Method Statement FOR. Soil Investigation

Transcription

1 Method Statement FOR Soil Investigation PREPARED BY JUNE 2010

2 Infratech ASTM CO., LTD. TABLE OF CONTENTS Chapter Title Page Table of Contents..1 List of Appendix... 2 List of Table... 2 List of Figures INTRODUCTION AND BACK GROUND OF THE PROJECT SCOPE OF WORK FIELD INVESTIGATION AND BOUNDARY SURVEY General Boring and Sampling Groundwater Measurement Field permeability Test Soil Resistivity Test Test Pit Down Hole Seismic Test Dutch Cone Penetration Test Site Boundary Survey 4.0 LABORATORY TEST Unconfined Compression test Atterberg Limits Particle Size Analysis Unit Weight and Water Content Determination Oedometer test Compaction Test and CBR Test Water Analysis REPORT...8 Figures Appendix Tables 1

3 Infratech ASTM CO., LTD. List of Appendix Appendix 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 Table Table 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

4 Infratech ASTM CO., LTD. 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 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 3

5 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

6 Infratech ASTM CO., LTD. 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 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 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

7 Infratech ASTM CO., LTD. 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 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 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 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 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 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 D 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

8 Infratech ASTM CO., LTD. 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

9 APPENDIX A SOIL BORING LOG Sample Sheet

10 ASTM ASTM TESTING CO., LTD. BORING LOG Borehole No. BH-08 BH-0 PROJECT: SIAM ENERGY POWER PLANT Page 1 of 1 24 LOCATION: BANGKLA CHACHOENGSAO Depth (m) Graphic Log Method Sample No. Recovery 0 Borehole Elevation = 1.99 m. SOIL DESCRIPTION Atterberg Limits SPT-N (Blow/30cm.) γ t (t/m3) Su (t/m2) m. Top soil ST m ST 2 Brown, moist to saturated, medium plasticity, very soft to soft, Sandy Clay. 5 ST 3 (CL) ST m SS 1 Brown, moist, high plasticity, stiff, Sandy Clay. (CH) SS m SS 3 Brown, moist, medium plasticity, very stiff to hard, Sandy Clay. (CL) SS m SS SS 6 Brown, moist, high plasticity, stiff to very stiff, Sandy Clay. SS 7 (CH) trace gravel SS SS m. 22 SS 10 Brown, moist, medium plasticity, hard, Sandy Clay. SS 11 (CL) SS m. End of Boring = m Start date: 8-ม.ย.-09 Finished date: 8-ม.ย.-09 Su (UC) PL W n LL Borehole Depth: m. Su (FV) Observed GWL m. Total Unit Weight Su (PP) Drilling Foreman: Thawatchai SPT, N ABBREVIATIONS: (Blow/30 cm.) ST = Undisturbed Sample LL = Liquid Limit gt = Total Unit Weight SS = Split Spoon Sample PL = Plastic Limit SPT = Standard Penetration Test

11 APPENDIX B SUMMARY OF GENERAL LABORATORY TEST Sample sheet

12 ASTM TESTING CO.,LTD. SUMMARY OF TEST RESULTS PROJECT: BORE HOLE NO. BH - 8 LOCATION: Water Level : M. Depth. (m.) USCS Wn,at UC Test γ wet, Atterberg Limits Gradation % Passing N spt Sample No From To Soil Received group (%) S U gm./cc. LL PL PI # 4 # 10 # 40 # 200 (Blow / Soil Description (T / m 2 ) (%) (%) (%) Foot) Top Soil ST ST ST CL ST Sandy Clay (CL,CH). SS CH SS SS CL SS SS SS SS CH Sandy Clay (CH) SS trace gravel. SS SS SS CL Sandy Clay (CL). SS END OF BORING AT M.

13 Appendix C Pile Calculation Sample sheet

14 Appendix B 1 - BH-1 สร ปการค านวณก าล งร บน าหน กของด น (Estimation of Soil Bearing Capacity) Saraburi A Cogeneration Co.,ltd. Saraburi BH-1

15 PROJECT : LOCATION : BOREHOLE NO.: Saraburi A Cogeneration Co.,ltd. Saraburi BH Depth (m) Ultimate End Bearing(t/sq.m.) SOIL BEARING CAPACITY VS DEPTH FOR SHALLOW FOUNDATION

16 SHALLOW FOUNDATION SOIL BEARING CAPACITY Project: Saraburi A Cogeneration Co.,ltd. Location: Borehole No.: Saraburi BH-1 Factor of safety : 3.00 Allowable settlement, S e 25.0 mm. Depth of water = 1.53 m below ground level Depth Soil Description Unit weight SPT (N-value) σ vo,base σ' vo,base Cohesion, Su φ FDN Dimension NET SOIL BEARING CAPACITY SUMMARY USCS S=Sand Field Correct Design B L CLAY SAND Depth q all D f C=Clay t/m 2 kn/m 2 N F N cor. N design t/m 2 t/m 2 kn/m 2 t/m 2 kn/m 2 o m. m. q u (kpa) q all (kpa) q all (t/m 2 ) F d q all (kpa) q all (t/m 2 ) (m) (t/m 2 ) CL C CL C CL C CL C Remark: 1) q all = Net allowable soil bearing capacity 2) Corected Standard Penetration, N correct = N F *sqrt(95.6/σ' v ), After Liao and Whitman (1986) 3) The net ultimate bearing capacity for clayey soil (φ = 0 condition), q net(u) = 5.14c u (1+0.2D f /B)(1+0.2B/L), After Skempton (1951) 4) The net ultimate bearing capacity for sand, After Bowles (1977) q net(u) = 19.16N cor F d (S e /25.4) (for B < 1.22 m.) q net(u) = 11.98N cor [(3.28B+1)/3.28B] 2 F d (S e /25.4) (for B > 1.22 m.)

17 Appendix B 2 - BH-1 สร ปการค านวณก าล งร บน าหน กปลอดภ ยของเสาเข มและความยาว (Recommendation for Pile Capacity and length) Saraburi A Cogeneration Co.,ltd. Saraburi BH-1

18 RECOMMENDED PILE LENGTH AND CAPACITY FOR FOR SINGLE PILE Project: Saraburi A Cogeneration Co.,ltd. Location: Saraburi Borehole No.: BH-1 Soil Capacity F.S. =2.5(Tons) Pile Structural Pile Type Pile Size Length(m.) Compression Tension Lateral Capacity(Tons) REMARK Driven Pile 0.25x Can not be installed when SPT>=Limit Driven Pile 0.30x Can not be installed when SPT>=Limit Driven Pile 0.35x Can not be installed when SPT>=Limit Driven Pile 0.40x Can not be installed when SPT>=Limit Bored Pile Dia Bored Pile Dia Bored Pile Dia Bored Pile Dia Driven Pile may not be installed pass through depth where SPT limit >= 50

19 RECOMMENDED ALLOWABLE LOAD FOR SINGLE SQUARE DRIVEN PILE Project: Location: Borehole No.: Saraburi A Cogeneration Co.,ltd. Saraburi BH-1 Factor of safety : 2.50 Depth of water : 1.53 m. below ground level Depth (meters) Cumm.Skin Friction 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 End Bearing Pile Weight Allowable Load Cumm.Skin Friction End Bearing Pile Weight Allowable Load Cumm.Skin Friction End Bearing Pile Weight Allowable Load Cumm.Skin Friction End Bearing Pile Weight Allowable Load (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) REMARK : 1. Negative skin friction is not consider in the calculation 2. Pile cut-off elevation m. below ground level

20 RECOMMENDED ALLOWABLE LOAD FOR SINGLE BORED PILE Project: Location: Borehole No.: Saraburi A Cogeneration Co.,ltd. Saraburi BH-1 Factor of safety : 2.50 Depth of water : 1.53 m. below ground level Depth (meters) Cumm.Skin Friction 35 cm. Dia. Bored Pile 40 cm. Dia. Bored Pile 50 cm. Dia. Bored Pile 60 cm. Dia. Bored Pile End Bearing Pile Weight Allowable Load Cumm.Skin Friction End Bearing Pile Weight Allowable Load Cumm.Skin Friction End Bearing Pile Weight Allowable Load Cumm.Skin Friction End Bearing Pile Weight Allowable Load (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) REMARK : 1. Negative skin friction is not consider in the calculation 2. Pile cut-off elevation m. below ground level

21 Appendix B 3 - BH-1 Graph แสดงความส มพ นธ ระหว างความล กและก าล งต านของด น (Cumulative Ultimate Skin Friction & Ultimate End Bearing Capacity & Depth) Saraburi A Cogeneration Co.,ltd. BH-1

22 PROJECT : LOCATION : BOREHOLE NO.: Saraburi A Cogeneration Co.,ltd. Saraburi BH , Depth (m) 8 Depth (m) Ultinate Skin Friction(t/m.Perimeter) 16 Ultimate End Bearing(t/sq.m.) CUMMULATIVE ULTIMATE SKIN FRICTION AND ULTIMATE END BEARING CAPACITY VS DEPTH OF DRIVEN PILE

23 PROJECT : LOCATION : BOREHOLE NO.: Saraburi A Cogeneration Co.,ltd. Saraburi BH , Depth (m) 8 Depth (m) Ultinate Skin Friction(t/m.Perimeter) 16 Ultimate End Bearing(t/sq.m.) CUMMULATIVE ULTIMATE SKIN FRICTION AND ULTIMATE END BEARING CAPACITY VS DEPTH OF BORED PILE

24 Appendix B 4 รายการค านวณขนาดและความยาวเสาเข มตอก ( Driven Pile Calculation) Saraburi A Cogeneration Co.,ltd. Saraburi BH-1

25 SINGLE SQUARE DRIVEN PILE CAPACITY CALCULATION-STATIC FORMULA Project: Location: Borehole No.: Saraburi A Cogeneration Co.,ltd. Saraburi BH-1 Pile size : 0.25 x 0.25 m. Area: m 2 Perimeter : m Factor of safety : 2.50 Depth of water = 1.53 m from ground level Depth Soil Description Unit Unit SPT (N-value) σ vo σ' tip σ' tip σ' ave σ' ave Su φ Nq Ks δ Adh. qb qs Qb Qs Qs Qs Wp Qu Qa To USCS S=Sand Weight Weight Field Liao Corr. Factor Cumm. Cumm. C=Clay t/m 2 kn/m 2 t/m 2 t/m 2 kn/m 2 t/m 2 kn/m 2 t/m 2 o 0.80φ α t/m 2 t/m 2 tons tons tons t/m. peri tons tons tons CL C CL C CL C CL C CL C CL C SC C SC C SC C CL C SG C Remark: 1) Negative skin friction is not consider in the calculation 2) Pile cut-off level is at m. below ground level 3) Limited maximum end bearing, q b = 1000 t/sq.m. for sand (Reese and O' Neill, 1989) 4) Corected Standard Penetration, N correct = N F *sqrt(95.6/σ' v ), (Liao and Whitman, 1986)

26 SINGLE SQUARE DRIVEN PILE CAPACITY CALCULATION-STATIC FORMULA Project: Location: Borehole No.: Saraburi A Cogeneration Co.,ltd. Saraburi BH-1 Pile size : 0.30 x 0.30 m. Area: m 2 Perimeter : m Factor of safety : 2.50 Depth of water = 1.53 m from ground level Depth Soil Description Unit Unit SPT (N-value) σ vo σ' tip σ' tip σ' ave σ' ave Su φ Nq Ks δ Adh. qb qs Qb Qs Qs Qs Wp Qu Qa To USCS S=Sand Weight Weight Field Liao Corr. Factor Cumm. Cumm. C=Clay t/m 2 kn/m 2 t/m 2 t/m 2 kn/m 2 t/m 2 kn/m 2 t/m 2 o 0.80φ α t/m 2 t/m 2 tons tons tons t/m. peri tons tons tons CL C CL C CL C CL C CL C CL C SC C SC C SC C CL C SG C Remark: 1) Negative skin friction is not consider in the calculation 2) Pile cut-off level is at m. below ground level 3) Limited maximum end bearing, q b = 1000 t/sq.m. for sand (Reese and O' Neill, 1989) 4) Corected Standard Penetration, N correct = N F *sqrt(95.6/σ' v ), (Liao and Whitman, 1986)

27 SINGLE SQUARE DRIVEN PILE CAPACITY CALCULATION-STATIC FORMULA Project: Location: Borehole No.: Saraburi A Cogeneration Co.,ltd. Saraburi BH-1 Pile size : 0.35 x 0.35 m. Area: m 2 Perimeter : m Factor of safety : 2.50 Depth of water = 1.53 m from ground level Depth Soil Description Unit Unit SPT (N-value) σ vo σ' tip σ' tip σ' ave σ' ave Su φ Nq Ks δ Adh. qb qs Qb Qs Qs Qs Wp Qu Qa To USCS S=Sand Weight Weight Field Liao Corr. Factor Cumm. Cumm. C=Clay t/m 2 kn/m 2 t/m 2 t/m 2 kn/m 2 t/m 2 kn/m 2 t/m 2 o 0.80φ α t/m 2 t/m 2 tons tons tons t/m. peri tons tons tons CL C CL C CL C CL C CL C CL C SC C SC C SC C CL C SG C Remark: 1) Negative skin friction is not consider in the calculation 2) Pile cut-off level is at m. below ground level 3) Limited maximum end bearing, q b = 1000 t/sq.m. for sand (Reese and O' Neill, 1989) 4) Corected Standard Penetration, N correct = N F *sqrt(95.6/σ' v ), (Liao and Whitman, 1986)

28 SINGLE SQUARE DRIVEN PILE CAPACITY CALCULATION-STATIC FORMULA Project: Location: Borehole No.: Saraburi A Cogeneration Co.,ltd. Saraburi BH-1 Pile size : 0.40 x 0.40 m. Area: m 2 Perimeter : m Factor of safety : 2.50 Depth of water = 1.53 m from ground level Depth Soil Description Unit Unit SPT (N-value) σ vo σ' tip σ' tip σ' ave σ' ave Su φ Nq Ks δ Adh. qb qs Qb Qs Qs Qs Wp Qu Qa To USCS S=Sand Weight Weight Field Liao Corr. Factor Cumm. Cumm. C=Clay t/m 2 kn/m 2 t/m 2 t/m 2 kn/m 2 t/m 2 kn/m 2 t/m 2 o 0.80φ α t/m 2 t/m 2 tons tons tons t/m. peri tons tons tons CL C CL C CL C CL C CL C CL C SC C SC C SC C CL C SG C Remark: 1) Negative skin friction is not consider in the calculation 2) Pile cut-off level is at m. below ground level 3) Limited maximum end bearing, q b = 1000 t/sq.m. for sand (Reese and O' Neill, 1989) 4) Corected Standard Penetration, N correct = N F *sqrt(95.6/σ' v ), (Liao and Whitman, 1986)

29 Appendix B 5 รายการค านวณขนาดและความยาวเสาเข มเจาะ ( Bored Pile Calculation) Saraburi A Cogeneration Co.,ltd. Saraburi BH-1

30 SINGLE BORED PILE CAPACITY CALCULATION-STATIC FORMULA Project: Location: Borehole No.: Saraburi A Cogeneration Co.,ltd. Saraburi BH-1 Pile Dia.(m.) : 0.35 Area: m 2 Perimeter : m Factor of safety : 2.50 Depth of water = 1.53 m from ground level Depth Soil Description Unit Unit SPT (N-value) σ vo σ' tip σ' tip σ' ave σ' ave Su φ Nq Ks δ Adh. qb qs Qb Qs Qs Qs Wp Qu Qa To USCS S=Sand Weight Weight Field Liao Corr. Factor Cumm. Cumm. C=Clay t/m 2 kn/m 2 t/m 2 t/m 2 kn/m 2 t/m 2 kn/m 2 t/m 2 o 0.80φ α t/m 2 t/m 2 tons tons tons t/m. peri tons tons tons CL C CL C CL C CL C CL C CL C SC C SC C SC C CL C SG C Remark: 1) Negative skin friction is not consider in the calculation 2) Pile cut-off level is at m. below ground level 3) Limited maximum end bearing, q b = 400 t/sq.m. for sand (Reese and O' Neill, 1989) 4) Corected Standard Penetration, N correct = N F *sqrt(95.6/σ' v ), (Liao and Whitman, 1986)

31 SINGLE BORED PILE CAPACITY CALCULATION-STATIC FORMULA Project: Location: Borehole No.: Saraburi A Cogeneration Co.,ltd. Saraburi BH-1 Pile Dia.(m.) : 0.40 Area: m 2 Perimeter : m Factor of safety : 2.50 Depth of water = 1.53 m from ground level Depth Soil Description Unit Unit SPT (N-value) σ vo σ' tip σ' tip σ' ave σ' ave Su φ Nq Ks δ Adh. qb qs Qb Qs Qs Qs Wp Qu Qa To USCS S=Sand Weight Weight Field Liao Corr. Factor Cumm. Cumm. C=Clay t/m 2 kn/m 2 t/m 2 t/m 2 kn/m 2 t/m 2 kn/m 2 t/m 2 o 0.80φ α t/m 2 t/m 2 tons tons tons t/m. peri tons tons tons CL C CL C CL C CL C CL C CL C SC C SC C SC C CL C SG C Remark: 1) Negative skin friction is not consider in the calculation 2) Pile cut-off level is at m. below ground level 3) Limited maximum end bearing, q b = 400 t/sq.m. for sand (Reese and O' Neill, 1989) 4) Corected Standard Penetration, N correct = N F *sqrt(95.6/σ' v ), (Liao and Whitman, 1986)

32 SINGLE BORED PILE CAPACITY CALCULATION-STATIC FORMULA Project: Location: Borehole No.: Saraburi A Cogeneration Co.,ltd. Saraburi BH-1 Pile Dia.(m.) : 0.50 Area: m 2 Perimeter : m Factor of safety : 2.50 Depth of water = 1.53 m from ground level Depth Soil Description Unit Unit SPT (N-value) σ vo σ' tip σ' tip σ' ave σ' ave Su φ Nq Ks δ Adh. qb qs Qb Qs Qs Qs Wp Qu Qa To USCS S=Sand Weight Weight Field Liao Corr. Factor Cumm. Cumm. C=Clay t/m 2 kn/m 2 t/m 2 t/m 2 kn/m 2 t/m 2 kn/m 2 t/m 2 o 0.80φ α t/m 2 t/m 2 tons tons tons t/m. peri tons tons tons CL C CL C CL C CL C CL C CL C SC C SC C SC C CL C SG C Remark: 1) Negative skin friction is not consider in the calculation 2) Pile cut-off level is at m. below ground level 3) Limited maximum end bearing, q b = 400 t/sq.m. for sand (Reese and O' Neill, 1989) 4) Corected Standard Penetration, N correct = N F *sqrt(95.6/σ' v ), (Liao and Whitman, 1986)

33 SINGLE BORED PILE CAPACITY CALCULATION-STATIC FORMULA Project: Location: Borehole No.: Saraburi A Cogeneration Co.,ltd. Saraburi BH-1 Pile Dia.(m.) : 0.60 Area: m 2 Perimeter : m Factor of safety : 2.50 Depth of water = 1.53 m from ground level Depth Soil Description Unit Unit SPT (N-value) σ vo σ' tip σ' tip σ' ave σ' ave Su φ Nq Ks δ Adh. qb qs Qb Qs Qs Qs Wp Qu Qa To USCS S=Sand Weight Weight Field Liao Corr. Factor Cumm. Cumm. C=Clay t/m 2 kn/m 2 t/m 2 t/m 2 kn/m 2 t/m 2 kn/m 2 t/m 2 o 0.80φ α t/m 2 t/m 2 tons tons tons t/m. peri tons tons tons CL C CL C CL C CL C CL C CL C SC C SC C SC C CL C SG C Remark: 1) Negative skin friction is not consider in the calculation 2) Pile cut-off level is at m. below ground level 3) Limited maximum end bearing, q b = 400 t/sq.m. for sand (Reese and O' Neill, 1989) 4) Corected Standard Penetration, N correct = N F *sqrt(95.6/σ' v ), (Liao and Whitman, 1986)

34 Appendix C Pile Calculation Sample sheet

35 SINGLE SQUARE DRIVEN PILE CAPACITY CALCULATION-STATIC FORMULA Project: Location: Borehole No.: Nong Saeng Power Plant - Saraburi Factory Area BH-2 Pile size : 0.25 x 0.25 m. Area: m 2 Perimeter : m Factor of safety : 2.50 Depth of water = m from ground level Soil Description Depth Avg. Unit Unit SPT (N-value) σ vo σ' tip σ' tip σ' ave σ' ave Su φ Nq Ks δ Adh. qb qs Qb Qs Qs Qs Wp Qu Qa USCS S=Sand To Depth Weight Weight Field Liao Corr. Factor Cumm. Cumm. C=Clay m t/m^3 kn/m^3 t/m 2 t/m 2 kn/m 2 t/m 2 kn/m 2 t/m 2 o 0.80φ α t/m 2 t/m 2 tons tons tons t/m. peri tons tons tons CH C CH C CL C SM S SP S SP-SM S Remark: 1) Negative skin friction is not consider in the calculation 2) Pile cut-off level is at m. below ground level 3) Limited maximum end bearing, q b = 1000 t/sq.m. for sand (Reese and O' Neill, 1989) 4) Corected Standard Penetration, N correct = N F *sqrt(95.6/σ' v ), (Liao and Whitman, 1986)

36 SINGLE SQUARE DRIVEN PILE CAPACITY CALCULATION-STATIC FORMULA Project: Location: Borehole No.: Nong Saeng Power Plant - Saraburi Factory Area BH-2 Pile size : 0.30 x 0.30 m. Area: m 2 Perimeter : m Factor of safety : 2.50 Depth of water = m from ground level Soil Description Depth Avg. Unit Unit SPT (N-value) σ vo σ' tip σ' tip σ' ave σ' ave Su φ Nq Ks δ Adh. qb qs Qb Qs Qs Qs Wp Qu Qa USCS S=Sand To Depth Weight Weight Field Liao Corr. Factor Cumm. Cumm. C=Clay m t/m^3 kn/m^3 t/m 2 t/m 2 kn/m 2 t/m 2 kn/m 2 t/m 2 o 0.80φ α t/m 2 t/m 2 tons tons tons t/m. peri tons tons tons CH C CH C CL C SM S SP S SP-SM S Remark: 1) Negative skin friction is not consider in the calculation 2) Pile cut-off level is at m. below ground level 3) Limited maximum end bearing, q b = 1000 t/sq.m. for sand (Reese and O' Neill, 1989) 4) Corected Standard Penetration, N correct = N F *sqrt(95.6/σ' v ), (Liao and Whitman, 1986)

37 SINGLE SQUARE DRIVEN PILE CAPACITY CALCULATION-STATIC FORMULA Project: Location: Borehole No.: Nong Saeng Power Plant - Saraburi Factory Area BH-2 Pile size : 0.35 x 0.35 m. Area: m 2 Perimeter : m Factor of safety : 2.50 Depth of water = m from ground level Soil Description Depth Avg. Unit Unit SPT (N-value) σ vo σ' tip σ' tip σ' ave σ' ave Su φ Nq Ks δ Adh. qb qs Qb Qs Qs Qs Wp Qu Qa USCS S=Sand To Depth Weight Weight Field Liao Corr. Factor Cumm. Cumm. C=Clay m t/m^3 kn/m^3 t/m 2 t/m 2 kn/m 2 t/m 2 kn/m 2 t/m 2 o 0.80φ α t/m 2 t/m 2 tons tons tons t/m. peri tons tons tons CH C CH C CL C SM S SP S SP-SM S Remark: 1) Negative skin friction is not consider in the calculation 2) Pile cut-off level is at m. below ground level 3) Limited maximum end bearing, q b = 1000 t/sq.m. for sand (Reese and O' Neill, 1989) 4) Corected Standard Penetration, N correct = N F *sqrt(95.6/σ' v ), (Liao and Whitman, 1986)

38 SINGLE SQUARE DRIVEN PILE CAPACITY CALCULATION-STATIC FORMULA Project: Location: Borehole No.: Nong Saeng Power Plant - Saraburi Factory Area BH-2 Pile size : 0.40 x 0.40 m. Area: m 2 Perimeter : m Factor of safety : 2.50 Depth of water = m from ground level Soil Description Depth Avg. Unit Unit SPT (N-value) σ vo σ' tip σ' tip σ' ave σ' ave Su φ Nq Ks δ Adh. qb qs Qb Qs Qs Qs Wp Qu Qa USCS S=Sand To Depth Weight Weight Field Liao Corr. Factor Cumm. Cumm. C=Clay m t/m^3 kn/m^3 t/m 2 t/m 2 kn/m 2 t/m 2 kn/m 2 t/m 2 o 0.80φ α t/m 2 t/m 2 tons tons tons t/m. peri tons tons tons CH C CH C CL C SM S SP S SP-SM S Remark: 1) Negative skin friction is not consider in the calculation 2) Pile cut-off level is at m. below ground level 3) Limited maximum end bearing, q b = 1000 t/sq.m. for sand (Reese and O' Neill, 1989) 4) Corected Standard Penetration, N correct = N F *sqrt(95.6/σ' v ), (Liao and Whitman, 1986)

39 RECOMMENDED ALLOWABLE LOAD FOR SINGLE SQUARE DRIVEN PILE Project: Location: Borehole No.: Nong Saeng Power Plant - Saraburi Factory Area BH-2 Factor of safety : 2.50 Depth of water : m. below ground level Depth (meters) Cumm.Skin Friction 25 x 25 cm. Square Driven Pile 30x30 cm. square Driven Pile 35x35 cm. square Driven Pile 40x40 cm. square Driven Pile End Bearing Pile Weight Allowable Load Cumm.Skin Friction End Bearing Pile Weight Allowable Load Cumm.Skin Friction End Bearing Pile Weight Allowable Load Cumm.Skin Friction End Bearing Pile Weight Allowable Load (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) REMARK : 1. Negative skin friction is not consider in the calculation 2. Pile cut-off elevation m. below ground level

40 PROJECT : LOCATION : BOREHOLE NO.: Nong Saeng Power Plant - Saraburi Factory Area BH-2 Cumm. Ultimate Skin Friction (t/m of Perimeter) Ultimate End Bearing (t/sq.m) , Depth (m) 10 Depth (m) CUMMULATIVE ULTIMATE SKIN FRICTION AND ULTIMATE END BEARING CAPACITY VS DEPTH OF SINGLE SQUARE DRIVEN PILE

41 Appendix D Bearing Capacity and Shallow Foundation Sample sheet data

42 SPT Correlation Program - NovoSPT(Pro) Novo Tech Software Ltd. 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 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 No Ground ti water level - ( Pile ) length (m) 5 Pile diameter (m) 0.4 Table ii : Soil layers from existing ground. Thickness Unit ( 3 ) W16.5i ht Table iii : In-situ SPT test results. Depth (m) SPT N Bl C

43 Table 16 : Young's Modulus (Es). Source Young's Modulus Es Comments Ref# Var. (kpa) Schultze and Muhs, Sand 41 N1(60) D'Appolonia et al., Sand (normally consolidated) 41 N1(60) Tan et al., Sand (normally consolidated) N60 Bowles, 1996 and Denver, Sand (normally consolidated) 25 N60 Bowles, Sand (normally consolidated) 25 N60 Bowles, Sand (normally consolidated) 25 N60 Bowles, Sand (saturated) 25 N60 Bowles, Sands (all normally consolidated): average value 25 N60 Bowles, Sand (over consolidated) OCR=1 25 N60 Bowles, Gravelly sand 25 N60 Kulhawy and Mayne, Sands with fines N60 Kulhawy and Mayne, Clean sands (normally consolidated) N60 Kulhawy and Mayne, Clean sands (over consolidated) N60 Tan et al., Gravelly sand N60 Tan et al., Clayey sand N60 Tan et al., Silts, sandy silt, or clayey silt N60 Ghahramani and Behpoor, Saturated clays, N60<25 7 N60 Skempton, N60 Papadopoulos, N60 Mezenbach, Fine sand (above water level) 25 N60 Mezenbach, Fine sand (below water level) 25 N60 Mezenbach, Sand (medium) 25 N60 Mezenbach, Coarse sand 25 N60 Mezenbach, Sand and gravel 25 N60 Mezenbach, Silty sand 25 N60 Mezenbach, Silt 25 N60 Stroud, 1988 ~ 7500 to Weak rocks 47 N60

44 Table 17 : Undrained Shear Strength (Su) of Clays. Source Undrained shear Comments Ref# Var. strength Su (kpa) Terzaghi and Peck, N60 Meyerhof, N60 Peck et al., N1(60) Ghahramani and Behpoor, based on over 100 data in Iran, N60<25 7 N60 Decourt, from triaxial UU tests 47 N60 Stroud, Insensitive overconsolidated clays 47 N60 Stroud, PI=15% N60 Stroud, PI=50% N60 Stroud, 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, N60 Kulhawy and Mayne, N60 Hara et al., N60 Ajayi and Balogun, N60 Hatef and Keshavarz, based on 482 SPT and unconfined compression tests in Shiraz 39 N60 city (Iran) Tavares, for clays in Brazil 39 N60 Table 18 : Other Correction Factors. Source Correction Factor Comments Ref# Var. Skempton, Borehole Diameter Factor, Cb N60 Skempton, Sampling Method Factor, Cs N60 Skempton, Rod Length Factor, Cr N60 Skempton, Energy Ratio Factor, Ce N60

45 Table 19 : Depth Correction Factor (Cn). Source Depth Correction Comments Ref# Var. Factor Cn Gibbs and Holtz, equation by Teng, 1962 N60 Samson et al., N60 Peck and Bazaraa, N60 Peck, Hanson and Thornburn, N60 Seed, N60 Tokimatsu and Yoshimi, N60 Liao and Whitman, N60 Skempton, N60 Canadian Foundation Engineering Manual, th Edition N60 Table 20 : Relative Density (Dr) of Sands. Source Relative Density (%) Comments Ref# Var. Gibbs and Holtz, Linear Interpolation N60 Meyerhof, Yoshida et al., with Co=25, C1=0.12, C2= N60 Idriss and Boulanger, N1(60) Skempton, Fine sands 42 N1(60) Skempton, Coarse sands 42 N1(60) Cubrinovski and Ishihara, All sands 42 N1(60) Cubrinovski and Ishihara, Clean sands 42 N1(60) Cubrinovski and Ishihara, Silty sands 42 N1(60)

46 Table 21 : Bearing Capacity of Footings on Sands (qa). Source Allowable Bearing Comments Ref# Var. Capacity qa (kpa) Burland and Burbidge, T=2.23, based on 25 mm allowable settlement 2 N60(ave) Terzaghi Ng from Brinch and Hansen 1970, Nq from Bowles 1996, Fi from Hatanaka and Uchida, 1996 Meyerhof, Parry, in cohesionless soils (valid for Df<B) Peck et al., in cohesionless soils Table 22 : Settlement of Footing on Sands (S). Source Settlement (cm) Comments Ref# Var. modified Meyerhof, revised method after Meyerhof, 1956 N60ave modified Meyerhof (based on - for sands, B>1.2 m N60ave Terzaghi and Peck) Terzaghi and Peck, N60ave Peck and Bazaraa, N60ave Peck, Hanson and Thornburn, valid for B>0.9 m N60ave Burland and Burbidge, for normally consolidates sands N60ave Burland and Burbidge, for over consolidates sands N60ave Duncan and Buchignani, modified from Meyerhof 1965, for 1 year time effect N60ave Alpan, N1(60) Anagnostropoulos et al., database of 150 cases N60ave

47 Table 23 : Becker Hammer Test (BPT). Source Equivalent BPT Comments Ref# Var. (Nb30) Harder and Seed, does not consider friction of casing 15 N60 Alex Sy and Campanella, Rs = 0 kn 15,18 N60 Alex Sy and Campanella, Rs = 45 kn 15,18 N60 Alex Sy and Campanella, Rs = 90 kn 15,18 N60 Alex Sy and Campanella, Rs = 135 kn 15,18 N60 Alex Sy and Campanella, Rs = 180 kn 15,18 N60 Alex Sy and Campanella, Rs = 225 kn 15,18 N60 Alex Sy and Campanella, Rs = 270 kn 15,18 N60 Alex Sy and Campanella, Rs = 315 kn 15,18 N60 Alex Sy and Campanella, Rs = 360 kn 15,18 N60 Table 24 : Liquefaction (CRR). Source Cyclic Stress Ratio Comments Ref# Var. (CSR) 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

48 Table 26 : Friction Angle of Sands. Source Internal Friction Comments Ref# Var. Angle (deg) Peck et al., N60 Terzaghi, Peck and Mesri, Fine-grained sands 23,27 N60 Terzaghi, Peck and Mesri, Coarse-grained sands 23,27 N60 Hatanaka and Uchida, for Sands 2 N1(60) Hatanaka and Uchida, N1(60) Ohsaki et al., N60 JRA, for N60>5, Fi<=45 4 N60 Dunham, Angular and well-graded soils 4 N60 Dunham, Round and well-graded OR Angular and uniform-graded soils 4 N60 Dunham, Round and uniform-garded soils 4 N60 Shioi and Fukui, in general 1 N70 Shioi and Fukui, for roads and bridges 1 N70 Shioi and Fukui, for buildings 1 N70 Meyerhof, Dr from Yoshida, 1988 N60 Peck, Hanson and Thornburn, is not recommended for shallow depths (less than 1 to 2 metres) 12 N1(60) Kampengsen N60 Kampengsen N1(60) Chonburi N60 Chonburi N1(60) Ayuthaya N60 Ayuthaya N1(60) Wolff, an approximation based on Peck et al., N1(60) Kulhawy and Mayne, N60 Moh, Chin, Lin and Woo, granular soils in Taipei 33 N1(60) Halanakar and Uchida, N1(60) Duncan, Gravel, Cu>4 45 Dr Duncan, Sand, Cu<6 45 Dr Duncan, Sand, Cu>6 45 Dr

49 Table 27 : Shear Wave Velocity (Vs). Source Vs (m/s) Comments Ref# Var. Kanai et al., for all soils N60 Imai et al., for all soils N60 Imai, Holocene clay N1(60) Imai, Holocene sand N1(60) Imai, Pleistocene clay N1(60) Imai, Pleistocene sand N1(60) Imai and Yoshimura, for all soils N60 Imai and Yoshimura, from 192 samples N60 Imai and Tonouchi, for gravelly soils N60 Imai and Tonouchi, for all soils N60 Ohta et al., for sands N60 Ohta and Goto, for Holocene clays 34 N60 Ohta and Goto, for Holocene sands 34 N60 Ohta and Goto, for Holocene sands and gravels 34 N60 Ohta and Goto, for Holocene gravels 34 N60 Ohta and Goto, for Pleistocene clays 34 N60 Ohta and Goto, for Pleistocene sands 34 N60 Ohta and Goto, for Pleistocene sands and gravels 34 N60 Ohta and Goto, for Pleistocene gravels 34 N60 JRA, for clays 40 N60 JRA, for sands 40 N60 Ohba and Toriuma, N1(60) Iyisan N60 Tomio Inazaki, Public Works Research Institute of Japan 36 N60 Baziar, Fallah, Razeghi and 413 for all soils in Iran (function of depth) N1(60) Khorasani Okamota et 1998 al., Pleistocene sand N1(60) Tamura and Yamazaki, 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, 195 Clayey soils in Tehran (uses N60) 35 N Jafari, Shafiee and Razmkhak, 177 Silty soils in Tehran (uses N60) 35 N Jafari, Shafiee and Razmkhak, 190 Fine-grained soils in Tehran (uses N60) 35 N Jafari et al., for all soils N60 Yokota et al., for all soils N60 Lee, for clays N60 Lee, for silts N60 Lee, for sands N60 Sykora and Stokoe, for coarse-grained soils N60 Seed et al., for sands N60 Seed and Idriss, for all soils N60 Shibata, for sands N60 Ohsaki and Iwazaki, for coarse-grained soils N60 Ohsaki and Iwazaki, for all soils N60 Anbazhagan and Sitharam, based on 58 sites in Banglore 43 N1(60)

50 Table 28 : Shear Modulus (Gmax). Reference Shear Modulus Comments Ref# Var. Gmax (MPa) Imai and Tonouchi, N1(60) Seed, Idriss and Arango, N60 Anbazhagan, Sitharam and Diryac, 66 data gathered from Turkey 37 N1(60) 2007 Wroth et al., based on Ohsaki and Iwasaki, N60 Ohsaki and Iwasaki, N60 Seed et al., using Japanese data 38 N1(60) Seed et al., N60 Randolph, is conservative 44 N60 Table 29 : Bearing Capacity of Piles. Source Unit Ultimate Bearing Comments Ref# Var. of Pile (kpa) GEO, 1996 and Yau fs for bored piles in saprolites 10 N60 Meyerhof, fs for small displacement piles (bored) 28 N60 Meyerhof, fs for large displacement piles (driven) 28 N60 Yves Robert, fs in granular soil 28 N60 Quiros and Reese, fs for drilled piles 46 N60 Reese and Wright, fs for drilled piles 46 N60 Reese and O'Neill, fs for drilled piles (beta method, function of depth) 46 - Hassan and O'Neill, fs for drilled piles (modified beta method, function of depth) 46 N60 Meyerhof, qp for small displacement piles (bored) with upper limit cut-off 28 N1(60) Meyerhof, qp for large displacement piles (driven) with upper limit cut-off 28 N1(60) Yves Robert, qp for bored piles in granular soil 28 N1(60) Yves Robert, qp for driven piles in granular soil 28 N1(60) Reese and O'Neill, 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, qp for drilled piles 46 N60

51 Table 30 : Misc.. Source Value Parameter Ref# Var. Meyerhof, CPT tip resistance (qc), in MPa N60 J. Fred Triggs and Paul D. 25 Wildcat Dynamic Penetrometer blow counts /10cm N60 Simpson, 1990 Stroud, 1989 ~ E-6 mv for PI=15%, in 1/kPa N1(60) Stroud, 1989 ~ E-6 mv for PI=50%, in 1/kPa N1(60) Ohya, Pressuremeter horizontal modulus (E_PMT) in sands, in kpa N60 Kulhawy and Mayne, Saturated unit weight for Sands, in kn/m3 N60 Kulhawy and Mayne, 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 N60 average Vs), in kn/m3 Ziaie Moayed and Naeini, Modulus of subgrade reaction Ks30 in gravely soils, in MN/m3 29 N1(60) Mayne and Kemper, 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 initial stiffness modulus (Go) for un-cemented soils, in MPa 47 N60 Schnaid et al., 2004 ~ to initial stiffness modulus (Go) for cemented soils, in MPa 47 N60 Sandorni, operational stiffness modulus (E) for cemented soils, in MPa 47 N60

52 APPENDIX E Sample Sheet for Long Term Settlement Calculation

53 Input View 1 2 VEHICLE LOAD EMBANKMENT LOAD 1 Stiff Clay Very Stiff Clay Sand Materials Stiff Clay Very Stiff Clay Sand MSettle 7.3 : RoadWidth12.0m.sli P.O. Box AB Delft Phone Fax date 30/10/2009 PGS Power Plant Nongsaeng Road width 12.0 m.. Settlement Prediction Height 5.0 m. Annex

54 Time-History Settlement [m] Loading [kpa] Time [days] Vertical 2 (X = m; Z = m) Method = Isotache with Terzaghi (Natural strain) Depth = (-) [m] Settlement after days = [m] P.O. Box AB Delft Phone Fax MSettle 7.3 : RoadWidth12.0m.sli date 30/10/2009 PGS Power Plant Nongsaeng Road width 12.0 m.. Settlement Prediction Height 5.0 m. Annex

55 Time-History Settlement [m] Loading [kpa] Time [days] Vertical 1 (X = m; Z = m) Method = Isotache with Terzaghi (Natural strain) Depth = (-) [m] Settlement after days = [m] P.O. Box AB Delft Phone Fax MSettle 7.3 : RoadWidth12.0m.sli date 30/10/2009 PGS Power Plant Nongsaeng Road width 12.0 m.. Settlement Prediction Height 5.0 m. Annex

56 Date of report: 30/10/2009 Time of report: 12:58:40 Report for MSettle 7.3 Settlement Calculations Developed by GeoDelft Date of calculation: 30/10/2009 Time of calculation: 12:36:06 Filename: D:\..\00-IPP-PhaseII\01-Soil-Report\SettlementAnalysis\RoadWidth12.0m Project identification: PGS Power Plant Nongsaeng Road width 12.0 m.. Settlement Prediction Height 5.0 m.

57 1 Echo of the Input 1.1 Layer Boundaries Boundary number Co-ordinates [m] 3 - X Y X Y X Y X Y MSettle Soil Profiles Layer Material name PL-line PL-line number top bottom 3 Stiff Clay Very Stiff Clay Sand Soil Properties Layer Drained Unit weight Vert. consolid. number Unsaturated Saturated coefficient Cv [kn/m³] [kn/m³] [m2/s] 3 No E-08 2 No E-08 1 Yes E-01 Layer POP OCR number [kn/m²] [-] Layer Direct Secular Secular number comp. index comp. index comp. rate a [-] b [-] c [-] E E E E E E E E E Verticals Vertical number X co-ordinates [m] Calculation cross section at Z = m 30/10/2009 D:\..\SettlementAnalysis\RoadWidth12.0m Page 2

58 2 Results per Vertical 2.1 Results for Vertical 1 (X = m; Z = 0.00 m) Depth Initial stress Final stress S-total S-water S-eff. S-total S-water S-eff. [m] [kn/m²] [kn/m²] [kn/m²] [kn/m²] [kn/m²] [kn/m²] Layer Layer Layer MSettle 7.3 Layers Type of drainage Time Degree of consolidation [%] [days] undrained, single drainage drained /10/2009 D:\..\SettlementAnalysis\RoadWidth12.0m Page 3

59 3 Settlements 3.1 Settlements Vertical X co-ordinate Surface level Settlement number [m] [m] [m] End of Report MSettle /10/2009 D:\..\SettlementAnalysis\RoadWidth12.0m Page 4

60 TABLE 1 UNCONFINED COMPRESSION TEST Sample Sheet

61 ASTM TESTING CO.,LTD. UNCONFINED COMPRESSION TEST Project : Location. SIAM ENERGY POWER PLANT BANGKLA CHACHOENGSAO Depth, m. : Init. Area : sq.cm. Boring No. BH-1 Dia.(D), cm. : 5.65 Wet Dens.: gm/cc Sample No. 1 Height(H), cm. : Dry Dens. : gm/cc Testing Date : 13/06/52 Soil Weight, gm. : Sample Description: PR constant : kg./div. Water Cont, % 9.24 Strain Rate : 0.05 mm./min. Cap +PR Load, kg. : SAMPLE AFTER TEST Deform Reading : 2.54E-05 mm./div. Tested by VERAPOL Deform. Load Strain Cor. Axial Dev. Tangent Secant Summary of Rdg. % Area Load Stress Modulus Modulus Strength mm. (div.) sq.cm N kpa MPa MPa Properties H/D ratio= cor.factor = qu = 46.0 kpa cor. qu = 46.4 kpa c = qu/2 = 23.0 kpa cor. c = 2.37 T/m Tangent Modulus at 50 % qu = MPa Secant Modulus at 50 % qu = MPa DEVIATER STRESS, kpa STRAIN, %

62 ASTM TESTING CO.,LTD. UNCONFINED COMPRESSION TEST Project : Location. SIAM ENERGY POWER PLANT BANGKLA CHACHOENGSAO Depth, m. : Init. Area : sq.cm. Boring No. BH-1 Dia.(D), cm. : 5.41 Wet Dens.: gm/cc Sample No. 1 Height(H), cm. : Dry Dens. : gm/cc Testing Date : 13/06/52 Soil Weight, gm. : Sample Description: PR constant : kg./div. Water Cont, % Strain Rate : 0.05 mm./min. Cap +PR Load, kg. : SAMPLE AFTER TEST Deform Reading : 2.54E-05 mm./div. Tested by VERAPOL Deform. Load Strain Cor. Axial Dev. Tangent Secant Summary of Rdg. % Area Load Stress Modulus Modulus Strength mm. (div.) sq.cm N kpa MPa MPa Properties H/D ratio= cor.factor = qu = 23.1 kpa cor. qu = 23.6 kpa c = qu/2 = 11.5 kpa cor. c = 1.21 T/m Tangent Modulus at 50 % qu = MPa Secant Modulus at 50 % qu = MPa DEVIATER STRESS, kpa STRAIN, %

63 ASTM TESTING CO.,LTD. UNCONFINED COMPRESSION TEST Project : Location. SIAM ENERGY POWER PLANT BANGKLA CHACHOENGSAO Depth, m. : Init. Area : sq.cm. Boring No. BH-1 Dia.(D), cm. : 6.08 Wet Dens.: gm/cc Sample No. 1 Height(H), cm. : Dry Dens. : gm/cc Testing Date : 13/06/52 Soil Weight, gm. : Sample Description: PR constant : kg./div. Water Cont, % Strain Rate : 0.05 mm./min. Cap +PR Load, kg. : SAMPLE AFTER TEST Deform Reading : 2.54E-05 mm./div. Tested by VERAPOL Deform. Load Strain Cor. Axial Dev. Tangent Secant Summary of Rdg. % Area Load Stress Modulus Modulus Strength mm. (div.) sq.cm N kpa MPa MPa Properties H/D ratio= cor.factor = qu = 48.1 kpa cor. qu = 47.8 kpa c = qu/2 = 24.1 kpa cor. c = 2.44 T/m Tangent Modulus at 50 % qu = MPa Secant Modulus at 50 % qu = MPa DEVIATER STRESS, kpa STRAIN, %

64 TABLE 2 ATTERBERG LIMIT TEST Sample Sheet

65 ASTM TESTING CO.,LTD. ATTERBERG LIMITS TEST Project. SIAM ENERGY POWER PLANT Location. BANGKLA CHACHOENGSAO Test No. 1 Boring. No. BH - 1 Tested by. LAMPRAI Depth. (m.) Check by. PANYA Date. Water Content Determination Liquid Limit Wl Plasttic Limit Wp 16/6/2552 Container Number B-27 B-28 B-59 B-21 A-67 A-22 A-3 Plasticity index Ip = Wl - Wp Number of Blows Wt. Wet Soil+Container gm Flow Index If = Slope of Flow Curve Wt. Dry Soil+Container gm Wt. Water gm Toughness Index It = Ip / If Wt. Container gm Wt. Dry Siol gm Water Content % Average (%) Activity of Clay A = Ip / (% by wt.<2u) Plasticity Index (lp) = (WL)-(Wp) = (%) Water Content (%) (Liquid Limit WL) Number of Blows. 100

66 ASTM TESTING CO.,LTD. ATTERBERG LIMITS TEST Project. SIAM ENERGY POWER PLANT Location. BANGKLA CHACHOENGSAO Test No. 2 Boring. No. BH - 1 Tested by. LAMPRAI Depth. (m.) Check by. PANYA Date. Water Content Determination Liquid Limit Wl Plasttic Limit Wp 16/6/2552 Container Number B-61 B-55 B-34 B-73 A-69 A-19 A-24 Plasticity index Ip = Wl - Wp Number of Blows Wt. Wet Soil+Container gm Flow Index If = Slope of Flow Curve Wt. Dry Soil+Container gm Wt. Water gm Toughness Index It = Ip / If Wt. Container gm Wt. Dry Siol gm Water Content % Average (%) Activity of Clay A = Ip / (% by wt.<2u) Plasticity Index (lp) = (WL)-(Wp) = (%) Water Content (%) (Liquid Limit WL) Number of Blows. 100

67 ASTM TESTING CO.,LTD. ATTERBERG LIMITS TEST Project. SIAM ENERGY POWER PLANT Location. BANGKLA CHACHOENGSAO Test No. 3 Boring. No. BH - 1 Tested by. LAMPRAI Depth. (m.) Check by. PANYA Date. Water Content Determination Liquid Limit Wl Plasttic Limit Wp 16/6/2552 Container Number B-44 B-24 B-17 B-19 A-36 A-46 A-62 Plasticity index Ip = Wl - Wp Number of Blows Wt. Wet Soil+Container gm Flow Index If = Slope of Flow Curve Wt. Dry Soil+Container gm Wt. Water gm Toughness Index It = Ip / If Wt. Container gm Wt. Dry Siol gm Water Content % Average (%) Activity of Clay A = Ip / (% by wt.<2u) Plasticity Index (lp) = (WL)-(Wp) = (%) Water Content (%) (Liquid Limit WL) Number of Blows. 100

68 ASTM TESTING CO.,LTD. ATTERBERG LIMITS TEST Project. SIAM ENERGY POWER PLANT Location. BANGKLA CHACHOENGSAO Test No. 4 Boring. No. BH - 1 Tested by. LAMPRAI Depth. (m.) Check by. PANYA Date. Water Content Determination Liquid Limit Wl Plasttic Limit Wp 16/6/2552 Container Number B-38 B-42 B-26 B-80 A-54 A-4 A-13 Plasticity index Ip = Wl - Wp Number of Blows Wt. Wet Soil+Container gm Flow Index If = Slope of Flow Curve Wt. Dry Soil+Container gm Wt. Water gm Toughness Index It = Ip / If Wt. Container gm Wt. Dry Siol gm Water Content % Average (%) Activity of Clay A = Ip / (% by wt.<2u) Plasticity Index (lp) = (WL)-(Wp) = (%) Water Content (%) (Liquid Limit WL) Number of Blows. 100

69 ASTM TESTING CO.,LTD. ATTERBERG LIMITS TEST Project. SIAM ENERGY POWER PLANT Location. BANGKLA CHACHOENGSAO Test No. 5 Boring. No. BH - 1 Tested by. LAMPRAI Depth. (m.) Check by. PANYA Date. Water Content Determination Liquid Limit Wl Plasttic Limit Wp 16/6/2552 Container Number B-52 B-48 B-43 B-25 A-9 A-47 A-74 Plasticity index Ip = Wl - Wp Number of Blows Wt. Wet Soil+Container gm Flow Index If = Slope of Flow Curve Wt. Dry Soil+Container gm Wt. Water gm Toughness Index It = Ip / If Wt. Container gm Wt. Dry Siol gm Water Content % Average (%) Activity of Clay A = Ip / (% by wt.<2u) Plasticity Index (lp) = (WL)-(Wp) = (%) Water Content (%) (Liquid Limit WL) Number of Blows. 100

70 TABLE 3 SIEVE ANALYSIS Sample Sheet

71 ASTM TESTING CO.,LTD. SIEVE ANALYSIS (ASTM D-422) Project : SIAM ENERGY POWER PLANT Sample : BH-1 Tested by: Lamprai Sample : BH-1 Tested by: Lamprai Location : Bangkla Chachoengsao Date of Test: Location : Bangkla Chachoengsao Date of Test: Depth,m : Water Content,% : Depth,m : Water Content,% : Before Washing(Sieve No.200) After Washed and Oven Dry Before Washing(Sieve No.200) After Washed and Oven Dry Wt.Cont.+Dry Soil,gm Wt.Cont.+Dry Soil,gm Wt.Cont.+Dry Soil,gm Wt.Cont.+Dry Soil,gm Wt.Container,gm Wt.Container,gm Wt.Container,gm Wt.Container,gm Wt.Dry Soil,gm Wt.Dry Soil,gm 4.28 Wt.Dry Soil,gm Wt.Dry Soil,gm Wt.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 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 in /4 in /4 in /2 in /2 in /8 in /8 in # # # # # # # # # # # # Pan Pan Total Weighted Error,% Total Weighted Error,% 0.05 Sample : BH-1 Tested by: Lamprai Sample : BH-1 Tested by: Lamprai Location : Bangkla Chachoengsao Date of Test: Location : Bangkla Chachoengsao Date of Test: Depth,m : Water Content,% : Depth,m : Water Content,% : Before Washing(Sieve No.200) After Washed and Oven Dry Before Washing(Sieve No.200) After Washed and Oven Dry Wt.Cont.+Dry Soil,gm Wt.Cont.+Dry Soil,gm Wt.Cont.+Dry Soil,gm Wt.Cont.+Dry Soil,gm Wt.Container,gm Wt.Container,gm Wt.Container,gm Wt.Container,gm Wt.Dry Soil,gm Wt.Dry Soil,gm Wt.Dry Soil,gm Wt.Dry Soil,gm Wt.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 in /4 in /4 in /2 in /2 in /8 in /8 in # # # # # # # # # # # # Pan Pan Total Weighted Error,% Total Weighted Error,% " 3/4" 1/2"3/8" 4# 10# 20# 40# 100# 200# % Passing by Weight Sample No.1 Sample No.2 Sample No Sample No Diameter in Milimeter GRAIN SIZE DISTRIBUTION CURVE

72 ASTM TESTING CO.,LTD. SIEVE ANALYSIS (ASTM D-422) Project : SIAM ENERGY POWER PLANT Sample : BH-1 Tested by: Lamprai Sample : Tested by: Location : Bangkla Chachoengsao Date of Test: Location : Date of Test: Depth,m : Water Content,% : Depth,m : Water Content,% : Before Washing(Sieve No.200) After Washed and Oven Dry Before Washing(Sieve No.200) After Washed and Oven Dry Wt.Cont.+Dry Soil,gm Wt.Cont.+Dry Soil,gm Wt.Cont.+Dry Soil,gm Wt.Cont.+Dry Soil,gm Wt.Container,gm Wt.Container,gm Wt.Container,gm Wt.Container,gm Wt.Dry Soil,gm Wt.Dry Soil,gm Wt.Dry Soil,gm Wt.Dry Soil,gm Wt.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 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 in /4 in /4 in /2 in /2 in /8 in /8 in # # # # # # # # # # # # Pan Pan Total Weighted Error,% 0.00 Total 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,% : Before Washing(Sieve No.200) After Washed and Oven Dry Before Washing(Sieve No.200) After Washed and Oven Dry Wt.Cont.+Dry Soil,gm Wt.Cont.+Dry Soil,gm Wt.Cont.+Dry Soil,gm Wt.Cont.+Dry Soil,gm Wt.Container,gm Wt.Container,gm Wt.Container,gm Wt.Container,gm Wt.Dry Soil,gm Wt.Dry Soil,gm Wt.Dry Soil,gm Wt.Dry Soil,gm Wt.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 in /4 in /4 in /2 in /2 in /8 in /8 in # # # # # # # # # # # # Pan Pan Total Weighted Error,% #DIV/0! Total Weighted Error,% #DIV/0! 100 1" 3/4" 1/2"3/8" 4# 10# 20# 40# 100# 200# % Passing by Weight Sample No.1 Sample No.2 Sample No Sample No Diameter in Milimeter GRAIN SIZE DISTRIBUTION CURVE

73 TABLE 4 UNIT WEIGHT TEST Sample Sheet

74 ASTM TESTING CO.,LTD. UNIT WEIGHT Project : SIAM ENERGY POWER PLANT Job No.: Date: 16 / 06 / 52 Location : BANGKLA CHACHOENGSAO Tested by: SIRIPORN Checked by: Boring No Depth Wt. of soil Height. Diameter φ Volume. Unit Weight (m) (gm) (cm) (cm) (cm 3 ) (gm/cm 3 ) BH BH UNIT WEIGHT = Wt. of soil. Volme. φ

75 TABLE 5 WATER CONTENT TEST Sample Sheet

76 ASTM TESTING CO.,LTD. WATER CONTENT PROJECT : SIAM ENERGY POWER PLANT JOB No. DATE : 11/ 06 / 52 TESTED BY : LAMPRAI LOCATION : BANGKLA CHACHOENGSAO CHECKED BY : PANYA 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 E C C C E E E BH C C C C C E E BH C C C C E E WATER CONTENT = Wt, of Weter 100 Wt.of Dry Soil

77 TABLE 6 Consolidation Test Sample Sheet

78 CONSOLIDATION TEST (ASTM D 2435) ASTM TESTING CO., LTD. PROJECT : POWER GENERATION SUPPLY BORING NO. : BH-2R SAMPLE NO. : LOCATION : NONGSAENG SARABURI DEPTH (m) : TESTED BY : RAWAT K. DATE : 29/09-02/10/2009 SOIL DESCRIPTION : STIFF CLAY MADE BY : M. SUKMOL Applied Scale Final Cumulative Initial Water Content, W ni % Pressure Load Dial Reading Dial Change Final Water Content, W nf % (t/m ² ) 0.00 (kg) (0.0001") 0 h, (cm) Initial Void Ratio, e 0 Initial Total Unit Weight, ti t/m³ Final Total Unit Weight, tf 2.05 t/m³ Specific Gravity, G s Liquid Limit, LL % Plasticity Index, PI - % Sample Height, H Sample Area, A Wt.of Dry Sample, W s Height of Solid, H s Effective Overburden Pressure, ' vo Preconsolidation Pressure, ' vm Over Consolidation Ratio, OCR Applied Sample Pressure Height (t/m 2 ) H, (cm) Void Void Ratio Ave. Sample Fitting Time C v ( cm²/sec) Height Hv, (cm) e = Hv/Hs Height Ha, (cm) t90 (sec) t50 (sec) x Ha² x Ha² 4 x t90 4 x t Notes : 1) H s = Ws / G w.a 2) C v = Ha² / 4t 90 3) k = (C v. e. w ) / (1+e 0 ) = Ha² / 4t 50 cm cm² gm cm t/m² t/m² Coef. of Permea k x 10-8 (cm/sec) t90 t Void Ratio, e Coef. of Consolidation, cv x 10-4 (cm 2 /sec) Coef. of Permeability, k x 10-8 (cm/sec) Cr = Cc = Cs = Pressure (t/m 2 ) 'vm t90 t90 t50 t50 FM-GE R00 30/05/2005 \\labtest\conso\lab ConsoBH-2

79 CONSOLIDATION TEST (ASTM D 2435) ASTM TESTING CO., LTD. PROJECT : POWER GENERATION SUPPLY BORING NO. : BH-2R TESTED BY : SAMPLE NO. : DATE : LOCATION : NONGSAENG SARABURI DEPTH (m) : CHECKED BY : SOIL TYPE : STIFF CLAY DATE : MADE BY : RAWAT K. 29/09-02/10/2009 SOMPOL I. 05/10/2009 M. SUKMOL WATER CONTENT BEGIN END UNIT WEIGHT BEGIN END APPARATUS CONTAINER NO. R-5 R-32 A-29 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 (cm 3 ) DIAMETER, D (cm) Wt OF WATER (gm) TOTAL UNIT Wt., t (t/m 3 ) SAMPLE AREA, A (cm 2 ) Wt. OF DRY SOIL, Ws (gm) AVE. WATER CONTENT (%) SAMPLE HEIGHT, H 0 (cm) WATER CONTENT, Wn (%) DRY UNIT Wt., d (t/m 3 ) VOLUME, V (cm 3 ) R R LIQUID LIMIT, LL = - % SPECIFIC GRAVITY, Gs = SOLID HEIGHT, Hs = W s / (G s. W. A) PLASTICITY INDEX, PI = - % = cm. APPLIED SCALE FINAL DIAL CUM. DIAL SAMPLE HEIGHT VOID HEIGHT VOID RATIO AVERAGE FITTING TIME COEF. OF CONSLIDATION PRESSURE (t/m 2 ) LOAD (kg) READING ( in) CHANGE h, (cm) H=H 0 -h (cm) Hv = H-Hs (cm) e = Hv/ Hs SAMPLE HEIGHT Hav, (cm) t 90 (min) t 50 C V, ( cm 2 /sec) x Ha x Ha 2 4 x t90 4 x t datamain\labtest\conso\lab ConsoBH-2

80 TABLE 7 Field permeability test Sample Sheet

81 PROJECT: SIAM ENERGY POWER PLANT DATE :09 June 2009 Location : Bangkla Chacherngsao Field Permeability Test (Constant Head) Hole Diameter : 10 cm. Height of Casing Above Ground : 0.50 m. Hole Depth Casing Length G.W.L Elapsed Water Permebility No. of Test Depth of Test Time Flow Coefficient Sample Shee (m.) (m.) (m.) (m.) (sec) (cc) (cm/sec.) BH E E E - 06 BH E E E - 06 BH E E E - 06 BH E E E - 06 BH E E E - 06 BH E E E - 06 BH E E E - 06 BH E E E - 06 BH E E E - 06 Average 2.09 E- 06

82 Table 8 Soil Resistivity Test Data Sample sheet

83 ASTM TESTING CO.,LTD. SOIL RESISTIVITY TEST TEST NO: R-1 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 Test by: Phisit Machine: Megger DET4TD2 S/N No.1038 Distance (m) Measured Resistance ( ) Ground Resistivity ( -m) E - W N - S E - W N - S Average Average Resistivity Distance (m) E-W N-S Average Ground Resistivity ( -m) N R-1 E Note: The apparent soil resistivity is then given by =2 ar ( -m) N where:- = ground resistivity in -m = a = electrode spacing in metres R = measured resistance in at spacing 'a' Inspector: Satit Project Engineer: Suchat Project Manager: Weraphol Project Owner: i-astm

84 Table 9 Down Hole Seismic Test Data Sample sheet

85 Summary of Seismic waves travel time and velocityof the site Saraburi B CoGeneration Depth (m) Ts Tp Shear wave(vs) Comp. wave(vp) (Milli Sec.) (Milli Sec.) Velocity(m/s)*1000 Velocity(m/s)*

86 2,500 2,000 1,500 1, Saraburi B CoGeneration Down Hole Seismic Results - BH Depth(m.) Shear Wave Compression Wave Velocity(m./sec.)

87 Dynamic Elastic Moduli (BH-03) : SBC G = Shear modulus, MPa v = Poisson's ratio E = Young modulus, MPa K = Bulk modulus, MPa Depth (m) G = Vs 2 g v = (0.5-VR^2)/(1-VR^2) E = 2G.(1+v) K = Vp 2 g

88 Table 10 Dutch Cone penetration Test Data Sample sheet

89 ASTM TESTING CO.,LTD. DUTCH CONE 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 Equipment 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 ) Cone project area,cm Sleeve height,cm.: B :(0-80 ksc.) 0.88*(Reading,div.) Cone weight,kg. : 1.60 Sleeve area,cm2. : C :(0-250 ksc.) 0.96*(Reading,div. -2.0) Rod weight, kg./rod 1.57 Piston area,cm2 : 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 Qb no. 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 C B C B C B C B C B C B C B C B C B C B C B C B C B C B C B C B C B C B C B C B C B C B C B C B C B C B B B Ended of testing at meters depth. 7 B B B C C C C C C C C C C C C C C C C C C C Test date 17/2/2010 Test by: Pisit Calculated by : Nontasate Checked 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..

90 ASTM TESTING CO.,LTD. DUTCH CONE PENETRATION TEST PROJECT : Saraburi B Cogeneration Company Limited TEST NO. : DC-1 TESTED BY : Phisit DEPTH (m) : DATE : 17/02/2010 LOCATION : Nong Kae Industrial Estate COORD. N : COMPUTED BY : Nontasate Saraburi Province E : DATE : 03/03/2010 STA. : Flat Area ELEV. (m) : DEPTH (m) 10 DEPTH (m) 10 DEPTH (m) CONE RESISTANCE LOCAL FRICTION FRICTION RATIO Qc ( x1000 t/m 2 ) Qs (t/m 2 ) Qs/Qc (%)

91 Table 11 Compaction and CBR Test Data Sample sheet

92 COMPACTION TEST(ASTM D ) ASTM TESTING CO.,LTD. TEST PIT NO : TESTED BY : PROJECT : MEGA BANGNA SHOPPING CENTER DEPTH (m) : DATE : BANGKOK - THAILAND SOURCE : ด นถม CHECK BY : LOCATION : โรงโม ศ ลาพร จ.ชลบ ร DATE : GROUP LAB SOMCHAI MATERIAL : EMBANKMENT (CRUSHED ROCK) TYPE OF TEST STANDARD PROCTOR WEIGHT OF HAMMER (lb.) MOLD DIAMETER (cm) DROP HEIGHT (in.) MOLD HEIGHT (cm) NUMBER OF LAYER MOLD VOLUME (cm 3 ) 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 WET DENSITY, WD DRY DENSITY, DD = WD/(1+w/100) (gm) (t/m³) (t/m³) B. WATER CONTENT CONTAINER NO. A-29 A-30 A-26 A-37 WT. OF CONTAINER (gm) WT. OF CONTAINER + WET SOIL (gm) WT. OF CONTAINER + DRY SOIL WT. OF WATER, W w (gm) (gm) WT. OF DRY SOIL, W d (gm) WATER CONTENT, w = (W w /W d )x100 (%) C. RESULTS MAX. DRY DENSITY, MDD (t/m³) = OPT. MOISTURE CONTENT, OMC (%) = Dry Density (t/m³) Water Content (%) TP-1 DATAMAIN\LABTEST\COMPACTION\Compaction-Silaporn xls

93 ASTM D 1883 / AASHTO T 193 / ทล.-ท. 109 (DH-T 109) CALIFORNIA BEARING RATIO (CBR) TEST ASTM TESTING CO.,LTD. PROJECT : MEGA BANGNA SHOPPING CENTER SAMPLE : ห นฝ น TESTED BY : GROUP LAB BANGKOK-THAILAND DEPTH (m) : CRUSHED ROCK DATE : 19/05/2553 LOCATION : โรงโม ศ ลาพร SOURCE : โรงโม INPUT BY : จ.ชลบ ร จ.ชลบ ร DATE : 20/05/2553 TEST CONDITION : SOAKED MATERIAL : CRUSHED ROCK CHECKED BY : 1. COMPACTION DATA (BEFORE SOAKING) COMPACTION TYPE(MODIFIED OR STANDARD) DATE : 21/05/2553 TEST NO. 1 TEST NO. 2 TEST NO. 3 T-99 T-99 T-99 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 (%) SWELLING MEASUREMENT DATE TIME ELAPSED TIME GAGE RDG. % SWELL GAGE RDG. % SWELL GAGE RDG. % SWELL (hrs) (div) (div) (div) 15/05/ /05/ /05/ /05/ /05/ GAGE ACCURACY (in./div) = SURCHARGE (lbs) = 4. PENETRATION TEST PENETRATION LOAD, R PRESSURE LOAD, R PRESSURE 10 LOAD, R PRESSURE (in) 12Blows(div) (psi) 25Blows(div) (psi) 56Blows(div) (psi) PROVING RING NO. = PR-5 PISTON DIA. (in) = LOAD (lbs) = R (R = Guage Reading in division, in/div) PISTON AREA (sq.in) = DATAMAIN\LABTEST\LAB CBR\CBR-Silaporn xls

94 ASTM D 1883 / AASHTO T 193 / ทล.-ท. 109 (DH-T 109) CALIFORNIA BEARING RATIO (CBR) TEST ASTM TESTING CO.,LTD. PROJECT : MEGA BANGNA SHOPPING CENTER SAMPLE : ห นฝ น TESTED BY : GROUP LAB DEPTH (m) : CRUSHED ROCK DATE : 19/05/2553 LOCATION : โรงโม ศ ลาพร SOURCE : โรงโม INPUT BY : จ.ชลบ ร จ.ชลบ ร DATE : 20/05/2553 TEST CONDITION : SOAKED MATERIAL : CRUSHED ROCK CHECKED BY : CRUSHED ROCK DATE : 21/05/2553 % CBR TEST NO TEST CONDITION SOAKED SOAKED SOAKED PENETRATION (in) PISTON PRESSURE, A (psi) STANDARD UNIT LOAD,B (psi) 1,000 1,500 1,000 1,500 1,000 1,500 % CBR = ( A/B )x BLOWS/LAYER BLOWS/LAYER 56 BLOWS/LAYER PISTON PRESSURE (psi) PENETRATION (in) DATAMAIN\LABTEST\LAB CBR\CBR-Silaporn xls

95 ASTM D 1883 / AASHTO T 193 / ทล.-ท. 109 (DH-T 109) CALIFORNIA BEARING RATIO (CBR) TEST ASTM TESTING CO.,LTD. PROJECT : MEGA BANGNA SHOPPING CENTER SAMPLE : ห นฝ น TESTED BY : GROUP LAB DEPTH (m) : CRUSHED ROCK DATE : 19/05/2553 LOCATION : โรงโม ศ ลาพร SOURCE : INPUT BY : DATE : 20/05/2553 TEST CONDITION : SOAKED MATERIAL : CRUSHED ROCK CHECKED BY : DATE : 21/05/2553 TEST NO DRY DENSITY t/m % CBR (SOAKED) COMPACTION METHOD T-99 AT 95% MDD, DRY DENSITY t/m 3 MAX. DRY DENSITY (MDD) t/m 3 CBR % DRY DENSITY (t/m³) CBR (%) DATAMAIN\LABTEST\LAB CBR\CBR-Silaporn xls

96 Table 12 Water Analysis Test Data Sample sheet

97 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 ph Calcium (Ca) Magnesium (Mg) Manganese (Mn) Chloride (Cl) Total Hardness (as CaCO 3 ) Iron (Fe) Potassium (K) Sodium (Na) Nitrate (NO 3 ) Sulfate (SO 4 ) Carbon dioxide (CO 2 ) as Carbonate (CO 3 ) Phosphate (PO 4 ) Silica (Si) SAMPLING AND ANALYTICAL METHOD Grab Sampling, ph Meter Grab Sampling, Direct Aspiration, Atomic Absorption Grab Sampling, Direct Aspiration, Atomic Absorption Grab Sampling, Direct Aspiration, Atomic Absorption Grab Sampling, Ion-Selective Electrode Grab Sampling, EDTA Titrimetric Grab Sampling, Direct Aspiration, Atomic Absorption Grab Sampling, Direct Aspiration, Atomic Absorption Grab Sampling, Direct Aspiration, Atomic Absorption Grab Sampling, Nitrate Electrode Method Grab Sampling, Iodometric Grab Sampling, EDTA Titrimetric Grab Sampling, Vanadomolybdophosphoric acid, Colorimetric Grab Sampling, Molybdosilicate Method, Direct Aspiration, Atomic Absorption... (Prasart Chiaplaem) Laboratory No (Rung Rittiyan) Laboratory No

98 GROUND WATER QUALITY ANALYSIS RESULTS SOURCE PARAMETER UNIT DETECTED VALUE STARDARD Suitable allowance Max. allowable Saraburi B Cogeneation Co., Ltd. ph Calcium (Ca) mg/l Magnesium (Mg) mg/l Manganese (Mn) mg/l * Chloride (Cl) mg/l Total Hardness (as CaCO 3 ) mg/l Iron (Fe) mg/l * Potassium (K) mg/l Sodium (Na) mg/l Nitrate (NO 3 ) mg/l Sulfate (SO 4 ) mg/l Carbon dioxide (CO 2 ) as Carbonate (CO 3 ) mg/l Phosphate (PO 4 ) mg/l Silica (Si) mg/l *Over standard limit Remark 1. Standard: Notification of the Ministry of Natural Resources and Environment B.E (2008), issued under The Ground Water Act B.E (1977), published in the Royal Government Gazette, Vol. 125, Special Part 85. dated May 21, B.E (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... (Prasart Chiaplaem) Registered Lab. Controller Laboratory No (Rung Rittiyan) Managing Director Health & Envitech Co., Ltd. Registered Lab No. -152