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SUSTAINABILITY
Sustainable development consists of balancing local and global efforts to meet basic human needs (social, economic) without destroying or degrading the natural environment.
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
2
SUSTAINABILITY FOR FOUNDATION ENGINEERING
It contributes to social growth by means of cost-effective and environmentally-friendly foundation system for different structures and infrastructures.
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
3
It contributes to social growth by means of cost-effective and environmentally-friendly foundation system for different structures and infrastructures. When dealing with pile foundations, the more suitable foundation system is that where piles are: - EFFECTIVE - PRACTICAL - ECONOMIC
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
4
SUSTAINABILITY FOR FOUNDATION ENGINEERING
REQUIREMENTS FOR A GOOD PILE DESIGN
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
5
Effective, Practical, Economic Piles must carry the loads that the supported structure imparts to them, together with any additional forces that may result from deformations of the soil mass in which they are embedded. Piles must also be sound, durable and free from significant defects. Their design must recognize fully the properties of the ground and the implications of groundwater movements so that deformations or settlements will not cause unacceptable strains in the supported or adjacent structures.
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
6
Effective, Practical, Economic Piles must be of a type that will permit access for piling equipment to the locations where they are required. The design must recognize the limits of what is possible in current practice with regard to the equipment available. The method of construction must recognize and seek to minimize difficulties related to ground conditions that could impede proper construction.
REQUIREMENTS FOR A GOOD PILE DESIGN
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
7
Effective, Practical, Economic Design should maximize the bearing capacity of each pile while at the same time providing for an adequate margin of safety against failure or excessive deformation of either individual piles or pile groups. The materials of the pile need also to be reasonably stressed and not used wastefully.
REQUIREMENTS FOR A GOOD PILE DESIGN
EXAMPLE OF UNECONOMIC PILES
Schmertmann & Hayes (1997)
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
8
EXAMPLE OF UNECONOMIC PILES
Schmertmann & Hayes (1997)
Underestimated ultimate load values lead to higher overall costs for the foundation ......
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
9
Schmertmann & Hayes (1997)
...... as well as wasted energy for piling equipment (not environmentally-friendly).
EXAMPLE OF UNECONOMIC PILES
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
10
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
11
Effective, Practical, Economic Design should maximize the bearing capacity of each pile while at the same time providing for an adequate margin of safety against failure or excessive displacement of either individual piles or pile groups. The materials of the pile need also to be reasonably stressed and not used wastefully.
REQUIREMENTS FOR A GOOD PILE DESIGN
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
12
Effective, Practical, Economic Design should maximize the bearing capacity of each pile while at the same time providing for an adequate margin of safety against failure or excessive displacement of either individual piles or pile groups. The materials of the pile need also to be reasonably stressed and not used wastefully. “Maximize” has not to be intended as “the maximum possible bearing capacity” but as “the bearing capacity needed for a given project with a minimum cost”. At the same time, the settlement should not be as low as possible but simply smaller than some acceptable value.
REQUIREMENTS FOR A GOOD PILE DESIGN
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
13
Effective, Practical, Economic Design should maximize the bearing capacity of each pile while at the same time providing for an adequate margin of safety against failure or excessive displacement of either individual piles or pile groups. The materials of the pile need also to be reasonably stressed and not used wastefully.
“bearing capacity” RESISTANCE
“displacement” STIFFNESS
REQUIREMENTS FOR A GOOD PILE DESIGN
SUGGESTIONS BY THEORY
lim,so
lim,bpp
lim
2opp
2op
lim,blim,slim
2olim,blim,b
olim,slim,s
qr
L2q
L
1
W
R
rLWrLV
RRR
rqR
Lr2qR
Rlim
qs,lim
qb,lim
Axial soil-pile resistance, Rlim
Specific pile capacity = pile capacity per unit pile weight
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
14
SUGGESTIONS BY THEORY
Rlim
qs,lim
qb,lim
Axial soil-pile resistance, Rlim
It can be shown that the ratio Rlim/Vp attains a maximum when L/ro 0 or . It implies that longer and/or slender piles are more effective in terms of specific capacity.
lim,s
olim,b
pp
lim qr
L2q
L
1
W
R
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
15
SUGGESTIONS BY THEORY
Axial soil-pile stiffness, K = Q/w
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
16
SUGGESTIONS BY THEORY
Axial soil-pile stiffness, K = Q/w
dLL22L
dr2ln
L25.015.225.0r
GE
GG
GG
dd
d
L
L
Ltanh
1
81
d
L
L
Ltanh2
1
2
Gdw
Q
m
m
Lp
L
bL
b
L
Ratio of underream:
Soil stiffness ratio at pile base:
Degree of soil stiffness homogeneity:
Pile-soil relative stiffness:
Radius of influence of pile:
Measure of radius of influence of pile:
Measure of pile compressibility:
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
17
Randolph & Wroth (1978); Fleming et al. (1992)
SUGGESTIONS BY THEORY
Axial soil-pile stiffness, K = Q/w
There are combinations of slenderness ratio (L/d) and stiffness ratio () beyond which very little load is transmitted to the pile base. Further increase in pile length yields no corresponding increase in the load settlement ratio of the pile.
Q/(w
dG
L)
L/d
Qb/Q
L/d
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
18
Randolph & Wroth (1978); Fleming et al. (1992)
SUGGESTIONS BY THEORY
Axial soil-pile stiffness, K = Q/w
Q/(w
dG
L)
L/d
Qb/Q
L/d
A critical pile length Lc (or a critical slenderness ratio Lc/d) exists beyond which extending pile is useless in practice if settlement has to be reduced.
25.1d
Lc
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
19
Randolph & Wroth (1978); Fleming et al. (1992)
SUGGESTIONS BY THEORY
Axial soil-pile stiffness, K = Q/w
Q/(w
dG
L)
L/d
Qb/Q
L/d
%5Q
Q4025,1
d
L
MPa 30G
MPa 30000Ebc
L
p
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
20
Randolph & Wroth (1978); Fleming et al. (1992)
VALIDATION BY EXPERIMENTS
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
21
Non Displacement pile: CFA type (L = 24 m; d = 0,60 m)
0.0
1.0
2.0
3.0
0 20 40 60 80
settlement, w [mm]lo
ad
[M
N]Mandolini et al. (2002)
Non Displacement pile: CFA type (L = 24 m; d = 0,60 m)
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
22
0.0
1.0
2.0
3.0
0 20 40 60 80
settlement, w [mm]lo
ad
[M
N]
wlim = 10% d = 60 mm
Q = 1,2 MN FS = 2.7
Rlim = 3,2 MN
Mandolini et al. (2002)
VALIDATION BY EXPERIMENTS
0.0
1.0
2.0
3.0
0 20 40 60 80
settlement, w [mm]lo
ad
[M
N]
Santa Cruz, Bolivia, 2015 Alessandro Mandolini – Sustainable Piling Engineering
23
Non Displacement pile: CFA type (L = 24 m; d = 0,60 m)
wlim = 10% d = 60 mm
Q = 1,2 MN FS = 2.7
Rlim = 3,2 MN
0
5
10
15
20
25
0.0 1.0 2.0 3.0
axial load, N [MN]
de
pth
, z [m
]
Lc
FS = 2,7 m 19L3225,1d
L
MPa 40G
MPa 26500Ec
c
L
p
Mandolini et al. (2002)
VALIDATION BY EXPERIMENTS
0.0
1.0
2.0
3.0
0 20 40 60 80
settlement, w [mm]lo
ad
[M
N]
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
24
Non Displacement pile: CFA type (L = 24 m; d = 0,60 m)
wlim = 10% d = 60 mm
Q = 1,2 MN FS = 2.7
Rlim = 3,2 MN
0
5
10
15
20
25
0.0 1.0 2.0 3.0
axial load, N [MN]
de
pth
, z [m
]
Lc
FS = 2,7
0
5
10
15
20
25
0.0 1.0 2.0 3.0
axial load, N [MN]
de
pth
, z [m
]
Rb,lim
Rs,lim
FS = 1
Mandolini et al. (2002)
VALIDATION BY EXPERIMENTS
Longer and/or slender piles more effective in terms of specific capacity.
lim,s
olim,b
pp
lim qr
L2q
L
1
W
R
CONFLICTING NEEDS
d
L
L
Ltanh
1
81
d
L
L
Ltanh2
1
2
Gdw
Q
L
Shorter and/or stubby piles more effective in terms of load-settlement ratio.
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
25
REMARKS
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
26
REMARKS
Fulfilling the opposite needs becomes more and more
complicated if installation effects are considered.
It offers a great number of pile types, forcing engineers to be continuously updated about new available technologies.
WORLD PILE MARKET
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
27
It offers a great number of pile types, forcing engineers to be continuously updated about new available technologies.
“SOME” PILE TYPE (source www.geoforum.com)
Alpha Pile, Atlas Pile, Bade System, Benoto System, Brechtl System, Button-bottom Pile, Casagrande System, Compressol Pile, Continuous Flight Auger (CFA) System, Daido SS Pile, Delta Pile, Drill-and-drive Pile, Franki Composite Pile, Franki Excavated Pile, Franki Pile, Franki Pile with casing top driven, Franki VB Pfahl, Fundex Pile, Held-Franke System, Hochstrasser-Weise System, Hollow precast concrete pile with timber/steel core, Icos Veder System, Jointed Concrete Pile, Lacor Pile, Large diameter bored pile, Lind-Calweld Pile, Lorenz Pile, Mast System, Millgard Shell Pile, Mini pile, Monierbau Pile, Multiton Pile, MV-pile, Omega Pile, Pieux Choc, Precast Concrete Pile, Precast Reinforced Concrete Pile, Pressodrill, Prestcore, Prestressed Concrete Pile, Raymond Pile, Rolba Pile, Sheet Pile, Simplex System, Small diameter bored pile, Soilex System, Starsol Pile, Steel Box Pile, Steel pile, Steel Tube Pile, Steel-concrete (SC) Composite Pile, Steel-H Pile, SVB Pile, SVV Pile, Timber Pile, Tubex Pile, Westpile Shell Pile, Vibrex Cast-In-Situ Pile, Wolfholz System, X-pile, Zeissl System, …………
WORLD PILE MARKET
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
28
WORLD PILE MARKET
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
29
PILE CLASSIFICATION
Modified from Fleming et al., 2009
WORLD PILE MARKET
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
30
PILE CLASSIFICATION
Modified from Fleming et al., 2009
WORLD PILE MARKET
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
31
PILE CLASSIFICATION
Soil is laterally displaced during the insertion of pile, increasing total stress into
the surrounding soil
Soil is removed and substituted by the pile, decreasing (at the best,
leaving practically unchanged) total stress into
the surrounding soil
WORLD PILE MARKET
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
32
PILE CLASSIFICATION
DP tends to exhibit much greater resistance than NDP due to the improvements into the surrounding soil (greater effective stresses lower porosity and greater strength)
SANDY OR GRAVELLY SOILS (drained response)
WORLD PILE MARKET
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
33
PILE CLASSIFICATION
DP and NDP tends to exhibit comparable resistance due to limited changes in effective stresses and constant porosity condition
CLAYEY AND SILTY SOILS
(undrained response)
Poulos et al. (2001)
Some “distilled” suggestions!!!!
-method qs,lim = v
-method: qs,lim = cu
LITERATURE REVIEW: SHAFT RESISTANCE
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
34
LITERATURE REVIEW: SHAFT RESISTANCE
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
35
-method
= 0.5k0v for ND piles in sand = 2.0k0v for D piles in sand 400%
LITERATURE REVIEW: SHAFT RESISTANCE
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
36
-method
-method
= 0.5k0v for ND piles in sand = 2.0k0v for D piles in sand
D/ND = 1.4 piles in clay
400%
40%
LITERATURE REVIEW: BASE RESISTANCE
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
37
Test data: qb,lim(D) = (2.43.0)qb,lim(ND) at w = 5%d qb,lim(D) = (1.61.8)qb,lim(ND) at w = 10%d 160300%
Lee and Salgado, 1999: piles in sand
LITERATURE REVIEW: BASE RESISTANCE
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
38
Test data: qb,lim(D) = (2.43.0)qb,lim(ND) at w = 5%d qb,lim(D) = (1.61.8)qb,lim(ND) at w = 10%d 160300%
Lee and Salgado, 1999: piles in sand
Any piles in fine grained soils: qb,lim = 9cu + vL
REMARKS
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
39
DP installed in coarse grained soils (gravel/sand) are expected to have greater axial resistance than NDP due to positive effects both at the pile shaft and at the pile base. Independently from the installation method, piles embedded in fine grained soils (clay/silt) are expected to have similar axial resistance.
REMARKS
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
40
DP installed in coarse grained soils (gravel/sand) are expected to have greater axial resistance than NDP due to positive effects both at the pile shaft and at the pile base.
MORE ATTENTION ON PILE TECHNOLOGY Independently from the installation method, piles embedded in fine grained soils (clay/silt) are expected to have similar axial resistance.
MORE ATTENTION TO SOIL PROPERTIES
Santa Cruz, Bolivia, 2015 Alessandro Mandolini – Sustainable Piling Engineering
41
VESUVIO BAY OF NAPLES
EXPERIMENTAL EVIDENCE COLLECTED IN ITALY
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
42
VESUVIO
CENTRO DIREZIONALE DI NAPOLI
BAY OF NAPLES
145 load tests on different piles installed in rather uniform subsoil conditions (SANDY SOILS)
EXPERIMENTAL EVIDENCE COLLECTED IN ITALY
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
43
VESUVIO
CENTRO DIREZIONALE DI NAPOLI
BAY OF NAPLES
20 load tests at failure (w 10%d) on trial piles 125 load tests on production piles
EXPERIMENTAL EVIDENCE COLLECTED IN ITALY
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
44
20 load tests to failure on trial cast in situ piles (Mandolini et al., 2005) Non Displacement type: - bored (dry, bentonite, temporary steel casing) - CFA Displacement type: - Franki
d = 0.35 2.00 m L = 9.5 42.0 m L/d = 16 61
EXPERIMENTAL EVIDENCE COLLECTED IN ITALY
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
45
d = 0.35 2.00 m L = 9.5 42.0 m L/d = 16 61
Pile type (Rlim/Wp)av COV(Rlim/Wp) ND – Bored 12,1 (1) 0,26 Rlim as measured at w = 10%d
20 load tests to failure on trial cast in situ piles (Mandolini et al., 2005) Non Displacement type: - bored (dry, bentonite, temporary steel casing) - CFA Displacement type: - Franki
EXPERIMENTAL EVIDENCE COLLECTED IN ITALY
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
46
d = 0.35 2.00 m L = 9.5 42.0 m L/d = 16 61
Pile type (Rlim/Wp)av COV(Rlim/Wp) ND – Bored 12,1 (1) 0,26 ND – CFA 37,5 ( 3) 0,25 Rlim as measured at w = 10%d
20 load tests to failure on trial cast in situ piles (Mandolini et al., 2005) Non Displacement type: - bored (dry, bentonite, temporary steel casing) - CFA Displacement type: - Franki
EXPERIMENTAL EVIDENCE COLLECTED IN ITALY
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
47
d = 0.35 2.00 m L = 9.5 42.0 m L/d = 16 61
Pile type (Rlim/Wp)av COV(Rlim/Wp) ND – Bored 12,1 (1) 0,26 ND – CFA 37,5 ( 3) 0,25 D - Franki 73,1 ( 6) 0,08 Rlim as measured at w = 10%d
20 load tests to failure on trial cast in situ piles (Mandolini et al., 2005) Non Displacement type: - bored (dry, bentonite, temporary steel casing) - CFA Displacement type: - Franki
EXPERIMENTAL EVIDENCE COLLECTED IN ITALY
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
48
REMARKS
The method of installation strongly affects pile response to
axial loading at failure due to remarkable changes induced into a thin soil volume close to the pile
In the quoted example, till to 6 times on the average !!
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
49
REMARKS
The method of installation strongly affects pile response to
axial loading at failure due to remarkable changes induced into a thin soil volume close to the pile
IS IT STILL VALID FOR AXIAL PILE STIFFNESS ?
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
50
VESUVIO
CENTRO DIREZIONALE DI NAPOLI
BAY OF NAPLES
20 load tests at failure (w 10%d) on trial piles 125 load tests on production piles
EXPERIMENTAL EVIDENCE COLLECTED IN ITALY
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
51
125 proof load tests on production cast in situ piles (Mandolini et al., 2005) Non Displacement type: - bored (dry, bentonite, temporary steel casing) - CFA Displacement type: - Screw -Franki
EXPERIMENTAL EVIDENCE COLLECTED IN ITALY
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
52
The experimentally determined axial soil-pile stiffness K = Q/w under working load was compared with that of an equivalent column having a structural axial stiffness Kc = (EpAp)/Lc. Critical length Lc was chosen in order to compare the stiffness of the column with that of a pile having only that reduced length over which it is transferring the applied load to the surrounding soil.
125 proof load tests on production cast in situ piles (Mandolini et al., 2005) Non Displacement type: - bored (dry, bentonite, temporary steel casing) - CFA Displacement type: - Screw -Franki
EXPERIMENTAL EVIDENCE COLLECTED IN ITALY
0
20
40
60
80
CF
A
CF
A
CF
A
CF
A
CF
A
CF
A
CF
A
DR
IVE
N
DR
IVE
N
BO
RE
D
CO
V(K
/ K
C)
[%]
0,0
0,5
1,0
1,5
2,0
CF
A
CF
A
CF
A
CF
A
CF
A
CF
A
CF
A
DR
IVE
N
DR
IVE
N
BO
RE
D
K / K
C
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
53
0
20
40
60
80
CF
A
CF
A
CF
A
CF
A
CF
A
CF
A
CF
A
DR
IVE
N
DR
IVE
N
BO
RE
D
CO
V(K
/ K
C)
[%]
0,0
0,5
1,0
1,5
2,0
CF
A
CF
A
CF
A
CF
A
CF
A
CF
A
CF
A
DR
IVE
N
DR
IVE
N
BO
RE
D
K / K
C
125 proof load tests on production cast in situ piles (Mandolini et al., 2005) Non Displacement type: - bored (dry, bentonite, temporary steel casing) - CFA Displacement type: - Screw -Franki
EXPERIMENTAL EVIDENCE COLLECTED IN ITALY
Data grouped within homogeneous geotechnical area
0
20
40
60
80
CF
A
CF
A
CF
A
CF
A
CF
A
CF
A
CF
A
DR
IVE
N
DR
IVE
N
BO
RE
D
CO
V(K
/ K
C)
[%]
0,0
0,5
1,0
1,5
2,0
CF
A
CF
A
CF
A
CF
A
CF
A
CF
A
CF
A
DR
IVE
N
DR
IVE
N
BO
RE
D
K / K
C
0
20
40
60
80
CF
A
CF
A
CF
A
CF
A
CF
A
CF
A
CF
A
DR
IVE
N
DR
IVE
N
BO
RE
D
CO
V(K
/ K
C)
[%]
0,0
0,5
1,0
1,5
2,0
CF
A
CF
A
CF
A
CF
A
CF
A
CF
A
CF
A
DR
IVE
N
DR
IVE
N
BO
RE
D
K / K
C
1,4
35%
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
54
125 proof load tests on production cast in situ piles (Mandolini et al., 2005) Non Displacement type: - bored (dry, bentonite, temporary steel casing) - CFA Displacement type: - Screw -Franki
EXPERIMENTAL EVIDENCE COLLECTED IN ITALY
Data grouped within homogeneous geotechnical area
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
55
Pile type (Q/w)av COV(Q/w) ND – Bored 1,46 (1) 0,28 ND – CFA 1,44 ( 1) 0,46 D – Screw, Franki 1,29 ( 0.9) 0,42 Q/w measured at working load
125 proof load tests on production cast in situ piles (Mandolini et al., 2005) Non Displacement type: - bored (dry, bentonite, temporary steel casing) - CFA Displacement type: - Screw -Franki
EXPERIMENTAL EVIDENCE COLLECTED IN ITALY
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
56
REMARKS
The method of installation strongly affects pile response to axial loading at failure due to
remarkable changes induced into a thin soil volume close to the pile
IS IT STILL VALID FOR AXIAL PILE STIFFNESS ?
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
57
REMARKS
The method of installation strongly affects pile response to axial loading at failure due to
remarkable changes induced into a thin soil volume close to the pile
IS IT STILL VALID FOR AXIAL PILE STIFFNESS ?
AT MUCH LESSER EXTENT More details, also substantiated by theory, are given in Mandolini et al. (2005)
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
58
A QUESTION
HOW TO GET THE BEST FOR A GIVEN COMBINATION OF
PILE AND SOIL TYPE ?
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
59
A QUESTION
HOW TO GET THE BEST FOR A GIVEN COMBINATION OF
PILE AND SOIL TYPE ?
Two examples: CFA and FDP
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
60
CFA PILES – RESEARCH IN ITALY
SUN won a national competition for a research funding by Italian Government (about 900.000 €) Piling Contractor Partner: Società Italiana Fondazioni S.p.A. 4 experimental sites (n.c. and o.c clayey; loose and dense sandy soils) For each experimental site: detailed geotechnical investigations 5 load tests at failure on fully instrumented trial piles installed with a different set of installation parameters different concrete mix
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
61
Results of loading tests on two identical CFA piles (L = 24 m; d = 0,8 m) installed by the same piling contractor with the same operator in the same subsoil at less than 5 m ( 6d) distance
0 10
20
[ r .p .m .]
0 25
0
50
0
VP
[m /h ]
0 10
20
[ r .p .m .]
0 25
0
50
0
VP
[m /h ]
0
10
20
30
0 10
20
30
qc [M Pa]
de
pth
[m
]
0
10
20
30
0 10
20
30
qc [M Pa]
de
pth
[m
]
Top soil Alluvial Soils Base formation
GWL
EXPERIMENTAL RESULTS: POGGIOMARINO SITE
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
62
Results of loading tests on two identical CFA piles (L = 24 m; d = 0,8 m) installed by the same piling contractor with the same operator in the same subsoil at less than 5 m ( 6d) distance
0,0
1,0
2,0
3,0
4,0
5,0
0 20 40 60 80
load [M
N]
settlement, w [mm]
total load
shaft load
base load
0,0
1,0
2,0
3,0
4,0
5,0
0 20 40 60 80
load [M
N]
settlement, w [mm]
4.08 MN
2.81 MN
1.55 MN
5.30 MN
3.94 MN
1.36 MN
w > 10%d failure
w << 10%d no failure
EXPERIMENTAL RESULTS: POGGIOMARINO SITE
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
63
Results of loading tests on two identical CFA piles (L = 24 m; d = 0,8 m) installed by the same piling contractor with the same operator in the same subsoil at less than 5 m ( 6d) distance
0,0
1,0
2,0
3,0
4,0
5,0
0 20 40 60 80
load [M
N]
settlement, w [mm]
total load
shaft load
base load
0,0
1,0
2,0
3,0
4,0
5,0
0 20 40 60 80
load [M
N]
settlement, w [mm]
4.08 MN
2.81 MN
1.55 MN
5.30 MN
3.94 MN
1.36 MN
w > 10%d failure
w << 10%d no failure
EXPERIMENTAL RESULTS: POGGIOMARINO SITE
? ?
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
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0 10
20
[ r .p .m .]
0 25
0
50
0
VP
[m /h ]
0 10
20
[ r .p .m .]
0 25
0
50
0
VP
[m /h ]
0
10
20
30
0 10
20
30
qc [M Pa]
de
pth
[m
]
0
10
20
30
0 10
20
30
qc [M Pa]
de
pth
[m
]
0 10
20
[ r .p .m .]
0 25
0
50
0
VP
[m /h ]
0 10
20
[ r .p .m .]
0 25
0
50
0
VP
[m /h ]
0
10
20
30
0 10
20
30
qc [M Pa]
de
pth
[m
]
0
10
20
30
0 10
20
30
qc [M Pa]
de
pth
[m
]
0 10
20
[ r .p .m .]
0 25
0
50
0
VP
[m /h ]
0 10
20
[ r .p .m .]
0 25
0
50
0
VP
[m /h ]
0
10
20
30
0 10
20
30
qc [M Pa]
de
pth
[m
]
0
10
20
30
0 10
20
30
qc [M Pa]
de
pth
[m
]
0 10
20
[ r .p .m .]
0 25
0
50
0
VP
[m /h ]
0 10
20
[ r .p .m .]
0 25
0
50
0
VP
[m /h ]
0
10
20
30
0 10
20
30
qc [M Pa]
de
pth
[m
]
0
10
20
30
0 10
20
30
qc [M Pa]
de
pth
[m
]
0,0
1,0
2,0
3,0
4,0
5,0
0 20 40 60 80
load [M
N]
settlement, w [mm]
total load
shaft load
base load
0,0
1,0
2,0
3,0
4,0
5,0
0 20 40 60 80
load [M
N]
settlement, w [mm]
4.08 MN
2.81 MN
1.55 MN
5.30 MN
3.94 MN
1.36 MN
w > 10%d failure
w << 10%d no failure
EXPERIMENTAL RESULTS: POGGIOMARINO SITE
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
65
CFA PILES – RESEARCH IN ITALY
65
Concrete
Pump
PENETRATION STAGE Rate of penetration, vP
Rate of revolution, ωP
Viggiani (1989, 1993) Kinematic analysis: in order not to decompress surrounding soils: VP > VP,CR = P[1-(d0/dN)2] = pitch of the screw d0 = outer diameter of the central hollow stem dN = overall diameter of the auger
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
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CFA PILES – RESEARCH IN ITALY
Concrete
Pump
“net” compressed soil: vP > x
“net” decompressed soil: vP < x
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
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0 10
20
[ r .p .m .]
0 25
0
50
0
VP
[m /h ]
0 10
20
[ r .p .m .]
0 25
0
50
0
VP
[m /h ]
0
10
20
30
0 10
20
30
qc [M Pa]
de
pth
[m
]
0
10
20
30
0 10
20
30
qc [M Pa]
de
pth
[m
]
0 10
20
[ r .p .m .]
0 25
0
50
0
VP
[m /h ]
0 10
20
[ r .p .m .]
0 25
0
50
0
VP
[m /h ]
0
10
20
30
0 10
20
30
qc [M Pa]
de
pth
[m
]
0
10
20
30
0 10
20
30
qc [M Pa]
de
pth
[m
]
0 10
20
[ r .p .m .]
0 25
0
50
0
VP
[m /h ]
0 10
20
[ r .p .m .]
0 25
0
50
0
VP
[m /h ]
0
10
20
30
0 10
20
30
qc [M Pa]
de
pth
[m
]
0
10
20
30
0 10
20
30
qc [M Pa]
de
pth
[m
]
0,0
1,0
2,0
3,0
4,0
5,0
0 20 40 60 80
load [M
N]
settlement, w [mm]
total load
shaft load
base load
0,0
1,0
2,0
3,0
4,0
5,0
0 20 40 60 80
load [M
N]
settlement, w [mm]
4.08 MN
2.81 MN
1.55 MN
5.30 MN
3.94 MN
1.36 MN
w > 10%d failure
w << 10%d no failure
De
co
mp
ressio
n a
lon
g t
he
en
tire
p
ile
sh
aft
an
d a
t th
e p
ile
ba
se
C
om
pe
nsa
tion
alo
ng
the
en
tire p
ile s
ha
ft a
nd
de
co
mp
ressio
n a
t the
pile
ba
se
EXPERIMENTAL RESULTS: POGGIOMARINO SITE
qs,lim = s qc,s
qb,lim = b qc,b
0.02
0.03
0.04
0.0 1.0 2.0VP/VP,CR
S
0.15
0.20
0.25
0.0 1.0 2.0VP/VP,CR
B
s = 0,026 x (VP/VP,CR) + 0,004 b = 0,115 x (VP/VP,CR) + 0,153
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EXPERIMENTAL RESULTS: POGGIOMARINO SITE
+50%
+40%
qs,lim = s qc,s
qb,lim = b qc,b
b = 0,115 x (VP/VP,CR) + 0,153
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EXPERIMENTAL RESULTS: POGGIOMARINO SITE
Lee and Salgado, 1999: piles in sand
0.15
0.20
0.25
0.0 1.0 2.0VP/VP,CR
B
Velocity index, IV = VP / VP,crit Low values for IV determine a net effect of soil decompression, thus CFA piles badly installed. It has to be expected, under other same conditions, low shaft and base resistances “ND pile”
High values for IV determine a net effect of soil compression, thus CFA piles conveniently installed. It has to be expected, under other same conditions, high shaft and base resistances “D pile”
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CFA PILES – RESEARCH IN ITALY
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71
CATEGORY TYPE PERCENTAGE TOTAL
DP
SCREW 7
51 PREFABRICATED 33
DRIVEN CAST IN PLACE 11
NDP BORED 26
49 CFA 23
WORLD PILE MARKET (Source DFI, 2006)
Remarkable differences countries by countries
0
20
40
60
80
100
1984 1985 1986 1987 1988 1989 1990 1991 1992
% o
f pile t
ype
non displ. piles
auger piles
displ. piles
ITALIAN PILE MARKET Trevisani, 1992
“In the next future, auger piles will probably gain the market against the smaller size (d = 80120 cm) of the large diameter bored piles”
30%
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CATEGORY TYPE PERCENTAGE TOTAL
DP
SCREW 7
51 PREFABRICATED 33
DRIVEN CAST IN PLACE 11
NDP BORED 26
49 CFA 23
WORLD PILE MARKET (Source DFI, 2006)
0
20
40
60
80
100
1984 1985 1986 1987 1988 1989 1990 1991 1992
% o
f pile t
ype
non displ. piles
auger piles
displ. piles
ITALIAN PILE MARKET Trevisani, 1992
CATEGORY TYPE PERCENTAGE TOTAL
DP
SCREW 7
51 PREFABRICATED 33
DRIVEN CAST IN PLACE 11
NDP BORED 26
49 CFA 23
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
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0
20
40
60
80
100
2000 2001 2002 2003 2004
Mandolini, 2004
55%
WORLD PILE MARKET (Source DFI, 2006)
30%
Report n. FHWA-HIF-07-03
PREFACE: “CFA piles have been used in the U.S. commercial market but have not been used frequently for support of transportation structures in the United States. This underutilization of a viable technology is a result of perceived difficulties in quality control, and the difficulties associated with incorporating a rapidly developing (and often proprietary) technology into the traditional, prescriptive design-bid-build concept……”
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REPERCUSSION IN OTHER PILE MARKET
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+50% +40%
REPERCUSSION IN OTHER PILE MARKET
Report n. FHWA-HIF-07-03
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REPERCUSSION IN OTHER PILE MARKET
Report n. FHWA-HIF-07-03
PREFACE: “CFA piles have been used in the U.S. commercial market but have not been used frequently for support of transportation structures in the United States. This underutilization of a viable technology is a result of perceived difficulties in quality control, and the difficulties associated with incorporating a rapidly developing (and often proprietary) technology into the traditional, prescriptive design-bid-build concept. Recent advances in automated monitoring and recording devices will alleviate concerns of quality control, as well as provide an essential tool for a performance-based contracting process.”
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
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REPERCUSSION IN OTHER PILE MARKET
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A QUESTION
HOW TO GET THE BEST FOR A GIVEN COMBINATION OF
PILE AND SOIL TYPE ?
Two examples: CFA and FDP
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CATEGORY TYPE PERCENTAGE TOTAL
DP
SCREW 7
51 PREFABRICATED 33
DRIVEN CAST IN PLACE 11
NDP BORED 26
49 CFA 23
DISCREPILE FDP FUNDEX OMEGA
WORLD PILE MARKET (Source DFI, 2006)
Remarkable differences countries by countries
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CATEGORY TYPE PERCENTAGE TOTAL
DP
SCREW 7
51 PREFABRICATED 33
DRIVEN CAST IN PLACE 11
NDP BORED 26
49 CFA 23
DISCREPILE FDP FUNDEX OMEGA
WORLD PILE MARKET (Source DFI, 2006)
Increasingly used in European (for instance, Belgium over 60%) and Asian market
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CATEGORY TYPE PERCENTAGE TOTAL
DP
SCREW 7
51 PREFABRICATED 33
DRIVEN CAST IN PLACE 11
NDP BORED 26
49 CFA 23
DISCREPILE FDP FUNDEX OMEGA
vibration and noise free; no soil support; no soil removal no dumping
WORLD PILE MARKET (Source DFI, 2006)
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CATEGORY TYPE PERCENTAGE TOTAL
DP
SCREW 7
51 PREFABRICATED 33
DRIVEN CAST IN PLACE 11
NDP BORED 26
49 CFA 23
DISCREPILE FDP FUNDEX OMEGA
MORE ENVIRONMENTALLY-FRIENDLY
WORLD PILE MARKET (Source DFI, 2006)
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CATEGORY TYPE PERCENTAGE TOTAL
DP
SCREW 7
51 PREFABRICATED 33
DRIVEN CAST IN PLACE 11
NDP BORED 26
49 CFA 23
DISCREPILE FDP FUNDEX OMEGA
WORLD PILE MARKET (Source DFI, 2006)
Lehane B. (2005): “It is only a matter of time before they will dominate the market of medium scale bored piles”
Particle Flow Code 3D v. 3.00
Itasca
Valentino F (2014). Analysis of installation and loading process for displacement piles by Discrete Element Model Ph.D. Thesis, Seconda Università degli Studi di Napoli.
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FDP - RESEARCH IN ITALY
Reseaarch Agreement between: - SUN (Second University of Naples) - ICOTEKNE S.p.A. (Piling Contractor) - BAUER – ITALIA (Piling Equipment)
BAUER FDP JACKED
Compaction
Stabilisation
Compaction
Perforation
Jacked and Screw piles L = 8,45 m; D = 0,60 m Horizontal stress changes at the end of insertion h,INS/h0
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FDP - RESEARCH IN ITALY
Jacked pile L = 8,45 m; D = 0,60 m Horizontal stress changes: - at the end of insertion (INS) - after removal of jacking load, i.e. End Of Construction (EOC) - after loading (L) at w = 10%D
loose medium dense
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FDP - RESEARCH IN ITALY
Lesson learned from experiments and theoretical studies about D-pile (jacked). On the overall: in medium to dense sand, the soil changes occurred during
the construction envisage the amount of available skin friction during subsequent loading.
loose medium dense
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FDP - RESEARCH IN ITALY
Lesson learned from experiments and theoretical studies about D-pile (jacked). On the overall, in loose sand, the increase of h during the pile insertion over
most of the pile length ......
loose medium dense
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FDP - RESEARCH IN ITALY
Lesson learned from experiments and theoretical studies about D-pile (jacked). On the overall, ...... then reduces to values smaller than geostatic ......
loose medium dense
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
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FDP - RESEARCH IN ITALY
Lesson learned from experiments and theoretical studies about D-pile (jacked). On the overall, ...... and partially recovered during loading stage, often
resulting in values which are close to geostatic (no significant advantages vs ND-pile in terms of shaft capacity)
loose medium dense
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FDP - RESEARCH IN ITALY
Installation energy for jacked and screw piles
vA
TvFE
b
(Van Impe 1994)
Jacked ( = 0):
Screw FDP:
vA
TvF
vA
TvFE
bb
bb A
F
vA
vFE
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
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FDP - RESEARCH IN ITALY
Specific Installation Energy (E/Qlim)
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
0.40 0.41 0.42 0.43 0.44 0.45 0.46
E /
Qlim
(kN
m/m
3/
kN)
n (-)
Infisso
FDP
For looser sandy soils (n), jacked piles are less effective (E/Qlim )
porosity, n (-)
jacked
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
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FDP - RESEARCH IN ITALY
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
0.40 0.41 0.42 0.43 0.44 0.45 0.46
E /
Qlim
(kN
m/m
3/
kN)
n (-)
Infisso
FDP
jacked
screw FDP
porosity, n (-)
For looser sandy soils (n), jacked piles are less effective (E/Qlim ) The contrary is true for screw FDP (E/Qlim)
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
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FDP - RESEARCH IN ITALY
Specific Installation Energy (E/Qlim)
Theoretical studies like those here presented can greatly help piling industry in conceiving more convenient installation procedure and design methods (i.e., CFA piles) as well as more productive piling equipment.
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REMARKS
Theoretical studies like those here presented can greatly help piling industry in conceiving more convenient installation procedure and design methods (i.e., CFA piles) as well as more productive piling equipment. Moreover, different shape and size of perforation tools can be “explored” in advance instead of relying on trial and error site procedure often managed by site engineers (and not specialists) to solve a specific problem on a specific type (not exportable experience).
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REMARKS
Sustainable development consists of balancing local and global efforts to meet basic human needs (social, economic) without destroying or degrading the natural environment.
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96
CONCLUDING REMARKS #1
Sustainable development consists of balancing local and global efforts to meet basic human needs (social, economic) without destroying or degrading the natural environment.
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
97
CONCLUDING REMARKS #1
Scientific approaches to pile design have advanced enormously in recent decades.
Sustainable development consists of balancing local and global efforts to meet basic human needs (social, economic) without destroying or degrading the natural environment.
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
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CONCLUDING REMARKS #1
Scientific approaches to pile design have advanced enormously in recent decades. Significant improvements have been made in identifying the mechanisms developing at soil-pile interface either during the installation or during loading, allowing for selection of the pile also on the basis of specific energy consumption economic, environmentally-friendly.
Sustainable development consists of balancing local and global efforts to meet basic human needs (social, economic) without destroying or degrading the natural environment.
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
99
CONCLUDING REMARKS #1
Scientific approaches to pile design have advanced enormously in recent decades. Significant improvements have been made in identifying the mechanisms developing at soil-pile interface either during the installation or during loading, allowing for selection of the pile also on the basis of specific energy consumption economic, environmentally-friendly. Design of piled foundation based on stiffness consideration is more reliable because much less affected by technological and site-construction aspects.
Sustainable development consists of balancing local and global efforts to meet basic human needs (social, economic) without destroying or degrading the natural environment.
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
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CONCLUDING REMARKS #2
When favorable circumstances occur, the number of piles needed to guarantee satisfactory response of the overall foundation system significantly reduces (piled raft concept) economic.
Sustainable development consists of balancing local and global efforts to meet basic human needs (social, economic) without destroying or degrading the natural environment.
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CONCLUDING REMARKS #2
When favorable circumstances occur, the number of piles needed to guarantee satisfactory response of the overall foundation system significantly reduces (piled raft concept) economic. Less piles, strategically located beneath raft (3070% less) even more economic and environmentally-friendly design.
Sustainable development consists of balancing local and global efforts to meet basic human needs (social, economic) without destroying or degrading the natural environment.
Santa Cruz, Bolivia, May 2015 Alessandro Mandolini – Sustainable Piling Engineering
102
CONCLUDING REMARKS #2
When favorable circumstances occur, the number of piles needed to guarantee satisfactory response of the overall foundation system significantly reduces (piled raft concept) economic. Less piles, strategically located beneath raft (3070% less) even more economic and environmentally-friendly design. If properly selected, piles can ensure high specific capacities (pile resistance/pile weight); a trend is observed where displacement (screw) piles are gaining market due to high specific capacities and low impact on environment.
Sustainable development consists of balancing local and global efforts to meet basic human needs (social, economic) without destroying or degrading the natural environment.
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CONCLUDING REMARKS #3
Piles can also play an “active” role in reducing seismic demand or producing energy satisfy needs social, economic, environment.
EN
ER
GY
PR
OD
UC
ER
S
SE
ISM
IC D
EM
AN
D R
ED
UC
ER
S
New Hospital in Monselice, Italy
Full Displacement Screw Piles conceived as a part of piled raft in a seismic area
and equipped with geothermal pipes
FOR A BETTER AND SUSTANAIBLE
FUTURE
JOINING NOVELTIES
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Despite adverse comments by some of the Pioneers in Soil Mechanics (and despite attitude of Civil Engineers to not modify their daily practice), there is a significant role for scientific methods in pile design.
(Randolph, 2003) (Mandolini, now)
CONCLUDING REMARKS #4
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Despite adverse comments by some of the Pioneers in Soil Mechanics (and despite attitude of Civil Engineers to not modify their daily practice), there is a significant role for scientific methods in pile design.
(Randolph, 2003) (Mandolini, now)
CONCLUDING REMARKS #4
MORE “PURE” APPLIED SCIENCE
MORE SUSTANAIBILITY