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Method Statement FOR Soil Investigation PREPARED BY JUNE 2010

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Page 1: Soil Investigation - i-astm.com · PDF fileSoil Investigation PREPARED BY ... Table 8 Sample of soil resistivity test ... and/or consistency of the ground and to obtain disturbed samples

Method Statement FOR

Soil Investigation

PREPARED BY JUNE 2010

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Infratech ASTM CO., LTD.

1

TABLE OF CONTENTS 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

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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 Test data sheet Table 3 Sample of Sieve Analysis Test data sheet Table 4 Sample of Unit Weight data sheet Table 5 Sample of Water content Test data sheet Table 6 Sample of Consolidation Test 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 Table 12 Sample water analysis test data sheet

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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

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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.

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Infratech ASTM CO., LTD.

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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.

Sample of test results and data sheet has been shown in Table 2

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Infratech ASTM CO., LTD.

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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.

The test parameters are listed below:

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Infratech ASTM CO., LTD.

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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

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APPENDIX A

SOIL BORING LOG

Sample Sheet

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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

Dep

th (m

)

Gra

phic

Log

Met

hod

Sam

ple

No.

Rec

over

y

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

15SS 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.-09Finished 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 WeightSS = 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

Wn

40 80

1.0 2.0 2 4 6 8 10

20 40 60 80 100SPT-N (Blow/30cm.)Atterberg Limits

γt (t/m3) Su (t/m2)

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APPENDIX B

SUMMARY OF GENERAL LABORATORY TEST

Sample sheet

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PROJECT: BORE HOLE NO. BH - 8

LOCATION: Water Level : -1.50 M.

USCS Wn,at UC Test γ wet, Nspt

Sample No From To Soil Received SU 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 % PassingDepth. (m.)

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Appendix C

Pile Calculation

Sample sheet

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Appendix B 1 - BH-1

สรุปการคํานวณกําลังรับนํ้าหนักของดิน (Estimation of Soil Bearing Capacity)

Saraburi A Cogeneration Co.,ltd. Saraburi

BH-1

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PROJECT : Saraburi A Cogeneration Co.,ltd.

LOCATION : SaraburiBOREHOLE 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.)

Dep

th (m

)

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SHALLOW FOUNDATION SOIL BEARING CAPACITY

Project: Saraburi A Cogeneration Co.,ltd.

Location: SaraburiBorehole No.: BH-1 Factor of safety : 3.00Allowable settlement, Se 25.0 mm.Depth of water = 1.53 m below ground level

Depth Soil Description SPT (N-value) σvo,base φUSCS S=Sand Field Correct Design B L Depth qall

Df C=Clay t/m2 kN/m2 NF Ncor. Ndesign t/m2 t/m2 kN/m2 t/m2 kN/m2 o m. m. qu (kPa) qall (kPa) qall (t/m2) Fd qall (kPa) qall (t/m

2) (m) (t/m2)0.0 - - 0.00 0.00 0 0 0 0.00 0.00 0.00 - - - - - - - - - - - - -

1.0 CL C 2.0 19.6 9 20 13 2.00 2.00 19.62 7.89 77.39 1.0 1.0 572.8 190.9 19.5 1.0 19.52.0 CL C 2.0 19.6 12 20 15 4.00 3.53 34.63 9.15 89.80 1.0 1.0 775.4 258.5 26.3 2.0 26.33.0 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 35.64.0 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) qall = Net allowable soil bearing capacity2) Corected Standard Penetration, Ncorrect = NF*sqrt(95.6/σ'v), After Liao and Whitman (1986)3) The net ultimate bearing capacity for clayey soil (φ = 0 condition), qnet(u) = 5.14cu(1+0.2Df/B)(1+0.2B/L) , After Skempton (1951)

4) The net ultimate bearing capacity for sand, After Bowles (1977)qnet(u) = 19.16Ncor Fd (Se /25.4) (for B < 1.22 m.)qnet(u) = 11.98Ncor [(3.28B+1)/3.28B]2 Fd (Se /25.4) (for B > 1.22 m.)

SUMMARYNET SOIL BEARING CAPACITY

CLAY SAND

Unit weight σ'vo,base Cohesion, Su FDN Dimension

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Appendix B 2 - BH-1

สรุปการคํานวณกําลังรับนํ้าหนักปลอดภัยของเสาเข็มและความยาว (Recommendation for Pile Capacity and length)

Saraburi A Cogeneration Co.,ltd. Saraburi

BH-1

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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 StructuralPile 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

Driven Pile may not be installed pass through depth where SPT limit >= 50

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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

PileWeight

Allowable Load

Cumm.Skin Friction

End Bearing

PileWeight

Allowable Load

Cumm.Skin Friction

End Bearing

PileWeight

Allowable Load

Cumm.Skin Friction

End Bearing

PileWeight

Allowable Load

(tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (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

(meters)

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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

PileWeight

Allowable Load

Cumm.Skin Friction

End Bearing

PileWeight

Allowable Load

Cumm.Skin Friction

End Bearing

PileWeight

Allowable Load

Cumm.Skin Friction

End Bearing

PileWeight

Allowable Load

(tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (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

(meters)

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Appendix B 3 - BH-1

Graph แสดงความสัมพันธระหวางความลึกและกําลังตานของดิน (Cumulative Ultimate Skin Friction & Ultimate End Bearing Capacity & Depth)

Saraburi A Cogeneration Co.,ltd.

BH-1

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PROJECT : Saraburi A Cogeneration Co.,ltd.

LOCATION : SaraburiBOREHOLE 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

Dep

th (m

)

0

2

4

6

8

10

12

14

16

0 200 400 600 800 1,000

Ultimate End Bearing(t/sq.m.)

Dep

th (m

)

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PROJECT : Saraburi A Cogeneration Co.,ltd.

LOCATION : SaraburiBOREHOLE 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

Dep

th (m

)

0

2

4

6

8

10

12

14

16

0 200 400 600 800 1,000

Ultimate End Bearing(t/sq.m.)

Dep

th (m

)

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Appendix B 4

รายการคํานวณขนาดและความยาวเสาเข็มตอก( Driven Pile Calculation)

Saraburi A Cogeneration Co.,ltd. Saraburi

BH-1

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SINGLE SQUARE DRIVEN PILE CAPACITY CALCULATION-STATIC FORMULA

Project: Saraburi A Cogeneration Co.,ltd.

Location: Saraburi

Borehole No.: BH-1Pile size : 0.25 x 0.25 m.Area: 0.063 m2

Perimeter : 1.000 mFactor of safety : 2.50Depth 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 QaTo 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 0.01.0 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 3.62.0 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 5.73.0 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 8.04.0 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 10.95.0 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 14.07.5 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 21.19.0 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 32.412.0 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 38.613.5 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 45.815.0 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 53.815.0 392.3 112.2 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 calculation2) Pile cut-off level is at - 1.00 m. below ground level3) Limited maximum end bearing, qb = 1000 t/sq.m. for sand (Reese and O' Neill, 1989)4) Corected Standard Penetration, Ncorrect = NF*sqrt(95.6/σ'v), (Liao and Whitman, 1986)

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SINGLE SQUARE DRIVEN PILE CAPACITY CALCULATION-STATIC FORMULA

Project: Saraburi A Cogeneration Co.,ltd.

Location: Saraburi

Borehole No.: BH-1Pile size : 0.30 x 0.30 m.Area: 0.090 m2

Perimeter : 1.200 mFactor of safety : 2.50Depth 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 QaTo 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 0.01.0 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 6.6 5.2 5.2 4.4 0.0 11.8 4.72.0 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 7.8 5.5 10.7 8.9 0.2 13.0 7.33.0 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 9.3 5.9 16.6 13.9 0.4 14.8 10.24.0 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 11.9 6.7 23.3 19.4 0.6 17.9 13.85.0 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 14.5 7.4 30.6 25.5 0.9 20.9 17.77.5 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 16.7 19.8 50.4 42.0 1.4 35.1 26.39.0 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 23.5 15.0 65.5 54.5 1.7 36.8 34.9

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 22.9 14.6 80.0 66.7 2.1 35.4 40.312.0 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 26.1 15.9 95.9 79.9 2.4 39.6 47.913.5 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 30.8 18.0 113.9 94.9 2.7 46.0 56.815.0 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 35.3 20.7 134.6 112.2 3.0 53.0 66.715.0 392.3 112.2 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 calculation2) Pile cut-off level is at - 1.00 m. below ground level3) Limited maximum end bearing, qb = 1000 t/sq.m. for sand (Reese and O' Neill, 1989)4) Corected Standard Penetration, Ncorrect = NF*sqrt(95.6/σ'v), (Liao and Whitman, 1986)

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SINGLE SQUARE DRIVEN PILE CAPACITY CALCULATION-STATIC FORMULA

Project: Saraburi A Cogeneration Co.,ltd.

Location: Saraburi

Borehole No.: BH-1Pile size : 0.35 x 0.35 m.Area: 0.123 m2

Perimeter : 1.400 mFactor of safety : 2.50Depth 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 QaTo 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 0.01.0 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 8.9 6.1 6.1 4.4 0.0 15.1 6.02.0 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 10.6 6.4 12.5 8.9 0.3 16.7 9.13.0 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 12.7 6.9 19.4 13.9 0.6 19.0 12.64.0 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 16.2 7.8 27.2 19.4 0.9 23.1 17.05.0 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 19.7 8.6 35.8 25.5 1.2 27.1 21.77.5 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 22.7 23.1 58.9 42.0 1.9 43.9 31.99.0 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 32.0 17.5 76.4 54.5 2.4 47.1 42.4

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 31.1 17.0 93.4 66.7 2.8 45.3 48.712.0 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 35.6 18.5 111.9 79.9 3.2 50.9 57.713.5 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 41.9 21.0 132.9 94.9 3.7 59.2 68.415.0 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 48.1 24.1 157.0 112.2 4.1 68.1 80.415.0 392.3 112.2 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 calculation2) Pile cut-off level is at - 1.00 m. below ground level3) Limited maximum end bearing, qb = 1000 t/sq.m. for sand (Reese and O' Neill, 1989)4) Corected Standard Penetration, Ncorrect = NF*sqrt(95.6/σ'v), (Liao and Whitman, 1986)

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SINGLE SQUARE DRIVEN PILE CAPACITY CALCULATION-STATIC FORMULA

Project: Saraburi A Cogeneration Co.,ltd.

Location: Saraburi

Borehole No.: BH-1Pile size : 0.40 x 0.40 m.Area: 0.160 m2

Perimeter : 1.600 mFactor of safety : 2.50Depth 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 QaTo 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 0.01.0 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 11.7 7.0 7.0 4.4 0.0 18.7 7.52.0 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 13.8 7.3 14.3 8.9 0.4 20.7 11.13.0 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 16.6 7.9 22.2 13.9 0.8 23.7 15.24.0 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 21.2 8.9 31.1 19.4 1.2 28.9 20.45.0 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 25.7 9.8 40.9 25.5 1.5 34.0 26.07.5 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 29.6 26.4 67.3 42.0 2.5 53.5 37.89.0 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 41.8 20.0 87.3 54.5 3.1 58.7 50.4

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 40.6 19.4 106.7 66.7 3.6 56.4 57.512.0 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 46.4 21.2 127.9 79.9 4.2 63.4 68.013.5 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 54.7 24.0 151.9 94.9 4.8 73.9 80.715.0 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 62.8 27.6 179.4 112.2 5.4 85.0 94.715.0 392.3 112.2 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 calculation2) Pile cut-off level is at - 1.00 m. below ground level3) Limited maximum end bearing, qb = 1000 t/sq.m. for sand (Reese and O' Neill, 1989)4) Corected Standard Penetration, Ncorrect = NF*sqrt(95.6/σ'v), (Liao and Whitman, 1986)

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Appendix B 5

รายการคํานวณขนาดและความยาวเสาเข็มเจาะ( Bored Pile Calculation)

Saraburi A Cogeneration Co.,ltd. Saraburi

BH-1

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SINGLE BORED PILE CAPACITY CALCULATION-STATIC FORMULA

Project: Saraburi A Cogeneration Co.,ltd.

Location: Saraburi

Borehole No.: BH-1Pile Dia.(m.) : 0.35Area: 0.096 m2

Perimeter : 1.400 mFactor of safety : 2.50Depth 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 QaTo 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 0.01.0 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 5.0 7.0 7.0 7.0 5.0 0.0 14.1 5.62.0 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 5.2 8.3 7.3 14.4 10.3 0.2 15.4 9.03.0 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 5.7 10.0 8.0 22.3 15.9 0.5 17.5 12.74.0 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 6.4 12.8 8.9 31.2 22.3 0.7 21.0 17.35.0 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 7.0 15.5 9.9 41.1 29.4 0.9 24.4 22.37.5 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 7.6 17.8 26.6 67.7 48.3 1.5 42.9 33.69.0 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 9.6 25.1 20.1 87.8 62.7 1.8 43.4 44.4

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 9.3 24.4 19.5 107.4 76.7 2.2 41.8 51.812.0 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 10.2 27.9 21.3 128.7 91.9 2.5 46.7 61.613.5 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 11.5 32.9 24.1 152.8 109.1 2.9 54.1 73.115.0 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 13.2 37.8 27.8 180.6 129.0 3.2 62.3 86.015.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0

15.0

15.0

Remark: 1) Negative skin friction is not consider in the calculation2) Pile cut-off level is at - 1.00 m. below ground level3) Limited maximum end bearing, qb = 400 t/sq.m. for sand (Reese and O' Neill, 1989)4) Corected Standard Penetration, Ncorrect = NF*sqrt(95.6/σ'v), (Liao and Whitman, 1986)

Page 31: Soil Investigation - i-astm.com · PDF fileSoil Investigation PREPARED BY ... Table 8 Sample of soil resistivity test ... and/or consistency of the ground and to obtain disturbed samples

SINGLE BORED PILE CAPACITY CALCULATION-STATIC FORMULA

Project: Saraburi A Cogeneration Co.,ltd.

Location: Saraburi

Borehole No.: BH-1Pile Dia.(m.) : 0.40Area: 0.126 m2

Perimeter : 1.600 mFactor of safety : 2.50Depth 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 QaTo 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 0.01.0 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 5.0 9.2 8.0 8.0 5.0 0.0 17.2 6.92.0 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 5.2 10.9 8.4 16.4 10.3 0.3 18.9 10.83.0 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 5.7 13.0 9.1 25.5 15.9 0.6 21.5 15.24.0 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 6.4 16.7 10.2 35.7 22.3 0.9 26.0 20.65.0 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 7.0 20.2 11.3 47.0 29.4 1.2 30.3 26.47.5 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 7.6 23.3 30.4 77.3 48.3 2.0 51.7 39.59.0 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 9.6 32.8 23.0 100.4 62.7 2.4 53.4 52.3

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 9.3 31.9 22.3 122.7 76.7 2.9 51.4 60.712.0 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 10.2 36.5 24.4 147.1 91.9 3.3 57.5 72.113.5 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 11.5 43.0 27.6 174.6 109.1 3.8 66.8 85.515.0 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 13.2 49.3 31.7 206.4 129.0 4.2 76.8 100.615.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0

15.0

15.0

Remark: 1) Negative skin friction is not consider in the calculation2) Pile cut-off level is at - 1.00 m. below ground level3) Limited maximum end bearing, qb = 400 t/sq.m. for sand (Reese and O' Neill, 1989)4) Corected Standard Penetration, Ncorrect = NF*sqrt(95.6/σ'v), (Liao and Whitman, 1986)

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SINGLE BORED PILE CAPACITY CALCULATION-STATIC FORMULA

Project: Saraburi A Cogeneration Co.,ltd.

Location: Saraburi

Borehole No.: BH-1Pile Dia.(m.) : 0.50Area: 0.196 m2

Perimeter : 2.000 mFactor of safety : 2.50Depth 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 QaTo 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 0.01.0 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 5.0 14.3 10.1 10.1 5.0 0.0 24.4 9.82.0 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 5.2 17.0 10.5 20.5 10.3 0.5 27.0 14.83.0 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 5.7 20.3 11.4 31.9 15.9 0.9 30.7 20.54.0 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 6.4 26.0 12.8 44.6 22.3 1.4 37.4 27.75.0 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 7.0 31.5 14.1 58.7 29.4 1.9 43.8 35.47.5 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 7.6 36.4 37.9 96.7 48.3 3.1 71.3 52.09.0 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 9.6 51.3 28.8 125.5 62.7 3.8 76.3 69.2

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 9.3 49.9 27.9 153.4 76.7 4.5 73.3 79.512.0 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 10.2 57.0 30.5 183.8 91.9 5.2 82.3 94.313.5 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 11.5 67.1 34.5 218.3 109.1 5.9 95.7 111.815.0 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 13.2 77.1 39.7 257.9 129.0 6.6 110.1 131.415.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0

15.0

15.0

Remark: 1) Negative skin friction is not consider in the calculation2) Pile cut-off level is at - 1.00 m. below ground level3) Limited maximum end bearing, qb = 400 t/sq.m. for sand (Reese and O' Neill, 1989)4) Corected Standard Penetration, Ncorrect = NF*sqrt(95.6/σ'v), (Liao and Whitman, 1986)

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SINGLE BORED PILE CAPACITY CALCULATION-STATIC FORMULA

Project: Saraburi A Cogeneration Co.,ltd.

Location: Saraburi

Borehole No.: BH-1Pile Dia.(m.) : 0.60Area: 0.283 m2

Perimeter : 2.400 mFactor of safety : 2.50Depth 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 QaTo 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 0.01.0 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 5.0 20.6 12.1 12.1 5.0 0.0 32.7 13.12.0 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 5.2 24.4 12.6 24.6 10.3 0.7 36.3 19.33.0 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 5.7 29.3 13.6 38.2 15.9 1.4 41.5 26.54.0 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 6.4 37.5 15.3 53.6 22.3 2.0 50.8 35.65.0 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 7.0 45.4 16.9 70.5 29.4 2.7 59.6 45.37.5 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 7.6 52.4 45.5 116.0 48.3 4.4 93.5 65.69.0 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 9.6 73.9 34.5 150.5 62.7 5.4 103.0 87.6

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 9.3 71.8 33.5 184.0 76.7 6.4 98.9 99.812.0 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 10.2 82.1 36.6 220.6 91.9 7.5 111.2 118.113.5 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 11.5 96.7 41.3 261.9 109.1 8.5 129.5 140.115.0 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 13.2 111.0 47.6 309.5 129.0 9.5 149.1 164.415.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0

15.0

15.0

Remark: 1) Negative skin friction is not consider in the calculation2) Pile cut-off level is at - 1.00 m. below ground level3) Limited maximum end bearing, qb = 400 t/sq.m. for sand (Reese and O' Neill, 1989)4) Corected Standard Penetration, Ncorrect = NF*sqrt(95.6/σ'v), (Liao and Whitman, 1986)

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Appendix C

Pile Calculation

Sample sheet

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SINGLE SQUARE DRIVEN PILE CAPACITY CALCULATION-STATIC FORMULA

Project: Nong Saeng Power Plant - Saraburi

Location: Factory Area

Borehole No.: BH-2Pile size : 0.25 x 0.25 m.Area: 0.063 m2

Perimeter : 1.000 mFactor of safety : 2.50Depth 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 QaUSCS 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 0.0CH 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 7.3CH 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 13.2CL 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 23.5SM 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 35.7SP 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

Remark: 1) Negative skin friction is not consider in the calculation2) Pile cut-off level is at - 1.00 m. below ground level3) Limited maximum end bearing, qb = 1000 t/sq.m. for sand (Reese and O' Neill, 1989)4) Corected Standard Penetration, Ncorrect = NF*sqrt(95.6/σ'v), (Liao and Whitman, 1986)

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SINGLE SQUARE DRIVEN PILE CAPACITY CALCULATION-STATIC FORMULA

Project: Nong Saeng Power Plant - Saraburi

Location: Factory Area

Borehole No.: BH-2Pile size : 0.30 x 0.30 m.Area: 0.090 m2

Perimeter : 1.200 mFactor of safety : 2.50Depth 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 QaUSCS 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 0.0CH 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 16.6 8.1 8.1 6.8 0.0 24.7 9.9CH 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 18.1 17.1 25.2 21.0 0.9 42.4 16.9CL 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 20.8 30.0 55.1 45.9 2.3 73.7 29.5SM 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 40.6 20.4 75.6 63.0 2.8 113.3 45.3SP 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 60.9 22.5 98.0 81.7 3.1 155.8 62.3

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 74.0 20.9 119.0 99.1 3.3 189.6 75.8

Remark: 1) Negative skin friction is not consider in the calculation2) Pile cut-off level is at - 1.00 m. below ground level3) Limited maximum end bearing, qb = 1000 t/sq.m. for sand (Reese and O' Neill, 1989)4) Corected Standard Penetration, Ncorrect = NF*sqrt(95.6/σ'v), (Liao and Whitman, 1986)

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SINGLE SQUARE DRIVEN PILE CAPACITY CALCULATION-STATIC FORMULA

Project: Nong Saeng Power Plant - Saraburi

Location: Factory Area

Borehole No.: BH-2Pile size : 0.35 x 0.35 m.Area: 0.123 m2

Perimeter : 1.400 mFactor of safety : 2.50Depth 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 QaUSCS 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 0.0CH 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 22.5 9.5 9.5 6.8 0.0 32.0 12.8CH 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 24.6 19.9 29.3 21.0 1.2 52.8 21.1CL 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 28.3 35.0 64.3 45.9 3.1 89.5 35.8SM 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 55.2 23.8 88.2 63.0 3.8 139.6 55.8SP 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 82.8 26.2 114.4 81.7 4.3 193.0 77.2

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 17.4 100.7 24.4 138.8 99.1 4.6 234.9 94.0

Remark: 1) Negative skin friction is not consider in the calculation2) Pile cut-off level is at - 1.00 m. below ground level3) Limited maximum end bearing, qb = 1000 t/sq.m. for sand (Reese and O' Neill, 1989)4) Corected Standard Penetration, Ncorrect = NF*sqrt(95.6/σ'v), (Liao and Whitman, 1986)

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SINGLE SQUARE DRIVEN PILE CAPACITY CALCULATION-STATIC FORMULA

Project: Nong Saeng Power Plant - Saraburi

Location: Factory Area

Borehole No.: BH-2Pile size : 0.40 x 0.40 m.Area: 0.160 m2

Perimeter : 1.600 mFactor of safety : 2.50Depth 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 QaUSCS 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 0.0CH 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 29.4 10.8 10.8 6.8 0.0 40.2 16.1CH 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 32.1 22.7 33.5 21.0 1.5 64.1 25.6CL 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 37.0 40.0 73.5 45.9 4.0 106.5 42.6SM 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 72.2 27.3 100.8 63.0 5.0 167.9 67.2SP 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 12.5 108.2 30.0 130.7 81.7 5.6 233.3 93.3

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 17.4 131.5 27.9 158.6 99.1 6.0 284.2 113.7

Remark: 1) Negative skin friction is not consider in the calculation2) Pile cut-off level is at - 1.00 m. below ground level3) Limited maximum end bearing, qb = 1000 t/sq.m. for sand (Reese and O' Neill, 1989)4) Corected Standard Penetration, Ncorrect = NF*sqrt(95.6/σ'v), (Liao and Whitman, 1986)

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RECOMMENDED ALLOWABLE LOAD FOR SINGLE SQUARE DRIVEN PILE

Project: Nong Saeng Power Plant - Saraburi

Location: Factory Area

Borehole No.: BH-2

Factor of safety : 2.50

Depth of water : -0.80 m. below ground level

25 x 25 cm. Square Driven Pile 30x30 cm. square Driven Pile 35x35 cm. square Driven Pile 40x40 cm. square Driven Pile

Cumm.Skin Friction

End Bearing

PileWeight

Allowable Load

Cumm.Skin Friction

End Bearing

PileWeight

Allowable Load

Cumm.Skin Friction

End Bearing

PileWeight

Allowable Load

Cumm.Skin Friction

End Bearing

PileWeight

Allowable Load

(tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons)

13.5 46 14 2 24 55 21 2 29 64 28 3 36 73 37 4 43

16.0 63 28 2 36 76 41 3 45 88 55 4 56 101 72 5 67

17.5 82 42 2 49 98 61 3 62 114 83 4 77 131 108 6 93

18.5 99 51 2 59 119 74 3 76 139 101 5 94 159 132 6 114

REMARK : 1. Negative skin friction is not consider in the calculation

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

Depth

(meters)

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PROJECT : Nong Saeng Power Plant - Saraburi

LOCATION : Factory AreaBOREHOLE NO.: BH-2

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

0

2

4

6

8

10

12

14

16

18

20

0 20 40 60 80 100 120

Cumm. Ultimate Skin Friction(t/m of Perimeter)

Dep

th (m

)0

2

4

6

8

10

12

14

16

18

20

0 200 400 600 800 1,000

Ultimate End Bearing(t/sq.m)

Dep

th (m

)

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Appendix D

Bearing Capacity and Shallow Foundation

Sample sheet data

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SPT Correlation Program - NovoSPT(Pro) 1.8.0.51

Novo Tech Software Ltd.www.NovotechSoftware.com

Developed by : Alireza Afkhami-Aghda

This copy of program is licensed to : Poosit Sunlakaviset

Table i : Input data and assumptions.

Input Parameter Value

Footing B (m) 1

Footing L (m) 1

Footing Df (m) 0.9

Footing P (kPa) 100

Safety factor FS 3

Apply ground water ti

No

Ground water level ( )

-

Pile length (m) 5

Pile diameter (m) 0.4

all calculations are done for SPT blow count N60=15 at depth 7.92 m; Corrected SPT N1(60)~13 after Liao and Whitman 1986

Table ii : Soil layers from existing ground.

Thickness ( )

Unit W i ht3 16.5

4.3 18.7

5 17.5

Table iii : In-situ SPT test results.

Depth (m) SPT Bl C

N60

0.3 34 32

0.61 12 11

0.91 18 17

1.22 26 25

1.52 23 22

1.83 25 24

2.13 43 41

2.44 22 21

2.74 21 20

3.05 17 16

3.35 18 17

3.66 20 19

3.96 19 18

4.27 25 24

4.57 23 22

4.88 24 23

5.18 25 24

5.49 22 21

5.79 24 23

6.1 24 23

6.4 26 25

6.71 28 26

7.01 18 17

7.32 20 19

7.62 24 23

7.92 16 15

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Table 16 : Young's Modulus (Es).

Source Young's Modulus Es (kPa)

Comments Ref# Var.

Schultze and Muhs, 1967 36409 Sand 41 N1(60)

D'Appolonia et al., 1970 35772 Sand (normally consolidated) 41 N1(60)

Tan et al., 1991 15000 Sand (normally consolidated) N60

Bowles, 1996 and Denver, 1982 27111 Sand (normally consolidated) 25 N60

Bowles, 1996 90000 Sand (normally consolidated) 25 N60

Bowles, 1996 50099 Sand (normally consolidated) 25 N60

Bowles, 1996 7500 Sand (saturated) 25 N60

Bowles, 1996 41250 Sands (all normally consolidated): average value 25 N60

Bowles, 1996 55750 Sand (over consolidated) OCR=1 25 N60

Bowles, 1996 25200 Gravelly sand 25 N60

Kulhawy and Mayne, 1990 7500 Sands with fines N60

Kulhawy and Mayne, 1990 15000 Clean sands (normally consolidated) N60

Kulhawy and Mayne, 1990 22500 Clean sands (over consolidated) N60

Tan et al., 1991 12600 Gravelly sand N60

Tan et al., 1991 9600 Clayey sand N60

Tan et al., 1991 6300 Silts, sandy silt, or clayey silt N60

Ghahramani and Behpoor, 1989 2550 Saturated clays, N60<25 7 N60

Skempton, 1986 23550 N60

Papadopoulos, 1992 19500 25 N60

Mezenbach, 1961 10150 Fine sand (above water level) 25 N60

Mezenbach, 1961 14450 Fine sand (below water level) 25 N60

Mezenbach, 1961 10650 Sand (medium) 25 N60

Mezenbach, 1961 19550 Coarse sand 25 N60

Mezenbach, 1961 22000 Sand and gravel 25 N60

Mezenbach, 1961 10350 Silty sand 25 N60

Mezenbach, 1961 9900 Silt 25 N60

Stroud, 1988 ~ 7500 to 30000 Weak rocks 47 N60

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Table 17 : Undrained Shear Strength (Su) of Clays.

Source Undrained shear strength Su (kPa)

Comments Ref# Var.

Terzaghi and Peck, 1967 98 N60

Meyerhof, 1956 150 N60

Peck et al., 1974 75 N1(60)

Ghahramani and Behpoor, 1989 112 based on over 100 data in Iran, N60<25 7 N60

Decourt, 1989 158 from triaxial UU tests 47 N60

Stroud, 1974 68 Insensitive overconsolidated clays 47 N60

Stroud, 1989 68 PI=15% N60

Stroud, 1989 82 PI=50% N60

Stroud, 1989 75 In-sensitive weak rock with N60<200 N60

Sowers, 1979 ~ 38 to 69 Clayey sands (SC) and Silts (ML) N60

Sowers, 1979 ~ 69 to 150 Lean clays (CL) N60

Sowers, 1979 ~ 150 to 259 Fat clays (CH) N60

Stroud and Butler, 1975 ~ 60 to 90 valid for N60>5 N60

Japanese Road Association - valid for N60<5 N60

Reese, Touma and O'Neill, 1976 105 N60

Kulhawy and Mayne, 1990 90 30 N60

Hara et al., 1974 204 30 N60

Ajayi and Balogun, 1988 95 39 N60

Hatef and Keshavarz, 2004 104 based on 482 SPT and unconfined compression tests in Shiraz city (Iran)

39 N60

Tavares, 1988 105 for clays in Brazil 39 N60

Table 18 : Other Correction Factors.

Source Correction Factor Comments Ref# Var.

Skempton, 1986 1 Borehole Diameter Factor, Cb N60

Skempton, 1986 1 Sampling Method Factor, Cs N60

Skempton, 1986 0.94 Rod Length Factor, Cr N60

Skempton, 1986 1 Energy Ratio Factor, Ce N60

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Table 19 : Depth Correction Factor (Cn).

Source Depth Correction Factor Cn

Comments Ref# Var.

Gibbs and Holtz, 1957 1.64 equation by Teng, 1962 N60

Samson et al., 1986 0.82 N60

Peck and Bazaraa, 1969 0.85 N60

Peck, Hanson and Thornburn, 1974 0.88 N60

Seed, 1976 0.8 N60

Tokimatsu and Yoshimi, 1983 0.8 N60

Liao and Whitman, 1986 0.83 N60

Skempton, 1986 0.82 N60

Canadian Foundation Engineering Manual, 2006

0.87 4th Edition N60

Table 20 : Relative Density (Dr) of Sands.

Source Relative Density (%) Comments Ref# Var.

Gibbs and Holtz, 1957 59.8 Linear Interpolation N60

Meyerhof, 1957 54

Yoshida et al., 1988 48 with Co=25, C1=0.12, C2=0.46 1 N60

Idriss and Boulanger, 2003 52.2 19 N1(60)

Skempton, 1986 47.7 Fine sands 42 N1(60)

Skempton, 1986 43.9 Coarse sands 42 N1(60)

Cubrinovski and Ishihara, 1999 56.7 All sands 42 N1(60)

Cubrinovski and Ishihara, 1999 49.5 Clean sands 42 N1(60)

Cubrinovski and Ishihara, 1999 69.4 Silty sands 42 N1(60)

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Table 21 : Bearing Capacity of Footings on Sands (qa).

Source Allowable Bearing Capacity qa (kPa)

Comments Ref# Var.

Burland and Burbidge, 1985 662.77 T=2.23, based on 25 mm allowable settlement 2 N60(ave)

Terzaghi 247.57 Ng from Brinch and Hansen 1970, Nq from Bowles 1996, Fi from Hatanaka and Uchida, 1996

Meyerhof, 1976 390

Parry, 1977 490.91 in cohesionless soils (valid for Df<B)

Peck et al., 1974 132.71 in cohesionless soils

Table 22 : Settlement of Footing on Sands (S).

Source Settlement (cm) Comments Ref# Var.

modified Meyerhof, 1965 0.36 revised method after Meyerhof, 1956 N60ave

modified Meyerhof (based on Terzaghi and Peck)

- for sands, B>1.2 m N60ave

Terzaghi and Peck, 1967 0.61 N60ave

Peck and Bazaraa, 1969 0.2 N60ave

Peck, Hanson and Thornburn, 1974 2.34 valid for B>0.9 m N60ave

Burland and Burbidge, 1985 0.28 for normally consolidates sands N60ave

Burland and Burbidge, 1985 0.03 for over consolidates sands N60ave

Duncan and Buchignani, 1976 0.65 modified from Meyerhof 1965, for 1 year time effect N60ave

Alpan, 1964 1.53 N1(60)

Anagnostropoulos et al., 1991 0.28 database of 150 cases N60ave

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Table 23 : Becker Hammer Test (BPT).

Source Equivalent BPT (Nb30)

Comments Ref# Var.

Harder and Seed, 1986 15 does not consider friction of casing 15 N60

Alex Sy and Campanella, 1994 36 Rs = 0 kN 15,18 N60

Alex Sy and Campanella, 1994 20 Rs = 45 kN 15,18 N60

Alex Sy and Campanella, 1994 12 Rs = 90 kN 15,18 N60

Alex Sy and Campanella, 1994 6 Rs = 135 kN 15,18 N60

Alex Sy and Campanella, 1994 4 Rs = 180 kN 15,18 N60

Alex Sy and Campanella, 1994 2 Rs = 225 kN 15,18 N60

Alex Sy and Campanella, 1994 2 Rs = 270 kN 15,18 N60

Alex Sy and Campanella, 1994 1 Rs = 315 kN 15,18 N60

Alex Sy and Campanella, 1994 1 Rs = 360 kN 15,18 N60

Table 24 : Liquefaction (CRR).

Source Cyclic Stress Ratio (CSR)

Comments Ref# Var.

University of California, Davis 0.14 based on on-going works 19 N1(60)

Chinese Code 0.2 uses 0.833*N1(60) N1(60)

Kokusho 0.23 uses 0.833*N1(60) N1(60)

Seed 0.24 uses 0.833*N1(60) N1(60)

Shibata 0.25 uses 0.833*N1(60) N1(60)

Tokimatsu 0.22 uses 0.833*N1(60) N1(60)

NCEER 1997 Workshop 0.14 for clean sand N1(60)

Table 25 : Consistency.

Source Consistency Comments Ref# Var.

Meyerhof, 1965 Stiff for fine-grained soils N60

Meyerhof, 1965 Medium for coarse-grained soils N60

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Table 26 : Friction Angle of Sands.

Source Internal Friction Angle (deg)

Comments Ref# Var.

Peck et al., 1953 29.1 4 N60

Terzaghi, Peck and Mesri, 1996 35 Fine-grained sands 23,27 N60

Terzaghi, Peck and Mesri, 1996 31.8 Coarse-grained sands 23,27 N60

Hatanaka and Uchida, 1996 34.7 for Sands 2 N1(60)

Hatanaka and Uchida, 1996 35.8 30 N1(60)

Ohsaki et al., 1959 32.3 4 N60

JRA, 1990 30 for N60>5 , Fi<=45 4 N60

Dunham, 1954 38.4 Angular and well-graded soils 4 N60

Dunham, 1954 33.4 Round and well-graded OR Angular and uniform-graded soils 4 N60

Dunham, 1954 28.4 Round and uniform-garded soils 4 N60

Shioi and Fukui, 1954 25.8 in general 1 N70

Shioi and Fukui, 1954 30.2 for roads and bridges 1 N70

Shioi and Fukui, 1954 31.6 for buildings 1 N70

Meyerhof, 1959 35.2 Dr from Yoshida, 1988 N60

Peck, Hanson and Thornburn, 1974 31.7 is not recommended for shallow depths (less than 1 to 2 metres) 12 N1(60)

Kampengsen 36.7 24 N60

Kampengsen 38.3 24 N1(60)

Chonburi 35.4 24 N60

Chonburi 35.7 24 N1(60)

Ayuthaya 36.2 24 N60

Ayuthaya 34.7 24 N1(60)

Wolff, 1989 30.8 an approximation based on Peck et al., 1974 30 N1(60)

Kulhawy and Mayne, 1990 35.4 N60

Moh, Chin, Lin and Woo, 1989 32.7 granular soils in Taipei 33 N1(60)

Halanakar and Uchida, 1996 32.8 25 N1(60)

Duncan, 2004 45 Gravel, Cu>4 45 Dr

Duncan, 2004 38.6 Sand, Cu<6 45 Dr

Duncan, 2004 43.6 Sand, Cu>6 45 Dr

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Table 27 : Shear Wave Velocity (Vs).

Source Vs (m/s) Comments Ref# Var.

Kanai et al., 1966 96 for all soils N60

Imai et al., 1975 227 for all soils N60

Imai, 1977 212 Holocene clay N1(60)

Imai, 1977 187 Holocene sand N1(60)

Imai, 1977 237 Pleistocene clay N1(60)

Imai, 1977 218 Pleistocene sand N1(60)

Imai and Yoshimura, 1970 186 for all soils N60

Imai and Yoshimura, 1975 224 from 192 samples N60

Imai and Tonouchi, 1982 176 for gravelly soils N60

Imai and Tonouchi, 1982 207 for all soils N60

Ohta et al., 1972 231 for sands N60

Ohta and Goto, 1978 85 for Holocene clays 34 N60

Ohta and Goto, 1978 91 for Holocene sands 34 N60

Ohta and Goto, 1978 97 for Holocene sands and gravels 34 N60

Ohta and Goto, 1978 123 for Holocene gravels 34 N60

Ohta and Goto, 1978 110 for Pleistocene clays 34 N60

Ohta and Goto, 1978 118 for Pleistocene sands 34 N60

Ohta and Goto, 1978 127 for Pleistocene sands and gravels 34 N60

Ohta and Goto, 1978 160 for Pleistocene gravels 34 N60

JRA, 1980 247 for clays 40 N60

JRA, 1980 197 for sands 40 N60

Ohba and Toriuma, 1970 186 N1(60)

Iyisan 208 13 N60

Tomio Inazaki, 2006 254 Public Works Research Institute of Japan 36 N60

Baziar, Fallah, Razeghi and Khorasani 1998

413 for all soils in Iran (function of depth) N1(60)

Okamota et al., 1989 267 Pleistocene sand N1(60)

Tamura and Yamazaki, 2002 246 function of depth N1(60)

Ulugergerli and Uyanik, 2004 ~ 63 to 469 Clay, slit and gravel in western Turkey 31 N60

Jafari, Shafiee and Razmkhak, 2002

195 Clayey soils in Tehran (uses N60) 35 N60

Jafari, Shafiee and Razmkhak, 2002

177 Silty soils in Tehran (uses N60) 35 N60

Jafari, Shafiee and Razmkhak, 2002

190 Fine-grained soils in Tehran (uses N60) 35 N60

Jafari et al., 1997 220 for all soils N60

Yokota et al., 1991 251 for all soils N60

Lee, 1990 333 for clays N60

Lee, 1990 252 for silts N60

Lee, 1990 215 for sands N60

Sykora and Stokoe, 1983 219 for coarse-grained soils N60

Seed et al., 1983 217 for sands N60

Seed and Idriss, 1981 236 for all soils N60

Shibata, 1970 124 for sands N60

Ohsaki and Iwazaki, 1973 211 for coarse-grained soils N60

Ohsaki and Iwazaki, 1973 236 for all soils N60

Anbazhagan and Sitharam, 2008 214 based on 58 sites in Banglore 43 N1(60)

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Table 28 : Shear Modulus (Gmax).

Reference Shear Modulus Gmax (MPa)

Comments Ref# Var.

Imai and Tonouchi, 1982 173 37 N1(60)

Seed, Idriss and Arango, 1983 98 N60

Anbazhagan, Sitharam and Diryac, 2007

66 data gathered from Turkey 37 N1(60)

Wroth et al., 1979 105 based on Ohsaki and Iwasaki, 1973 44 N60

Ohsaki and Iwasaki, 1973 97 38 N60

Seed et al., 1986 124 using Japanese data 38 N1(60)

Seed et al., 1986 103 46 N60

Randolph, 1981 15 is conservative 44 N60

Table 29 : Bearing Capacity of Piles.

Source Unit Ultimate Bearing of Pile (kPa)

Comments Ref# Var.

GEO, 1996 and Yau 2000 16 fs for bored piles in saprolites 10 N60

Meyerhof, 1976 22 fs for small displacement piles (bored) 28 N60

Meyerhof, 1976 45 fs for large displacement piles (driven) 28 N60

Yves Robert, 1997 28 fs in granular soil 28 N60

Quiros and Reese, 1977 56 fs for drilled piles 46 N60

Reese and Wright, 1977 42 fs for drilled piles 46 N60

Reese and O'Neill, 1988 192 fs for drilled piles (beta method, function of depth) 46 -

Hassan and O'Neill, 1994 192 fs for drilled piles (modified beta method, function of depth) 46 N60

Meyerhof, 1976 1502 qp for small displacement piles (bored) with upper limit cut-off 28 N1(60)

Meyerhof, 1976 5008 qp for large displacement piles (driven) with upper limit cut-off 28 N1(60)

Yves Robert, 1997 1440 qp for bored piles in granular soil 28 N1(60)

Yves Robert, 1997 2379 qp for driven piles in granular soil 28 N1(60)

Reese and O'Neill, 1988 900 qp with upper limit of 4300 KPa in drilled shafts 46 N60

Detta et al., 1980 ~ 2625 to 8750 qp in calcareous sands 39 N60

Reese and Wright, 1977 958 qp for drilled piles 46 N60

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Table 30 : Misc..

Source Value Parameter Ref# Var.

Meyerhof, 1965 6 CPT tip resistance (qc), in MPa N60

J. Fred Triggs and Paul D. Simpson, 1990

25 Wildcat Dynamic Penetrometer blow counts /10cm N60

Stroud, 1989 ~ 133.12 E-6 mv for PI=15%, in 1/kPa N1(60)

Stroud, 1989 ~ 199.68 E-6 mv for PI=50%, in 1/kPa N1(60)

Ohya, 1982 5424 Pressuremeter horizontal modulus (E_PMT) in sands, in kPa N60

Kulhawy and Mayne, 1990 17.3 Saturated unit weight for Sands, in kN/m3 N60

Kulhawy and Mayne, 1990 18.9 Saturated unit weight for Clays, in kN/m3 N60

Ulugergerli and Uyanik, 2004 ~ 16.6 to 19.4 Unit weight for clay, slit and gravel in western Turkey (using average Vs), in kN/m3

N60

Ziaie Moayed and Naeini, 2006 106.1 Modulus of subgrade reaction Ks30 in gravely soils, in MN/m3 29 N1(60)

Mayne and Kemper, 1984 6.2 Over Consolidation Ratio (OCR) for clays N60

Muayed Ismail, 2008 ~ 1.3 E-3 D10 for granular soil near Baghdad N60<35, in mm 32 N60

Schnaid et al., 2004 ~ 55.2 to 124.3 initial stiffness modulus (Go) for un-cemented soils, in MPa 47 N60

Schnaid et al., 2004 ~ 124.3 to 331.5 initial stiffness modulus (Go) for cemented soils, in MPa 47 N60

Sandorni, 1991 20.6 operational stiffness modulus (E) for cemented soils, in MPa 47 N60

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APPENDIX E

Sample Sheet for

Long Term Settlement Calculation

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MS

ettle 7.3 : RoadW

idth12.0m.sli

P.O

. Box 69

2600 AB

Delft

Phone

+31 15 269 35 00

Fax+31 15 261 08 21

date

30/10/2009

PG

S P

ower P

lant Nongsaeng

Road w

idth 12.0 m.. S

ettlement P

rediction

Annex

Height 5.0 m

.

Input View

MaterialsStiff Clay

Very Stiff Clay

Sand

0.000 100.000

Sand

Very Stiff Clay

Stiff Clay

EMBANKMENT LOAD 1VEHICLE LOAD

1 2

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MS

ettle 7.3 : RoadW

idth12.0m.sli

P.O

. Box 69

2600 AB

Delft

Phone

+31 15 269 35 00

Fax+31 15 261 08 21

date

30/10/2009

PG

S P

ower P

lant Nongsaeng

Road w

idth 12.0 m.. S

ettlement P

rediction

Annex

Height 5.0 m

.

Time-History

Vertical 2 (X = 50.000 m; Z = 0.000 m)Method = Isotache with Terzaghi (Natural strain)

Depth = 0.000 (-) [m]Settlement after 10000 days = 1.082 [m]

1 10 100 1000 10000

1.000000

0.800000

0.600000

0.400000

0.200000

0.000000

Set

tlem

ent [

m]

1 10 100 1000 10000

Time [days]

105.921715

105.921720

105.921725

105.921730

Load

ing

[kPa

]

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MS

ettle 7.3 : RoadW

idth12.0m.sli

P.O

. Box 69

2600 AB

Delft

Phone

+31 15 269 35 00

Fax+31 15 261 08 21

date

30/10/2009

PG

S P

ower P

lant Nongsaeng

Road w

idth 12.0 m.. S

ettlement P

rediction

Annex

Height 5.0 m

.

Time-History

Vertical 1 (X = 34.000 m; Z = 0.000 m)Method = Isotache with Terzaghi (Natural strain)

Depth = 0.000 (-) [m]Settlement after 10000 days = 0.453 [m]

1 10 100 1000 10000

0.400000

0.300000

0.200000

0.100000

0.000000

Set

tlem

ent [

m]

1 10 100 1000 10000

Time [days]

2.633310

2.633315

2.633320

2.633325

Load

ing

[kPa

]

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Report for M

Settle 7.3S

ettlement C

alculationsD

eveloped by GeoD

elft

Date of report:

30/10/2009Tim

e of report:12:58:40

Date of calculation:

30/10/2009Tim

e of calculation:12:36:06

Filename:

D:\..\00-IP

P-P

haseII\01-Soil-R

eport\Settlem

entAnalysis\R

oadWidth12.0m

Project identification:

PG

S P

ower P

lant Nongsaeng

Road w

idth 12.0 m.. S

ettlement P

redictionH

eight 5.0 m.

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M

Settle 7.3

30/10/2009D

:\..\SettlementA

nalysis\RoadW

idth12.0mPage 2

1 Echo of the Input

1.1 Layer Boundaries

Boundary num

berC

o-ordinates [m]

3 - X -

0.000100.000

3 - Y -

0.0000.000

2 - X -

0.000100.000

2 - Y -

-6.000-6.000

1 - X -

0.000100.000

1 - Y -

-16.000-16.000

0 - X -

0.000100.000

0 - Y -

-18.600-18.600

1.2 Soil Profiles

LayerM

aterial name

PL-line

PL-line

number

topbottom

3S

tiff Clay

11

2V

ery Stiff C

lay1

11

Sand

11

1.3 Soil Properties

LayerD

rainedU

nit weight

Vert. consolid.

number

Unsaturated

Saturated

coefficient Cv

[kN/m

³][kN

/m³]

[m2/s]

3N

o21.00

21.007.31E

-082

No

22.0022.00

7.31E-08

1Y

es21.00

21.001.00E

-01

LayerP

OP

OC

Rnum

ber[kN

/m²]

[-]3

1.302

1.301

1.30

LayerD

irectS

ecularS

ecularnum

bercom

p. indexcom

p. indexcom

p. ratea [-]

b [-]c [-]

31.000E

-021.000E

-015.000E

-032

1.000E-02

1.000E-01

5.000E-03

11.000E

-021.000E

-015.000E

-03

1.4 Verticals

Vertical num

berX

co-ordinates [m]

1 - 30.000

34.00050.000

Calculation cross section at Z = 0.000 m

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M

Settle 7.3

30/10/2009D

:\..\SettlementA

nalysis\RoadW

idth12.0mPage 3

2 Results per Vertical

2.1 Results for Vertical 1 (X = 34.00 m

; Z = 0.00 m)

Depth

Initial stressFinal stress

S-total

S-w

aterS

-eff.S

-totalS

-water

S-eff.

[m]

[kN/m

²][kN

/m²]

[kN/m

²][kN

/m²]

[kN/m

²][kN

/m²]

Layer 30.00

0.0000.000

0.0002.633

0.0002.633

-0.102.100

0.0002.100

4.7330.000

4.733-0.20

4.2000.000

4.2006.837

0.0006.837

-0.306.300

0.0006.300

8.9490.000

8.949-0.40

8.4000.000

8.40011.078

0.00011.078

-0.5010.500

0.00010.500

13.2290.000

13.229-0.60

12.6000.981

11.61915.406

0.98114.425

-0.7014.700

1.96212.738

17.6111.962

15.649-0.80

16.8002.943

13.85719.841

2.94316.898

-0.9018.900

3.92414.976

22.0943.924

18.170-1.00

21.0004.905

16.09524.366

4.90519.461

-2.0042.000

14.71527.285

47.59714.715

32.882-3.00

63.00024.525

38.47571.074

24.52546.549

-4.0084.000

34.33549.665

94.55034.335

60.215-5.00

105.00044.145

60.855117.955

44.14573.810

-6.00126.000

53.95572.045

141.24853.955

87.293 Layer 2

-6.00126.000

53.95572.045

141.24853.955

87.293-7.00

148.00063.765

84.235165.402

63.765101.637

-8.00170.000

73.57596.425

189.40073.575

115.825-9.00

192.00083.385

108.615213.232

83.385129.847

-10.00214.000

93.195120.805

236.89793.195

143.702-11.00

236.000103.005

132.995260.396

103.005157.391

-12.00258.000

112.815145.185

283.735112.815

170.920-13.00

280.000122.625

157.375306.922

122.625184.297

-14.00302.000

132.435169.565

329.965132.435

197.530-15.00

324.000142.245

181.755352.875

142.245210.630

-16.00346.000

152.055193.945

375.660152.055

223.605 Layer 1

-16.00346.000

152.055193.945

375.660152.055

223.605-16.70

360.700158.922

201.778390.840

158.922231.918

-17.30373.300

164.808208.492

403.810164.808

239.002-17.90

385.900170.694

215.206416.742

170.694246.048

-18.60400.600

177.561223.039

431.786177.561

254.225

LayersType of drainage

Time

Degree of consolidation [%

][days]

110

1001000

100003 - 2

undrained, single drainage81066

0.571.78

5.6117.72

55.861 - 1

drained100.00

100.00100.00

100.00100.00

Page 59: Soil Investigation - i-astm.com · PDF fileSoil Investigation PREPARED BY ... Table 8 Sample of soil resistivity test ... and/or consistency of the ground and to obtain disturbed samples

M

Settle 7.3

30/10/2009D

:\..\SettlementA

nalysis\RoadW

idth12.0mPage 4

3 Settlements

3.1 Settlements

Vertical

X co-ordinate

Surface level

Settlem

entnum

ber[m

][m

][m

]1

34.000.00

0.453 2

50.000.00

1.082

End of Report

Page 60: Soil Investigation - i-astm.com · PDF fileSoil Investigation PREPARED BY ... Table 8 Sample of soil resistivity test ... and/or consistency of the ground and to obtain disturbed samples

TABLE 1

UNCONFINED COMPRESSION TEST

Sample Sheet

Page 61: Soil Investigation - i-astm.com · PDF fileSoil Investigation PREPARED BY ... Table 8 Sample of soil resistivity test ... and/or consistency of the ground and to obtain disturbed samples

Project :

Location. Depth, m. : 3.00-3.50 Init. Area : 25.04 sq.cm.

Boring No. Dia.(D), cm. : 5.65 Wet Dens.: 1.538 gm/cc

Sample No. Height(H), cm. : 11.83 Dry Dens. : 1.408 gm/cc

Testing Date : Soil Weight, gm. : 455.43 Sample Description:

PR constant : 0.2262 kg./div. Water Cont, % 9.24

Strain Rate : 0.05 mm./min. Cap +PR Load, kg. : 0.208 SAMPLE AFTER TEST

Deform Reading : 2.54E-05 mm./div. Tested by VERAPOL

Deform. Load Strain Cor. Axial Dev. Tangent Secant Summary of

0.000 Rdg. % Area Load Stress Modulus Modulus Strength

mm. (div.) sq.cm N kPa MPa MPa Properties

0 0.0 0.000 25.04 0.0 0.0 H/D ratio= 2.09

20 4.0 0.000 25.04 11 4.4 0.00 cor.factor = 0.990

40 5.8 0.001 25.04 15 6.0 371.21 692.88

60 7.8 0.001 25.04 19 7.7 412.45 599.40 qu = 46.0 kPa

80 9.4 0.002 25.04 23 9.1 329.96 532.04 cor. qu = 46.4 kPa

100 10.9 0.002 25.04 26 10.5 309.33 487.50 c = qu/2 = 23.0 kPa

120 12.3 0.003 25.04 29 11.7 288.71 454.37 cor. c = 2.37 T/m2

140 13.9 0.003 25.04 33 13.1 329.95 436.59

160 15.3 0.003 25.04 36 14.4 288.70 418.11 Tangent Modulus at 50 % qu

180 16.9 0.004 25.04 40 15.8 329.94 408.31 = 230.95 MPa

200 18.4 0.004 25.04 43 17.1 309.32 398.41 Secant Modulus at 50 % qu

250 21.2 0.005 25.04 49 19.6 230.95 364.92 = 364.92 MPa

300 25.7 0.006 25.04 59 23.6 371.17 365.96

350 29.5 0.008 25.04 67 26.9 313.42 358.46

400 32.9 0.009 25.04 75 30.0 280.42 348.70

450 36.5 0.010 25.04 83 33.1 296.91 342.95

500 40.0 0.011 25.04 91 36.2 288.66 337.52

550 43.0 0.012 25.05 97 38.90 247.41 329.33

600 45.0 0.013 25.05 102 40.67 164.92 315.63

650 47.0 0.014 25.05 106 42.44 164.92 304.03

700 48.7 0.015 25.05 110 43.95 140.17 292.33

750 50.0 0.016 25.05 113 45.10 107.18 279.99

800 51.0 0.017 25.05 115 45.98 82.43 267.64

850 51.0 0.018 25.05 115 45.98 -0.05 251.89

900 51.0 0.019 25.05 115 45.98 -0.05 237.90

950 50.0 0.020 25.05 113 45.10 -82.52 221.03

1000 49.0 0.021 25.05 111 44.21 -82.52 205.85

UNCONFINED COMPRESSION TESTASTM TESTING CO.,LTD.

1

13/06/52

BANGKLA CHACHOENGSAOBH-1

SIAM ENERGY POWER PLANT

0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

40.0

45.0

0 0.005 0.01 0.015 0.02 0.025

STRAIN, %

DE

VIA

TER

STR

ES

S,

kPa

Page 62: Soil Investigation - i-astm.com · PDF fileSoil Investigation PREPARED BY ... Table 8 Sample of soil resistivity test ... and/or consistency of the ground and to obtain disturbed samples

Project :

Location. Depth, m. : 6.00-6.50 Init. Area : 22.99 sq.cm.

Boring No. Dia.(D), cm. : 5.41 Wet Dens.: 1.635 gm/cc

Sample No. Height(H), cm. : 12.06 Dry Dens. : 1.486 gm/cc

Testing Date : Soil Weight, gm. : 453.36 Sample Description:

PR constant : 0.2262 kg./div. Water Cont, % 10.04

Strain Rate : 0.05 mm./min. Cap +PR Load, kg. : 0.208 SAMPLE AFTER TEST

Deform Reading : 2.54E-05 mm./div. Tested by VERAPOL

Deform. Load Strain Cor. Axial Dev. Tangent Secant Summary of

0.000 Rdg. % Area Load Stress Modulus Modulus Strength

mm. (div.) sq.cm N kPa MPa MPa Properties

0 0.0 0.000 22.99 0.0 0.0 H/D ratio= 2.23

20 3.6 0.000 22.99 10 4.4 0.00 cor.factor = 0.976

40 5.5 0.001 22.99 14 6.2 435.41 735.56

60 7.2 0.001 22.99 18 7.8 389.57 620.23 qu = 23.1 kPa

80 8.7 0.002 22.99 21 9.3 343.73 551.11 cor. qu = 23.6 kPa

100 10.1 0.002 22.99 24 10.6 320.82 505.05 c = qu/2 = 11.5 kPa

120 11.2 0.003 22.99 27 11.7 252.06 462.88 cor. c = 1.21 T/m2

140 12.0 0.003 22.99 29 12.5 183.31 422.95

160 13.2 0.003 22.99 31 13.6 274.98 404.45 Tangent Modulus at 50 % qu

180 14.0 0.004 22.99 33 14.4 183.31 379.88 = 320.82 MPa

200 14.9 0.004 22.99 35 15.3 206.23 362.51 Secant Modulus at 50 % qu

250 15.9 0.005 22.99 37 16.2 91.65 308.34 = 505.05 MPa

300 17.0 0.006 22.99 40 17.3 100.81 273.75

350 17.9 0.007 22.99 42 18.2 82.48 246.43

400 18.7 0.008 22.99 44 18.9 73.31 224.79

450 19.0 0.009 22.99 44 19.2 27.48 202.86

500 19.9 0.011 22.99 46 20.1 82.47 190.82

550 20.5 0.012 22.99 48 20.67 54.97 178.47

600 20.9 0.013 22.99 48 21.05 36.64 166.65

650 21.7 0.014 22.99 50 21.83 73.30 159.47

700 22.5 0.015 22.99 52 22.60 73.30 153.32

750 22.9 0.016 22.99 53 22.98 36.64 145.54

800 23.0 0.017 22.99 53 23.08 9.14 137.01

850 23.0 0.018 22.99 53 23.08 -0.02 128.95

900 22.7 0.019 22.99 52 22.79 -27.52 120.26

950 22.0 0.020 22.99 51 22.11 -64.18 110.55

1000 21.0 0.021 22.99 49 21.15 -91.67 100.44

ASTM TESTING CO.,LTD. UNCONFINED COMPRESSION TEST

1

13/06/52

BANGKLA CHACHOENGSAOBH-1

SIAM ENERGY POWER PLANT

0.0

5.0

10.0

15.0

20.0

25.0

0 0.005 0.01 0.015 0.02 0.025

STRAIN, %

DE

VIA

TER

STR

ES

S,

kPa

Page 63: Soil Investigation - i-astm.com · PDF fileSoil Investigation PREPARED BY ... Table 8 Sample of soil resistivity test ... and/or consistency of the ground and to obtain disturbed samples

Project :

Location. Depth, m. : 7.50-8.00 Init. Area : 29.00 sq.cm.

Boring No. Dia.(D), cm. : 6.08 Wet Dens.: 1.935 gm/cc

Sample No. Height(H), cm. : 11.81 Dry Dens. : 1.549 gm/cc

Testing Date : Soil Weight, gm. : 663.01 Sample Description:

PR constant : 0.2262 kg./div. Water Cont, % 24.97

Strain Rate : 0.05 mm./min. Cap +PR Load, kg. : 0.208 SAMPLE AFTER TEST

Deform Reading : 2.54E-05 mm./div. Tested by VERAPOL

Deform. Load Strain Cor. Axial Dev. Tangent Secant Summary of

0.000 Rdg. % Area Load Stress Modulus Modulus Strength

mm. (div.) sq.cm N kPa MPa MPa Properties

0 0.0 0.000 29.00 0.0 0.0 H/D ratio= 1.94

20 4.0 0.000 29.00 11 3.8 0.00 cor.factor = 1.008

40 6.0 0.001 29.00 15 5.3 355.75 615.40

60 8.5 0.001 29.00 21 7.2 444.68 558.50 qu = 48.1 kPa

80 10.3 0.002 29.00 25 8.6 320.16 498.91 cor. qu = 47.8 kPa

100 12.8 0.002 29.00 30 10.5 444.67 488.06 c = qu/2 = 24.1 kPa

120 14.8 0.003 29.00 35 12.0 355.73 466.01 cor. c = 2.44 T/m2

140 16.0 0.003 29.00 38 12.9 213.43 429.93

160 17.0 0.003 29.00 40 13.7 177.86 398.42 Tangent Modulus at 50 % qu

180 20.6 0.004 29.00 48 16.5 640.31 425.30 = 341.48 MPa

200 23.2 0.004 29.00 54 18.4 462.44 429.01 Secant Modulus at 50 % qu

250 28.0 0.005 29.00 64 22.1 341.48 411.51 = 411.51 MPa

300 36.0 0.006 29.00 82 28.2 569.14 437.78

350 42.0 0.008 29.00 95 32.8 426.84 436.22

400 48.0 0.009 29.00 109 37.4 426.83 435.04

450 50.0 0.010 29.00 113 38.9 142.25 402.51

500 54.0 0.011 29.00 122 42.0 284.53 390.71

550 58.0 0.012 29.00 131 45.06 284.53 381.06

600 60.0 0.013 29.01 135 46.59 142.24 361.16

650 62.0 0.014 29.01 140 48.12 142.23 344.32

700 62.0 0.015 29.01 140 48.12 -0.05 319.72

750 61.0 0.016 29.01 137 47.36 -71.19 293.66

800 60.0 0.017 29.01 135 46.59 -71.19 270.86

ASTM TESTING CO.,LTD. UNCONFINED COMPRESSION TEST

1

13/06/52

BANGKLA CHACHOENGSAOBH-1

SIAM ENERGY POWER PLANT

0.0

10.0

20.0

30.0

40.0

50.0

0 0.005 0.01 0.015 0.02

STRAIN, %

DE

VIA

TER

STR

ES

S,

kPa

Page 64: Soil Investigation - i-astm.com · PDF fileSoil Investigation PREPARED BY ... Table 8 Sample of soil resistivity test ... and/or consistency of the ground and to obtain disturbed samples

TABLE 2

ATTERBERG LIMIT TEST

Sample Sheet

Page 65: Soil Investigation - i-astm.com · PDF fileSoil Investigation PREPARED BY ... Table 8 Sample of soil resistivity test ... and/or consistency of the ground and to obtain disturbed samples

Project.

Location. Test No.

Boring. No. Tested by. LAMPRAI

Depth. (m.) Check by. PANYA Date.Liquid Limit Wl Plasttic Limit Wp

Container Number B-27 B-28 B-59 B-21 A-67 A-22 A-3 Plasticity index Ip = Wl - Wp

Number of Blows 19 24 32 40

Wt. Wet Soil+Container gm. 40.950 38.860 35.530 30.950 21.560 21.540 19.580 Flow Index If = Slope of Flow Curve

Wt. Dry Soil+Container gm. 35.540 32.260 29.990 26.830 18.890 18.980 16.820

Wt. Water gm. 5.410 6.600 5.540 4.120 2.670 2.560 2.760 Toughness Index It = Ip / If

Wt. Container gm. 24.310 18.360 18.080 17.820 9.350 9.590 6.560

Wt. Dry Siol gm. 11.230 13.900 11.910 9.010 9.540 9.390 10.260

Water Content %. 48.17 47.48 46.52 45.73 27.99 27.26 26.90

Average (%) 47.34 27.38 Activity of Clay A = Ip / (% by wt.<2u)

Plasticity Index (lp) = (WL)-(Wp) = 19.95 (%)

Water Content Determination

BANGKLA CHACHOENGSAO

BH - 1

1.50-1.95

ATTERBERG LIMITS TESTASTM TESTING CO.,LTD.

1

16/6/2552

SIAM ENERGY POWER PLANT

47.34

45.00

46.00

47.00

48.00

49.00

10 100Number of Blows.

Wat

er C

onte

nt (

%)

(Liqu

id Lim

it W

L)

Page 66: Soil Investigation - i-astm.com · PDF fileSoil Investigation PREPARED BY ... Table 8 Sample of soil resistivity test ... and/or consistency of the ground and to obtain disturbed samples

Project.

Location. Test No.

Boring. No. Tested by. LAMPRAI

Depth. (m.) Check by. PANYA Date.Liquid Limit Wl Plasttic Limit Wp

Container Number B-61 B-55 B-34 B-73 A-69 A-19 A-24 Plasticity index Ip = Wl - Wp

Number of Blows 18 24 32 40

Wt. Wet Soil+Container gm. 46.030 40.900 35.450 32.340 20.980 21.880 21.400 Flow Index If = Slope of Flow Curve

Wt. Dry Soil+Container gm. 39.210 35.750 30.190 27.990 18.880 19.520 19.110

Wt. Water gm. 6.820 5.150 5.260 4.350 2.100 2.360 2.290 Toughness Index It = Ip / If

Wt. Container gm. 24.210 24.170 18.050 17.710 9.570 9.500 9.450

Wt. Dry Siol gm. 15.000 11.580 12.140 10.280 9.310 10.020 9.660

Water Content %. 45.47 44.47 43.33 42.32 22.56 23.55 23.71

Average (%) 44.27 23.27 Activity of Clay A = Ip / (% by wt.<2u)

Plasticity Index (lp) = (WL)-(Wp) = 21.00 (%)

2

16/6/2552

Water Content Determination

BANGKLA CHACHOENGSAO

BH - 1

3.00-8.00

ASTM TESTING CO.,LTD. ATTERBERG LIMITS TEST

SIAM ENERGY POWER PLANT

44.27

42.00

43.00

44.00

45.00

46.00

10 100Number of Blows.

Wat

er C

onte

nt (

%)

(Liqu

id Lim

it W

L)

Page 67: Soil Investigation - i-astm.com · PDF fileSoil Investigation PREPARED BY ... Table 8 Sample of soil resistivity test ... and/or consistency of the ground and to obtain disturbed samples

Project.

Location. Test No.

Boring. No. Tested by. LAMPRAI

Depth. (m.) Check by. PANYA Date.Liquid Limit Wl Plasttic Limit Wp

Container Number B-44 B-24 B-17 B-19 A-36 A-46 A-62 Plasticity index Ip = Wl - Wp

Number of Blows 18 24 33 40

Wt. Wet Soil+Container gm. 44.750 40.710 35.320 33.040 21.490 18.170 18.280 Flow Index If = Slope of Flow Curve

Wt. Dry Soil+Container gm. 38.250 35.520 29.950 28.380 19.450 16.070 16.160

Wt. Water gm. 6.500 5.190 5.370 4.660 2.040 2.100 2.120 Toughness Index It = Ip / If

Wt. Container gm. 24.480 24.300 18.030 17.860 9.330 6.500 6.490

Wt. Dry Siol gm. 13.770 11.220 11.920 10.520 10.120 9.570 9.670

Water Content %. 47.20 46.26 45.05 44.30 20.16 21.94 21.92

Average (%) 46.08 21.34 Activity of Clay A = Ip / (% by wt.<2u)

Plasticity Index (lp) = (WL)-(Wp) = 24.74 (%)

ASTM TESTING CO.,LTD. ATTERBERG LIMITS TEST

16/6/2552

Water Content Determination

BANGKLA CHACHOENGSAO

BH - 1

8.00-12.45

SIAM ENERGY POWER PLANT

3

46.08

44.00

45.00

46.00

47.00

48.00

10 100Number of Blows.

Wat

er C

onte

nt (

%)

(Liqu

id Lim

it W

L)

Page 68: Soil Investigation - i-astm.com · PDF fileSoil Investigation PREPARED BY ... Table 8 Sample of soil resistivity test ... and/or consistency of the ground and to obtain disturbed samples

Project.

Location. Test No.

Boring. No. Tested by. LAMPRAI

Depth. (m.) Check by. PANYA Date.Liquid Limit Wl Plasttic Limit Wp

Container Number B-38 B-42 B-26 B-80 A-54 A-4 A-13 Plasticity index Ip = Wl - Wp

Number of Blows 18 24 33 40

Wt. Wet Soil+Container gm. 43.880 39.060 36.550 34.380 19.320 19.180 20.920 Flow Index If = Slope of Flow Curve

Wt. Dry Soil+Container gm. 36.740 33.570 30.290 28.590 16.550 16.400 18.350

Wt. Water gm. 7.140 5.490 6.260 5.790 2.770 2.780 2.570 Toughness Index It = Ip / If

Wt. Container gm. 24.160 23.680 18.730 17.670 6.510 6.540 9.430

Wt. Dry Siol gm. 12.580 9.890 11.560 10.920 10.040 9.860 8.920

Water Content %. 56.76 55.51 54.15 53.02 27.59 28.19 28.81

Average (%) 55.34 28.20 Activity of Clay A = Ip / (% by wt.<2u)

Plasticity Index (lp) = (WL)-(Wp) = 27.14 (%)

Water Content Determination

BANGKLA CHACHOENGSAO

BH - 1

12.45-15.45

ASTM TESTING CO.,LTD. ATTERBERG LIMITS TEST

4

16/6/2552

SIAM ENERGY POWER PLANT

55.34

53.00

54.00

55.00

56.00

57.00

10 100Number of Blows.

Wat

er C

onte

nt (

%)

(Liqu

id Lim

it W

L)

Page 69: Soil Investigation - i-astm.com · PDF fileSoil Investigation PREPARED BY ... Table 8 Sample of soil resistivity test ... and/or consistency of the ground and to obtain disturbed samples

Project.

Location. Test No.

Boring. No. Tested by. LAMPRAI

Depth. (m.) Check by. PANYA Date.Liquid Limit Wl Plasttic Limit Wp

Container Number B-52 B-48 B-43 B-25 A-9 A-47 A-74 Plasticity index Ip = Wl - Wp

Number of Blows 18 24 33 40

Wt. Wet Soil+Container gm. 40.170 36.050 34.100 33.690 18.630 18.410 19.670 Flow Index If = Slope of Flow Curve

Wt. Dry Soil+Container gm. 34.430 29.690 28.470 28.240 16.590 16.280 17.450

Wt. Water gm. 5.740 6.360 5.630 5.450 2.040 2.130 2.220 Toughness Index It = Ip / If

Wt. Container gm. 24.110 18.080 17.990 17.940 6.480 6.430 6.450

Wt. Dry Siol gm. 10.320 11.610 10.480 10.300 10.110 9.850 11.000

Water Content %. 55.62 54.78 53.72 52.91 20.18 21.62 20.18

Average (%) 54.61 20.66 Activity of Clay A = Ip / (% by wt.<2u)

Plasticity Index (lp) = (WL)-(Wp) = 33.95 (%)

ASTM TESTING CO.,LTD. ATTERBERG LIMITS TEST

Water Content Determination

BANGKLA CHACHOENGSAO

BH - 1

15.45-21.45

SIAM ENERGY POWER PLANT

5

16/6/2552

54.61

52.00

53.00

54.00

55.00

56.00

10 100Number of Blows.

Wat

er C

onte

nt (

%)

(Liqu

id Lim

it W

L)

Page 70: Soil Investigation - i-astm.com · PDF fileSoil Investigation PREPARED BY ... Table 8 Sample of soil resistivity test ... and/or consistency of the ground and to obtain disturbed samples

TABLE 3

SIEVE ANALYSIS

Sample Sheet

Page 71: Soil Investigation - i-astm.com · PDF fileSoil Investigation PREPARED BY ... Table 8 Sample of soil resistivity test ... and/or consistency of the ground and to obtain disturbed samples

Project :

Sample : BH-1 Tested by: Lamprai Sample : BH-1 Tested by: LampraiLocation : Bangkla Chachoengsao Date of Test: 11-6-52 Location : Bangkla Chachoengsao Date of Test: 11-6-52Depth,m : 1.50-1.95 Water Content,% : Depth,m : 3.00-8.00 Water Content,% :

Wt.Cont.+Dry Soil,gm 179.98 Wt.Cont.+Dry Soil,gm 68.59 Wt.Cont.+Dry Soil,gm 252.33 Wt.Cont.+Dry Soil,gm 96.57Wt.Container,gm 64.31 Wt.Container,gm 64.31 Wt.Container,gm 58.11 Wt.Container,gm 58.11Wt.Dry Soil,gm 115.67 Wt.Dry Soil,gm 4.28 Wt.Dry Soil,gm 194.22 Wt.Dry Soil,gm 38.46Wt.Dry Soil,gm 115.67 Washing Loss,gm 111.39 Wt.Dry Soil,gm 194.22 Washing Loss,gm 155.76 Sieve Sieve Wt.Soil Adj.Wt. Wt.Soil Cumulative Percent Sieve Sieve Wt.Soil Adj.Wt. Wt.Soil Cumulative Percent Size Oprning Retain Soil Ret. Retain Soil Ret. Finer Size Opening Retain Soil Ret. Retain Soil Ret. Finer

mm. gm gm % % % mm. gm gm % % % 1 in. 25.40 1 in. 25.403/4 in. 19.05 3/4 in. 19.051/2 in. 12.70 1/2 in. 12.703/8 in. 9.53 3/8 in. 9.53 # 4 4.75 # 4 4.75 0.31 0.31 0.16 0.16 99.84# 10 2.00 # 10 2.00 2.55 2.56 1.32 1.48 98.52# 20 0.85 0.17 0.17 0.14 0.14 99.86 # 20 0.85 2.97 2.98 1.53 3.01 96.99# 40 0.42 0.75 0.74 0.64 0.78 99.22 # 40 0.42 2.93 2.94 1.51 4.52 95.48#100 0.15 2.30 2.27 1.96 2.74 97.26 #100 0.15 21.52 21.57 11.11 15.63 84.37#200 0.075 1.10 1.08 0.94 3.68 96.32 #200 0.075 7.97 7.99 4.11 19.74 80.26Pan 0.02 0.02 96.32 100.00 Pan 0.12 0.12 80.26 100.00

Total 4.34 4.28 Weighted Error,% -0.05 Total 38.37 38.46 Weighted Error,% 0.05

Sample : BH-1 Tested by: Lamprai Sample : BH-1 Tested by: LampraiLocation : Bangkla Chachoengsao Date of Test: 11-6-52 Location : Bangkla Chachoengsao Date of Test: 11-6-52Depth,m : 8.00-12.45 Water Content,% : Depth,m : 12.45-15.45 Water Content,% :

Wt.Cont.+Dry Soil,gm 445.71 Wt.Cont.+Dry Soil,gm 170.02 Wt.Cont.+Dry Soil,gm 313.06 Wt.Cont.+Dry Soil,gm 79.44Wt.Container,gm 65.45 Wt.Container,gm 65.45 Wt.Container,gm 67.37 Wt.Container,gm 67.37Wt.Dry Soil,gm 380.26 Wt.Dry Soil,gm 104.57 Wt.Dry Soil,gm 245.69 Wt.Dry Soil,gm 12.07Wt.Dry Soil,gm 380.26 Washing Loss,gm 275.69 Wt.Dry Soil,gm 245.69 Washing Loss,gm 233.62 Sieve Sieve Wt.Soil Adj.Wt. Wt.Soil Cumulative Percent Sieve Sieve Wt.Soil Adj.Wt. Wt.Soil Cumulative Percent Size Opening Retain Soil Ret. Retain Soil Ret. Finer Size Opening Retain Soil Ret. Retain Soil Ret. Finer

mm. gm gm % % % mm. gm gm % % % 1 in. 25.40 1 in. 25.403/4 in. 19.05 3/4 in. 19.051/2 in. 12.70 1/2 in. 12.703/8 in. 9.53 3/8 in. 9.53# 4 4.75 17.87 17.81 4.68 4.68 95.32 # 4 4.75 0.39 0.38 0.15 0.15 99.85# 10 2.00 25.11 25.02 6.58 11.26 88.74 # 10 2.00 1.46 1.42 0.58 0.73 99.27# 20 0.85 12.50 12.46 3.28 14.54 85.46 # 20 0.85 3.84 3.75 1.53 2.26 97.74# 40 0.42 8.16 8.13 2.14 16.68 83.32 # 40 0.42 2.50 2.44 0.99 3.25 96.75#100 0.15 16.03 15.97 4.20 20.88 79.12 #100 0.15 2.44 2.38 0.97 4.22 95.78#200 0.075 25.12 25.03 6.58 27.46 72.54 #200 0.075 1.71 1.67 0.68 4.90 95.10Pan 0.14 0.14 72.54 100.00 Pan 0.02 0.02 95.10 100.00

Total 104.93 104.57 Weighted Error,% -0.09 Total 12.36 12.06 Weighted Error,% -0.12

GRAIN SIZE DISTRIBUTION CURVE

After Washed and Oven Dry Before Washing(Sieve No.200) After Washed and Oven Dry

SIEVE ANALYSIS (ASTM D-422)ASTM TESTING CO.,LTD.

SIAM ENERGY POWER PLANT

Before Washing(Sieve No.200)

Before Washing(Sieve No.200) After Washed and Oven Dry Before Washing(Sieve No.200) After Washed and Oven Dry

0

10

20

30

40

50

60

70

80

90

100

0.010.101.0010.00100.00Diameter in Milimeter

% P

assi

ng b

y W

eigh

t

Sample No.1

Sample No.2

Sample No.3

Sample No.4

1" 3/4"1/2"3/8" 20#10#4# 40# 100# 200#

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Project :

Sample : BH-1 Tested by: Lamprai Sample : Tested by:Location : Bangkla Chachoengsao Date of Test: 11-6-52 Location : Date of Test:Depth,m : 15.45-21.45 Water Content,% : Depth,m : Water Content,% :

Wt.Cont.+Dry Soil,gm 307.40 Wt.Cont.+Dry Soil,gm 147.04 Wt.Cont.+Dry Soil,gm Wt.Cont.+Dry Soil,gmWt.Container,gm 68.29 Wt.Container,gm 68.29 Wt.Container,gm Wt.Container,gmWt.Dry Soil,gm 239.11 Wt.Dry Soil,gm 78.75 Wt.Dry Soil,gm Wt.Dry Soil,gmWt.Dry Soil,gm 239.11 Washing Loss,gm 160.36 Wt.Dry Soil,gm Washing Loss,gm Sieve Sieve Wt.Soil Adj.Wt. Wt.Soil Cumulative Percent Sieve Sieve Wt.Soil Adj.Wt. Wt.Soil Cumulative Percent Size Oprning Retain Soil Ret. Retain Soil Ret. Finer Size Opening Retain Soil Ret. Retain Soil Ret. Finer

mm. gm gm % % % mm. gm gm % % % 1 in. 25.40 1 in. 25.403/4 in. 19.05 3/4 in. 19.051/2 in. 12.70 1/2 in. 12.703/8 in. 9.53 3/8 in. 9.53 # 4 4.75 6.73 6.73 2.81 2.81 97.19 # 4 4.75# 10 2.00 18.01 18.01 7.53 10.35 89.65 # 10 2.00# 20 0.85 18.21 18.21 7.61 17.96 82.04 # 20 0.85# 40 0.42 10.64 10.64 4.45 22.41 77.59 # 40 0.42#100 0.15 14.88 14.88 6.22 28.63 71.37 #100 0.15#200 0.075 10.25 10.25 4.29 32.92 67.08 #200 0.075Pan 0.04 0.04 67.08 100.00 Pan

Total 78.76 78.75 Weighted Error,% 0.00 Total 0.00 0.00 Weighted Error,% #DIV/0!

Sample : Tested by: Sample : Tested by:Location : Date of Test: Location : Date of Test:Depth,m : Water Content,% : Depth,m : Water Content,% :

Wt.Cont.+Dry Soil,gm Wt.Cont.+Dry Soil,gm Wt.Cont.+Dry Soil,gm Wt.Cont.+Dry Soil,gmWt.Container,gm Wt.Container,gm Wt.Container,gm Wt.Container,gmWt.Dry Soil,gm Wt.Dry Soil,gm Wt.Dry Soil,gm Wt.Dry Soil,gmWt.Dry Soil,gm Washing Loss,gm Wt.Dry Soil,gm Washing Loss,gm Sieve Sieve Wt.Soil Adj.Wt. Wt.Soil Cumulative Percent Sieve Sieve Wt.Soil Adj.Wt. Wt.Soil Cumulative Percent Size Opening Retain Soil Ret. Retain Soil Ret. Finer Size Opening Retain Soil Ret. Retain Soil Ret. Finer

mm. gm gm % % % mm. gm gm % % % 1 in. 25.40 1 in. 25.403/4 in. 19.05 3/4 in. 19.051/2 in. 12.70 1/2 in. 12.703/8 in. 9.53 3/8 in. 9.53# 4 4.75 # 4 4.75# 10 2.00 # 10 2.00# 20 0.85 # 20 0.85# 40 0.42 # 40 0.42#100 0.15 #100 0.15#200 0.075 #200 0.075Pan Pan

Total 0.00 0.00 Weighted Error,% #DIV/0! Total 0.00 0.00 Weighted Error,% #DIV/0!

GRAIN SIZE DISTRIBUTION CURVE

After Washed and Oven Dry Before Washing(Sieve No.200) After Washed and Oven Dry

ASTM TESTING CO.,LTD. SIEVE ANALYSIS (ASTM D-422)

SIAM ENERGY POWER PLANT

Before Washing(Sieve No.200)

Before Washing(Sieve No.200) After Washed and Oven Dry Before Washing(Sieve No.200) After Washed and Oven Dry

0

10

20

30

40

50

60

70

80

90

100

0.010.101.0010.00100.00Diameter in Milimeter

% P

assi

ng b

y W

eigh

t

Sample No.1

Sample No.2

Sample No.3

Sample No.4

1" 3/4"1/2"3/8" 20#10#4# 40# 100# 200#

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TABLE 4

UNIT WEIGHT TEST

Sample Sheet

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Job No.:

Tested by: SIRIPORN

Boring No Depth Wt. of soil Height. Diameter Volume. Unit Weight

(m) (gm) (cm) (cm) (cm3) (gm/cm3)

BH. - 1 1.50-1.95 151.56 7.76 3.67 82.10 1.85

3.00-3.50 455.43 11.83 5.65 296.64 1.54

6.00-6.50 453.36 12.06 5.41 277.26 1.64

7.50-8.00 663.01 11.81 6.08 342.93 1.93

9.00-9.45 149.60 7.57 3.56 75.36 1.99

10.50-10.95 169.23 7.68 3.76 85.29 1.98

12.00-12.45 164.78 7.57 3.76 84.07 1.96

13.50-13.95 157.23 7.34 3.77 81.95 1.92

15.00-15.45 157.18 7.45 3.77 83.17 1.89

18.00-18.45 160.85 7.57 3.77 84.51 1.90

BH. - 2 3.00-3.50 515.23 11.92 5.47 280.15 1.84

4.50-5.00 455.03 11.92 5.21 254.15 1.79

6.00-6.50 480.98 11.97 5.51 285.46 1.68

7.50-8.00 439.19 11.97 5.49 283.39 1.55

9.00-9.50 538.22 12.08 5.69 307.21 1.75

10.50-10.95 158.25 7.63 3.64 79.41 1.99

12.00-12.45 160.74 7.83 3.71 84.66 1.90

Wt. of soil.

Volme.

ASTM TESTING CO.,LTD. UNIT WEIGHT

UNIT WEIGHT =

Project : SIAM ENERGY POWER PLANT

Location : BANGKLA CHACHOENGSAO

Date: 16 / 06 / 52

Checked by:

φ

φ

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TABLE 5

WATER CONTENT TEST

Sample Sheet

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Sample Depth. Container Wt. Of Cont. Wt. Of Cont.+ Wt. Of Cont.+ Wt. Of Wt. Water Water

No. (m.) No. (gm.) Wet Soil(gm.) Dry Soil(gm) Dry Soil(gm) (gm) Content %

BH -1 0.00-1.95 E-8 64.31 215.83 179.98 115.67 35.85 30.99

3.00-3.50 C-32 16.82 100.57 68.57 51.75 32.00 61.84

6.00-6.50 C-15 14.14 106.77 72.02 57.88 34.75 60.04

7.50-8.00 C-7 13.30 175.73 135.19 121.89 40.54 33.26

8.00-12.45 E-9 65.45 517.88 445.71 380.26 72.17 18.98

12.45-15.45 E-13 67.37 377.92 313.06 245.69 64.86 26.40

15.45-21.45 E-17 68.29 355.34 307.40 239.11 47.94 20.05

BH -2 3.00-3.50 C-109 19.54 215.94 160.58 141.04 55.36 39.25

4.50-5.00 C-91 16.49 153.42 100.07 83.58 53.35 63.83

6.00-6.50 C-89 19.00 124.34 86.79 67.79 37.55 55.39

7.50-8.00 C-92 21.75 199.90 132.11 110.36 67.79 61.43

9.00-9.50 C-80 18.82 166.73 124.38 105.56 42.35 40.12

9.50-12.45 E-1 68.66 390.28 327.99 259.33 62.29 24.02

12.45-16.95 E-11 64.50 441.10 376.88 312.38 64.22 20.56

BH -3 3.00-3.50 C-18 13.73 254.37 156.88 143.15 97.49 68.10

4.50-5.00 C-61 19.17 323.13 217.20 198.03 105.93 53.49

6.00-6.50 C-68 18.52 317.72 208.84 190.32 108.88 57.21

7.50-8.00 C-105 20.38 268.74 193.34 172.96 75.40 43.59

8.00-10.95 E-7 70.35 379.00 326.87 256.52 52.13 20.32

10.95-18.45 E-19 70.48 675.65 556.63 486.15 119.02 24.48

CHECKED BY : PANYATESTED BY : LAMPRAI

JOB No. DATE : 11/ 06 / 52

WATER CONTENT ASTM TESTING CO.,LTD.

PROJECT : SIAM ENERGY POWER PLANT LOCATION : BANGKLA CHACHOENGSAO

WATER CONTENT = Wt, of Weter × 100

Wt.of Dry Soil

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TABLE 6

Consolidation Test

Sample Sheet

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PROJECT : POWER GENERATION SUPPLY BORING NO. : BH-2R

SAMPLE NO. :

LOCATION : NONGSAENG SARABURI DEPTH (m) : 01.50-02.00

TESTED BY : RAWAT K.

DATE : 29/09-02/10/2009

SOIL DESCRIPTION : MADE BY : M. SUKMOLInitial Water Content, Wni %Final Water Content, Wnf %Initial Void Ratio, e0

Initial Total Unit Weight, �ti t/m³

Final Total Unit Weight, �tf t/m³Specific Gravity, Gs

Liquid Limit, LL %

Plasticity Index, PI %Sample Height, H0 cm

Sample Area, A cm²Wt.of Dry Sample, Ws gmHeight of Solid, Hs cm

Effective Overburden Pressure, �'vo t/m²

Preconsolidation Pressure, �'vm t/m²

Over Consolidation Ratio, OCR

Notes : 1) = Ws / G���w .A 2) = 0.848 Ha² / 4t90 3) = (Cv.�e.�w) / ���(1+e0)

= 0.197 Ha² / 4t50

1.196

1.063

1.474

1.733

1.292

0.221

0.344

1.769

2.183

3.160

1.737

0.368

0.496

CONSOLIDATION TEST (ASTM D 2435) ASTM TESTING CO., LTD.

1.949

0.2527

440 0.1118

0.1748

STIFF CLAY Scale

Load

(kg)

0.000

0.650

100

2.2208 0.8263 0.5925

2.3452

2.1441

2.1746

688

995

40

40.00

1.300

2.600

20.803

5.201

10.401

235

Applied

0.0102

Dial Change

h, (cm)

0.0000

Final Cumulative

Dial Reading

(0.0001")

0

33.00

2.5200

2.5098

2.4946

2.4603

2.4082

2.50

10.00

2.2673

2.2477

Pressure

(t/m²)0.00

2.50

5.00

10.00

20.00

40.00

80.00

Applied

Pressure Height

1480 0.3759

40.00

10.00 1178

10.401

2.600

1360

160.00

Void Ratio

2.50

0.0254

0.0597

0.650 1072 0.2723

0.2992

41.606

0.7496

0.7800

0.3454

H, (cm)

Void

Height

Hv, (cm)

e = Hv/Hs

Sample

0.6258

0.5375

1.1255

1.1153

1.1001

1.0658

1.0137

0.9507

0.8728

0.8071

0.7998

0.7889

0.7643

0.7269

0.6818 1325

0.5594

0.6118

2.3767

0.8532

2.1977

2.1593

2.2343

2.3063 2018

12702.2057

7.417

4.393

5.417

8.386

8.020

7.313

15.294

5.587

9.036

8.124

2.5149

2.4343

2.4775

2.5022

1622

420

702

6.720

3.358

5.624

Coef. of Permea

k x 10-8 (cm/sec)Ha, (cm)

Height

Ave. Sample

0.197 x Ha²

4 x t50

1109

1815

Cv (0.0001 cm²/sec)

0.848 x Ha²

Fitting Time

t90 t50

t90 t50

821

558

348

(sec)(sec)

160.00

10.00

0.00

2.50

5.00

20.00

-

2.52

(t/m2)

80.00

4 x t90

12.086

33.00

80.25

1.395

21.401

Hs Cv k

414

780

426

9.821

27.62

22.80

0.807

1.92

2.05

2.689

-

3.36

0.50

0.55

0.60

0.65

0.70

0.75

0.80

0.85

Void

Rat

io, e

0.1

1

10

1 10 100 1000

Coe

f. of

Per

mea

bilit

y, k

x 10

-8(c

m/se

c)

Pressure (t/m2)

t90 t50

Cr = 0.058Cc = 0.292Cs = 0.041

1

10

100

Coe

f. of

Con

solid

atio

n, c

v x

10-4

(cm

2 /sec

)

t90 t50

�'vm

FM-GE-05-13 R00 30/05/2005 \\labtest\conso\Lab ConsoBH-2

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PROJECT : POWER GENERATION SUPPLY BORING NO. : TESTED BY :

SAMPLE NO. : DATE :

LOCATION : NONGSAENG SARABURI DEPTH (m) : CHECKED BY :

SOIL TYPE : DATE :

MADE BY :

WATER CONTENT BEGIN END UNIT WEIGHT BEGIN END APPARATUS

CONTAINER NO. Wt. OF SOIL + RING (gm) COSOLIDOMETER NO.

Wt. OF CONTAINER (gm) Wt. OF RING (gm) LEVER ARM RATIO

Wt. OF WET SOIL + CONTAINER (gm) Wt. OF SOIL (gm) RING NO.

Wt. OF DRY SOIL + CONTAINER (gm) VOLUME OF SOIL (cm3) DIAMETER, D (cm)

Wt OF WATER (gm) TOTAL UNIT Wt., �t (t/m3) SAMPLE AREA, A (cm2)

Wt. OF DRY SOIL, Ws (gm) AVE. WATER CONTENT (%) SAMPLE HEIGHT, H0 (cm)

WATER CONTENT, Wn (%) DRY UNIT Wt., �d (t/m3) VOLUME, V (cm3)

LIQUID LIMIT, LL = % SPECIFIC GRAVITY, Gs = SOLID HEIGHT, Hs = Ws / (Gs . �W . A)

PLASTICITY INDEX, PI = % = cm.

BH-2R

01.50-02.00

STIFF CLAY

0.8532 0.6118 2.2343

FINAL DIAL

2.50 0.650 1072 0.2723 2.2477

1.395

2.689

15.294

7.417

4.393

12.086

1111.98

7.313

1.503

98.55

48.10

2.049

22.80

1.668

1008.50

1.919

27.62

53.93

27.85

9.37

34.20

27.40

54.05

688

995

1.0658

A-29

24.80

123.35

105.05

18.30

80.25

22.80

21.401

2.52

103.48

100

440 0.1118

10.401

20.803

44.68

R-5

10.57

R-32

10.48

53.930

R-2

8.23

R-2

5.22

40.00

80.00

160.00

40.00

10.00

41.606

10.401

2.600

45.32

37.75

7.57

27.18

2.50

5.00

APPLIED

-

-

2.600

00.00

20.00

10.00 235

5.201

40

READING

(0.0001 in)

SCALE

LOAD

(kg)

0.000

0.650

1.300

PRESSURE

(t/m2)

0.5594

0.5925

1480

1360

1178 0.2992

0.8728

0.7496

0.8071

0.7998

0.7889

0.6258

0.6818

0.7643

0.7269

2.5149

2.5022

2.4775

2.4343

0.5375 2.2057

2.1593

2.1977

2.3767

2.3063

7.00

11.70

9.30

5.80

t50

21.16

27.04

13.69

22.09

33.64

t90

CUM. DIAL

CHANGE

h, (cm)

AVERAGEVOID RATIO

e = Hv/ Hs SAMPLE HEIGHT

Hav, (cm)

0.0000

0.0102

0.0254

0.0597

0.1748

0.2527

0.3759

0.3454

SAMPLE HEIGHT

H = H0-h

(cm)

2.5200

2.5098

2.4946

2.4603

2.2208

VOID HEIGHT

Hv = H-Hs

(cm)

1.1255

1.1153

1.1001

2.4082

0.95072.3452

2.2673

FITTING TIME

(min)

18.49

30.25

1.0137

6.90

13.00

7.10

9.036

5.587

COEF. OF CONSLIDATION

CV, (0.0001 cm2/sec)

4 x t90 4 x t50

0.848 x Ha2 0.197 x Ha2

8.020

6.720

3.358

5.624

8.386

5.417

CONSOLIDATION TEST (ASTM D 2435) ASTM TESTING CO., LTD.

8.124

2.1746

2.1441

0.7800

0.8263

M. SUKMOL

RAWAT K.

29/09-02/10/2009

SOMPOL I.

05/10/2009

datamain\labtest\conso\Lab ConsoBH-2

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TABLE 7

Field permeability test

Sample Sheet

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PROJECT: SIAM ENERGY POWER PLANT DATE :09 June 2009

Location :

0.50 m.

Hole Depth Casing Length G.W.L Elapsed Water PermebilityNo. of Test Depth of Test Time Flow Coefficient

Sample Shee (m.) (m.) (m.) (m.) (sec) (cc) (cm/sec.)BH-1 10.00 2.00 8.00 1.10 300 110 2.31 E - 06

10.00 2.00 8.00 1.10 300 70 1.47 E - 0610.00 2.00 8.00 1.10 300 60 1.26 E - 06

BH-2 10.00 2.00 8.00 2.00 300 190 2.56 E - 0610.00 2.00 8.00 2.00 300 110 1.48 E - 0610.00 2.00 8.00 2.00 300 90 1.21 E - 06

BH-3 10.00 2.00 8.00 1.50 300 160 2.69 E - 0610.00 2.00 8.00 1.50 300 100 1.68 E - 0610.00 2.00 8.00 1.50 300 80 1.34 E - 06

BH-4 10.00 2.00 8.00 1.50 300 180 3.03 E - 0610.00 2.00 8.00 1.50 300 90 1.51 E - 0610.00 2.00 8.00 1.50 300 80 1.35 E - 06

BH-5 10.00 2.00 8.00 0.96 300 120 2.77 E - 0610.00 2.00 8.00 0.96 300 80 1.84 E - 0610.00 2.00 8.00 0.96 300 50 1.15 E - 06

BH-6 10.00 2.00 8.00 0.96 300 110 2.54 E - 0610.00 2.00 8.00 0.96 300 70 1.61 E - 0610.00 2.00 8.00 0.96 300 70 1.61 E - 06

BH-7 10.00 2.00 8.00 1.50 300 285 4.80 E - 0610.00 2.00 8.00 1.50 300 190 3.20 E - 0610.00 2.00 8.00 1.50 300 110 1.85 E - 06

BH-8 10.00 2.00 8.00 0.96 300 130 3.00 E - 0610.00 2.00 8.00 0.96 300 80 1.84 E - 0610.00 2.00 8.00 0.96 300 70 1.61 E - 06

BH-17 10.00 2.00 8.00 2.00 300 200 4.04 E - 0610.00 2.00 8.00 2.00 300 110 1.48 E - 0610.00 2.00 8.00 2.00 300 80 1.08 E - 06

Average 2.09 E- 06

Hole Diameter : 10 cm. Height of Casing Above Ground :

Field Permeability Test

(Constant Head)

Bangkla Chacherngsao

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Table 8

Soil Resistivity Test Data

Sample sheet

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Project: Saraburi B Cogeneration Company Limited Position: N E Location: Nong kae Industrial Estate Saraburi Province Ground Ele.:Ground Condition: FLAT Date: 11/2/53

Machine: Megger DET4TD2 S/N No.1038

E - W N - S E - W N - S Average0.50 60.00 38.20 188.496 120.009 154.2521.00 14.00 9.00 87.965 56.549 72.2572.00 5.00 5.00 62.832 62.832 62.8323.00 4.00 0.45 75.398 8.482 41.9404.00 4.00 0.34 100.531 8.545 54.5385.00 3.00 0.30 94.248 9.425 51.836

101.578 44.307 72.943

Note: N The apparent soil resistivity is then given by

�=2�aR (�-m) N where:- � = ground resistivity in �-m

� = 3.1415927a = electrode spacing in metresR = measured resistance in � at spacing 'a'

R-1Inspector: Satit

E Project Engineer: SuchatProject Manager: WerapholProject Owner: i-ASTM

Distance (m)

Average Resistivity

Measured Resistance (�) Ground Resistivity (�-m)

ASTM TESTING CO.,LTD. SOIL RESISTIVITY TEST

TEST NO: R-1

Test by: Phisit

0

1

2

3

4

5

60 20 40 60 80 100 120 140 160 180 200

Ground Resistivity (�-m)

Dis

tanc

e (m

)

E-W

N-S

Average

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Table 9

Down Hole Seismic Test Data

Sample sheet

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Summary of Seismic waves travel time and velocityof the site Saraburi B CoGeneration

Ts Tp Shear wave(Vs) Comp. wave(Vp)Depth

(m) (Milli Sec.) (Milli Sec.) Velocity(m/s)*1000 Velocity(m/s)*1000

1.0 3.23 1.82 0.31 0.55

2.0 5.41 2.99 0.37 0.67

3.0 7.89 3.95 0.38 0.76

4.0 9.52 4.60 0.42 0.87

5.0 11.36 5.62 0.44 0.89

6.0 10.34 5.56 0.58 1.08

7.0 12.07 5.69 0.58 1.23

8.0 10.81 5.37 0.74 1.49

9.0 11.69 5.81 0.77 1.55

10.0 11.90 6.29 0.84 1.59

11.0 13.92 7.59 0.79 1.45

12.0 13.48 6.82 0.89 1.76

13.0 15.48 7.88 0.84 1.65

14.0 15.91 7.91 0.88 1.77

15.0 14.29 7.50 1.05 2.00

16.0 18.60 9.20 0.86 1.74

17.0 17.71 8.42 0.96 2.02

18.0 18.75 9.23 0.96 1.95

19.0 17.76 9.18 1.07 2.07

19.4 20.00 10.26 0.97 1.89

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Sara

buri

B C

oGen

erat

ion

Dow

n H

ole

Seis

mic

Res

ults

- B

H-3

0

500

1,00

0

1,50

0

2,00

0

2,50

0

12

34

56

78

910

1112

1314

1516

1718

1920

Dep

th(m

.)

Velocity(m./sec.)

Shea

r Wav

eC

ompr

essi

on W

ave

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Dynamic Elastic Moduli (BH-03) : SBCG = Shear modulus, MPa v = Poisson's ratio E = Young modulus, MPa K = Bulk modulus, MPa

Depth (m) G = ��Vs2�g v = (0.5-VR^2)/(1-VR^2) E = 2G.(1+v) K = ��Vp2�g1.0 190 0.27 480.85 59.72

2.0 270 0.28 692.25 88.63

3.0 303 0.33 808.26 121.24

4.0 367 0.35 988.39 157.30

5.0 402 0.34 1076.88 164.62

6.0 626 0.30 1623.52 216.95

7.0 668 0.36 1812.06 300.27

8.0 1161 0.34 3102.32 470.61

9.0 1257 0.34 3358.68 509.28

10.0 1422 0.31 3716.51 509.63

11.0 1252 0.29 3226.50 421.65

12.0 1589 0.33 4219.86 621.22

13.0 1408 0.33 3730.73 543.16

14.0 1569 0.34 4192.20 634.81

15.0 2406 0.31 6302.00 872.85

16.0 1614 0.34 4320.02 660.66

17.0 2011 0.35 5446.42 890.40

18.0 2011 0.34 5389.83 829.76

19.0 2451 0.32 6458.94 935.02

19.4 2053 0.32 5425.31 779.48

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Table 10

Dutch Cone penetration Test Data

Sample sheet

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TEST NO. DC-1 (SBC)

Project : Saraburi B Cogeneration Company Limited Coordinate N ………………E ...……………Place & location : Nong Kae Industrial Estate Ground ele.,m. ………….Ground condition : Flat Area Total depth,m. 15.00Equipment max. load 5.0 tons : (G)Gauge no. Pressure correction,ksc.Cone Diameter : 3.70 Sleeve diam. cm., : 3.70 A :(0-16 ksc.) 1.03*(Reading,div. - 0.65)Cone project area,cm2 10.75 Sleeve height ,cm.: 13.50 B :(0-80 ksc.) 0.88*(Reading,div.) +1.75Cone weight ,kg. : 1.60 Sleeve area,cm2. : 156.92 C :(0-250 ksc.) 0.96*(Reading,div. -2.0)Rod weight , kg./rod 1.57 Piston area,cm2 : 11.28 D :(0-400 ksc.) 1.04*(Reading,div.)Rod (G) Depth Reading,div. Qc Qs Qs/Qc �Qf Qb Rod (G) Depth Reading,div. Qc Qs Qs/Qc �Qf Qbno. m. a b t/m2 t/m2 % t/m t/m2 no. m. a b t/m2 t/m2 % t/m t/m2

1 B 0.0 10 18 112.2 5.1 4.5 0.9 37.4 11 C 10.0 65 90 650.7 17.3 2.7 133.5 216.91 B 0.2 10 18 112.2 5.1 4.5 1.8 37.4 11 C 10.2 55 100 550.0 31.1 5.6 139.1 183.31 B 0.4 12 22 130.6 6.3 4.8 3.0 43.5 11 C 10.4 55 110 550.0 38.0 6.9 145.9 183.31 B 0.6 12 22 130.6 6.3 4.8 4.1 43.5 11 C 10.6 60 120 600.3 41.4 6.9 153.3 200.12 B 0.8 12 20 132.1 5.1 3.8 5.0 44.0 12 C 10.8 75 125 752.9 34.5 4.6 159.6 251.02 B 1.0 10 22 113.6 7.6 6.7 6.4 37.9 12 C 11.0 80 115 803.2 24.2 3.0 163.9 267.72 B 1.2 10 20 113.6 6.3 5.6 7.5 37.9 12 C 11.2 75 115 752.9 27.6 3.7 168.9 251.02 B 1.4 10 20 113.6 6.3 5.6 8.7 37.9 12 C 11.4 75 115 752.9 27.6 3.7 173.8 251.02 B 1.6 6 20 76.7 8.9 11.5 10.2 25.6 12 C 11.6 70 120 702.5 34.5 4.9 180.0 234.23 B 1.8 14 30 152.0 10.1 6.7 12.1 50.7 13 C 11.8 70 120 704.0 34.5 4.9 186.3 234.73 B 2.0 12 26 133.6 8.9 6.6 13.7 44.5 13 C 12.0 70 115 704.0 31.1 4.4 191.9 234.73 B 2.2 14 32 152.0 11.4 7.5 15.7 50.7 13 C 12.2 85 105 855.1 13.8 1.6 194.3 285.03 B 2.4 10 24 115.1 8.9 7.7 17.3 38.4 13 C 12.4 70 100 704.0 20.7 2.9 198.1 234.73 B 2.6 10 28 115.1 11.4 9.9 19.4 38.4 13 C 12.6 70 100 704.0 20.7 2.9 201.8 234.74 B 2.8 10 22 116.5 7.6 6.5 20.7 38.8 14 C 12.8 60 95 604.7 24.2 4.0 206.1 201.64 B 3.0 10 20 116.5 6.3 5.4 21.9 38.8 14 C 13.0 60 100 604.7 27.6 4.6 211.1 201.64 B 3.2 16 30 171.9 8.9 5.2 23.5 57.3 14 C 13.2 60 105 604.7 31.1 5.1 216.7 201.64 B 3.4 22 44 227.3 13.9 6.1 26.0 75.8 14 C 13.4 60 110 604.7 34.5 5.7 222.9 201.64 B 3.6 30 50 301.2 12.7 4.2 28.2 100.4 14 C 13.6 75 100 755.8 17.3 2.3 226.0 251.95 B 3.8 32 56 321.1 15.2 4.7 31.0 107.0 15 C 13.8 70 105 706.9 24.2 3.4 230.4 235.65 B 4.0 34 64 339.6 19.0 5.6 34.4 113.2 15 C 14.0 75 105 757.3 20.7 2.7 234.1 252.45 B 4.2 32 64 321.1 20.2 6.3 38.0 107.0 15 C 14.2 70 100 706.9 20.7 2.9 237.8 235.65 B 4.4 32 66 321.1 21.5 6.7 41.9 107.0 15 C 14.4 75 95 757.3 13.8 1.8 240.3 252.45 B 4.6 32 58 321.1 16.4 5.1 44.9 107.0 15 C 14.6 65 100 656.5 24.2 3.7 244.6 218.86 B 4.8 38 60 378.0 13.9 3.7 47.4 126.0 16 C 14.8 70 105 708.4 24.2 3.4 249.0 236.16 B 5.0 32 62 322.6 19.0 5.9 50.8 107.5 16 C 15.0 70 110 708.4 27.6 3.9 254.0 236.16 B 5.2 36 58 359.5 13.9 3.9 53.3 119.86 B 5.4 36 60 359.5 15.2 4.2 56.0 119.8 -------------------------------------6 B 5.6 34 56 341.1 13.9 4.1 58.5 113.7 Ended of testing at 15.00 meters depth.7 B 5.8 36 58 361.0 13.9 3.9 61.0 120.37 B 6.0 36 60 361.0 15.2 4.2 63.8 120.37 B 6.2 42 76 416.4 21.5 5.2 67.6 138.87 C 6.4 60 70 594.5 6.9 1.2 68.9 198.27 C 6.6 55 90 544.1 24.2 4.4 73.2 181.48 C 6.8 60 85 595.9 17.3 2.9 76.3 198.68 C 7.0 60 85 595.9 17.3 2.9 79.4 198.68 C 7.2 65 105 646.3 27.6 4.3 84.4 215.48 C 7.4 70 100 696.7 20.7 3.0 88.1 232.28 C 7.6 60 85 595.9 17.3 2.9 91.2 198.69 C 7.8 60 90 597.4 20.7 3.5 95.0 199.19 C 8.0 70 110 698.1 27.6 4.0 99.9 232.79 C 8.2 65 90 647.8 17.3 2.7 103.0 215.99 C 8.4 75 105 748.5 20.7 2.8 106.8 249.59 C 8.6 75 105 748.5 20.7 2.8 110.5 249.5

10 C 8.8 65 95 649.2 20.7 3.2 114.2 216.410 C 9.0 75 100 750.0 17.3 2.3 117.3 250.010 C 9.2 60 90 598.9 20.7 3.5 121.0 199.610 C 9.4 65 90 649.2 17.3 2.7 124.2 216.410 C 9.6 60 85 598.9 17.3 2.9 127.3 199.611 C 9.8 65 90 650.7 17.3 2.7 130.4 216.911 C 10.0 65 90 650.7 17.3 2.7 133.5 216.9

Test date 17/2/2010 Test by: Pisit Calculated by : NontasateChecked by : W.Pramot

Qf = L*f*Qs ; where : Qb=�*Qc ; where Qb = Ultimate pile tip bearing capacity,(t/m2)Qf = Ultimate pile shaft friction,(t/m) � = Cone resistance factor, use 1/3 L = Embedded pile length,(m) Qc = Local cone resistance,(t/m2) f = Adhesion factor,use 0.9 for all cases =((a*(gauge correction))+(no.rod)*(rod weight))/(cone project area)Qs = Local cone shaft friction,(t/m2) a= Cone resistance reading,(div.) = (b-a)*(gauge correction)/(Sleeve area) b= a+ Friction reading,(div.) Sheet…1…..of…1..

ASTM TESTING CO.,LTD. DUTCH CONE

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PROJECT : TEST NO. : TESTED BY :

DEPTH (m) : DATE :

LOCATION : COORD. N : COMPUTED BY :

E : DATE :

STA. : ELEV. (m) :

DUTCH CONE PENETRATION TESTASTM TESTING CO.,LTD.

Qc ( x1000 t/m2) Qs (t/m2) Qs/Qc (%)

CONE RESISTANCE LOCAL FRICTION FRICTION RATIO

Flat Area

Nong Kae Industrial Estate Nontasate

Saraburi Province 03/03/2010

Saraburi B Cogeneration Company Limited DC-1 Phisit

15.00 17/02/2010

0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

200 1 2 3 4 5

DE

PTH

(m)

0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

200 20 40 60 80 100

DE

PTH

(m)

0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

200 5 10 15 20

DE

PTH

(m)

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Table 11

Compaction and CBR Test Data

Sample sheet

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TEST PIT NO : TESTED BY :

PROJECT : MEGA BANGNA SHOPPING CENTER DEPTH (m) : DATE :

BANGKOK - THAILAND SOURCE : CHECK BY :

LOCATION : โรงโม ศิลาพร จ.ชลบุรี DATE :

TYPE OF TEST STANDARD PROCTOR WEIGHT OF HAMMER (lb.)

MOLD DIAMETER (cm) DROP HEIGHT (in.)

MOLD HEIGHT (cm) NUMBER OF LAYER

MOLD VOLUME (cm3) NUMBER OF BLOWS/LAYER

A. WET & DRY DENSITY

TEST NO.

MOLD NO.

WT. OF MOLD + COMPACTED SOIL (gm)

WT. OF MOLD (gm)

WT. OF COMPACTED SOIL (gm)

WET DENSITY, WD (t/m³)

DRY DENSITY, DD = WD/(1+w/100) (t/m³)

B. WATER CONTENT

CONTAINER NO.

WT. OF CONTAINER (gm)

WT. OF CONTAINER + WET SOIL (gm)

WT. OF CONTAINER + DRY SOIL (gm)

WT. OF WATER, W w (gm)

WT. OF DRY SOIL, Wd (gm)

WATER CONTENT, w = (Ww/Wd)x100 (%)

C. RESULTS

MAX. DRY DENSITY, MDD (t/m³) = OPT. MOISTURE CONTENT, OMC (%) =

11.76

174.30

12.90 11.40 17.20 20.50

1661

2207

9.402.137

32.00

5.5

SOMCHAI

25

2.115

2.275

4

3926

1661

17-05-53

COMPACTION TEST(ASTM D1140 - 54) ASTM TESTING CO.,LTD.

ดินถม

GROUP LAB

15-05-53

2.035

3

A-29

5

4

3868

10.100

12.105

970.224

12

226.80

192.80

6.69

177.20

133.50

8.54

225.20 206.30

165.60

192.10

209.30188.60

43.70

10.39

A-30 A-26

26.5032.40

A-37

238.10

2.335

3767

1661

2.035

2244

2.313

2.131

2.171

4

3905

1661

4

2106

MATERIAL : EMBANKMENT (CRUSHED ROCK)

31 42

2265

1.6

1.7

1.8

1.9

2.0

2.1

2.2

5 6 7 8 9 10 11 12 13 14 15

Water Content (%)

Dry

Den

sity

(t/m

³)

TP-1 DATAMAIN\LABTEST\COMPACTION\Compaction-Silaporn-15-05-2010.xls

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ASTM D 1883 / AASHTO T 193 / ทล.-ท. 109 (DH-T 109)

PROJECT : MEGA BANGNA SHOPPING CENTER SAMPLE : TESTED BY :

BANGKOK-THAILAND DEPTH (m) : DATE :

LOCATION : โรงโม ศิลาพร SOURCE : INPUT BY :

จ.ชลบุรี DATE :

TEST CONDITION : MATERIAL : CHECKED BY :

DATE :

1. COMPACTION DATA (BEFORE SOAKING)

COMPACTION TYPE(MODIFIED OR STANDARD)

NO. OF LAYER

NO. OF BLOWS / LAYER

DIAMETER OF MOLD, D (cm)

HEIGHT OF SAMPLE, H (cm)

WT. OF SAMPLE, W1 (kg)

VOLUME OF SAMPLE, V (m³)

WET DENSITY, ↓t = W1 / V (t/m³)

Optimum Water Content(From Compaction test) (%)

DRY DENSITY, үd = үt / (1+ w/100) (t/m³)

2. WATER ABSORPTION (AFTER SOAKING)

WATER CONTENT w (%)

WT. OF SAMPLE, W2 (kg)

% ABSORPTION, {(W2-W1) / W1} * 100 (%)

3. SWELLING MEASUREMENT

GAGE ACCURACY (in./div) = SURCHARGE (lbs) =

4. PENETRATION TEST

PROVING RING NO. = PR-5 PISTON DIA. (in) =

LOAD (lbs) = 1.0305R - 70.404 (R = Guage Reading in division, 0.0001 in/div) PISTON AREA (sq.in) = 3.040

1190 2300380.23

1.967

959.88

756.50

2900

0.400

15/05/2553

0.025

0.050

0.075

0.100

09.40

0.300

509.04

129.38 1000

20/05/2553

380 105.65 730 224.30 1570

24

315.82 1990

SOAKED

PENETRATION

(in)

0.000

0.200

770 237.86 1400 451.41

176.84

5

12 25 56

15.21 15.13 15.16

17.82

651.41

โรงโม

5 5

450

0.500

590

CALIFORNIA BEARING RATIO (CBR) TEST

09.40

24

16/05/2553

09.40 0

ASTM TESTING CO.,LTD.

หินฝุน GROUP LAB

CRUSHED ROCK 19/05/2553

จ.ชลบุรี 20/05/2553

CRUSHED ROCK

21/05/2553

T-99 T-99 T-99

TEST NO. 1 TEST NO. 2 TEST NO. 3

17.81 17.80

4.429 4.849 5.210

9.40 9.40 9.40

0.0022 0.0022 0.0022

2.013 2.204 2.368

2.51 1.36

9.82

2.165

9.51 9.45

4.540 4.915 5.240

1.840 2.015

0.58

DATE TIME ELAPSED TIME GAGE RDG. % SWELL GAGE RDG. % SWELL % SWELL

(div)

0.0000

(div)

0.0000

(div)

09.40 24 1 0.009

(hrs)

0 0.000

00.004

19/05/2553 09.40 24 1 0.010

0.00418/05/2553 01 0.00100.010

0.010 0

PRESSURE

(psi) 25Blows(div)

PRESSURE LOAD, R

170.06

120

251.41

150 27.69 490 142.94

17.52 390 109.04

346.33

230 54.81 610

310 81.92 680 207.35

183.62 810

1090

0.001

570

56Blows(div)

0 0

(psi)

LOAD, R

GAGE RDG.

129.38

0.001

10

LOAD, R PRESSURE

(psi)

0

0 0.001

0.001

450

12Blows(div)

0

0

0.004 0

0.004

1

DATAMAIN\LABTEST\LAB CBR\CBR-Silaporn-19-02-2010.xls

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ASTM D 1883 / AASHTO T 193 / ทล.-ท. 109 (DH-T 109)

PROJECT : SAMPLE : TESTED BY :

DEPTH (m) : DATE :

LOCATION : SOURCE : INPUT BY :

DATE :

TEST CONDITION : SOAKED MATERIAL : CHECKED BY :

DATE :

% CBR

TEST NO.

TEST CONDITION

PENETRATION (in)

PISTON PRESSURE, A (psi)

STANDARD UNIT LOAD,B (psi)

% CBR = ( A/B )x100

CRUSHED ROCK 21/05/2553

จ.ชลบุรี จ.ชลบุรี 20/05/2553

CRUSHED ROCK

CALIFORNIA BEARING RATIO (CBR) TEST ASTM TESTING CO.,LTD.

MEGA BANGNA SHOPPING CENTER หินฝุน GROUP LAB

โรงโม ศิลาพร โรงโม

CRUSHED ROCK

1

SOAKED

1,500

19/05/2553

509.04

SOAKED

2

224.30

0.1 0.2

1,500

33.94

3

SOAKED

0.20.1

346.33

1,000

34.63

0.2

7.04

105.65

0.1

1,000

81.92

8.19 14.95

207.35

1,000

20.73

1,500

0

100

200

300

400

500

600

700

800

900

1000

0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50

PENETRATION (in)

PIS

TON

PR

ES

SU

RE

(psi

)

12 BLOWS/LAYER

25 BLOWS/LAYER

56 BLOWS/LAYER

DATAMAIN\LABTEST\LAB CBR\CBR-Silaporn-19-02-2010.xls

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ASTM D 1883 / AASHTO T 193 / ทล.-ท. 109 (DH-T 109)

PROJECT : SAMPLE : TESTED BY :

DEPTH (m) : DATE :

LOCATION : SOURCE : INPUT BY :

DATE :

TEST CONDITION : SOAKED MATERIAL : CHECKED BY :

DATE :

TEST NO

DRY DENSITY t/m3

% CBR (SOAKED)

COMPACTION METHOD

AT 95% MDD, DRY DENSITY 2.030

T-99

3

CBR %

20.73

t/m32.137

22.30

MAX. DRY DENSITY (MDD)

t/m3

19/05/2553

2

2.015

8.19

2.165

34.63

CRUSHED ROCK

1

1.840

CALIFORNIA BEARING RATIO (CBR) TEST ASTM TESTING CO.,LTD.

MEGA BANGNA SHOPPING CENTER หินฝุน GROUP LAB

21/05/2553

โรงโม ศิลาพร

CRUSHED ROCK

20/05/2553

1.40

1.45

1.50

1.55

1.60

1.65

1.70

1.75

1.80

1.85

1.90

1.95

2.00

2.05

2.10

2.15

2.20

2.25

2.30

2.35

2.40

2.45

2.50

5.0 15.0 25.0 35.0 45.0

CBR (%)

DR

Y D

EN

SIT

Y (t

/m³)

DATAMAIN\LABTEST\LAB CBR\CBR-Silaporn-19-02-2010.xls

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Table 12

Water Analysis Test Data

Sample sheet

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GROUND WATER QUALITY ANALYSIS REPORT

Coordination : INFRATECH ASIM CO., LTD.

Sampling Source : Saraburi B Cogeneration Co., Ltd. (Saraburi)

Monitoring Date : February 25, 2010

Monitored by : Health & Envitech Co., Ltd.

Report Date : March 6, 2010

Ref. No. : H.E. 371/2010

STANDARD METHOD OF GROUND WATER SAMPLING AND ANALYSIS

PARAMETER SAMPLING AND ANALYTICAL METHOD

pH Grab Sampling, pH Meter

Calcium (Ca) Grab Sampling, Direct Aspiration, Atomic Absorption

Magnesium (Mg) Grab Sampling, Direct Aspiration, Atomic Absorption

Manganese (Mn) Grab Sampling, Direct Aspiration, Atomic Absorption

Chloride (Cl) Grab Sampling, Ion-Selective Electrode

Total Hardness (as CaCO3) Grab Sampling, EDTA Titrimetric

Iron (Fe) Grab Sampling, Direct Aspiration, Atomic Absorption

Potassium (K) Grab Sampling, Direct Aspiration, Atomic Absorption

Sodium (Na) Grab Sampling, Direct Aspiration, Atomic Absorption

Nitrate (NO3) Grab Sampling, Nitrate Electrode Method

Sulfate (SO4) Grab Sampling, Iodometric

Carbon dioxide (CO2) as Carbonate (CO3) Grab Sampling, EDTA Titrimetric

Phosphate (PO4) Grab Sampling, Vanadomolybdophosphoric acid, Colorimetric

Silica (Si) Grab Sampling, Molybdosilicate Method, Direct Aspiration, Atomic

Absorption

.………..…………………… .………..……………………

(Prasart Chiaplaem) (Rung Rittiyan)

Laboratory No. �-152-�-3213 Laboratory No. �-152-�-3214

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GROUND WATER QUALITY ANALYSIS RESULTS

STARDARD

SOURCE PARAMETER UNIT DETECTED

VALUE Suitable

allowance

Max.

allowable

Saraburi B Cogeneation Co., Ltd. pH - 6.7 7.0 – 8.5 6.5 – 9.2

Calcium (Ca) mg/l 0.186 - -

Magnesium (Mg) mg/l 2.400 - -

Manganese (Mn) mg/l *2.234 � 0.3 � 0.5

Chloride (Cl) mg/l 42 � 250 � 600

Total Hardness (as CaCO3) mg/l 152 � 300 � 500

Iron (Fe) mg/l *2.421 � 0.5 � 1.0

Potassium (K) mg/l 0.038 - -

Sodium (Na) mg/l 1.502 - -

Nitrate (NO3) mg/l 0.280 � 45 � 45 Sulfate (SO4) mg/l 4.276 � 200 � 250

Carbon dioxide (CO2) as

Carbonate (CO3) mg/l 253 - -

Phosphate (PO4) mg/l 4.276 - -

Silica (Si) mg/l 35.783 - -

*Over standard limit Remark

1. Standard: Notification of the Ministry of Natural Resources and Environment B.E. 2551 (2008), issued under The

Ground Water Act B.E. 2520 (1977), published in the Royal Government Gazette, Vol. 125, Special Part 85 �. dated May 21, B.E.

2551 (2008).

2. Test results will be applicable only for the brought samples.

3. Do not copy partial of this analysis report without official approval.

4. Definition

mg/l : milligrams per liter

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(Prasart Chiaplaem) (Rung Rittiyan)

Registered Lab. Controller Managing Director

Laboratory No. �-152-�-3213 Health & Envitech Co., Ltd.

Registered Lab No. �-152