monthly report.may.09 volumei

7/28/2019 Monthly Report.may.09 Volumei

1/52

SAI GON PREMIER CONTAINER TERMINALHO CHI MINH CITY

(TTA000306)

GEOTECHNICAL INSTRUMENT

MONTHLY REPORT FOR INSTRUMENTATION

AND MONITORING WORKVOLUME I(MAY-2009)

CLIENT: P&O PORTS LTD.


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(TIA000306)

PRELIMINARY EARTHWORKS ANDGROUND IMPROVEMENT CONTRACT

MONTHLY REPORT FOR INSTRUMENTATION

AND MONITORING WORK

VOLUME I MONITORING DATA & PLOTS (5-2009)(TIA000306.TC3.H0.E1.DC.REV 01)

PREPARED BY:

MONITORING - CONTRACTOR: SUB-CONTRACTOR: MAIN CONTRACTOR: INSPECTOR: THINH TOAN TOA MAUNSELL

HO CHI MINH CITY MAY, 2009


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PRELIMINARY EARTHWORKS AND GROUNDIMPROVEMENT CONTRACT

MONTHLY REPORT FOR INSTRUMENTTATION

AND MONITORING WORK

PREPARED BY:

SOIL ENGINEERING MANAGER:

QUALITY MANAGEMENT:

HEAD OF DEPARTMENT:

1Monthly Report

May. 2009

Rev. Date Pages Document Prepared byS.I.

ManagerQuality

ManagementHead of

Department


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Page 1

TABLE OF CONTENTS

1. INTRODUCTION.......................................................................................................... 22. MONITORING WORKS................................................................................................ 2

2.1. Summary on monitoring results.................................................................................... 2

2.2. Back - analysis on the monitoring results..................................................................... 3

2.2.1.Assumption on the analysis.......................................................................................... 3

2.2.2. Back analysis of settlement, Ch, CR values from monitoring data............................... 3

2.2.3. Secondary settlement................................................................................................... 8

2.3. Discussions and comment from monitoring work ......................................................... 9

REFERENCES...................................................................................................................... 10

APPENDIX 1 SUMMARY ON MONITORING RESULTSAPPENDIX 2 BACK ANALYSIS FROM MONITORING DATA

VOLUME II

PART 1 LAYOUT OF INSTRUMENTS

PART 2 - MONITORING OF INCLINOMETERS

PART 3 MONITORING OF EXTENSOMETERPART 4 MONITORING OF PIEZOMETER

PART 5 MONITORING OF OBSERVATION WELLPART 6 MONITORING OF SETTLEMENT PLATE

PART 7 MONITORING OF SETTLEMENT MONUMENT

PART 8 LOG TABLEPART 9 INSTALLATION RECORD


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Page 2

MONTHLY REPORT FOR INSTRUMENTS ANDMONITORING WORKS

PROJECT: SAIGON PREMIER CONTAINER TERMINALOWNER: P&O PORTS Ltd

LOCATION: HOCHIMINH CITY

1. INTRODUCTION

This report contains the work quantity of monitoring instrument to the end of September,2008.

The quantity of monitoring has shown in table

Monitoring Required

Instruments Round Reading nos.

Inclinometers 20 300

Settle. Plates 20 560

Piezometers 15 195

Extensometer 20 160

Survey markers 20 1,580

Obser. Wells 20 60

2. MONITORING WORKS

2.1. Summary on monitoring results

The monitoring results are shown in the Volume 2 for inclinometers, extensometers,piezometers, observation wells, settlement plates, and survey monuments; respectively.

In Phases 2-2 and 3-1, the embankment was almost removed surcharge. Phase 1-4 & 3-3:11th surcharge layers.

The building area removed surcharge.

The vertical horizontal displacements of the embankment based on the settlement plates,extensometers and inclinometer were summarized in the Appendix 1 - Summary onMonitoring results. The ratios of incremental horizontal to vertical displacement and B -coefficient have shown the stability of the embankment.

In order to clearly demonstrate the stability control, the construction control diagram wasapplied the embankment stability control chart by Wakita and Matsuo (l994) (referred CIRTAreport 185 The Observational method in Ground engineering). The results were shown inthe Figures 1.1 to 1.8 Appendix l.


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Page 3

2.2. Back - analysis on the monitoring results

2.2.1. Assumption on the analysis

The back-analysis from settlement and piezometer readings are based on the followingassumptions:

- The surcharge embankment load: based on the previous monthly report on density fromCPTu tests, the density of the top 1m thick of surcharge shall be 15 kN/m 3. The density ofcompacted fill shall be 19 kN/m3, and of drainage/selected fill shall be 20.2 kN/m3.

- The embankment load after completion at +5.3m: consists of fill thickness with thesettlement amount after removal (95% of primary consolidation). Assuming the density ofpavement is 20.2kN/m3 after surcharge removal, ground water level after completion isassumed at +4.4m. The, the average embankment load with operation load shall be100kPa

- The immediate settlement is assumed 10% of primary consolidation settlement.

The existing embankment load was checked and summarized in the Appendix 2.

2.2.2. Back analysis of settlement, Ch, CR values from monitoring data

From the settlement and pore pressure curves plotted with time, the data were analysed byhyperbolic, Asaokas method and total time method for Phases 1.1 to 1.3.

* Back analysis of extensometers & settlement plates by Asaokas method:

In the Asaoka plot, a series of settlement values s i at selected time interval t (chosen of 14days) shall be selected. Plot the points (S i-l, Si) on graph, and define a straight line:

Si = So + .Si-l (2)

The ultimate settlement can be predicted at the intercept of this line and the 45 0 line. Thecoefficient of consolidation can be back analysed by the equation:

t

FDC eh

=

.8

)1( 2

(3)

Where, De = 1.05*s (s = 1.5m, spacing of drain)

F in this report is considered not only spacing factor, but also smear and well-resistancefactors:

n s rF F F F = + + (4)

ln( / ) 0.75n e wF D d=

( / 1).ln( / )s h s s wF K K d d =

. .(2 ). /r h wF z L z K q=

Where De is the equivalent diameter of PVD influence zone, L is the PVD length for one waydrainage and qw is the discharge capacity of PVD.

The diameter (ds) of smear zone is twice of the equivalent diameter of the mandrel (dm) assuggestedby Hansbo (1979).


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Page 4

Thepermeability ratio (kh/ks) of the value in undisturbed zone (kh) over that in smear zone(ks)is assumed as follows:

Case 1:

2

2

h

s

s

m

k

k

d

d

=

=

Case 2:

5

2.5

h

s

s

m

k

k

d

d

= =

The results are plotted and shown in the Table 2.2, 2.3 and the Appendix 2A - Figures 2A.1to 2A.69.

* Back analysis of piezometer data:

Degree of consolidation can be obtained from the piezometric head after correction of tipsettlement.

( )0

1 1 exptu

tu

=

(5)

In which: u0 is excess pore pressure at reference time of t = 0, and ut is the excess porepressure at time t. The factor F shall be taken into account the spacing, smear, and well resistance effects as shown in the equation (4).

2. .

8

eh

D FC

= (6)

The back analysis from settlement and pore pressure data for obtaining the consolidationdegree and Ch values are summarized in following Table 2.2 and 2.3.

* Estimation on consolidation degree from settlement and piezometer data:

Based on the settlement monitoring data, the final primary settlement can be obtained duringthe surcharge layer no.7th (monthly report - July, 2007) and under existing loadembankment.

Based on the operation embankment load (shown in the Appendix 2 - Table 2.1) the finalprimary settlement can be determined as shown in Figure 2.1. As a result, the degree of

consolidation, and the required 95% of primary consolidation under the operation load canbe determined and shown in the Table 2.2.

* Back analysis on compression ratio (CR) :

As mentioned in January monthly report, the final primary settlement can be obtained duringthe surcharge layer no.7 th (monthly report - July, 2007) and under existing loadembankment. The slope of this linear line is defined as compression ratio.

Summary on these CR values are shown in Figure 4 which plotted with depth for Phases 1-1to 1-3. The CR values for layers 1a, 1b, 1c are summarized in the Table 2.6.


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Page 5

* Conclusions on Back analysis results:

From the results, it can give some conclusions:

- The analysis results from Asaoka's method gave the values of degree of consolidationabout 96% in Phase 1-1, 94% in Phase 1-2, and 96% in Phase 1-3.

- Based on Asaoka's method, the degree of consolidation is decreased with depth. Layers1b and 1c in Phase 1.1 have not reach 95% of consolidation.

- Based on the existing rate of settlement, surcharge can be removed for Phase 1-1 andrequired to continue monitoring work for Phases 1-2 to 1-3, shown in Table 2.4.

- The distribution of pore pressure is shown in the Appendix: 2B. It can be seen that the highexcess pore pressure exist in the middle of layer for Phases 1-1 and 1-3. For Phase 1-2, thelow excess pore pressure exists in the middle or layer.

- The distribution of Ch values with depth from settlement and piezometer analysis areplotted in Figure 1. The Ch values from settlement data is ranged from 6 m

2/year (Phase 1-3)to 5.08 m2 /year (Phase 1-1), and those from piezometer data is ranged from 3 m2/year(Phase 1-3) to 4 m2/year (Phase 1-2).


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Page 6

Table 2.2a Summary on Back analysis from settlement by Asaokas methods - Case 1

Location

Existing

settlement

Sci,m

Final primary

settlement

Spi2,m

Target

settlement

(95% Consol.)

Ch

m2/yr

ThU

%

Phase 1-4

E04 1.604 1.950 1.862 0.940 3.163 0.772 63.49

SP05 2.425 2.758 2.634 0.934 3.502 3.438 98.87

SP06 2.096 2.397 2.289 0.932 3.616 3.474 98.93

SP10 3.302 3.588 3.427 0.920 4.309 4.407 99.68

SP11 2.330 2.730 2.607 0.937 3.332 3.202 98.47

E04 1.449 1.774 1.694 0.938 3.276 0.800 64.77 1a

E04 1.024 1.246 1.190 0.939 3.219 0.786 64.14 1bE04 0.576 0.785 0.750 0.935 3.445 0.841 66.63 1c

E05 1.627 2.014 1.923 0.930 3.730 0.873 68.01

SP07 2.122 2.456 2.345 0.932 3.616 3.474 98.93

SP08 2.127 2.333 2.228 0.907 5.081 4.882 99.83

E05 1.272 1.530 1.461 0.917 4.485 1.050 74.61 1a

E05 0.632 0.809 0.773 0.911 4.841 1.134 77.22 1bE05 0.392 0.515 0.492 0.899 5.568 1.304 81.75 1cPhase 3 - 3

E07 2.242 2.656 2.536 0.939 3.219 2.116 93.68SP10A 1.634 3.137 2.996 0.949 2.663 0.494 47.53

SP15 2.481 2.831 2.704 0.929 3.787 3.204 98.47

SP16 3.271 3.758 3.589 0.938 3.276 2.674 96.95

SP17 2.308 2.855 2.727 0.924 4.076 3.448 98.89

SP22 2.166 2.319 2.215 0.909 4.961 4.411 99.68

SP23 2.597 2.968 2.834 0.937 3.332 2.720 97.12

E07 2.022 2.375 2.268 0.936 3.388 2.227 94.53 1a

E07 0.842 1.095 1.046 0.937 3.332 2.190 94.26 1bE07 0.449 0.615 0.587 0.935 3.445 2.264 94.79 1c

Plate

Asaoka method

Note

Phase 1-5

Plate

Plate


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Page 7

Table 2.2b Summary on Back analysis from settlement by Asaokas methods - Case 2

Location

Existing

settlement

Sci,m

Final primary

settlement

Spi2,m

Target

settlement

(95% Consol.)

Ch

m2/yr

ThU

%

E04 1.604 1.950 1.862 0.940 5.153 3.699 94.84

SP05 2.425 2.758 2.634 0.934 5.705 4.102 96.26

SP06 2.096 2.397 2.289 0.932 5.890 4.242 96.66

SP10 3.302 3.588 3.427 0.920 7.020 5.063 98.27

SP11 2.330 2.730 2.607 0.937 5.428 3.921 95.68

E04 1.449 1.774 1.694 0.938 5.336 3.860 95.46 1a

E04 1.024 1.246 1.190 0.939 5.245 3.800 95.24 1bE04 0.576 0.785 0.750 0.935 5.612 4.072 96.17 1c

E05 1.627 2.014 1.923 0.930 6.077 4.362 96.96

SP07 2.122 2.456 2.345 0.932 5.890 4.235 96.64

SP08 2.127 2.333 2.228 0.907 8.278 5.961 99.16

E05 1.272 1.530 1.461 0.917 7.307 5.254 98.51 1aE05 0.632 0.809 0.773 0.911 7.887 5.680 98.94 1bE05 0.392 0.515 0.492 0.899 9.070 6.581 99.49 1c

E07 2.242 2.656 2.536 0.939 5.245 1.865 77.56

SP10A 1.634 3.137 2.996 0.949 4.339 1.543 70.95

SP15 2.481 2.831 2.704 0.929 6.170 2.194 82.76

SP16 3.271 3.758 3.589 0.938 5.336 1.898 78.13

SP17 2.308 2.855 2.727 0.924 6.640 2.362 84.92

SP22 2.166 2.319 2.215 0.909 8.082 2.874 90.00

SP23 2.597 2.968 2.834 0.937 5.428 1.930 78.70

E07 2.022 2.375 2.268 0.936 5.520 1.963 79.25 1a

E07 0.842 1.095 1.046 0.937 5.428 1.930 78.70 1bE07 0.449 0.615 0.587 0.935 5.612 1.996 79.79 1c

Phase 3-3

Phase 1-4

Asaoka method

Note

Phase 1-5

Plate

Plate

Plate

Notes :

Spi2: Final primary settlement under existing embankment load s2, from Asaokas method.


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Page 8

Table 2.3a Summary on Back analysis from piezometer Case 1

Location

Static

G.W.L

(kPa)

Existing

pwp.Ut,

(kPa)

Max

embankment

Load, q,

(kPa)

Exist.

Embankment

Load, q,

(kPa)

Ut,

(kPa)

rate

(kPa/day)

Ch,

(m2/year)

Note

Phase 1-4

P04-1 44 58.17 97.16 77.690 14.17 0.063 3.509 1aP04-2 144 153.04 95.63 73.350 9.04 0.040 8.574 1b

P04-3 244 257.57 94.40 68.780 13.57 0.061 8.949 1c

P05-1 44 30.17 102.31 15.136 1a

P05-2 144 85.05 97.96 8.608 1b

P05-3 244 275.64 96.17 6.150 31.64 0.144 6.471 1c

Phase 3-3

P08-1 44 72.01 97.96 71.600 28.01 0.046 0.517 1a

P08-2 144 187.90 114.19 59.560 43.90 0.072 1.360 1b

P08-2 244 270.91 102.66 55.550 26.91 0.044 2.524 1b

Phase 1-5

Table 2.3b Summary on Back analysis from piezometer Case 2

Location

Static

G.W.L

(kPa)

Existing

pwp.Ut,

(kPa)

Max embank.

Load, q,

(kPa)

Exist.

Embank.

Load, q,

(kPa)

Ut,

(kPa)

rate

(kPa/day)

Ch,

(m2/yr)

Note

Phase 1.4

P04-1 44 58.17 97.16 77.690 14.17 0.063 5.717 1a

P04-2 144 153.04 95.63 73.350 9.04 0.040 13.967 1b

P04-3 244 257.57 94.40 68.780 13.57 0.061 14.579 1c

Phase 1.5

P05-1 44 30.17 102.31 15.14 1a

P05-2 144 85.05 97.96 8.61 1b

P05-3 244 275.64 96.17 6.15 31.64 0.144 10.543 1cPhase 3-3

P08-1 44 72.01 97.96 71.600 28.01 0.046 0.842 1a

P08-2 144 187.90 114.19 59.560 43.90 0.072 2.216 1b

P08-2 244 270.91 102.66 55.550 26.91 0.044 4.112 1c

2.2.3. Secondary settlement

- Secondary compression can be obtained by plotting the rate of settlement versus inverseof time. The rate of settlement reduced with time in an exponential manner.

The analysis in this item is aimed at the prediction of residual settlement after 20 years of

operation. Due to short time of monitoring, then this shall be updated before deciding thesurcharge removal.

- The value of C*H can be obtained as the slope of the straight line from the plot.

Based on this secondary settlement line, the prediction secondary settlement in 20 yearsafter completion can be estimated.

- The plots are shown in the Appendix 2C - Figures 2C.1-2C.15. Summary on results ofsecondary settlement prediction is shown in the Table 2.4.


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Page 9

Table 2.4 - Summary all surcharge removal time and prediction of secondary settlement

No Location1/t

(1/week)

Rate

(mm/week)

S

Akaoka

(m)

S

Target

(m)

S

Existing

(m)

Date remove

surchargeC

Settlement after

20 year (m)

1 E04 0.032 18.00 1.95 1.862 1.6040 0.0077 0.354

2 SP05 0.008 28.62 2.758 2.634 2.4250 0.0100 0.289

3 SP06 0.008 23.88 2.397 2.289 2.0960 0.0123 0.359

4 SP10 0.008 18.50 3.588 3.427 3.3020 0.0050 0.142

5 SP11 0.008 23.00 2.730 2.607 2.3300 0.0118 0.344

6 E05 0.033 19.60 2.014 1.923 1.6270 0.0046 0.214

7 SP07 0.008 25.20 2.456 2.345 2.1220 0.0120 0.350

8 SP08 0.008 22.25 2.333 2.228 2.1270 0.0067 0.196

9 E07 0.012 23.00 2.656 2.536 2.242 0.0086 0.290

10 SP15 0.009 20.38 2.831 2.704 2.481 0.0127 0.390

11 SP16 0.009 11.50 3.758 3.589 3.271 0.0120 0.373

12 SP17 0.009 15.25 2.855 2.727 2.308 0.0116 0.356

13 SP22 0.009 12.25 2.319 2.215 2.166 0.0079 0.23814 SP23 0.009 10.75 2.968 2.834 2.597 0.0101 0.314

Phase 1-5

Phase 3-3

Phase 1-4

2.3. Discussions and comment from monitoring work

- The Back-analysis was done and shown in the Item 2.2 and the Appendix 2.

- The assumptions for the determination of embankment load are shown in the Item 2.2.1.

The assumptions for the determination of factor Fs, Fr are as follows: the diameter (ds) ofsmear zone is twice of the equivalent diameter of the mandrel (dm) as suggested by Hansbo(1979). The calculated Ch is not sensitive to the value of discharge capacity (qw) (Crawfordet. al 1992).

- The back-analysis of Ch values from settlement and pore pressure is shown in the Fig. 1.

- The degree of consolidation from piezometer readings is lower than that from thesettlement data due to the decay of excess pore pressure. The excess pore pressure ismaintained at higher levels similar to the observations by Crawford (1992), due to therearrangement of soil structure during compression.

- Surcharge removal: The surcharge can be removed in Phase 1-1 where both settlementand piezometer data have shown obtaining 95% of consolidation.

- Due to the effect of surcharge work in Phase 3-1 at layer 12th, stress increases happenedin Phases 1-1, 1-3 and reach the highest values in Phase 1-2; as a result, rate of verticalmovement and dissipation are higher compared to last month.

- The over estimated results at the location SP01 may be due to the rather thick soft claylayer of the un-clear soil profile.


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Page 10

REFERENCES

[1] CIRIA report 185 (1999) - The Observational method in ground Engineering

[2] Hansbo S. (1979) - "Consolidation of clay by band shaped prefabricated drains",Ground Engineering, Vol. 12, No.5, pp 16-25.

[3] Crawford et. al (1992) "Experiences with prefabricated vertical drains at Vernon, BC',Canadian Geotechnical Journal, Vol.29, pp67-79.

[4] Geotechnical special Publication No.69 - ASCR (1997) - "Ground Improvement groundreinforcement, ground treatment - Development 1987- 1997.


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PHASE 1-4

-25.0

-20.0

-15.0

-10.0

-5.0

0.0

5.0

0.0

Level(m)

-25.0

-20.0

-15.0

-10.0

-5.0

0.0

5.0

0.0 10.0 20.0 30.0 40.0 50.0 60.0

Ch (m/yr)

Level(m)

Extensometer

Piezometer

PHASE 1-4PHASE 1-4

-25.0

-20.0

-15.0

-10.0

-5.0

0.0

5.0

0.0 10.0 20.0 30.0 40.0 50.0 60.0

Ch (m/yr)

Level(m)

Extensometer

Piezometer

PHASE 1-5

Figure 1.1. Distribution of Ch values from back analysis of settlement and piezometer


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-25.0

-20.0

-15.0

-10.0

-5.0

0.0

5.0

0.0 20.0 40.0 60.0 80.0 100.0

U%

Level(m)

Extensometer

PHASE 1-4

-25.0

-20.0

-15.0

-10.0

-5.0

0.0

5.0

0.0

Level(m)

-25.0

-20.0

-15.0

-10.0

-5.0

0.0

5.0

0.0 20.0 40.0 60.0 80.0 100.0

U%

Level(m)

Extensometer

PHASE 1-5

Figure 2.1. Distribution of U% values from back analysis of settlement and piezometer


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-25.0

-20.0

-15.0

-10.0

-5.0

0.0

5.0

0.0

Level(m)

-25.0

-20.0

-15.0

-10.0

-5.0

0.0

5.0

0.0 20.0 40.0 60.0 80.0 100.0

Ch (m/yr)

L

evel(m)

Extensometer

Piezometer

PHASE 1-4-25.0

-20.0

-15.0

-10.0

-5.0

0.0

5.0

0.0 20.0 40.0 60.0 80.0 100.0

Ch (m/yr)

Level(m)

Extensometer

Piezometer

PHASE 1-5

Figure 3.1. Distribution of Ch values from back analysis of settlement - Ca


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-25.0

-20.0

-15.0

-10.0

-5.0

0.0

5.0

0.0 20.0 40.0 60.0 80.0 100.0

U%

Level(m)

Extensometer

PHASE 1-4

-25.0

-20.0

-15.0

-10.0

-5.0

0.0

5.0

0.0

Level(m)

-25.0

-20.0

-15.0

-10.0

-5.0

0.0

5.0

0.0 20.0 40.0 60.0 80.0 100.0

U%

Level(m)

Extensometer

PHASE 1-5

Figure 4.1. Distribution of U% values from back analysis of settlement C


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Page 15

-30

-25

-20

-15

-10

-5

0

5

0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80

CR

Depth,m

Phase 1-4

Phase 3-3

Phase 1-4

Phase 3-3

Figure 5. Compression ratio obtained from Asaoka method

Table 2.6 Compression ratio value obtained from Asaoka method

Phase Layer CR value

I.1-4 1a 0.374

1b 0.248

1c 0.216

III.3-3 1a 0.555

1b 0.267

1c 0.273


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APPENDIX 1:


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Maximum lateral movements

Level A- direction Level B- direction

(m) (mm) (m) (mm)

2.90 96.85

3.56 50.024.18 39.38

3.95 134.86

0.23 181.33

Unit Phase 1- 4

Surcharge layer no. 11 11 11 10 11 11

Settlement from Plate SP5 SP6 SP11 SP10 SP07 SP08

m 2.425 2.096 2.330 3.302 2.122 2.127

Settlement from Plate Magnet E04 E05

m 1.604 1.627

I05 I06 I07 I08 I09

Max. lateral movement (toward the river) mm 95.52 50.02 39.38 134.86 181.33

Lateral movement rate, 'H mm/day -0.19 0.19 1.57 -0.70 -1.94

Settlement rate, 'V mm/day 3.29 2.86 0.00 0.71 0.71

Ratio of'

H/'

V -0.058 0.070 0.00 -0.985 -2.710Ratio of H/V 0.039 0.024 0.019 0.063 0.085

P04 P05

Filling elev (m) 8.474 4.713

At level +0.0 7.266 4.334

At level -10.0 16.328 At level -8.0 9.131

At level -20.0 26.333 At level -18.0 27.923

At level +0.0

Pore water pressure (m)

Filling elev (m)


SUMMARY ON MONITORING RESULTS(22/May - 30/May)

Parameters

Location

I05

I06I07

I08

I09

Phase 1- 5


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Maximum lateral movements

Level A- direction Level B- direction

(m) (mm) (m) (mm)

-0.267 461.05

Unit

Surcharge layer no. 11 11 11 11 11 10

Settlement from Plate SP15 SP16 SP17 SP22 SP23 SP10A

m 2.481 3.271 2.308 2.166 2.597 1.634

Settlement from Plate Magnet E07

m 2.242

I10

Max. lateral movement mm 461.05

Lateral movement rate, 'H mm/day 0.42Settlement rate, 'V mm/day 4.43

Ratio of'H/'V 0.095

Ratio of H/V 0.178

P08

Filling elev (m) 7.848

At level +0.0 9.223

At level -10.0 19.632

At level -20.0 27.540


Phase 3-3Parameters

I10

SUMMARY ON MONITORING RESULTS(22/May - 30/May)

Location


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INCLINOMETER I05 & SETTLEMENT PLATE SP05

FOS = 1.7 FOS = 1.4

FOS =1.1

FOS =1.3

FOS =1.0

0

0.4

0.8

1.2

1.6

2

2.4

2.8

3.2

3.6

0 0.3 0.6 0.9 1.2 1.5

h/d

h : horizontal movement of inclinometer I05

d : vertical movement of settlement plate SP05

d(m)

INCLINOMETER I06 & SETTLEMENT PLATE SP06

FOS = 1.7 FOS = 1.4

FOS =1.1

FOS =1.3

FOS =1.0

0

0.4

0.8

1.2

1.6

2

2.4

2.8

3.2

3.6

0 0.3 0.6 0.9 1.2 1.5

h/d



d(m)


24/52

INCLINOMETER I07& SETTLEMENT PLATE SP07

FOS =1.0

FOS =1.3

FOS =1.1

FOS = 1.4FOS = 1.70

0.4

0.8

1.2

1.6

2

2.4

2.8

3.2

3.6

0 0.3 0.6 0.9 1.2 1.5

h/d



d(m)


FOS = 1.7 FOS = 1.4

FOS =1.1

FOS =1.3

FOS =1.0

0

0.4

0.8

1.2

1.6

2

2.4

2.8

3.2

3.6

0 0.3 0.6 0.9 1.2 1.5

h/d



d(m)


25/52


FOS =1.0

FOS =1.3

FOS =1.1

FOS = 1.4FOS = 1.70

0.4

0.8

1.2

1.6

2

2.4

2.8

3.2

3.6

0 0.3 0.6 0.9 1.2 1.5

h/d



d(m)


FOS =1.0

FOS =1.3FOS =1.1

FOS = 1.4FOS = 1.70

0.4

0.8

1.2

1.6

2

2.4

2.8

3.2

3.6

0 0.3 0.6 0.9 1.2 1.5

h/d



d(m)


26/52

APPENDIX 2:


27/52

Table 2.1 - Existing Embankment Load & Embankment load after completion

Location Fil l levelExis.

Settlement

No.

Surcharge

Initial level of top

soft clayFilling height

E01 4.637 3.255 3.20 4.692 37.5 99.5

E01A 7.591 3.742 3.12 8.770 95.7 101.2

E01B 7.580 3.621 3.06 8.346 95.0 103.2

E01C 8.529 3.119 3.20 8.448 106.3 102.1

E01D

SP01 7.772 3.248 2.49 8.530 100.2 104.0

SP02 5.396 3.415 3.07 5.741 53.7 98.9

E02A 7.884 3.136 2.64 8.351 99.9 99.6

E02B 7.340 3.271 3.14 7.471 86.8 99.0

E02C 4.570 3.185 3.23 4.525 35.4 98.6

E02D 7.145 3.354 2.22 7.663 92.3 106.3

SP03 5.318 3.427 3.05 5.695 52.6 99.8

SP09 4.783 3.253 3.21 4.826 40.0 98.8

E03 7.529 2.872 2.46 7.924 92.7 102.9

E03A 7.611 2.935 2.87 7.814 91.1 98.7

E03B 7.563 2.902 3.04 7.425 88.4 97.4

SP04 5.071 3.066 2.82 5.317 47.0 101.3

E04 8.474 1.604 11 2.97 7.108 93.7

SP05 8.036 2.425 11 3.20 7.264 91.2

SP06 8.348 2.096 11 3.26 7.184 93.3

SP10 7.931 3.302 10 2.92 8.313 99.7

SP11 8.498 2.330 11 3.00 7.828 100.4

E05

SP07

SP08

Name Settlement Elv.Filling Filling heightInitial level of top

soft clayElv .Top c lay Ground Elv . Embankment load

E03B 2.902 7.56 7.43 3.04 0.14 5.0 88.4

During construsion

E03B

Elv h(m) ', kN/m2 '.h

7.56

6.56 1.0 15.0 15.0

5.00 1.6 18.0 28.1

4.14 0.9 9.0 7.8

2.64 1.5 10.2 15.3

1.64 1.0 10.2 10.2

0.14 1.5 8.0 12.0

Embankment load 88.4

After completion

E08

Settlement of

Asaoka method: 2.937 m

Final settlement 2.80 m


5.3

4.4 0.9 20.2 18.2

2.74 1.7 10.2 16.9

1.74 1.0 10.2 10.2

0.24 1.5 8.0 12.0


embankment load + working load 108.3

Due to removed surcharge



Phase


Parameters update to 26-September-2008Existing embankment

load, kN/m2

Operation load &

working load, kN/m2

1.1

1.2

1.3

1.4

1.5

Filling sand

Selected sand: 1m

Compected: 1.5m

Sand surcharge

Top

G.W.L +5.0

Top

Assumed W

Final level: +

Final settlement: s,m

Filling sand

AFTER COMPLETION

DURING CONSTRUCTION


28/52

Location Fil l level

Exis.

Settlement

No.

Surcharge

Initial level of top

soft clay Filling height

SP02C 8.126 1.334 9 2.65 6.807 87.9

SP24 5.563 3.421 3.12 5.864 56.3 101.9

SP25 4.993 3.302 3.00 5.230 46.1 103.2

SP26 4.974 2.954 2.89 5.038 43.6 100.7

SP27 4.965 2.808 2.65 4.923 44.3 99.7

E08 4.617 2.833 2.00 5.450 41.9 108.3

SP01A

SP01B

SP01C

SP01D

SP28

E09 4.599 2.773 12 3.01 4.362 34.1

SP18 4.655 3.629 12 2.94 5.344 43.5

SP19 4.605 3.207 12 3.01 4.802 38.2

SP20 4.650 3.473 13.5 2.93 5.193 42.1

SP20A 9.162 1.364 2.89 7.636 104.7

SP20B 8.760 1.459 2.89 7.329 98.3

SP20C 8.932 1.424 2.89 7.466 101.1

SP21 5.157 3.146 12 2.84 5.463 49.1

SP21A 10.314 1.681 12 2.89 9.105 128.3

SP12 8.804 3.135 2.80 9.139 115.0

E06 8.238 2.792 2.40 8.700 105.3

SP13 7.800 2.722 3.00 7.522 91.4

SP14 4.768 3.075 12 3.00 4.843 40.0

SP02B 7.311 2.592 12 3.00 6.903 81.4

E07 7.848 2.242 11 4.00 6.090 78.9

SP10A 7.551 1.634 10 3.36 5.825 73.9

SP15 8.181 2.481 11 3.00 7.662 96.1

SP16 7.699 3.271 11 3.02 7.950 94.3

SP17 8.119 2.308 11 2.55 7.877 97.5

SP22 8.389 2.166 11 2.80 7.755 98.8

SP23 7.916 2.597 11 3.36 7.153 89.1

Name Settlement Elv.Filling Filling heightInitial level of top

soft clayElv .Top c lay Ground Elv . Embankment load

E08 2.833 4.62 5.45 2.00 -0.83 5.0 41.9

During construsion

E08


4.6

3.6 1.0 15.0 15.0

5.0 -1.4 18.0 -24.9

3.2 1.8 9.0 16.5

2.7 0.5 10.2 5.1

1.7 1.0 10.2 10.2

-0.8 2.5 8.0 20.0Embankment load 41.9

After completion

E08

Settlement of

Asaoka method: 3.198 m

Final settlement 3.05 m


5.3

4.4 0.9 20.2 18.2

2.5 2.0 10.2 19.9

1.5 1.0 10.2 10.2

-1.1 2.5 8.0 20.0


embankment load + working load 108.3

Parameters update to 26-September-2008Existing embankment

load, kN/m2

Operation load &

working load, kN/m2Phase

Area

2.1

2.3

3.3






3.1

3.2

2.2

Filling sand

Selected sand: 1m

Compected: 1.5m

Sand surcharge

Top

G.W.L +5.0

Assumed W

Final level: +

Final settlement: s,m

AFTER COMPLETION

DURING CONSTRUCTION


29/52

APPENDIX 2A:


30/52

Figure 2A.1

0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2

Si-1 (m)

0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

1.8

2

Si

(m)

Asaoka plot on E04-Plate (07 days)

EO4-P, t = 7 days

Scif= 1.950 (m)

= 0.940

Figure 2A.2

0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8

Si-1 (m)

0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

1.8

Si

(m)

Asaoka plot on E04-1 (07 days)

EO4-1, t = 7 daysScif = 1.774 (m)

= 0.938


31/52

Figure 2A.3

0 0.2 0.4 0.6 0.8 1 1.2 1.4

Si-1 (m)

0

0.2

0.4

0.6

0.8

1

1.2

1.4

Si

(m)


EO4-2, t = 7 daysScif = 1.246 (m)

= 0.939

Figure 2A.4

0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8

Si-1 (m)

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

Si

(m)


EO4-3, t = 7 daysScif = 0.785 (m)

= 0.935


32/52

Figure 2A.5

0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 2.2

Si-1 (m)

0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

1.8

2

2.2

Si

(m)


EO5-P, t = 7 days

Scif = 2.014 (m)

= 0.930

Figure 2A.6

0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8

Si-1 (m)

0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

1.8

Si

(m)


EO5-1, t = 7 days

Scif= 1.530 (m)

= 0.917


33/52

Figure 2A.7

0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9

Si-1 (m)

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

Si

(m)


EO5-2, t = 7 daysScif = 0.809 (m)

= 0.911

Figure 2A.8

0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.45 0.5 0.55 0.6

Si-1 (m)

0

0.05

0.1

0.15

0.2

0.25

0.3

0.35

0.4

0.45

0.5

0.55

0.6

Si

(m)


EO5-3, t = 7 daysScif= 0.515 (m)

= 0.899


34/52

Figure 2A.9

0 0.3 0.6 0.9 1.2 1.5 1.8 2.1 2.4 2.7

Si-1 (m)

0

0.3

0.6

0.9

1.2

1.5

1.8

2.1

2.4

2.7

Si

(m)


EO7-P, t = 14 days

Scif= 2.656 (m)

= 0.939

Figure 2A.10

0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 2.2 2.4

Si-1 (m)

0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

1.8

2

2.2

2.4

Si

(m)


EO7-1, t = 14 daysScif= 2.338 (m)

= 0.935


35/52

Figure 2A.11

0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1 1.2

Si-1 (m)

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1

1.1

1.2

Si

(m)


EO7-2, t = 14 daysScif= 1.095 (m)

= 0.937

Figure 2A.12

0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8

Si-1 (m)

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

Si

(m)


EO7-3, t = 14 daysScif= 0.615 (m)

= 0.935


36/52

Figure 2A.13

0 0.3 0.6 0.9 1.2 1.5 1.8 2.1 2.4 2.7

Si-1 (m)

0

0.3

0.6

0.9

1.2

1.5

1.8

2.1

2.4

2.7

Si(m)

Asaoka plot on SP05 (14 days)

= 0.934

Scif = 2.758 m

Figure 2A.14

0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 2.2 2.4 2.6

Si-1 (m)

0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

1.8

2

2.2

2.4

2.6

Si(m)


= 0.932Scif = 2.397 m


37/52

Figure 2A.15

0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 2.2 2.4 2.6

Si-1 (m)

0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

1.8

2

2.2

2.4

2.6

Si(m)


= 0.932Scif = 2.456 m

Figure 2A.16

0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 2.2 2.4

Si-1 (m)

0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

1.8

2

2.2

2.4

Si(m)


= 0.907Scif = 2.333 m


38/52

Figure 2A.17

0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2

Si-1 (m)

0

0.4

0.8

1.2

1.6

2

2.4

2.8

3.2

Si(m)

Asaoka plot on SP10A (14 days)

= 0.949Scif = 3.137 m

Figure 2A.18

0 0.5 1 1.5 2 2.5 3 3.5

Si-1 (m)

0

0.5

1

1.5

2

2.5

3

3.5

Si(m)


= 0.920Scif = 3.588 m


39/52

Figure 2A.19

0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 2.2 2.4 2.6 2.8

Si-1 (m)

0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

1.8

2

2.2

2.4

2.6

2.8

Si(m)


= 0.937

Scif = 2.730 m

Figure 2A.20

0 0.3 0.6 0.9 1.2 1.5 1.8 2.1 2.4 2.7 3

Si-1 (m)

0

0.3

0.6

0.9

1.2

1.5

1.8

2.1

2.4

2.7

3

Si(m)


= 0.929Scif = 2.831 m


40/52

Figure 2A.21

0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6

Si-1 (m)

0

0.4

0.8

1.2

1.6

2

2.4

2.8

3.2

3.6

Si(m)


= 0.938

Scif = 3.758 m

Figure 2A.22

0 0.3 0.6 0.9 1.2 1.5 1.8 2.1 2.4 2.7 3 3.3

Si-1 (m)

0

0.3

0.6

0.9

1.2

1.5

1.8

2.1

2.4

2.7

3

3.3

Si(m)


= 0.924Scif = 2.855 m


41/52

Figure 2A.23

0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 2.2 2.4

Si-1 (m)

0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

1.8

2

2.2

2.4

Si(m)


= 0.909

Scif = 2.319 m

Figure 2A.24

0 0.3 0.6 0.9 1.2 1.5 1.8 2.1 2.4 2.7 3

Si-1 (m)

0

0.3

0.6

0.9

1.2

1.5

1.8

2.1

2.4

2.7

3

Si(m)


= 0.937Scif = 2.968 m


42/52

APPENDIX 2B:


43/52

Figure 2B.1

Figure 2B.2

SAI GON PREMIER CONTAINER TEMINAL INSTRUMENTATION MONITORING

PORE WATER PRESSURE-DISTRIBUTION WITH DEPTH

FOR VW PIEZOMETER P04

Starting Date of Observation : 17-Oct-2008

-25

-20

-15

-10

-5

0

5

0 50 100 150 200 250 300

PWP. (kPa)

Level(m)

hydrostaticpressure24-Nov-08

29-Dec-08

07-Jan-09

06-Feb-09

30-Mar-09

29-Apr-09

29-May-09





-25

-20

-15

-10

-5

0

5

0 50 100 150 200 250 300 350

PWP. (kPa)

Level(m)

hydrostaticpressure

24-Nov-08

29-Dec-08

07-Jan-09

06-Feb-09

30-Mar-09

29-Apr-09

29-May-09


44/52

Figure 2B.3





-25

-20

-15

-10

-5

0

5

0 50 100 150 200 250 300

PWP. (kPa)

Level(m)

hydrostatic

pressure24-Nov-08

29-Dec-08

07-Jan-09

06-Feb-09

30-Mar-09

29-Apr-09

29-May-09


45/52

APPENDIX 2C:


46/52

Figure 2C.1

Plate E04 (layer 11th surcharge)

0

10

20

30

40

50

60

70

80

90

00.050.10.150.20.250.30.350.4

Inverse Time 1/(week)

RateofSettlement(mm/week)

Figure 2C.2

Plate E05 (remove surcharge)

0

10

20

30

40

50

60

70

80

90

00.10.20.30.40.50.6




47/52

Figure 2C.3

Plate E07 (layer 11th surcharge)

0

10

20

30

40

50

60

70

80

90

00.010.020.030.040.05



Figure 2C.4

SP05 (layer 11th surcharge)

0

10

20

30

40

50

60

70

00.0020.0040.0060.0080.010.0120.0140.0160.0180.02




48/52

Figure 2C.5


0

10

20

30

40

50

60

70

00.0050.010.0150.02



Figure 2C.6

SP07 (remove surcharge)

0

10

20

30

40

50

60

70

00.0050.010.0150.02




49/52

Figure 2C.7


0

10

20

30

40

50

60

70

00.0050.010.0150.02



Figure 2C.8


0

10

20

30

40

50

60

70

00.0050.010.0150.020.025


R

ateofSettlement(mm/week)


50/52

Figure 2C.9


0

10

20

30

40

50

60

70

00.0050.010.0150.02


RateofSettlement(mm/wee

k)

Figure 2C.10


0

10

20

30

40

50

60

70

00.0050.010.0150.020.025




51/52

Figure 2C.11


0

10

20

30

40

50

60

70

00.0050.010.0150.020.025



Figure 2C.12


0

10

20

30

40

50

60

70

00.0050.010.0150.02


Ra

teofSettlement(mm/week)


52/52

Figure 2C.13


0

10

20

30

40

50

60

70

00.0050.010.0150.020.025



Figure 2C.14


0

10

20

30

40

50

60

70

00.0050.010.0150.020.025


monthly report.may.09 volumei

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