
160 to 250 kPa
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T2
Plan du remblai de préchargement
THE PRELOADING EMBANKMENT
110m
125m
T1
H fill = 8m
H fill = 12.5 m
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Plan du remblai d’essai
THE TRIAL EMBANKMENT
H = 8 m
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Remblai d’essai : résultats et conclusion
THE TRIAL EMBANKMENTH= 8 m
Results
� no instability during fill construction
� in 4 months
- pore pressures dissipated
- settlements stabilised and magnitude as predicted
Conclusion : preloading possible without vertical drains in all alluvial deposits
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Remblai de préchargement : rés & conclusions
THE PRELOADING EMBANKMENT
Measurements
� inclinometers
� pore pressures
� multipoint tassometers
T1 & T2
� settlement profiles
Results
� no instability confirmed
� confirms quick rate of consolidation
and establishes
� time of fill removal
� degree of creep attained
� residual settlement at service
� checks settlement model
& provides settlement pattern for
structural design
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T1 – résultats à diverses périodes
MULTIPOINT TASSOMETER T1
-30.00
-25.00
-20.00
-15.00
-10.00
-5.00
0.00
5.00
10.00
-10 0 10 20 30 40 50 60 tassement s (cm)
cote
NG
F (
m)
24/04/2008
21/05/2008
09/07/2008
02/09/2008
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-30.00
-25.00
-20.00
-15.00
-10.00
-5.00
0.00
5.00
10.00
-10 0 10 20 30 40 50 60 tassement (cm)
cote
NG
F (
m)
16/04/2008
21/05/2008
09/07/2008
02/09/2008
T2 – résultats à diverses périodes
MULTIPOINT TASSOMETER T2
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T1 & T2 – valeurs finales
MULTIPOINT TASSOMETERS T1 & T2 – Final values
-30.00
-25.00
-20.00
-15.00
-10.00
-5.00
0.00
5.00
10.00
-10 0 10 20 30 40 50 60 tassement s (cm)
cote
NG
F (
m)
T1 (02/09/2008)
T2 (02/09/2008)
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-35
-30
-25
-20
-15
-10
-5
0
5
10
0 100 200 300 400 500 600 700
sigma ' v
altit
ude
sigma ' vosigma ' psigma ' v T1sigma ' v T2
Calage du POP sur T1 & T2
∆σ∆σ∆σ∆σ’p = σσσσ’p - σσσσ’v0
∆σ∆σ∆σ∆σ’p ≈ 80 kPa
CALIBRATE OVERCONSOLIDATION MARGIN ∆σ∆σ∆σ∆σ’p (POP)
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Calage du POP sur T1 & T2
MULTIPOINT TASSOMETERS T1 & T2 : measured & calculated settlements
-35
-30
-25
-20
-15
-10
-5
0
5
10
0 100 200 300 400 500 600 700
sigma ' v
sigma ' vosigma ' psigma ' v T1sigma ' v T2
-30
-25
-20
-15
-10
-5
0
5
10
0 100 200 300 400 500 600 700
tassement (mm)
cote
NG
F
mesure T1mesure T2calage T1calage T2
overconsolidation margin fit for settlements
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TASSUNI : une charge
SETTLEMENT MODEL : TASSUNI (FONDASOL software)
n rectangles i with load qi
m soil layers j with σ’p and :
- either : moduli (E, Er)
- or : compression indexes CC, CS
z
O
y
x
M Load qi on rectangle i
layer 1
layer j
layer m
Settlement si
σz(i,j) εz(i,j)
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TASSUNI : formules de tassement avec sig’p
EEpvz
r
vpz
'''' 00 σσσσσε
−++
−=
SETTLEMENT MODEL : TASSUNI (FONDASOL software)
n rectangles i with load qi
m soil layers j with σσσσ’pand :
- or : compression indexes CC, CS
p
zvC
v
pSZ e
C
e
C
'
'log
1'
'log
10
0 σσσ
σσ
ε ++
++
=
For example : E = EM/α & Er = 3 to 10 EM/α
- either : moduli (E, Er)
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TASSUNI : 13 couches de sol
TASSUNI : 13 LAYERS
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TASSUNI : les 13 charges et les 62 charges
TASSUNI : 13 LOADS FOR PRELOADING
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Les 62 charges de l’ELS q-permanentTASSUNI : 62 LOADS FOR PERMANENT STATE
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Profilomètre 3 : prévision et mesures
PROFILOMETER 3
Comparison between measured and calculated settlements
before fill removal
0.00
0.10
0.20
0.30
0.40
0.50
0.60
0.70
-20 0 20 40 60 80 100
x(m)
s(m
)
measures 3A measures 3B calculated measure T1 calculated T1
T1
60 cm
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Profilomètre 1 : prévision et mesures
OTHER PROFILOMETERS
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Profilomètre 2 : prévision et mesures
OTHER PROFILOMETERS
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Profilomètre 4 : prévision et mesures
OTHER PROFILOMETERS
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Profilomètre 5 : prévision et mesures
OTHER PROFILOMETERS
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Fluage : modèle de Bjerrum
SOIL CONSOLIDATION & CREEP
Bjerrum creep model - parameter tF for creep lines
Unloading from 1 to 2 :
m
FF tt
=
2
112 '
'
σσ
αCe
CCm SC
)1( +−=with :
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Lois de consolidation et de fluage
SOIL CONSOLIDATION & CREEP
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Asaoka sur T1 & T2
SOIL CONSOLIDATION : ASAOKA
T1 T2
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Consolidation : courbe ajustée sur T1
SOIL CONSOLIDATION : CURVE FITTING
T1
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Consolidation : courbe ajustée sur T2
T2
SOIL CONSOLIDATION : CURVE FITTING
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Consolidation & fluage sur T1
SOIL CONSOLIDATION & CREEP
T1
Creep parameter
CONSOLIDATION ONLY
CONSOLIDATION + CREEPCONNECTING POINT
LAST MEASUREMENT
layers subjected to creep at 25m depth : peaty clay , cumulated thickness = 3m
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Tassements à 10 ans (ch. perm.) : courbes
SETTLEMENT PREDICTED at 10 years under permanent loads
85 mm
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Tassements à 10 ans (ch. perm.) : carte
SETTLEMENT PREDICTED at 10 years under permanent loads
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Tassements sous charge d’eau dans CZC
SETTLEMENT PREDICTED under water load in cell CZC
6,6 mm
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Tassements sous charge d’eau max
SETTLEMENT PREDICTED under maximum variable load
18 mm
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Modèle de la structure
SOIL-STRUCTURE INTERACTION
Model 1 : structure (3D) + subgrade springs for soil
=> initial reinforcement in the structure
Model 2 : 2D a slice of the structure, 5.6m thick : walls or porticos + elastic layer (28m thick) for soil
=> additional reinforcement (+10%)
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Modèle 1 : avec ressorts
SOIL-STRUCTURE INTERACTION Model 1 : structure on springs
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Modèle 2 : sol élastique
SOIL-STRUCTURE INTERACTION Model 2 (2D) : structure on elastic soil
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Modèle 2 : Valeurs de E
SOIL-STRUCTURE INTERACTION Model 2 (2D) : E values for soil
15.3m 29.55m90 m
Gravel 199
Fill 49
272 272
Sands 1 143 174 180
Sands 2 58 65 68
Clay 1 69Clay 2 30
7532
7934
E (MPa)
Soil in natural state Soils consolidated
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Modèle 2 : tassement file 17
SOIL-STRUCTURE INTERACTION Model 2 (2D)
Settlement at row 17 (columns)
Water in the 4 tanks
6,50 cm 4,11 cm
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Modèle 2 : tassement file 17
SOIL-STRUCTURE INTERACTION Model 2 (2D)
Settlement at row 17 (columns)
Water in 2 tanks on left, 1 on right
5,65 cm 2,60 cm
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Modèle 2 : tassement files 1 & 20
SOIL-STRUCTURE INTERACTION Model 2 (2D)
Settlement at rows 1 & 20 (walls)
Water in the 4 tanks
2,50 cm 1,76 cm
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Tassements mesurés en service (1 an) : carte
SETTLEMENTS MEASURED IN SERVICE
-16
CELL CZA
(mm)
Settlements under water levelfluctuation of 1,1m in one tank
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Avantages inconvénients
THE OPINION OF THE CONSTRUCTION WORKS DIRECTOROn the preloading solution
PROS
Lower cost
Simple technique (standard earthworks)
hence : allows to prepare easily thestructure works
CONS
Fill material management atacceptable cost (supply, disposal)
Impact of road transportation (400 trucks / day in the city)
Lack of schedule visibility
Difficulty to obtain approval by thesupervisor on the method and on the time for fill removal
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FIN FONDASOL
Fin - FONDASOL
THANK YOU FOR YOUR ATTENTION !