stone column for warehouse

7/28/2019 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


1.44

c pw[] [kN/m] [k N/m] [-]

Designation


Soil c pw[] [kN/m] [k N/m] [-]

Designation


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


2.60

c pw[] [kN/m] [kN/m ] [-]

Designation


Soil c pw[] [kN/m] [kN/m ] [-]

Designation


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



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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



1.43

c

pw



Soil c

pw



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



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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



1.31

c pw[] [kN /m] [kN/m] [-]

Designation



Soil c pw[] [kN /m] [kN/m] [-]

Designation



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



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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


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 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


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


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


10:03:19AM 7/30/2007

Cross Section at :4.20, Vibro replacement


[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


Vietnam Interflour, Section F-F************************************************************************

Calculation of a foundation***************************Kind of treatment: Vibro replacement


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



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


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


37/47

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


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 )


Settlement


[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


38/47




State Description: Section F-F

Load: 140 kPa














de / d = 2.0 Ti = 0.011

de / d = 2.5 Ti = 0.027



0.77 mths

23.4 days















39/47




State Description: Section F-F

Load: 140 kPa














de / d = 2.0 Ti = 0.011

de / d = 2.5 Ti = 0.015



0.41 mths

12.5 days















40/47

Annexure 9

Analysis Output Cross Section G-G


41/47

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


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


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


10:04:15AM 7/30/2007

Cross Section at :4.80, Vibro replacement


[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


42/47

Institut National Polytechnique de LorraineKaiserleistrae 44 , 63067 OffenbachTel. 069/8051 225 , Fax. 069/8051 221


Vietnam Interflour, Section G-G************************************************************************

Calculation of a foundation***************************Kind of treatment: Vibro replacement


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



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


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


43/47

The proportional load on columns is approximated to m = 1 - 1/nMutual support of columns occurs at 100 % of this limited system only


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 )


Settlement


[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


44/47




State Description: Section G-G

Load: 140 kPa














de / d = 2.5 Ti = 0.027

de / d = 3.0 Ti = 0.040



1.43 mths

43.4 days


b. Consolidation Calculation for the Untreated Depth of 0.0 mUntreated Layer 4 (from - to ) [m] 0.0 m












45/47




State Description: Section G-G

Load: 140 kPa














de / d = 2.5 Ti = 0.027

de / d = 3.0 Ti = 0.040



1.14 mths

34.8 days


b. Consolidation Calculation for the Untreated Depth of 0.0 mUntreated Layer 4 (from - to ) [m] 0.0 m












46/47

Annexure 10

Schematic Cross Section of Typical Treatment Scheme


47/47

stone column for warehouse

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