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Method Statement FOR
Soil Investigation
PREPARED BY JUNE 2010
Infratech ASTM CO., LTD.
1
TABLE OF CONTENTS Chapter Title Page Table of Contents……………………………………………………………………………………..1 List of Appendix....................................................................................................................................... 2 List of Table............................................................................................................................................. 2 List of Figures.......................................................................................................................................... 2
1.0 INTRODUCTION AND BACK GROUND OF THE PROJECT ....................................................... 3
2.0 SCOPE OF WORK ............................................................................................................................... 3
3.0 FIELD INVESTIGATION AND BOUNDARY SURVEY …………………….………….………3 3.1 General .................................................................................................................................. 3 3.2 Boring and Sampling ………………………………………………………………….……………4 3.4 Groundwater Measurement................................................................................................ ...4
3.5 Field permeability Test …………………………………………………………….……………….4 3.6 Soil Resistivity Test …………………………………………………………………………….…..5 3.7 Test Pit……………………………………………………………………………………………….5 3.8 Down Hole Seismic Test…… …………………………………………………………………….5 3.9 Dutch Cone Penetration Test ...…………………………………………………………………..5 3.10 Site Boundary Survey
4.0 LABORATORY TEST ………………………………………………………………………………..6
4.1 Unconfined Compression test ………………………………………………………….…………6 4.2 Atterberg Limits ………………………………………………………………………………….…6 4.3 Particle Size Analysis ..………………………………………………………………………….…6 4.4 Unit Weight and Water Content Determination……………………………………………….…7 4.5 Oedometer test ……………………………………………………………………………………..7
4.6 Compaction Test and CBR Test …………………………………………………………………7 4.7 Water Analysis …………………………………………………………………………………….7 5.0 REPORT ……………………………………………………………………………………………....8
Figures Appendix Tables
Infratech ASTM CO., LTD.
2
List of Appendix Appendix A Sample of Soil Boring Log data sheet Appendix B Sample of Summary of general laboratory test data sheet Appendix C Sample of Pile calculation data sheet Appendix D Sample of Shallow Foundation Bearing Capacity Analysis Appendix E Sample of Prediction of long term settlement calculation
List of Table Table 1 Sample of Unconfined Compression Test data sheet Table 2 Sample of Atterberg Limit Test data sheet Table 3 Sample of Sieve Analysis Test data sheet Table 4 Sample of Unit Weight data sheet Table 5 Sample of Water content Test data sheet Table 6 Sample of Consolidation Test data sheet Table 7 Sample of Field Permeability test data sheet Table 8 Sample of soil resistivity test data sheet Table 9 Sample of down hole seismic test data sheet Table 10 Sample of Dutch cone penetration test data sheet Table 11 Sample of compaction and CBR test data sheet Table 12 Sample water analysis test data sheet
Infratech ASTM CO., LTD.
3
1.0 INTRODUCTION AND BACK GROUND OF THE PROJECT
This method statement will summarizes the procedure on the subsoil investigation works and boundary survey to be conducted by Infratech ASTM Company Limited for the construction………………………………………………………………………………………………………………………………………………………………………………..
2.0 SCOPE OF WORK
The scope of work for the geotechnical consultancy services of the project are summarized as follows:
• Soil boring, field testing and carrying out sufficient in-situ testing and sampling. • Laboratory testing of obtained samples to determine the properties of the subsoil. • Determination of geotechnical parameters required for foundation analyses. • Carrying out engineering analyses for foundation design.
3.0 FIELD INVESTIGATION
3.1 General
The investigation program included drilling boreholes and collecting soil samples at desired intervals for subsequent observation and laboratory testing. The investigation program will consist of soil boring and sampling at desired intervals for subsequent observation and laboratory testing to determine the capacity of pile foundation economically and safely.
3.2 Boring and Sampling
The boreholes will be made by the rotary drilling machine.
Undisturbed sample will be taken in the soft and medium clay at 1.0, 1.5, 2.0 and 3.0 m depths and at 1.5 m intervals thereafter using a thin-walled sampler with dimensions conforming to standard sampling tubes specification (ASTM D 1587).
Disturbed samples for very stiff clay to hard clay layer will be collected during Standard Penetration Testing at 1.5 m intervals. (ASTM D 1586) The borings shall be drilled vertically through soil approximately 30 meters deep or stop in firm layer when SPT N-value is greater than 50 blows/ft.
Accuracy of bore hole position will be not more than 2.0 m. in horizontal direction and 0.20 in vertical direction.
3.3 Standard Penetration Testing
Standard Penetration Tests (SPT) will be carried out to provide an indication of the density and/or consistency of the ground and to obtain disturbed samples for visual inspection and laboratory testing and classification. The results of the tests will be given on the boring logs in Appendix A and will
Infratech ASTM CO., LTD.
4
be expressed as an N value. The N value is defined as the blow-count for 12” (300mm) penetration recorded after the seating drive of 15 cm. In the case of premature refusal conditions, the number of blows for a recorded penetration (including the seating drive) is noted.
In SPT testing, the rope-and-pulley (R-P) method will be used. This consisted of a hollow cylindrical mass sliding over a steel rod. It is operated by lifting the mass with a rope over a cat head. At the instant the mass reached the required height (760 mm), the mass will be released manually driving the split spoon into the soil. Disturbed samples collected from the split-spoon sampler during Standard Penetration Test will be visually inspected before storing in a polyethylene bag for laboratory testing. A graphical representation of the changes in the soil strata, water levels and SPT N values will be given in the boring logs.
3.4 Groundwater Measurement
Groundwater is one element that affects in the stability and foundation analyses. The groundwater level was measured 24 hours after completion of the borehole. However, the low permeability of the soil will mean that the water level in the borehole is controlled more by drilling fluid rather than by the ground water itself. Significant fluctuations in the location of ground water table should be anticipated throughout the year, depending upon the amount of precipitation, evaporation and surface runoff.
3.5 Field Permeability Test
Permeability test of soil in the field will be performed at the depth of 2,4,6,8 and 10 m. by constant head method.
3.6 Soil Resistity Test (Provisional)
The purpose of this test is to investigate for the need of cathode protection and to have data necessary for the design of an adequate grounding system.
The soil Resistivity measurement shall be carried out in accordance with IEEE 81 standard “ Guide for Measuring Earth Resistivity, Ground Impedance and Earth Surface Potentials of a Ground System “. The measurement shall be done using Wenner Four Points Method with equal test rods spacing. The area to be measured shall be the power block area of power plant, terminal substation and switchyard. Before carrying out the measurement, the rectangular grid shall be drawn for the testing areas with mesh spacing at approximately 5-10 m. The measurement shall be made at every intersection point of grid lines. The measurement at any point shall be done for two directions, one from the measured point along the direction from east to west and another shall be from the measured point along the direction from north to south. The measurement at any point shall consist of the measured data at the varying space between test rods for the following distance; 0.5, 1.0, 2.0, 3.0, 4.0, 5.0 m. For each area of measurement, the results of measurement shall be shown in the table for each point of measurement for each direction and every designated space of measurement. The measured resistivity data shall be averaged for each of the same spacing of measured data. The overall averaged resistivity of each area shall also be reported.
3.7 Test Pit (Provisional) Test pit shall be preformed 3 points of 1x1m size 3 m deep, by mean of hand excavation. Bulk sample taken from the test pits of not less than 50 kg each shall be sent to test at laboratory for compaction and CBR test.
Infratech ASTM CO., LTD.
5
3.8 Seismic down hole test (Provisional) The down hole Test is a method which determines soil stiffness properties by analyzing direct compression and shear waves along a borehole.
Seismic down hole test shall be performed at 1.0 meter intervals to the depth of 30.0 m. or to the same depth of soil bore hole (where SPT N-value is greater than 50 blows/ft)
The test shall be intended to collect shear wave velocity information that will be used in dynamic analysis. The testing location shall be located in the power block area and close to expected location of Steam Turbine foundation.
3.9 Dutch Cone Penetration Test (Provisional) Dutch cone penetration test shall be preformed depth 30m. or to the depth when the total resistant of the cone penetrometer reach 4.0 tons. The test shall be carried out in accordance with the ASTM D 3441. The cone penetration test shall be consists of pushing into the soil, at a sufficiently slow rate, a series of cylindrical rods with a conical tip at the base for measuring the cone resistance and friction resistance every 20 cm intervals.
4.0 LABORATORY TESTING
Geotechnical laboratory tests will be performed on the soil samples to classify soil and to determine their engineering characteristics. All laboratory tests will be conducted in accordance with ASTM Standards. The soils will be also classified based on the Unified Soil Classification System (USCS).
4.1 Unconfined Compression Tests
Unconfined compression test will be conducted in accordance with ASTM D2166. The tests will be performed by compressing cylindrical samples to failure. Failure generally occurs when the greatest ratio of shear stress to shear strength occurs. The cohesion (c) of the sample is taken as half the unconfined compressive strength.
Sample of test results and data sheet has been shown in Table 1
4.2 Atterberg Limits
Atterberg limits will be determined (ASTM D 4318) on representative soil samples of cohesive soils. The Atterberg limits refer to arbitrarily defined boundaries between the liquid and plastic states, and between the plastic and brittle states of grained soils, expressed as water content, in percentage. The liquid limit is the water content at which a part of soil placed in a standard cup, cut by a standard grooving tool, will flow together at the base of the groove when the cup is subjected to 25 standard shocks. The one-point liquid limit test is usually carried out and distilled water may be added during soil mixing to achieve a desired consistency.
Sample of test results and data sheet has been shown in Table 2
Infratech ASTM CO., LTD.
6
4.3 Particle Size Analysis
Particle size analysis will be performed by means of sieving (ASTM D 422). For oven-dry materials, sieving is carried out for particles that are being retained on a 0.063 mm sieve. In sieve analysis, the mass of soil retained on each sieve is determined and expressed as a percentage of the total mass of the sample. The particle size is plotted on a logarithmic scale so that two soils having the same degree of uniformity are represented by curves of the distribution plot. In Hydrometer analysis is based on the principle of sedimentation of soil grains in water. When a soil specimen is dispersed in water, the particles settle at different velocities, depending on their shape, size, and weight. For simplicity, it is assumed that soil particles are spheres and the velocity of soil particles can be express by Stokes’ law. Sample of test results and data sheet has been shown in Table 3
4.4 Unit Weight and Water Content Determination
As a routine laboratory test, unit weights of soils will be determined based on the mass of soil in a standard volume steel cylinder with cutting edge. The unit weight refers to the unit weight of the soil at the sampled water content. The dry unit weight is determined from the mass and the water content of the specimen.
Water content (ASTM D 2216)is determined by oven-drying a moist/wet soil at a constant temperature of 105 °C for 18 - 24 hours. The difference in mass before and after drying is used as the mass of water in the specimen, while the mass of remaining material is used as the mass of solid particles. The ratio between the mass of water and the mass of solid particles is the water content of the soil material
Sample of test results and data sheet has been shown in Table 4 and Table 5
4.5 Oedometer Test /Consolidation test (Provisional)
In case of soft clay layer has been encountered, 1 undisturbed sample will be collected from mid layer of soft clay for Oedometer test.
Oedometer tests will be conducted (ASTM D 2435) to determine the rate and magnitude of consolidation of a laterally restrained soil specimen which is axially loaded in increments of constant stress until the excess pore water pressures have dissipated for each increment. Each load increment is maintained for at least 24 hours. The test is generally carried out on undisturbed cohesive specimens.
Sample of test results and data sheet has been shown in Table 6
4.6 Compaction Test and CBR Test (Provisional) Bulk sample taken from the test pits of not less than 20 kg each shall be sent to test at laboratory for compaction and CBR test conformed to ASTM D1883.
4.7 Ground Water Analysis The bored hole shall be drilled at depth approximate 3 m. without bentonite and leave it 7 days for collecting underground water to do water analysis test.
The test parameters are listed below:
Infratech ASTM CO., LTD.
7
5.0 REPORT
Confirmed Preliminary Report findings along with the remainder of test results to be Submitted in a Final Report.
The Final Report shall include but not limited to:
• Results of all of the above mentioned tests.
• Result of graph to show Cumulative Ultimate Skin Friction & Ultimate End
Bearing Capacity & Depth for driven pile for each borehole.
• Recommendations for :
1. Bearing capacity for shallow foundation.
2. Pile capacity resistance to compression and tension.
3. Settlement for shallow foundation.
• Underground water level and borehole elevation.
• Licensed engineer sign up responsible for the report
APPENDIX A
SOIL BORING LOG
Sample Sheet
ASTM TESTING CO., LTD.BORING LOG
Borehole No. BH-08 BH-0
PROJECT: SIAM ENERGY POWER PLANT Page 1 of 1 24 LOCATION: BANGKLA CHACHOENGSAO
Dep
th (m
)
Gra
phic
Log
Met
hod
Sam
ple
No.
Rec
over
y
SOIL DESCRIPTION
0 Borehole Elevation = 1.99 m.
0.80 m. Top soil
ST 1 2.00 m.
ST 2 Brown, moist to saturated, medium plasticity, very soft to soft, Sandy Clay.
5 ST 3 (CL)
ST 4 6.50 m.
SS 1 Brown, moist, high plasticity, stiff, Sandy Clay. (CH)
SS 2 9.45 m.10
SS 3 Brown, moist, medium plasticity, very stiff to hard, Sandy Clay. (CL)
SS 4 12.45 m.
SS 5
15SS 6 Brown, moist, high plasticity,
stiff to very stiff, Sandy Clay.
SS 7 (CH) trace gravel.
SS 8
20 SS 9 19.95 m.
SS 10 Brown, moist, medium plasticity, hard, Sandy Clay.
SS 11 (CL)
SS 12 24.45 m.End of Boring = 24.45 m.
Start date: 8-มิ.ย.-09Finished date: 8-มิ.ย.-09 Su (UC)Borehole Depth: 24.45 m. Su (FV)Observed GWL. -1.50 m. Total Unit Weight Su (PP)Drilling Foreman: Thawatchai SPT, N
ABBREVIATIONS: (Blow/30 cm.)ST = Undisturbed Sample LL = Liquid Limit gt = Total Unit WeightSS = Split Spoon Sample PL = Plastic Limit SPT = Standard Penetration Test
1.01
1.3
2.14
0.54
9
10
22
31
76
14
58
22
17
15
16
1.49
1.6
1.69
1.7
1.81
1.96
1.85
1.89
1.96
1.93
PL LL
ASTM
Wn
40 80
1.0 2.0 2 4 6 8 10
20 40 60 80 100SPT-N (Blow/30cm.)Atterberg Limits
γt (t/m3) Su (t/m2)
APPENDIX B
SUMMARY OF GENERAL LABORATORY TEST
Sample sheet
PROJECT: BORE HOLE NO. BH - 8
LOCATION: Water Level : -1.50 M.
USCS Wn,at UC Test γ wet, Nspt
Sample No From To Soil Received SU gm./cc. LL PL PI # 4 # 10 # 40 # 200 (Blow / Soil Description
group (%) (T / m 2) (%) (%) (%) Foot)
- 0.00 1.50 Top Soil
ST - 1 1.50 2.00 88.34 1.01 1.49 97.74 93.07 86.41 75.43
ST - 2 3.00 3.50 61.41 1.30 1.60
ST - 3 4.50 5.00 CL 55.20 2.14 1.69 40.05 24.33 15.72 100.00 99.77 98.51 94.33
ST - 4 6.00 6.50 54.24 0.54 1.70 Sandy Clay (CL,CH).
SS - 1 7.50 7.95 CH 31.07 1.81 56.08 23.51 32.56 99.04 98.92 98.11 91.63 9
SS - 2 9.00 9.45 10
SS - 3 10.50 10.95 CL 22.04 1.96 48.11 21.29 26.82 100.00 99.85 99.29 95.86 22
SS - 4 12.00 12.45 1.85 31
SS - 5 13.50 13.95 1.89 14
SS - 6 15.00 15.45 1.96 16
SS - 7 16.50 16.95 CH 32.88 60.30 28.53 31.77 93.45 91.79 89.23 85.09 15 Sandy Clay (CH)
SS - 8 18.00 18.45 17 trace gravel.
SS - 9 19.50 19.95 22
SS - 10 21.00 21.45 58
SS - 11 22.50 22.95 CL 17.82 41.11 18.58 22.54 99.70 99.30 96.57 82.52 76 Sandy Clay (CL).
SS - 12 24.00 24.45 1.93 89
ASTM TESTING CO.,LTD. SUMMARY OF TEST RESULTS
END OF BORING AT 24.45 M.
Atterberg Limits Gradation % PassingDepth. (m.)
Appendix C
Pile Calculation
Sample sheet
Appendix B 1 - BH-1
สรุปการคํานวณกําลังรับนํ้าหนักของดิน (Estimation of Soil Bearing Capacity)
Saraburi A Cogeneration Co.,ltd. Saraburi
BH-1
PROJECT : Saraburi A Cogeneration Co.,ltd.
LOCATION : SaraburiBOREHOLE NO.: BH-1
SOIL BEARING CAPACITY VS DEPTH FOR SHALLOW FOUNDATION
0
1
2
3
4
5
0 10 20 30 40 50 60 70 80 90 100
Ultimate End Bearing(t/sq.m.)
Dep
th (m
)
SHALLOW FOUNDATION SOIL BEARING CAPACITY
Project: Saraburi A Cogeneration Co.,ltd.
Location: SaraburiBorehole No.: BH-1 Factor of safety : 3.00Allowable settlement, Se 25.0 mm.Depth of water = 1.53 m below ground level
Depth Soil Description SPT (N-value) σvo,base φUSCS S=Sand Field Correct Design B L Depth qall
Df C=Clay t/m2 kN/m2 NF Ncor. Ndesign t/m2 t/m2 kN/m2 t/m2 kN/m2 o m. m. qu (kPa) qall (kPa) qall (t/m2) Fd qall (kPa) qall (t/m
2) (m) (t/m2)0.0 - - 0.00 0.00 0 0 0 0.00 0.00 0.00 - - - - - - - - - - - - -
1.0 CL C 2.0 19.6 9 20 13 2.00 2.00 19.62 7.89 77.39 1.0 1.0 572.8 190.9 19.5 1.0 19.52.0 CL C 2.0 19.6 12 20 15 4.00 3.53 34.63 9.15 89.80 1.0 1.0 775.4 258.5 26.3 2.0 26.33.0 CL C 2.0 19.6 15 22 17 6.00 4.53 44.44 10.83 106.28 1.0 1.0 1048.8 349.6 35.6 3.0 35.64.0 CL C 2.1 20.2 20 26 22 8.06 5.59 54.84 13.83 135.72 1.0 1.0 1506.8 502.3 51.2 4.0 51.2
Remark: 1) qall = Net allowable soil bearing capacity2) Corected Standard Penetration, Ncorrect = NF*sqrt(95.6/σ'v), After Liao and Whitman (1986)3) The net ultimate bearing capacity for clayey soil (φ = 0 condition), qnet(u) = 5.14cu(1+0.2Df/B)(1+0.2B/L) , After Skempton (1951)
4) The net ultimate bearing capacity for sand, After Bowles (1977)qnet(u) = 19.16Ncor Fd (Se /25.4) (for B < 1.22 m.)qnet(u) = 11.98Ncor [(3.28B+1)/3.28B]2 Fd (Se /25.4) (for B > 1.22 m.)
SUMMARYNET SOIL BEARING CAPACITY
CLAY SAND
Unit weight σ'vo,base Cohesion, Su FDN Dimension
Appendix B 2 - BH-1
สรุปการคํานวณกําลังรับนํ้าหนักปลอดภัยของเสาเข็มและความยาว (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: Saraburi
Borehole No.: BH-1
Soil Capacity F.S. =2.5(Tons) Pile StructuralPile Type Pile Size Length(m.) Compression Tension Lateral Capacity(Tons) REMARK
Driven Pile 0.25x0.25 12.0 39 32 0.2 40 Can not be installed when SPT>=Limit
Driven Pile 0.30x0.30 12.0 48 38 0.3 55 Can not be installed when SPT>=Limit
Driven Pile 0.35x0.35 12.0 58 45 0.5 70 Can not be installed when SPT>=Limit
Driven Pile 0.40x0.40 12.0 68 51 0.6 80 Can not be installed when SPT>=Limit
Bored Pile Dia.0.35 10.0 44 35 0.3 48
Bored Pile Dia.0.40 11.5 61 49 0.4 63
Bored Pile Dia.0.50 13.0 94 74 0.5 98
Bored Pile Dia.0.60 14.5 140 105 0.7 141
Driven Pile may not be installed pass through depth where SPT limit >= 50
RECOMMENDED ALLOWABLE LOAD FOR SINGLE SQUARE DRIVEN PILE
Project: Saraburi A Cogeneration Co.,ltd.
Location: Saraburi
Borehole No.: BH-1
Factor of safety : 2.50
Depth of water : 1.53 m. below ground level
25 x 25 cm. Square Driven Pile 30 x 30 cm. Square Driven Pile 35 x 35 cm. Square Driven Pile 40 x 40 cm. Square Driven Pile
Cumm.Skin Friction
End Bearing
PileWeight
Allowable Load
Cumm.Skin Friction
End Bearing
PileWeight
Allowable Load
Cumm.Skin Friction
End Bearing
PileWeight
Allowable Load
Cumm.Skin Friction
End Bearing
PileWeight
Allowable Load
(tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons)
4.0 19.4 8.3 0.5 10.9 23.3 11.9 0.6 13.8 27.2 16.2 0.9 17.0 31.1 21.2 1.2 20.4
5.0 25.5 10.0 0.6 14.0 30.6 14.5 0.9 17.7 35.8 19.7 1.2 21.7 40.9 25.7 1.5 26.0
7.5 42.0 11.6 1.0 21.1 50.4 16.7 1.4 26.3 58.9 22.7 1.9 31.9 67.3 29.6 2.5 37.8
9.0 54.5 16.3 1.2 27.9 65.5 23.5 1.7 34.9 76.4 32.0 2.4 42.4 87.3 41.8 3.1 50.4
10.5 66.7 15.9 1.4 32.4 80.0 22.9 2.1 40.3 93.4 31.1 2.8 48.7 106.7 40.6 3.6 57.5
12.0 79.9 18.1 1.7 38.6 95.9 26.1 2.4 47.9 111.9 35.6 3.2 57.7 127.9 46.4 4.2 68.0
13.5 94.9 21.4 1.9 45.8 113.9 30.8 2.7 56.8 132.9 41.9 3.7 68.4 151.9 54.7 4.8 80.7
15.0 112.2 24.5 2.1 53.8 134.6 35.3 3.0 66.7 157.0 48.1 4.1 80.4 179.4 62.8 5.4 94.7
REMARK : 1. Negative skin friction is not consider in the calculation
2. Pile cut-off elevation -1.00 m. below ground level
Depth
(meters)
RECOMMENDED ALLOWABLE LOAD FOR SINGLE BORED PILE
Project: Saraburi A Cogeneration Co.,ltd.
Location: Saraburi
Borehole No.: BH-1
Factor of safety : 2.50
Depth of water : 1.53 m. below ground level
35 cm. Dia. Bored Pile 40 cm. Dia. Bored Pile 50 cm. Dia. Bored Pile 60 cm. Dia. Bored Pile
Cumm.Skin Friction
End Bearing
PileWeight
Allowable Load
Cumm.Skin Friction
End Bearing
PileWeight
Allowable Load
Cumm.Skin Friction
End Bearing
PileWeight
Allowable Load
Cumm.Skin Friction
End Bearing
PileWeight
Allowable Load
(tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons)
4.0 31.2 12.8 0.7 17.3 35.7 16.7 0.9 20.6 44.6 26.0 1.4 27.7 53.6 37.5 2.0 35.6
5.0 41.1 15.5 0.9 22.3 47.0 20.2 1.2 26.4 58.7 31.5 1.9 35.4 70.5 45.4 2.7 45.3
7.5 67.7 17.8 1.5 33.6 77.3 23.3 2.0 39.5 96.7 36.4 3.1 52.0 116.0 52.4 4.4 65.6
9.0 87.8 25.1 1.8 44.4 100.4 32.8 2.4 52.3 125.5 51.3 3.8 69.2 150.5 73.9 5.4 87.6
10.5 107.4 24.4 2.2 51.8 122.7 31.9 2.9 60.7 153.4 49.9 4.5 79.5 184.0 71.8 6.4 99.8
12.0 128.7 27.9 2.5 61.6 147.1 36.5 3.3 72.1 183.8 57.0 5.2 94.3 220.6 82.1 7.5 118.1
13.5 152.8 32.9 2.9 73.1 174.6 43.0 3.8 85.5 218.3 67.1 5.9 111.8 261.9 96.7 8.5 140.1
15.0 180.6 37.8 3.2 86.0 206.4 49.3 4.2 100.6 257.9 77.1 6.6 131.4 309.5 111.0 9.5 164.4
REMARK : 1. Negative skin friction is not consider in the calculation
2. Pile cut-off elevation -1.00 m. below ground level
Depth
(meters)
Appendix B 3 - BH-1
Graph แสดงความสัมพันธระหวางความลึกและกําลังตานของดิน (Cumulative Ultimate Skin Friction & Ultimate End Bearing Capacity & Depth)
Saraburi A Cogeneration Co.,ltd.
BH-1
PROJECT : Saraburi A Cogeneration Co.,ltd.
LOCATION : SaraburiBOREHOLE NO.: BH-1
CUMMULATIVE ULTIMATE SKIN FRICTION AND ULTIMATE END BEARING CAPACITY VS DEPTH OF DRIVEN PILE
Ultinate Skin Friction(t/m.Perimeter)
0
2
4
6
8
10
12
14
16
0 50 100 150 200
Dep
th (m
)
0
2
4
6
8
10
12
14
16
0 200 400 600 800 1,000
Ultimate End Bearing(t/sq.m.)
Dep
th (m
)
PROJECT : Saraburi A Cogeneration Co.,ltd.
LOCATION : SaraburiBOREHOLE NO.: BH-1
CUMMULATIVE ULTIMATE SKIN FRICTION AND ULTIMATE END BEARING CAPACITY VS DEPTH OF BORED PILE
Ultinate Skin Friction(t/m.Perimeter)
0
2
4
6
8
10
12
14
16
0 50 100 150 200
Dep
th (m
)
0
2
4
6
8
10
12
14
16
0 200 400 600 800 1,000
Ultimate End Bearing(t/sq.m.)
Dep
th (m
)
Appendix B 4
รายการคํานวณขนาดและความยาวเสาเข็มตอก( Driven Pile Calculation)
Saraburi A Cogeneration Co.,ltd. Saraburi
BH-1
SINGLE SQUARE DRIVEN PILE CAPACITY CALCULATION-STATIC FORMULA
Project: Saraburi A Cogeneration Co.,ltd.
Location: Saraburi
Borehole No.: BH-1Pile size : 0.25 x 0.25 m.Area: 0.063 m2
Perimeter : 1.000 mFactor of safety : 2.50Depth of water = 1.53 m from ground level
Depth Soil Description Unit Unit SPT (N-value) σvo σ'tip σ'tip σ'ave σ'ave Su φ Nq Ks δ Adh. qb qs Qb Qs Qs Qs Wp Qu QaTo USCS S=Sand Weight Weight Field Liao Corr. Factor Cumm. Cumm.
C=Clay t/m2 kN/m2 t/m2 t/m2 kN/m2 t/m2 kN/m2 t/m2 o 0.80φ α t/m2 t/m2 tons tons tons t/m. peri tons tons tons
0.0 - - 0.00 0.00 0 0 0 0.00 0.00 0.00 0.00 0.00 - - - - - - 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.01.0 CL C 2.0 19.62 9 20 13 2.00 2.00 19.62 1.00 9.81 7.89 - - - - 0.55 73.0 4.4 4.6 4.4 4.4 4.4 0.0 8.9 3.62.0 CL C 2.0 19.62 12 20 15 4.00 3.53 34.63 2.77 27.12 9.15 - - - - 0.50 86.4 4.5 5.4 4.5 8.9 8.9 0.2 9.8 5.73.0 CL C 2.0 19.62 15 22 17 6.00 4.53 44.44 4.03 39.53 10.83 - - - - 0.46 103.5 4.9 6.5 4.9 13.9 13.9 0.3 11.1 8.04.0 CL C 2.1 20.21 20 26 22 8.06 5.59 54.84 5.06 49.64 13.83 - - - - 0.40 132.6 5.6 8.3 5.6 19.4 19.4 0.5 13.4 10.95.0 CL C 2.1 20.21 25 30 27 10.12 6.65 65.24 6.12 60.04 16.72 - - - - 0.37 160.6 6.1 10.0 6.1 25.5 25.5 0.6 15.6 14.07.5 CL C 2.1 20.40 30 31 30 15.32 9.35 91.72 8.00 78.48 18.88 - - - - 0.35 185.2 6.6 11.6 16.5 42.0 42.0 1.0 27.1 21.19.0 SC C 2.1 20.60 44 41 43 18.47 11.00 107.91 10.18 99.82 26.96 - - - - 0.31 261.1 8.3 16.3 12.5 54.5 54.5 1.2 27.6 27.9
10.5 SC C 2.0 19.62 43 38 41 21.47 12.50 122.63 11.75 115.27 25.83 - - - - 0.31 253.9 8.1 15.9 12.1 66.7 66.7 1.4 26.6 32.412.0 SC C 2.0 19.42 50 42 47 24.44 13.97 137.05 13.24 129.84 29.53 - - - - 0.30 290.2 8.8 18.1 13.2 79.9 79.9 1.7 29.7 38.613.5 CL C 2.0 19.42 60 48 56 27.41 15.44 151.47 14.71 144.26 34.93 - - - - 0.29 341.8 10.0 21.4 15.0 94.9 94.9 1.9 34.5 45.815.0 SG C 2.1 20.11 70 53 64 30.49 17.02 166.92 16.23 159.19 40.20 - - - - 0.29 392.3 11.5 24.5 17.2 112.2 112.2 2.1 39.7 53.815.0 392.3 112.2 15.0 392.3 112.2 15.0 392.3 112.2 15.0 392.3 112.2 15.0 392.3 112.2 15.0 392.3 112.2 15.0 392.3 112.2 15.0 392.3 112.2 15.0 392.3 112.2 15.0 392.3 112.2 15.0
15.0
15.0
Remark: 1) Negative skin friction is not consider in the calculation2) Pile cut-off level is at - 1.00 m. below ground level3) Limited maximum end bearing, qb = 1000 t/sq.m. for sand (Reese and O' Neill, 1989)4) Corected Standard Penetration, Ncorrect = NF*sqrt(95.6/σ'v), (Liao and Whitman, 1986)
SINGLE SQUARE DRIVEN PILE CAPACITY CALCULATION-STATIC FORMULA
Project: Saraburi A Cogeneration Co.,ltd.
Location: Saraburi
Borehole No.: BH-1Pile size : 0.30 x 0.30 m.Area: 0.090 m2
Perimeter : 1.200 mFactor of safety : 2.50Depth of water = 1.53 m from ground level
Depth Soil Description Unit Unit SPT (N-value) σvo σ'tip σ'tip σ'ave σ'ave Su φ Nq Ks δ Adh. qb qs Qb Qs Qs Qs Wp Qu QaTo USCS S=Sand Weight Weight Field Liao Corr. Factor Cumm. Cumm.
C=Clay t/m2 kN/m2 t/m2 t/m2 kN/m2 t/m2 kN/m2 t/m2 o 0.80φ α t/m2 t/m2 tons tons tons t/m. peri tons tons tons
0.0 - - 0.00 0.00 0 0 0 0.00 0.00 0.00 0.00 0.00 - - - - - - 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.01.0 CL C 2.0 19.62 9 20 13 2.00 2.00 19.62 1.00 9.81 7.89 - - - - 0.55 73.0 4.4 6.6 5.2 5.2 4.4 0.0 11.8 4.72.0 CL C 2.0 19.62 12 20 15 4.00 3.53 34.63 2.77 27.12 9.15 - - - - 0.50 86.4 4.5 7.8 5.5 10.7 8.9 0.2 13.0 7.33.0 CL C 2.0 19.62 15 22 17 6.00 4.53 44.44 4.03 39.53 10.83 - - - - 0.46 103.5 4.9 9.3 5.9 16.6 13.9 0.4 14.8 10.24.0 CL C 2.1 20.21 20 26 22 8.06 5.59 54.84 5.06 49.64 13.83 - - - - 0.40 132.6 5.6 11.9 6.7 23.3 19.4 0.6 17.9 13.85.0 CL C 2.1 20.21 25 30 27 10.12 6.65 65.24 6.12 60.04 16.72 - - - - 0.37 160.6 6.1 14.5 7.4 30.6 25.5 0.9 20.9 17.77.5 CL C 2.1 20.40 30 31 30 15.32 9.35 91.72 8.00 78.48 18.88 - - - - 0.35 185.2 6.6 16.7 19.8 50.4 42.0 1.4 35.1 26.39.0 SC C 2.1 20.60 44 41 43 18.47 11.00 107.91 10.18 99.82 26.96 - - - - 0.31 261.1 8.3 23.5 15.0 65.5 54.5 1.7 36.8 34.9
10.5 SC C 2.0 19.62 43 38 41 21.47 12.50 122.63 11.75 115.27 25.83 - - - - 0.31 253.9 8.1 22.9 14.6 80.0 66.7 2.1 35.4 40.312.0 SC C 2.0 19.42 50 42 47 24.44 13.97 137.05 13.24 129.84 29.53 - - - - 0.30 290.2 8.8 26.1 15.9 95.9 79.9 2.4 39.6 47.913.5 CL C 2.0 19.42 60 48 56 27.41 15.44 151.47 14.71 144.26 34.93 - - - - 0.29 341.8 10.0 30.8 18.0 113.9 94.9 2.7 46.0 56.815.0 SG C 2.1 20.11 70 53 64 30.49 17.02 166.92 16.23 159.19 40.20 - - - - 0.29 392.3 11.5 35.3 20.7 134.6 112.2 3.0 53.0 66.715.0 392.3 112.2 15.0 392.3 112.2 15.0 392.3 112.2 15.0 392.3 112.2 15.0 392.3 112.2 15.0 392.3 112.2 15.0 392.3 112.2 15.0 392.3 112.2 15.0 392.3 112.2 15.0 392.3 112.2 15.0
15.0
15.0
Remark: 1) Negative skin friction is not consider in the calculation2) Pile cut-off level is at - 1.00 m. below ground level3) Limited maximum end bearing, qb = 1000 t/sq.m. for sand (Reese and O' Neill, 1989)4) Corected Standard Penetration, Ncorrect = NF*sqrt(95.6/σ'v), (Liao and Whitman, 1986)
SINGLE SQUARE DRIVEN PILE CAPACITY CALCULATION-STATIC FORMULA
Project: Saraburi A Cogeneration Co.,ltd.
Location: Saraburi
Borehole No.: BH-1Pile size : 0.35 x 0.35 m.Area: 0.123 m2
Perimeter : 1.400 mFactor of safety : 2.50Depth of water = 1.53 m from ground level
Depth Soil Description Unit Unit SPT (N-value) σvo σ'tip σ'tip σ'ave σ'ave Su φ Nq Ks δ Adh. qb qs Qb Qs Qs Qs Wp Qu QaTo USCS S=Sand Weight Weight Field Liao Corr. Factor Cumm. Cumm.
C=Clay t/m2 kN/m2 t/m2 t/m2 kN/m2 t/m2 kN/m2 t/m2 o 0.80φ α t/m2 t/m2 tons tons tons t/m. peri tons tons tons
0.0 - - 0.00 0.00 0 0 0 0.00 0.00 0.00 0.00 0.00 - - - - - - 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.01.0 CL C 2.0 19.62 9 20 13 2.00 2.00 19.62 1.00 9.81 7.89 - - - - 0.55 73.0 4.4 8.9 6.1 6.1 4.4 0.0 15.1 6.02.0 CL C 2.0 19.62 12 20 15 4.00 3.53 34.63 2.77 27.12 9.15 - - - - 0.50 86.4 4.5 10.6 6.4 12.5 8.9 0.3 16.7 9.13.0 CL C 2.0 19.62 15 22 17 6.00 4.53 44.44 4.03 39.53 10.83 - - - - 0.46 103.5 4.9 12.7 6.9 19.4 13.9 0.6 19.0 12.64.0 CL C 2.1 20.21 20 26 22 8.06 5.59 54.84 5.06 49.64 13.83 - - - - 0.40 132.6 5.6 16.2 7.8 27.2 19.4 0.9 23.1 17.05.0 CL C 2.1 20.21 25 30 27 10.12 6.65 65.24 6.12 60.04 16.72 - - - - 0.37 160.6 6.1 19.7 8.6 35.8 25.5 1.2 27.1 21.77.5 CL C 2.1 20.40 30 31 30 15.32 9.35 91.72 8.00 78.48 18.88 - - - - 0.35 185.2 6.6 22.7 23.1 58.9 42.0 1.9 43.9 31.99.0 SC C 2.1 20.60 44 41 43 18.47 11.00 107.91 10.18 99.82 26.96 - - - - 0.31 261.1 8.3 32.0 17.5 76.4 54.5 2.4 47.1 42.4
10.5 SC C 2.0 19.62 43 38 41 21.47 12.50 122.63 11.75 115.27 25.83 - - - - 0.31 253.9 8.1 31.1 17.0 93.4 66.7 2.8 45.3 48.712.0 SC C 2.0 19.42 50 42 47 24.44 13.97 137.05 13.24 129.84 29.53 - - - - 0.30 290.2 8.8 35.6 18.5 111.9 79.9 3.2 50.9 57.713.5 CL C 2.0 19.42 60 48 56 27.41 15.44 151.47 14.71 144.26 34.93 - - - - 0.29 341.8 10.0 41.9 21.0 132.9 94.9 3.7 59.2 68.415.0 SG C 2.1 20.11 70 53 64 30.49 17.02 166.92 16.23 159.19 40.20 - - - - 0.29 392.3 11.5 48.1 24.1 157.0 112.2 4.1 68.1 80.415.0 392.3 112.2 15.0 392.3 112.2 15.0 392.3 112.2 15.0 392.3 112.2 15.0 392.3 112.2 15.0 392.3 112.2 15.0 392.3 112.2 15.0 392.3 112.2 15.0 392.3 112.2 15.0 392.3 112.2 15.0
15.0
15.0
Remark: 1) Negative skin friction is not consider in the calculation2) Pile cut-off level is at - 1.00 m. below ground level3) Limited maximum end bearing, qb = 1000 t/sq.m. for sand (Reese and O' Neill, 1989)4) Corected Standard Penetration, Ncorrect = NF*sqrt(95.6/σ'v), (Liao and Whitman, 1986)
SINGLE SQUARE DRIVEN PILE CAPACITY CALCULATION-STATIC FORMULA
Project: Saraburi A Cogeneration Co.,ltd.
Location: Saraburi
Borehole No.: BH-1Pile size : 0.40 x 0.40 m.Area: 0.160 m2
Perimeter : 1.600 mFactor of safety : 2.50Depth of water = 1.53 m from ground level
Depth Soil Description Unit Unit SPT (N-value) σvo σ'tip σ'tip σ'ave σ'ave Su φ Nq Ks δ Adh. qb qs Qb Qs Qs Qs Wp Qu QaTo USCS S=Sand Weight Weight Field Liao Corr. Factor Cumm. Cumm.
C=Clay t/m2 kN/m2 t/m2 t/m2 kN/m2 t/m2 kN/m2 t/m2 o 0.80φ α t/m2 t/m2 tons tons tons t/m. peri tons tons tons
0.0 - - 0.00 0.00 0 0 0 0.00 0.00 0.00 0.00 0.00 - - - - - - 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.01.0 CL C 2.0 19.62 9 20 13 2.00 2.00 19.62 1.00 9.81 7.89 - - - - 0.55 73.0 4.4 11.7 7.0 7.0 4.4 0.0 18.7 7.52.0 CL C 2.0 19.62 12 20 15 4.00 3.53 34.63 2.77 27.12 9.15 - - - - 0.50 86.4 4.5 13.8 7.3 14.3 8.9 0.4 20.7 11.13.0 CL C 2.0 19.62 15 22 17 6.00 4.53 44.44 4.03 39.53 10.83 - - - - 0.46 103.5 4.9 16.6 7.9 22.2 13.9 0.8 23.7 15.24.0 CL C 2.1 20.21 20 26 22 8.06 5.59 54.84 5.06 49.64 13.83 - - - - 0.40 132.6 5.6 21.2 8.9 31.1 19.4 1.2 28.9 20.45.0 CL C 2.1 20.21 25 30 27 10.12 6.65 65.24 6.12 60.04 16.72 - - - - 0.37 160.6 6.1 25.7 9.8 40.9 25.5 1.5 34.0 26.07.5 CL C 2.1 20.40 30 31 30 15.32 9.35 91.72 8.00 78.48 18.88 - - - - 0.35 185.2 6.6 29.6 26.4 67.3 42.0 2.5 53.5 37.89.0 SC C 2.1 20.60 44 41 43 18.47 11.00 107.91 10.18 99.82 26.96 - - - - 0.31 261.1 8.3 41.8 20.0 87.3 54.5 3.1 58.7 50.4
10.5 SC C 2.0 19.62 43 38 41 21.47 12.50 122.63 11.75 115.27 25.83 - - - - 0.31 253.9 8.1 40.6 19.4 106.7 66.7 3.6 56.4 57.512.0 SC C 2.0 19.42 50 42 47 24.44 13.97 137.05 13.24 129.84 29.53 - - - - 0.30 290.2 8.8 46.4 21.2 127.9 79.9 4.2 63.4 68.013.5 CL C 2.0 19.42 60 48 56 27.41 15.44 151.47 14.71 144.26 34.93 - - - - 0.29 341.8 10.0 54.7 24.0 151.9 94.9 4.8 73.9 80.715.0 SG C 2.1 20.11 70 53 64 30.49 17.02 166.92 16.23 159.19 40.20 - - - - 0.29 392.3 11.5 62.8 27.6 179.4 112.2 5.4 85.0 94.715.0 392.3 112.2 15.0 392.3 112.2 15.0 392.3 112.2 15.0 392.3 112.2 15.0 392.3 112.2 15.0 392.3 112.2 15.0 392.3 112.2 15.0 392.3 112.2 15.0 392.3 112.2 15.0 392.3 112.2 15.0
15.0
15.0
Remark: 1) Negative skin friction is not consider in the calculation2) Pile cut-off level is at - 1.00 m. below ground level3) Limited maximum end bearing, qb = 1000 t/sq.m. for sand (Reese and O' Neill, 1989)4) Corected Standard Penetration, Ncorrect = NF*sqrt(95.6/σ'v), (Liao and Whitman, 1986)
Appendix B 5
รายการคํานวณขนาดและความยาวเสาเข็มเจาะ( Bored Pile Calculation)
Saraburi A Cogeneration Co.,ltd. Saraburi
BH-1
SINGLE BORED PILE CAPACITY CALCULATION-STATIC FORMULA
Project: Saraburi A Cogeneration Co.,ltd.
Location: Saraburi
Borehole No.: BH-1Pile Dia.(m.) : 0.35Area: 0.096 m2
Perimeter : 1.400 mFactor of safety : 2.50Depth of water = 1.53 m from ground level
Depth Soil Description Unit Unit SPT (N-value) σvo σ'tip σ'tip σ'ave σ'ave Su φ Nq Ks δ Adh. qb qs Qb Qs Qs Qs Wp Qu QaTo USCS S=Sand Weight Weight Field Liao Corr. Factor Cumm. Cumm.
C=Clay t/m2 kN/m2 t/m2 t/m2 kN/m2 t/m2 kN/m2 t/m2 o 0.80φ α t/m2 t/m2 tons tons tons t/m. peri tons tons tons
0.0 - - 0.00 0.00 0 0 0 0.00 0.00 0.00 0.00 0.00 - - - - - - 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.01.0 CL C 2.0 19.62 9 20 13 2.00 2.00 19.62 1.00 9.81 7.89 - - - - 0.55 73.0 5.0 7.0 7.0 7.0 5.0 0.0 14.1 5.62.0 CL C 2.0 19.62 12 20 15 4.00 3.53 34.63 2.77 27.12 9.15 - - - - 0.50 86.4 5.2 8.3 7.3 14.4 10.3 0.2 15.4 9.03.0 CL C 2.0 19.62 15 22 17 6.00 4.53 44.44 4.03 39.53 10.83 - - - - 0.46 103.5 5.7 10.0 8.0 22.3 15.9 0.5 17.5 12.74.0 CL C 2.1 20.21 20 26 22 8.06 5.59 54.84 5.06 49.64 13.83 - - - - 0.40 132.6 6.4 12.8 8.9 31.2 22.3 0.7 21.0 17.35.0 CL C 2.1 20.21 25 30 27 10.12 6.65 65.24 6.12 60.04 16.72 - - - - 0.37 160.6 7.0 15.5 9.9 41.1 29.4 0.9 24.4 22.37.5 CL C 2.1 20.40 30 31 30 15.32 9.35 91.72 8.00 78.48 18.88 - - - - 0.35 185.2 7.6 17.8 26.6 67.7 48.3 1.5 42.9 33.69.0 SC C 2.1 20.60 44 41 43 18.47 11.00 107.91 10.18 99.82 26.96 - - - - 0.31 261.1 9.6 25.1 20.1 87.8 62.7 1.8 43.4 44.4
10.5 SC C 2.0 19.62 43 38 41 21.47 12.50 122.63 11.75 115.27 25.83 - - - - 0.31 253.9 9.3 24.4 19.5 107.4 76.7 2.2 41.8 51.812.0 SC C 2.0 19.42 50 42 47 24.44 13.97 137.05 13.24 129.84 29.53 - - - - 0.30 290.2 10.2 27.9 21.3 128.7 91.9 2.5 46.7 61.613.5 CL C 2.0 19.42 60 48 56 27.41 15.44 151.47 14.71 144.26 34.93 - - - - 0.29 341.8 11.5 32.9 24.1 152.8 109.1 2.9 54.1 73.115.0 SG C 2.1 20.11 70 53 64 30.49 17.02 166.92 16.23 159.19 40.20 - - - - 0.29 392.3 13.2 37.8 27.8 180.6 129.0 3.2 62.3 86.015.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0
15.0
15.0
Remark: 1) Negative skin friction is not consider in the calculation2) Pile cut-off level is at - 1.00 m. below ground level3) Limited maximum end bearing, qb = 400 t/sq.m. for sand (Reese and O' Neill, 1989)4) Corected Standard Penetration, Ncorrect = NF*sqrt(95.6/σ'v), (Liao and Whitman, 1986)
SINGLE BORED PILE CAPACITY CALCULATION-STATIC FORMULA
Project: Saraburi A Cogeneration Co.,ltd.
Location: Saraburi
Borehole No.: BH-1Pile Dia.(m.) : 0.40Area: 0.126 m2
Perimeter : 1.600 mFactor of safety : 2.50Depth of water = 1.53 m from ground level
Depth Soil Description Unit Unit SPT (N-value) σvo σ'tip σ'tip σ'ave σ'ave Su φ Nq Ks δ Adh. qb qs Qb Qs Qs Qs Wp Qu QaTo USCS S=Sand Weight Weight Field Liao Corr. Factor Cumm. Cumm.
C=Clay t/m2 kN/m2 t/m2 t/m2 kN/m2 t/m2 kN/m2 t/m2 o 0.80φ α t/m2 t/m2 tons tons tons t/m. peri tons tons tons
0.0 - - 0.00 0.00 0 0 0 0.00 0.00 0.00 0.00 0.00 - - - - - - 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.01.0 CL C 2.0 19.62 9 20 13 2.00 2.00 19.62 1.00 9.81 7.89 - - - - 0.55 73.0 5.0 9.2 8.0 8.0 5.0 0.0 17.2 6.92.0 CL C 2.0 19.62 12 20 15 4.00 3.53 34.63 2.77 27.12 9.15 - - - - 0.50 86.4 5.2 10.9 8.4 16.4 10.3 0.3 18.9 10.83.0 CL C 2.0 19.62 15 22 17 6.00 4.53 44.44 4.03 39.53 10.83 - - - - 0.46 103.5 5.7 13.0 9.1 25.5 15.9 0.6 21.5 15.24.0 CL C 2.1 20.21 20 26 22 8.06 5.59 54.84 5.06 49.64 13.83 - - - - 0.40 132.6 6.4 16.7 10.2 35.7 22.3 0.9 26.0 20.65.0 CL C 2.1 20.21 25 30 27 10.12 6.65 65.24 6.12 60.04 16.72 - - - - 0.37 160.6 7.0 20.2 11.3 47.0 29.4 1.2 30.3 26.47.5 CL C 2.1 20.40 30 31 30 15.32 9.35 91.72 8.00 78.48 18.88 - - - - 0.35 185.2 7.6 23.3 30.4 77.3 48.3 2.0 51.7 39.59.0 SC C 2.1 20.60 44 41 43 18.47 11.00 107.91 10.18 99.82 26.96 - - - - 0.31 261.1 9.6 32.8 23.0 100.4 62.7 2.4 53.4 52.3
10.5 SC C 2.0 19.62 43 38 41 21.47 12.50 122.63 11.75 115.27 25.83 - - - - 0.31 253.9 9.3 31.9 22.3 122.7 76.7 2.9 51.4 60.712.0 SC C 2.0 19.42 50 42 47 24.44 13.97 137.05 13.24 129.84 29.53 - - - - 0.30 290.2 10.2 36.5 24.4 147.1 91.9 3.3 57.5 72.113.5 CL C 2.0 19.42 60 48 56 27.41 15.44 151.47 14.71 144.26 34.93 - - - - 0.29 341.8 11.5 43.0 27.6 174.6 109.1 3.8 66.8 85.515.0 SG C 2.1 20.11 70 53 64 30.49 17.02 166.92 16.23 159.19 40.20 - - - - 0.29 392.3 13.2 49.3 31.7 206.4 129.0 4.2 76.8 100.615.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0
15.0
15.0
Remark: 1) Negative skin friction is not consider in the calculation2) Pile cut-off level is at - 1.00 m. below ground level3) Limited maximum end bearing, qb = 400 t/sq.m. for sand (Reese and O' Neill, 1989)4) Corected Standard Penetration, Ncorrect = NF*sqrt(95.6/σ'v), (Liao and Whitman, 1986)
SINGLE BORED PILE CAPACITY CALCULATION-STATIC FORMULA
Project: Saraburi A Cogeneration Co.,ltd.
Location: Saraburi
Borehole No.: BH-1Pile Dia.(m.) : 0.50Area: 0.196 m2
Perimeter : 2.000 mFactor of safety : 2.50Depth of water = 1.53 m from ground level
Depth Soil Description Unit Unit SPT (N-value) σvo σ'tip σ'tip σ'ave σ'ave Su φ Nq Ks δ Adh. qb qs Qb Qs Qs Qs Wp Qu QaTo USCS S=Sand Weight Weight Field Liao Corr. Factor Cumm. Cumm.
C=Clay t/m2 kN/m2 t/m2 t/m2 kN/m2 t/m2 kN/m2 t/m2 o 0.80φ α t/m2 t/m2 tons tons tons t/m. peri tons tons tons
0.0 - - 0.00 0.00 0 0 0 0.00 0.00 0.00 0.00 0.00 - - - - - - 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.01.0 CL C 2.0 19.62 9 20 13 2.00 2.00 19.62 1.00 9.81 7.89 - - - - 0.55 73.0 5.0 14.3 10.1 10.1 5.0 0.0 24.4 9.82.0 CL C 2.0 19.62 12 20 15 4.00 3.53 34.63 2.77 27.12 9.15 - - - - 0.50 86.4 5.2 17.0 10.5 20.5 10.3 0.5 27.0 14.83.0 CL C 2.0 19.62 15 22 17 6.00 4.53 44.44 4.03 39.53 10.83 - - - - 0.46 103.5 5.7 20.3 11.4 31.9 15.9 0.9 30.7 20.54.0 CL C 2.1 20.21 20 26 22 8.06 5.59 54.84 5.06 49.64 13.83 - - - - 0.40 132.6 6.4 26.0 12.8 44.6 22.3 1.4 37.4 27.75.0 CL C 2.1 20.21 25 30 27 10.12 6.65 65.24 6.12 60.04 16.72 - - - - 0.37 160.6 7.0 31.5 14.1 58.7 29.4 1.9 43.8 35.47.5 CL C 2.1 20.40 30 31 30 15.32 9.35 91.72 8.00 78.48 18.88 - - - - 0.35 185.2 7.6 36.4 37.9 96.7 48.3 3.1 71.3 52.09.0 SC C 2.1 20.60 44 41 43 18.47 11.00 107.91 10.18 99.82 26.96 - - - - 0.31 261.1 9.6 51.3 28.8 125.5 62.7 3.8 76.3 69.2
10.5 SC C 2.0 19.62 43 38 41 21.47 12.50 122.63 11.75 115.27 25.83 - - - - 0.31 253.9 9.3 49.9 27.9 153.4 76.7 4.5 73.3 79.512.0 SC C 2.0 19.42 50 42 47 24.44 13.97 137.05 13.24 129.84 29.53 - - - - 0.30 290.2 10.2 57.0 30.5 183.8 91.9 5.2 82.3 94.313.5 CL C 2.0 19.42 60 48 56 27.41 15.44 151.47 14.71 144.26 34.93 - - - - 0.29 341.8 11.5 67.1 34.5 218.3 109.1 5.9 95.7 111.815.0 SG C 2.1 20.11 70 53 64 30.49 17.02 166.92 16.23 159.19 40.20 - - - - 0.29 392.3 13.2 77.1 39.7 257.9 129.0 6.6 110.1 131.415.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0
15.0
15.0
Remark: 1) Negative skin friction is not consider in the calculation2) Pile cut-off level is at - 1.00 m. below ground level3) Limited maximum end bearing, qb = 400 t/sq.m. for sand (Reese and O' Neill, 1989)4) Corected Standard Penetration, Ncorrect = NF*sqrt(95.6/σ'v), (Liao and Whitman, 1986)
SINGLE BORED PILE CAPACITY CALCULATION-STATIC FORMULA
Project: Saraburi A Cogeneration Co.,ltd.
Location: Saraburi
Borehole No.: BH-1Pile Dia.(m.) : 0.60Area: 0.283 m2
Perimeter : 2.400 mFactor of safety : 2.50Depth of water = 1.53 m from ground level
Depth Soil Description Unit Unit SPT (N-value) σvo σ'tip σ'tip σ'ave σ'ave Su φ Nq Ks δ Adh. qb qs Qb Qs Qs Qs Wp Qu QaTo USCS S=Sand Weight Weight Field Liao Corr. Factor Cumm. Cumm.
C=Clay t/m2 kN/m2 t/m2 t/m2 kN/m2 t/m2 kN/m2 t/m2 o 0.80φ α t/m2 t/m2 tons tons tons t/m. peri tons tons tons
0.0 - - 0.00 0.00 0 0 0 0.00 0.00 0.00 0.00 0.00 - - - - - - 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.01.0 CL C 2.0 19.62 9 20 13 2.00 2.00 19.62 1.00 9.81 7.89 - - - - 0.55 73.0 5.0 20.6 12.1 12.1 5.0 0.0 32.7 13.12.0 CL C 2.0 19.62 12 20 15 4.00 3.53 34.63 2.77 27.12 9.15 - - - - 0.50 86.4 5.2 24.4 12.6 24.6 10.3 0.7 36.3 19.33.0 CL C 2.0 19.62 15 22 17 6.00 4.53 44.44 4.03 39.53 10.83 - - - - 0.46 103.5 5.7 29.3 13.6 38.2 15.9 1.4 41.5 26.54.0 CL C 2.1 20.21 20 26 22 8.06 5.59 54.84 5.06 49.64 13.83 - - - - 0.40 132.6 6.4 37.5 15.3 53.6 22.3 2.0 50.8 35.65.0 CL C 2.1 20.21 25 30 27 10.12 6.65 65.24 6.12 60.04 16.72 - - - - 0.37 160.6 7.0 45.4 16.9 70.5 29.4 2.7 59.6 45.37.5 CL C 2.1 20.40 30 31 30 15.32 9.35 91.72 8.00 78.48 18.88 - - - - 0.35 185.2 7.6 52.4 45.5 116.0 48.3 4.4 93.5 65.69.0 SC C 2.1 20.60 44 41 43 18.47 11.00 107.91 10.18 99.82 26.96 - - - - 0.31 261.1 9.6 73.9 34.5 150.5 62.7 5.4 103.0 87.6
10.5 SC C 2.0 19.62 43 38 41 21.47 12.50 122.63 11.75 115.27 25.83 - - - - 0.31 253.9 9.3 71.8 33.5 184.0 76.7 6.4 98.9 99.812.0 SC C 2.0 19.42 50 42 47 24.44 13.97 137.05 13.24 129.84 29.53 - - - - 0.30 290.2 10.2 82.1 36.6 220.6 91.9 7.5 111.2 118.113.5 CL C 2.0 19.42 60 48 56 27.41 15.44 151.47 14.71 144.26 34.93 - - - - 0.29 341.8 11.5 96.7 41.3 261.9 109.1 8.5 129.5 140.115.0 SG C 2.1 20.11 70 53 64 30.49 17.02 166.92 16.23 159.19 40.20 - - - - 0.29 392.3 13.2 111.0 47.6 309.5 129.0 9.5 149.1 164.415.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0 392.3 129.0 15.0
15.0
15.0
Remark: 1) Negative skin friction is not consider in the calculation2) Pile cut-off level is at - 1.00 m. below ground level3) Limited maximum end bearing, qb = 400 t/sq.m. for sand (Reese and O' Neill, 1989)4) Corected Standard Penetration, Ncorrect = NF*sqrt(95.6/σ'v), (Liao and Whitman, 1986)
Appendix C
Pile Calculation
Sample sheet
SINGLE SQUARE DRIVEN PILE CAPACITY CALCULATION-STATIC FORMULA
Project: Nong Saeng Power Plant - Saraburi
Location: Factory Area
Borehole No.: BH-2Pile size : 0.25 x 0.25 m.Area: 0.063 m2
Perimeter : 1.000 mFactor of safety : 2.50Depth of water = -0.80 m from ground level
Soil Description Depth Avg. Unit Unit SPT (N-value) σvo σ'tip σ'tip σ'ave σ'ave Su φ Nq Ks δ Adh. qb qs Qb Qs Qs Qs Wp Qu QaUSCS S=Sand To Depth Weight Weight Field Liao Corr. Factor Cumm. Cumm.
C=Clay m t/m^3 kN/m^3 t/m2 t/m2 kN/m2 t/m2 kN/m2 t/m2 o 0.80φ α t/m2 t/m2 tons tons tons t/m. peri tons tons tons
- - 0.0 0.00 0.00 0.00 0 0 1.00 0.00 0.00 0.00 0.00 0.00 - - - - - - 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0CH C 3.0 1.50 2.12 20.80 9 15 0.59 6.36 3.36 32.96 1.68 16.48 2.25 - - - - 1.00 183.9 2.3 11.5 6.8 6.8 6.8 0.0 18.2 7.3CH C 7.0 3.50 2.12 20.80 15 17 0.90 14.84 7.84 76.91 5.60 54.94 3.75 - - - - 0.95 200.7 3.6 12.5 14.2 21.0 21.0 0.6 32.9 13.2CL C 13.5 6.75 2.12 20.80 24 19 1.25 28.62 15.12 148.33 11.48 112.62 6.00 - - - - 0.64 231.2 3.8 14.5 25.0 45.9 45.9 1.6 58.8 23.5SM S 16.0 8.00 2.13 20.90 51 38 1.36 33.95 17.95 176.04 16.53 162.18 12.75 28 8 0.50 22 - 451.0 6.8 28.2 17.0 63.0 63.0 2.0 89.2 35.7SP S 17.5 8.75 2.13 20.90 80 56 1.42 37.14 19.64 192.67 18.79 184.35 20.00 42 80 0.50 34 - 676.2 12.5 42.3 18.7 81.7 81.7 2.2 121.8 48.7
SP-SM S 18.5 9.25 2.13 20.90 100 68 1.46 39.27 20.77 203.75 20.21 198.21 25.00 51 108 0.50 41 - 822.0 17.4 51.4 17.4 99.1 99.1 2.3 148.2 59.3
Remark: 1) Negative skin friction is not consider in the calculation2) Pile cut-off level is at - 1.00 m. below ground level3) Limited maximum end bearing, qb = 1000 t/sq.m. for sand (Reese and O' Neill, 1989)4) Corected Standard Penetration, Ncorrect = NF*sqrt(95.6/σ'v), (Liao and Whitman, 1986)
SINGLE SQUARE DRIVEN PILE CAPACITY CALCULATION-STATIC FORMULA
Project: Nong Saeng Power Plant - Saraburi
Location: Factory Area
Borehole No.: BH-2Pile size : 0.30 x 0.30 m.Area: 0.090 m2
Perimeter : 1.200 mFactor of safety : 2.50Depth of water = -0.80 m from ground level
Soil Description Depth Avg. Unit Unit SPT (N-value) σvo σ'tip σ'tip σ'ave σ'ave Su φ Nq Ks δ Adh. qb qs Qb Qs Qs Qs Wp Qu QaUSCS S=Sand To Depth Weight Weight Field Liao Corr. Factor Cumm. Cumm.
C=Clay m t/m^3 kN/m^3 t/m2 t/m2 kN/m2 t/m2 kN/m2 t/m2 o 0.80φ α t/m2 t/m2 tons tons tons t/m. peri tons tons tons
- - 0.0 0.00 0.00 0.00 0 0 1.00 0.00 0.00 0.00 0.00 0.00 - - - - - - 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0CH C 3.0 1.50 2.12 20.80 9 15 0.59 6.36 3.36 32.96 1.68 16.48 2.25 - - - - 1.00 183.9 2.3 16.6 8.1 8.1 6.8 0.0 24.7 9.9CH C 7.0 3.50 2.12 20.80 15 17 0.90 14.84 7.84 76.91 5.60 54.94 3.75 - - - - 0.95 200.7 3.6 18.1 17.1 25.2 21.0 0.9 42.4 16.9CL C 13.5 6.75 2.12 20.80 24 19 1.25 28.62 15.12 148.33 11.48 112.62 6.00 - - - - 0.64 231.2 3.8 20.8 30.0 55.1 45.9 2.3 73.7 29.5SM S 16.0 8.00 2.13 20.90 51 38 1.36 33.95 17.95 176.04 16.53 162.18 12.75 28 8 0.50 22 - 451.0 6.8 40.6 20.4 75.6 63.0 2.8 113.3 45.3SP S 17.5 8.75 2.13 20.90 80 56 1.42 37.14 19.64 192.67 18.79 184.35 20.00 42 80 0.50 34 - 676.2 12.5 60.9 22.5 98.0 81.7 3.1 155.8 62.3
SP-SM S 18.5 9.25 2.13 20.90 100 68 1.46 39.27 20.77 203.75 20.21 198.21 25.00 51 108 0.50 41 - 822.0 17.4 74.0 20.9 119.0 99.1 3.3 189.6 75.8
Remark: 1) Negative skin friction is not consider in the calculation2) Pile cut-off level is at - 1.00 m. below ground level3) Limited maximum end bearing, qb = 1000 t/sq.m. for sand (Reese and O' Neill, 1989)4) Corected Standard Penetration, Ncorrect = NF*sqrt(95.6/σ'v), (Liao and Whitman, 1986)
SINGLE SQUARE DRIVEN PILE CAPACITY CALCULATION-STATIC FORMULA
Project: Nong Saeng Power Plant - Saraburi
Location: Factory Area
Borehole No.: BH-2Pile size : 0.35 x 0.35 m.Area: 0.123 m2
Perimeter : 1.400 mFactor of safety : 2.50Depth of water = -0.80 m from ground level
Soil Description Depth Avg. Unit Unit SPT (N-value) σvo σ'tip σ'tip σ'ave σ'ave Su φ Nq Ks δ Adh. qb qs Qb Qs Qs Qs Wp Qu QaUSCS S=Sand To Depth Weight Weight Field Liao Corr. Factor Cumm. Cumm.
C=Clay m t/m^3 kN/m^3 t/m2 t/m2 kN/m2 t/m2 kN/m2 t/m2 o 0.80φ α t/m2 t/m2 tons tons tons t/m. peri tons tons tons
- - 0.0 0.00 0.00 0.00 0 0 1.00 0.00 0.00 0.00 0.00 0.00 - - - - - - 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0CH C 3.0 1.50 2.12 20.80 9 15 0.59 6.36 3.36 32.96 1.68 16.48 2.25 - - - - 1.00 183.9 2.3 22.5 9.5 9.5 6.8 0.0 32.0 12.8CH C 7.0 3.50 2.12 20.80 15 17 0.90 14.84 7.84 76.91 5.60 54.94 3.75 - - - - 0.95 200.7 3.6 24.6 19.9 29.3 21.0 1.2 52.8 21.1CL C 13.5 6.75 2.12 20.80 24 19 1.25 28.62 15.12 148.33 11.48 112.62 6.00 - - - - 0.64 231.2 3.8 28.3 35.0 64.3 45.9 3.1 89.5 35.8SM S 16.0 8.00 2.13 20.90 51 38 1.36 33.95 17.95 176.04 16.53 162.18 12.75 28 8 0.50 22 - 451.0 6.8 55.2 23.8 88.2 63.0 3.8 139.6 55.8SP S 17.5 8.75 2.13 20.90 80 56 1.42 37.14 19.64 192.67 18.79 184.35 20.00 42 80 0.50 34 - 676.2 12.5 82.8 26.2 114.4 81.7 4.3 193.0 77.2
SP-SM S 18.5 9.25 2.13 20.90 100 68 1.46 39.27 20.77 203.75 20.21 198.21 25.00 51 108 0.50 41 - 822.0 17.4 100.7 24.4 138.8 99.1 4.6 234.9 94.0
Remark: 1) Negative skin friction is not consider in the calculation2) Pile cut-off level is at - 1.00 m. below ground level3) Limited maximum end bearing, qb = 1000 t/sq.m. for sand (Reese and O' Neill, 1989)4) Corected Standard Penetration, Ncorrect = NF*sqrt(95.6/σ'v), (Liao and Whitman, 1986)
SINGLE SQUARE DRIVEN PILE CAPACITY CALCULATION-STATIC FORMULA
Project: Nong Saeng Power Plant - Saraburi
Location: Factory Area
Borehole No.: BH-2Pile size : 0.40 x 0.40 m.Area: 0.160 m2
Perimeter : 1.600 mFactor of safety : 2.50Depth of water = -0.80 m from ground level
Soil Description Depth Avg. Unit Unit SPT (N-value) σvo σ'tip σ'tip σ'ave σ'ave Su φ Nq Ks δ Adh. qb qs Qb Qs Qs Qs Wp Qu QaUSCS S=Sand To Depth Weight Weight Field Liao Corr. Factor Cumm. Cumm.
C=Clay m t/m^3 kN/m^3 t/m2 t/m2 kN/m2 t/m2 kN/m2 t/m2 o 0.80φ α t/m2 t/m2 tons tons tons t/m. peri tons tons tons
- - 0.0 0.00 0.00 0.00 0 0 1.00 0.00 0.00 0.00 0.00 0.00 - - - - - - 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0CH C 3.0 1.50 2.12 20.80 9 15 0.59 6.36 3.36 32.96 1.68 16.48 2.25 - - - - 1.00 183.9 2.3 29.4 10.8 10.8 6.8 0.0 40.2 16.1CH C 7.0 3.50 2.12 20.80 15 17 0.90 14.84 7.84 76.91 5.60 54.94 3.75 - - - - 0.95 200.7 3.6 32.1 22.7 33.5 21.0 1.5 64.1 25.6CL C 13.5 6.75 2.12 20.80 24 19 1.25 28.62 15.12 148.33 11.48 112.62 6.00 - - - - 0.64 231.2 3.8 37.0 40.0 73.5 45.9 4.0 106.5 42.6SM S 16.0 8.00 2.13 20.90 51 38 1.36 33.95 17.95 176.04 16.53 162.18 12.75 28 8 0.50 22 - 451.0 6.8 72.2 27.3 100.8 63.0 5.0 167.9 67.2SP S 17.5 8.75 2.13 20.90 80 56 1.42 37.14 19.64 192.67 18.79 184.35 20.00 42 80 0.50 34 - 676.2 12.5 108.2 30.0 130.7 81.7 5.6 233.3 93.3
SP-SM S 18.5 9.25 2.13 20.90 100 68 1.46 39.27 20.77 203.75 20.21 198.21 25.00 51 108 0.50 41 - 822.0 17.4 131.5 27.9 158.6 99.1 6.0 284.2 113.7
Remark: 1) Negative skin friction is not consider in the calculation2) Pile cut-off level is at - 1.00 m. below ground level3) Limited maximum end bearing, qb = 1000 t/sq.m. for sand (Reese and O' Neill, 1989)4) Corected Standard Penetration, Ncorrect = NF*sqrt(95.6/σ'v), (Liao and Whitman, 1986)
RECOMMENDED ALLOWABLE LOAD FOR SINGLE SQUARE DRIVEN PILE
Project: Nong Saeng Power Plant - Saraburi
Location: Factory Area
Borehole No.: BH-2
Factor of safety : 2.50
Depth of water : -0.80 m. below ground level
25 x 25 cm. Square Driven Pile 30x30 cm. square Driven Pile 35x35 cm. square Driven Pile 40x40 cm. square Driven Pile
Cumm.Skin Friction
End Bearing
PileWeight
Allowable Load
Cumm.Skin Friction
End Bearing
PileWeight
Allowable Load
Cumm.Skin Friction
End Bearing
PileWeight
Allowable Load
Cumm.Skin Friction
End Bearing
PileWeight
Allowable Load
(tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons) (tons)
13.5 46 14 2 24 55 21 2 29 64 28 3 36 73 37 4 43
16.0 63 28 2 36 76 41 3 45 88 55 4 56 101 72 5 67
17.5 82 42 2 49 98 61 3 62 114 83 4 77 131 108 6 93
18.5 99 51 2 59 119 74 3 76 139 101 5 94 159 132 6 114
REMARK : 1. Negative skin friction is not consider in the calculation
2. Pile cut-off elevation -1.00 m. below ground level
Depth
(meters)
PROJECT : Nong Saeng Power Plant - Saraburi
LOCATION : Factory AreaBOREHOLE NO.: BH-2
CUMMULATIVE ULTIMATE SKIN FRICTION AND ULTIMATE END BEARING CAPACITY VS DEPTH OF SINGLE SQUARE DRIVEN PILE
0
2
4
6
8
10
12
14
16
18
20
0 20 40 60 80 100 120
Cumm. Ultimate Skin Friction(t/m of Perimeter)
Dep
th (m
)0
2
4
6
8
10
12
14
16
18
20
0 200 400 600 800 1,000
Ultimate End Bearing(t/sq.m)
Dep
th (m
)
Appendix D
Bearing 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
Table i : Input data and assumptions.
Input Parameter Value
Footing B (m) 1
Footing L (m) 1
Footing Df (m) 0.9
Footing P (kPa) 100
Safety factor FS 3
Apply ground water ti
No
Ground water level ( )
-
Pile length (m) 5
Pile diameter (m) 0.4
all calculations are done for SPT blow count N60=15 at depth 7.92 m; Corrected SPT N1(60)~13 after Liao and Whitman 1986
Table ii : Soil layers from existing ground.
Thickness ( )
Unit W i ht3 16.5
4.3 18.7
5 17.5
Table iii : In-situ SPT test results.
Depth (m) SPT Bl C
N60
0.3 34 32
0.61 12 11
0.91 18 17
1.22 26 25
1.52 23 22
1.83 25 24
2.13 43 41
2.44 22 21
2.74 21 20
3.05 17 16
3.35 18 17
3.66 20 19
3.96 19 18
4.27 25 24
4.57 23 22
4.88 24 23
5.18 25 24
5.49 22 21
5.79 24 23
6.1 24 23
6.4 26 25
6.71 28 26
7.01 18 17
7.32 20 19
7.62 24 23
7.92 16 15
Table 16 : Young's Modulus (Es).
Source Young's Modulus Es (kPa)
Comments Ref# Var.
Schultze and Muhs, 1967 36409 Sand 41 N1(60)
D'Appolonia et al., 1970 35772 Sand (normally consolidated) 41 N1(60)
Tan et al., 1991 15000 Sand (normally consolidated) N60
Bowles, 1996 and Denver, 1982 27111 Sand (normally consolidated) 25 N60
Bowles, 1996 90000 Sand (normally consolidated) 25 N60
Bowles, 1996 50099 Sand (normally consolidated) 25 N60
Bowles, 1996 7500 Sand (saturated) 25 N60
Bowles, 1996 41250 Sands (all normally consolidated): average value 25 N60
Bowles, 1996 55750 Sand (over consolidated) OCR=1 25 N60
Bowles, 1996 25200 Gravelly sand 25 N60
Kulhawy and Mayne, 1990 7500 Sands with fines N60
Kulhawy and Mayne, 1990 15000 Clean sands (normally consolidated) N60
Kulhawy and Mayne, 1990 22500 Clean sands (over consolidated) N60
Tan et al., 1991 12600 Gravelly sand N60
Tan et al., 1991 9600 Clayey sand N60
Tan et al., 1991 6300 Silts, sandy silt, or clayey silt N60
Ghahramani and Behpoor, 1989 2550 Saturated clays, N60<25 7 N60
Skempton, 1986 23550 N60
Papadopoulos, 1992 19500 25 N60
Mezenbach, 1961 10150 Fine sand (above water level) 25 N60
Mezenbach, 1961 14450 Fine sand (below water level) 25 N60
Mezenbach, 1961 10650 Sand (medium) 25 N60
Mezenbach, 1961 19550 Coarse sand 25 N60
Mezenbach, 1961 22000 Sand and gravel 25 N60
Mezenbach, 1961 10350 Silty sand 25 N60
Mezenbach, 1961 9900 Silt 25 N60
Stroud, 1988 ~ 7500 to 30000 Weak rocks 47 N60
Table 17 : Undrained Shear Strength (Su) of Clays.
Source Undrained shear strength Su (kPa)
Comments Ref# Var.
Terzaghi and Peck, 1967 98 N60
Meyerhof, 1956 150 N60
Peck et al., 1974 75 N1(60)
Ghahramani and Behpoor, 1989 112 based on over 100 data in Iran, N60<25 7 N60
Decourt, 1989 158 from triaxial UU tests 47 N60
Stroud, 1974 68 Insensitive overconsolidated clays 47 N60
Stroud, 1989 68 PI=15% N60
Stroud, 1989 82 PI=50% N60
Stroud, 1989 75 In-sensitive weak rock with N60<200 N60
Sowers, 1979 ~ 38 to 69 Clayey sands (SC) and Silts (ML) N60
Sowers, 1979 ~ 69 to 150 Lean clays (CL) N60
Sowers, 1979 ~ 150 to 259 Fat clays (CH) N60
Stroud and Butler, 1975 ~ 60 to 90 valid for N60>5 N60
Japanese Road Association - valid for N60<5 N60
Reese, Touma and O'Neill, 1976 105 N60
Kulhawy and Mayne, 1990 90 30 N60
Hara et al., 1974 204 30 N60
Ajayi and Balogun, 1988 95 39 N60
Hatef and Keshavarz, 2004 104 based on 482 SPT and unconfined compression tests in Shiraz city (Iran)
39 N60
Tavares, 1988 105 for clays in Brazil 39 N60
Table 18 : Other Correction Factors.
Source Correction Factor Comments Ref# Var.
Skempton, 1986 1 Borehole Diameter Factor, Cb N60
Skempton, 1986 1 Sampling Method Factor, Cs N60
Skempton, 1986 0.94 Rod Length Factor, Cr N60
Skempton, 1986 1 Energy Ratio Factor, Ce N60
Table 19 : Depth Correction Factor (Cn).
Source Depth Correction Factor Cn
Comments Ref# Var.
Gibbs and Holtz, 1957 1.64 equation by Teng, 1962 N60
Samson et al., 1986 0.82 N60
Peck and Bazaraa, 1969 0.85 N60
Peck, Hanson and Thornburn, 1974 0.88 N60
Seed, 1976 0.8 N60
Tokimatsu and Yoshimi, 1983 0.8 N60
Liao and Whitman, 1986 0.83 N60
Skempton, 1986 0.82 N60
Canadian Foundation Engineering Manual, 2006
0.87 4th Edition N60
Table 20 : Relative Density (Dr) of Sands.
Source Relative Density (%) Comments Ref# Var.
Gibbs and Holtz, 1957 59.8 Linear Interpolation N60
Meyerhof, 1957 54
Yoshida et al., 1988 48 with Co=25, C1=0.12, C2=0.46 1 N60
Idriss and Boulanger, 2003 52.2 19 N1(60)
Skempton, 1986 47.7 Fine sands 42 N1(60)
Skempton, 1986 43.9 Coarse sands 42 N1(60)
Cubrinovski and Ishihara, 1999 56.7 All sands 42 N1(60)
Cubrinovski and Ishihara, 1999 49.5 Clean sands 42 N1(60)
Cubrinovski and Ishihara, 1999 69.4 Silty sands 42 N1(60)
Table 21 : Bearing Capacity of Footings on Sands (qa).
Source Allowable Bearing Capacity qa (kPa)
Comments Ref# Var.
Burland and Burbidge, 1985 662.77 T=2.23, based on 25 mm allowable settlement 2 N60(ave)
Terzaghi 247.57 Ng from Brinch and Hansen 1970, Nq from Bowles 1996, Fi from Hatanaka and Uchida, 1996
Meyerhof, 1976 390
Parry, 1977 490.91 in cohesionless soils (valid for Df<B)
Peck et al., 1974 132.71 in cohesionless soils
Table 22 : Settlement of Footing on Sands (S).
Source Settlement (cm) Comments Ref# Var.
modified Meyerhof, 1965 0.36 revised method after Meyerhof, 1956 N60ave
modified Meyerhof (based on Terzaghi and Peck)
- for sands, B>1.2 m N60ave
Terzaghi and Peck, 1967 0.61 N60ave
Peck and Bazaraa, 1969 0.2 N60ave
Peck, Hanson and Thornburn, 1974 2.34 valid for B>0.9 m N60ave
Burland and Burbidge, 1985 0.28 for normally consolidates sands N60ave
Burland and Burbidge, 1985 0.03 for over consolidates sands N60ave
Duncan and Buchignani, 1976 0.65 modified from Meyerhof 1965, for 1 year time effect N60ave
Alpan, 1964 1.53 N1(60)
Anagnostropoulos et al., 1991 0.28 database of 150 cases N60ave
Table 23 : Becker Hammer Test (BPT).
Source Equivalent BPT (Nb30)
Comments Ref# Var.
Harder and Seed, 1986 15 does not consider friction of casing 15 N60
Alex Sy and Campanella, 1994 36 Rs = 0 kN 15,18 N60
Alex Sy and Campanella, 1994 20 Rs = 45 kN 15,18 N60
Alex Sy and Campanella, 1994 12 Rs = 90 kN 15,18 N60
Alex Sy and Campanella, 1994 6 Rs = 135 kN 15,18 N60
Alex Sy and Campanella, 1994 4 Rs = 180 kN 15,18 N60
Alex Sy and Campanella, 1994 2 Rs = 225 kN 15,18 N60
Alex Sy and Campanella, 1994 2 Rs = 270 kN 15,18 N60
Alex Sy and Campanella, 1994 1 Rs = 315 kN 15,18 N60
Alex Sy and Campanella, 1994 1 Rs = 360 kN 15,18 N60
Table 24 : Liquefaction (CRR).
Source Cyclic Stress Ratio (CSR)
Comments Ref# Var.
University of California, Davis 0.14 based on on-going works 19 N1(60)
Chinese Code 0.2 uses 0.833*N1(60) N1(60)
Kokusho 0.23 uses 0.833*N1(60) N1(60)
Seed 0.24 uses 0.833*N1(60) N1(60)
Shibata 0.25 uses 0.833*N1(60) N1(60)
Tokimatsu 0.22 uses 0.833*N1(60) N1(60)
NCEER 1997 Workshop 0.14 for clean sand N1(60)
Table 25 : Consistency.
Source Consistency Comments Ref# Var.
Meyerhof, 1965 Stiff for fine-grained soils N60
Meyerhof, 1965 Medium for coarse-grained soils N60
Table 26 : Friction Angle of Sands.
Source Internal Friction Angle (deg)
Comments Ref# Var.
Peck et al., 1953 29.1 4 N60
Terzaghi, Peck and Mesri, 1996 35 Fine-grained sands 23,27 N60
Terzaghi, Peck and Mesri, 1996 31.8 Coarse-grained sands 23,27 N60
Hatanaka and Uchida, 1996 34.7 for Sands 2 N1(60)
Hatanaka and Uchida, 1996 35.8 30 N1(60)
Ohsaki et al., 1959 32.3 4 N60
JRA, 1990 30 for N60>5 , Fi<=45 4 N60
Dunham, 1954 38.4 Angular and well-graded soils 4 N60
Dunham, 1954 33.4 Round and well-graded OR Angular and uniform-graded soils 4 N60
Dunham, 1954 28.4 Round and uniform-garded soils 4 N60
Shioi and Fukui, 1954 25.8 in general 1 N70
Shioi and Fukui, 1954 30.2 for roads and bridges 1 N70
Shioi and Fukui, 1954 31.6 for buildings 1 N70
Meyerhof, 1959 35.2 Dr from Yoshida, 1988 N60
Peck, Hanson and Thornburn, 1974 31.7 is not recommended for shallow depths (less than 1 to 2 metres) 12 N1(60)
Kampengsen 36.7 24 N60
Kampengsen 38.3 24 N1(60)
Chonburi 35.4 24 N60
Chonburi 35.7 24 N1(60)
Ayuthaya 36.2 24 N60
Ayuthaya 34.7 24 N1(60)
Wolff, 1989 30.8 an approximation based on Peck et al., 1974 30 N1(60)
Kulhawy and Mayne, 1990 35.4 N60
Moh, Chin, Lin and Woo, 1989 32.7 granular soils in Taipei 33 N1(60)
Halanakar and Uchida, 1996 32.8 25 N1(60)
Duncan, 2004 45 Gravel, Cu>4 45 Dr
Duncan, 2004 38.6 Sand, Cu<6 45 Dr
Duncan, 2004 43.6 Sand, Cu>6 45 Dr
Table 27 : Shear Wave Velocity (Vs).
Source Vs (m/s) Comments Ref# Var.
Kanai et al., 1966 96 for all soils N60
Imai et al., 1975 227 for all soils N60
Imai, 1977 212 Holocene clay N1(60)
Imai, 1977 187 Holocene sand N1(60)
Imai, 1977 237 Pleistocene clay N1(60)
Imai, 1977 218 Pleistocene sand N1(60)
Imai and Yoshimura, 1970 186 for all soils N60
Imai and Yoshimura, 1975 224 from 192 samples N60
Imai and Tonouchi, 1982 176 for gravelly soils N60
Imai and Tonouchi, 1982 207 for all soils N60
Ohta et al., 1972 231 for sands N60
Ohta and Goto, 1978 85 for Holocene clays 34 N60
Ohta and Goto, 1978 91 for Holocene sands 34 N60
Ohta and Goto, 1978 97 for Holocene sands and gravels 34 N60
Ohta and Goto, 1978 123 for Holocene gravels 34 N60
Ohta and Goto, 1978 110 for Pleistocene clays 34 N60
Ohta and Goto, 1978 118 for Pleistocene sands 34 N60
Ohta and Goto, 1978 127 for Pleistocene sands and gravels 34 N60
Ohta and Goto, 1978 160 for Pleistocene gravels 34 N60
JRA, 1980 247 for clays 40 N60
JRA, 1980 197 for sands 40 N60
Ohba and Toriuma, 1970 186 N1(60)
Iyisan 208 13 N60
Tomio Inazaki, 2006 254 Public Works Research Institute of Japan 36 N60
Baziar, Fallah, Razeghi and Khorasani 1998
413 for all soils in Iran (function of depth) N1(60)
Okamota et al., 1989 267 Pleistocene sand N1(60)
Tamura and Yamazaki, 2002 246 function of depth N1(60)
Ulugergerli and Uyanik, 2004 ~ 63 to 469 Clay, slit and gravel in western Turkey 31 N60
Jafari, Shafiee and Razmkhak, 2002
195 Clayey soils in Tehran (uses N60) 35 N60
Jafari, Shafiee and Razmkhak, 2002
177 Silty soils in Tehran (uses N60) 35 N60
Jafari, Shafiee and Razmkhak, 2002
190 Fine-grained soils in Tehran (uses N60) 35 N60
Jafari et al., 1997 220 for all soils N60
Yokota et al., 1991 251 for all soils N60
Lee, 1990 333 for clays N60
Lee, 1990 252 for silts N60
Lee, 1990 215 for sands N60
Sykora and Stokoe, 1983 219 for coarse-grained soils N60
Seed et al., 1983 217 for sands N60
Seed and Idriss, 1981 236 for all soils N60
Shibata, 1970 124 for sands N60
Ohsaki and Iwazaki, 1973 211 for coarse-grained soils N60
Ohsaki and Iwazaki, 1973 236 for all soils N60
Anbazhagan and Sitharam, 2008 214 based on 58 sites in Banglore 43 N1(60)
Table 28 : Shear Modulus (Gmax).
Reference Shear Modulus Gmax (MPa)
Comments Ref# Var.
Imai and Tonouchi, 1982 173 37 N1(60)
Seed, Idriss and Arango, 1983 98 N60
Anbazhagan, Sitharam and Diryac, 2007
66 data gathered from Turkey 37 N1(60)
Wroth et al., 1979 105 based on Ohsaki and Iwasaki, 1973 44 N60
Ohsaki and Iwasaki, 1973 97 38 N60
Seed et al., 1986 124 using Japanese data 38 N1(60)
Seed et al., 1986 103 46 N60
Randolph, 1981 15 is conservative 44 N60
Table 29 : Bearing Capacity of Piles.
Source Unit Ultimate Bearing of Pile (kPa)
Comments Ref# Var.
GEO, 1996 and Yau 2000 16 fs for bored piles in saprolites 10 N60
Meyerhof, 1976 22 fs for small displacement piles (bored) 28 N60
Meyerhof, 1976 45 fs for large displacement piles (driven) 28 N60
Yves Robert, 1997 28 fs in granular soil 28 N60
Quiros and Reese, 1977 56 fs for drilled piles 46 N60
Reese and Wright, 1977 42 fs for drilled piles 46 N60
Reese and O'Neill, 1988 192 fs for drilled piles (beta method, function of depth) 46 -
Hassan and O'Neill, 1994 192 fs for drilled piles (modified beta method, function of depth) 46 N60
Meyerhof, 1976 1502 qp for small displacement piles (bored) with upper limit cut-off 28 N1(60)
Meyerhof, 1976 5008 qp for large displacement piles (driven) with upper limit cut-off 28 N1(60)
Yves Robert, 1997 1440 qp for bored piles in granular soil 28 N1(60)
Yves Robert, 1997 2379 qp for driven piles in granular soil 28 N1(60)
Reese and O'Neill, 1988 900 qp with upper limit of 4300 KPa in drilled shafts 46 N60
Detta et al., 1980 ~ 2625 to 8750 qp in calcareous sands 39 N60
Reese and Wright, 1977 958 qp for drilled piles 46 N60
Table 30 : Misc..
Source Value Parameter Ref# Var.
Meyerhof, 1965 6 CPT tip resistance (qc), in MPa N60
J. Fred Triggs and Paul D. Simpson, 1990
25 Wildcat Dynamic Penetrometer blow counts /10cm N60
Stroud, 1989 ~ 133.12 E-6 mv for PI=15%, in 1/kPa N1(60)
Stroud, 1989 ~ 199.68 E-6 mv for PI=50%, in 1/kPa N1(60)
Ohya, 1982 5424 Pressuremeter horizontal modulus (E_PMT) in sands, in kPa N60
Kulhawy and Mayne, 1990 17.3 Saturated unit weight for Sands, in kN/m3 N60
Kulhawy and Mayne, 1990 18.9 Saturated unit weight for Clays, in kN/m3 N60
Ulugergerli and Uyanik, 2004 ~ 16.6 to 19.4 Unit weight for clay, slit and gravel in western Turkey (using average Vs), in kN/m3
N60
Ziaie Moayed and Naeini, 2006 106.1 Modulus of subgrade reaction Ks30 in gravely soils, in MN/m3 29 N1(60)
Mayne and Kemper, 1984 6.2 Over Consolidation Ratio (OCR) for clays N60
Muayed Ismail, 2008 ~ 1.3 E-3 D10 for granular soil near Baghdad N60<35, in mm 32 N60
Schnaid et al., 2004 ~ 55.2 to 124.3 initial stiffness modulus (Go) for un-cemented soils, in MPa 47 N60
Schnaid et al., 2004 ~ 124.3 to 331.5 initial stiffness modulus (Go) for cemented soils, in MPa 47 N60
Sandorni, 1991 20.6 operational stiffness modulus (E) for cemented soils, in MPa 47 N60
APPENDIX E
Sample Sheet for
Long Term Settlement Calculation
MS
ettle 7.3 : RoadW
idth12.0m.sli
P.O
. Box 69
2600 AB
Delft
Phone
+31 15 269 35 00
Fax+31 15 261 08 21
date
30/10/2009
PG
S P
ower P
lant Nongsaeng
Road w
idth 12.0 m.. S
ettlement P
rediction
Annex
Height 5.0 m
.
Input View
MaterialsStiff Clay
Very Stiff Clay
Sand
0.000 100.000
Sand
Very Stiff Clay
Stiff Clay
EMBANKMENT LOAD 1VEHICLE LOAD
1 2
MS
ettle 7.3 : RoadW
idth12.0m.sli
P.O
. Box 69
2600 AB
Delft
Phone
+31 15 269 35 00
Fax+31 15 261 08 21
date
30/10/2009
PG
S P
ower P
lant Nongsaeng
Road w
idth 12.0 m.. S
ettlement P
rediction
Annex
Height 5.0 m
.
Time-History
Vertical 2 (X = 50.000 m; Z = 0.000 m)Method = Isotache with Terzaghi (Natural strain)
Depth = 0.000 (-) [m]Settlement after 10000 days = 1.082 [m]
1 10 100 1000 10000
1.000000
0.800000
0.600000
0.400000
0.200000
0.000000
Set
tlem
ent [
m]
1 10 100 1000 10000
Time [days]
105.921715
105.921720
105.921725
105.921730
Load
ing
[kPa
]
MS
ettle 7.3 : RoadW
idth12.0m.sli
P.O
. Box 69
2600 AB
Delft
Phone
+31 15 269 35 00
Fax+31 15 261 08 21
date
30/10/2009
PG
S P
ower P
lant Nongsaeng
Road w
idth 12.0 m.. S
ettlement P
rediction
Annex
Height 5.0 m
.
Time-History
Vertical 1 (X = 34.000 m; Z = 0.000 m)Method = Isotache with Terzaghi (Natural strain)
Depth = 0.000 (-) [m]Settlement after 10000 days = 0.453 [m]
1 10 100 1000 10000
0.400000
0.300000
0.200000
0.100000
0.000000
Set
tlem
ent [
m]
1 10 100 1000 10000
Time [days]
2.633310
2.633315
2.633320
2.633325
Load
ing
[kPa
]
Report for M
Settle 7.3S
ettlement C
alculationsD
eveloped by GeoD
elft
Date of report:
30/10/2009Tim
e of report:12:58:40
Date of calculation:
30/10/2009Tim
e of calculation:12:36:06
Filename:
D:\..\00-IP
P-P
haseII\01-Soil-R
eport\Settlem
entAnalysis\R
oadWidth12.0m
Project identification:
PG
S P
ower P
lant Nongsaeng
Road w
idth 12.0 m.. S
ettlement P
redictionH
eight 5.0 m.
M
Settle 7.3
30/10/2009D
:\..\SettlementA
nalysis\RoadW
idth12.0mPage 2
1 Echo of the Input
1.1 Layer Boundaries
Boundary num
berC
o-ordinates [m]
3 - X -
0.000100.000
3 - Y -
0.0000.000
2 - X -
0.000100.000
2 - Y -
-6.000-6.000
1 - X -
0.000100.000
1 - Y -
-16.000-16.000
0 - X -
0.000100.000
0 - Y -
-18.600-18.600
1.2 Soil Profiles
LayerM
aterial name
PL-line
PL-line
number
topbottom
3S
tiff Clay
11
2V
ery Stiff C
lay1
11
Sand
11
1.3 Soil Properties
LayerD
rainedU
nit weight
Vert. consolid.
number
Unsaturated
Saturated
coefficient Cv
[kN/m
³][kN
/m³]
[m2/s]
3N
o21.00
21.007.31E
-082
No
22.0022.00
7.31E-08
1Y
es21.00
21.001.00E
-01
LayerP
OP
OC
Rnum
ber[kN
/m²]
[-]3
1.302
1.301
1.30
LayerD
irectS
ecularS
ecularnum
bercom
p. indexcom
p. indexcom
p. ratea [-]
b [-]c [-]
31.000E
-021.000E
-015.000E
-032
1.000E-02
1.000E-01
5.000E-03
11.000E
-021.000E
-015.000E
-03
1.4 Verticals
Vertical num
berX
co-ordinates [m]
1 - 30.000
34.00050.000
Calculation cross section at Z = 0.000 m
M
Settle 7.3
30/10/2009D
:\..\SettlementA
nalysis\RoadW
idth12.0mPage 3
2 Results per Vertical
2.1 Results for Vertical 1 (X = 34.00 m
; Z = 0.00 m)
Depth
Initial stressFinal stress
S-total
S-w
aterS
-eff.S
-totalS
-water
S-eff.
[m]
[kN/m
²][kN
/m²]
[kN/m
²][kN
/m²]
[kN/m
²][kN
/m²]
Layer 30.00
0.0000.000
0.0002.633
0.0002.633
-0.102.100
0.0002.100
4.7330.000
4.733-0.20
4.2000.000
4.2006.837
0.0006.837
-0.306.300
0.0006.300
8.9490.000
8.949-0.40
8.4000.000
8.40011.078
0.00011.078
-0.5010.500
0.00010.500
13.2290.000
13.229-0.60
12.6000.981
11.61915.406
0.98114.425
-0.7014.700
1.96212.738
17.6111.962
15.649-0.80
16.8002.943
13.85719.841
2.94316.898
-0.9018.900
3.92414.976
22.0943.924
18.170-1.00
21.0004.905
16.09524.366
4.90519.461
-2.0042.000
14.71527.285
47.59714.715
32.882-3.00
63.00024.525
38.47571.074
24.52546.549
-4.0084.000
34.33549.665
94.55034.335
60.215-5.00
105.00044.145
60.855117.955
44.14573.810
-6.00126.000
53.95572.045
141.24853.955
87.293 Layer 2
-6.00126.000
53.95572.045
141.24853.955
87.293-7.00
148.00063.765
84.235165.402
63.765101.637
-8.00170.000
73.57596.425
189.40073.575
115.825-9.00
192.00083.385
108.615213.232
83.385129.847
-10.00214.000
93.195120.805
236.89793.195
143.702-11.00
236.000103.005
132.995260.396
103.005157.391
-12.00258.000
112.815145.185
283.735112.815
170.920-13.00
280.000122.625
157.375306.922
122.625184.297
-14.00302.000
132.435169.565
329.965132.435
197.530-15.00
324.000142.245
181.755352.875
142.245210.630
-16.00346.000
152.055193.945
375.660152.055
223.605 Layer 1
-16.00346.000
152.055193.945
375.660152.055
223.605-16.70
360.700158.922
201.778390.840
158.922231.918
-17.30373.300
164.808208.492
403.810164.808
239.002-17.90
385.900170.694
215.206416.742
170.694246.048
-18.60400.600
177.561223.039
431.786177.561
254.225
LayersType of drainage
Time
Degree of consolidation [%
][days]
110
1001000
100003 - 2
undrained, single drainage81066
0.571.78
5.6117.72
55.861 - 1
drained100.00
100.00100.00
100.00100.00
M
Settle 7.3
30/10/2009D
:\..\SettlementA
nalysis\RoadW
idth12.0mPage 4
3 Settlements
3.1 Settlements
Vertical
X co-ordinate
Surface level
Settlem
entnum
ber[m
][m
][m
]1
34.000.00
0.453 2
50.000.00
1.082
End of Report
TABLE 1
UNCONFINED COMPRESSION TEST
Sample Sheet
Project :
Location. Depth, m. : 3.00-3.50 Init. Area : 25.04 sq.cm.
Boring No. Dia.(D), cm. : 5.65 Wet Dens.: 1.538 gm/cc
Sample No. Height(H), cm. : 11.83 Dry Dens. : 1.408 gm/cc
Testing Date : Soil Weight, gm. : 455.43 Sample Description:
PR constant : 0.2262 kg./div. Water Cont, % 9.24
Strain Rate : 0.05 mm./min. Cap +PR Load, kg. : 0.208 SAMPLE AFTER TEST
Deform Reading : 2.54E-05 mm./div. Tested by VERAPOL
Deform. Load Strain Cor. Axial Dev. Tangent Secant Summary of
0.000 Rdg. % Area Load Stress Modulus Modulus Strength
mm. (div.) sq.cm N kPa MPa MPa Properties
0 0.0 0.000 25.04 0.0 0.0 H/D ratio= 2.09
20 4.0 0.000 25.04 11 4.4 0.00 cor.factor = 0.990
40 5.8 0.001 25.04 15 6.0 371.21 692.88
60 7.8 0.001 25.04 19 7.7 412.45 599.40 qu = 46.0 kPa
80 9.4 0.002 25.04 23 9.1 329.96 532.04 cor. qu = 46.4 kPa
100 10.9 0.002 25.04 26 10.5 309.33 487.50 c = qu/2 = 23.0 kPa
120 12.3 0.003 25.04 29 11.7 288.71 454.37 cor. c = 2.37 T/m2
140 13.9 0.003 25.04 33 13.1 329.95 436.59
160 15.3 0.003 25.04 36 14.4 288.70 418.11 Tangent Modulus at 50 % qu
180 16.9 0.004 25.04 40 15.8 329.94 408.31 = 230.95 MPa
200 18.4 0.004 25.04 43 17.1 309.32 398.41 Secant Modulus at 50 % qu
250 21.2 0.005 25.04 49 19.6 230.95 364.92 = 364.92 MPa
300 25.7 0.006 25.04 59 23.6 371.17 365.96
350 29.5 0.008 25.04 67 26.9 313.42 358.46
400 32.9 0.009 25.04 75 30.0 280.42 348.70
450 36.5 0.010 25.04 83 33.1 296.91 342.95
500 40.0 0.011 25.04 91 36.2 288.66 337.52
550 43.0 0.012 25.05 97 38.90 247.41 329.33
600 45.0 0.013 25.05 102 40.67 164.92 315.63
650 47.0 0.014 25.05 106 42.44 164.92 304.03
700 48.7 0.015 25.05 110 43.95 140.17 292.33
750 50.0 0.016 25.05 113 45.10 107.18 279.99
800 51.0 0.017 25.05 115 45.98 82.43 267.64
850 51.0 0.018 25.05 115 45.98 -0.05 251.89
900 51.0 0.019 25.05 115 45.98 -0.05 237.90
950 50.0 0.020 25.05 113 45.10 -82.52 221.03
1000 49.0 0.021 25.05 111 44.21 -82.52 205.85
UNCONFINED COMPRESSION TESTASTM TESTING CO.,LTD.
1
13/06/52
BANGKLA CHACHOENGSAOBH-1
SIAM ENERGY POWER PLANT
0.0
5.0
10.0
15.0
20.0
25.0
30.0
35.0
40.0
45.0
0 0.005 0.01 0.015 0.02 0.025
STRAIN, %
DE
VIA
TER
STR
ES
S,
kPa
Project :
Location. Depth, m. : 6.00-6.50 Init. Area : 22.99 sq.cm.
Boring No. Dia.(D), cm. : 5.41 Wet Dens.: 1.635 gm/cc
Sample No. Height(H), cm. : 12.06 Dry Dens. : 1.486 gm/cc
Testing Date : Soil Weight, gm. : 453.36 Sample Description:
PR constant : 0.2262 kg./div. Water Cont, % 10.04
Strain Rate : 0.05 mm./min. Cap +PR Load, kg. : 0.208 SAMPLE AFTER TEST
Deform Reading : 2.54E-05 mm./div. Tested by VERAPOL
Deform. Load Strain Cor. Axial Dev. Tangent Secant Summary of
0.000 Rdg. % Area Load Stress Modulus Modulus Strength
mm. (div.) sq.cm N kPa MPa MPa Properties
0 0.0 0.000 22.99 0.0 0.0 H/D ratio= 2.23
20 3.6 0.000 22.99 10 4.4 0.00 cor.factor = 0.976
40 5.5 0.001 22.99 14 6.2 435.41 735.56
60 7.2 0.001 22.99 18 7.8 389.57 620.23 qu = 23.1 kPa
80 8.7 0.002 22.99 21 9.3 343.73 551.11 cor. qu = 23.6 kPa
100 10.1 0.002 22.99 24 10.6 320.82 505.05 c = qu/2 = 11.5 kPa
120 11.2 0.003 22.99 27 11.7 252.06 462.88 cor. c = 1.21 T/m2
140 12.0 0.003 22.99 29 12.5 183.31 422.95
160 13.2 0.003 22.99 31 13.6 274.98 404.45 Tangent Modulus at 50 % qu
180 14.0 0.004 22.99 33 14.4 183.31 379.88 = 320.82 MPa
200 14.9 0.004 22.99 35 15.3 206.23 362.51 Secant Modulus at 50 % qu
250 15.9 0.005 22.99 37 16.2 91.65 308.34 = 505.05 MPa
300 17.0 0.006 22.99 40 17.3 100.81 273.75
350 17.9 0.007 22.99 42 18.2 82.48 246.43
400 18.7 0.008 22.99 44 18.9 73.31 224.79
450 19.0 0.009 22.99 44 19.2 27.48 202.86
500 19.9 0.011 22.99 46 20.1 82.47 190.82
550 20.5 0.012 22.99 48 20.67 54.97 178.47
600 20.9 0.013 22.99 48 21.05 36.64 166.65
650 21.7 0.014 22.99 50 21.83 73.30 159.47
700 22.5 0.015 22.99 52 22.60 73.30 153.32
750 22.9 0.016 22.99 53 22.98 36.64 145.54
800 23.0 0.017 22.99 53 23.08 9.14 137.01
850 23.0 0.018 22.99 53 23.08 -0.02 128.95
900 22.7 0.019 22.99 52 22.79 -27.52 120.26
950 22.0 0.020 22.99 51 22.11 -64.18 110.55
1000 21.0 0.021 22.99 49 21.15 -91.67 100.44
ASTM TESTING CO.,LTD. UNCONFINED COMPRESSION TEST
1
13/06/52
BANGKLA CHACHOENGSAOBH-1
SIAM ENERGY POWER PLANT
0.0
5.0
10.0
15.0
20.0
25.0
0 0.005 0.01 0.015 0.02 0.025
STRAIN, %
DE
VIA
TER
STR
ES
S,
kPa
Project :
Location. Depth, m. : 7.50-8.00 Init. Area : 29.00 sq.cm.
Boring No. Dia.(D), cm. : 6.08 Wet Dens.: 1.935 gm/cc
Sample No. Height(H), cm. : 11.81 Dry Dens. : 1.549 gm/cc
Testing Date : Soil Weight, gm. : 663.01 Sample Description:
PR constant : 0.2262 kg./div. Water Cont, % 24.97
Strain Rate : 0.05 mm./min. Cap +PR Load, kg. : 0.208 SAMPLE AFTER TEST
Deform Reading : 2.54E-05 mm./div. Tested by VERAPOL
Deform. Load Strain Cor. Axial Dev. Tangent Secant Summary of
0.000 Rdg. % Area Load Stress Modulus Modulus Strength
mm. (div.) sq.cm N kPa MPa MPa Properties
0 0.0 0.000 29.00 0.0 0.0 H/D ratio= 1.94
20 4.0 0.000 29.00 11 3.8 0.00 cor.factor = 1.008
40 6.0 0.001 29.00 15 5.3 355.75 615.40
60 8.5 0.001 29.00 21 7.2 444.68 558.50 qu = 48.1 kPa
80 10.3 0.002 29.00 25 8.6 320.16 498.91 cor. qu = 47.8 kPa
100 12.8 0.002 29.00 30 10.5 444.67 488.06 c = qu/2 = 24.1 kPa
120 14.8 0.003 29.00 35 12.0 355.73 466.01 cor. c = 2.44 T/m2
140 16.0 0.003 29.00 38 12.9 213.43 429.93
160 17.0 0.003 29.00 40 13.7 177.86 398.42 Tangent Modulus at 50 % qu
180 20.6 0.004 29.00 48 16.5 640.31 425.30 = 341.48 MPa
200 23.2 0.004 29.00 54 18.4 462.44 429.01 Secant Modulus at 50 % qu
250 28.0 0.005 29.00 64 22.1 341.48 411.51 = 411.51 MPa
300 36.0 0.006 29.00 82 28.2 569.14 437.78
350 42.0 0.008 29.00 95 32.8 426.84 436.22
400 48.0 0.009 29.00 109 37.4 426.83 435.04
450 50.0 0.010 29.00 113 38.9 142.25 402.51
500 54.0 0.011 29.00 122 42.0 284.53 390.71
550 58.0 0.012 29.00 131 45.06 284.53 381.06
600 60.0 0.013 29.01 135 46.59 142.24 361.16
650 62.0 0.014 29.01 140 48.12 142.23 344.32
700 62.0 0.015 29.01 140 48.12 -0.05 319.72
750 61.0 0.016 29.01 137 47.36 -71.19 293.66
800 60.0 0.017 29.01 135 46.59 -71.19 270.86
ASTM TESTING CO.,LTD. UNCONFINED COMPRESSION TEST
1
13/06/52
BANGKLA CHACHOENGSAOBH-1
SIAM ENERGY POWER PLANT
0.0
10.0
20.0
30.0
40.0
50.0
0 0.005 0.01 0.015 0.02
STRAIN, %
DE
VIA
TER
STR
ES
S,
kPa
TABLE 2
ATTERBERG LIMIT TEST
Sample Sheet
Project.
Location. Test No.
Boring. No. Tested by. LAMPRAI
Depth. (m.) Check by. PANYA Date.Liquid Limit Wl Plasttic Limit Wp
Container Number B-27 B-28 B-59 B-21 A-67 A-22 A-3 Plasticity index Ip = Wl - Wp
Number of Blows 19 24 32 40
Wt. Wet Soil+Container gm. 40.950 38.860 35.530 30.950 21.560 21.540 19.580 Flow Index If = Slope of Flow Curve
Wt. Dry Soil+Container gm. 35.540 32.260 29.990 26.830 18.890 18.980 16.820
Wt. Water gm. 5.410 6.600 5.540 4.120 2.670 2.560 2.760 Toughness Index It = Ip / If
Wt. Container gm. 24.310 18.360 18.080 17.820 9.350 9.590 6.560
Wt. Dry Siol gm. 11.230 13.900 11.910 9.010 9.540 9.390 10.260
Water Content %. 48.17 47.48 46.52 45.73 27.99 27.26 26.90
Average (%) 47.34 27.38 Activity of Clay A = Ip / (% by wt.<2u)
Plasticity Index (lp) = (WL)-(Wp) = 19.95 (%)
Water Content Determination
BANGKLA CHACHOENGSAO
BH - 1
1.50-1.95
ATTERBERG LIMITS TESTASTM TESTING CO.,LTD.
1
16/6/2552
SIAM ENERGY POWER PLANT
47.34
45.00
46.00
47.00
48.00
49.00
10 100Number of Blows.
Wat
er C
onte
nt (
%)
(Liqu
id Lim
it W
L)
Project.
Location. Test No.
Boring. No. Tested by. LAMPRAI
Depth. (m.) Check by. PANYA Date.Liquid Limit Wl Plasttic Limit Wp
Container Number B-61 B-55 B-34 B-73 A-69 A-19 A-24 Plasticity index Ip = Wl - Wp
Number of Blows 18 24 32 40
Wt. Wet Soil+Container gm. 46.030 40.900 35.450 32.340 20.980 21.880 21.400 Flow Index If = Slope of Flow Curve
Wt. Dry Soil+Container gm. 39.210 35.750 30.190 27.990 18.880 19.520 19.110
Wt. Water gm. 6.820 5.150 5.260 4.350 2.100 2.360 2.290 Toughness Index It = Ip / If
Wt. Container gm. 24.210 24.170 18.050 17.710 9.570 9.500 9.450
Wt. Dry Siol gm. 15.000 11.580 12.140 10.280 9.310 10.020 9.660
Water Content %. 45.47 44.47 43.33 42.32 22.56 23.55 23.71
Average (%) 44.27 23.27 Activity of Clay A = Ip / (% by wt.<2u)
Plasticity Index (lp) = (WL)-(Wp) = 21.00 (%)
2
16/6/2552
Water Content Determination
BANGKLA CHACHOENGSAO
BH - 1
3.00-8.00
ASTM TESTING CO.,LTD. ATTERBERG LIMITS TEST
SIAM ENERGY POWER PLANT
44.27
42.00
43.00
44.00
45.00
46.00
10 100Number of Blows.
Wat
er C
onte
nt (
%)
(Liqu
id Lim
it W
L)
Project.
Location. Test No.
Boring. No. Tested by. LAMPRAI
Depth. (m.) Check by. PANYA Date.Liquid Limit Wl Plasttic Limit Wp
Container Number B-44 B-24 B-17 B-19 A-36 A-46 A-62 Plasticity index Ip = Wl - Wp
Number of Blows 18 24 33 40
Wt. Wet Soil+Container gm. 44.750 40.710 35.320 33.040 21.490 18.170 18.280 Flow Index If = Slope of Flow Curve
Wt. Dry Soil+Container gm. 38.250 35.520 29.950 28.380 19.450 16.070 16.160
Wt. Water gm. 6.500 5.190 5.370 4.660 2.040 2.100 2.120 Toughness Index It = Ip / If
Wt. Container gm. 24.480 24.300 18.030 17.860 9.330 6.500 6.490
Wt. Dry Siol gm. 13.770 11.220 11.920 10.520 10.120 9.570 9.670
Water Content %. 47.20 46.26 45.05 44.30 20.16 21.94 21.92
Average (%) 46.08 21.34 Activity of Clay A = Ip / (% by wt.<2u)
Plasticity Index (lp) = (WL)-(Wp) = 24.74 (%)
ASTM TESTING CO.,LTD. ATTERBERG LIMITS TEST
16/6/2552
Water Content Determination
BANGKLA CHACHOENGSAO
BH - 1
8.00-12.45
SIAM ENERGY POWER PLANT
3
46.08
44.00
45.00
46.00
47.00
48.00
10 100Number of Blows.
Wat
er C
onte
nt (
%)
(Liqu
id Lim
it W
L)
Project.
Location. Test No.
Boring. No. Tested by. LAMPRAI
Depth. (m.) Check by. PANYA Date.Liquid Limit Wl Plasttic Limit Wp
Container Number B-38 B-42 B-26 B-80 A-54 A-4 A-13 Plasticity index Ip = Wl - Wp
Number of Blows 18 24 33 40
Wt. Wet Soil+Container gm. 43.880 39.060 36.550 34.380 19.320 19.180 20.920 Flow Index If = Slope of Flow Curve
Wt. Dry Soil+Container gm. 36.740 33.570 30.290 28.590 16.550 16.400 18.350
Wt. Water gm. 7.140 5.490 6.260 5.790 2.770 2.780 2.570 Toughness Index It = Ip / If
Wt. Container gm. 24.160 23.680 18.730 17.670 6.510 6.540 9.430
Wt. Dry Siol gm. 12.580 9.890 11.560 10.920 10.040 9.860 8.920
Water Content %. 56.76 55.51 54.15 53.02 27.59 28.19 28.81
Average (%) 55.34 28.20 Activity of Clay A = Ip / (% by wt.<2u)
Plasticity Index (lp) = (WL)-(Wp) = 27.14 (%)
Water Content Determination
BANGKLA CHACHOENGSAO
BH - 1
12.45-15.45
ASTM TESTING CO.,LTD. ATTERBERG LIMITS TEST
4
16/6/2552
SIAM ENERGY POWER PLANT
55.34
53.00
54.00
55.00
56.00
57.00
10 100Number of Blows.
Wat
er C
onte
nt (
%)
(Liqu
id Lim
it W
L)
Project.
Location. Test No.
Boring. No. Tested by. LAMPRAI
Depth. (m.) Check by. PANYA Date.Liquid Limit Wl Plasttic Limit Wp
Container Number B-52 B-48 B-43 B-25 A-9 A-47 A-74 Plasticity index Ip = Wl - Wp
Number of Blows 18 24 33 40
Wt. Wet Soil+Container gm. 40.170 36.050 34.100 33.690 18.630 18.410 19.670 Flow Index If = Slope of Flow Curve
Wt. Dry Soil+Container gm. 34.430 29.690 28.470 28.240 16.590 16.280 17.450
Wt. Water gm. 5.740 6.360 5.630 5.450 2.040 2.130 2.220 Toughness Index It = Ip / If
Wt. Container gm. 24.110 18.080 17.990 17.940 6.480 6.430 6.450
Wt. Dry Siol gm. 10.320 11.610 10.480 10.300 10.110 9.850 11.000
Water Content %. 55.62 54.78 53.72 52.91 20.18 21.62 20.18
Average (%) 54.61 20.66 Activity of Clay A = Ip / (% by wt.<2u)
Plasticity Index (lp) = (WL)-(Wp) = 33.95 (%)
ASTM TESTING CO.,LTD. ATTERBERG LIMITS TEST
Water Content Determination
BANGKLA CHACHOENGSAO
BH - 1
15.45-21.45
SIAM ENERGY POWER PLANT
5
16/6/2552
54.61
52.00
53.00
54.00
55.00
56.00
10 100Number of Blows.
Wat
er C
onte
nt (
%)
(Liqu
id Lim
it W
L)
TABLE 3
SIEVE ANALYSIS
Sample Sheet
Project :
Sample : BH-1 Tested by: Lamprai Sample : BH-1 Tested by: LampraiLocation : Bangkla Chachoengsao Date of Test: 11-6-52 Location : Bangkla Chachoengsao Date of Test: 11-6-52Depth,m : 1.50-1.95 Water Content,% : Depth,m : 3.00-8.00 Water Content,% :
Wt.Cont.+Dry Soil,gm 179.98 Wt.Cont.+Dry Soil,gm 68.59 Wt.Cont.+Dry Soil,gm 252.33 Wt.Cont.+Dry Soil,gm 96.57Wt.Container,gm 64.31 Wt.Container,gm 64.31 Wt.Container,gm 58.11 Wt.Container,gm 58.11Wt.Dry Soil,gm 115.67 Wt.Dry Soil,gm 4.28 Wt.Dry Soil,gm 194.22 Wt.Dry Soil,gm 38.46Wt.Dry Soil,gm 115.67 Washing Loss,gm 111.39 Wt.Dry Soil,gm 194.22 Washing Loss,gm 155.76 Sieve Sieve Wt.Soil Adj.Wt. Wt.Soil Cumulative Percent Sieve Sieve Wt.Soil Adj.Wt. Wt.Soil Cumulative Percent Size Oprning Retain Soil Ret. Retain Soil Ret. Finer Size Opening Retain Soil Ret. Retain Soil Ret. Finer
mm. gm gm % % % mm. gm gm % % % 1 in. 25.40 1 in. 25.403/4 in. 19.05 3/4 in. 19.051/2 in. 12.70 1/2 in. 12.703/8 in. 9.53 3/8 in. 9.53 # 4 4.75 # 4 4.75 0.31 0.31 0.16 0.16 99.84# 10 2.00 # 10 2.00 2.55 2.56 1.32 1.48 98.52# 20 0.85 0.17 0.17 0.14 0.14 99.86 # 20 0.85 2.97 2.98 1.53 3.01 96.99# 40 0.42 0.75 0.74 0.64 0.78 99.22 # 40 0.42 2.93 2.94 1.51 4.52 95.48#100 0.15 2.30 2.27 1.96 2.74 97.26 #100 0.15 21.52 21.57 11.11 15.63 84.37#200 0.075 1.10 1.08 0.94 3.68 96.32 #200 0.075 7.97 7.99 4.11 19.74 80.26Pan 0.02 0.02 96.32 100.00 Pan 0.12 0.12 80.26 100.00
Total 4.34 4.28 Weighted Error,% -0.05 Total 38.37 38.46 Weighted Error,% 0.05
Sample : BH-1 Tested by: Lamprai Sample : BH-1 Tested by: LampraiLocation : Bangkla Chachoengsao Date of Test: 11-6-52 Location : Bangkla Chachoengsao Date of Test: 11-6-52Depth,m : 8.00-12.45 Water Content,% : Depth,m : 12.45-15.45 Water Content,% :
Wt.Cont.+Dry Soil,gm 445.71 Wt.Cont.+Dry Soil,gm 170.02 Wt.Cont.+Dry Soil,gm 313.06 Wt.Cont.+Dry Soil,gm 79.44Wt.Container,gm 65.45 Wt.Container,gm 65.45 Wt.Container,gm 67.37 Wt.Container,gm 67.37Wt.Dry Soil,gm 380.26 Wt.Dry Soil,gm 104.57 Wt.Dry Soil,gm 245.69 Wt.Dry Soil,gm 12.07Wt.Dry Soil,gm 380.26 Washing Loss,gm 275.69 Wt.Dry Soil,gm 245.69 Washing Loss,gm 233.62 Sieve Sieve Wt.Soil Adj.Wt. Wt.Soil Cumulative Percent Sieve Sieve Wt.Soil Adj.Wt. Wt.Soil Cumulative Percent Size Opening Retain Soil Ret. Retain Soil Ret. Finer Size Opening Retain Soil Ret. Retain Soil Ret. Finer
mm. gm gm % % % mm. gm gm % % % 1 in. 25.40 1 in. 25.403/4 in. 19.05 3/4 in. 19.051/2 in. 12.70 1/2 in. 12.703/8 in. 9.53 3/8 in. 9.53# 4 4.75 17.87 17.81 4.68 4.68 95.32 # 4 4.75 0.39 0.38 0.15 0.15 99.85# 10 2.00 25.11 25.02 6.58 11.26 88.74 # 10 2.00 1.46 1.42 0.58 0.73 99.27# 20 0.85 12.50 12.46 3.28 14.54 85.46 # 20 0.85 3.84 3.75 1.53 2.26 97.74# 40 0.42 8.16 8.13 2.14 16.68 83.32 # 40 0.42 2.50 2.44 0.99 3.25 96.75#100 0.15 16.03 15.97 4.20 20.88 79.12 #100 0.15 2.44 2.38 0.97 4.22 95.78#200 0.075 25.12 25.03 6.58 27.46 72.54 #200 0.075 1.71 1.67 0.68 4.90 95.10Pan 0.14 0.14 72.54 100.00 Pan 0.02 0.02 95.10 100.00
Total 104.93 104.57 Weighted Error,% -0.09 Total 12.36 12.06 Weighted Error,% -0.12
GRAIN SIZE DISTRIBUTION CURVE
After Washed and Oven Dry Before Washing(Sieve No.200) After Washed and Oven Dry
SIEVE ANALYSIS (ASTM D-422)ASTM TESTING CO.,LTD.
SIAM ENERGY POWER PLANT
Before Washing(Sieve No.200)
Before Washing(Sieve No.200) After Washed and Oven Dry Before Washing(Sieve No.200) After Washed and Oven Dry
0
10
20
30
40
50
60
70
80
90
100
0.010.101.0010.00100.00Diameter in Milimeter
% P
assi
ng b
y W
eigh
t
Sample No.1
Sample No.2
Sample No.3
Sample No.4
1" 3/4"1/2"3/8" 20#10#4# 40# 100# 200#
Project :
Sample : BH-1 Tested by: Lamprai Sample : Tested by:Location : Bangkla Chachoengsao Date of Test: 11-6-52 Location : Date of Test:Depth,m : 15.45-21.45 Water Content,% : Depth,m : Water Content,% :
Wt.Cont.+Dry Soil,gm 307.40 Wt.Cont.+Dry Soil,gm 147.04 Wt.Cont.+Dry Soil,gm Wt.Cont.+Dry Soil,gmWt.Container,gm 68.29 Wt.Container,gm 68.29 Wt.Container,gm Wt.Container,gmWt.Dry Soil,gm 239.11 Wt.Dry Soil,gm 78.75 Wt.Dry Soil,gm Wt.Dry Soil,gmWt.Dry Soil,gm 239.11 Washing Loss,gm 160.36 Wt.Dry Soil,gm Washing Loss,gm Sieve Sieve Wt.Soil Adj.Wt. Wt.Soil Cumulative Percent Sieve Sieve Wt.Soil Adj.Wt. Wt.Soil Cumulative Percent Size Oprning Retain Soil Ret. Retain Soil Ret. Finer Size Opening Retain Soil Ret. Retain Soil Ret. Finer
mm. gm gm % % % mm. gm gm % % % 1 in. 25.40 1 in. 25.403/4 in. 19.05 3/4 in. 19.051/2 in. 12.70 1/2 in. 12.703/8 in. 9.53 3/8 in. 9.53 # 4 4.75 6.73 6.73 2.81 2.81 97.19 # 4 4.75# 10 2.00 18.01 18.01 7.53 10.35 89.65 # 10 2.00# 20 0.85 18.21 18.21 7.61 17.96 82.04 # 20 0.85# 40 0.42 10.64 10.64 4.45 22.41 77.59 # 40 0.42#100 0.15 14.88 14.88 6.22 28.63 71.37 #100 0.15#200 0.075 10.25 10.25 4.29 32.92 67.08 #200 0.075Pan 0.04 0.04 67.08 100.00 Pan
Total 78.76 78.75 Weighted Error,% 0.00 Total 0.00 0.00 Weighted Error,% #DIV/0!
Sample : Tested by: Sample : Tested by:Location : Date of Test: Location : Date of Test:Depth,m : Water Content,% : Depth,m : Water Content,% :
Wt.Cont.+Dry Soil,gm Wt.Cont.+Dry Soil,gm Wt.Cont.+Dry Soil,gm Wt.Cont.+Dry Soil,gmWt.Container,gm Wt.Container,gm Wt.Container,gm Wt.Container,gmWt.Dry Soil,gm Wt.Dry Soil,gm Wt.Dry Soil,gm Wt.Dry Soil,gmWt.Dry Soil,gm Washing Loss,gm Wt.Dry Soil,gm Washing Loss,gm Sieve Sieve Wt.Soil Adj.Wt. Wt.Soil Cumulative Percent Sieve Sieve Wt.Soil Adj.Wt. Wt.Soil Cumulative Percent Size Opening Retain Soil Ret. Retain Soil Ret. Finer Size Opening Retain Soil Ret. Retain Soil Ret. Finer
mm. gm gm % % % mm. gm gm % % % 1 in. 25.40 1 in. 25.403/4 in. 19.05 3/4 in. 19.051/2 in. 12.70 1/2 in. 12.703/8 in. 9.53 3/8 in. 9.53# 4 4.75 # 4 4.75# 10 2.00 # 10 2.00# 20 0.85 # 20 0.85# 40 0.42 # 40 0.42#100 0.15 #100 0.15#200 0.075 #200 0.075Pan Pan
Total 0.00 0.00 Weighted Error,% #DIV/0! Total 0.00 0.00 Weighted Error,% #DIV/0!
GRAIN SIZE DISTRIBUTION CURVE
After Washed and Oven Dry Before Washing(Sieve No.200) After Washed and Oven Dry
ASTM TESTING CO.,LTD. SIEVE ANALYSIS (ASTM D-422)
SIAM ENERGY POWER PLANT
Before Washing(Sieve No.200)
Before Washing(Sieve No.200) After Washed and Oven Dry Before Washing(Sieve No.200) After Washed and Oven Dry
0
10
20
30
40
50
60
70
80
90
100
0.010.101.0010.00100.00Diameter in Milimeter
% P
assi
ng b
y W
eigh
t
Sample No.1
Sample No.2
Sample No.3
Sample No.4
1" 3/4"1/2"3/8" 20#10#4# 40# 100# 200#
TABLE 4
UNIT WEIGHT TEST
Sample Sheet
Job No.:
Tested by: SIRIPORN
Boring No Depth Wt. of soil Height. Diameter Volume. Unit Weight
(m) (gm) (cm) (cm) (cm3) (gm/cm3)
BH. - 1 1.50-1.95 151.56 7.76 3.67 82.10 1.85
3.00-3.50 455.43 11.83 5.65 296.64 1.54
6.00-6.50 453.36 12.06 5.41 277.26 1.64
7.50-8.00 663.01 11.81 6.08 342.93 1.93
9.00-9.45 149.60 7.57 3.56 75.36 1.99
10.50-10.95 169.23 7.68 3.76 85.29 1.98
12.00-12.45 164.78 7.57 3.76 84.07 1.96
13.50-13.95 157.23 7.34 3.77 81.95 1.92
15.00-15.45 157.18 7.45 3.77 83.17 1.89
18.00-18.45 160.85 7.57 3.77 84.51 1.90
BH. - 2 3.00-3.50 515.23 11.92 5.47 280.15 1.84
4.50-5.00 455.03 11.92 5.21 254.15 1.79
6.00-6.50 480.98 11.97 5.51 285.46 1.68
7.50-8.00 439.19 11.97 5.49 283.39 1.55
9.00-9.50 538.22 12.08 5.69 307.21 1.75
10.50-10.95 158.25 7.63 3.64 79.41 1.99
12.00-12.45 160.74 7.83 3.71 84.66 1.90
Wt. of soil.
Volme.
ASTM TESTING CO.,LTD. UNIT WEIGHT
UNIT WEIGHT =
Project : SIAM ENERGY POWER PLANT
Location : BANGKLA CHACHOENGSAO
Date: 16 / 06 / 52
Checked by:
φ
φ
TABLE 5
WATER CONTENT TEST
Sample Sheet
Sample Depth. Container Wt. Of Cont. Wt. Of Cont.+ Wt. Of Cont.+ Wt. Of Wt. Water Water
No. (m.) No. (gm.) Wet Soil(gm.) Dry Soil(gm) Dry Soil(gm) (gm) Content %
BH -1 0.00-1.95 E-8 64.31 215.83 179.98 115.67 35.85 30.99
3.00-3.50 C-32 16.82 100.57 68.57 51.75 32.00 61.84
6.00-6.50 C-15 14.14 106.77 72.02 57.88 34.75 60.04
7.50-8.00 C-7 13.30 175.73 135.19 121.89 40.54 33.26
8.00-12.45 E-9 65.45 517.88 445.71 380.26 72.17 18.98
12.45-15.45 E-13 67.37 377.92 313.06 245.69 64.86 26.40
15.45-21.45 E-17 68.29 355.34 307.40 239.11 47.94 20.05
BH -2 3.00-3.50 C-109 19.54 215.94 160.58 141.04 55.36 39.25
4.50-5.00 C-91 16.49 153.42 100.07 83.58 53.35 63.83
6.00-6.50 C-89 19.00 124.34 86.79 67.79 37.55 55.39
7.50-8.00 C-92 21.75 199.90 132.11 110.36 67.79 61.43
9.00-9.50 C-80 18.82 166.73 124.38 105.56 42.35 40.12
9.50-12.45 E-1 68.66 390.28 327.99 259.33 62.29 24.02
12.45-16.95 E-11 64.50 441.10 376.88 312.38 64.22 20.56
BH -3 3.00-3.50 C-18 13.73 254.37 156.88 143.15 97.49 68.10
4.50-5.00 C-61 19.17 323.13 217.20 198.03 105.93 53.49
6.00-6.50 C-68 18.52 317.72 208.84 190.32 108.88 57.21
7.50-8.00 C-105 20.38 268.74 193.34 172.96 75.40 43.59
8.00-10.95 E-7 70.35 379.00 326.87 256.52 52.13 20.32
10.95-18.45 E-19 70.48 675.65 556.63 486.15 119.02 24.48
CHECKED BY : PANYATESTED BY : LAMPRAI
JOB No. DATE : 11/ 06 / 52
WATER CONTENT ASTM TESTING CO.,LTD.
PROJECT : SIAM ENERGY POWER PLANT LOCATION : BANGKLA CHACHOENGSAO
WATER CONTENT = Wt, of Weter × 100
Wt.of Dry Soil
TABLE 6
Consolidation Test
Sample Sheet
PROJECT : POWER GENERATION SUPPLY BORING NO. : BH-2R
SAMPLE NO. :
LOCATION : NONGSAENG SARABURI DEPTH (m) : 01.50-02.00
TESTED BY : RAWAT K.
DATE : 29/09-02/10/2009
SOIL DESCRIPTION : MADE BY : M. SUKMOLInitial Water Content, Wni %Final Water Content, Wnf %Initial Void Ratio, e0
Initial Total Unit Weight, �ti t/m³
Final Total Unit Weight, �tf t/m³Specific Gravity, Gs
Liquid Limit, LL %
Plasticity Index, PI %Sample Height, H0 cm
Sample Area, A cm²Wt.of Dry Sample, Ws gmHeight of Solid, Hs cm
Effective Overburden Pressure, �'vo t/m²
Preconsolidation Pressure, �'vm t/m²
Over Consolidation Ratio, OCR
Notes : 1) = Ws / G���w .A 2) = 0.848 Ha² / 4t90 3) = (Cv.�e.�w) / ���(1+e0)
= 0.197 Ha² / 4t50
1.196
1.063
1.474
1.733
1.292
0.221
0.344
1.769
2.183
3.160
1.737
0.368
0.496
CONSOLIDATION TEST (ASTM D 2435) ASTM TESTING CO., LTD.
1.949
0.2527
440 0.1118
0.1748
STIFF CLAY Scale
Load
(kg)
0.000
0.650
100
2.2208 0.8263 0.5925
2.3452
2.1441
2.1746
688
995
40
40.00
1.300
2.600
20.803
5.201
10.401
235
Applied
0.0102
Dial Change
h, (cm)
0.0000
Final Cumulative
Dial Reading
(0.0001")
0
33.00
2.5200
2.5098
2.4946
2.4603
2.4082
2.50
10.00
2.2673
2.2477
Pressure
(t/m²)0.00
2.50
5.00
10.00
20.00
40.00
80.00
Applied
Pressure Height
1480 0.3759
40.00
10.00 1178
10.401
2.600
1360
160.00
Void Ratio
2.50
0.0254
0.0597
0.650 1072 0.2723
0.2992
41.606
0.7496
0.7800
0.3454
H, (cm)
Void
Height
Hv, (cm)
e = Hv/Hs
Sample
0.6258
0.5375
1.1255
1.1153
1.1001
1.0658
1.0137
0.9507
0.8728
0.8071
0.7998
0.7889
0.7643
0.7269
0.6818 1325
0.5594
0.6118
2.3767
0.8532
2.1977
2.1593
2.2343
2.3063 2018
12702.2057
7.417
4.393
5.417
8.386
8.020
7.313
15.294
5.587
9.036
8.124
2.5149
2.4343
2.4775
2.5022
1622
420
702
6.720
3.358
5.624
Coef. of Permea
k x 10-8 (cm/sec)Ha, (cm)
Height
Ave. Sample
0.197 x Ha²
4 x t50
1109
1815
Cv (0.0001 cm²/sec)
0.848 x Ha²
Fitting Time
t90 t50
t90 t50
821
558
348
(sec)(sec)
160.00
10.00
0.00
2.50
5.00
20.00
-
2.52
(t/m2)
80.00
4 x t90
12.086
33.00
80.25
1.395
21.401
Hs Cv k
414
780
426
9.821
27.62
22.80
0.807
1.92
2.05
2.689
-
3.36
0.50
0.55
0.60
0.65
0.70
0.75
0.80
0.85
Void
Rat
io, e
0.1
1
10
1 10 100 1000
Coe
f. of
Per
mea
bilit
y, k
x 10
-8(c
m/se
c)
Pressure (t/m2)
t90 t50
Cr = 0.058Cc = 0.292Cs = 0.041
1
10
100
Coe
f. of
Con
solid
atio
n, c
v x
10-4
(cm
2 /sec
)
t90 t50
�'vm
FM-GE-05-13 R00 30/05/2005 \\labtest\conso\Lab ConsoBH-2
PROJECT : POWER GENERATION SUPPLY BORING NO. : TESTED BY :
SAMPLE NO. : DATE :
LOCATION : NONGSAENG SARABURI DEPTH (m) : CHECKED BY :
SOIL TYPE : DATE :
MADE BY :
WATER CONTENT BEGIN END UNIT WEIGHT BEGIN END APPARATUS
CONTAINER NO. Wt. OF SOIL + RING (gm) COSOLIDOMETER NO.
Wt. OF CONTAINER (gm) Wt. OF RING (gm) LEVER ARM RATIO
Wt. OF WET SOIL + CONTAINER (gm) Wt. OF SOIL (gm) RING NO.
Wt. OF DRY SOIL + CONTAINER (gm) VOLUME OF SOIL (cm3) DIAMETER, D (cm)
Wt OF WATER (gm) TOTAL UNIT Wt., �t (t/m3) SAMPLE AREA, A (cm2)
Wt. OF DRY SOIL, Ws (gm) AVE. WATER CONTENT (%) SAMPLE HEIGHT, H0 (cm)
WATER CONTENT, Wn (%) DRY UNIT Wt., �d (t/m3) VOLUME, V (cm3)
LIQUID LIMIT, LL = % SPECIFIC GRAVITY, Gs = SOLID HEIGHT, Hs = Ws / (Gs . �W . A)
PLASTICITY INDEX, PI = % = cm.
BH-2R
01.50-02.00
STIFF CLAY
0.8532 0.6118 2.2343
FINAL DIAL
2.50 0.650 1072 0.2723 2.2477
1.395
2.689
15.294
7.417
4.393
12.086
1111.98
7.313
1.503
98.55
48.10
2.049
22.80
1.668
1008.50
1.919
27.62
53.93
27.85
9.37
34.20
27.40
54.05
688
995
1.0658
A-29
24.80
123.35
105.05
18.30
80.25
22.80
21.401
2.52
103.48
100
440 0.1118
10.401
20.803
44.68
R-5
10.57
R-32
10.48
53.930
R-2
8.23
R-2
5.22
40.00
80.00
160.00
40.00
10.00
41.606
10.401
2.600
45.32
37.75
7.57
27.18
2.50
5.00
APPLIED
-
-
2.600
00.00
20.00
10.00 235
5.201
40
READING
(0.0001 in)
SCALE
LOAD
(kg)
0.000
0.650
1.300
PRESSURE
(t/m2)
0.5594
0.5925
1480
1360
1178 0.2992
0.8728
0.7496
0.8071
0.7998
0.7889
0.6258
0.6818
0.7643
0.7269
2.5149
2.5022
2.4775
2.4343
0.5375 2.2057
2.1593
2.1977
2.3767
2.3063
7.00
11.70
9.30
5.80
t50
21.16
27.04
13.69
22.09
33.64
t90
CUM. DIAL
CHANGE
h, (cm)
AVERAGEVOID RATIO
e = Hv/ Hs SAMPLE HEIGHT
Hav, (cm)
0.0000
0.0102
0.0254
0.0597
0.1748
0.2527
0.3759
0.3454
SAMPLE HEIGHT
H = H0-h
(cm)
2.5200
2.5098
2.4946
2.4603
2.2208
VOID HEIGHT
Hv = H-Hs
(cm)
1.1255
1.1153
1.1001
2.4082
0.95072.3452
2.2673
FITTING TIME
(min)
18.49
30.25
1.0137
6.90
13.00
7.10
9.036
5.587
COEF. OF CONSLIDATION
CV, (0.0001 cm2/sec)
4 x t90 4 x t50
0.848 x Ha2 0.197 x Ha2
8.020
6.720
3.358
5.624
8.386
5.417
CONSOLIDATION TEST (ASTM D 2435) ASTM TESTING CO., LTD.
8.124
2.1746
2.1441
0.7800
0.8263
M. SUKMOL
RAWAT K.
29/09-02/10/2009
SOMPOL I.
05/10/2009
datamain\labtest\conso\Lab ConsoBH-2
TABLE 7
Field permeability test
Sample Sheet
PROJECT: SIAM ENERGY POWER PLANT DATE :09 June 2009
Location :
0.50 m.
Hole Depth Casing Length G.W.L Elapsed Water PermebilityNo. of Test Depth of Test Time Flow Coefficient
Sample Shee (m.) (m.) (m.) (m.) (sec) (cc) (cm/sec.)BH-1 10.00 2.00 8.00 1.10 300 110 2.31 E - 06
10.00 2.00 8.00 1.10 300 70 1.47 E - 0610.00 2.00 8.00 1.10 300 60 1.26 E - 06
BH-2 10.00 2.00 8.00 2.00 300 190 2.56 E - 0610.00 2.00 8.00 2.00 300 110 1.48 E - 0610.00 2.00 8.00 2.00 300 90 1.21 E - 06
BH-3 10.00 2.00 8.00 1.50 300 160 2.69 E - 0610.00 2.00 8.00 1.50 300 100 1.68 E - 0610.00 2.00 8.00 1.50 300 80 1.34 E - 06
BH-4 10.00 2.00 8.00 1.50 300 180 3.03 E - 0610.00 2.00 8.00 1.50 300 90 1.51 E - 0610.00 2.00 8.00 1.50 300 80 1.35 E - 06
BH-5 10.00 2.00 8.00 0.96 300 120 2.77 E - 0610.00 2.00 8.00 0.96 300 80 1.84 E - 0610.00 2.00 8.00 0.96 300 50 1.15 E - 06
BH-6 10.00 2.00 8.00 0.96 300 110 2.54 E - 0610.00 2.00 8.00 0.96 300 70 1.61 E - 0610.00 2.00 8.00 0.96 300 70 1.61 E - 06
BH-7 10.00 2.00 8.00 1.50 300 285 4.80 E - 0610.00 2.00 8.00 1.50 300 190 3.20 E - 0610.00 2.00 8.00 1.50 300 110 1.85 E - 06
BH-8 10.00 2.00 8.00 0.96 300 130 3.00 E - 0610.00 2.00 8.00 0.96 300 80 1.84 E - 0610.00 2.00 8.00 0.96 300 70 1.61 E - 06
BH-17 10.00 2.00 8.00 2.00 300 200 4.04 E - 0610.00 2.00 8.00 2.00 300 110 1.48 E - 0610.00 2.00 8.00 2.00 300 80 1.08 E - 06
Average 2.09 E- 06
Hole Diameter : 10 cm. Height of Casing Above Ground :
Field Permeability Test
(Constant Head)
Bangkla Chacherngsao
Table 8
Soil Resistivity Test Data
Sample sheet
Project: Saraburi B Cogeneration Company Limited Position: N E Location: Nong kae Industrial Estate Saraburi Province Ground Ele.:Ground Condition: FLAT Date: 11/2/53
Machine: Megger DET4TD2 S/N No.1038
E - W N - S E - W N - S Average0.50 60.00 38.20 188.496 120.009 154.2521.00 14.00 9.00 87.965 56.549 72.2572.00 5.00 5.00 62.832 62.832 62.8323.00 4.00 0.45 75.398 8.482 41.9404.00 4.00 0.34 100.531 8.545 54.5385.00 3.00 0.30 94.248 9.425 51.836
101.578 44.307 72.943
Note: N The apparent soil resistivity is then given by
�=2�aR (�-m) N where:- � = ground resistivity in �-m
� = 3.1415927a = electrode spacing in metresR = measured resistance in � at spacing 'a'
R-1Inspector: Satit
E Project Engineer: SuchatProject Manager: WerapholProject Owner: i-ASTM
Distance (m)
Average Resistivity
Measured Resistance (�) Ground Resistivity (�-m)
ASTM TESTING CO.,LTD. SOIL RESISTIVITY TEST
TEST NO: R-1
Test by: Phisit
0
1
2
3
4
5
60 20 40 60 80 100 120 140 160 180 200
Ground Resistivity (�-m)
Dis
tanc
e (m
)
E-W
N-S
Average
Table 9
Down Hole Seismic Test Data
Sample sheet
Summary of Seismic waves travel time and velocityof the site Saraburi B CoGeneration
Ts Tp Shear wave(Vs) Comp. wave(Vp)Depth
(m) (Milli Sec.) (Milli Sec.) Velocity(m/s)*1000 Velocity(m/s)*1000
1.0 3.23 1.82 0.31 0.55
2.0 5.41 2.99 0.37 0.67
3.0 7.89 3.95 0.38 0.76
4.0 9.52 4.60 0.42 0.87
5.0 11.36 5.62 0.44 0.89
6.0 10.34 5.56 0.58 1.08
7.0 12.07 5.69 0.58 1.23
8.0 10.81 5.37 0.74 1.49
9.0 11.69 5.81 0.77 1.55
10.0 11.90 6.29 0.84 1.59
11.0 13.92 7.59 0.79 1.45
12.0 13.48 6.82 0.89 1.76
13.0 15.48 7.88 0.84 1.65
14.0 15.91 7.91 0.88 1.77
15.0 14.29 7.50 1.05 2.00
16.0 18.60 9.20 0.86 1.74
17.0 17.71 8.42 0.96 2.02
18.0 18.75 9.23 0.96 1.95
19.0 17.76 9.18 1.07 2.07
19.4 20.00 10.26 0.97 1.89
Sara
buri
B C
oGen
erat
ion
Dow
n H
ole
Seis
mic
Res
ults
- B
H-3
0
500
1,00
0
1,50
0
2,00
0
2,50
0
12
34
56
78
910
1112
1314
1516
1718
1920
Dep
th(m
.)
Velocity(m./sec.)
Shea
r Wav
eC
ompr
essi
on W
ave
Dynamic Elastic Moduli (BH-03) : SBCG = Shear modulus, MPa v = Poisson's ratio E = Young modulus, MPa K = Bulk modulus, MPa
Depth (m) G = ��Vs2�g v = (0.5-VR^2)/(1-VR^2) E = 2G.(1+v) K = ��Vp2�g1.0 190 0.27 480.85 59.72
2.0 270 0.28 692.25 88.63
3.0 303 0.33 808.26 121.24
4.0 367 0.35 988.39 157.30
5.0 402 0.34 1076.88 164.62
6.0 626 0.30 1623.52 216.95
7.0 668 0.36 1812.06 300.27
8.0 1161 0.34 3102.32 470.61
9.0 1257 0.34 3358.68 509.28
10.0 1422 0.31 3716.51 509.63
11.0 1252 0.29 3226.50 421.65
12.0 1589 0.33 4219.86 621.22
13.0 1408 0.33 3730.73 543.16
14.0 1569 0.34 4192.20 634.81
15.0 2406 0.31 6302.00 872.85
16.0 1614 0.34 4320.02 660.66
17.0 2011 0.35 5446.42 890.40
18.0 2011 0.34 5389.83 829.76
19.0 2451 0.32 6458.94 935.02
19.4 2053 0.32 5425.31 779.48
Table 10
Dutch Cone penetration Test Data
Sample sheet
TEST NO. DC-1 (SBC)
Project : Saraburi B Cogeneration Company Limited Coordinate N ………………E ...……………Place & location : Nong Kae Industrial Estate Ground ele.,m. ………….Ground condition : Flat Area Total depth,m. 15.00Equipment max. load 5.0 tons : (G)Gauge no. Pressure correction,ksc.Cone Diameter : 3.70 Sleeve diam. cm., : 3.70 A :(0-16 ksc.) 1.03*(Reading,div. - 0.65)Cone project area,cm2 10.75 Sleeve height ,cm.: 13.50 B :(0-80 ksc.) 0.88*(Reading,div.) +1.75Cone weight ,kg. : 1.60 Sleeve area,cm2. : 156.92 C :(0-250 ksc.) 0.96*(Reading,div. -2.0)Rod weight , kg./rod 1.57 Piston area,cm2 : 11.28 D :(0-400 ksc.) 1.04*(Reading,div.)Rod (G) Depth Reading,div. Qc Qs Qs/Qc �Qf Qb Rod (G) Depth Reading,div. Qc Qs Qs/Qc �Qf Qbno. m. a b t/m2 t/m2 % t/m t/m2 no. m. a b t/m2 t/m2 % t/m t/m2
1 B 0.0 10 18 112.2 5.1 4.5 0.9 37.4 11 C 10.0 65 90 650.7 17.3 2.7 133.5 216.91 B 0.2 10 18 112.2 5.1 4.5 1.8 37.4 11 C 10.2 55 100 550.0 31.1 5.6 139.1 183.31 B 0.4 12 22 130.6 6.3 4.8 3.0 43.5 11 C 10.4 55 110 550.0 38.0 6.9 145.9 183.31 B 0.6 12 22 130.6 6.3 4.8 4.1 43.5 11 C 10.6 60 120 600.3 41.4 6.9 153.3 200.12 B 0.8 12 20 132.1 5.1 3.8 5.0 44.0 12 C 10.8 75 125 752.9 34.5 4.6 159.6 251.02 B 1.0 10 22 113.6 7.6 6.7 6.4 37.9 12 C 11.0 80 115 803.2 24.2 3.0 163.9 267.72 B 1.2 10 20 113.6 6.3 5.6 7.5 37.9 12 C 11.2 75 115 752.9 27.6 3.7 168.9 251.02 B 1.4 10 20 113.6 6.3 5.6 8.7 37.9 12 C 11.4 75 115 752.9 27.6 3.7 173.8 251.02 B 1.6 6 20 76.7 8.9 11.5 10.2 25.6 12 C 11.6 70 120 702.5 34.5 4.9 180.0 234.23 B 1.8 14 30 152.0 10.1 6.7 12.1 50.7 13 C 11.8 70 120 704.0 34.5 4.9 186.3 234.73 B 2.0 12 26 133.6 8.9 6.6 13.7 44.5 13 C 12.0 70 115 704.0 31.1 4.4 191.9 234.73 B 2.2 14 32 152.0 11.4 7.5 15.7 50.7 13 C 12.2 85 105 855.1 13.8 1.6 194.3 285.03 B 2.4 10 24 115.1 8.9 7.7 17.3 38.4 13 C 12.4 70 100 704.0 20.7 2.9 198.1 234.73 B 2.6 10 28 115.1 11.4 9.9 19.4 38.4 13 C 12.6 70 100 704.0 20.7 2.9 201.8 234.74 B 2.8 10 22 116.5 7.6 6.5 20.7 38.8 14 C 12.8 60 95 604.7 24.2 4.0 206.1 201.64 B 3.0 10 20 116.5 6.3 5.4 21.9 38.8 14 C 13.0 60 100 604.7 27.6 4.6 211.1 201.64 B 3.2 16 30 171.9 8.9 5.2 23.5 57.3 14 C 13.2 60 105 604.7 31.1 5.1 216.7 201.64 B 3.4 22 44 227.3 13.9 6.1 26.0 75.8 14 C 13.4 60 110 604.7 34.5 5.7 222.9 201.64 B 3.6 30 50 301.2 12.7 4.2 28.2 100.4 14 C 13.6 75 100 755.8 17.3 2.3 226.0 251.95 B 3.8 32 56 321.1 15.2 4.7 31.0 107.0 15 C 13.8 70 105 706.9 24.2 3.4 230.4 235.65 B 4.0 34 64 339.6 19.0 5.6 34.4 113.2 15 C 14.0 75 105 757.3 20.7 2.7 234.1 252.45 B 4.2 32 64 321.1 20.2 6.3 38.0 107.0 15 C 14.2 70 100 706.9 20.7 2.9 237.8 235.65 B 4.4 32 66 321.1 21.5 6.7 41.9 107.0 15 C 14.4 75 95 757.3 13.8 1.8 240.3 252.45 B 4.6 32 58 321.1 16.4 5.1 44.9 107.0 15 C 14.6 65 100 656.5 24.2 3.7 244.6 218.86 B 4.8 38 60 378.0 13.9 3.7 47.4 126.0 16 C 14.8 70 105 708.4 24.2 3.4 249.0 236.16 B 5.0 32 62 322.6 19.0 5.9 50.8 107.5 16 C 15.0 70 110 708.4 27.6 3.9 254.0 236.16 B 5.2 36 58 359.5 13.9 3.9 53.3 119.86 B 5.4 36 60 359.5 15.2 4.2 56.0 119.8 -------------------------------------6 B 5.6 34 56 341.1 13.9 4.1 58.5 113.7 Ended of testing at 15.00 meters depth.7 B 5.8 36 58 361.0 13.9 3.9 61.0 120.37 B 6.0 36 60 361.0 15.2 4.2 63.8 120.37 B 6.2 42 76 416.4 21.5 5.2 67.6 138.87 C 6.4 60 70 594.5 6.9 1.2 68.9 198.27 C 6.6 55 90 544.1 24.2 4.4 73.2 181.48 C 6.8 60 85 595.9 17.3 2.9 76.3 198.68 C 7.0 60 85 595.9 17.3 2.9 79.4 198.68 C 7.2 65 105 646.3 27.6 4.3 84.4 215.48 C 7.4 70 100 696.7 20.7 3.0 88.1 232.28 C 7.6 60 85 595.9 17.3 2.9 91.2 198.69 C 7.8 60 90 597.4 20.7 3.5 95.0 199.19 C 8.0 70 110 698.1 27.6 4.0 99.9 232.79 C 8.2 65 90 647.8 17.3 2.7 103.0 215.99 C 8.4 75 105 748.5 20.7 2.8 106.8 249.59 C 8.6 75 105 748.5 20.7 2.8 110.5 249.5
10 C 8.8 65 95 649.2 20.7 3.2 114.2 216.410 C 9.0 75 100 750.0 17.3 2.3 117.3 250.010 C 9.2 60 90 598.9 20.7 3.5 121.0 199.610 C 9.4 65 90 649.2 17.3 2.7 124.2 216.410 C 9.6 60 85 598.9 17.3 2.9 127.3 199.611 C 9.8 65 90 650.7 17.3 2.7 130.4 216.911 C 10.0 65 90 650.7 17.3 2.7 133.5 216.9
Test date 17/2/2010 Test by: Pisit Calculated by : NontasateChecked by : W.Pramot
Qf = L*f*Qs ; where : Qb=�*Qc ; where Qb = Ultimate pile tip bearing capacity,(t/m2)Qf = Ultimate pile shaft friction,(t/m) � = Cone resistance factor, use 1/3 L = Embedded pile length,(m) Qc = Local cone resistance,(t/m2) f = Adhesion factor,use 0.9 for all cases =((a*(gauge correction))+(no.rod)*(rod weight))/(cone project area)Qs = Local cone shaft friction,(t/m2) a= Cone resistance reading,(div.) = (b-a)*(gauge correction)/(Sleeve area) b= a+ Friction reading,(div.) Sheet…1…..of…1..
ASTM TESTING CO.,LTD. DUTCH CONE
PROJECT : TEST NO. : TESTED BY :
DEPTH (m) : DATE :
LOCATION : COORD. N : COMPUTED BY :
E : DATE :
STA. : ELEV. (m) :
DUTCH CONE PENETRATION TESTASTM TESTING CO.,LTD.
Qc ( x1000 t/m2) Qs (t/m2) Qs/Qc (%)
CONE RESISTANCE LOCAL FRICTION FRICTION RATIO
Flat Area
Nong Kae Industrial Estate Nontasate
Saraburi Province 03/03/2010
Saraburi B Cogeneration Company Limited DC-1 Phisit
15.00 17/02/2010
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
200 1 2 3 4 5
DE
PTH
(m)
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
200 20 40 60 80 100
DE
PTH
(m)
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
200 5 10 15 20
DE
PTH
(m)
Table 11
Compaction and CBR Test Data
Sample sheet
TEST PIT NO : TESTED BY :
PROJECT : MEGA BANGNA SHOPPING CENTER DEPTH (m) : DATE :
BANGKOK - THAILAND SOURCE : CHECK BY :
LOCATION : โรงโม ศิลาพร จ.ชลบุรี DATE :
TYPE OF TEST STANDARD PROCTOR WEIGHT OF HAMMER (lb.)
MOLD DIAMETER (cm) DROP HEIGHT (in.)
MOLD HEIGHT (cm) NUMBER OF LAYER
MOLD VOLUME (cm3) NUMBER OF BLOWS/LAYER
A. WET & DRY DENSITY
TEST NO.
MOLD NO.
WT. OF MOLD + COMPACTED SOIL (gm)
WT. OF MOLD (gm)
WT. OF COMPACTED SOIL (gm)
WET DENSITY, WD (t/m³)
DRY DENSITY, DD = WD/(1+w/100) (t/m³)
B. WATER CONTENT
CONTAINER NO.
WT. OF CONTAINER (gm)
WT. OF CONTAINER + WET SOIL (gm)
WT. OF CONTAINER + DRY SOIL (gm)
WT. OF WATER, W w (gm)
WT. OF DRY SOIL, Wd (gm)
WATER CONTENT, w = (Ww/Wd)x100 (%)
C. RESULTS
MAX. DRY DENSITY, MDD (t/m³) = OPT. MOISTURE CONTENT, OMC (%) =
11.76
174.30
12.90 11.40 17.20 20.50
1661
2207
9.402.137
32.00
5.5
SOMCHAI
25
2.115
2.275
4
3926
1661
17-05-53
COMPACTION TEST(ASTM D1140 - 54) ASTM TESTING CO.,LTD.
ดินถม
GROUP LAB
15-05-53
2.035
3
A-29
5
4
3868
10.100
12.105
970.224
12
226.80
192.80
6.69
177.20
133.50
8.54
225.20 206.30
165.60
192.10
209.30188.60
43.70
10.39
A-30 A-26
26.5032.40
A-37
238.10
2.335
3767
1661
2.035
2244
2.313
2.131
2.171
4
3905
1661
4
2106
MATERIAL : EMBANKMENT (CRUSHED ROCK)
31 42
2265
1.6
1.7
1.8
1.9
2.0
2.1
2.2
5 6 7 8 9 10 11 12 13 14 15
Water Content (%)
Dry
Den
sity
(t/m
³)
TP-1 DATAMAIN\LABTEST\COMPACTION\Compaction-Silaporn-15-05-2010.xls
ASTM D 1883 / AASHTO T 193 / ทล.-ท. 109 (DH-T 109)
PROJECT : MEGA BANGNA SHOPPING CENTER SAMPLE : TESTED BY :
BANGKOK-THAILAND DEPTH (m) : DATE :
LOCATION : โรงโม ศิลาพร SOURCE : INPUT BY :
จ.ชลบุรี DATE :
TEST CONDITION : MATERIAL : CHECKED BY :
DATE :
1. COMPACTION DATA (BEFORE SOAKING)
COMPACTION TYPE(MODIFIED OR STANDARD)
NO. OF LAYER
NO. OF BLOWS / LAYER
DIAMETER OF MOLD, D (cm)
HEIGHT OF SAMPLE, H (cm)
WT. OF SAMPLE, W1 (kg)
VOLUME OF SAMPLE, V (m³)
WET DENSITY, ↓t = W1 / V (t/m³)
Optimum Water Content(From Compaction test) (%)
DRY DENSITY, үd = үt / (1+ w/100) (t/m³)
2. WATER ABSORPTION (AFTER SOAKING)
WATER CONTENT w (%)
WT. OF SAMPLE, W2 (kg)
% ABSORPTION, {(W2-W1) / W1} * 100 (%)
3. SWELLING MEASUREMENT
GAGE ACCURACY (in./div) = SURCHARGE (lbs) =
4. PENETRATION TEST
PROVING RING NO. = PR-5 PISTON DIA. (in) =
LOAD (lbs) = 1.0305R - 70.404 (R = Guage Reading in division, 0.0001 in/div) PISTON AREA (sq.in) = 3.040
1190 2300380.23
1.967
959.88
756.50
2900
0.400
15/05/2553
0.025
0.050
0.075
0.100
09.40
0.300
509.04
129.38 1000
20/05/2553
380 105.65 730 224.30 1570
24
315.82 1990
SOAKED
PENETRATION
(in)
0.000
0.200
770 237.86 1400 451.41
176.84
5
12 25 56
15.21 15.13 15.16
17.82
651.41
โรงโม
5 5
450
0.500
590
CALIFORNIA BEARING RATIO (CBR) TEST
09.40
24
16/05/2553
09.40 0
ASTM TESTING CO.,LTD.
หินฝุน GROUP LAB
CRUSHED ROCK 19/05/2553
จ.ชลบุรี 20/05/2553
CRUSHED ROCK
21/05/2553
T-99 T-99 T-99
TEST NO. 1 TEST NO. 2 TEST NO. 3
17.81 17.80
4.429 4.849 5.210
9.40 9.40 9.40
0.0022 0.0022 0.0022
2.013 2.204 2.368
2.51 1.36
9.82
2.165
9.51 9.45
4.540 4.915 5.240
1.840 2.015
0.58
DATE TIME ELAPSED TIME GAGE RDG. % SWELL GAGE RDG. % SWELL % SWELL
(div)
0.0000
(div)
0.0000
(div)
09.40 24 1 0.009
(hrs)
0 0.000
00.004
19/05/2553 09.40 24 1 0.010
0.00418/05/2553 01 0.00100.010
0.010 0
PRESSURE
(psi) 25Blows(div)
PRESSURE LOAD, R
170.06
120
251.41
150 27.69 490 142.94
17.52 390 109.04
346.33
230 54.81 610
310 81.92 680 207.35
183.62 810
1090
0.001
570
56Blows(div)
0 0
(psi)
LOAD, R
GAGE RDG.
129.38
0.001
10
LOAD, R PRESSURE
(psi)
0
0 0.001
0.001
450
12Blows(div)
0
0
0.004 0
0.004
1
DATAMAIN\LABTEST\LAB CBR\CBR-Silaporn-19-02-2010.xls
ASTM D 1883 / AASHTO T 193 / ทล.-ท. 109 (DH-T 109)
PROJECT : SAMPLE : TESTED BY :
DEPTH (m) : DATE :
LOCATION : SOURCE : INPUT BY :
DATE :
TEST CONDITION : SOAKED MATERIAL : CHECKED BY :
DATE :
% CBR
TEST NO.
TEST CONDITION
PENETRATION (in)
PISTON PRESSURE, A (psi)
STANDARD UNIT LOAD,B (psi)
% CBR = ( A/B )x100
CRUSHED ROCK 21/05/2553
จ.ชลบุรี จ.ชลบุรี 20/05/2553
CRUSHED ROCK
CALIFORNIA BEARING RATIO (CBR) TEST ASTM TESTING CO.,LTD.
MEGA BANGNA SHOPPING CENTER หินฝุน GROUP LAB
โรงโม ศิลาพร โรงโม
CRUSHED ROCK
1
SOAKED
1,500
19/05/2553
509.04
SOAKED
2
224.30
0.1 0.2
1,500
33.94
3
SOAKED
0.20.1
346.33
1,000
34.63
0.2
7.04
105.65
0.1
1,000
81.92
8.19 14.95
207.35
1,000
20.73
1,500
0
100
200
300
400
500
600
700
800
900
1000
0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50
PENETRATION (in)
PIS
TON
PR
ES
SU
RE
(psi
)
12 BLOWS/LAYER
25 BLOWS/LAYER
56 BLOWS/LAYER
DATAMAIN\LABTEST\LAB CBR\CBR-Silaporn-19-02-2010.xls
ASTM D 1883 / AASHTO T 193 / ทล.-ท. 109 (DH-T 109)
PROJECT : SAMPLE : TESTED BY :
DEPTH (m) : DATE :
LOCATION : SOURCE : INPUT BY :
DATE :
TEST CONDITION : SOAKED MATERIAL : CHECKED BY :
DATE :
TEST NO
DRY DENSITY t/m3
% CBR (SOAKED)
COMPACTION METHOD
AT 95% MDD, DRY DENSITY 2.030
T-99
3
CBR %
20.73
t/m32.137
22.30
MAX. DRY DENSITY (MDD)
t/m3
19/05/2553
2
2.015
8.19
2.165
34.63
CRUSHED ROCK
1
1.840
CALIFORNIA BEARING RATIO (CBR) TEST ASTM TESTING CO.,LTD.
MEGA BANGNA SHOPPING CENTER หินฝุน GROUP LAB
21/05/2553
โรงโม ศิลาพร
CRUSHED ROCK
20/05/2553
1.40
1.45
1.50
1.55
1.60
1.65
1.70
1.75
1.80
1.85
1.90
1.95
2.00
2.05
2.10
2.15
2.20
2.25
2.30
2.35
2.40
2.45
2.50
5.0 15.0 25.0 35.0 45.0
CBR (%)
DR
Y D
EN
SIT
Y (t
/m³)
DATAMAIN\LABTEST\LAB CBR\CBR-Silaporn-19-02-2010.xls
Table 12
Water Analysis Test Data
Sample sheet
GROUND WATER QUALITY ANALYSIS REPORT
Coordination : INFRATECH ASIM CO., LTD.
Sampling Source : Saraburi B Cogeneration Co., Ltd. (Saraburi)
Monitoring Date : February 25, 2010
Monitored by : Health & Envitech Co., Ltd.
Report Date : March 6, 2010
Ref. No. : H.E. 371/2010
STANDARD METHOD OF GROUND WATER SAMPLING AND ANALYSIS
PARAMETER SAMPLING AND ANALYTICAL METHOD
pH Grab Sampling, pH Meter
Calcium (Ca) Grab Sampling, Direct Aspiration, Atomic Absorption
Magnesium (Mg) Grab Sampling, Direct Aspiration, Atomic Absorption
Manganese (Mn) Grab Sampling, Direct Aspiration, Atomic Absorption
Chloride (Cl) Grab Sampling, Ion-Selective Electrode
Total Hardness (as CaCO3) Grab Sampling, EDTA Titrimetric
Iron (Fe) Grab Sampling, Direct Aspiration, Atomic Absorption
Potassium (K) Grab Sampling, Direct Aspiration, Atomic Absorption
Sodium (Na) Grab Sampling, Direct Aspiration, Atomic Absorption
Nitrate (NO3) Grab Sampling, Nitrate Electrode Method
Sulfate (SO4) Grab Sampling, Iodometric
Carbon dioxide (CO2) as Carbonate (CO3) Grab Sampling, EDTA Titrimetric
Phosphate (PO4) Grab Sampling, Vanadomolybdophosphoric acid, Colorimetric
Silica (Si) Grab Sampling, Molybdosilicate Method, Direct Aspiration, Atomic
Absorption
.………..…………………… .………..……………………
(Prasart Chiaplaem) (Rung Rittiyan)
Laboratory No. �-152-�-3213 Laboratory No. �-152-�-3214
GROUND WATER QUALITY ANALYSIS RESULTS
STARDARD
SOURCE PARAMETER UNIT DETECTED
VALUE Suitable
allowance
Max.
allowable
Saraburi B Cogeneation Co., Ltd. pH - 6.7 7.0 – 8.5 6.5 – 9.2
Calcium (Ca) mg/l 0.186 - -
Magnesium (Mg) mg/l 2.400 - -
Manganese (Mn) mg/l *2.234 � 0.3 � 0.5
Chloride (Cl) mg/l 42 � 250 � 600
Total Hardness (as CaCO3) mg/l 152 � 300 � 500
Iron (Fe) mg/l *2.421 � 0.5 � 1.0
Potassium (K) mg/l 0.038 - -
Sodium (Na) mg/l 1.502 - -
Nitrate (NO3) mg/l 0.280 � 45 � 45 Sulfate (SO4) mg/l 4.276 � 200 � 250
Carbon dioxide (CO2) as
Carbonate (CO3) mg/l 253 - -
Phosphate (PO4) mg/l 4.276 - -
Silica (Si) mg/l 35.783 - -
*Over standard limit Remark
1. Standard: Notification of the Ministry of Natural Resources and Environment B.E. 2551 (2008), issued under The
Ground Water Act B.E. 2520 (1977), published in the Royal Government Gazette, Vol. 125, Special Part 85 �. dated May 21, B.E.
2551 (2008).
2. Test results will be applicable only for the brought samples.
3. Do not copy partial of this analysis report without official approval.
4. Definition
mg/l : milligrams per liter
.………..…………………… .………..……………………
(Prasart Chiaplaem) (Rung Rittiyan)
Registered Lab. Controller Managing Director
Laboratory No. �-152-�-3213 Health & Envitech Co., Ltd.
Registered Lab No. �-152