stone column for warehouse
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Detailed Technical Report
Ground Improvement UsingVibro Replacement Techniques
for
GRAIN AND BULK TERMINAL
EXPANSION FOR M/SINTERFLOUR VIETNAM LTD
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Contents
1. Introduction
2. Location, Topography and Geometry
3. Information Provided
4. Soil Conditions
5. Design Methodology
6. Summary of Results
7. Stone Column Construction
8. Conclusion
Annexure
1. Typical Site Layout Plan
2. Simplified Soil Investigation Results
3. Analysis Output Cross Section A-A
4. Analysis Output Cross Section B-B
5. Analysis Output Cross Section C-C
6. Analysis Output Cross Section D-D
7. Analysis Output Cross Section E-E
8. Analysis Output Cross Section F-F
9. Analysis Output Cross Section G-G
10. Schematic Cross Section of Typical Treatment Scheme
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1.0 Introduction
Interflour Vietnam Ltd intends to expand its existing production line and servicebuilding to cater for increasing local demanding needs and future development.
During the design and planning stage, it was identified that the building/structure will
sit on soft soil and extensive ground treatment work is unavoidable.
2.0 Location, Topography and Geology
The site is situated at Ba Ria-Vung Tau province, southern region of Vietnam. It is
approximately 128km North East of Ho Chi Minh City. Sandwiched between the Ong
Tinh Canal and Tac Xep Canal, the site is generally flat with terrain variation less
than 0.5m. Typical site layout plan is as enclosed in Annexure 1.
From the simplified geological map, the site consists of mainly Quaternary deposit.
Thick soft soil deposit is commonly found around the areas. A simplified geological
map is shown in Figure 1.
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3.0 Information Provided
The following information has been provided for the design:
(i) Location plan of the site.
(ii) CPT results and test point location plan.
Simplified soil investigation information is as enclosed in Annexure 2.
4.0 Soil Conditions
The CPT plot showed that the soils conditions consist of 2m thick of fill material
underlained by thick soft clay. Relatively stiff soil can be found at around 20m below
the existing ground level. An idealised sub-surface conditions can be represented by
the following soil profiles as shown in Table 1. Due to the variable nature of the soil
condition, the extent of ground improvement works will be depending on the actual
site condition.
Table 1 Idealised Soil Profile for Ramp 1 Area
Below E.G.L. [m]
Description
Bulk
Density
[kN/m3]
Cohesion
Cu (kPa)
Friction
Angle, (deg.)
Deformation
Modulus, D
(kPa)From To
0 2 Platform 18 0 30 20000
2 6 Soft clay 1 15 10 0 1000
6 10 Soft clay 2 15 15 0 1300
10 14 Soft Clay 3 16 20 0 1600
14 18 Soft clay 4 16 25 0 2000
>18 Medium dense silty clay 17 50 0 10000
5.0 Design Methodology
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5.2 Design Requirement
The following requirement shall be fulfilled during the design analysis.
90% consolidation at the end of ten (10) weeks surcharge period.
Sufficient safety against failure of surcharge slopes.
5.3 Design Parameters
Typical design parameters of Vibro Replacement (Stone Column) analysis are
summarised below:
Loading Parameters:
- Bulk density of embankment fill : 20 kN/m3
- Friction angle of fill material : 30o
- Undrained cohesion of fill material : 0 kPa
- Dead load (from surcharge) : New storage area, 90kPa uniformly
distributed load.
New warehouse area and New
warehouse area, partition wall, 140kPa
uniformly distributed load.
- Traffic live load : 0 kPa
- Total foundation load : 90 kPa to 140 kPa
Stone Column Parameters:
- Diameter of stone column : 1.0 m (Average)
- Unit weight of column material : 19 kN/m3
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Total settlement
Consolidation Slope stability
The following methods and assumptions have been adopted for the analysis:
Improved soil parameters calculated according to Priebes (1995) method.
Settlement evaluation approximated using infinite load area. Slope stability calculated according to Bishop method.
Consolidation settlement base on Balaam & Booker theory.
The analysis output shall be arranged in the subsequence manner:-
Analysis CrossSection
Annexure Criteria ToCheck
1 A-A 3 Slope stability
2 B-B 4 Slope stability
3 C-C 5 Slope stability
4 D-D 6 Slope stability
5 E-E 7Total settlement,
Consolidation
6 F-F 8Total settlement,
Consolidation
7 G-G 9 Total settlement,
Consolidation
Figure 2 shows the section of analysis.
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6.0 Summary of Results
Table 2 lists the summary of results.
Table 2 Summary of Results
Cross
Section
Maximum
surcharge
pressure
(kPa)
Stone
Column
Spacing
Predicted settlement (cm)
Time for 90%
Consolidation
Min.
FOS
(Slope
stability)Total
Remaining at
end of
embankment
construction
A-A 90 2.4 - - - 1.67
B-B 140 2.4 - --
2.85
C-C 140 2.4 - - - 1.67
D-D 140 2.4 - - - 1.48
E-E 90 2.4 44 5 ~ 10 weeks -
F-F 140 2.1 61 7 ~ 10 weeks -
G-G 140 2.4 80 8 ~ 10 weeks -
7.0 Stone Column Construction
7.1 Site Preparation
Prior to the installation process, a platform (normally sand fill) of minimum 1.0m in
thickness must be in placed. The platform is vital to the overall performance of theembankment as it will serve the following functions:
Provides a working construction platform for the heavy equipment
Allows even load distribution to the stone columns
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controlled rate. It is recommended that the construction rate of 1.0m/week should not
be exceeded. The above construction rate may be reviewed subject to monitoring
results.
Instrumentation will be installed to monitor embankment performance and also, will
provide early warning of any imminent instability.
8.0 Conclusion
This technical study has shown that the Vibro Replacement technique can be
employed as an effective solution for this project in order to support the
embankments with adequate stability and tolerable settlement limits.
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Annexure 1
Typical Site Layout Plan
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Typical Site Layout Plan
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Annexure 2
Simplified Soil Investigation Results
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Annexure 3
Analysis Output Cross Section A-A
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1.44
1.48
1.52
1.56
1.60
1.63
1.67
1.71
1.75
1.79
1.82
1.86
1.90
1.94
1.98
2.01
w
c pw[] [kN/m] [k N/m] [-]
Designation
30.00 0.00 20.00 0.00 Fill0.00 10.00 15.00 0.00 Soft Clay 10.00 15.00 15.00 0.00 Soft Clay 20.00 20.00 16.00 0.00 Soft Clay 30.00 25.00 16.00 0.00 Soft Clay 430.00 0.00 18.00 0.00 Platform10 .0 0 15.00 17.00 0. 00 Me d Dense Silty Sand22.86 5.40 15.00 0.00 Soft Clay 1 + SC22.84 8.11 15.00 0.00 Soft Clay 2 + SC22.81 10.82 16.00 0.00 Soft Clay 3 + SC22.78 13.54 16.00 0.00 Soft Clay 4 + SC35.56 0.00 18.00 0.00 Platform + SC
Soil c pw[] [kN/m] [k N/m] [-]
Designation
30.00 0.00 20.00 0.00 Fill0.00 10.00 15.00 0.00 Soft Clay 10.00 15.00 15.00 0.00 Soft Clay 20.00 20.00 16.00 0.00 Soft Clay 30.00 25.00 16.00 0.00 Soft Clay 430.00 0.00 18.00 0.00 Platform10 .0 0 15.00 17.00 0. 00 Me d Dense Silty Sand22.86 5.40 15.00 0.00 Soft Clay 1 + SC22.84 8.11 15.00 0.00 Soft Clay 2 + SC22.81 10.82 16.00 0.00 Soft Clay 3 + SC22.78 13.54 16.00 0.00 Soft Clay 4 + SC35.56 0.00 18.00 0.00 Platform + SC
1.44
c pw[] [kN/m] [k N/m] [-]
Designation
30.00 0.00 20.00 0.00 Fill0.00 10.00 15.00 0.00 Soft Clay 10.00 15.00 15.00 0.00 Soft Clay 20.00 20.00 16.00 0.00 Soft Clay 30.00 25.00 16.00 0.00 Soft Clay 430.00 0.00 18.00 0.00 Platform10 .0 0 15.00 17.00 0. 00 Me d Dense Silty Sand22.86 5.40 15.00 0.00 Soft Clay 1 + SC22.84 8.11 15.00 0.00 Soft Clay 2 + SC22.81 10.82 16.00 0.00 Soft Clay 3 + SC22.78 13.54 16.00 0.00 Soft Clay 4 + SC35.56 0.00 18.00 0.00 Platform + SC
Soil c pw[] [kN/m] [k N/m] [-]
Designation
30.00 0.00 20.00 0.00 Fill0.00 10.00 15.00 0.00 Soft Clay 10.00 15.00 15.00 0.00 Soft Clay 20.00 20.00 16.00 0.00 Soft Clay 30.00 25.00 16.00 0.00 Soft Clay 430.00 0.00 18.00 0.00 Platform10 .0 0 15.00 17.00 0. 00 Me d Dense Silty Sand22.86 5.40 15.00 0.00 Soft Clay 1 + SC22.84 8.11 15.00 0.00 Soft Clay 2 + SC22.81 10.82 16.00 0.00 Soft Clay 3 + SC22.78 13.54 16.00 0.00 Soft Clay 4 + SC35.56 0.00 18.00 0.00 Platform + SC
0 10 20 30 40 50 60 70 80 90 100-30
-20
-10
0
10
20
30
40
Calculation basis
min = 1.44
xm = 31.59 m
ym = 4.81 m
R = 9.55 m
25.50 4.50 70.00
Project No:
Drawing No:
Interflour Vietnam
Section A -A
Stone Column Treatment: diameter=1.0m
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Annexure 4
Analysis Output Cross Section B-B
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2.60
2.65
2.69
2.74
2.78
2.82
2.87
2.91
2.96
3.00
3.04
3.09
3.13
3.18
3.22
3.26
w
c pw[] [kN/m] [kN/m ] [-]
Designation
30.00 0.00 20.00 0.00 Fill0.00 10.00 15.00 0.00 Soft Clay 10.00 15.00 15.00 0.00 Soft Clay 20.00 20.00 16.00 0.00 Soft Clay 30.00 25.00 16.00 0.00 Soft Clay 430.00 0.00 18.00 0.00 Platform1 0. 00 15 .00 1 7.0 0 0 .0 0 Me d De nse S ilt y Sa nd22.86 5.40 15.00 0.00 Soft Clay 1 + SC22.84 8.11 15.00 0.00 Soft Clay 2 + SC22.81 10.82 16.00 0.00 Soft Clay 3 + SC22.78 13.54 16.00 0.00 Soft Clay 4 + SC35.56 0.00 18.00 0.00 Platform + SC
Soil c pw[] [kN/m] [kN/m ] [-]
Designation
30.00 0.00 20.00 0.00 Fill0.00 10.00 15.00 0.00 Soft Clay 10.00 15.00 15.00 0.00 Soft Clay 20.00 20.00 16.00 0.00 Soft Clay 30.00 25.00 16.00 0.00 Soft Clay 430.00 0.00 18.00 0.00 Platform1 0. 00 15 .00 1 7.0 0 0 .0 0 Me d De nse S ilt y Sa nd22.86 5.40 15.00 0.00 Soft Clay 1 + SC22.84 8.11 15.00 0.00 Soft Clay 2 + SC22.81 10.82 16.00 0.00 Soft Clay 3 + SC22.78 13.54 16.00 0.00 Soft Clay 4 + SC35.56 0.00 18.00 0.00 Platform + SC
2.60
c pw[] [kN/m] [kN/m ] [-]
Designation
30.00 0.00 20.00 0.00 Fill0.00 10.00 15.00 0.00 Soft Clay 10.00 15.00 15.00 0.00 Soft Clay 20.00 20.00 16.00 0.00 Soft Clay 30.00 25.00 16.00 0.00 Soft Clay 430.00 0.00 18.00 0.00 Platform1 0. 00 15 .00 1 7.0 0 0 .0 0 Me d De nse S ilt y Sa nd22.86 5.40 15.00 0.00 Soft Clay 1 + SC22.84 8.11 15.00 0.00 Soft Clay 2 + SC22.81 10.82 16.00 0.00 Soft Clay 3 + SC22.78 13.54 16.00 0.00 Soft Clay 4 + SC35.56 0.00 18.00 0.00 Platform + SC
Soil c pw[] [kN/m] [kN/m ] [-]
Designation
30.00 0.00 20.00 0.00 Fill0.00 10.00 15.00 0.00 Soft Clay 10.00 15.00 15.00 0.00 Soft Clay 20.00 20.00 16.00 0.00 Soft Clay 30.00 25.00 16.00 0.00 Soft Clay 430.00 0.00 18.00 0.00 Platform1 0. 00 15 .00 1 7.0 0 0 .0 0 Me d De nse S ilt y Sa nd22.86 5.40 15.00 0.00 Soft Clay 1 + SC22.84 8.11 15.00 0.00 Soft Clay 2 + SC22.81 10.82 16.00 0.00 Soft Clay 3 + SC22.78 13.54 16.00 0.00 Soft Clay 4 + SC35.56 0.00 18.00 0.00 Platform + SC
0 10 20 30 40 50 60 70 80 90 100-30
-20
-10
0
10
20
30
40
Calculation basis
min = 2.60
xm = 37.29 m
ym
= 5.05 m
R = 22.87 m
23.00 2.5
0
74.50
Project No:
Drawing No:
Interflour Vietnam
Section B-B
Stone Column Treatment: diameter=1.0m
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Annexure 5
Analysis Output Cross Section C-C
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1.43
1.48
1.52
1.57
1.61
1.65
1.70
1.74
1.78
1.83
1.87
1.91
1.96
2.00
2.04
2.09
w
c
pw
[] [kN/m] [kN/m] [-] Designation
30.00 0.00 20.00 0.00 F ill0.00 10.00 15.00 0.00 Soft Clay 10.00 15.00 15.00 0.00 Soft Clay 20.00 20.00 16.00 0.00 Soft Clay 30.00 25.00 16.00 0.00 Soft Clay 430.00 0.00 18.00 0.00 Plat form10. 00 15 .00 17 .00 0 .00 Me d D ens e Silt y S and22.86 5.40 15.00 0.00 Soft Clay 1 + SC22.84 8.11 15.00 0.00 Soft Clay 2 + SC22.81 10.82 16.00 0.00 Soft Clay 3 + SC22.78 13.54 16.00 0.00 Soft Clay 4 + SC35.56 0.00 18.00 0.00 Plat form + SC
Soil c
pw
[] [kN/m] [kN/m] [-] Designation
30.00 0.00 20.00 0.00 F ill0.00 10.00 15.00 0.00 Soft Clay 10.00 15.00 15.00 0.00 Soft Clay 20.00 20.00 16.00 0.00 Soft Clay 30.00 25.00 16.00 0.00 Soft Clay 430.00 0.00 18.00 0.00 Plat form10. 00 15 .00 17 .00 0 .00 Me d D ens e Silt y S and22.86 5.40 15.00 0.00 Soft Clay 1 + SC22.84 8.11 15.00 0.00 Soft Clay 2 + SC22.81 10.82 16.00 0.00 Soft Clay 3 + SC22.78 13.54 16.00 0.00 Soft Clay 4 + SC35.56 0.00 18.00 0.00 Plat form + SC
1.43
c
pw
[] [kN/m] [kN/m] [-] Designation
30.00 0.00 20.00 0.00 F ill0.00 10.00 15.00 0.00 Soft Clay 10.00 15.00 15.00 0.00 Soft Clay 20.00 20.00 16.00 0.00 Soft Clay 30.00 25.00 16.00 0.00 Soft Clay 430.00 0.00 18.00 0.00 Plat form10. 00 15 .00 17 .00 0 .00 Me d D ens e Silt y S and22.86 5.40 15.00 0.00 Soft Clay 1 + SC22.84 8.11 15.00 0.00 Soft Clay 2 + SC22.81 10.82 16.00 0.00 Soft Clay 3 + SC22.78 13.54 16.00 0.00 Soft Clay 4 + SC35.56 0.00 18.00 0.00 Plat form + SC
Soil c
pw
[] [kN/m] [kN/m] [-] Designation
30.00 0.00 20.00 0.00 F ill0.00 10.00 15.00 0.00 Soft Clay 10.00 15.00 15.00 0.00 Soft Clay 20.00 20.00 16.00 0.00 Soft Clay 30.00 25.00 16.00 0.00 Soft Clay 430.00 0.00 18.00 0.00 Plat form10. 00 15 .00 17 .00 0 .00 Me d D ens e Silt y S and22.86 5.40 15.00 0.00 Soft Clay 1 + SC22.84 8.11 15.00 0.00 Soft Clay 2 + SC22.81 10.82 16.00 0.00 Soft Clay 3 + SC22.78 13.54 16.00 0.00 Soft Clay 4 + SC35.56 0.00 18.00 0.00 Plat form + SC
0 10 20 30 40 50 60 70 80 90 100-30
-20
-10
0
10
20
30
40
Calculation basis
min = 1.43
xm
= 67.11 m
ym = 5.42 m
R = 10.18 m
40.00 2.5
0
19.00 4.50 34.00
Project No:
Drawing No:
Interflour Vietnam
Section C-C
Stone Column Treatment: diameter=1.0m
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Annexure 6
Analysis Output Cross Section D-D
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1.31
1.36
1.42
1.47
1.52
1.58
1.63
1.68
1.74
1.79
1.85
1.90
1.95
2.01
2.06
2.11
w
c pw[] [kN /m] [kN/m] [-]
Designation
30.00 0.00 20.00 0.00 Fill0.00 10.00 15.00 0.00 Soft Clay 10.00 15.00 15.00 0.00 Soft Clay 20.00 20.00 16.00 0.00 Soft Clay 30.00 25.00 16.00 0.00 Soft Clay 4
30.00 0.00 18.00 0.00 Platform1 0.0 0 1 5. 00 1 7.00 0.0 0 Me d De ns e Silt y S an d22.86 5.40 15.00 0.00 Soft Clay 1 + SC22.84 8.11 15.00 0.00 Soft Clay 2 + SC22.81 10.82 16.00 0.00 Soft Clay 3 + SC22.78 13.54 16.00 0.00 Soft Clay 4 + SC35.56 0.00 18.00 0.00 Platform + SC
Soil c pw[] [kN /m] [kN/m] [-]
Designation
30.00 0.00 20.00 0.00 Fill0.00 10.00 15.00 0.00 Soft Clay 10.00 15.00 15.00 0.00 Soft Clay 20.00 20.00 16.00 0.00 Soft Clay 30.00 25.00 16.00 0.00 Soft Clay 4
30.00 0.00 18.00 0.00 Platform1 0.0 0 1 5. 00 1 7.00 0.0 0 Me d De ns e Silt y S an d22.86 5.40 15.00 0.00 Soft Clay 1 + SC22.84 8.11 15.00 0.00 Soft Clay 2 + SC22.81 10.82 16.00 0.00 Soft Clay 3 + SC22.78 13.54 16.00 0.00 Soft Clay 4 + SC35.56 0.00 18.00 0.00 Platform + SC
1.31
c pw[] [kN /m] [kN/m] [-]
Designation
30.00 0.00 20.00 0.00 Fill0.00 10.00 15.00 0.00 Soft Clay 10.00 15.00 15.00 0.00 Soft Clay 20.00 20.00 16.00 0.00 Soft Clay 30.00 25.00 16.00 0.00 Soft Clay 4
30.00 0.00 18.00 0.00 Platform1 0.0 0 1 5. 00 1 7.00 0.0 0 Me d De ns e Silt y S an d22.86 5.40 15.00 0.00 Soft Clay 1 + SC22.84 8.11 15.00 0.00 Soft Clay 2 + SC22.81 10.82 16.00 0.00 Soft Clay 3 + SC22.78 13.54 16.00 0.00 Soft Clay 4 + SC35.56 0.00 18.00 0.00 Platform + SC
Soil c pw[] [kN /m] [kN/m] [-]
Designation
30.00 0.00 20.00 0.00 Fill0.00 10.00 15.00 0.00 Soft Clay 10.00 15.00 15.00 0.00 Soft Clay 20.00 20.00 16.00 0.00 Soft Clay 30.00 25.00 16.00 0.00 Soft Clay 4
30.00 0.00 18.00 0.00 Platform1 0.0 0 1 5. 00 1 7.00 0.0 0 Me d De ns e Silt y S an d22.86 5.40 15.00 0.00 Soft Clay 1 + SC22.84 8.11 15.00 0.00 Soft Clay 2 + SC22.81 10.82 16.00 0.00 Soft Clay 3 + SC22.78 13.54 16.00 0.00 Soft Clay 4 + SC35.56 0.00 18.00 0.00 Platform + SC
0 10 20 30 40 50 60 70 80 90 100-30
-20
-10
0
10
20
30
40
Calculation basis
min = 1.31
xm = 48.91 m
ym = 7.96 m
R = 13.25 m
40.00 7.00 53.00
Project No:
Drawing No :
Interflour Vietnam
Section D-D
Stone Column Treatment: diameter=1.0m
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Annexure 7
Analysis Output Cross Section E-E
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0.00
2.00
6.00
10.00
14.00
18.00
90.00 kN/m
0.00
8.00
16.00
21.00
26.00
31.00
36.00
41.00
46.00
51.00
56.00
62.00
68.00
74.00
80.00
86.00
92.00
98.00
104.00
Stress [kN/m]Overburden - Load
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
Settlement [cm]with - without improvement
0.00
0.27
0.54
5.02
9.46
13.86
18.20
21.51
24.79
28.03
31.23
33.79
36.29
38.74
41.14
43.01
44.84
46.62
48.36
0.00
0.45
0.90
9.90
18.90
27.90
36.90
43.82
50.75
57.67
64.59
70.22
75.84
81.47
87.09
91.59
96.09
100.59
105.09
0.00
2.40 2.40 2.40 2.40
Institut National Polytechnique de Lorraine
Project: Vietnam Interflour, Section E-EUser: Tan M Tong
Branch: Malaysia
GroundImprovement by installedstruct ural foundation elementsGretaV.50118CopyrightGeoStat,Gartenstr.4,D-29389BadBodenteich,Tel.+49(0)5824-985786,Fax.-85
G_InOutV.190204CopyrightKeller GrundbauGmbH,Kaiserleistr.44,D-63067Offenbach,Tel.+49(0)69-8051225,Fax.-221
10:02:34AM 7/30/2007
Cross Sectionat :4.80, Vibro replacement
Soil G. Level D DV E c Description
[m] [m] [m] [MN/m] [kN/m] [ ] [kN/m] [ - ]
18.00 0.00 0.00 10.00 7.00 0.00 50.00 0.33 M dense s and
14.00 1.00 1.00 2.00 6.00 0.00 25.00 0.33 soft clay 4
10.00 1.00 1.00 1.60 6.00 0.00 20.00 0.33 soft clay 3
6.00 1.00 1.00 1.30 5.00 0.00 15.00 0.33 soft c lay 2
2.00 1.00 1.00 1.00 5.00 0.00 10.00 0.33 soft c lay 1
0.00 1.00 1.00 20.00 8.00 30.00 0.00 0.33 Platform
D= ColumnDiameter DV =Columndiameter incl.peripheralarea
Total settlement: 48.36cm+z
+x
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Institut National Polytechnique de LorraineKaiserleistrae 44 , 63067 Offenbach
Tel. 069/8051 225 , Fax. 069/8051 221
Program GRETA-E, Version 50118, Copyright by GEOStat
Vietnam Interflour, Section E-E************************************************************************
Calculation of a foundation
***************************Kind of treatment: Vibro replacement
Area load on a Rectangular grid
Foundation level 0.00 m Foundation pressure 90.00 kN/m2Column distance 2.40 m Row distance 2.40 mGrid area 5.76 m2Calculation depth 18.00 mDepth of column foot 18.00 mGround water table 0.00 m
Properties of installed material (below load level)
No. Top l. gamma phi c Dia. D E q K[m] [kN/m3] [] [kN/m2] [m] [MN/m2] [MN/m2] [kN/m2]
1 0.00 12.00 42.50 0.00 1.00 120.0 0.0 0.0 1.002 2.00 12.00 42.50 0.00 1.00 120.0 0.0 0.0 1.00
3 6.00 12.00 42.50 0.00 1.00 120.0 0.0 0.0 1.004 10.00 12.00 42.50 0.00 1.00 120.0 0.0 0.0 1.005 14.00 12.00 42.50 0.00 1.00 120.0 0.0 0.0 1.006 18.00 12.00 42.50 0.00 0.00 120.0 0.0 0.0 1.007 26.00 12.00 42.50 0.00 0.00 120.0 0.0 0.0 1.00
Properties of soil layers (from ground level)
No. Top l. gamma phi c my D A-R D-R tau
[m] [kN/m3] [] [kN/m2] [MN/m2] [kN/m2]
1 0.00 8.00 30.00 0.00 0.33 20.00 7.33 6.00 0.002 2.00 5.00 0.00 10.00 0.33 1.00 7.33 120.00 0.003 6.00 5.00 0.00 15.00 0.33 1.30 7.33 92.31 0.004 10.00 6.00 0.00 20.00 0.33 1.60 7.33 75.00 0.005 14 00 6 00 0 00 25 00 0 33 2 00 7 33 60 00 0 00
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The initial support of the columns is considered with K = 1The proportional load on columns is approximated to m = 1 - 1/nMutual support of columns occurs at 100 % of this limited system only
No. n0,0 n0,1 n0 d(A/AC) n1,0 n1,1 n1 n1 fd fd n2 n2
1 1.86 1.73 1.86 1.06 1.74 1.63 1.74 1.68 1.04 1.00 1.74 1.682 1.86 1.73 1.86 0.04 1.85 1.73 1.85 1.85 1.10 1.10 2.04 2.043 1.86 1.73 1.86 0.06 1.85 1.72 1.85 1.85 1.15 1.15 2.13 2.134 1.86 1.73 1.86 0.07 1.85 1.72 1.85 1.85 1.23 1.23 2.27 2.275 1.86 1.73 1.86 0.09 1.85 1.72 1.85 1.85 1.35 1.35 2.49 2.49
without depth factor with depth factorNo. m1 phi1 c1 D1 m2 phi2 c2 D2[] [kN/m2] [MN/m2] [] [kN/m2] [MN/m2]
1 0.41 35.56 0.00 33.64 0.41 35.56 0.00 33.642 0.46 22.86 5.40 1.85 0.51 25.01 4.91 2.043 0.46 22.84 8.11 2.41 0.53 25.89 7.06 2.764 0.46 22.81 10.82 2.96 0.56 27.15 8.81 3.635 0.46 22.78 13.54 3.69 0.60 28.76 10.03 4.99
n0 = basic improvement factor (n0,0 for grid and n0,1 for isolated column)d(A/AC) = addition to the area ratio (to consider column compressibility)n1 = amended improvement factor (column compressibility) (resp. n1,0 and n1,1)
(--> Recommended for failure analyses if n1 < n2)fd = depth factor (overburden constraint) (fd,0 for grid)n2 = further amended improvement factor (overburden constraint) (resp. n2,0)m1,2 = proportional load on columns )phi1,2 = friction angle of compound ) attributable to n1 resp. n2c1,2 = cohesion of compound )
D1,2 = constr. modulus of compound )
Settlement
Depth Unlimited the same without Over-load area Improvement burden
[m] [cm] [cm] [kN/m2]
0.00 0.27 pl. 0.45 0.01.00 0.27 pl. 0.45 8.02.00 4.49 pl. 9.00 16.03.00 4.44 pl. 9.00 21.04.00 4.39 pl. 9.00 26.05.00 4.35 pl. 9.00 31.06 00 3 31 l 6 92 36 0
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Project : Interflour
Location : Ba Ria - Vung Tau, Vietnam
Time Rate of Consolidation Calculation for SC Treatment (Baalam & Booker Method)
State Description: Section E-E
Load: 90 kPa
Duration of Sucrharge Period, 0.19 years 70.0 days (1m per week)
a. Consolidation Calculation for the Treated Depth of 18.0 m (below 0 m)
Treated Layer 1 (from - to ) [m] 0 18 18.0
Treated Layer 2 (from - to ) [m] 0.0
Treated Layer 3 (from - to ) [m] 0.0
Avg coefficient of vertical consolidation, cv = 1.0 m2/year
The coefficient of horizontal (radial) consolidation, cr= 2 m2/year
Pattern of stone column grid (T = Triangular & S = Square) Pattern = S
Spacing of stone columns, s = 2.4 m
The equivalent diameter for stone column grid, de = 2.7 m
Diameter of stone column, (assumed 10% contamination) d = 1.0 m
The diameter ratio, de / d = 2.7
Time factor for 90 % consolidation (Ui = 0.9) from Baalam & Booker charts,
de / d = 2.5 Ti = 0.027
de / d = 3.0 Ti = 0.040
Ti for present de / d value = 0.032
Time period for 90 % consolidation, ti = 0.12 yrs
1.43 mths
43.4 days
Allowed duration of construction w.r.t. 90% consolidation duration OK
b. Consolidation Calculation for the Untreated Depth of 0.0 m
Untreated Layer 4 (from - to ) [m] 0.0 m
Untreated Layer 5 (from - to ) [m] 0.0 m
Untreated Layer 6 (from - to ) [m] 0.0
Untreated Layer 4 Layer 5 Layer 6
Time period allowed for consolidation, ti = 0.19 0.19 0.19 yrs
The coefficient of vertical consolidation, cv = m2/year
Thickness of consolidating layer, H = 0.0 0.0 0.0 m
Drainage condition (1 = one way & 2 = two way)Drainage path, Hdr= #DIV/0! #DIV/0! #DIV/0! m
Time factor for ti period of consolidation, Ti = #DIV/0! #DIV/0! #DIV/0!
Degree of 1- D consolidation, Uv = #DIV/0! #DIV/0! #DIV/0! %
c. Summary of Total Settlement and Remaining Long-term settlement
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Annexure 8
Analysis Output Cross Section F-F
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0.00
2.00
6.00
10.00
14.00
18.00
140.00 kN/m
0.00
8.00
16.00
21.00
26.00
31.00
36.00
41.00
46.00
51.00
56.00
62.00
68.00
74.00
80.00
86.00
92.00
98.00
104.00
Stress [kN/m]Overburden - Load
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
Settlement [cm]with -without improvement
0.00
0.37
0.74
6.85
12.92
18.94
24.92
29.49
34.02
38.52
42.99
46.58
50.12
53.60
57.04
59.74
62.41
65.03
67.60
0.00
0.70
1.40
15.40
29.40
43.40
57.40
68.17
78.94
89.71
100.48
109.23
117.98
126.73
135.48
142.48
149.48
156.48
163.48
0.00
2.10 2.10 2.10 2.10
Institut National Polytechnique de Lorraine
Project: Vietnam Interflour, Section F-F
User: Tan M Tong
Branch: Malaysia
Ground Improvement by installed structural foundationelementsGretaV.50118CopyrightGeoStat,Gartenstr.4,D-29389BadBodenteich,Tel.+49(0)5824-985786,Fax.-85
G_InOutV.190204CopyrightKeller GrundbauGmbH,Kaiserleistr.44,D-63067Offenbach,Tel.+49(0)69-8051225,Fax.-221
10:03:19AM 7/30/2007
Cross Section at :4.20, Vibro replacement
Soil G. Level D DV E c Description
[m] [m] [m] [MN/m] [kN/m] [ ] [kN/m] [ - ]
18.00 0.00 0.00 10.00 7.00 0.00 50.00 0.33 M dense sand
14.00 1.00 1.00 2.00 6.00 0.00 25.00 0.33 soft clay 4
10.00 1.00 1.00 1.60 6.00 0.00 20.00 0.33 soft clay 3
6.00 1.00 1.00 1.30 5.00 0.00 15.00 0.33 soft clay 2
2.00 1.00 1.00 1.00 5.00 0.00 10.00 0.33 soft clay 1
0.00 1.00 1.00 20.00 8.00 30.00 0.00 0.33 Platform
D= ColumnDiameter DV =Columndiameter incl.peripheralarea
Total settlement: 67.60cm+ z
+ x
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Institut National Polytechnique de LorraineKaiserleistrae 44 , 63067 Offenbach
Tel. 069/8051 225 , Fax. 069/8051 221
Program GRETA-E, Version 50118, Copyright by GEOStat
Vietnam Interflour, Section F-F************************************************************************
Calculation of a foundation***************************Kind of treatment: Vibro replacement
Area load on a Rectangular grid
Foundation level 0.00 m Foundation pressure 140.00 kN/m2Column distance 2.10 m Row distance 2.10 mGrid area 4.41 m2Calculation depth 18.00 mDepth of column foot 18.00 m
Ground water table 0.00 m
Properties of installed material (below load level)
No. Top l. gamma phi c Dia. D E q K[m] [kN/m3] [] [kN/m2] [m] [MN/m2] [MN/m2] [kN/m2]
1 0.00 12.00 42.50 0.00 1.00 120.0 0.0 0.0 1.002 2.00 12.00 42.50 0.00 1.00 120.0 0.0 0.0 1.00
3 6.00 12.00 42.50 0.00 1.00 120.0 0.0 0.0 1.004 10.00 12.00 42.50 0.00 1.00 120.0 0.0 0.0 1.005 14.00 12.00 42.50 0.00 1.00 120.0 0.0 0.0 1.006 18.00 12.00 42.50 0.00 0.00 120.0 0.0 0.0 1.007 26.00 12.00 42.50 0.00 0.00 120.0 0.0 0.0 1.00
Properties of soil layers (from ground level)
No. Top l. gamma phi c my D A-R D-R tau
[m] [kN/m3] [] [kN/m2] [MN/m2] [kN/m2]
1 0.00 8.00 30.00 0.00 0.33 20.00 5.61 6.00 0.002 2.00 5.00 0.00 10.00 0.33 1.00 5.61 120.00 0.003 6.00 5.00 0.00 15.00 0.33 1.30 5.61 92.31 0.004 10.00 6.00 0.00 20.00 0.33 1.60 5.61 75.00 0.005 14 00 6 00 0 00 25 00 0 33 2 00 5 61 60 00 0 00
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The initial support of the columns is considered with K = 1The proportional load on columns is approximated to m = 1 - 1/nMutual support of columns occurs at 100 % of this limited system only
No. n0,0 n0,1 n0 d(A/AC) n1,0 n1,1 n1 n1 fd fd n2 n2
1 2.17 1.73 2.17 1.06 1.96 1.59 1.96 1.89 1.03 1.00 1.96 1.892 2.17 1.73 2.17 0.04 2.16 1.72 2.16 2.16 1.07 1.07 2.32 2.323 2.17 1.73 2.17 0.06 2.16 1.72 2.16 2.16 1.10 1.10 2.38 2.384 2.17 1.73 2.17 0.07 2.16 1.72 2.16 2.16 1.16 1.16 2.49 2.495 2.17 1.73 2.17 0.09 2.15 1.72 2.15 2.15 1.23 1.23 2.65 2.65
without depth factor with depth factorNo. m1 phi1 c1 D1 m2 phi2 c2 D2
[] [kN/m2] [MN/m2] [] [kN/m2] [MN/m2]
1 0.47 36.39 0.00 37.81 0.47 36.39 0.00 37.812 0.54 26.24 4.62 2.16 0.57 27.51 4.32 2.323 0.54 26.21 6.94 2.81 0.58 28.01 6.29 3.104 0.54 26.18 9.27 3.45 0.60 28.75 8.03 3.995 0.54 26.14 11.61 4.31 0.62 29.71 9.43 5.30
n0 = basic improvement factor (n0,0 for grid and n0,1 for isolated column)d(A/AC) = addition to the area ratio (to consider column compressibility)n1 = amended improvement factor (column compressibility) (resp. n1,0 and n1,1)
(--> Recommended for failure analyses if n1 < n2)fd = depth factor (overburden constraint) (fd,0 for grid)n2 = further amended improvement factor (overburden constraint) (resp. n2,0)m1,2 = proportional load on columns )phi1,2 = friction angle of compound ) attributable to n1 resp. n2c1,2 = cohesion of compound )
D1,2 = constr. modulus of compound )
Settlement
Depth Unlimited the same without Over-load area Improvement burden
[m] [cm] [cm] [kN/m2]
0.00 0.37 pl. 0.70 0.01.00 0.37 pl. 0.70 8.02.00 6.11 pl. 14.00 16.03.00 6.07 pl. 14.00 21.04.00 6.02 pl. 14.00 26.05.00 5.98 pl. 14.00 31.06 00 4 57 l 10 77 36 0
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Project : Interflour
Location : Ba Ria - Vung Tau, Vietnam
Time Rate of Consolidation Calculation for SC Treatment (Baalam & Booker Method)
State Description: Section F-F
Load: 140 kPa
Duration of Sucrharge Period, 0.19 years 70.0 days (1m per week)
a. Consolidation Calculation for the Treated Depth of 18.0 m (below 0 m)
Treated Layer 1 (from - to ) [m] 0 18 18.0
Treated Layer 2 (from - to ) [m] 0.0
Treated Layer 3 (from - to ) [m] 0.0
Avg coefficient of vertical consolidation, cv = 1.0 m2/year
The coefficient of horizontal (radial) consolidation, cr= 2 m2/year
Pattern of stone column grid (T = Triangular & S = Square) Pattern = S
Spacing of stone columns, s = 2.1 m
The equivalent diameter for stone column grid, de = 2.4 m
Diameter of stone column, (assumed 10% contamination) d = 1.0 m
The diameter ratio, de / d = 2.4
Time factor for 90 % consolidation (Ui = 0.9) from Baalam & Booker charts,
de / d = 2.0 Ti = 0.011
de / d = 2.5 Ti = 0.027
Ti for present de / d value = 0.023
Time period for 90 % consolidation, ti = 0.06 yrs
0.77 mths
23.4 days
Allowed duration of construction w.r.t. 90% consolidation duration OK
b. Consolidation Calculation for the Untreated Depth of 0.0 m
Untreated Layer 4 (from - to ) [m] 0.0 m
Untreated Layer 5 (from - to ) [m] 0.0 m
Untreated Layer 6 (from - to ) [m] 0.0
Untreated Layer 4 Layer 5 Layer 6
Time period allowed for consolidation, ti = 0.19 0.19 0.19 yrs
The coefficient of vertical consolidation, cv = m2/year
Thickness of consolidating layer, H = 0.0 0.0 0.0 m
Drainage condition (1 = one way & 2 = two way)Drainage path, Hdr= #DIV/0! #DIV/0! #DIV/0! m
Time factor for ti period of consolidation, Ti = #DIV/0! #DIV/0! #DIV/0!
Degree of 1- D consolidation, Uv = #DIV/0! #DIV/0! #DIV/0! %
c. Summary of Total Settlement and Remaining Long-term settlement
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Project : Interflour
Location : Ba Ria - Vung Tau, Vietnam
Time Rate of Consolidation Calculation for SC Treatment (Baalam & Booker Method)
State Description: Section F-F
Load: 140 kPa
Duration of Sucrharge Period, 0.19 years 70.0 days (1m per week)
a. Consolidation Calculation for the Treated Depth of 18.0 m (below 0 m)
Treated Layer 1 (from - to ) [m] 0 18 18.0
Treated Layer 2 (from - to ) [m] 0.0
Treated Layer 3 (from - to ) [m] 0.0
Avg coefficient of vertical consolidation, cv = 1.0 m2/year
The coefficient of horizontal (radial) consolidation, cr= 2 m2/year
Pattern of stone column grid (T = Triangular & S = Square) Pattern = S
Spacing of stone columns, s = 2.1 m
The equivalent diameter for stone column grid, de = 2.4 m
Diameter of stone column, (assumed 10% contamination) d = 1.1 m
The diameter ratio, de / d = 2.2
Time factor for 90 % consolidation (Ui = 0.9) from Baalam & Booker charts,
de / d = 2.0 Ti = 0.011
de / d = 2.5 Ti = 0.015
Ti for present de / d value = 0.012
Time period for 90 % consolidation, ti = 0.03 yrs
0.41 mths
12.5 days
Allowed duration of construction w.r.t. 90% consolidation duration OK
b. Consolidation Calculation for the Untreated Depth of 0.0 m
Untreated Layer 4 (from - to ) [m] 0.0 m
Untreated Layer 5 (from - to ) [m] 0.0 m
Untreated Layer 6 (from - to ) [m] 0.0
Untreated Layer 4 Layer 5 Layer 6
Time period allowed for consolidation, ti = 0.19 0.19 0.19 yrs
The coefficient of vertical consolidation, cv = m2/year
Thickness of consolidating layer, H = 0.0 0.0 0.0 m
Drainage condition (1 = one way & 2 = two way)Drainage path, Hdr= #DIV/0! #DIV/0! #DIV/0! m
Time factor for ti period of consolidation, Ti = #DIV/0! #DIV/0! #DIV/0!
Degree of 1- D consolidation, Uv = #DIV/0! #DIV/0! #DIV/0! %
c. Summary of Total Settlement and Remaining Long-term settlement
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Annexure 9
Analysis Output Cross Section G-G
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0.00
2.00
6.00
10.00
14.00
18.00
140.00 kN/m
0.00
8.00
16.00
21.00
26.00
31.00
36.00
41.00
46.00
51.00
56.00
62.00
68.00
74.00
80.00
86.00
92.00
98.00
104.00
Stress [kN/m]Overburden - Load
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
140.00
Settlement [cm]with -without improvement
0.00
0.42
0.83
8.02
15.16
22.25
29.30
34.69
40.04
45.36
50.64
54.89
59.09
63.23
67.31
70.54
73.72
76.85
79.95
0.00
0.70
1.40
15.40
29.40
43.40
57.40
68.17
78.94
89.71
100.48
109.23
117.98
126.73
135.48
142.48
149.48
156.48
163.48
0.00
2.40 2.40 2.40 2.40
Institut National Polytechnique de Lorraine
Project: Vietnam Interflour, Section G-GUser: Tan M Tong
Branch: Malaysia
GroundImprovement by installed structural foundationelementsGretaV.50118CopyrightGeoStat,Gartenstr.4,D-29389BadBodenteich,Tel.+49(0)5824-985786,Fax.-85
G_InOutV.190204CopyrightKeller GrundbauGmbH,Kaiserleistr.44,D-63067Offenbach,Tel.+49(0)69-8051225,Fax.-221
10:04:15AM 7/30/2007
Cross Section at :4.80, Vibro replacement
Soil G. Level D DV E c Description
[m] [m] [m] [MN/m] [kN/m] [ ] [kN/m] [ - ]
18.00 0.00 0.00 10.00 7.00 0.00 50.00 0.33 M dense sand
14.00 1.00 1.00 2.00 6.00 0.00 25.00 0.33 soft clay 4
10.00 1.00 1.00 1.60 6.00 0.00 20.00 0.33 soft clay 3
6.00 1.00 1.00 1.30 5.00 0.00 15.00 0.33 soft clay 2
2.00 1.00 1.00 1.00 5.00 0.00 10.00 0.33 soft clay 1
0.00 1.00 1.00 20.00 8.00 30.00 0.00 0.33 Platform
D= ColumnDiameter DV =Columndiameter incl.peripheralare a
Total settlement: 79.95cm+z
+x
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Institut National Polytechnique de LorraineKaiserleistrae 44 , 63067 OffenbachTel. 069/8051 225 , Fax. 069/8051 221
Program GRETA-E, Version 50118, Copyright by GEOStat
Vietnam Interflour, Section G-G************************************************************************
Calculation of a foundation***************************Kind of treatment: Vibro replacement
Area load on a Rectangular grid
Foundation level 0.00 m Foundation pressure 140.00 kN/m2Column distance 2.40 m Row distance 2.40 mGrid area 5.76 m2Calculation depth 18.00 mDepth of column foot 18.00 mGround water table 0.00 m
Properties of installed material (below load level)
No. Top l. gamma phi c Dia. D E q K[m] [kN/m3] [] [kN/m2] [m] [MN/m2] [MN/m2] [kN/m2]
1 0.00 12.00 42.50 0.00 1.00 120.0 0.0 0.0 1.002 2.00 12.00 42.50 0.00 1.00 120.0 0.0 0.0 1.003 6.00 12.00 42.50 0.00 1.00 120.0 0.0 0.0 1.00
4 10.00 12.00 42.50 0.00 1.00 120.0 0.0 0.0 1.005 14.00 12.00 42.50 0.00 1.00 120.0 0.0 0.0 1.006 18.00 12.00 42.50 0.00 0.00 120.0 0.0 0.0 1.007 26.00 12.00 42.50 0.00 0.00 120.0 0.0 0.0 1.00
Properties of soil layers (from ground level)
No. Top l. gamma phi c my D A-R D-R tau[m] [kN/m3] [] [kN/m2] [MN/m2] [kN/m2]
1 0.00 8.00 30.00 0.00 0.33 20.00 7.33 6.00 0.002 2.00 5.00 0.00 10.00 0.33 1.00 7.33 120.00 0.003 6.00 5.00 0.00 15.00 0.33 1.30 7.33 92.31 0.004 10.00 6.00 0.00 20.00 0.33 1.60 7.33 75.00 0.005 14.00 6.00 0.00 25.00 0.33 2.00 7.33 60.00 0.006 18 00 7 00 0 00 50 00 0 33 10 00 ****** 12 00 0 00
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The proportional load on columns is approximated to m = 1 - 1/nMutual support of columns occurs at 100 % of this limited system only
No. n0,0 n0,1 n0 d(A/AC) n1,0 n1,1 n1 n1 fd fd n2 n2
1 1.86 1.73 1.86 1.06 1.74 1.63 1.74 1.68 1.02 1.00 1.74 1.682 1.86 1.73 1.86 0.04 1.85 1.73 1.85 1.85 1.06 1.06 1.97 1.973 1.86 1.73 1.86 0.06 1.85 1.72 1.85 1.85 1.09 1.09 2.02 2.024 1.86 1.73 1.86 0.07 1.85 1.72 1.85 1.85 1.14 1.14 2.10 2.105 1.86 1.73 1.86 0.09 1.85 1.72 1.85 1.85 1.20 1.20 2.22 2.22
without depth factor with depth factorNo. m1 phi1 c1 D1 m2 phi2 c2 D2
[] [kN/m2] [MN/m2] [] [kN/m2] [MN/m2]
1 0.41 35.56 0.00 33.64 0.41 35.56 0.00 33.642 0.46 22.86 5.40 1.85 0.49 24.25 5.08 1.973 0.46 22.84 8.11 2.41 0.50 24.82 7.43 2.624 0.46 22.81 10.82 2.96 0.52 25.63 9.53 3.365 0.46 22.78 13.54 3.69 0.55 26.69 11.28 4.43
n0 = basic improvement factor (n0,0 for grid and n0,1 for isolated column)
d(A/AC) = addition to the area ratio (to consider column compressibility)n1 = amended improvement factor (column compressibility) (resp. n1,0 and
n1,1)(--> Recommended for failure analyses if n1 < n2)
fd = depth factor (overburden constraint) (fd,0 for grid)n2 = further amended improvement factor (overburden constraint) (resp. n2,0)m1,2 = proportional load on columns )phi1,2 = friction angle of compound ) attributable to n1 resp. n2c1,2 = cohesion of compound )
D1,2 = constr. modulus of compound )
Settlement
Depth Unlimited the same without Over-load area Improvement burden
[m] [cm] [cm] [kN/m2]
0.00 0.42 pl. 0.70 0.01.00 0.42 pl. 0.70 8.02.00 7.19 pl. 14.00 16.03.00 7.14 pl. 14.00 21.04.00 7.09 pl. 14.00 26.05.00 7.05 pl. 14.00 31.06 00 5 39 l 10 77 36 0
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Project : Interflour
Location : Ba Ria - Vung Tau, Vietnam
Time Rate of Consolidation Calculation for SC Treatment (Baalam & Booker Method)
State Description: Section G-G
Load: 140 kPa
Duration of Sucrharge Period, 0.19 years 70.0 days (1m per week)
a. Consolidation Calculation for the Treated Depth of 18.0 m (below 0 m)
Treated Layer 1 (from - to ) [m] 0 18 18.0
Treated Layer 2 (from - to ) [m] 0.0
Treated Layer 3 (from - to ) [m] 0.0
Avg coefficient of vertical consolidation, cv = 1.0 m2/year
The coefficient of horizontal (radial) consolidation, cr= 2 m2/year
Pattern of stone column grid (T = Triangular & S = Square) Pattern = S
Spacing of stone columns, s = 2.4 m
The equivalent diameter for stone column grid, de = 2.7 m
Diameter of stone column, (assumed 10% contamination) d = 1.0 m
The diameter ratio, de / d = 2.7
Time factor for 90 % consolidation (Ui = 0.9) from Baalam & Booker charts,
de / d = 2.5 Ti = 0.027
de / d = 3.0 Ti = 0.040
Ti for present de / d value = 0.032
Time period for 90 % consolidation, ti = 0.12 yrs
1.43 mths
43.4 days
Allowed duration of construction w.r.t. 90% consolidation duration OK
b. Consolidation Calculation for the Untreated Depth of 0.0 mUntreated Layer 4 (from - to ) [m] 0.0 m
Untreated Layer 5 (from - to ) [m] 0.0 m
Untreated Layer 6 (from - to ) [m] 0.0
Untreated Layer 4 Layer 5 Layer 6
Time period allowed for consolidation, ti = 0.19 0.19 0.19 yrs
The coefficient of vertical consolidation, cv = m2/year
Thickness of consolidating layer, H = 0.0 0.0 0.0 m
Drainage condition (1 = one way & 2 = two way)Drainage path, Hdr= #DIV/0! #DIV/0! #DIV/0! m
Time factor for ti period of consolidation, Ti = #DIV/0! #DIV/0! #DIV/0!
Degree of 1- D consolidation, Uv = #DIV/0! #DIV/0! #DIV/0! %
c. Summary of Total Settlement and Remaining Long-term settlement
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Project : Interflour
Location : Ba Ria - Vung Tau, Vietnam
Time Rate of Consolidation Calculation for SC Treatment (Baalam & Booker Method)
State Description: Section G-G
Load: 140 kPa
Duration of Sucrharge Period, 0.19 years 70.0 days (1m per week)
a. Consolidation Calculation for the Treated Depth of 18.0 m (below 0 m)
Treated Layer 1 (from - to ) [m] 0 18 18.0
Treated Layer 2 (from - to ) [m] 0.0
Treated Layer 3 (from - to ) [m] 0.0
Avg coefficient of vertical consolidation, cv = 1.0 m2/year
The coefficient of horizontal (radial) consolidation, cr= 2 m2/year
Pattern of stone column grid (T = Triangular & S = Square) Pattern = S
Spacing of stone columns, s = 2.4 m
The equivalent diameter for stone column grid, de = 2.7 m
Diameter of stone column, (assumed 10% contamination) d = 1.1 m
The diameter ratio, de / d = 2.5
Time factor for 90 % consolidation (Ui = 0.9) from Baalam & Booker charts,
de / d = 2.5 Ti = 0.027
de / d = 3.0 Ti = 0.040
Ti for present de / d value = 0.026
Time period for 90 % consolidation, ti = 0.10 yrs
1.14 mths
34.8 days
Allowed duration of construction w.r.t. 90% consolidation duration OK
b. Consolidation Calculation for the Untreated Depth of 0.0 mUntreated Layer 4 (from - to ) [m] 0.0 m
Untreated Layer 5 (from - to ) [m] 0.0 m
Untreated Layer 6 (from - to ) [m] 0.0
Untreated Layer 4 Layer 5 Layer 6
Time period allowed for consolidation, ti = 0.19 0.19 0.19 yrs
The coefficient of vertical consolidation, cv = m2/year
Thickness of consolidating layer, H = 0.0 0.0 0.0 m
Drainage condition (1 = one way & 2 = two way)Drainage path, Hdr= #DIV/0! #DIV/0! #DIV/0! m
Time factor for ti period of consolidation, Ti = #DIV/0! #DIV/0! #DIV/0!
Degree of 1- D consolidation, Uv = #DIV/0! #DIV/0! #DIV/0! %
c. Summary of Total Settlement and Remaining Long-term settlement
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Annexure 10
Schematic Cross Section of Typical Treatment Scheme
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