method soil investigation

Method StatementFOR

Soil Investigation

PREPARED BY

JUNE 2010

Infratech ASTM CO., LTD.

TABLE OF CONTENTSChapter Title Page

Table of Contents..1List of Appendix....................................................................................................................................... 2 List of Table............................................................................................................................................. 2 List of Figures.......................................................................................................................................... 2

1.0 2.0

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

1


List of AppendixAppendix A Appendix B Appendix C Appendix D Appendix E Sample of Soil Boring Log data sheet Sample of Summary of general laboratory test data sheet Sample of Pile calculation data sheet Sample of Shallow Foundation Bearing Capacity Analysis Sample of Prediction of long term settlement calculation

List of TableTable 1 Table 2 Table 3 Table 4 Table 5 Table 6 Table 7 Table 8 Table 9 Table 10 Table 11 Table 12 Sample of Unconfined Compression Test data sheet Sample of Atterberg Limit Test data sheet Sample of Sieve Analysis Test data sheet Sample of Unit Weight data sheet Sample of Water content Test data sheet Sample of Consolidation Test data sheet Sample of Field Permeability test data sheet Sample of soil resistivity test data sheet Sample of down hole seismic test data sheet Sample of Dutch cone penetration test data sheet Sample of compaction and CBR test data sheet Sample water analysis test data sheet

2


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 ..

2.0follows:

SCOPE OF WORKThe scope of work for the geotechnical consultancy services of the project are summarized as 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 3.1

FIELD INVESTIGATION 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 SamplingThe 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 3

Infratech ASTM CO., LTD.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.

4


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

5


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:

6


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

7

APPENDIX A

SOIL BORING LOG Sample Sheet

ASTMPROJECT: LOCATION:Graphic Log Sample No. Depth (m) Method

ASTM TESTING CO., LTD.BORING LOGBorehole No. BH-08BH-0 Page 1 of 1 24

SIAM ENERGY POWER PLANT BANGKLA CHACHOENGSAORecovery Atterberg Limits 40 80

SPT-N (Blow/30cm.) 20 40 60 80 100 Su (t/m2) 4 6 8

SOIL DESCRIPTION1.0 Borehole Elevation = 1.99 m. 0.80 m. Top soil

t

(t/m3) 2.0

2

10

0

ST 1 ST 25 Brown, moist to saturated, medium plasticity, very soft to soft, Sandy Clay. (CL)

2.00 m.

1.49

1.01

1.6

1.3

ST 3 ST 4 SS 1 SS 2

1.69

2.14

6.50 m.

1.7 1.81

0.54

Brown, moist, high plasticity, stiff, Sandy Clay. (CH) 9.45 m.

9

10 1.96

10

SS 3 SS 4 SS 515

Brown, moist, medium plasticity, very stiff to hard, Sandy Clay. (CL) 12.45 m.

22

1.85

31

1.89

14

SS 6 SS 7 SS 820

Brown, moist, high plasticity, stiff to very stiff, Sandy Clay. (CH) trace gravel.

1.96

16

15

17 19.95 m.

SS 9 SS 10 SS 11 SS 12End of Boring = 24.45 m. Brown, moist, medium plasticity, hard, Sandy Clay. (CL)

22

58

76 24.45 m. 1.93

Start date: Finished date: Borehole Depth: Observed GWL. Drilling Foreman: ABBREVIATIONS:ST = Undisturbed Sample SS = Split Spoon Sample LL = Liquid Limit PL = Plastic Limit

8-..-09 8-..-09 24.45 m. -1.50 m. Thawatchaigt = Total Unit Weight SPT = Standard Penetration Test

PL

W n LL

Su (UC) Su (FV) Su (PP) SPT, N (Blow/30 cm.)

Total Unit Weight

APPENDIX B

SUMMARY OF GENERAL LABORATORY TEST Sample sheet

ASTM TESTING CO.,LTD.PROJECT: LOCATION: Depth. (m.) Sample No From To USCS Soil groupST - 1 ST - 2 ST - 3 ST - 4 SS - 1 SS - 2 SS - 3 SS - 4 SS - 5 SS - 6 SS - 7 SS - 8 SS - 9 SS - 10 SS - 11 SS - 12 0.00 1.50 3.00 4.50 6.00 7.50 9.00 10.50 12.00 13.50 15.00 16.50 18.00 19.50 21.00 22.50 24.00 1.50 2.00 3.50 5.00 6.50 7.95 9.45 10.95 12.45 13.95 15.45 16.95 18.45 19.95 21.45 22.95 24.45 CL 17.82 1.93 END OF BORING AT 24.45 M. 41.11 18.58 22.54 99.70 99.30 96.57 82.52 CH 32.88 CL 22.04 1.96 1.85 1.89 1.96 60.30 28.53 31.77 93.45 91.79 89.23 85.09 48.11 21.29 26.82 100.00 99.85 99.29 95.86 CH CL 88.34 61.41 55.20 54.24 31.07 1.01 1.30 2.14 0.54 1.49 1.60 1.69 1.70 1.81 56.08 23.51 32.56 99.04 98.92 98.11 91.63 40.05 24.33 15.72 100.00 99.77 98.51 94.33 97.74 93.07 86.41 75.43

SUMMARY OF TEST RESULTS

BORE HOLE NO. Water Level : Wn,at Received (%) UC Test SU (T / m )2

BH - 8 -1.50 M.

wet,gm./cc. LL

Atterberg Limits PL (%) PI (%) #4

Gradation % Passing # 10 # 40 # 200

Nspt (Blow / Foot)Top Soil

Soil Description

(%)

Sandy Clay (CL,CH). 9 10 22 31 14 16 15 17 22 58 76 89 Sandy Clay (CL). Sandy Clay (CH) trace gravel.

Appendix CPile Calculation Sample sheet

Appendix B 1 - BH-1

(Estimation of Soil Bearing Capacity) Saraburi A Cogeneration Co.,ltd. Saraburi BH-1

PROJECT : LOCATION : BOREHOLE NO.:

Saraburi A Cogeneration Co.,ltd. SaraburiBH-1

0 0

10

20

30

40

50

60

70

80

90 100

1

2

Depth (m)3 4 5

Ultimate End Bearing(t/sq.m.)

SOIL BEARING CAPACITY VS DEPTH FOR SHALLOW FOUNDATION

SHALLOW FOUNDATION SOIL BEARING CAPACITYProject: Location: Borehole No.: Factor of safety : Allowable settlement, Se Depth of water =Depth Df 0.0 1.0 2.0 3.0 4.0 CL CL CL CL Soil Description USCS S=Sand C=Clay C C C C t/m2 0.00 2.0 2.0 2.0 2.1 kN/m2 0.00 19.6 19.6 19.6 20.2 Unit weight SPT (N-value) Field Correct Design Ncor. 0 20 20 22 26 Ndesign 0 13 15 17 22 t/m2 0.00 2.00 4.00 6.00 8.06 t/m2 0.00 2.00 3.53 4.53 5.59 kN/m2 0.00 19.62 34.63 44.44 54.84 t/m2 7.89 9.15 10.83 13.83 kN/m2 77.39 89.80 106.28 135.72o

Saraburi A Cogeneration Co.,ltd. SaraburiBH-1 3.00 25.0 1.53 vo,base mm. m below ground levelCohesion, Su

'vo,base

FDN Dimension B m. 1.0 1.0 1.0 1.0 L m. 1.0 1.0 1.0 1.0

NET SOIL BEARING CAPACITY CLAY qu (kPa) qall (kPa) qall (t/m2) 572.8 775.4 1048.8 1506.8 190.9 258.5 349.6 502.3 19.5 26.3 35.6 51.2 Fd SAND qall (kPa) qall (t/m2) -

SUMMARY Depth (m) 1.0 2.0 3.0 4.0 qall (t/m2) 19.5 26.3 35.6 51.2

NF0 9 12 15 20

-

Remark:

1) qall = Net allowable soil bearing capacity 2) Corected Standard Penetration, N correct = NF*sqrt(95.6/'v), After Liao and Whitman (1986) 3) The net ultimate bearing capacity for clayey soil ( = 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.)

Appendix B 2 - BH-1

(Recommendation for Pile Capacity and length) Saraburi A Cogeneration Co.,ltd. Saraburi BH-1

RECOMMENDED PILE LENGTH AND CAPACITY FOR FOR SINGLE PILE Project: Saraburi A Cogeneration Co.,ltd. Location: SaraburiBorehole No.: BH-1

Soil Capacity F.S. =2.5(Tons) Pile Type Driven Pile Driven Pile Driven Pile Driven Pile Pile Size 0.25x0.25 0.30x0.30 0.35x0.35 0.40x0.40 Length(m.) 12.0 12.0 12.0 12.0 Compression 39 48 58 68 Tension 32 38 45 51 Lateral 0.2 0.3 0.5 0.6

Pile Structural Capacity(Tons) 40 55 70 80 REMARKCan not be installed when SPT>=Limit Can not be installed when SPT>=Limit Can not be installed when SPT>=Limit Can not be installed when SPT>=Limit

Bored Pile Bored Pile Bored Pile Bored Pile

Dia.0.35 Dia.0.40 Dia.0.50 Dia.0.60

10.0 11.5 13.0 14.5

44 61 94 140

35 49 74 105

0.3 0.4 0.5 0.7

48 63 98 141

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

50

RECOMMENDED ALLOWABLE LOAD FOR SINGLE SQUARE DRIVEN PILE

Project: Location: Borehole No.: Factor of safety : Depth of water :

Saraburi A Cogeneration Co.,ltd. SaraburiBH-1 2.50 1.53 m. below ground level

Depth (meters)

25 x 25 cm. Square Driven Pile Cumm.Skin Friction (tons) End Bearing (tons) 8.3 10.0 11.6 16.3 15.9 18.1 21.4 24.5 Pile Weight (tons) 0.5 0.6 1.0 1.2 1.4 1.7 1.9 2.1 Allowable Load (tons) 10.9 14.0 21.1 27.9 32.4 38.6 45.8 53.8

30 x 30 cm. Square Driven Pile Cumm.Skin Friction (tons) 23.3 30.6 50.4 65.5 80.0 95.9 113.9 134.6 End Bearing (tons) 11.9 14.5 16.7 23.5 22.9 26.1 30.8 35.3 Pile Weight (tons) 0.6 0.9 1.4 1.7 2.1 2.4 2.7 3.0 Allowable Load (tons) 13.8 17.7 26.3 34.9 40.3 47.9 56.8 66.7



4.0 5.0 7.5 9.0 10.5 12.0 13.5 15.0

19.4 25.5 42.0 54.5 66.7 79.9 94.9 112.2

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

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

RECOMMENDED ALLOWABLE LOAD FOR SINGLE BORED PILE


Saraburi A Cogeneration Co.,ltd. SaraburiBH-1 2.50 1.53 m. below ground level

Depth (meters)Cumm.Skin Friction (tons) 4.0 5.0 7.5 9.0 10.5 12.0 13.5 15.0 31.2 41.1 67.7 87.8 107.4 128.7 152.8 180.6

35 cm. Dia. Bored Pile End Bearing (tons) 12.8 15.5 17.8 25.1 24.4 27.9 32.9 37.8 Pile Weight (tons) 0.7 0.9 1.5 1.8 2.2 2.5 2.9 3.2 Allowable Load (tons) 17.3 22.3 33.6 44.4 51.8 61.6 73.1 86.0 Cumm.Skin Friction (tons) 35.7 47.0 77.3 100.4 122.7 147.1 174.6 206.4



60 cm. Dia. Bored Pile End Bearing (tons) 37.5 45.4 52.4 73.9 71.8 82.1 96.7 111.0 Pile Weight (tons) 2.0 2.7 4.4 5.4 6.4 7.5 8.5 9.5 Allowable Load (tons) 35.6 45.3 65.6 87.6 99.8 118.1 140.1 164.4



Appendix B 3 - BH-1

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

Saraburi A Cogeneration Co.,ltd. BH-1



0 0

50

100

150

200 0

0

200

400

600

800

1,000

2

2

4

4

6

6

Depth (m)

Depth (m)

8

8

10

10

12

12

14

14

16

16

Ultinate Skin Friction(t/m.Perimeter)


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



0 0

50

100

150

200 0

0

200

400

600

800

1,000

2

2

4

4

6

6

Depth (m)

Depth (m)

8

8

10

10

12

12

14

14

16

16

Ultinate Skin Friction(t/m.Perimeter)


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

Appendix B

4

( Driven Pile Calculation)Saraburi A Cogeneration Co.,ltd. Saraburi BH-1

SINGLE SQUARE DRIVEN PILE CAPACITY CALCULATION-STATIC FORMULAProject: Location: Borehole No.: Pile size : Area: Perimeter : Factor of safety : Depth of water =Depth To Soil Description Unit t/m2 0.00 2.0 2.0 2.0 2.1 2.1 2.1 2.1 2.0 2.0 2.0 2.1 Unit kN/m2 0.00 19.62 19.62 19.62 20.21 20.21 20.40 20.60 19.62 19.42 19.42 20.11 0 9 12 15 20 25 30 44 43 50 60 70 0 20 20 22 26 30 31 41 38 42 48 53 0 13 15 17 22 27 30 43 41 47 56 64 SPT (N-value) Field Liao Corr. t/m2 0.00 2.00 4.00 6.00 8.06 10.12 15.32 18.47 21.47 24.44 27.41 30.49 t/m2 0.00 2.00 3.53 4.53 5.59 6.65 9.35 11.00 12.50 13.97 15.44 17.02 kN/m2 0.00 19.62 34.63 44.44 54.84 65.24 91.72 107.91 122.63 137.05 151.47 166.92 t/m2 0.00 1.00 2.77 4.03 5.06 6.12 8.00 10.18 11.75 13.24 14.71 16.23 kN/m2 0.00 9.81 27.12 39.53 49.64 60.04 78.48 99.82 115.27 129.84 144.26 159.19 t/m2 7.89 9.15 10.83 13.83 16.72 18.88 26.96 25.83 29.53 34.93 40.20o

Saraburi A Cogeneration Co.,ltd. SaraburiBH-1 0.25 0.063 1.000 2.50 1.53 'tip 'tip m 'ave from ground level 'aveSu

x m2 m

0.25

m.

vo

Nq

Ks

Adh. Factor 0.55 0.50 0.46 0.40 0.37 0.35 0.31 0.31 0.30 0.29 0.29

qb t/m2 0 73.0 86.4 103.5 132.6 160.6 185.2 261.1 253.9 290.2 341.8 392.3 392.3 392.3 392.3 392.3 392.3 392.3 392.3 392.3 392.3 392.3

qs t/m2 0.0 4.4 4.5 4.9 5.6 6.1 6.6 8.3 8.1 8.8 10.0 11.5

Qb

Qs

Qs

Qs

Wp

Qu

Qa

USCS S=Sand Weight Weight C=Clay

Cumm. Cumm. tons tons tons t/m. peri tons tons tons

0.80 -

0.0 1.0 2.0 3.0 4.0 5.0 7.5 9.0 10.5 12.0 13.5 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0

CL CL CL CL CL CL SC SC SC CL SG

C C C C C C C C C C C

-

-

-

0.0 4.6 5.4 6.5 8.3 10.0 11.6 16.3 15.9 18.1 21.4 24.5

0.0 4.4 4.5 4.9 5.6 6.1 16.5 12.5 12.1 13.2 15.0 17.2

0.0 4.4 8.9 13.9 19.4 25.5 42.0 54.5 66.7 79.9 94.9 112.2

0.0 4.4 8.9 13.9 19.4 25.5 42.0 54.5 66.7 79.9 94.9 112.2 112.2 112.2 112.2 112.2 112.2 112.2 112.2 112.2 112.2 112.2

0.0 0.0 0.2 0.3 0.5 0.6 1.0 1.2 1.4 1.7 1.9 2.1

0.0 8.9 9.8 11.1 13.4 15.6 27.1 27.6 26.6 29.7 34.5 39.7

0.0 3.6 5.7 8.0 10.9 14.0 21.1 27.9 32.4 38.6 45.8 53.8

Remark:

1) Negative skin friction is not consider in the calculation 2) Pile cut-off level is at - 1.00 m. below ground level 3) Limited maximum end bearing, qb = 1000 t/sq.m. for sand (Reese and O' Neill, 1989) 4) Corected Standard Penetration, Ncorrect = NF*sqrt(95.6/'v), (Liao and Whitman, 1986)



x m2 m

0.30

m.

vo

Nq

Ks

Adh. Factor 0.55 0.50 0.46 0.40 0.37 0.35 0.31 0.31 0.30 0.29 0.29

qb t/m2 0 73.0 86.4 103.5 132.6 160.6 185.2 261.1 253.9 290.2 341.8 392.3 392.3 392.3 392.3 392.3 392.3 392.3 392.3 392.3 392.3 392.3

qs t/m2 0.0 4.4 4.5 4.9 5.6 6.1 6.6 8.3 8.1 8.8 10.0 11.5

Qb

Qs

Qs

Qs

Wp

Qu

Qa



0.80 -

0.0 1.0 2.0 3.0 4.0 5.0 7.5 9.0 10.5 12.0 13.5 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0



-

-

-

0.0 6.6 7.8 9.3 11.9 14.5 16.7 23.5 22.9 26.1 30.8 35.3

0.0 5.2 5.5 5.9 6.7 7.4 19.8 15.0 14.6 15.9 18.0 20.7

0.0 5.2 10.7 16.6 23.3 30.6 50.4 65.5 80.0 95.9 113.9 134.6

0.0 4.4 8.9 13.9 19.4 25.5 42.0 54.5 66.7 79.9 94.9 112.2 112.2 112.2 112.2 112.2 112.2 112.2 112.2 112.2 112.2 112.2

0.0 0.0 0.2 0.4 0.6 0.9 1.4 1.7 2.1 2.4 2.7 3.0

0.0 11.8 13.0 14.8 17.9 20.9 35.1 36.8 35.4 39.6 46.0 53.0

0.0 4.7 7.3 10.2 13.8 17.7 26.3 34.9 40.3 47.9 56.8 66.7

Remark:




x m2 m

0.35

m.

vo

Nq

Ks

Adh. Factor 0.55 0.50 0.46 0.40 0.37 0.35 0.31 0.31 0.30 0.29 0.29

qb t/m2 0 73.0 86.4 103.5 132.6 160.6 185.2 261.1 253.9 290.2 341.8 392.3 392.3 392.3 392.3 392.3 392.3 392.3 392.3 392.3 392.3 392.3

qs t/m2 0.0 4.4 4.5 4.9 5.6 6.1 6.6 8.3 8.1 8.8 10.0 11.5

Qb

Qs

Qs

Qs

Wp

Qu

Qa



0.80 -

0.0 1.0 2.0 3.0 4.0 5.0 7.5 9.0 10.5 12.0 13.5 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0



-

-

-

0.0 8.9 10.6 12.7 16.2 19.7 22.7 32.0 31.1 35.6 41.9 48.1

0.0 6.1 6.4 6.9 7.8 8.6 23.1 17.5 17.0 18.5 21.0 24.1

0.0 6.1 12.5 19.4 27.2 35.8 58.9 76.4 93.4 111.9 132.9 157.0

0.0 4.4 8.9 13.9 19.4 25.5 42.0 54.5 66.7 79.9 94.9 112.2 112.2 112.2 112.2 112.2 112.2 112.2 112.2 112.2 112.2 112.2

0.0 0.0 0.3 0.6 0.9 1.2 1.9 2.4 2.8 3.2 3.7 4.1

0.0 15.1 16.7 19.0 23.1 27.1 43.9 47.1 45.3 50.9 59.2 68.1

0.0 6.0 9.1 12.6 17.0 21.7 31.9 42.4 48.7 57.7 68.4 80.4

Remark:




x m2 m

0.40

m.

vo

Nq

Ks

Adh. Factor 0.55 0.50 0.46 0.40 0.37 0.35 0.31 0.31 0.30 0.29 0.29

qb t/m2 0 73.0 86.4 103.5 132.6 160.6 185.2 261.1 253.9 290.2 341.8 392.3 392.3 392.3 392.3 392.3 392.3 392.3 392.3 392.3 392.3 392.3

qs t/m2 0.0 4.4 4.5 4.9 5.6 6.1 6.6 8.3 8.1 8.8 10.0 11.5

Qb

Qs

Qs

Qs

Wp

Qu

Qa



0.80 -

0.0 1.0 2.0 3.0 4.0 5.0 7.5 9.0 10.5 12.0 13.5 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0



-

-

-

0.0 11.7 13.8 16.6 21.2 25.7 29.6 41.8 40.6 46.4 54.7 62.8

0.0 7.0 7.3 7.9 8.9 9.8 26.4 20.0 19.4 21.2 24.0 27.6

0.0 7.0 14.3 22.2 31.1 40.9 67.3 87.3 106.7 127.9 151.9 179.4

0.0 4.4 8.9 13.9 19.4 25.5 42.0 54.5 66.7 79.9 94.9 112.2 112.2 112.2 112.2 112.2 112.2 112.2 112.2 112.2 112.2 112.2

0.0 0.0 0.4 0.8 1.2 1.5 2.5 3.1 3.6 4.2 4.8 5.4

0.0 18.7 20.7 23.7 28.9 34.0 53.5 58.7 56.4 63.4 73.9 85.0

0.0 7.5 11.1 15.2 20.4 26.0 37.8 50.4 57.5 68.0 80.7 94.7

Remark:


Appendix B

5

( Bored Pile Calculation)Saraburi A Cogeneration Co.,ltd. Saraburi BH-1

SINGLE BORED PILE CAPACITY CALCULATION-STATIC FORMULAProject: Location: Borehole No.: Pile Dia.(m.) : Area: Perimeter : Factor of safety : Depth of water =Depth To Soil Description Unit t/m2 0.00 2.0 2.0 2.0 2.1 2.1 2.1 2.1 2.0 2.0 2.0 2.1 Unit kN/m2 0.00 19.62 19.62 19.62 20.21 20.21 20.40 20.60 19.62 19.42 19.42 20.11 0 9 12 15 20 25 30 44 43 50 60 70 0 20 20 22 26 30 31 41 38 42 48 53 0 13 15 17 22 27 30 43 41 47 56 64 SPT (N-value) Field Liao Corr. t/m2 0.00 2.00 4.00 6.00 8.06 10.12 15.32 18.47 21.47 24.44 27.41 30.49 t/m2 0.00 2.00 3.53 4.53 5.59 6.65 9.35 11.00 12.50 13.97 15.44 17.02 kN/m2 0.00 19.62 34.63 44.44 54.84 65.24 91.72 107.91 122.63 137.05 151.47 166.92 t/m2 0.00 1.00 2.77 4.03 5.06 6.12 8.00 10.18 11.75 13.24 14.71 16.23 kN/m2 0.00 9.81 27.12 39.53 49.64 60.04 78.48 99.82 115.27 129.84 144.26 159.19 t/m2 7.89 9.15 10.83 13.83 16.72 18.88 26.96 25.83 29.53 34.93 40.20o


m2 m

vo

Nq

Ks

Adh. Factor 0.55 0.50 0.46 0.40 0.37 0.35 0.31 0.31 0.30 0.29 0.29

qb t/m2 0 73.0 86.4 103.5 132.6 160.6 185.2 261.1 253.9 290.2 341.8 392.3 392.3 392.3 392.3 392.3 392.3 392.3 392.3 392.3 392.3 392.3

qs t/m2 0.0 5.0 5.2 5.7 6.4 7.0 7.6 9.6 9.3 10.2 11.5 13.2

Qb

Qs

Qs

Qs

Wp

Qu

Qa



0.80 -

0.0 1.0 2.0 3.0 4.0 5.0 7.5 9.0 10.5 12.0 13.5 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0



-

-

-

0.0 7.0 8.3 10.0 12.8 15.5 17.8 25.1 24.4 27.9 32.9 37.8

0.0 7.0 7.3 8.0 8.9 9.9 26.6 20.1 19.5 21.3 24.1 27.8

0.0 7.0 14.4 22.3 31.2 41.1 67.7 87.8 107.4 128.7 152.8 180.6

0.0 5.0 10.3 15.9 22.3 29.4 48.3 62.7 76.7 91.9 109.1 129.0 129.0 129.0 129.0 129.0 129.0 129.0 129.0 129.0 129.0 129.0

0.0 0.0 0.2 0.5 0.7 0.9 1.5 1.8 2.2 2.5 2.9 3.2

0.0 14.1 15.4 17.5 21.0 24.4 42.9 43.4 41.8 46.7 54.1 62.3

0.0 5.6 9.0 12.7 17.3 22.3 33.6 44.4 51.8 61.6 73.1 86.0

Remark:




m2 m

vo

Nq

Ks

Adh. Factor 0.55 0.50 0.46 0.40 0.37 0.35 0.31 0.31 0.30 0.29 0.29

qb t/m2 0 73.0 86.4 103.5 132.6 160.6 185.2 261.1 253.9 290.2 341.8 392.3 392.3 392.3 392.3 392.3 392.3 392.3 392.3 392.3 392.3 392.3

qs t/m2 0.0 5.0 5.2 5.7 6.4 7.0 7.6 9.6 9.3 10.2 11.5 13.2

Qb

Qs

Qs

Qs

Wp

Qu

Qa



0.80 -

0.0 1.0 2.0 3.0 4.0 5.0 7.5 9.0 10.5 12.0 13.5 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0



-

-

-

0.0 9.2 10.9 13.0 16.7 20.2 23.3 32.8 31.9 36.5 43.0 49.3

0.0 8.0 8.4 9.1 10.2 11.3 30.4 23.0 22.3 24.4 27.6 31.7

0.0 8.0 16.4 25.5 35.7 47.0 77.3 100.4 122.7 147.1 174.6 206.4

0.0 5.0 10.3 15.9 22.3 29.4 48.3 62.7 76.7 91.9 109.1 129.0 129.0 129.0 129.0 129.0 129.0 129.0 129.0 129.0 129.0 129.0

0.0 0.0 0.3 0.6 0.9 1.2 2.0 2.4 2.9 3.3 3.8 4.2

0.0 17.2 18.9 21.5 26.0 30.3 51.7 53.4 51.4 57.5 66.8 76.8

0.0 6.9 10.8 15.2 20.6 26.4 39.5 52.3 60.7 72.1 85.5 100.6

Remark:




m2 m

vo

Nq

Ks

Adh. Factor 0.55 0.50 0.46 0.40 0.37 0.35 0.31 0.31 0.30 0.29 0.29

qb t/m2 0 73.0 86.4 103.5 132.6 160.6 185.2 261.1 253.9 290.2 341.8 392.3 392.3 392.3 392.3 392.3 392.3 392.3 392.3 392.3 392.3 392.3

qs t/m2 0.0 5.0 5.2 5.7 6.4 7.0 7.6 9.6 9.3 10.2 11.5 13.2

Qb

Qs

Qs

Qs

Wp

Qu

Qa



0.80 -

0.0 1.0 2.0 3.0 4.0 5.0 7.5 9.0 10.5 12.0 13.5 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0



-

-

-

0.0 14.3 17.0 20.3 26.0 31.5 36.4 51.3 49.9 57.0 67.1 77.1

0.0 10.1 10.5 11.4 12.8 14.1 37.9 28.8 27.9 30.5 34.5 39.7

0.0 10.1 20.5 31.9 44.6 58.7 96.7 125.5 153.4 183.8 218.3 257.9

0.0 5.0 10.3 15.9 22.3 29.4 48.3 62.7 76.7 91.9 109.1 129.0 129.0 129.0 129.0 129.0 129.0 129.0 129.0 129.0 129.0 129.0

0.0 0.0 0.5 0.9 1.4 1.9 3.1 3.8 4.5 5.2 5.9 6.6

0.0 24.4 27.0 30.7 37.4 43.8 71.3 76.3 73.3 82.3 95.7 110.1

0.0 9.8 14.8 20.5 27.7 35.4 52.0 69.2 79.5 94.3 111.8 131.4

Remark:




m2 m

vo

Nq

Ks

Adh. Factor 0.55 0.50 0.46 0.40 0.37 0.35 0.31 0.31 0.30 0.29 0.29

qb t/m2 0 73.0 86.4 103.5 132.6 160.6 185.2 261.1 253.9 290.2 341.8 392.3 392.3 392.3 392.3 392.3 392.3 392.3 392.3 392.3 392.3 392.3

qs t/m2 0.0 5.0 5.2 5.7 6.4 7.0 7.6 9.6 9.3 10.2 11.5 13.2

Qb

Qs

Qs

Qs

Wp

Qu

Qa



0.80 -

0.0 1.0 2.0 3.0 4.0 5.0 7.5 9.0 10.5 12.0 13.5 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0



-

-

-

0.0 20.6 24.4 29.3 37.5 45.4 52.4 73.9 71.8 82.1 96.7 111.0

0.0 12.1 12.6 13.6 15.3 16.9 45.5 34.5 33.5 36.6 41.3 47.6

0.0 12.1 24.6 38.2 53.6 70.5 116.0 150.5 184.0 220.6 261.9 309.5

0.0 5.0 10.3 15.9 22.3 29.4 48.3 62.7 76.7 91.9 109.1 129.0 129.0 129.0 129.0 129.0 129.0 129.0 129.0 129.0 129.0 129.0

0.0 0.0 0.7 1.4 2.0 2.7 4.4 5.4 6.4 7.5 8.5 9.5

0.0 32.7 36.3 41.5 50.8 59.6 93.5 103.0 98.9 111.2 129.5 149.1

0.0 13.1 19.3 26.5 35.6 45.3 65.6 87.6 99.8 118.1 140.1 164.4

Remark:


Appendix CPile Calculation Sample sheet

SINGLE SQUARE DRIVEN PILE CAPACITY CALCULATION-STATIC FORMULA

Project: Location: Borehole No.: Pile size : Area: Perimeter : Factor of safety : Depth of water =Soil Description USCS S=Sand C=Clay Depth To Avg. Depth m Unit Unit SPT (N-value) Field Liao Corr. t/m2 0 9 15 24 51 80 100 0 15 17 19 38 56 68 1.00 0.59 0.90 1.25 1.36 1.42 1.46 0.00 6.36 14.84 28.62 33.95 37.14 39.27 t/m2 0.00 3.36 7.84 15.12 17.95 19.64 20.77

Nong Saeng Power Plant - Saraburi Factory AreaBH-2 0.25 0.063 1.000 2.50 -0.80 'tip 'tipkN/m2 0.00 32.96 76.91 148.33 176.04 192.67 203.75

x m2 m m 'avet/m2 0.00 1.68 5.60 11.48 16.53 18.79 20.21

0.25

m.

from ground level 'avekN/m2 0.00 16.48 54.94 112.62 162.18 184.35 198.21 Su t/m2 2.25 3.75 6.00 12.75 20.00 25.00

vo

o

Nq

Ks

Adh. Factor 1.00 0.95 0.64 -

qb t/m2 0 183.9 200.7 231.2 451.0 676.2 822.0

qs t/m2 0.0 2.3 3.6 3.8 6.8 12.5 17.4

Qb

Qs

Qs

Qs

Wp

Qu

Qa

Weight Weight t/m^3 kN/m^3


0.80 22 34 41

CH CH CL SM SP SP-SM

C C C S S S

0.0 3.0 7.0 13.5 16.0 17.5 18.5

0.00 1.50 3.50 6.75 8.00 8.75 9.25

0.00 2.12 2.12 2.12 2.13 2.13 2.13

0.00 20.80 20.80 20.80 20.90 20.90 20.90

28 42 51

8 80 108

0.50 0.50 0.50

0.0 11.5 12.5 14.5 28.2 42.3 51.4

0.0 6.8 14.2 25.0 17.0 18.7 17.4

0.0 6.8 21.0 45.9 63.0 81.7 99.1

0.0 6.8 21.0 45.9 63.0 81.7 99.1

0.0 0.0 0.6 1.6 2.0 2.2 2.3

0.0 18.2 32.9 58.8 89.2 121.8 148.2

0.0 7.3 13.2 23.5 35.7 48.7 59.3

Remark:





x m2 m m 'avet/m2 0.00 1.68 5.60 11.48 16.53 18.79 20.21

0.30

m.


vo

o

Nq

Ks

Adh. Factor 1.00 0.95 0.64 -

qb t/m2 0 183.9 200.7 231.2 451.0 676.2 822.0

qs t/m2 0.0 2.3 3.6 3.8 6.8 12.5 17.4

Qb

Qs

Qs

Qs

Wp

Qu

Qa



0.80 22 34 41


C C C S S S

0.0 3.0 7.0 13.5 16.0 17.5 18.5

0.00 1.50 3.50 6.75 8.00 8.75 9.25

0.00 2.12 2.12 2.12 2.13 2.13 2.13

0.00 20.80 20.80 20.80 20.90 20.90 20.90

28 42 51

8 80 108

0.50 0.50 0.50

0.0 16.6 18.1 20.8 40.6 60.9 74.0

0.0 8.1 17.1 30.0 20.4 22.5 20.9

0.0 8.1 25.2 55.1 75.6 98.0 119.0

0.0 6.8 21.0 45.9 63.0 81.7 99.1

0.0 0.0 0.9 2.3 2.8 3.1 3.3

0.0 24.7 42.4 73.7 113.3 155.8 189.6

0.0 9.9 16.9 29.5 45.3 62.3 75.8

Remark:





x m2 m m 'avet/m2 0.00 1.68 5.60 11.48 16.53 18.79 20.21

0.35

m.


vo

o

Nq

Ks

Adh. Factor 1.00 0.95 0.64 -

qb t/m2 0 183.9 200.7 231.2 451.0 676.2 822.0

qs t/m2 0.0 2.3 3.6 3.8 6.8 12.5 17.4

Qb

Qs

Qs

Qs

Wp

Qu

Qa



0.80 22 34 41


C C C S S S

0.0 3.0 7.0 13.5 16.0 17.5 18.5

0.00 1.50 3.50 6.75 8.00 8.75 9.25

0.00 2.12 2.12 2.12 2.13 2.13 2.13

0.00 20.80 20.80 20.80 20.90 20.90 20.90

28 42 51

8 80 108

0.50 0.50 0.50

0.0 22.5 24.6 28.3 55.2 82.8 100.7

0.0 9.5 19.9 35.0 23.8 26.2 24.4

0.0 9.5 29.3 64.3 88.2 114.4 138.8

0.0 6.8 21.0 45.9 63.0 81.7 99.1

0.0 0.0 1.2 3.1 3.8 4.3 4.6

0.0 32.0 52.8 89.5 139.6 193.0 234.9

0.0 12.8 21.1 35.8 55.8 77.2 94.0

Remark:





x m2 m m 'avet/m2 0.00 1.68 5.60 11.48 16.53 18.79 20.21

0.40

m.


vo

o

Nq

Ks

Adh. Factor 1.00 0.95 0.64 -

qb t/m2 0 183.9 200.7 231.2 451.0 676.2 822.0

qs t/m2 0.0 2.3 3.6 3.8 6.8 12.5 17.4

Qb

Qs

Qs

Qs

Wp

Qu

Qa



0.80 22 34 41


C C C S S S

0.0 3.0 7.0 13.5 16.0 17.5 18.5

0.00 1.50 3.50 6.75 8.00 8.75 9.25

0.00 2.12 2.12 2.12 2.13 2.13 2.13

0.00 20.80 20.80 20.80 20.90 20.90 20.90

28 42 51

8 80 108

0.50 0.50 0.50

0.0 29.4 32.1 37.0 72.2 108.2 131.5

0.0 10.8 22.7 40.0 27.3 30.0 27.9

0.0 10.8 33.5 73.5 100.8 130.7 158.6

0.0 6.8 21.0 45.9 63.0 81.7 99.1

0.0 0.0 1.5 4.0 5.0 5.6 6.0

0.0 40.2 64.1 106.5 167.9 233.3 284.2

0.0 16.1 25.6 42.6 67.2 93.3 113.7

Remark:


RECOMMENDED ALLOWABLE LOAD FOR SINGLE SQUARE DRIVEN PILE


Nong Saeng Power Plant - Saraburi Factory AreaBH-2 2.50 -0.80 m. below ground level

Depth (meters)

25 x 25 cm. Square Driven Pile Cumm.Skin Friction (tons) End Bearing (tons) 14 28 42 51 Pile Weight (tons) 2 2 2 2 Allowable Load (tons) 24 36 49 59

30x30 cm. square Driven Pile Cumm.Skin Friction (tons) 55 76 98 119 End Bearing (tons) 21 41 61 74 Pile Weight (tons) 2 3 3 3 Allowable Load (tons) 29 45 62 76



13.5 16.0 17.5 18.5

46 63 82 99




Nong Saeng Power Plant - Saraburi Factory AreaBH-2 Ultimate End Bearing (t/sq.m)120 0 0 200 400 600 800 1,000

Cumm. Ultimate Skin Friction (t/m of Perimeter)0 0 20 40 60 80 100

2

2

4

4

6

6

8

8

Depth (m)

10

Depth (m)

10

12

12

14

14

16

16

18

18

20

20

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

Appendix DBearing Capacity and Shallow Foundation Sample sheet data

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

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 i : Input data and assumptions. Input Parameter Footing B (m) Footing L (m) Footing Df (m) Footing P (kPa) Safety factor FS Apply ground water ti Ground water level ( ) length (m) Pile Pile diameter (m) Value 1 1 0.9 100 3 No 5 0.4 Table ii : Soil layers from existing ground. Thickness ( ) 3 4.3 5 Unit W i ht 16.5 18.7 17.5

Table iii : In-situ SPT test results. Depth (m) 0.3 0.61 0.91 1.22 1.52 1.83 2.13 2.44 2.74 3.05 3.35 3.66 3.96 4.27 4.57 4.88 5.18 5.49 5.79 6.1 6.4 6.71 7.01 7.32 7.62 7.92 SPT N60 Bl 34 C 32 12 11 18 17 26 25 23 22 25 24 43 41 22 21 21 20 17 16 18 17 20 19 19 18 25 24 23 22 24 23 25 24 22 21 24 23 24 23 26 25 28 26 18 17 20 19 24 23 16 15

Table 16 : Young's Modulus (Es). Source Schultze and Muhs, 1967 D'Appolonia et al., 1970 Tan et al., 1991 Bowles, 1996 and Denver, 1982 Bowles, 1996 Bowles, 1996 Bowles, 1996 Bowles, 1996 Bowles, 1996 Bowles, 1996 Kulhawy and Mayne, 1990 Kulhawy and Mayne, 1990 Kulhawy and Mayne, 1990 Tan et al., 1991 Tan et al., 1991 Tan et al., 1991 Ghahramani and Behpoor, 1989 Skempton, 1986 Papadopoulos, 1992 Mezenbach, 1961 Mezenbach, 1961 Mezenbach, 1961 Mezenbach, 1961 Mezenbach, 1961 Mezenbach, 1961 Mezenbach, 1961 Stroud, 1988 Young's Modulus Es Comments (kPa) 36409 Sand 35772 15000 27111 90000 50099 7500 41250 55750 25200 7500 15000 22500 12600 9600 6300 2550 23550 19500 10150 14450 10650 19550 22000 10350 9900 ~ 7500 to 30000 Fine sand (above water level) Fine sand (below water level) Sand (medium) Coarse sand Sand and gravel Silty sand Silt Weak rocks 25 25 25 25 25 25 25 25 47 Sand (normally consolidated) Sand (normally consolidated) Sand (normally consolidated) Sand (normally consolidated) Sand (normally consolidated) Sand (saturated) Sands (all normally consolidated): average value Sand (over consolidated) OCR=1 Gravelly sand Sands with fines Clean sands (normally consolidated) Clean sands (over consolidated) Gravelly sand Clayey sand Silts, sandy silt, or clayey silt Saturated clays, N60

method soil investigation

Documents

compaction test

oedometer test

test pit

undisturbed sample

field testing

soil samples

spt testing

situ testing