Method Statement FOR. Soil Investigation

(1)

Method Statement

FOR

Soil Investigation

(2)

Infratech ASTM CO., LTD.

1 Chapter Title

Page

Table of Contents………..1

List of Appendix... 2

List of Table... 2

List of Figures... 2

1.0 INTRODUCTION AND BACK GROUND OF THE PROJECT ... 3

2.0 SCOPE OF WORK ... 3

3.0 FIELD INVESTIGATION AND BOUNDARY SURVEY ……….………….………3

3.1 General ... 3

3.2 Boring and Sampling ……….………4

3.4 Groundwater

Measurement... ...4

3.5 Field permeability Test ……….……….4

3.6 Soil Resistivity Test ……….…..5

3.7 Test Pit……….5

3.8 Down Hole Seismic Test…… ……….5

3.9 Dutch Cone Penetration Test ...………..5

3.10 Site Boundary Survey

4.0 LABORATORY TEST ………..6

4.1 Unconfined Compression test ……….…………

6 4.2 Atterberg

Limits

……….…6

4.3 Particle Size Analysis ..……….…

6

4.4 Unit Weight and Water Content Determination……….…7

4.5 Oedometer test ………..

7 4.6 Compaction Test and CBR Test ………7

4.7 Water Analysis ……….7

5.0 REPORT ………....8

Figures

Appendix

Tables

(3)

Infratech ASTM CO., LTD.

2 List of Appendix

Appendix A Sample of Soil Boring Log data sheet

Appendix B Sample of Summary of general laboratory test data sheet

Appendix C Sample of Pile calculation data sheet

Appendix D Sample of Shallow Foundation Bearing Capacity Analysis

Appendix E Sample of Prediction of long term settlement calculation

List of Table

Table 1 Sample of Unconfined Compression Test data sheet

Table 2 Sample of Atterberg Limit Tes

t data sheet

Table 3 Sample of Sieve Analysis Tes

t data sheet

Table 4 Sample of Unit Weight data sheet

Table 5 Sample of Water content Tes

t data sheet

Table 6 Sample of Consolidation Tes

t data sheet

Table 7 Sample of Field Permeability test

data sheet

Table 8 Sample of soil resistivity test

data sheet

Table 9 Sample of down hole seismic test

data sheet

Table 10 Sample of Dutch cone penetration test

data sheet

Table 11 Sample of compaction and CBR test

data sheet

(4)

Infratech ASTM CO., LTD.

3

1.0 INTRODUCTION AND BACK GROUND OF THE PROJECT

This method statement will summarizes the procedure on the subsoil investigation works and

boundary survey to be conducted by Infratech ASTM Company Limited for the

construction………

………..

2.0 SCOPE OF WORK

The scope of work for the geotechnical consultancy services of the project are summarized as

follows:

• Soil boring, field testing and carrying out sufficient in-situ testing and sampling.

• Laboratory testing of obtained samples to determine the properties of the subsoil.

• Determination of geotechnical parameters required for foundation analyses.

• Carrying out engineering analyses for foundation design.

3.0 FIELD

INVESTIGATION

3.1 General

The investigation program included drilling boreholes and collecting soil samples at desired

intervals for subsequent observation and laboratory testing.

The investigation program will consist of soil boring and sampling at desired intervals for

subsequent observation and laboratory testing to determine the capacity of pile foundation economically

and safely.

3.2 Boring and Sampling

The boreholes will be made by the rotary drilling machine.

Undisturbed sample will be taken in the soft and medium clay at 1.0, 1.5, 2.0 and 3.0 m depths

and at 1.5 m intervals

thereafter using a thin-walled sampler with dimensions conforming to standard

sampling tubes specification (ASTM D 1587).

Disturbed samples for very stiff clay to hard clay layer will be collected during Standard

Penetration Testing at 1.5 m intervals. (ASTM D 1586)

The borings shall be drilled vertically through soil approximately 30 meters deep or stop in firm

layer when SPT N-value is greater than 50 blows/ft.

Accuracy of bore hole position will be not more than 2.0 m. in horizontal direction and 0.20 in

vertical direction.

3.3 Standard Penetration Testing

Standard Penetration Tests (SPT) will be carried out to provide an indication of the density

and/or consistency of the ground and to obtain disturbed samples for visual inspection and laboratory

testing and classification. The results of the tests will be given on the boring logs in Appendix A and will

(5)

Infratech ASTM CO., LTD.

4 be expressed as an N value. The N value is defined as the blow-count for 12” (300mm) penetration

recorded after the seating drive of 15 cm. In the case of premature refusal conditions, the number of

blows for a recorded penetration (including the seating drive) is noted.

In SPT testing, the rope-and-pulley (R-P) method will be used. This consisted of a hollow

cylindrical mass sliding over a steel rod. It is operated by lifting the mass with a rope over a cat head. At

the instant the mass reached the required height (760 mm), the mass will be released manually driving

the split spoon into the soil. Disturbed samples collected from the split-spoon sampler during Standard

Penetration Test will be visually inspected before storing in a polyethylene bag for laboratory testing. A

graphical representation of the changes in the soil strata, water levels and SPT N values will be given in

the boring logs.

3.4 Groundwater

Measurement

Groundwater is one element that affects in the stability and foundation analyses. The

groundwater level was measured 24 hours after completion of the borehole.

However, the low permeability of the soil will mean that the water level in the borehole is

controlled more by drilling fluid rather than by the ground water itself. Significant fluctuations in the

location of ground water table should be anticipated throughout the year, depending upon the amount of

precipitation, evaporation and surface runoff.

3.5 Field Permeability Test

Permeability test of soil in the field will be performed at the depth of 2,4,6,8 and 10 m. by

constant head method.

3.6 Soil Resistity Test (Provisional)

The purpose of this test is to investigate for the need of cathode protection and to have data

necessary for the design of an adequate grounding system.

The soil Resistivity measurement shall be carried out in accordance with IEEE 81 standard “

Guide for Measuring Earth Resistivity, Ground Impedance and Earth Surface Potentials of a Ground

System “. The measurement shall be done using Wenner Four Points Method with equal test rods

spacing.

The area to be measured shall be the power block area of power plant, terminal substation and

switchyard. Before carrying out the measurement, the rectangular grid shall be drawn for the testing

areas with mesh spacing at approximately 5-10 m. The measurement shall be made at every intersection

point of grid lines. The measurement at any point shall be done for two directions, one from the

measured point along the direction from east to west and another shall be from the measured point

along the direction from north to south. The measurement at any point shall consist of the measured data

at the varying space between test rods for the following distance; 0.5, 1.0, 2.0, 3.0, 4.0, 5.0 m. For each

area of measurement, the results of measurement shall be shown in the table for each point of

measurement for each direction and every designated space of measurement. The measured resistivity

data shall be averaged for each of the same spacing of measured data. The overall averaged resistivity

of each area shall also be reported.

3.7 Test Pit (Provisional)

Test pit shall be preformed 3 points of 1x1m size 3 m deep, by mean of hand excavation. Bulk

sample taken from the test pits of not less than 50 kg each shall be sent to test at laboratory for

compaction and CBR test.

(6)

Infratech ASTM CO., LTD.

5

3.8 Seismic down hole test (Provisional)

The down hole Test is a method which determines soil stiffness properties by analyzing direct

compression and shear waves along a borehole.

Seismic down hole test shall be performed at 1.0 meter intervals to the depth of 30.0 m. or to the

same depth of soil bore hole (where SPT N-value is greater than 50 blows/ft)

The test shall be intended to collect shear wave velocity information that will be used in dynamic

analysis. The testing location shall be located in the power block area and close to expected location of

Steam Turbine foundation.

3.9 Dutch Cone Penetration Test (Provisional)

Dutch cone penetration test shall be preformed depth 30m. or to the depth when the total

resistant of the cone penetrometer reach 4.0 tons.

The test shall be carried out in accordance with the ASTM D 3441.

The cone penetration test shall be consists of pushing into the soil, at a sufficiently slow rate, a

series of cylindrical rods with a conical tip at the base for measuring the cone resistance and friction

resistance every 20 cm intervals.

4.0 LABORATORY

TESTING

Geotechnical laboratory tests will be performed on the soil samples to classify soil and to

determine their engineering characteristics. All laboratory tests will be conducted in accordance with

ASTM Standards. The soils will be also classified based on the Unified Soil Classification System

(USCS).

4.1 Unconfined Compression Tests

Unconfined compression test will be conducted in accordance with ASTM D2166. The tests will

be performed by compressing cylindrical samples to failure. Failure generally occurs when the greatest

ratio of shear stress to shear strength occurs. The cohesion (c) of the sample is taken as half the

unconfined compressive strength.

Sample of test results and data sheet has been shown in Table 1

4.2 Atterberg

Limits

Atterberg limits will be determined (ASTM D 4318) on representative soil samples of cohesive

soils. The Atterberg limits refer to arbitrarily defined boundaries between the liquid and plastic states,

and between the plastic and brittle states of grained soils, expressed as water content, in percentage.

The liquid limit is the water content at which a part of soil placed in a standard cup, cut by a standard

grooving tool, will flow together at the base of the groove when the cup is subjected to 25 standard

shocks. The one-point liquid limit test is usually carried out and distilled water may be added during soil

mixing to achieve a desired consistency.

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Infratech ASTM CO., LTD.

6

4.3 Particle Size Analysis

Particle size analysis will be performed by means of sieving (ASTM D 422). For oven-dry

materials, sieving is carried out for particles that are being retained on a 0.063 mm sieve. In sieve

analysis, the mass of soil retained on each sieve is determined and expressed as a percentage of the

total mass of the sample. The particle size is plotted on a logarithmic scale so that two soils having the

same degree of uniformity are represented by curves of the distribution plot. In Hydrometer analysis is

based on the principle of sedimentation of soil grains in water. When a soil specimen is dispersed in

water, the particles settle at different velocities, depending on their shape, size, and weight. For

simplicity, it is assumed that soil particles are spheres and the velocity of soil particles can be express by

Stokes’ law.

Sample of test results and data sheet has been shown in Table 3

4.4 Unit Weight and Water Content Determination

As a routine laboratory test, unit weights of soils will be determined based on the mass of soil in

a standard volume steel cylinder with cutting edge. The unit weight refers to the unit weight of the soil at

the sampled water content. The dry unit weight is determined from the mass and the water content of the

specimen.

Water content (ASTM D 2216)is determined by oven-drying a moist/wet soil at a constant

temperature of 105 °C for 18 - 24 hours. The difference in mass before and after drying is used as the

mass of water in the specimen, while the mass of remaining material is used as the mass of solid

particles. The ratio between the mass of water and the mass of solid particles is the water content of the

soil material

Sample of test results and data sheet has been shown in Table 4 and Table 5

4.5 Oedometer Test /Consolidation test (Provisional)

In case of soft clay layer has been encountered, 1 undisturbed sample will be collected from mid

layer of soft clay for Oedometer test.

Oedometer tests will be conducted (ASTM D 2435) to determine the rate and magnitude of

consolidation of a laterally restrained soil specimen which is axially loaded in increments of constant

stress until the excess pore water pressures have dissipated for each increment. Each load increment is

maintained for at least 24 hours. The test is generally carried out on undisturbed cohesive specimens.

Sample of test results and data sheet has been shown in Table 6

4.6 Compaction Test and CBR Test (Provisional)

Bulk sample taken from the test pits of not less than 20 kg each shall be sent to test at laboratory

for compaction and CBR test conformed to ASTM D1883.

4.7 Ground Water Analysis

The bored hole shall be drilled at depth approximate 3 m. without bentonite and leave it 7 days

for collecting underground water to do water analysis test.

(8)

Infratech ASTM CO., LTD.

7 5.0 REPORT

Confirmed Preliminary Report findings along with the remainder of test results to be

Submitted in a Final Report.

The Final Report shall include but not limited to:

• Results of all of the above mentioned tests.

• Result of graph to show Cumulative Ultimate Skin Friction & Ultimate End

Bearing Capacity & Depth for driven pile for each borehole.

• Recommendations for :

1. Bearing capacity for shallow foundation.

2. Pile capacity resistance to compression and tension.

3. Settlement for shallow foundation.

• Underground water level and borehole elevation.

• Licensed engineer sign up responsible for the report

(9)

APPENDIX A

SOIL BORING LOG

Sample Sheet

(10)

ASTM TESTING CO., LTD.

BORING LOG

Borehole No. BH-08

BH-0

PROJECT:

SIAM ENERGY POWER PLANT

Page 1 of 1

24 LOCATION:

BANGKLA CHACHOENGSAO

Depth (m) _{Graphic Log} Method _{Sample N}

o . Recovery

SOIL DESCRIPTION

0 Borehole Elevation = 1.99 m. 0.80 m. Top soil

ST 1

2.00 m.

ST 2

Brown,

moist to saturated, medium plasticity, very soft to soft, Sandy Clay. 5

_{ST 3}

(CL)

ST 4

6.50 m.

SS 1

Brown, moist, high plasticity, stiff, Sandy Clay.

(CH)

SS 2

9.45 m.

10

SS 3

Brown, moist, medium plasticity, very stiff to hard, Sandy Clay. (CL)

SS 4

12.45 m.

SS 5

15

SS 6

Brown, moist, high plasticity, stiff to very stiff,

Sandy Clay.

SS 7

(CH) trace gravel.

SS 8

20

_{SS 9}

19.95 m.

SS 10

Brown, moist, medium plasticity, hard, Sandy Clay.

SS 11

(CL)

SS 12

24.45 m.

End of Boring = 24.45 m.

Start date:

8-มิ.ย.-09

Finished date:

8-มิ.ย.-09

Su (UC)

Borehole Depth:

24.45 m.

Su (FV)

Observed GWL.

-1.50 m.

Total Unit Weight Su (PP)

Drilling Foreman:

Thawatchai

SPT, N

ABBREVIATIONS:

(Blow/30 cm.)

ST = Undisturbed Sample LL = Liquid Limit gt = Total Unit Weight SS = Split Spoon Sample PL = Plastic Limit SPT = Standard Penetration Test

1.01 1.3 2.14 0.54 9 10 22 31 76 14 58 22 17 15 16 1.49 1.6 1.69 1.7 1.81 1.96 1.85 1.89 1.96 1.93

PL

LL

ASTM

W

n 40 80 1.0 2.0 2 4 6 8 10 20 40 60 80 100 SPT-N (Blow/30cm.) Atterberg Limits

γ

t (t/m3) Su (t/m2)

(11)

APPENDIX B

SUMMARY OF GENERAL LABORATORY TEST

Sample sheet

(12)

PROJECT:

BORE HOLE NO.

BH - 8

LOCATION:

Water Level :

-1.50 M.

USCS

Wn,at

UC Test

γ

wet,

N

spt

Sample No

From

To

Soil

Received

S

U

_gm./cc.

_LL

_PL

_PI

_{# 4}

_{# 10}

_{# 40}

_{# 200}

_{(Blow /}

_{Soil Description}

group

(%)

(T / m

2

)

(%)

Foot)

-

0.00

1.50 Top Soil

ST - 1

1.50

2.00

88.34

1.01

1.49

97.74

93.07

86.41

75.43 ST - 2

3.00

3.50

61.41

1.30

1.60 ST - 3

4.50

5.00 CL

55.20

2.14

1.69

40.05

24.33

15.72

100.00

99.77

98.51

94.33 ST - 4

6.00

6.50

54.24

0.54

1.70 Sandy Clay (CL,CH).

SS - 1

7.50

7.95 CH

31.07

1.81

56.08

23.51

32.56

99.04

98.92

98.11

91.63

9 SS - 2

9.00

9.45

10 SS - 3

10.50

10.95 CL

22.04

1.96

48.11

21.29

26.82

100.00

99.85

99.29

95.86

22 SS - 4

12.00

12.45

1.85

31 SS - 5

13.50

13.95

1.89

14 SS - 6

15.00

15.45

1.96

16 SS - 7

16.50

16.95 CH

32.88

60.30

28.53

31.77

93.45

91.79

89.23

85.09

15 Sandy Clay (CH)

SS - 8

18.00

18.45

17 trace gravel.

SS - 9

19.50

19.95

22 SS - 10

21.00

21.45

58 SS - 11

22.50

22.95 CL

17.82

41.11

18.58

22.54

99.70

99.30

96.57

82.52

76 Sandy Clay (CL).

SS - 12

24.00

24.45

1.93

89 ASTM TESTING CO.,LTD.

SUMMARY OF TEST RESULTS

END OF BORING AT 24.45 M.

Atterberg Limits

Gradation % Passing

Depth. (m.)

(13)

Appendix C

Pile Calculation

(14)

Appendix B 1 - BH-1

สรุปการคํานวณกําลังรับน้ําหนักของดิน

(Estimation of Soil Bearing Capacity)

Saraburi A Cogeneration Co.,ltd.

Saraburi

(15)

PROJECT :

Saraburi A Cogeneration Co.,ltd.

LOCATION :

Saraburi

BOREHOLE NO.:

BH-1

SOIL BEARING CAPACITY VS DEPTH FOR SHALLOW FOUNDATION

0

1

2

3

4

5

0

10

20

30

40

50

60

70

80 90 100

Ultimate End Bearing(t/sq.m.)

(16)

SHALLOW FOUNDATION SOIL BEARING CAPACITY

Project:

Saraburi A Cogeneration Co.,ltd.

Location:

Saraburi

Borehole No.:

BH-1

Factor of safety :

3.00 Allowable settlement, S

e

25.0 mm.

Depth of water =

1.53 m

below ground level

Depth

Soil Description

SPT (N-value)

σ

vo,base

φ

USCS S=Sand

Field

Correct Design

B

L

Depth

q

all

D

f

C=Clay

t/m

2

kN/m

2

N

F

N

cor.

N

design

t/m

2

t/m

2

kN/m

2

t/m

2

kN/m

2 o

m.

q

u

(kPa) q

all

(kPa) q

all

(t/m

2

)

F

d

q

all

(kPa) q

all

(t/m

2

)

(m)

(t/m

2

)

0.0 -

-

0.00

0

0.00

0.00 -

-

-1.0

CL

C

2.0

19.6

9

20

13

2.00

19.62

7.89

77.39

1.0

572.8

190.9

19.5

1.0

19.5

2.0 CL

C

2.0

19.6

12

20

15

4.00

3.53

34.63

9.15

89.80

1.0

775.4

258.5

26.3

2.0

26.3

3.0 CL

C

2.0

19.6

15

22

17

6.00

4.53

44.44

10.83

106.28

1.0

1.0 1048.8

349.6

35.6

3.0

35.6

4.0 CL

C

2.1

20.2

20

26

22

8.06

5.59

54.84

13.83

135.72

1.0

1.0 1506.8

502.3

51.2

4.0

51.2 Remark:

1) q

all

= Net allowable soil bearing capacity

2) Corected Standard Penetration, N

correct

= N

F

*sqrt(95.6/σ'

v

), After Liao and Whitman (1986)

3) The net ultimate bearing capacity for clayey soil (

φ

= 0 condition), q

net(u)

= 5.14c

u

(1+0.2D

f

/B)(1+0.2B/L) , After Skempton (1951)

4) The net ultimate bearing capacity for sand, After Bowles (1977)

q

net(u)

= 19.16N

cor

F

d

(S

e

/25.4)

(for B < 1.22 m.)

q

net(u)

= 11.98N

cor

[(3.28B+1)/3.28B]

2

F

d

(S

e

/25.4)

(for B > 1.22 m.)

SUMMARY

NET SOIL BEARING CAPACITY

CLAY

SAND

(17)

Appendix B 2 - BH-1

สรุปการคํานวณกําลังรับน้ําหนักปลอดภัยของเสาเข็มและความยาว

(Recommendation for Pile Capacity and length)

Saraburi A Cogeneration Co.,ltd.

Saraburi

(18)

RECOMMENDED PILE LENGTH AND CAPACITY FOR FOR SINGLE PILE

Project: Saraburi A Cogeneration Co.,ltd.

Location: Saraburi

Borehole No.:

BH-1

Soil Capacity F.S. =2.5(Tons)

_{Pile Structural}

Pile Type

Pile Size

Length(m.)

Compression

Tension

Lateral

Capacity(Tons)

REMARK

Driven Pile

0.25x0.25

12.0

39

32

0.2

40 Can not be installed when SPT>=Limit

Driven Pile

0.30x0.30

12.0

48

38

0.3

55 Can not be installed when SPT>=Limit

Driven Pile

0.35x0.35

12.0

58

45

0.5

70 Can not be installed when SPT>=Limit

Driven Pile

0.40x0.40

12.0

68

51

0.6

80 Can not be installed when SPT>=Limit

Bored Pile

Dia.0.35

10.0

44

35

0.3

48 Bored Pile

Dia.0.40

11.5

61

49

0.4

63 Bored Pile

Dia.0.50

13.0

94

74

0.5

98 Bored Pile

Dia.0.60

14.5

140

105

0.7

141

(19)

RECOMMENDED ALLOWABLE LOAD FOR SINGLE SQUARE DRIVEN PILE

Project:

Saraburi A Cogeneration Co.,ltd.

Location:

Saraburi

Borehole No.:

BH-1

Factor of safety :

2.50 Depth of water :

1.53 m. below ground level

25 x 25 cm. Square Driven Pile

30 x 30 cm. Square Driven Pile

35 x 35 cm. Square Driven Pile

40 x 40 cm. Square Driven Pile

Cumm.Skin

Friction

End

Bearing

Pile

Weight

Allowable

Load

Cumm.Skin

Friction

End

Bearing

Pile

Weight

Allowable

Load

Cumm.Skin

Friction

End

Bearing

Pile

Weight

Allowable

Load

Cumm.Skin

Friction

End

Bearing

Pile

Weight

Allowable

Load

(tons)

4.0

19.4

8.3

0.5

10.9

23.3

11.9

0.6

13.8

27.2

16.2

0.9

17.0

31.1

21.2

1.2

20.4

5.0

25.5

10.0

0.6

14.0

30.6

14.5

0.9

17.7

35.8

19.7

1.2

21.7

40.9

25.7

1.5

26.0

7.5

42.0

11.6

1.0

21.1

50.4

16.7

1.4

26.3

58.9

22.7

1.9

31.9

67.3

29.6

2.5

37.8

9.0

54.5

16.3

1.2

27.9

65.5

23.5

1.7

34.9

76.4

32.0

2.4

42.4

87.3

41.8

3.1

50.4

10.5

66.7

15.9

1.4

32.4

80.0

22.9

2.1

40.3

93.4

31.1

2.8

48.7

106.7

40.6

3.6

57.5

12.0

79.9

18.1

1.7

38.6

95.9

26.1

2.4

47.9

111.9

35.6

3.2

57.7

127.9

46.4

4.2

68.0

13.5

94.9

21.4

1.9

45.8

113.9

30.8

2.7

56.8

132.9

41.9

3.7

68.4

151.9

54.7

4.8

80.7

15.0

112.2

24.5

2.1

53.8

134.6

35.3

3.0

66.7

157.0

48.1

4.1

80.4

179.4

62.8

5.4

94.7 REMARK :

_{1. Negative skin friction is not consider in the calculation}

2. Pile cut-off elevation -1.00 m. below ground level

Depth

(20)

RECOMMENDED ALLOWABLE LOAD FOR SINGLE BORED PILE

Project:

Saraburi A Cogeneration Co.,ltd.

Location:

Saraburi

Borehole No.:

BH-1

Factor of safety :

2.50 Depth of water :

1.53 m. below ground level

35 cm. Dia. Bored Pile

40 cm. Dia. Bored Pile

50 cm. Dia. Bored Pile

60 cm. Dia. Bored Pile

Cumm.Skin

Friction

End

Bearing

Pile

Weight

Allowable

Load

Cumm.Skin

Friction

End

Bearing

Pile

Weight

Allowable

Load

Cumm.Skin

Friction

End

Bearing

Pile

Weight

Allowable

Load

Cumm.Skin

Friction

End

Bearing

Pile

Weight

Allowable

Load

(tons)

4.0

31.2

12.8

0.7

17.3

35.7

16.7

0.9

20.6

44.6

26.0

1.4

27.7

53.6

37.5

2.0

35.6

5.0

41.1

15.5

0.9

22.3

47.0

20.2

1.2

26.4

58.7

31.5

1.9

35.4

70.5

45.4

2.7

45.3

7.5

67.7

17.8

1.5

33.6

77.3

23.3

2.0

39.5

96.7

36.4

3.1

52.0

116.0

52.4

4.4

65.6

9.0

87.8

25.1

1.8

44.4

100.4

32.8

2.4

52.3

125.5

51.3

3.8

69.2

150.5

73.9

5.4

87.6

10.5

107.4

24.4

2.2

51.8

122.7

31.9

2.9

60.7

153.4

49.9

4.5

79.5

184.0

71.8

6.4

99.8

12.0

128.7

27.9

2.5

61.6

147.1

36.5

3.3

72.1

183.8

57.0

5.2

94.3

220.6

82.1

7.5

118.1

13.5

152.8

32.9

2.9

73.1

174.6

43.0

3.8

85.5

218.3

67.1

5.9

111.8

261.9

96.7

8.5

140.1

15.0

180.6

37.8

3.2

86.0

206.4

49.3

4.2

100.6

257.9

77.1

6.6

131.4

309.5

111.0

9.5

164.4 REMARK :

_{1. Negative skin friction is not consider in the calculation}

2. Pile cut-off elevation -1.00 m. below ground level

Depth

(21)

Appendix B 3 - BH-1

Graph แสดงความสัมพันธระหวางความลึกและกําลังตานของดิน

(Cumulative Ultimate Skin Friction & Ultimate End

Bearing Capacity & Depth)

Saraburi A Cogeneration Co.,ltd.

(22)

PROJECT :

Saraburi A Cogeneration Co.,ltd.

LOCATION :

Saraburi

BOREHOLE NO.:

BH-1

CUMMULATIVE ULTIMATE SKIN FRICTION AND ULTIMATE END BEARING CAPACITY VS DEPTH OF DRIVEN PILE

Ultinate Skin Friction(t/m.Perimeter)

0

2

4

6

8

10

12

14

16

0

50

100

150

200 Depth (m)

0

2

4

6

8

10

12

14

16

0

200

400

600

800 1,000

Ultimate End Bearing(t/sq.m.)

(23)

PROJECT :

Saraburi A Cogeneration Co.,ltd.

LOCATION :

Saraburi

BOREHOLE NO.:

BH-1

CUMMULATIVE ULTIMATE SKIN FRICTION AND ULTIMATE END BEARING CAPACITY VS DEPTH OF BORED PILE

Ultinate Skin Friction(t/m.Perimeter)

0

2

4

6

8

10

12

14

16

0

50

100

150

200 Depth (m)

0

2

4

6

8

10

12

14

16

0

200

400

600

800 1,000

Ultimate End Bearing(t/sq.m.)

(24)

Appendix B

4 รายการคํานวณขนาดและความยาวเสาเข็มตอก

( Driven Pile Calculation)

Saraburi A Cogeneration Co.,ltd.

Saraburi

(25)

SINGLE SQUARE DRIVEN PILE CAPACITY CALCULATION-STATIC FORMULA

Project:

Saraburi A Cogeneration Co.,ltd.

Location:

Saraburi

Borehole No.: BH-1 Pile size : 0.25 x 0.25 m. Area: 0.063 m2 Perimeter : 1.000 m Factor of safety : 2.50

Depth of water = 1.53 m from ground level

Depth Soil Description Unit Unit SPT (N-value) σvo σ'tip σ'tip σ'ave σ'ave Su φ Nq Ks δ Adh. qb qs Qb Qs Qs Qs Wp Qu Qa

To USCS S=Sand Weight Weight Field Liao Corr. Factor Cumm. Cumm.

C=Clay t/m2 _kN/m2 _t/m2 _t/m2 _kN/m2 _t/m2 _kN/m2 _t/m2 o _0.80φ _α

t/m2 _t/m2 _tons _tons _tons _{t/m. peri} _tons _tons _tons

0.0 - - 0.00 0.00 0 0 0 0.00 0.00 0.00 0.00 0.00 - - - 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 CL C 2.0 19.62 9 20 13 2.00 2.00 19.62 1.00 9.81 7.89 - - - - 0.55 73.0 4.4 4.6 4.4 4.4 4.4 0.0 8.9 3.6 2.0 CL C 2.0 19.62 12 20 15 4.00 3.53 34.63 2.77 27.12 9.15 - - - - 0.50 86.4 4.5 5.4 4.5 8.9 8.9 0.2 9.8 5.7 3.0 CL C 2.0 19.62 15 22 17 6.00 4.53 44.44 4.03 39.53 10.83 - - - - 0.46 103.5 4.9 6.5 4.9 13.9 13.9 0.3 11.1 8.0 4.0 CL C 2.1 20.21 20 26 22 8.06 5.59 54.84 5.06 49.64 13.83 - - - - 0.40 132.6 5.6 8.3 5.6 19.4 19.4 0.5 13.4 10.9 5.0 CL C 2.1 20.21 25 30 27 10.12 6.65 65.24 6.12 60.04 16.72 - - - - 0.37 160.6 6.1 10.0 6.1 25.5 25.5 0.6 15.6 14.0 7.5 CL C 2.1 20.40 30 31 30 15.32 9.35 91.72 8.00 78.48 18.88 - - - - 0.35 185.2 6.6 11.6 16.5 42.0 42.0 1.0 27.1 21.1 9.0 SC C 2.1 20.60 44 41 43 18.47 11.00 107.91 10.18 99.82 26.96 - - - - 0.31 261.1 8.3 16.3 12.5 54.5 54.5 1.2 27.6 27.9 10.5 SC C 2.0 19.62 43 38 41 21.47 12.50 122.63 11.75 115.27 25.83 - - - - 0.31 253.9 8.1 15.9 12.1 66.7 66.7 1.4 26.6 32.4 12.0 SC C 2.0 19.42 50 42 47 24.44 13.97 137.05 13.24 129.84 29.53 - - - - 0.30 290.2 8.8 18.1 13.2 79.9 79.9 1.7 29.7 38.6 13.5 CL C 2.0 19.42 60 48 56 27.41 15.44 151.47 14.71 144.26 34.93 - - - - 0.29 341.8 10.0 21.4 15.0 94.9 94.9 1.9 34.5 45.8 15.0 SG C 2.1 20.11 70 53 64 30.49 17.02 166.92 16.23 159.19 40.20 - - - - 0.29 392.3 11.5 24.5 17.2 112.2 112.2 2.1 39.7 53.8 15.0 392.3 112.2 15.0 392.3 112.2 15.0 392.3 112.2 15.0 392.3 112.2 15.0 392.3 112.2 15.0 392.3 112.2 15.0 392.3 112.2 15.0 392.3 112.2 15.0 392.3 112.2 15.0 392.3 112.2 15.0 15.0 15.0

Remark:

1) Negative skin friction is not consider in the calculation

2) Pile cut-off level is at - 1.00 m. below ground level

3) Limited maximum end bearing, q

b

= 1000 t/sq.m. for sand (Reese and O' Neill, 1989)

(26)

SINGLE SQUARE DRIVEN PILE CAPACITY CALCULATION-STATIC FORMULA

Project:

Saraburi A Cogeneration Co.,ltd.

Location:

Saraburi

Remark:

1) Negative skin friction is not consider in the calculation

2) Pile cut-off level is at - 1.00 m. below ground level

3) Limited maximum end bearing, q

b

= 1000 t/sq.m. for sand (Reese and O' Neill, 1989)

(27)

SINGLE SQUARE DRIVEN PILE CAPACITY CALCULATION-STATIC FORMULA

Project:

Saraburi A Cogeneration Co.,ltd.

Location:

Saraburi

Remark:

1) Negative skin friction is not consider in the calculation

2) Pile cut-off level is at - 1.00 m. below ground level

3) Limited maximum end bearing, q

b

= 1000 t/sq.m. for sand (Reese and O' Neill, 1989)

(28)

SINGLE SQUARE DRIVEN PILE CAPACITY CALCULATION-STATIC FORMULA

Project:

Saraburi A Cogeneration Co.,ltd.

Location:

Saraburi

Remark:

1) Negative skin friction is not consider in the calculation

2) Pile cut-off level is at - 1.00 m. below ground level

3) Limited maximum end bearing, q

b

= 1000 t/sq.m. for sand (Reese and O' Neill, 1989)

(29)

Appendix B

5 รายการคํานวณขนาดและความยาวเสาเข็มเจาะ

( Bored Pile Calculation)

Saraburi A Cogeneration Co.,ltd.

Saraburi

(30)

SINGLE BORED PILE CAPACITY CALCULATION-STATIC FORMULA

Project:

Saraburi A Cogeneration Co.,ltd.

Location:

Saraburi

Borehole No.: BH-1 Pile Dia.(m.) : 0.35 Area: 0.096 m2 Perimeter : 1.400 m Factor of safety : 2.50

Remark:

1) Negative skin friction is not consider in the calculation

2) Pile cut-off level is at - 1.00 m. below ground level

3) Limited maximum end bearing, q

b

= 400 t/sq.m. for sand (Reese and O' Neill, 1989)

(31)

SINGLE BORED PILE CAPACITY CALCULATION-STATIC FORMULA

Project:

Saraburi A Cogeneration Co.,ltd.

Location:

Saraburi

Remark:

1) Negative skin friction is not consider in the calculation

2) Pile cut-off level is at - 1.00 m. below ground level

3) Limited maximum end bearing, q

b

= 400 t/sq.m. for sand (Reese and O' Neill, 1989)

(32)

SINGLE BORED PILE CAPACITY CALCULATION-STATIC FORMULA

Project:

Saraburi A Cogeneration Co.,ltd.

Location:

Saraburi

Remark:

1) Negative skin friction is not consider in the calculation

2) Pile cut-off level is at - 1.00 m. below ground level

3) Limited maximum end bearing, q

b

= 400 t/sq.m. for sand (Reese and O' Neill, 1989)

(33)

SINGLE BORED PILE CAPACITY CALCULATION-STATIC FORMULA

Project:

Saraburi A Cogeneration Co.,ltd.

Location:

Saraburi

Remark:

1) Negative skin friction is not consider in the calculation

2) Pile cut-off level is at - 1.00 m. below ground level

3) Limited maximum end bearing, q

b

= 400 t/sq.m. for sand (Reese and O' Neill, 1989)

(34)

Appendix C

Pile Calculation

Sample sheet

(35)

SINGLE SQUARE DRIVEN PILE CAPACITY CALCULATION-STATIC FORMULA

Project:

Nong Saeng Power Plant - Saraburi

Location:

Factory Area

Borehole No.: BH-2

Pile size : 0.25 x 0.25 m. Area: 0.063 m2

Perimeter : 1.000 m Factor of safety : 2.50

Depth of water = -0.80 m from ground level

Soil Description Depth Avg. Unit Unit SPT (N-value) σvo σ'tip σ'tip σ'ave σ'ave Su φ Nq Ks δ Adh. qb qs Qb Qs Qs Qs Wp Qu Qa

USCS S=Sand To Depth Weight Weight Field Liao Corr. Factor Cumm. Cumm.

C=Clay m t/m^3 kN/m^3 t/m2 t/m2 kN/m2 t/m2 kN/m2 t/m2 o 0.80φ α t/m2 t/m2 tons tons tons t/m. peri tons tons tons

- - 0.0 0.00 0.00 0.00 0 0 1.00 0.00 0.00 0.00 0.00 0.00 - - - 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 CH C 3.0 1.50 2.12 20.80 9 15 0.59 6.36 3.36 32.96 1.68 16.48 2.25 - - - - 1.00 183.9 2.3 11.5 6.8 6.8 6.8 0.0 18.2 7.3 CH C 7.0 3.50 2.12 20.80 15 17 0.90 14.84 7.84 76.91 5.60 54.94 3.75 - - - - 0.95 200.7 3.6 12.5 14.2 21.0 21.0 0.6 32.9 13.2 CL C 13.5 6.75 2.12 20.80 24 19 1.25 28.62 15.12 148.33 11.48 112.62 6.00 - - - - 0.64 231.2 3.8 14.5 25.0 45.9 45.9 1.6 58.8 23.5 SM S 16.0 8.00 2.13 20.90 51 38 1.36 33.95 17.95 176.04 16.53 162.18 12.75 28 8 0.50 22 - 451.0 6.8 28.2 17.0 63.0 63.0 2.0 89.2 35.7 SP S 17.5 8.75 2.13 20.90 80 56 1.42 37.14 19.64 192.67 18.79 184.35 20.00 42 80 0.50 34 - 676.2 12.5 42.3 18.7 81.7 81.7 2.2 121.8 48.7 SP-SM S 18.5 9.25 2.13 20.90 100 68 1.46 39.27 20.77 203.75 20.21 198.21 25.00 51 108 0.50 41 - 822.0 17.4 51.4 17.4 99.1 99.1 2.3 148.2 59.3

Method Statement FOR. Soil Investigation