KCT Consultancy Services, Ahmedabad
GUJARAT NARMADA VALLEY FERTILIZER CO. LTD.
(GNFC Ltd)
TECHNICAL REPORT
OF
GEOTECHNICAL INVESTIGATION
FOR
PROPOSED TDI PLANT AT VILLAGE RAHIYAD, DAHEJ
BY:
DR.K.C.THAKER B.E.(CIVIL) ; M.TECH (S.M.); ( I . I .T, BOMBAY) Ph.D.( I . I .T., BOMBAY);F. I .E.( INDIA);F. I .G.S.
K.K.THAKER B.E. (CIVIL) ; M.E (GEOTECH); M.B.A. (FINANCE) M.I .E(INDIA); M.I .G.S.;M.G.I .C.E.A.
KCT Consultancy Services OFFICE :
Plot no.1,Sayona Silver Estate-Part I I , Behind Si lver Oak Club, Beside Auda Water Tank Opp. Sarjan RMC Plant,
Gota, Ahmedabad 382 481 Phone :- (079) 65103088/89/90, 9825064378
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GEOTECHNICAL INVESTIGATION REPORT FOR PROPOSED TDI PLANT AT VILLAGE RAHIYAD, DAHEJ 1.0 Introduction The report is presented herewith analyses based on thorough study of the geotechnical
investigation results. The detailed scope of work was decided in consultation with Officials
of GNFC. A complete geotechnical investigation was undertaken by us to obtain the
required subsurface information to study and to indicate the nature and behavior of soil
under the application of loads of proposed structures of TDI Project and Power Plant at
village Rahiyad, dahej, Gujarat.
For foundation analysis of the structure on the site, It is necessary 1. To determine the soil profile of the site 2. To know physical properties and strength characteristics of soil at various depths. For this purpose, GNFC entrusted the geotechnical investigation to us. The following points were decided. 1. No. Bore hole – 39 2. Standard penetration tests at different interval. 3. Collection of disturbed samples and Undisturbed samples at different interval. 4. To find physical properties and strength characteristics of undisturbed samples. 5. To find physical properties of disturbed samples. 6. To locate ground water table. 7. Interpretation of results, Analysis and Recommendations. 1.1 Based on the above points the detailed Geotechnical Investigation Program included the following: (A) Field Investigation 1. Drilling of exploratory bore hole. 2. Collection of soil samples ( Disturbed and Undisturbed ) 3. Conducting Standard Penetration Test. 4. Conducting Static Cone Penetration Test. 5. Conducting Dynamic cone Penetration Test. 6. Conducting Electrical Resistivity Test. 7. Conducting Block Vibration Test.
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(B) Laboratory Investigation 1. Bulk Density and moisture content
2. Grain size analysis
3. Atterberg’s limits and classification of soil
4. Shear tests ( Triaxial shear test)
5. Consolidation tests
6. Unconfined Compression Test
7. Permeability Test
8. CBR Tests (C) Recommendations Based on above investigations, the results are to be obtained. The findings would be based on interpretation of Results, analysis and computations as per relevant Indian standards. 2.0 Field Investigation 2.1 Boring The exploratory boreholes of 150mm size diameter were drilled by Auger and shell as well as Rotary drilling method. The depth of the test bore at the proposed location is as under:
Co-ordinates Bore Hole No.
Northing Easting
Depth Investigated (m)
BH-1 350 1050 15
BH-2 437 920 15
BH-3 366 800 15
BH-4 264 730 15
BH-5 360 592 15
BH-6 287 600 15
BH-7 250 182 15
BH-8 254 220 15
BH-9 310 211 15
BH-10 427 724 15
BH-11 127 215 15
BH-12 S=200 200 15
BH-13 188.5 1148.5 15
BH-14 173 750 15
BH-15 S=75 200 15
BH-16 S=50 350 15
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Co-ordinates Bore Hole No. Northing Easting
Depth Investigated (m)
BH-17 173 550 15
BH-18 415 1386.5 15
BH-19 274 872 15
BH-20 319 800 15
BH-21 182 480 15
BH-22 173 637.5 15
BH-23 184 219 15
BH-24 300 346 15
BH-25 380 209 15
BH-26 100 612 15
BH-27 439 484 15
BH-28 100 350 15
BH-29 450 591 15
BH-30 350 900 15
BH-31 270 940 15
BH-32 450 1060 15
BH-33 270 1376 15
BH-34 207 1348 15
BH-35 274 1427.5 15
BH-36 200 1453 15
BH-37 25 200 15
BH-38 475 875 15
BH-39 475 950 15 2.2 Sampling 2.2.1 Disturbed samples Disturbed samples were collected during boring and from the split spoon sampler. The samples recovered were logged, labeled and placed in polyethylene bags and sent to laboratory for testing. 2.2.2 Undisturbed samples Undisturbed soil samples were collected in thin walled Shelby tubes as per IS 2132. The
samples were sealed with wax, labeled and transported to our laboratory at Gota,
Ahmedabad for testing.
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2.2.3 Standard penetration test The standard penetration tests were conduct in accordance with IS: 2131-1981. The test results show, N – Value, the blow counts of last 30 cm penetration of split spoon sampler with 63.5 kg hammer falling from 76 cm height. 2.2.4 Geophysical Survey In all geophysical surveys, Electrical Resistivity method is best and reliable to know geological formation of the the area. All geological formations possess properties called electrical resistivity when the current flows through them. Resistivity thus is defined as the resistance offered by a unit cube of material to direct current flowing through it in a direction perpendicular to two of its opposite faces. The numerical value of the resistivity is expressed in ohm. m in general. Thus the electrical resistivity is principally based on the study of resistance offered by the sub-surface formation to the flow of current. The study in turns helps in evaluation of the characteristic of the sub surface layers in terms of electrical resistivity. Vertical electrical soundings (VES) have been conducted by using resistivity meter of I G I S make direct current in deployed during survey. Two metal stakes called current electrodes into the sub surface transmit the current and the potential response is observed by means two copper electrodes called potential electrodes. Apparent resistivity is calculated from the equation:-
ρ = 2πSR
K = 2πS = Geometric factor for electrode spacing (winner method) R = Resistance in Ohms S = Spacing between adjacent electrodes in (m)
ρ = Resistivity in ohm - m. 2.2.5 Static Cone Penetration Test The Cone with an Apex angle of 600, and with end area of 10cm2 cone is pushed downward at steady rate of 10mm per second by applying thrust for obtaining the resistance. The sleeve is pushed onto the cone and both are driven to gather into the soil and the combined resistance is also determined. The resistance both sleeve alone is obtained by subtracting the cone resistance from the combined resistance. Thus Cone and frictional resistance of the soil are determined. To use the data of Cone penetration test effectively, some reliable calibration is required like comparing the result with those obtained from conventional tests conducted on UDS or by comparing it with SPT results. After obtaining co relation between cone penetration
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resistance and N value Numerical model was made in order to extrapolate the results of SCPT. 2.2.6 Dynamic cone penetration tests The Dynamic Cone Penetration Tests were performed by using 62.5mm cone as per IS : 4968 Part – I. The nos. of blows for every 10cm penetration by 65 kg hammer falling through a height of 75cm were recorded and the nos. of blows required for 30cm penetration is taken as dynamic cone resistance (Ncbr) 3.0 Laboratory investigation The following laboratory tests were conducted on undisturbed and disturbed soil samples; collected form various depths to find physical properties and strength characteristics. For measurements of soil properties in the laboratory the following table lists various laboratory tests, which were conducted in the laboratory.
Tests Recomnd procedure Type Samples 1. Sample Preparation IS 2720 Pt I DS / UDS2. Moisture Content IS 2720 Pt II DS / UDS3. Dry Unit Weight LAMBE UDS4. Specific Gravity IS 2720 Pt III DS5. Liquid Limit IS 2720 DS6. Plastic Limit IS 2720 Pt V DS7. Grain Size Analysis IS 2720 Pt IV DS8. Soil Classification IS 1498 DS / UDS9. Triaxial / Direct shear test IS 2720 Pt XI and Pt XIII UDS10. Consolidation test IS 2720 Pt XV UDS11. Permeability test IS 2720 Pt-XVII UDS
4.0 Results (1) The Location plan of Bore hole is shown in fig no. 1 (2) The bore log details of Bore hole are shown in fig no. 2 to 40 (3) The results of Static cone penetration tests are given in fig no. 41 to 57 (4) The results of Block vibration tests are given in fig no. 58 & 59 (5) The results of electrical resistivity tests are given in fig no. 60 to 66 (6) The results of Dynamic cone penetration tests are shown in fig no. 67 to 76 (7) The results of laboratory permeability of Bore hole are given in table no.1 (8) The results of chemical analysis are given in table no. 2 & 3 (9) The Laboratory test results of Bore hole are appended in table no. 4 to 42
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5.0 General stratification From existing ground level to a depth varying up to 7.0m Blackish brown, fine grained, stiff to very stiff, silty clays of high plasticity with occasional gravels and with medium to high swelling potential is encountered. The underlying layer upto a depth of 11.0m consists of dark brownish, fine grained, dense to very dense, clayey silty sand with gravels. Dark brownish, fine grained, very hard, silty clays are found thereafter up to the depth investigation i.e. 15m. The general stratification is more or less uniform, however, consistency of soil at probable founding level was found to change and therefore conservative shear parameters were considered for founding out safe bearing pressure for different structures. 6.0 Computation of Safe Bearing Capacity For various frame structure buildings, for light to moderately loaded equipment foundations and for other miscellanies ancillary structures shallow foundations are recommended. In case of clays of high plasticity with expansive characteristics, the water molecules can be dragged between inter layers due to differential electrical potentials and results into heaving of expanding lattice in the C direction. When heaving of these particles is prevented under application of force, swelling pressure is exerted. These repeated cycles of swelling and shrinking due to moisture variation, may result into distress to the structure and differential settlement. In order to counteract heave, a small magnitude of Newtonian weight of 1.5m to 2.0m thick overburden soil coupled with high magnitude of cohesive bonds make the expansive soil deposit exhibit no volume change beyond 1.5 to 2.0m depth. An expansive soil deposit unlike conventional deposit exhibits 2 distinct zones with depth i.e. Volume change zone (up to 2.0m) and self equilibrating zone (beyond 2.0m depth). Thus the shallow foundation in such expansive clays of high plasticity shall be kept beyond 2.0m depth irrespective of value of SBC at depth shallower than 2.0m in order to avoid undesirable consequences of volume change of foundation soils. Therefore minimum depth of foundation is suggested at 2.0m. The safe bearing capacity and the correspondence settlement are worked out by grouping the data of various boreholes and by taking the conservative value out of the set of results. The safe bearing capacity of isolated footings of various widths at various depths is appended in Appendices1 to 4. For large water and liquid storage structures raft foundations are recommended and settlement criteria is expected to govern the allowable bearing pressure. The allowable
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bearing pressure considering the settlement criteria is worked out and appended in Appendices 5 to 8 based on total probable settlement as per the guide line of IS:1904. For tall structures like flare stack and some of the heavily loaded equipment foundations pile foundations are recommended. The safe load of piles both under reamed and bored cast in situ straight piles in compression, uplift and shear is appended in appendices 9 to 19. 7.0 Conclusions 1. For majority of the frame structures, light to moderately loaded equipment foundation
and for other ancillary structure isolated footing are recommended. For storage reservoirs Raft foundations are recommended. For very tall and heavily loaded structures pile foundations are recommended. The safe bearing and the corresponding settlement are calculated and appended in appendices 1 to 19.
2. Depth of shallow foundations shall not be less than 2.0m. A 300mm thick layer of compacted clean coarse sand shall be provided below the bottom foundations. Any structural component shall not be in contact with clays of high plasticity. The excavated soil shall not be used for backfilling in the foundation trenches, in plinth of the structure and in sub base of pavements. For backfilling purpose either cohesive non swelling soil or non cohesive granular soil or sand shall be used. In case of roads and pavements all filled up soil if any, shall be removed and replaced by cohesive no swelling soil with thickness more than 75 cm. The excavation may remain vertical only for short duration during construction, therefore, for deep foundations, suitable side slope in excavation and any measures if required and so far as is reasonably practicable shall be provided to prevent dislodgement of earth or any other material forming the side of excavation.
3. Aprons/Plinth protection of 1 to 1.5m widths and having sufficient cross slope shall be provided all around the structures. A layer of compacted clean coarse sand of 250mm thickness shall be provided below such aprons. Similarly in the plinths of the building a layer of 300mm thickness of well compacted coarse sand shall be provided below the floor finish layers. The area surrounding the structures shall be provided with sufficient gradients to avoid stagnations of runoff water. Septic tanks, under ground water tanks and water seeking trees shall be kept at least at a 50m from building.
4. From the results of chemical analysis, it can be concluded that, the subsoil falls in class – I, of Table no. 4, clauses 8.2.2.4 and 9.1.2 of IS:456 therefore Ordinary Portland cement or blended cements may be used for is RCC in foundation structures. Special precautions are not required.
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5. Drainage property of soil is poor in case of clays of high plasticity and silts of high plasticity, fair to poor in clayey sand and good in case of silty sand.
6. Ground water table is encountered at approximately 6.10m to 6.45m depth during investigation in all boreholes, which may rise by about 2.0 m in monsoon.
7. The dynamic parameters obtained from BVT are as follows, Coefficients (in kg / cm3) of : Elastic Uniform Compression Cu -1.38
Elastic Uniform Shear Cτ -0.69
Elastic non Uniform Compression Cφ−2.39
Elastic non Uniform Shear Cψ−1.04 Modulus of Rigidity in kg / cm2 G-149.6 Modulus of Elasticity in kg / cm2 E-418.8
8. The relation of results of SCPT and DCPT with that of SPT are as follows,
Relation between DCPT and SPT N Value
Depth (m) SPT N Value DCPT Ncbr
0-3.0 1 1.05 N
3.0-6.0 1 4.6 N
Relation between DCPT and SPT N Value
Depth (m) SPT N Value SCPT
0-3.0 1 288 N
3.0-6.0 1 206 N
9. The comments given in this report and the opinion expressed are based on the ground conditions encountered during site work and on the results of tests made in field and in the laboratory. There may however, special conditions prevailing at the site which have not been disclosed by the investigation and which have not been taken in to account in the report. Any variation in stratification in any of the foundation location shall be studied thoroughly before executing the foundation work.
(K K Thaker) (Dr. K C Thaker)
Sr.
Length Width C φ Nc Nq - 1 Nγ Sc Sq Sγ dc dq dγ ic iq iγ γ 0.5 γ
No. m m m Kg/cm2 degree gm/cc Wq Wγ t / m2
1 2.00 2.00 2.00 0.58 9 6.82 0.72 0.57 1.30 1.20 0.80 1.22 1.00 1.00 1.00 1.00 1.00 1.71 0.86 1.00 1.00 18
2 3.00 3.00 2.00 0.58 9 6.82 0.72 0.57 1.30 1.20 0.80 1.15 1.00 1.00 1.00 1.00 1.00 1.71 0.86 1.00 1.00 17
3 4.00 4.00 2.00 0.58 9 6.82 0.72 0.57 1.30 1.20 0.80 1.11 1.00 1.00 1.00 1.00 1.00 1.71 0.86 1.00 1.00 17
4 5.00 5.00 2.00 0.58 9 6.82 0.72 0.57 1.30 1.20 0.80 1.09 1.00 1.00 1.00 1.00 1.00 1.71 0.86 1.00 0.95 17
5 2.00 2.00 2.50 0.58 9 6.82 0.72 0.57 1.30 1.20 0.80 1.28 1.00 1.00 1.00 1.00 1.00 1.71 0.86 1.00 1.00 19
6 3.00 3.00 2.50 0.58 9 6.82 0.72 0.57 1.30 1.20 0.80 1.19 1.00 1.00 1.00 1.00 1.00 1.71 0.86 1.00 1.00 18
7 4.00 4.00 2.50 0.58 9 6.82 0.72 0.57 1.30 1.20 0.80 1.14 1.00 1.00 1.00 1.00 1.00 1.71 0.86 1.00 1.00 18
8 5.00 5.00 2.50 0.58 9 6.82 0.72 0.57 1.30 1.20 0.80 1.11 1.00 1.00 1.00 1.00 1.00 1.71 0.86 1.00 0.90 17
9 2.00 2.00 3.00 0.58 9 6.82 0.72 0.57 1.30 1.20 0.80 1.33 1.00 1.00 1.00 1.00 1.00 1.71 0.86 1.00 1.00 20
10 3.00 3.00 3.00 0.58 9 6.82 0.72 0.57 1.30 1.20 0.80 1.22 1.00 1.00 1.00 1.00 1.00 1.71 0.86 1.00 1.00 19
11 4.00 4.00 3.00 0.58 9 6.82 0.72 0.57 1.30 1.20 0.80 1.17 1.00 1.00 1.00 1.00 1.00 1.71 0.86 1.00 0.94 18
12 5.00 5.00 3.00 0.58 9 6.82 0.72 0.57 1.30 1.20 0.80 1.13 1.00 1.00 1.00 1.00 1.00 1.71 0.86 1.00 0.85 18
Proposed structures of Power Plant under TDI Project at Rahiyad, Dahej for GNFCFor Isolated Square Footing
Project :
Depth of Foundation
KCT Consultancy Services, AhmedabadAPPENDIX - 1
Calculation of net Safe Bearing Capacity Based on Shear Parameters C - φ as per IS : 6403qu = 1 / FS [ 2 / 3 C Nc dc Sc ic + γd (Nq - 1) Sq dq iq Wq + 0.5 γ B Nγ Sγ dγ iγ Wγ ]
Depth Factors Inclination Factors Unit Weight Safe Bearing Capacity
Size of Foundation Shear Parameter Bearing Capacity Factors Shape Factors Water Table Correction
Note :-
1) Factor of safety is 2.5
2) Depth of foundation shall be from E G L
Sr. No. Comp Index Cc
Depth ofFooting D
Width ofFooting B
H Voids Ratio e0
Field Density γ
d p0 SBC Δp (Δp+p0)/p0 Correction for depth
Consolidation Settlement Sc
m m m gm / cc m T / m2 T / m2 T / m2 mm
1 0.12 2.00 2.00 4.00 0.73 1.71 4.00 6.84 18 4.57 1.67 0.5 0.73 22.5
2 0.12 2.00 3.00 6.00 0.73 1.71 5.00 8.55 17 4.35 1.51 0.5 0.80 29.6
3 0.12 2.00 4.00 8.00 0.73 1.71 6.00 10.26 17 4.26 1.42 0.5 0.85 35.6
4 0.12 2.00 5.00 8.00 0.73 1.71 6.00 10.26 17 5.21 1.51 0.5 0.88 43.7
5 0.12 2.50 2.00 4.00 0.73 1.71 4.50 7.70 19 4.83 1.63 0.5 0.73 21.4
6 0.12 2.50 3.00 6.00 0.73 1.71 5.50 9.41 18 4.55 1.48 0.5 0.75 26.9
7 0.12 2.50 4.00 7.50 0.73 1.71 6.25 10.69 18 4.72 1.44 0.5 0.81 33.4
8 0.12 2.50 5.00 7.00 0.73 1.71 6.00 10.26 17 6.03 1.59 0.5 0.85 41.4
9 0.12 3.00 2.00 4.00 0.73 1.71 5.00 8.55 20 5.09 1.60 0.5 0.73 20.5
10 0.12 3.00 3.00 6.00 0.73 1.71 6.00 10.26 19 4.75 1.46 0.5 0.73 25.1
11 0.12 3.00 4.00 7.00 0.73 1.71 6.50 11.12 18 5.22 1.47 0.5 0.77 31.4
12 0.12 3.00 5.00 7.00 0.73 1.71 6.50 11.12 18 6.22 1.56 0.5 0.82 38.3
λ factor related topore pressure parameter
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Calculation of Settlement as per IS : 8009
Settlement SC = { ( CC H ) / ( 1 + e0 ) } log10 { ( P0 + ΔP ) / P0 }
Project:- Proposed structures of Power Plant under TDI Project at Rahiyad, Dahej for GNFC
Sr.
Length Width C φ Nc Nq - 1 Nγ Sc Sq Sγ dc dq dγ ic iq iγ γ 0.5 γ
No. m m m Kg/cm2 degree gm/cc Wq Wγ t / m2
1 2.00 2.00 2.00 0.41 8 6.60 0.62 0.49 1.30 1.20 0.80 1.22 1.00 1.00 1.00 1.00 1.00 1.65 0.83 1.00 1.00 13
2 2.50 2.50 2.00 0.41 8 6.60 0.62 0.49 1.30 1.20 0.80 1.18 1.00 1.00 1.00 1.00 1.00 1.65 0.83 1.00 1.00 12
3 3.00 3.00 2.00 0.41 8 6.60 0.62 0.49 1.30 1.20 0.80 1.15 1.00 1.00 1.00 1.00 1.00 1.65 0.83 1.00 1.00 12
4 3.50 3.50 2.00 0.41 8 6.60 0.62 0.49 1.30 1.20 0.80 1.13 1.00 1.00 1.00 1.00 1.00 1.65 0.83 1.00 1.00 12
5 2.00 2.00 2.50 0.41 8 6.60 0.62 0.49 1.30 1.20 0.80 1.27 1.00 1.00 1.00 1.00 1.00 1.65 0.83 1.00 1.00 13
6 2.50 2.50 2.50 0.41 8 6.60 0.62 0.49 1.30 1.20 0.80 1.22 1.00 1.00 1.00 1.00 1.00 1.65 0.83 1.00 1.00 13
7 3.00 3.00 2.50 0.41 8 6.60 0.62 0.49 1.30 1.20 0.80 1.18 1.00 1.00 1.00 1.00 1.00 1.65 0.83 1.00 1.00 13
8 3.50 3.50 2.50 0.41 8 6.60 0.62 0.49 1.30 1.20 0.80 1.16 1.00 1.00 1.00 1.00 1.00 1.65 0.83 1.00 1.00 13
9 2.00 2.00 3.00 0.41 8 6.60 0.62 0.49 1.30 1.20 0.80 1.33 1.00 1.00 1.00 1.00 1.00 1.65 0.83 1.00 1.00 14
10 2.50 2.50 3.00 0.41 8 6.60 0.62 0.49 1.30 1.20 0.80 1.26 1.00 1.00 1.00 1.00 1.00 1.65 0.83 1.00 1.00 14
11 3.00 3.00 3.00 0.41 8 6.60 0.62 0.49 1.30 1.20 0.80 1.22 1.00 1.00 1.00 1.00 1.00 1.65 0.83 1.00 1.00 13
12 3.50 3.50 3.00 0.41 8 6.60 0.62 0.49 1.30 1.20 0.80 1.19 1.00 1.00 1.00 1.00 1.00 1.65 0.83 1.00 0.93 13
1) Factor of safety is 2.5
2) Depth of foundation shall be from E G L
Depth of Foundation
Water Table Correction
Bearing Capacity Factors Shape Factors
Note :-
Proposed structure under TDI Project of GNFC at Rahiyad, DahejFor Isolated Square Footing
Project :
Depth Factors Inclination Factors Unit Weight Safe Bearing Capacity
Size of Foundation Shear Parameter
KCT Consultancy Services, AhmedabadAPPENDIX - 2 (for 702 C, D, E, F, G)
Calculation of net Safe Bearing Capacity Based on Shear Parameters C - φqu = 1 / FS [ 2 / 3 C Nc dc Sc ic + γd (Nq - 1) Sq dq iq Wq + 0.5 γ B Nγ Sγ dγ iγ Wγ ]
Sr. No.
123456789
101112
Sr. No. Comp Index Cc
Depth of Footing D
Width of Footing B
Thickness of Compressible
Stratum H
Voids Ratio e0
Field Density γ
Depth of centre of
compressible layer d
Initial Effective
Pressure at mid ht. of
comp. layer p0
SBC Pressure Increment
Δp
(Δp+p0)/p0 Correction for depth
Consolidation Settlement Sc
Total Settlement, S
= Si + Sc
m m m gm / cc m T / m2 T / m2 T / m2 mm mm
1 0.17 2.00 2.00 4.00 0.76 1.65 4.00 6.60 13 3.17 1.48 0.7 0.73 33.5 39.52 0.17 2.00 2.50 5.00 0.76 1.65 4.50 7.43 12 3.08 1.42 0.7 0.76 38.8 46.33 0.17 2.00 3.00 6.00 0.76 1.65 5.00 8.25 12 3.03 1.37 0.7 0.80 43.8 53.14 0.17 2.00 3.50 7.00 0.76 1.65 5.50 9.08 12 3.00 1.33 0.7 0.83 48.4 59.55 0.17 2.50 2.00 4.00 0.76 1.65 4.50 7.43 13 3.36 1.45 0.7 0.73 31.9 38.26 0.17 2.50 2.50 5.00 0.76 1.65 5.00 8.25 13 3.25 1.39 0.7 0.73 35.5 43.17 0.17 2.50 3.00 6.00 0.76 1.65 5.50 9.08 13 3.18 1.35 0.7 0.75 39.8 49.08 0.17 2.50 3.50 7.00 0.76 1.65 6.00 9.90 13 3.13 1.32 0.7 0.78 44.2 55.29 0.17 3.00 2.00 4.00 0.76 1.65 5.00 8.25 14 3.55 1.43 0.7 0.73 30.6 37.3
10 0.17 3.00 2.50 5.00 0.76 1.65 5.50 9.08 14 3.41 1.38 0.7 0.73 34.1 42.111 0.17 3.00 3.00 6.00 0.76 1.65 6.00 9.90 13 3.33 1.34 0.7 0.73 37.1 46.512 0.17 3.00 3.50 7.00 0.76 1.65 6.50 10.73 13 3.26 1.30 0.7 0.75 40.8 51.8
Calculation of Total Settlement corresponding to SBC calculated in APPENDIX - 2 (for 702 C, D, E, F, G)
KCT Consultancy Services, AhmedabadCalculation of Settlement as per IS : 8009
Settlement SC = { ( CC H ) / ( 1 + e0 ) } log10 { ( P0 + ΔP ) / P0 }
11.0
8.09.3
6.37.69.211.06.6
Immediate Settlement Si
mm5.97.5
0.730.73
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Calculation of Immediate Settlement as per IS : 8009Si = Cd qnet B { ( 1 - μ 2 ) / E }
Project:- Proposed structure under TDI Project of GNFC at Rahiyad, Dahej
0.800.83
9.311.1
0.750.780.730.73
Correction for depth
0.730.76
0.730.75
275.0275.0
275.0275.0275.0275.0
0.400.40
Modulus of Elasticityof Soil E
Kg / cm2
275.0275.0275.0275.0275.0275.0
0.400.400.400.40
1.051.05
Poisson's Ratio μ
0.400.400.400.400.400.40
1.051.051.051.05
1313
Shape & Rigidfactor Cd
1.051.051.051.051.051.05
13131414
3.003.50
Net Intensity ofPressure qnet
T / m2
131212121313
3.003.502.002.50
3.003.502.002.50
Width of Footing B
m2.002.50
λ factor related to
pore pressure
parameter
Project:- Proposed structure under TDI Project of GNFC at Rahiyad, Dahej
Sr.
Length Width C φ Nc Nq - 1 Nγ Sc Sq Sγ dc dq dγ ic iq iγ γ 0.5 γ
No. m m m Kg/cm2 degree gm/cc Wq Wγ t / m2
1 2.00 2.00 2.00 0.39 9 6.82 0.72 0.57 1.30 1.20 0.80 1.22 1.00 1.00 1.00 1.00 1.00 1.69 0.85 1.00 1.00 13
2 2.50 2.50 2.00 0.39 9 6.82 0.72 0.57 1.30 1.20 0.80 1.18 1.00 1.00 1.00 1.00 1.00 1.69 0.85 1.00 1.00 12
3 3.00 3.00 2.00 0.39 9 6.82 0.72 0.57 1.30 1.20 0.80 1.15 1.00 1.00 1.00 1.00 1.00 1.69 0.85 1.00 1.00 12
4 3.50 3.50 2.00 0.39 9 6.82 0.72 0.57 1.30 1.20 0.80 1.13 1.00 1.00 1.00 1.00 1.00 1.69 0.85 1.00 1.00 12
5 2.00 2.00 2.50 0.39 9 6.82 0.72 0.57 1.30 1.20 0.80 1.28 1.00 1.00 1.00 1.00 1.00 1.69 0.85 1.00 1.00 14
6 2.50 2.50 2.50 0.39 9 6.82 0.72 0.57 1.30 1.20 0.80 1.22 1.00 1.00 1.00 1.00 1.00 1.69 0.85 1.00 1.00 13
7 3.00 3.00 2.50 0.39 9 6.82 0.72 0.57 1.30 1.20 0.80 1.19 1.00 1.00 1.00 1.00 1.00 1.69 0.85 1.00 1.00 13
8 3.50 3.50 2.50 0.39 9 6.82 0.72 0.57 1.30 1.20 0.80 1.16 1.00 1.00 1.00 1.00 1.00 1.69 0.85 1.00 1.00 13
9 2.00 2.00 3.00 0.39 9 6.82 0.72 0.57 1.30 1.20 0.80 1.33 1.00 1.00 1.00 1.00 1.00 1.69 0.85 1.00 1.00 14
10 2.50 2.50 3.00 0.39 9 6.82 0.72 0.57 1.30 1.20 0.80 1.27 1.00 1.00 1.00 1.00 1.00 1.69 0.85 1.00 1.00 14
11 3.00 3.00 3.00 0.39 9 6.82 0.72 0.57 1.30 1.20 0.80 1.22 1.00 1.00 1.00 1.00 1.00 1.69 0.85 1.00 1.00 13
12 3.50 3.50 3.00 0.39 9 6.82 0.72 0.57 1.30 1.20 0.80 1.19 1.00 1.00 1.00 1.00 1.00 1.69 0.85 1.00 0.93 13
1) Factor of safety is 2.5
2) Depth of foundation shall be from E G L
Depth of Foundation
Water Table Correction
Bearing Capacity Factors Shape Factors
Note :-
Proposed structure under TDI Project of GNFC at Rahiyad, DahejFor Isolated Square Footing
Project :
Depth Factors Inclination Factors Unit Weight Safe Bearing Capacity
Size of Foundation Shear Parameter
KCT Consultancy Services, AhmedabadAPPENDIX - 3 (for all structures between grid E 450 to E 1100)
Calculation of net Safe Bearing Capacity Based on Shear Parameters C - φqu = 1 / FS [ 2 / 3 C Nc dc Sc ic + γd (Nq - 1) Sq dq iq Wq + 0.5 γ B Nγ Sγ dγ iγ Wγ ]
Sr. No.
123456789
101112
Sr. No. Comp Index Cc
Depth of Footing D
Width of Footing B
Thickness of Compressible
Stratum H
Voids Ratio e0
Field Density γ
Depth of centre of
compressible layer d
Initial Effective
Pressure at mid ht. of
comp. layer p0
SBC Pressure Increment
Δp
(Δp+p0)/p0 Correction for depth
Consolidation Settlement Sc
Total Settlement, S
= Si + Sc
m m m gm / cc m T / m2 T / m2 T / m2 mm mm
1 0.16 2.00 2.00 4.00 0.76 1.69 4.00 6.76 13 3.19 1.47 0.7 0.73 31.1 36.32 0.16 2.00 2.50 5.00 0.76 1.69 4.50 7.61 12 3.10 1.41 0.7 0.76 35.9 42.53 0.16 2.00 3.00 6.00 0.76 1.69 5.00 8.45 12 3.06 1.36 0.7 0.80 40.7 48.84 0.16 2.00 3.50 7.00 0.76 1.69 5.50 9.30 12 3.03 1.33 0.7 0.83 44.9 54.75 0.16 2.50 2.00 4.00 0.76 1.69 4.50 7.61 14 3.39 1.45 0.7 0.73 29.6 35.26 0.16 2.50 2.50 5.00 0.76 1.69 5.00 8.45 13 3.28 1.39 0.7 0.73 33.0 39.77 0.16 2.50 3.00 6.00 0.76 1.69 5.50 9.30 13 3.21 1.35 0.7 0.75 37.0 45.28 0.16 2.50 3.50 7.00 0.76 1.69 6.00 10.14 13 3.17 1.31 0.7 0.78 41.1 50.89 0.16 3.00 2.00 4.00 0.76 1.69 5.00 8.45 14 3.59 1.42 0.7 0.73 28.5 34.3
10 0.16 3.00 2.50 5.00 0.76 1.69 5.50 9.30 14 3.46 1.37 0.7 0.73 31.8 38.811 0.16 3.00 3.00 6.00 0.76 1.69 6.00 10.14 13 3.37 1.33 0.7 0.73 34.6 42.912 0.16 3.00 3.50 7.00 0.76 1.69 6.50 10.99 13 3.31 1.30 0.7 0.75 38.1 47.8
Calculation of Total Settlement corresponding to SBC calculated in APPENDIX - 4 (for all structures between grid E 450 to E 1100)
KCT Consultancy Services, AhmedabadCalculation of Settlement as per IS : 8009
Settlement SC = { ( CC H ) / ( 1 + e0 ) } log10 { ( P0 + ΔP ) / P0 }
9.7
7.08.2
5.56.78.19.75.8
Immediate Settlement Si
mm5.26.6
0.730.73
KCT Consultancy Services, Ahmedabad
Calculation of Immediate Settlement as per IS : 8009Si = Cd qnet B { ( 1 - μ 2 ) / E }
Project:- Proposed structure under TDI Project of GNFC at Rahiyad, Dahej
0.800.83
8.29.8
0.750.780.730.73
Correction for depth
0.730.76
0.730.75
300.0300.0
300.0300.0300.0300.0
0.450.45
Modulus of Elasticityof Soil E
Kg / cm2
300.0300.0300.0300.0300.0300.0
0.450.450.450.45
1.051.05
Poisson's Ratio μ
0.450.450.450.450.450.45
1.051.051.051.05
1313
Shape & Rigidfactor Cd
1.051.051.051.051.051.05
13131414
3.003.50
Net Intensity ofPressure qnet
T / m2
131212121413
3.003.502.002.50
3.003.502.002.50
Width of Footing B
m2.002.50
λ factor related to
pore pressure
parameter
Project:- Proposed structure under TDI Project of GNFC at Rahiyad, Dahej
Sr.
Length Width C φ Nc Nq - 1 Nγ Sc Sq Sγ dc dq dγ ic iq iγ γ 0.5 γ
No. m m m Kg/cm2 degree gm/cc Wq Wγ t / m2
1 2.00 2.00 2.00 0.38 12 7.55 1.07 0.87 1.30 1.20 0.80 1.23 1.12 1.12 1.00 1.00 1.00 1.71 0.86 1.00 1.00 15
2 2.50 2.50 2.00 0.38 12 7.55 1.07 0.87 1.30 1.20 0.80 1.18 1.09 1.09 1.00 1.00 1.00 1.71 0.86 1.00 1.00 14
3 3.00 3.00 2.00 0.38 12 7.55 1.07 0.87 1.30 1.20 0.80 1.15 1.08 1.08 1.00 1.00 1.00 1.71 0.86 1.00 1.00 14
4 3.50 3.50 2.00 0.38 12 7.55 1.07 0.87 1.30 1.20 0.80 1.13 1.07 1.07 1.00 1.00 1.00 1.71 0.86 1.00 1.00 14
5 2.00 2.00 2.50 0.38 12 7.55 1.07 0.87 1.30 1.20 0.80 1.29 1.14 1.14 1.00 1.00 1.00 1.71 0.86 1.00 1.00 16
6 2.50 2.50 2.50 0.38 12 7.55 1.07 0.87 1.30 1.20 0.80 1.23 1.12 1.12 1.00 1.00 1.00 1.71 0.86 1.00 1.00 15
7 3.00 3.00 2.50 0.38 12 7.55 1.07 0.87 1.30 1.20 0.80 1.19 1.10 1.10 1.00 1.00 1.00 1.71 0.86 1.00 1.00 15
8 3.50 3.50 2.50 0.38 12 7.55 1.07 0.87 1.30 1.20 0.80 1.16 1.08 1.08 1.00 1.00 1.00 1.71 0.86 1.00 1.00 15
9 2.00 2.00 3.00 0.38 12 7.55 1.07 0.87 1.30 1.20 0.80 1.35 1.17 1.17 1.00 1.00 1.00 1.71 0.86 1.00 1.00 17
10 2.50 2.50 3.00 0.38 12 7.55 1.07 0.87 1.30 1.20 0.80 1.28 1.14 1.14 1.00 1.00 1.00 1.71 0.86 1.00 1.00 16
11 3.00 3.00 3.00 0.38 12 7.55 1.07 0.87 1.30 1.20 0.80 1.23 1.12 1.12 1.00 1.00 1.00 1.71 0.86 1.00 1.00 16
12 3.50 3.50 3.00 0.38 12 7.55 1.07 0.87 1.30 1.20 0.80 1.20 1.10 1.10 1.00 1.00 1.00 1.71 0.86 1.00 0.93 16
1) Factor of safety is 2.5
2) Depth of foundation shall be from E G L
Depth of Foundation
Water Table Correction
Bearing Capacity Factors Shape Factors
Note :-
Proposed structure under TDI Project of GNFC at Rahiyad, DahejFor Isolated Square Footing
Project :
Depth Factors Inclination Factors Unit Weight Safe Bearing Capacity
Size of Foundation Shear Parameter
KCT Consultancy Services, AhmedabadAPPENDIX - 4 (For 321, 321 A, 110, 115 A, 115 B, 807, 810 A, 802 A, 810 A, 812, 813)
Calculation of net Safe Bearing Capacity Based on Shear Parameters C - φqu = 1 / FS [ 2 / 3 C Nc dc Sc ic + γd (Nq - 1) Sq dq iq Wq + 0.5 γ B Nγ Sγ dγ iγ Wγ ]
Sr. No. Comp Index Cc
Depth ofFooting D
Width ofFooting B
H Voids Ratio e0
Field Density γ
d p0 SBC Δp (Δp+p0)/p0 Correction for depth
Consolidation Settlement Sc
m m m gm / cc m T / m2 T / m2 T / m2 mm
1 0.15 2.00 2.00 4.00 0.77 1.71 4.00 6.84 15 3.68 1.54 0.7 0.73 32.3
2 0.15 2.00 2.50 5.00 0.77 1.71 4.50 7.70 14 3.59 1.47 0.7 0.76 37.5
3 0.15 2.00 3.00 6.00 0.77 1.71 5.00 8.55 14 3.53 1.41 0.7 0.80 42.5
4 0.15 2.00 3.50 7.00 0.77 1.71 5.50 9.41 14 3.50 1.37 0.7 0.83 47.1
5 0.15 2.50 2.00 4.00 0.77 1.71 4.50 7.70 16 3.97 1.52 0.7 0.73 31.2
6 0.15 2.50 2.50 5.00 0.77 1.71 5.00 8.55 15 3.84 1.45 0.7 0.73 34.8
7 0.15 2.50 3.00 6.00 0.77 1.71 5.50 9.41 15 3.76 1.40 0.7 0.75 39.2
8 0.15 2.50 3.50 7.00 0.77 1.71 6.00 10.26 15 3.72 1.36 0.7 0.78 43.6
9 0.15 3.00 2.00 4.00 0.77 1.71 5.00 8.55 17 4.26 1.50 0.7 0.73 30.3
10 0.15 3.00 2.50 5.00 0.77 1.71 5.50 9.41 16 4.09 1.44 0.7 0.73 33.9
11 0.15 3.00 3.00 6.00 0.77 1.71 6.00 10.26 16 3.99 1.39 0.7 0.73 37.0
12 0.15 3.00 3.50 7.00 0.77 1.71 6.50 11.12 16 3.91 1.35 0.7 0.75 40.7
λ factor related topore pressure parameter
KCT Consultancy Services, Ahmedabad
Calculation of Settlement coresponding to SBC 7
Settlement SC = { ( CC H ) / ( 1 + e0 ) } log10 { ( P0 + ΔP ) / P0 }
Project:- Proposed structure under TDI Project of GNFC at Rahiyad, Dahej
Sr. No. Comp Index Cc
Depth of Footing D
Width of Footing B
Thickness of Compressible
Stratum H
Voids Ratio e0
Field Density γ
Depth of centre of compressible
layer d
Initial Effective Pressure at mid ht. of comp. layer p0
Pressure Increment
Δp
(Δp+p0)/p0 λ factor related to
pore pressure
parameter
Correction for depth
Settlement Allowable Bearing Pressure
m m m gm / cc m T / m2 T / m2 mm T / m2
1 0.14 2.00 160.00 15.00 0.85 1.75 9.50 16.63 7.28 1.44 0.7 1.00 125 8
2 0.14 2.00 161.00 15.00 0.85 1.75 9.50 16.63 7.28 1.44 0.7 1.00 125 8
3 0.14 2.00 162.00 15.00 0.85 1.75 9.50 16.63 7.28 1.44 0.7 1.00 125 8
4 0.14 2.00 163.00 15.00 0.85 1.75 9.50 16.63 7.28 1.44 0.7 1.00 125 8
5 0.14 2.00 164.00 15.00 0.85 1.75 9.50 16.63 7.29 1.44 0.7 1.00 125 8
6 0.14 2.00 165.00 15.00 0.85 1.75 9.50 16.63 7.28 1.44 0.7 1.00 125 8
7 0.14 2.50 160.00 15.00 0.85 1.75 10.00 17.50 7.67 1.44 0.7 1.00 125 8
8 0.14 2.50 161.00 15.00 0.85 1.75 10.00 17.50 7.67 1.44 0.7 1.00 125 8
9 0.14 2.50 162.00 15.00 0.85 1.75 10.00 17.50 7.67 1.44 0.7 1.00 125 8
10 0.14 2.50 163.00 15.00 0.85 1.75 10.00 17.50 7.67 1.44 0.7 1.00 125 8
11 0.14 2.50 164.00 15.00 0.85 1.75 10.00 17.50 7.67 1.44 0.7 1.00 125 8
12 0.14 2.50 165.00 15.00 0.85 1.75 10.00 17.50 7.67 1.44 0.7 1.00 125 8
KCT Consultancy Services, Ahmedabad
Allowable Bearing Pressure for 125 mm maximum Settlement at centre of the tank for 702 AProject :- Proposed structure under TDI Project of GNFC at Rahiyad, Dahej
Appendix - 5 (For Block 702 A)
Sr. No. Comp Index Cc
Depth of Footing D
Width of Footing B
Thickness of Compressible
Stratum H
Voids Ratio e0
Field Density γ
Depth of centre of compressible
layer d
Initial Effective Pressure at mid ht. of comp. layer p0
Pressure Increment
Δp
(Δp+p0)/p0 λ factor related to
pore pressure
parameter
Correction for depth
Settlement Allowable Bearing Pressure
m m m gm / cc m T / m2 T / m2 mm T / m2
1 0.17 2.00 40.00 10.00 0.76 1.65 7.00 11.55 6.21 1.54 0.7 0.99 125 8
2 0.17 2.00 45.00 10.00 0.76 1.65 7.00 11.55 6.20 1.54 0.7 0.99 125 8
3 0.17 2.00 50.00 10.00 0.76 1.65 7.00 11.55 6.19 1.54 0.7 0.99 125 7
4 0.17 2.00 55.00 10.00 0.76 1.65 7.00 11.55 6.19 1.54 0.7 0.99 125 7
5 0.17 2.00 60.00 10.00 0.76 1.65 7.00 11.55 6.18 1.54 0.7 0.99 125 7
6 0.17 2.00 65.00 10.00 0.76 1.65 7.00 11.55 6.18 1.53 0.7 0.99 125 7
7 0.17 2.50 40.00 10.00 0.76 1.65 7.50 12.38 6.68 1.54 0.7 0.99 125 8
8 0.17 2.50 45.00 10.00 0.76 1.65 7.50 12.38 6.67 1.54 0.7 0.99 125 8
9 0.17 2.50 50.00 10.00 0.76 1.65 7.50 12.38 6.66 1.54 0.7 0.99 125 8
10 0.17 2.50 55.00 10.00 0.76 1.65 7.50 12.38 6.65 1.54 0.7 0.99 125 8
11 0.17 2.50 60.00 10.00 0.76 1.65 7.50 12.38 6.64 1.54 0.7 0.99 125 8
12 0.17 2.50 65.00 10.00 0.76 1.65 7.50 12.38 6.63 1.54 0.7 0.99 125 8
KCT Consultancy Services, Ahmedabad
Allowable Bearing Pressure for 125 mm maximum Settlement at centre of the tank for 702 BProject :- Proposed structure under TDI Project of GNFC at Rahiyad, Dahej
Appendix - 6(for 702 B)
Sr. No. Comp Index Cc
Depth of Footing D
Width of Footing B
Thickness of Compressible
Stratum H
Voids Ratio e0
Field Density γ
Depth of centre of compressible
layer d
Initial Effective Pressure at mid ht. of comp. layer p0
Pressure Increment
Δp
(Δp+p0)/p0 λ factor related to
pore pressure
parameter
Correction for depth
Settlement Allowable Bearing Pressure
m m m gm / cc m T / m2 T / m2 mm T / m2
1 0.16 2.00 24.00 10.00 0.76 1.69 7.00 11.83 5.28 1.45 0.7 0.98 100 8
2 0.16 2.00 24.50 10.00 0.76 1.69 7.00 11.83 5.28 1.45 0.7 0.98 100 8
3 0.16 2.00 25.00 10.00 0.76 1.69 7.00 11.83 5.27 1.45 0.7 0.98 100 8
4 0.16 2.00 25.50 10.00 0.76 1.69 7.00 11.83 5.27 1.45 0.7 0.98 100 8
5 0.16 2.00 26.00 10.00 0.76 1.69 7.00 11.83 5.27 1.45 0.7 0.98 100 7
6 0.16 2.00 26.50 10.00 0.76 1.69 7.00 11.83 5.27 1.45 0.7 0.98 100 7
7 0.16 2.50 24.00 10.00 0.76 1.69 7.50 12.68 5.69 1.45 0.7 0.98 100 8
8 0.16 2.50 24.50 10.00 0.76 1.69 7.50 12.68 5.69 1.45 0.7 0.98 100 8
9 0.16 2.50 25.00 10.00 0.76 1.69 7.50 12.68 5.69 1.45 0.7 0.98 100 8
10 0.16 2.50 25.50 10.00 0.76 1.69 7.50 12.68 5.68 1.45 0.7 0.98 100 8
11 0.16 2.50 26.00 10.00 0.76 1.69 7.50 12.68 5.68 1.45 0.7 0.98 100 8
12 0.16 2.50 26.50 10.00 0.76 1.69 7.50 12.68 5.68 1.45 0.7 0.98 100 8
KCT Consultancy Services, Ahmedabad
Allowable Bearing Pressure for 100 mm maximum Settlement at centre of the Cooling tower raftProject :- Proposed structure under TDI Project of GNFC at Rahiyad, Dahej
Appendix -7 (For Block 721 A)
Sr. No. Comp Index Cc
Depth of Footing D
Width of Footing B
Thickness of Compressible
Stratum H
Voids Ratio e0
Field Density γ
Depth of centre of compressible
layer d
Initial Effective Pressure at mid ht. of comp. layer p0
Pressure Increment
Δp
(Δp+p0)/p0 λ factor related to
pore pressure
parameter
Correction for depth
Settlement Allowable Bearing Pressure
m m m gm / cc m T / m2 T / m2 mm T / m2
1 0.13 2.00 9.00 7.00 0.73 1.73 5.50 9.52 3.75 1.39 0.7 0.94 50 7
2 0.13 2.00 10.00 7.00 0.73 1.73 5.50 9.52 3.72 1.39 0.7 0.95 50 7
3 0.13 2.00 11.00 7.00 0.73 1.73 5.50 9.52 3.69 1.39 0.7 0.95 50 6
4 0.13 2.00 12.00 7.00 0.73 1.73 5.50 9.52 3.67 1.39 0.7 0.96 50 6
5 0.13 2.50 9.00 7.00 0.73 1.73 6.00 10.38 4.18 1.40 0.7 0.92 50 8
6 0.13 2.50 10.00 7.00 0.73 1.73 6.00 10.38 4.14 1.40 0.7 0.93 50 8
7 0.13 2.50 11.00 7.00 0.73 1.73 6.00 10.38 4.10 1.39 0.7 0.94 50 7
8 0.13 2.50 12.00 7.00 0.73 1.73 6.00 10.38 4.07 1.39 0.7 0.95 50 7
9 0.13 3.00 9.00 7.00 0.73 1.73 6.50 11.25 4.64 1.41 0.7 0.91 50 9
10 0.13 3.00 10.00 7.00 0.73 1.73 6.50 11.25 4.58 1.41 0.7 0.92 50 8
11 0.13 3.00 11.00 7.00 0.73 1.73 6.50 11.25 4.52 1.40 0.7 0.93 50 8
12 0.13 3.00 12.00 7.00 0.73 1.73 6.50 11.25 4.48 1.40 0.7 0.93 50 7
KCT Consultancy Services, Ahmedabad
Allowable Bearing Pressure for 50 mm maximum Settlement at Flare raftProject :- Proposed structure under TDI Project of GNFC at Rahiyad, Dahej
Appendix - 8 (For Flare)
APPENDIX – 9 ( CO REFORMER BH NO 2) Calculation of Safe Load on Bored Cast in Situ Pile
(As per IS: 2911 (Part I / Sec II))
1) Design Stipulations Pile Diameter: 0.750m Existing Ground level: 0.00m Existing GWT level encountered at 6.00 m but considered at 4.00m Pile Cut-Off level: 1.50m from E.G.L Pile Termination level: 15.00m from E.G.L For maximum overburden pressure at Pile tip 15 x diameter of pile, length of pile has been taken
2) Soil Parameters Considered
Depth (m) Cohesion Kg/cm2
Angle of Internal Friction Degree
Dry density d gm/cc
SPT N Value
0.00-2.00 0.68 6 1.76 18
2.00-8.00 0.54 11 1.81 20
8.00-15.00 0.50 13 1.83 23
3) Ultimate End Bearing Capacity For Granular Soils Qeg = Ap(0.5 * D * * N + Pd * Nq) Where, Ap = Cross sectional Area = 0.4416 m2. D = Pile Stem Dia = 0.75 m = Bulk Unit Wt. of soil at Pile tip = 0.83 T/m3.
N = Bearing Capacity factor = 1.97 Pd = Effective overburden pressure at pile tip = 13.08 T/m2. Nq = Bearing Capacity factor = 10.00 Ultimate End Bearing Capacity Qeg =0.442*(0.5*0.750*0.830*1.97+13.078*10.00) =58.02 T
For Cohesive Soils Qec = Ap * Nc * Cp Where, Ap = As defined above = 0.4416 m2. Nc = Bearing Capacity factor = 9 Cp = Average Cohesion at pile tip = 5.00 T/m2.
Ultimate End Bearing Capacity Qec =0.442*5.000*9 =19.87 T Total Ultimate End Bearing Capacity Qu = Qeg + Qec = 77.89 T Pd Level for this pile= -11.250m Layer No.1 Effective overburden pressure due to this layer =2.000x1.760 =3.520T/m2.
Layer No.2 Effective overburden pressure due to this layer =2.000x1.810+4.000x (1.810-1) =6.860T/m2.
Layer No.3 Effective overburden pressure due to this layer =3.250x (1.830-1) =2.698T/m2. Total effective overburden pressure up to -11.250m level from EGL=13.078T/m2.
4) Ultimate Skin Friction Capacity For Granular Soils Qsg =
[K * Pdi * tan ( ) * Asi] for all layers
Where, K = Earth Pressure Coefficient Pdi = Effective Overburden pressure for ith layer
= Angle of wall friction for ith layer
Asi = Surface area of pile stem for ith layer For Cohesive Soils Qsc =
[ * C * As] for all layers Where,
= Reduction factor C = Average Cohesion Asi = Surface area of pile stem for ith layer
Layer no. 1: K : 1.00 Pdi : 1.76 T/m2. tan( ) : 0.11 Asi : 1.18 m2. Qsg = K*Pdi*tan( )*Asi =1.00*1.76*0.11*1.18 = 0.22 T Reduction factor( ) : 0.30 Average Cohesion(C): 6.80 T/m2. Qsc = *C*Asi =0.30*6.80*1.18 = 2.40 T Total net skin friction of this layer =[Qsg-Qsg(_ve)]+[Qsc-Qsc(_ve)] =2.62T/m2.
Layer no. 2: K : 1.00 Pdi : 6.95 T/m2. tan( ) : 0.19 Asi : 14.13 m2. Qsg = K*Pdi*tan( )*Asi =1.00*6.95*0.19*14.13 = 19.08 T Reduction factor( ) : 0.30 Average Cohesion(C): 5.40 T/m2. Qsc = *C*Asi =0.30*5.40*14.13 = 22.89 T Total net skin friction of this layer =[Qsg-Qsg(_ve)]+[Qsc-Qsc(_ve)] =41.97T/m2.
Layer no. 3: K : 1.00 Pdi : 11.73 T/m2. tan(d) : 0.23 Asi : 16.48 m2. Qsg = K*Pdi*tan( )*Asi =1.00*11.73*0.23*16.48 = 44.61 T Reduction factor( ) : 0.30 Average Cohesion(C): 5.00 T/m2. Qsc = *C*Asi =0.30*5.00*16.48 = 24.73 T Total net skin friction of this layer =[Qsg-Qsg(_ve)]+[Qsc-Qsc(_ve)] =69.34T/m2. Total Skin Friction Capacity Qus = Qsg + Qsc = 113.93 T Total Ultimate Pile Capacity Qu = Qus + Que = 191.82 T Net Ultimate Pile Capacity Qu/FOS = 76.73 T
5) Safe Load in Compression in Ton
Pile Diameter in m Pile Length below cut off level in m
0.750
13.5 76.73
18.5 96.54
23.5 116.35
Calculating safe load on pile in uplift for various diameters,
6) Safe Load in Uplift in Ton Pile Diameter in m
Pile Length below cut off level in m 0.750
13.5 45.57
18.5 65.38
23.5 85.20
7) Computation of Lateral Capacity Lateral capacity is computed based up on allowable top deflection Y = 5.0mm, having a Free Length L1 = 0.00 m. And overall nature of soil is Normally Loaded Clay for a fixed Head Pile Soil constant K2= 48.800 Kg/cm3 (From IS Code)
E = 254911.00 Kg/cm2. I = 1552368.16 cm4. R = 300.12 L1/R = 0.00 Depth of Fixity Lf = 6.5m Moment Reduction Factor m = 0.825(From IS Code) Total Ultimate Horizontal Load Capacity H [As per IS Code] =12EIY/(L1+Lf)^3 =8.50T Total Ultimate Moment Capacity M [As per IS Code] =mH (L1+Lf)/2 =22.90Tm
Calculating lateral load on pile for various diameters, Pile Diameter in m 0.750
Horizontal Load Capacity (t) 8.50
Moment Capacity ( tm ) 22.9
Depth of Fixity (m) 6.5 8) Notes: 1) Initial and routine pile load tests shall be carried out on the piles at site to confirm the capacity of pile worked out theoretically 2) For design and construction, specification of IS: 2911 (Part I) shall strictly be followed.
(K.K.Thaker)
APPENDIX – 10 ( CO reformer BH 38 )
Calculation of Safe Load on Bored Cast in Situ Pile
(As per IS: 2911 (Part I / Sec II))
I) Design Stipulations
Pile Diameter: 0.750m Existing Ground level: 0.00m Existing GWT level: Encountered at 6.00 m depth from EGL but considered at 4.00m from EGL Pile Cut-Off level: 1.500m Pile Termination level: 15.00m For maximum overburden pressure at Pile tip 15 x diameter of pile, length of pile has been taken
II) Test Data
Following parameters are considered to evaluate the safe load on pile,
Depth (m) Cohesion Kg/cm2
Angle of Internal Friction
Degree
Dry density d gm/cc
SPT N Value
0.00-7.00 0.71 10 1.75 19
7.00-10.10 0.22 26 1.85 23
10.10-15.00 0.39 17 1.84 27
3) Ultimate End Bearing Capacity For Granular Soils Qeg = Ap(0.5 * D * * N + Pd * Nq) Where, Ap = Cross sectional Area = 0.4416 m2. D = Pile Stem Dia = 0.75 m = Bulk Unit Wt. of soil at Pile tip = 0.84 T/m3.
N = Bearing Capacity factor = 3.53 Pd = Effective overburden pressure at pile tip = 12.85 T/m2. Nq = Bearing Capacity factor = 10.00 Ultimate End Bearing Capacity Qeg =0.442*(0.5*0.750*0.840*3.53+12.851*10.00) =57.24 T For Cohesive Soils Qec = Ap * Nc * Cp Where, Ap = As defined above = 0.4416 m2. Nc = Bearing Capacity factor = 9 Cp = Average Cohesion at pile tip = 3.90 T/m2. Ultimate End Bearing Capacity Qec =0.442*3.900*9 =15.50 T Total Ultimate End Bearing Capacity Qu = Qeg + Qec = 72.73 T Pd Level for this pile= 11.250m Layer No.1 Effective overburden pressure due to this layer =4.000x1.750+3.000x (1.750-1) =9.250T/m2.
Layer No.2 Effective overburden pressure due to this layer =3.100x (1.850-1) =2.635T/m2.
Layer No.3 Effective overburden pressure due to this layer =1.150x (1.840-1) =0.966T/m2. Total effective overburden pressure up to 11.250m level from EGL=12.851T/m2.
4) Ultimate Skin Friction Capacity For Granular Soils Qsg =
[K * Pdi * tan ( ) * Asi] for all layers
Where, K = Earth Pressure Coefficient Pdi = Effective Overburden pressure for ith layer
= Angle of wall friction for ith layer
Asi = Surface area of pile stem for ith layer For Cohesive Soils Qsc =
[ * C * As] for all layers Where,
= Reduction factor C = Average Cohesion Asi = Surface area of pile stem for ith layer
Layer no. 1: K: 1.00 Pdi: 4.63 T/m2. Tan ( ): 0.18 Asi : 12.95 m2. Qsg = K*Pdi*tan ( )*Asi =1.00*4.63*0.18*12.95 = 10.56 T Reduction factor ( ): 0.30 Average Cohesion(C): 7.10 T/m2. Qsc = *C*Asi =0.30*7.10*12.95 = 27.59 T Total net skin friction of this layer = [Qsg-Qsg(_ve)]+[Qsc-Qsc(_ve)] =38.15T/m2.
Layer no. 2: K : 1.00 Pdi : 10.57 T/m2. Tan ( ): 0.36 Asi : 7.30 m2. Qsg = K*Pdi*tan ( )*Asi =1.00*10.57*0.36*7.30 = 28.06 T Reduction factor ( ): 0.30 Average Cohesion(C): 2.20 T/m2. Qsc = *C*Asi =0.30*2.20*7.30 = 4.82 T Total net skin friction of this layer =[Qsg-Qsg(_ve)]+[Qsc-Qsc(_ve)] =32.88T/m2.
Layer no. 3: K: 1.00 Pdi : 12.37 T/m2. Tan ( ): 0.23 Asi : 11.54 m2. Qsg = K*Pdi*tan ( )*Asi =1.00*12.37*0.23*11.54 = 32.93 T Reduction factor ( ): 0.30 Average Cohesion(C): 3.90 T/m2. Qsc = *C*Asi =0.30*3.90*11.54 = 13.50 T Total net skin friction of this layer =[Qsg-Qsg(_ve)]+[Qsc-Qsc(_ve)] =46.43T/m2. Total Skin Friction Capacity Qus = Qsg + Qsc = 117.46 T
Total Ultimate Pile Capacity Qu = Qus + Que = 190.20 T Net Ultimate Pile Capacity Qu/FOS = 76.08 T
5) Safe Load in Compression in Ton
Pile Diameter in m Pile Length below cut off level in m
0.750
13.5 76.08
18.5 95.03
23.5 113.98
Calculating safe load on pile in uplift for various diameters,
6) Safe Load in Uplift in Ton Pile Diameter in m
Pile Length below cut off level in m 0.750
13.5 46.98
18.5 65.94
23.5 84.89
7) Computation of Lateral Capacity Lateral capacity is computed based up on allowable top deflection Y=5.0mm, free Length L1 = 0.00 m. And overall nature of soil is Normally Loaded Clay for a Fixed Head Pile Soil constant K2= 48.800 Kg/cm3 (From IS Code)
E = 254911.00 Kg/cm2. I = 1552368.16 cm4.
R = 300.08 L1/R = 0.00 Depth of Fixity Lf = 6.5m Moment Reduction Factor m = 0.825(From IS Code) Total Ultimate Horizontal Load Capacity H [As per IS Code] =12EIY/(L1+Lf)^3 =8.50T Total Ultimate Moment Capacity M [As per IS Code] =mH (L1+Lf)/2 =22.9Tm
Calculating lateral load on pile for various diameters,
Pile Diameter in m 0.750
Horizontal Load Capacity (t) 8.50
Moment Capacity ( tm ) 22.9
Depth of Fixity (m) 6.5
8) Notes: 1) Initial and routine pile load tests shall be carried out on the piles at site to confirm the capacity of pile worked out theoretically 2) For design and construction, specification of IS: 2911 (Part I) shall strictly be followed.
(K.K.Thaker)
APPENDIX – 11 (CO reformer BH 39)
Calculation of Safe Load on Bored Cast in Situ Pile
(As per IS: 2911 (Part I / Sec II))
I) Design Stipulations
Pile Diameter: 0.750m Existing Ground level: 0.000m Existing GWT level encountered at 6.00 m but considered at 4.00m from EGL Pile Cut-Off level: 1.500m Pile Termination level: 15.000m For maximum overburden pressure at Pile tip 15 x diameter of pile, length of pile has been taken II) Test Data
Following parameters are considered to evaluate the safe load on pile,
Depth (m) Cohesion Kg/cm2 Angle of Internal
Friction Degree
Field Dry density d gm/cc
SPT N Value
0.00-7.50 0.69 14 1.75 15
7.50-15 0.32 21 1.78 21
3) Ultimate End Bearing Capacity For Granular Soils Qeg = Ap (0.5 * D * * N + Pd * Nq) Where, Ap = Cross sectional Area = 0.4416 m2. D = Pile Stem Dia = 0.75 m = Bulk Unit Wt. of soil at Pile tip = 0.78 T/m3.
N = Bearing Capacity factor = 6.20 Pd = Effective overburden pressure at pile tip = 12.55 T/m2. Nq = Bearing Capacity factor = 10.00 Ultimate End Bearing Capacity Qeg =0.442*(0.5*0.750*0.780*6.20+12.550*10.00) =56.22 T For Cohesive Soils Qec = Ap * Nc * Cp Where, Ap = As defined above = 0.4416 m2. Nc = Bearing Capacity factor = 9 Cp = Average Cohesion at pile tip = 3.20 T/m2. Ultimate End Bearing Capacity Qec =0.442*3.200*9 =12.72 T Total Ultimate End Bearing Capacity Qu = Qeg + Qec = 68.93 T
Pd Level for this pile= 11.250 m
Layer No.1 Effective overburden pressure due to this layer =4.000x1.750+3.500x (1.750-1) =9.625T/m2.
Layer No.2 Effective overburden pressure due to this layer =3.750x (1.780-1) =2.925T/m2. Total effective overburden pressure up to 11.250m level from EGL=12.550T/m2.
4) Ultimate Skin Friction Capacity For Granular Soils Qsg =
[K * Pdi * tan ( ) * Asi] for all layers
Where, K = Earth Pressure Coefficient Pdi = Effective Overburden pressure for ith layer
= Angle of wall friction for ith layer
Asi = Surface area of pile stem for ith layer For Cohesive Soils Qsc =
[ * C * As] for all layers Where,
= Reduction factor C = Average Cohesion Asi = Surface area of pile stem for ith layer Layer no. 1: K: 1.00 Pdi: 4.81 T/m2. Tan ( ): 0.25 ASI: 14.13 m2. Qsg = K*Pdi*tan ( )*Asi =1.00*4.81*0.25*14.13 = 16.95 T Reduction factor ( ): 0.30 Average Cohesion(C): 6.90 T/m2. Qsc = *C*Asi =0.30*6.90*14.13 = 29.25 T Total net skin friction of this layer = [Qsg-Qsg (_ve)] + [Qsc-Qsc (_ve)] =46.19T/m2.
Layer no. 2: K: 1.00 Pdi: 11.09 T/m2. Tan ( ): 0.29 Asi: 17.66 m2. Qsg = K*Pdi*tan ( )*Asi =1.00*11.09*0.29*17.66 = 56.12 T Reduction factor ( ): 0.30 Average Cohesion(C): 3.20 T/m2. Qsc = *C*Asi =0.30*3.20*17.66 = 16.96 T
Total net skin friction of this layer = [Qsg-Qsg (_ve)] + [Qsc-Qsc (_ve)] =73.08T/m2. Total Skin Friction Capacity Qus = Qsg + Qsc = 119.27 T
Total Ultimate Pile Capacity Qu = Qus + Que = 188.21 T
Net Ultimate Pile Capacity Qu/FOS = 75.28 T
5) Safe Load in Compression in Ton
Pile Diameter in m Pile Length below cut off level in m
0.750
13.5 75.28
18.5 94.77
23.5 114.26
Calculating safe load on pile in uplift for various diameters,
6) Safe Load in Uplift in Ton
Pile Diameter in m Pile Length below cut off level in m
0.750
13.5 47.71
18.5 67.20
23.5 86.69
7) Computation of Lateral Capacity Lateral capacity is computed based up on allowable top deflection Y=5.0mm, having a Free Length L1 = 0.00 m. And overall nature of soil is Normally Loaded Clay for a fixed Head Pile. Soil constant K1= 0.525 Kg/cm3 (From IS Code) Soil constant K2= 48.800 Kg/cm3 (From IS Code)
E = 254911.00 Kg/cm2. I = 1552368.16 cm4.
R = 300.08 L1/R = 0.00 Depth of Fixity Lf = 6.50m Moment Reduction Factor m = 0.825(From IS Code) Total Ultimate Horizontal Load Capacity H [As per IS Code] =12EIY/ (L1+Lf) ^3 =8.50T Total Ultimate Moment Capacity M [As per IS Code] =mH (L1+Lf)/2 =22.90Tm
Calculating lateral load on pile for various diameters,
Pile Diameter in m 0.750
Horizontal Load Capacity (t) 8.50
Moment Capacity ( tm ) 22.9
Depth of Fixity (m) 6.5
8) Notes: 1) Initial and routine pile load tests shall be carried out on the piles at site to confirm the capacity of pile worked out theoretically 2) For design and construction, specification of IS: 2911 (Part I) shall strictly be followed.
(K.K.Thaker)
APPENDIX – 12( Main Power Plant BH no.37) Calculation of Safe Load on Bored Cast in Situ Pile
(As per IS: 2911 (Part I / Sec II)) 1) Design Stipulations Pile Diameter: 0.50m Existing Ground level: 0.00m Existing GWT level: Considered 4.00m from EGL Pile Cut-Off level: 1.50m from EGL Pile Termination level: 15.00m For maximum overburden pressure at Pile tip 15 x diameter length of pile has been taken 2) Soil Parameters Considered
Depth of Layer Thickness in m
Cohesion Kg / cm2
Angle of Internal Friction
Field Dry Density gm / cc SPT N Value
5.00 0.79 13 1.73 15 3.80 0.20 17 1.89 36 5.20 0.09 32 1.86 40 10.0 0.94 10 1.89 54
3) Ultimate End Bearing Capacity For Granular Soils Qeg = Ap(0.5 * d * γ * Nγ+ Pd * Nq) Where, Ap = Cross sectional Area = 0.1963 m2. D = Pile Stem Diameter = 0.50 m γ = Bulk Unit Wt. of soil at Pile tip = 0.89 T/ m3. Nr = Bearing Capacity factor = 1.22 Pd = Effective overburden pressure at pile tip = 9.88 T/ m2. Nq = Bearing Capacity factor = 10.00 Ultimate End Bearing Capacity Qeg =0.196*(0.5*0.500*0.890*1.22+9.875*10.00) =19.43 T For Cohesive Soils Qec = Ap * Nc * Cp Where Ap = As defined above = 0.1963 m2. Nc = Bearing Capacity factor = 9 Cp = Average Cohesion at pile tip = 9.40 T/ m2. Ultimate End Bearing Capacity Qec =0.196*9.400*9 =16.60 T Total Ultimate End Bearing Capacity Qu = Qeg + Qec = 36.04 T Pd Level for this pile= 7.50m Layer No.1 Effective overburden pressure due to this layer =4.000x1.730+1.000x(1.730-1) =7.650T/ m2. Layer No.2 Effective overburden pressure due to this layer =2.500x(1.890-1) =2.225T/ m2. Layer No.3 No contribution from this layer Total effective overburden pressure up to 7.50m level from EGL=9.875T/ m2.
4) Ultimate Skin Friction Capacity For Granular Soils Qsg = Σ [K * Pdi * tan (δ) * Asi] for all layers Where, K = Earth Pressure Coefficient Pdi = Effective Overburden pressure for ith layer σ = Angle of wall friction for ith layer Asi = Surface area of pile stem for ith layer For Cohesive Soils Qsc = Σ [α * C * As] for all layers Where, α = Reduction factor C = Average Cohesion Asi = Surface area of pile stem for ith layer Layer no. 1: K : 1.00 Pdi : 3.83 T/ m2 tan(δ) : 0.23 Asi : 5.50 m2. Qsg = K*Pdi*tan(δ)*Asi =1.00*3.83*0.23*5.50 = 4.85 T Reduction factor(α) : 0.30 Average Cohesion(C): 7.90 T/ m2. Qsc = α*C*Asi =0.30*7.90*5.50 = 13.02 T Total net skin friction of this layer = 17.87T/ m2. Layer no. 2: K : 1.00 Pdi : 8.76 T/ m2. tan(δ) : 0.31 Asi : 5.97 m2. Qsg = K*Pdi*tan(δ)*Asi =1.00*8.76*0.31*5.97 = 15.97 T Reduction factor(α) : 0.30 Average Cohesion(C): 2.00 T/ m2 Qsc = α*C*Asi =0.30*2.00*5.97 = 3.58 T Total net skin friction of this layer = 19.55T/ m2. Layer no. 3: K : 1.50 Pdi : 9.88 T/ m2. tan(δ) : 0.44 Asi : 8.16 m2. Qsg = K*Pdi*tan(δ)*Asi =1.50*9.88*0.44*8.16 = 53.81 T Reduction factor(α) : 0.30 Average Cohesion(C): 0.90 T/ m2. Qsc = α*C*Asi =0.30*0.90*8.16 = 2.20 T Total net skin friction of this layer = 56.01T/ m2 Layer no. 4: K : 1.50 Pdi : 9.88 T/ m2. tan(δ) : 0.18 Asi : 1.57 m2. Qsg = K*Pdi*tan(δ)*Asi =1.50*9.88*0.18*1.57 = 4.10 T Reduction factor(α) : 0.30 Average Cohesion(C): 9.40 T/ m2. Qsc = α*C*Asi =0.30*9.40*1.57 = 4.43 T Total net skin friction of this layer = 8.53T/ m2. Total Skin Friction Capacity Qus = Qsg + Qsc = 101.97 T Total Ultimate Pile Capacity Qu = Qus + Que = 138.00 T Net Ultimate Pile Capacity Qu/FOS = 55.20 T
5) Safe Load in Compression in Ton Pile Diameter in m Pile Length below
cut off level in m 0.50 0.60 0.70
13.5 55.20 75.23 96.36 18.5 68.58 92.27 117.34 23.5 82.54 110.47 142.79
Calculating safe load on pile in uplift for various diameters, 6) Safe Load in Uplift in Ton
Pile Diameter in m Pile Length below cut off level in m 0.50 0.60 0.70
13.5 40.8 53.0 64.1
18.5 55.6 72.0 87.8
23.5 68.1 88.2 110.4
7) Computation of Lateral Capacity Lateral capacity is computed based up on allowable top deflection Y = 5.0mm.Free Length L1 = 0.00 m. And overall nature of soil is Normally Loaded Clay. For a Fixed Head Pile Soil constant K2= 48.800 Kg/cm3 (From IS Code) E = 254911.00 Kg/cm 2. I = 306640.63 cm4. R = 200.06 L1/R = 0.00 Depth of Fixity Lf = 3.753m Moment Reduction Factor m = 0.825(From IS Code) Total Ultimate Horizontal Load Capacity H[As per IS Code] =12EIY/(L1+Lf)^3 =8.870T Total Ultimate Moment Capacity M[As per IS Code] =mH(L1+Lf)/2 =13.733Tm Calculating lateral load on pile for various diameters, Pile Diameter in m 0.50 0.60 0.70
Horizontal Load Capacity 8.87 11.87 13.73 Moment Capacity 13.73 21.27 30.79 Depth of Fixity 3.75 4.34 4.91 8) Notes: 1) Initial and routine pile load tests shall be carried out on the piles at site to confirm the capacity of pile worked out theoretically 2) For design and construction, specification of IS: 2911 (Part I) shall strictly be followed.
(K.K.Thaker)
APPENDIX – 13 ( CO reformer BH No 2 ) Safe Load on Double Under reamed, Bored Cast in Situ, Piles
Project: Proposed structure of co reformer plant, under TDI Project at Rahiyad Dahej for GNFC I) Design Stipulations 1. Type of Pile – Bored cast in situ under reamed pile with Double bulbs 2. Pile diameter – 0.375 , 0.450, and 0.600 3. Diameter of bulb – 2.5 times stem diameter 4. Length of pile –5,6 & 7 5. Cut off level – 1.5 m from EGL 6. Factor of Safety – 3.0 7. Depth of Water table – Encountered at 6.00 m depth from EGL but considered at
0.00m from EGL 8. Ref:- IS:2911 (Part III) – 1980 For maximum overburden pressure at Pile tip 15 x diameter length of pile has been taken II) Test Data Following parameters are considered to evaluate the safe load on pile,
Depth (m) Cohesion Kg/cm2
Angle of Internal Friction
Degree
Dry density γd gm/cc SPT N Value
0.00-2.00 0.68 6 1.76 18
2.00-8.00 0.54 11 1.81 20
8.00-15.00 0.5 13 1.83 23 III) Ultimate Capacity in Bearing Qub = ApNcCp + AaNcC'a + Ap (0.5 D λ Nλ + λ df Nq) + Aa (0.5 Du η λ Nλ + λ
Nq Σ dr ) (Clause 5.2.3.1(a & b) of IS: 2911 Part II)
Where, Ap = Cross section area of Pile stem at toe /end = 0.785 D2 in m2 Aa = Cross section area of Pile bulb = 0.785 ( Du2 - D2 ) = 4.12 d2 in m2 D = diameter of pile in m Nq , Nλ = Bearing capacity factors λ = Average Unit Weight of Soil t/m3
Nc = Bearing capacity factor = 9 Cp = Cohesion of soil around toe in t/m2 df = Total pile length in m dr = Depth of centre of bulbs in m, Ca' = Cohesion of soil around under reamed bulbs in t/m2 Therefore ultimate capacity in bearing Qub =( 0.785d2*9*5+4.12d2*9*5.73) + {[ 0.785*d2 ( 0.5*d*1.06*0.99+1.06*(l-
1.5)*10)]+[4.12d2*(0.5*2.5d*2*1.06*0.99+1.06*10*(2l-3.75d-3)]}
= (35.33d2 + 212.47d2) + {0.785d 2 (0.53d+10.6l-15.9) + 4.12d2 (2.62d + 22.2l-39.75d-31.8)}
= 247.8d2 + 0.42d3 + 8.32d2l – 12.48d2 + 10.79d3 + 91.46d2l – 163.77d3 – 131.02d2
= 99.78d2l – 152.56d3 – 104.3d2 Considering 1. Length of pile varying up to 5.0 to 7.0m from EGL 2. Considering center of bulb, 0.5 above pile tip 3. Distance between bulbs, 1.5 times the diameter of bulb. IV) Ultimate safe load in skin friction Quf = Ca'As'+ αCaAs + 0.5 π D λ K tan δ (d12 + df2 – dn2 )
(Clause 5.2.3.1 ( a&b ) of IS: 2911 Part III) Where δ = Angle of internal friction K = Earth pressure coefficient d1 = Depth of Centre of First Bulb df = Depth of Centre of Last Bulb dn = Depth of Centre of different Bulb α = Reduction factor = 0.5 for stiff clays Ca = Average cohesion of the soil along the pile stem As = Surface area of the stem = π d l, Where l = total length below cutoff level. Ca' = Average cohesion of soil around the under reamed bulbs in t/m2 As' = Surface area of the cylinder Circumscribing the bulbs = 24.54 d2 Therefore ultimate capacity of pile in friction Quf = {5*24.54d2 + 0.5*5.73*3.14*d*(l-1.5)} + { 0.5*3.14*d*1.06*tan(10)*(l2-3l-2.25)} = {122.7d2 + 9dl –13.5d} + {0.29dl2 – 0.88dl-0.66d} =122.7d2 + 0.29dl2 +8.12dl-14.16d Considering 1. Both bulbs will be in mid layer of 5.0 to 7.0 m for all diameter considered 2. For the shaft, average cohesion is considered. 3. Cut off level at 1.50 m considered. Total ultimate safe load in compression of pile Quc = Qub + Quf Quc =99.78d2l – 152.56d3 – 104.3d2 + 122.7d2 + 0.29dl2 +8.12dl-14.16d Safe load on piles, considering factor of safety = 3 = 33.26d2l – 50.85d3 – 34.77d2 + 40.9d2 + 0.1dl2 +2.71dl-4.72d Substituting various diameters of piles having various lengths, the safe load is worked out as given in table below,
Safe Load on Piles in Compression (in Ton) Lengths (m)
Diameter (m) 5 6 7
0.375 25.82 31.92 38.10
0.450 35.38 43.83 52.37
0.600 57.89 72.15 86.53
V) Ultimate capacity in Uplift Considering the skin friction and the bearing due to bulbs for capacity of pile in uplift, Quu =10.79d3 + 91.46d2l – 163.77d3 – 131.02d2 + 122.7d2 + 0.29dl2 +8.12dl-14.16d
Safe Load on Piles in Uplift (T)
Lengths (m) Diameter (m)
5.0 6.0 7.0
0.375 22.57 28.27 34.04
0.450 30.71 38.58 46.54
0.600 49.60 62.84 76.19
VI) Lateral Load Capacity Lateral capacity is computed based up on allowable top deflection Y = 5.0mm Free Length L1 = 0.00 m and overall nature of soil is clayey. For a fixed Head Pile Soil constant K2= 40.00 Kg / cm3 (From IS Code) E = 254911.00 Kg / cm2 I = 0.049 d4 cm4.
R =
L1/R = 0.00, Depth of Fixity Lf / R = 2.18, Moment Reduction Factor m = 0.825 (From IS Code) Total Ultimate Horizontal Load Capacity H [As per IS Code] = 12 EIY / (L1+Lf) 3 Total Ultimate Moment Capacity M [As per IS Code] = m H (L1 + Lf) / 2
Ultimate Lateral Load (T) Diameter ( m ) Depth of Fixity (m) Ultimate Horizontal
Load (T) Ultimate Moment
Capacity (T-m)
0.375 3.4 3.7 5.2
0.450 4.1 4.4 7.5
0.600 5.5 5.8 13.3
VII) Notes:
1) Initial and routine pile load tests shall be carried out on the piles at site to confirm the
capacity of pile worked out theoretically
2) Pile capacity recommended is for individual pile. Group effect shall be considered.
While grouping the center to center distance between piles shall not be less than two
times the diameter.
3) For design and construction, specification of IS: 2911 (Part III) shall strictly be
followed.
4
4) Concrete shall be placed with tremie and slump shall be more than 150 mm. Concrete
mix shall be designed for Severe exposure condition.
5) Length of pile shall be from the cut off level.
6) Last bulb shall be 0.50 m higher than the pile tip, while the distance between first bulb
and last bulb shall be 1.5 times the bulb diameter.
7) Bulb diameter shall be 2.5 times the stem diameter. Shape of bulb shall be as per IS:
2911 (Part III)
(K.K.Thaker)
APPENDIX – 14 ( CO reformer BH 38 ) Safe Load on Double Under reamed, Bored Cast in Situ, Piles
Project: Proposed structure of co reformer plant, under TDI Project at Rahiyad Dahej for GNFC I) Design Stipulations 1. Type of Pile – Bored cast in situ under reamed pile with Double bulbs 2. Pile diameter – 0.375 and 0.450 3. Diameter of bulb – 2.5 times stem diameter 4. Length of pile –5,6 & 7 5. Cut off level – 1.5 m from EGL 6. Factor of Safety – 3.0 7. Depth of Water table – Encountered at 6.00 m depth from EGL but considered at
0.00m from EGL 8. Ref:- IS:2911 (Part III) – 1980 For maximum overburden pressure at Pile tip 15 x diameter length of pile has been taken II) Test Data Following parameters are considered to evaluate the safe load on pile,
Depth (m) Cohesion Kg/cm2
Angle of Internal Friction
Degree
Dry density γd gm/cc SPT N Value
0.00-7.00 0.71 10 1.75 19
7.00-10.10 0.22 26 1.85 23
10.10-15.00 0.39 17 1.84 27 III) Ultimate Capacity in Bearing Qub = ApNcCp + AaNcC'a + Ap (0.5 D λ Nλ + λ df Nq) + Aa (0.5 Du η λ Nλ + λ
Nq Σ dr ) (Clause 5.2.3.1(a & b) of IS: 2911 Part II)
Where, Ap = Cross section area of Pile stem at toe /end = 0.785 D2 in m2 Aa = Cross section area of Pile bulb = 0.785 ( Du2 - D2 ) = 4.12 d2 in m2 D = diameter of pile in m Nq , Nλ = Bearing capacity factors λ = Average Unit Weight of Soil t/m3
Nc = Bearing capacity factor = 9 Cp = Cohesion of soil around toe in t/m2 df = Total pile length in m dr = Depth of centre of bulbs in m, Ca' = Cohesion of soil around under reamed bulbs in t/m2 Therefore ultimate capacity in bearing Qub =( 0.785d2*9*3.9+4.12d2*9*3.1) + {[ 0.785*d2 ( 0.5*d*1.16*1.57+1.16*(l-
1.5)*10)]+[4.12d2*(0.5*2.5d*2*1.16*1.57+1.16*10*(2l-3.75d-3)]}
= (27.55d2 + 114.94d2) + {0.785d 2 (0.911d+11.6l-17.4) + 4.12d2 (4.55d + 23.2l-43.5d-34.3)}
= (142.49d2 +{ 0.715d3 + 9.106d2l – 13.66d2 + 18.75d3 + 95.58d2l – 179.22d3 – 141.32d2
= 104.68d2l – 159.7d3 – 12.49d2 Considering 1. Length of pile varying up to 5.0 to 7.0m from EGL 2. Considering center of bulb, 0.5 above pile tip 3. Distance between bulbs, 1.5 times the diameter of bulb. IV) Ultimate safe load in skin friction Quf = Ca'As'+ αCaAs + 0.5 π D λ K tan δ (d12 + df2 – dn2 )
(Clause 5.2.3.1 ( a&b ) of IS: 2911 Part III) Where δ = Angle of internal friction K = Earth pressure coefficient d1 = Depth of Centre of First Bulb df = Depth of Centre of Last Bulb dn = Depth of Centre of different Bulb α = Reduction factor = 0.5 for stiff clays Ca = Average cohesion of the soil along the pile stem As = Surface area of the stem = π d l, Where l = total length below cutoff level. Ca' = Average cohesion of soil around the under reamed bulbs in t/m2 As' = Surface area of the cylinder Circumscribing the bulbs = 24.54 d2 Therefore ultimate capacity of pile in friction Quf = {3.1*24.54d2 + 0.5*7.1*3.14*d*(l-1.5)} + { 0.5*3.14*d*1.12*tan(10)*(l2-3l-2.25)} = {76.07d2 + 11.1dl –16.72d} + {0.31dl2 – 0.93dl-0.69d} =76.07d2 + 0.31dl2 +10.17dl-17.41d Considering 1. Both bulbs will be in mid layer of 5.0 to 7.0 m for all diameter considered 2. For the shaft, average cohesion is considered. 3. Cut off level at 1.50 m considered. Total ultimate safe load in compression of pile Quc = Qub + Quf Quc =104.68d2l – 159.7d3 – 12.49d2 + 76.07d2 + 0.31dl2 +10.17dl-17.41d Safe load on piles, considering factor of safety = 3 = 34.89d2l – 53.23d3 – 4.16d2 + 25.36d2 + 0.103dl2 +3.39dl-5.8d Substituting various diameters of piles having various lengths, the safe load is worked out as given in table below,
Safe Load on Piles in Compression (in Ton) Lengths (m)
Diameter (m) 5 6 7
0.375 29.85 36.46 43.14
0.450 40.94 50.05 59.24
0.600 67.17 82.45 97.84
V) Ultimate capacity in Uplift Considering the skin friction and the bearing due to bulbs for capacity of pile in uplift, Quu =18.75d3 + 95.58d2l – 179.22d3 – 141.32d2 + 76.07d2 + 0.31dl2 +10.17dl-17.41d
Safe Load on Piles in Uplift (T)
Lengths (m) Diameter (m)
5.0 6.0 7.0
0.375 21.67 27.85 34.10
0.450 29.16 37.65 46.23
0.600 46.20 60.39 74.70
VI) Lateral Load Capacity Lateral capacity is computed based up on allowable top deflection Y = 5.0mm Free Length L1 = 0.00 m and overall nature of soil is clayey. For a fixed Head Pile Soil constant K2= 40.00 Kg / cm3 (From IS Code) E = 254911.00 Kg / cm2 I = 0.049 d4 cm4.
R =
L1/R = 0.00, Depth of Fixity Lf / R = 2.18, Moment Reduction Factor m = 0.825 (From IS Code) Total Ultimate Horizontal Load Capacity H [As per IS Code] = 12 EIY / (L1+Lf) 3 Total Ultimate Moment Capacity M [As per IS Code] = m H (L1 + Lf) / 2
Ultimate Lateral Load (T) Diameter ( m ) Depth of Fixity (m) Ultimate Horizontal
Load (T) Ultimate Moment
Capacity (T-m)
0.375 3.4 3.7 5.2
0.450 4.1 4.4 7.5
0.600 5.5 5.8 13.3
VII) Notes:
1) Initial and routine pile load tests shall be carried out on the piles at site to confirm the
capacity of pile worked out theoretically
2) Pile capacity recommended is for individual pile. Group effect shall be considered.
While grouping the center to center distance between piles shall not be less than two
times the diameter.
3) For design and construction, specification of IS: 2911 (Part III) shall strictly be
followed.
4) Concrete shall be placed with tremie and slump shall be more than 150 mm. Concrete
mix shall be designed for Severe exposure condition.
4
5) Length of pile shall be from the cut off level.
6) Last bulb shall be 0.50 m higher than the pile tip, while the distance between first bulb
and last bulb shall be 1.5 times the bulb diameter.
7) Bulb diameter shall be 2.5 times the stem diameter. Shape of bulb shall be as per IS:
2911 (Part III)
(K.K.Thaker)
APPENDIX – 15 ( CO reformer BH No 39 ) Safe Load on Double Under reamed, Bored Cast in Situ, Piles
Project: Proposed structure of co reformer plant, under TDI Project at Rahiyad Dahej for GNFC I) Design Stipulations 1. Type of Pile – Bored cast in situ under reamed pile with Double bulbs 2. Pile diameter – 0.375 , 0.450, and 0.600 3. Diameter of bulb – 2.5 times stem diameter 4. Length of pile –5,6 & 7 5. Cut off level – 1.5 m from EGL 6. Factor of Safety – 3.0 7. Depth of Water table – Encountered at 6.00 m depth from EGL but considered at
0.00m from EGL 8. Ref:- IS:2911 (Part III) – 1980 For maximum overburden pressure at Pile tip 15 x diameter length of pile has been taken II) Test Data Following parameters are considered to evaluate the safe load on pile,
Depth (m) Cohesion Kg/cm2
Angle of Internal Friction
Degree
Dry density γd gm/cc SPT N Value
0.00-7.50 0.69 14 1.75 15
7.50-15.00 0.32 21 1.78 21 III) Ultimate Capacity in Bearing Qub = ApNcCp + AaNcC'a + Ap (0.5 D λ Nλ + λ df Nq) + Aa (0.5 Du η λ Nλ + λ
Nq Σ dr ) (Clause 5.2.3.1(a & b) of IS: 2911 Part II)
Where, Ap = Cross section area of Pile stem at toe /end = 0.785 D2 in m2 Aa = Cross section area of Pile bulb = 0.785 ( Du2 - D2 ) = 4.12 d2 in m2 D = diameter of pile in m Nq , Nλ = Bearing capacity factors λ = Average Unit Weight of Soil t/m3
Nc = Bearing capacity factor = 9 Cp = Cohesion of soil around toe in t/m2 df = Total pile length in m dr = Depth of centre of bulbs in m, Ca' = Cohesion of soil around under reamed bulbs in t/m2 Therefore ultimate capacity in bearing Qub =( 0.785d2*9*3.2+4.12d2*9*3.2) + {[ 0.785*d2 ( 0.5*d*1.07*2.41+1.07*(l-
1.5)*11)]+[4.12d2*(0.5*2.5d*2*1.07*2.41+1.07*11*(2l-3.75d-3)]} = (22.61d2 + 118.66d2) + {0.785d 2 (1.29d+11.77l-17.65) + 4.12d2 (6.45d +
23.54l-44.14d-35.31)}
= 141.27d2 + 1.02d3 + 9.24d2l – 13.86d2 + 26.57d3 + 96.98d2l – 181.86d3 – 145.48d2
= 106.22d2l-154.27d3 – 18.07d2 onsidering 1. Length of pile varying up to 5.0 to 7.0m from EGL 2. Considering center of bulb, 0.5 above pile tip 3. Distance between bulbs, 1.5 times the diameter of bulb. IV) Ultimate safe load in skin friction Quf = Ca'As'+ αCaAs + 0.5 π D λ K tan δ (d12 + df2 – dn2 )
(Clause 5.2.3.1 ( a&b ) of IS: 2911 Part III) Where δ = Angle of internal friction K = Earth pressure coefficient d1 = Depth of Centre of First Bulb df = Depth of Centre of Last Bulb dn = Depth of Centre of different Bulb α = Reduction factor = 0.5 for stiff clays Ca = Average cohesion of the soil along the pile stem As = Surface area of the stem = π d l, Where l = total length below cutoff level. Ca' = Average cohesion of soil around the under reamed bulbs in t/m2 As' = Surface area of the cylinder Circumscribing the bulbs = 24.54 d2 Therefore ultimate capacity of pile in friction Quf = {3.2*24.54d2 + 0.5*5.05*3.14*d*(l-1.5)} + { 0.5*3.14*d*1.07*tan(16)*(l2-3l-2.25)} = {78.53d2 + 7.93dl –11.89d} + {0.48dl2 – 1.45dl-1.08d} =78.53d2 + 0.48dl2 +6.48dl-12.97d Considering 1. Both bulbs will be in mid layer of 5.0 to 7.0 m for all diameter considered 2. For the shaft, average cohesion is considered. 3. Cut off level at 1.50 m considered. Total ultimate safe load in compression of pile Quc = Qub + Quf Quc =106.22d2l-154.27d3 – 18.07d2 + 78.53d2 + 0.48dl2 +6.48dl-12.97d Safe load on piles, considering factor of safety = 3 = 35.41d2l – 51.42d3 – 6.02d2 + 26.18d2 + 0.16dl2 +2.16dl-4.32d Substituting various diameters of piles having various lengths, the safe load is worked out as given in table below,
Safe Load on Piles in Compression (in Ton) Lengths (m)
Diameter (m) 5.0 6.0 7.0
0.375 28.95 35.40 41.97
0.450 39.97 48.90 57.98 0.600 66.18 81.28 96.57
V) Ultimate capacity in Uplift Considering the skin friction and the bearing due to bulbs for capacity of pile in uplift, Quu =26.57d3 + 96.98d2l – 181.86d3 – 145.48d2 + 78.53d2 + 0.48dl2 +6.48dl-12.97d
Safe Load on Piles in Uplift (T)
Lengths (m) Diameter (m)
5.0 6.0 7.0
0.375 21.57 27.58 33.72 0.450 29.20 37.51 45.96 0.600 46.53 60.52 74.71
VI) Lateral Load Capacity Lateral capacity is computed based up on allowable top deflection Y = 5.0mm Free Length L1 = 0.00 m and overall nature of soil is clayey. For a fixed Head Pile Soil constant K2= 40.0 Kg / cm3 (From IS Code) E = 254911.00 Kg / cm2 I = 0.049 d4 cm4.
R =
L1/R= 0.00, Depth of Fixity Lf / R = 2.18, Moment Reduction Factor m = 0.825 (From IS Code) Total Ultimate Horizontal Load Capacity H [As per IS Code] = 12 EIY / (L1+Lf) 3 Total Ultimate Moment Capacity M [As per IS Code] = m H (L1 + Lf) / 2
Ultimate Lateral Load (T) Diameter ( m ) Depth of Fixity (m) Ultimate Horizontal
Load (T) Ultimate Moment
Capacity (T-m)
0.375 3.4 3.7 5.2 0.450 4.1 4.4 7.5 0.600 5.5 5.8 13.3
VII) Notes:
1) Initial and routine pile load tests shall be carried out on the piles at site to confirm the
capacity of pile worked out theoretically
2) Pile capacity recommended is for individual pile. Group effect shall be considered.
While grouping the center to center distance between piles shall not be less than two
times the diameter.
3) For design and construction, specification of IS: 2911 (Part III) shall strictly be
followed.
4) Concrete shall be placed with tremie and slump shall be more than 150 mm. Concrete
mix shall be designed for Severe exposure condition.
4
5) Length of pile shall be from the cut off level.
6) Last bulb shall be 0.50 m higher than the pile tip, while the distance between first bulb
and last bulb shall be 1.5 times the bulb diameter.
7) Bulb diameter shall be 2.5 times the stem diameter. Shape of bulb shall be as per IS:
2911 (Part III)
(K.K.Thaker)
APPENDIX – 16 ( Main Power Plant BH 37) Safe Load on Double Under reamed, Bored Cast in Situ, Piles
Project: Proposed structure of Main Power Plant, under TDI Project at Rahiyad Dahej for GNFC I) Design Stipulations 1. Type of Pile – Bored cast in situ under reamed pile with Double bulbs 2. Pile diameter – 0.375 , 0.450, and 0.600 3. Diameter of bulb – 2.5 times stem diameter 4. Length of pile –5,6, &7 5. Cut off level – 1.5 m from EGL 6. Factor of Safety – 3.0 7. Depth of Water table – Encountered at 6.00 m depth from EGL but considered at
0.00m from EGL 8. Ref:- IS:2911 (Part III) – 1980 For maximum overburden pressure at Pile tip 15 x diameter length of pile has been taken II) Test Data Following parameters are considered to evaluate the safe load on pile,
Depth (m) Cohesion Kg/cm2
Angle of Internal Friction
Degree
Dry density γd gm/cc SPT N Value
0.00- 5.00 0.79 13 1.73 15
5.00- 8.80 0.2 17 1.89 36
8.80-14.00 0.09 32 1.86 40
14.00-15.00 0.94 10 1.89 54 III) Ultimate Capacity in Bearing Qub = ApNcCp + AaNcC'a + Ap (0.5 D λ Nλ + λ df Nq) + Aa (0.5 Du η λ Nλ + λ
Nq Σ dr ) (Clause 5.2.3.1(a & b) of IS: 2911 Part II)
Where, Ap = Cross section area of Pile stem at toe /end = 0.785 D2 in m2 Aa = Cross section area of Pile bulb = 0.785 ( Du2 - D2 ) = 4.12 d2 in m2 D = diameter of pile in m Nq , Nλ = Bearing capacity factors λ = Average Unit Weight of Soil t/m3
Nc = Bearing capacity factor = 9 Cp = Cohesion of soil around toe in t/m2 df = Total pile length in m dr = Depth of centre of bulbs in m, Ca' = Cohesion of soil around under reamed bulbs in t/m2 Therefore ultimate capacity in bearing Qub =( 0.785d2*9*1.5+4.12d2*9*1.5) + {[ 0.785*d2 ( 0.5*d*1.09*0.67+1.09*(l-
1.5)*10)]+[4.12d2*(0.5*2.5d*2*1.09*0.67+1.09*10*(2l-3.75d-3)]}
= (10.60d2 + 55.62d2) + {0.785d 2 (0.365d+10.9l-16.35) + 4.12d2 (1.826d + 21.8l-40.875d-32.7)}
= (66.22d2 +{ 0.286d3 + 8.56d2l – 12.83d2 + 7.52d3 + 89.82d2l – 168.405d3 – 134.724d2
= 98.38d2l – 160.6d3 – 81.33d2 Considering 1. Length of pile varying up to 5.0 to 7.0m from EGL 2. Considering center of bulb, 0.5 above pile tip 3. Distance between bulbs, 1.5 times the diameter of bulb. IV) Ultimate safe load in skin friction Quf = Ca'As'+ αCaAs + 0.5 π D λ K tan δ (d12 + df2 – dn2 )
(Clause 5.2.3.1 ( a&b ) of IS: 2911 Part III) Where δ = Angle of internal friction K = Earth pressure coefficient d1 = Depth of Centre of First Bulb df = Depth of Centre of Last Bulb dn = Depth of Centre of different Bulb α = Reduction factor = 0.5 for stiff clays Ca = Average cohesion of the soil along the pile stem As = Surface area of the stem = π d l, Where l = total length below cutoff level. Ca' = Average cohesion of soil around the under reamed bulbs in t/m2 As' = Surface area of the cylinder Circumscribing the bulbs = 24.54 d2 Therefore ultimate capacity of pile in friction Quf = {1.5*24.54d2 + 0.5*7.9*3.14*d*(l-1.5)} + { 0.5*3.14*d*1.09*tan(10)*(l2-3l-2.25)} = {36.81d2 + 12.40dl – 18.6d} + {0.3dl2 – 0.9dl-0.679d} =36.81d2 + 0.3dl2 +11.5dl-19.28d Considering 1. Both bulbs will be in mid layer of 5.0 to 7.0 m for all diameter considered 2. For the shaft, average cohesion is considered. 3. Cut off level at 1.50 m considered. Total ultimate safe load in compression of pile Quc = Qub + Quf Quc = 98.38d2l – 160.6d3 – 81.33d2+ 36.81d2 + 0.3dl2 +11.5dl-19.28d Safe load on piles, considering factor of safety = 3 = 32.79d2l – 53.53d3 – 27.11d2 + 12.27d2 + 0.1dl2 +3.83dl-6.43d Substituting various diameters of piles having various lengths, the safe load is worked out as given in table below,
Safe Load on Piles in Compression (in Ton)
Lengths (m) Diameter (m)
5.0 6.0 7.0
0.375 23.87 30.33 36.86
0.450 32.19 41.05 50.00
0.600 51.31 66.08 80.96
V) Ultimate capacity in Uplift Considering the skin friction and the bearing due to bulbs for capacity of pile in uplift, Quu =7.52d3 + 89.82d2l – 168.405d3 – 134.724d2 + 36.81d2 + 0.3dl2 +11.5dl-19.28d
Safe Load on Piles in Uplift (T)
Lengths (m) Diameter (m)
5.0 6.0 7.0
0.375 19.35 25.41 31.54
0.450 25.68 33.96 42.33
0.600 39.70 53.44 67.30
VI) Lateral Load Capacity Lateral capacity is computed based up on allowable top deflection Y = 5.0mm Free Length L1 = 0.00 m and overall nature of soil is clayey. For a fixed Head Pile Soil constant K2= 7.75 Kg / cm3 (From IS Code) E = 254911.00 Kg / cm2 I = 0.049 d4 cm4.
R =
L1/T = 0.00, Depth of Fixity Lf / T = 2.18, Moment Reduction Factor m = 0.825 (From IS Code) Total Ultimate Horizontal Load Capacity H [As per IS Code] = 12 EIY / (L1+Lf) 3 Total Ultimate Moment Capacity M [As per IS Code] = m H (L1 + Lf) / 2
Ultimate Lateral Load (T) Diameter ( m ) Depth of Fixity (m) Ultimate Horizontal
Load (T) Ultimate Moment
Capacity (T-m)
0.375 5.2 1.1 2.3
0.450 6.2 1.3 3.3
0.600 8.3 1.7 5.8
VII) Notes:
1) Initial and routine pile load tests shall be carried out on the piles at site to confirm the
capacity of pile worked out theoretically
2) Pile capacity recommended is for individual pile. Group effect shall be considered.
While grouping the center to center distance between piles shall not be less than two
times the diameter.
3) For design and construction, specification of IS: 2911 (Part III) shall strictly be
followed.
4
4) Concrete shall be placed with tremie and slump shall be more than 150 mm. Concrete
mix shall be designed for Severe exposure condition.
5) Length of pile shall be from the cut off level.
6) Last bulb shall be 0.50 m higher than the pile tip, while the distance between first bulb
and last bulb shall be 1.5 times the bulb diameter.
7) Bulb diameter shall be 2.5 times the stem diameter. Shape of bulb shall be as per IS:
2911 (Part III)
(K.K.Thaker)
APPENDIX - 17 Capacity of Double Under reamed Bored Cast in Situ Piles
Project: Proposed Structure of TDI Project at Rahiyad , Dahej for GNFC I) Design Stipulations 1. Type of Pile – Bored cast in situ under reamed pile with two bulbs 2. Pile diameter – 0.35, 0.4, 0.5 m 3. Diameter of bulb – 2.5 times stem dia 4. Length of pile – 7 , 8 , 9 m 5. Cut off level – 1.0 m from EGL 6. Factor of Safety – 2.5 7. Depth of Water table – 6.0 m from EGL 8. Ref:- IS:2911 (Part III) – 1980 II) Test Data Following parameters are considered to evaluate the safe load on pile,
Depth m
Cohesion Kg/cm2
Angle of Internal Friction
Field density gm / cc SPT N Value
0 – 6.8 0.44 10 1.73 18 6.8 – 20.00 0.55 14 2.09 38
III) Ultimate Load in Bearing Qub = ApNcCp + AaNcC'a + Ap (0.5 D γ Nγ + γ df Nq) + Aa (0.5 Du η γ N γ + γ Nq Σdr)
(Clause 5.2.3.1(a) & (b) of IS: 2911 Part III) Where, Ap = Cross section area of Pile stem at toe /end = 0.785 d2 d = diameter of pile in m Nc = Bearing capacity factor = 9 Cp = Cohesion of soil around toe in t/m2 Ca' = Cohesion of soil around under reamed bulbs in t/m2 D = Diameter of pile in m Du = Diameter of bulb = 2.5 times the diameter of pile stem Aa = Area of bulb in contact with soil in m2 = π /4 (Du2-d2) = 4.12 d2 γ = Average unit weight of Soil in t / m3 η = No. of under reamed bulbs = 2 Nγ, Nq = Bearing capacity factors dr = Depth of centre of different under reamed bulbs in m Therefore ultimate load in bearing by substituting values in equation, Qub = 0.785 X d2 X 9 X 5.5 + 9x 5.5 x 4.12d2 + 0.785 X d2 (0.5XdX1.02X2.29 + 1.02 X ( l -1 )X10) + 4.12 d2 (0.5 X 2.5 X d X 2 X1.02 X 2.29 + 1.02 X 10 X [( l – 3.75d - 1.5)+ (l-1.5) Qub = 78.21d2 + 0.92d3 + 8d2l - 8d2 + 24.06d3 + 42.02 d2 X (2 l – 3.75d – 3.0) Qub = 24.98 d3 + 70.21d2 + 8d2l + 42.02d2( 2l -3.75d-3) Considering 1. Length of pile varying up to 9.00 m from EGL 2. Considering center of last bulb, 0.5 above pile tip 3. Distance between bulbs, 1.50 times the diameter of bulb 4. For maximum overburden pressure at Pile tip 15 x diameter length of pile has been
considered
IV) Ultimate Load in Skin Friction Quf = Ca'As' + αCaAs
(Clause 5.2.3.1 (a) of IS: 2911 Part III) Where Ca' = Average cohesion of soil around the under reamed bulbs in t/m2 Ca = Average cohesion of the soil along the pile stem As = Surface area of the stem As' = Surface area of the cylinder Circumscribing the bulbs α = Reduction factor = 0.5 for stiff clays clays Therefore ultimate load in friction Quf = 5.5 X 24.54d2 + 0.5 X 4.4 X π d ( l – 3.75 d - 1 ) Quf = 134.97d2 + 6.91d l – 25.91 d2 – 6.91d Total ultimate capacity of pile Quc = Qub + Quf Quc = 24.98 d3 + 70.21d2 + 8d2l + 42.02d2( 2l -3.75d-3) + 134.97d2 + 6.91d l – 25.91 d2 – 6.91d Safe load on piles, considering factor of safety = 2.5 = 10 d3 + 28.08d2 + 3.2d2l + 16.81d2( 2l -3.75d-3) + 43.62d2 + 2.76d l - 2.76d Substituting various diameters of piles having various lengths, the safe load is worked out as given in table below,
Safe Load on Piles in Compression ( in Ton ) Length (m) Diameter
(m) 7.0 8.0 9.0 0.35 37.7 43.2 48.7 0.40 47.9 54.9 61.9 0.50 71.4 82.0 92.6
V) Ultimate capacity in Uplift = 134.97d2 + 6.91d l – 25.91 d2 – 6.91d Considering the skin friction and the bearing due to bulbs for capacity of pile in uplift,
Safe Load on Piles in Uplift (T) length (m) Diameters
(m) 7.0 8.0 9.0 0.35 22.16 23.13 24.09 0.4 27.84 28.94 30.05 0.5 41.10 42.5 43.8
VI) Lateral Load Capacity Lateral capacity is computed based up on allowable top deflection Y = 5.0mm Free Length L1 = 0.00 m and overall nature of soil is clayey. For a fixed Head Pile Soil constant K2= 7.75 Kg / cm3 (From IS Code) E = 254911.00 Kg / cm2 I = 0.049 d4 cm4.
R =
4
L1/T = 0.00, Depth of Fixity Lf / T = 2.18, Moment Reduction Factor m = 0.825 (From IS Code) Total Ultimate Horizontal Load Capacity H [As per IS Code] = 12 EIY / (L1+Lf) 3 Total Ultimate Moment Capacity M [As per IS Code] = m H (L1 + Lf) / 2
Ultimate Lateral Load (T) Diameter ( m ) Depth of Fixity (m) Ultimate Horizontal
Load (T) Ultimate Moment
Capacity (T-m)
0.35 4.1 0.9 1.5
0.40 4.8 1.0 2.0
0.50 6.2 1.3 3.3
VII) Notes: 1) Initial and routine pile load tests shall be carried out on the piles at site to confirm the
capacity of pile worked out theoretically
2) Pile capacity recommended is for individual pile. Group effect shall be considered.
While grouping the center to center distance between piles shall not be less than two
times the diameter.
3) For design and construction, specification of IS: 2911 (Part III) shall strictly be
followed.
4) Concrete shall be placed with tremie and slump shall be more than 150 mm. Concrete
mix shall be designed for Severe exposure condition.
5) Length of pile shall be from the cut off level.
6) Last bulb shall be 0.50 m higher than the pile tip, while the distance between first bulb
and last bulb shall be 1.5 times the bulb diameter.
7) Bulb diameter shall be 2.5 times the stem diameter. Shape of bulb shall be as per IS:
2911 (Part III)
(K.K.Thaker)
APPENDIX – 18 Calculation of Safe Load on Bored Cast in Situ Pile
(As per IS: 2911 (Part I / Sec II)) 1) Design Stipulations Pile Diameter : 0.450m Existing Ground level : 0.00m Existing GWT level : 6.0m Pile Cut-Off level : 1.0m Pile Termination level : 15.0m For maximum overburden pressure at Pile tip 18 x diameter length of pile has been taken 2) Soil Parameters Considered
Layer Thickness m
Cohesion Kg / cm2
Angle of Internal Friction
Field Dry Density gm / cc
SPT N Value
7.1 0.39 9 1.69 16 5.9 0.13 26 1.86 24 7.0 0.43 17 1.89 52
3) Ultimate End Bearing Capacity For Granular Soils Qeg = Ap(0.5 * D * W * Nr + Pd * Nq) Where Ap = Cross sectional Area = 0.1590 Sq.M. D = Pile Stem Dia = 0.45 M W = Bulk Unit Wt. of soil at Pile tip = 0.89 T/Cu.M. Nr = Bearing Capacity factor = 3.53 Pd = Effective overburden pressure at pile tip = 11.76 T/Sq.M. Nq = Bearing Capacity factor = 10.00 Ultimate End Bearing Capacity Qeg =0.159*(0.5*0.450*0.890*3.53+11.759*10.00 )=18.80 T For Cohesive Soils Qec = Ap * Nc * Cp where Ap = As defined above = 0.1590 Sq.M. Nc = Bearing Capacity factor = 9 Cp = Average Cohesion at pile tip = 4.30 T/Sq.M. Ultimate End Bearing Capacity Qec =0.159*4.300*9 =6.15 T Total Ultimate End Bearing Capacity Qu = Qeg + Qec = 24.96 T Pd Level for this pile= 8.100 M Layer No.1 Effective overburden pressure due to this layer =6.000x1.690+1.100x(1.690-1) =10.899T/Sq.M. Layer No.2 Effective overburden pressure due to this layer =1.000x(1.860-1) =0.860T/Sq.M. Layer No.3 No contribution from this layer Total effective overburden pressure up to -8.100M level from EGL=11.759T/Sq.M.
4) Ultimate Skin Friction Capacity For Granular Soils Qsg = Σ [K * Pdi * tan (δ) * Asi] for all layers Where, K = Earth Pressure Coefficient Pdi = Effective Overburden pressure for ith layer σ = Angle of wall friction for ith layer Asi = Surface area of pile stem for ith layer For Cohesive Soils Qsc = Σ [α * C * as] for all layers Where, α = Reduction factor C = Average Cohesion Asi = Surface area of pile stem for ith layer Layer no. 1: K : 1.00 Pdi : 5.45 T/ m2. . tan(d) : 0.16 Asi : 8.62 m2. Qsg = K*Pdi*tan(d)*Asi =1.00*5.45*0.16*8.62 = 7.44 T Reduction factor(a) : 0.30 Average Cohesion(C): 3.90 T/ m2. . Qsc = a*C*Asi =0.30*3.90*8.62 = 10.08 T Total net skin friction of this layer =17.52T/Sq.M. Layer no. 2: K : 1.50 Pdi : 11.33 T/ m2. tan(d) : 0.49 Asi : 8.34 Sq.M. Qsg = K*Pdi*tan(d)*Asi =1.50*11.33*0.49*8.34 = 69.06 T Reduction factor(a) : 0.30 Average Cohesion(C): 1.30 T/ m2. Qsc = a*C*Asi =0.30*1.30*8.34 = 3.25 T Total net skin friction of this layer =72.31T/Sq.M. Layer no. 3: K : 1.50 Pdi : 11.76 T/Sq.M. tan(d) : 0.31 Asi : 2.83 Sq.M. Qsg = K*Pdi*tan(d)*Asi =1.50*11.76*0.31*2.83 = 15.23 T Reduction factor(a) : 0.30 Average Cohesion(C): 4.30 T/S Qsc = a*C*Asi =0.30*4.30*2.83 = 3.65 T Total net skin friction of this layer =18.88T/Sq.M.
Total Skin Friction Capacity Qus = Qsg + Qsc = 108.71 T Total Ultimate Pile Capacity Qu = Qus + Que = 133.66 T Net Ultimate Pile Capacity Qu/FOS = 53.46 T 5) Safe Load in Compression in Ton
Pile Diameter in m Pile Length after cutoff in m 0.45 0.50 0.80
11.0 40.60 47.89 99.65
12.0 45.50 53.51 113.46
14.0 53.46 62.75 133.52
Calculating safe load on pile in uplift for various diameters, 6) Safe Load in Uplift in Ton
Pile Diameter in m Pile Length after cutoff in m 0.45 0.50 0.80
11.0 31.02 35.35 61.20
12.0 35.93 40.97 73.01
14.0 43.48 49.81 90.89 7) Computation of Lateral Capacity Lateral capacity is computed based up on Allowable top deflection Y = 5.0mm. Considered Free Length L1 = 0.00 m.And overall nature of soil is Normally Loaded ClaFixed Head Pile Soil constant K2= 48.800 Kg/Cu.cm(From IS Code) E = 254911.00 Kg/Sq.cm. I = 201186.91 cm4 R = 180.05 L1/R = 0.00 Depth of Fixity Lf = 3.971M Moment Reduction Factor m = 0.825(From IS Code) Total Ultimate Horizontal Load Capacity H[As per IS Code] =12EIY/(L1+Lf)^3 =4.916T Total Ultimate Moment Capacity M[As per IS Code] =mH(L1+Lf)/2 =8.051Tm
Pile Diameter in m 0.45
Horizontal Load Capacity in T 4.916
Moment Capacity in Tm 8.051
Depth of Fixity in m 3.97 Notes: 1) Initial and routine pile load tests shall be carried out on the piles at site to confirm the capacity of pile worked out theoretically (K.K.Thaker)
APPENDIX – 19 Safe Load on Double Under reamed, Bored Cast in Situ, Piles
I) Design Stipulations 1. Type of Pile – Bored cast in situ under reamed pile with two bulbs 2. Pile diameter – 0.30, 0.35, 0.40 3. Diameter of bulb – 2.5 times stem diameter 4. Length of pile – 7, 8 & 9 m 5. Cut off level – 1.00 m from EGL 6. Factor of Safety – 2.5 7. Depth of Water table – 6.0 m from EGL 8. Ref:- IS:2911 (Part III) – 1980 9. For maximum overburden pressure at Pile tip 18 x diameter length of pile has been
taken
II) Test Data Following parameters are considered to evaluate the safe load on pile,
Depth (m) Cohesion Kg/cm2 Angle of Internal
Friction Degree
Dry density γd gm/cc SPT N Value
7.10 0.39 9 1.69 16
5.90 0.13 26 1.86 24
7.00 0.43 17 1.89 52 III) Ultimate Safe Load in Bearing Qub = ApNcCp + AaNcC'a +Ap (0.5 D λ Nλ + λ df Nq) + Aa (0.5 Du η λ Nλ + λ Nq Σ dr ) (Clause 5.2.3.1(a & b) of IS: 2911 Part III) Where, Ap = Cross section area of Pile stem at toe /end = 0.785 d2 d = diameter of pile in m Nc = Bearing capacity factor = 9 Cp = Cohesion of soil around toe in t/m2 Ca' = Cohesion of soil around under reamed bulbs in t/m2 D = Diameter of pile in m Du = Diameter of bulb = 2.5 times the diameter of pile stem Aa = Area of bulb in contact with soil in m2 = π /4 (Du2-d2) = 4.12 d2 γ = Average unit weight of Soil in t / m3 η = No. of under reamed bulbs = 2 Nγ, Nq = Bearing capacity factors dr = Depth of centre of different under reamed bulbs in m Therefore ultimate load in bearing by substituting values in equation, Qub = (0.785d2 * 9 * 4.3) + (4.12d2 * 9 * 4.3)+ 0.785 d2 * ((0.5 * d * 0.99 * 3.53) + (0.99*(l -1)*d * 10)) + 4.12 d2 ((0.5 * 2.5 * d * 2 * 0.99 * 3.53) + (0.99 * 10 * {( l – 0.5-1)+( l - 1.5-3.75d)})
=189.82d2+1.37d3 + 7.77dl – 7.77d + 35.99d3 + 40.78d2 (2l-3.75d-3)
Considering 1. Considering center of last bulb, 0.5 above pile tip 2. Distance between bulbs, 1.25 times the diameter of bulb. IV) Ultimate safe load in skin friction Quf = Ca'As'+ αCaAs
(Clause 5.2.3.1 ( a ) of IS: 2911 Part III) Where α = Reduction factor = 0.5 for stiff clays Ca = Average cohesion of the soil along the pile stem As = Surface area of the stem = π d l, Where l = total length below cutoff level. Ca' = Average cohesion of soil around the under reamed bulbs in t/m2 As' = Surface area of the cylinder Circumscribing the bulbs = 24.54 d2 Therefore ultimate capacity of pile in friction Quf = {2.6*24.54d2 + 0.5*3.9*3.14*d*(l-1)} = 63.804d2 + 6.12d(l-1) Total ultimate safe load in compression of pile Quc = Qub + Quf Quc = 189.82d2+1.37d3 + 7.77dl – 7.77d + 35.99d3 + 40.78d2 (2l-3.75d-3)+ 63.804d2 + 6.12d(l-1) Safe load on piles, considering factor of safety = 2.5 = 75.92d2+0.55d3 + 3.11dl – 3.11d + 14.39d3 + 16.31d2 (2l-3.75d-3)+ 25.52d2 + 2.45d(l-1) Substituting various diameters of piles having various lengths, the safe load is worked out as given in table below,
Safe Load on Piles in Compression (in Ton)
Lengths (m) Diameter (m)
7.0 8.0 9.0
0.30 34.03 38.63 43.24
0.350 44.09 50.03 55.98
0.40 55.32 62.76 70.2
Substituting various diameters of piles having various lengths, the safe load is worked out as given in table below, = 35.99d3 + 40.78d2 (2l-3.75d-3)+ 63.804d2 + 6.12d(l-1)
Safe Load on Piles in Uplift (T) Lengths (m)
Diameter (m) 7.0 8.0 9.0
0.30 21.59 25.26 28.93
0.350 28.24 33.1 37.95
0.40 35.67 41.87 48.07
VI) Lateral Load Capacity Lateral capacity is computed based up on allowable top deflection Y = 5.0mm Free Length L1 = 0.00 m and overall nature of soil is clayey. For a fixed Head Pile Soil constant K2= 7.75 Kg / cm3 (From IS Code) E = 254911.00 Kg / cm2 I = 0.049 d4 cm4.
R =
L1/T = 0.00, Depth of Fixity Lf / T = 2.18, Moment Reduction Factor m = 0.825 (From IS Code) Total Ultimate Horizontal Load Capacity H [As per IS Code] = 12 EIY / (L1+Lf) 3 Total Ultimate Moment Capacity M [As per IS Code] = m H (L1 + Lf) / 2
Ultimate Lateral Load (T) Diameter ( m ) Depth of Fixity (m) Ultimate Horizontal
Load (T) Ultimate Moment
Capacity (T-m)
0.30 4.1 0.9 1.5
0.35 4.8 1.0 2.0
0.40 6.2 1.3 3.3
VII) Notes:
1) Initial and routine pile load tests shall be carried out on the piles at site to confirm the
capacity of pile worked out theoretically
2) Pile capacity recommended is for individual pile. Group effect shall be considered.
While grouping the center to center distance between piles shall not be less than two
times the diameter.
3) For design and construction, specification of IS: 2911 (Part III) shall strictly be
followed.
4) Concrete shall be placed with tremie and slump shall be more than 150 mm. Concrete
mix shall be designed for Severe exposure condition.
5) Length of pile shall be from the cut off level.
6) Last bulb shall be 0.50 m higher than the pile tip, while the distance between first bulb
and last bulb shall be 1.5 times the bulb diameter.
7) Bulb diameter shall be 2.5 times the stem diameter. Shape of bulb shall be as per IS:
2911 (Part III)
(K.K.Thaker)
4
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NOTATIONS C Cohesion φ Angle of internal f r ic t ion of soi l DS Disturbed Sample UDS Undisturbed Sample NMC Natural Moisture Content NP Non Plast ic Soi ls G Specif ic Gravity G Gravel Content M Si l t Content S Sand Content C Clay Content LL Liquid Limit PL Plast ic L imit PI Plast ic i ty Index Cc Compression Index K Coeff ic ient of Permeabi l i ty UCS Unconf ined Compression N SPT Value BH Bore Hole Suff ix The Number of Bore Holes Nc,Nq,Nγ Bearing Capacity Factor Sc,Sq,Sγ Shape Factors γ Densi ty of Soi l D Depth of foundat ion FS Factor of Safety Cv Coeff ic ient of consol idat ion UU Unconsol idated undrained t r iaxial test CU Consol idated undrained t r iaxial test CD Consol idated drained t r iaxial test GC Clayey Gravels GP Poorely Graded Gravels GW Wel l Graded Gravels SC Clayey Sand SM Si l ty Sand SW Wel Graded Sand SP Poorly Graded Sand CH Clays of High Plast ic i ty CI Clays of Intermediate Plast ic i ty CL Clays of Low Plast ic i ty MH Si l ts of High Plast ic i ty MI Si l ts of Intermediate Plast ic i ty ML Si l ts of Low Plast ic i ty
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REFERENCE Indian Standards Murthy V.N.S. Lambe T.W. Peck, R.S.Hanson W.E. Nayak, N.V. Kaniraj S.R. Alam Singh
IS 2720 Pt I I , I I I , IV, V, XII I , XXXI,XXVII,XXVIS1498,IS6403,IS 1904 Soi l Mechanics and Foundat ion engineering Dhanpat Rai and Sons Delhi Soi l test ing for Engineers Wi ley Easter Ltd. , New Delhi Foundat ion Engineering Asia Publ ishing House Foundat ion Engineering Manual Dhanpat Rai & Sons. Design Aids in soi l mechanics and Foundat ion Engineering Tata Mc Graw Hi l l Publ ishing Co. Ltd. Modern Geotechnical Eng. IBT Publ ishing & Distr ibutors Delhi .
KCT Consultancy Services, Ahmedabad
TABLE NO. – 1
Permeability Results
Sr. No. Bore Hole No. Depth (m) Permeabil i ty
(mm/s) 1. BH – 1 3.00 0.65 x 10- 6
2. BH – 2 3.00 0.62 x 10- 6
3. BH – 5 4.50 0.69 x 10- 6
4. BH – 7 4.50 0.63 x 10- 6
5. BH – 10 3.00 0.65 x 10- 6
6. BH – 12 3.00 0.68 x 10- 6
7. BH – 13 4.50 0.62 x 10- 6
8. BH – 14 4.50 0.53 x 10- 6
9. BH – 16 4.50 0.65 x 10- 6
10. BH – 19 1.50 0.65 x 10- 2
11. BH – 20 3.00 0.62 x 10- 6
12. BH – 22 6.00 0.69 x 10- 4
13. BH – 23 1.50 0.60 x 10- 6
14. BH – 24 1.50 0.63 x 10- 6
15. BH – 26 1.50 0.65 x 10- 6
16. BH – 27 3.00 0.62 x 10- 6
17. BH – 33 4.50 0.69 x 10- 6
18. BH – 37 3.00 0.62 x 10- 6
19. BH – 38 4.50 0.69 x 10- 6
20. BH – 39 3.00 0.63 x 10- 6 (K.K.Thaker)
Depth(m) pH
1 Bh-1 3.00 7.12
2 Bh-3 3.00 7.25
3 Bh-5 3.00 7.36
4 Bh-7 4.50 7.42
5 Bh-9 3.00 7.38
6 Bh-12 4.50 7.63
7 Bh-15 1.50 7.62
8 Bh-17 3.00 7.38
9 Bh-20 3.00 7.45
10 Bh-23 4.50 7.56
11 Bh-25 3.00 7.52
12 Bh-30 3.00 7.15
13 Bh-33 4.50 7.36
14 Bh-37 3.00 7.39
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201 284
246
242
295
290
262
205
208
281
240
169
133
158
104 299
131 235
133 283
213 215
196
246
Max. 500 mg/lIS : 456-2000 Limits for class 1, concrete exposed to sulphate
attack> 6
232
217
< 1000 mg/l
159 288
TABLE NO. 2
RESULTS OF CHEMICAL ANALYSIS OF SOIL
Result
ChlorideSO3 in 2:1 Water soil Extract (mg/l)Borehole No.Sr. No.
Organic Inorganic
1 Bh-1 7.36 Nil 178
2 Bh-3 7.23 Nil 234
3 Bh-5 7.42 Nil 172
4 Bh-7 7.25 Nil 260
5 Bh-9 7.63 Nil 186
6 Bh-12 7.45 Nil 201
7 Bh-15 7.39 Nil 220
8 Bh-17 7.59 Nil 230
9 Bh-20 7.46 Nil 249
10 Bh-23 7.39 Nil 242
11 Bh-25 7.52 Nil 199
12 Bh-30 7.63 Nil 240
13 Bh-33 7.23 Nil 241
14 Bh-37 7.36 Nil 199
> 6 Max. 200 mg/l
Max. 3000 mg/l
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281
227
162
144
232
274
TABLE NO. 3
RESULTS OF CHEMICAL ANALYSIS OF WATER
Sr. No. Location
Result
pHTotal Dissolved Solids
Sulphate (SO4) Chloride
103 207
195 271
197 201
161 297
193 213
115 233
167 251
130 262
IS : 456-2000 Limits for class I, concrete exposed to sulphate
attack< 1000 mg/l Max. 500 mg/l
187 286
178 278
137
138
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1
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oned
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CCex ue tioShear Parameterng
reConsistancy limits on
Project :-
RESULTS OF LABORATORY TEST
Proposed structure under TDI Project of GNFC at Rahiyad, Dahej
Grain Size AnalysisField Natural ityType of
BH No. :-
Depth
m gm / cc % % % % % % % % % Kg/cm2 % Kg/cm2 Degree Kg/cm2 % %
Poro
siNo
Roc
k Q
uali
Des
igna
tio
C φ
Unc
onfin
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Com
pres
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Inde
x C
Free
Sw
ell I
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Plas
ticity
In
dex
Shrin
kage
Li
mit
SPT
N V
alu
Void
Rat
Silt
Cla
y
Liqu
id
Lim
it
Plas
tic
Lim
it Swel
linPr
essu
y
Soil
Cla
ssifi
catio
yDensity Moisture
Content
Spec
ific
Gra
vi
Gra
vel
Sand
ypSample
p
1 0.00 DS - - - 0 16 45 39 59 32 27 - - - CH - - - - - - - -
2 1.50 SPT - - - 2 24 38 36 58 32 26 - - - CH - - - - 13 - - -
3 3.00 UDS 1.75 12.34 2.66 2 30 36 32 53 26 27 8 0.28 51.3 CH 0.36 8 - 0.15 - - 0.71 41.4
C
4 3.50 SPT - - - 1 36 32 31 53 25 28 - - - CH - - - - 15 - - -
5 4.50 SPT - - - 0 13 48 39 56 28 28 - - - CH - - - - 12 - - -
6 6.00 UDS 1.78 15.64 2.65 0 27 36 37 53 28 25 9 0.25 56.4 CH 0.44 9 - 0.14 - - 0.72 41.9
7 6.50 SPT - - - - - - - - - - - - - CH - - - - 26 - - -
8 7.50 SPT - - - 0 21 40 39 58 32 26 - - - CH - - - - 30 - - -
9 9.00 UDS 1.86 20.31 2.66 2 31 37 30 36 29 7 - - - MI 0.10 21 - - - - 0.72 41.9
10 9.50 SPT - - - - - - - - - - - - - MI - - - - 36 - - -10 9.50 SPT MI 36
11 10.50 SPT - - - 2 36 32 30 51 22 29 - - - CH - - - - 42 - - -
12 12.00 UDS 1.89 21.05 2.68 2 30 36 32 58 32 26 8 0.21 48.6 CH 0.53 9 - 0.10 - - 0.72 41.7
13 12.50 SPT - - - - - - - - - - - - - CH - - - - 37 - - -
14 13.50 SPT - - - 2 25 40 33 54 27 27 - - - CH - - - - 49 - - -
15 15.00 UDS 1.94 20.84 2.67 1 38 30 31 53 27 26 - - 52.5 CH 0.51 10 - 0.09 - - 0.66 39.9
( K.K. Thaker )Table No. - ( )
KCT Consultancy Services, Ahmedabad
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RESULTS OF LABORATORY TEST
Proposed structures of CO reformer / CO Plant, under TDI Project at Rahiyad, Dahej for GNFC
BH No. :-
Project :-
Poro
sitySr
No
Roc
k Q
ualit
y D
esig
natio
n
Coh
esio
n - C
ngle
of I
nter
nal
Fric
tion
− φ
Unc
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mpr
essi
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tren
gth
mpr
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on In
dex
CC
Free
Sw
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ndex
last
icity
Inde
x
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kage
Lim
it
Void
Rat
io
Silt
Cla
y
Liqu
id L
imit
Plas
tic L
imit
Shear Parameter
Swel
ling
Pres
sureConsistancy limits
Soil
Cla
ssifi
catio
nGrain Size AnalysisField Density
Natural Moisture Content
Spec
ific
Gra
vity
Gra
vel
SPT
N V
alue
Sand
Type of Sample
Depth
m gm / cc % % % % % % % % % Kg/cm2 % Kg/cm2 Degree Kg/cm2 % %
1 0.00 DS - 9.34 - 2 23 36 39 39 19 20 - - - CI - - - - - - - -2 1.00 DS - - - 5 29 33 33 42 21 21 - - - CI - - - - - - - -3 1 50 UDS 1 76 10 51 2 65 1 29 39 31 43 20 23 CI 0 68 6 1 37 0 12 0 66 39 9
An
Com
ComP Sh
3 1.50 UDS 1.76 10.51 2.65 1 29 39 31 43 20 23 - - - CI 0.68 6 1.37 0.12 - - 0.66 39.94 2.00 SPT - - - 6 25 39 30 44 21 23 - - - CI - - - - 18 - - -5 3.00 SPT - - - 3 16 44 37 62 27 35 - - - CH - - - - 25 - - -6 4.50 UDS 1.81 17.16 2.66 0 18 45 37 68 27 41 7 0.38 63.1 CH 0.54 11 1.10 0.10 - - 0.72 41.97 5.00 SPT - - - 4 19 39 38 57 26 31 - - - CH - - - - 23 - - -8 6.00 SPT - - - 4 78 15 3 25 NP NP - - - SM - - - - 29 - - -9 7.00 DS - 15.34 - 9 75 13 3 26 NP NP - - - SM - - - - - - - -
10 7.50 UDS 1.87 23.16 2.66 2 19 39 40 66 26 40 8 0.31 56.5 CH 0.60 5 1.21 0.11 - - 0.75 42.911 8.00 SPT - - - 4 15 43 38 58 27 31 - - - CH - - - - 20 - - -12 9.00 SPT - - - 2 28 39 31 47 24 23 - - - CI - - - - 23 - - -13 10.50 UDS 1.85 22.06 2.65 13 18 39 30 42 19 23 - - - CI 0.53 12 1.08 0.09 - - 0.75 42.814 11 00 SPT 12 21 36 31 46 22 24 CI 2614 11.00 SPT - - - 12 21 36 31 46 22 24 - - - CI - - - - 26 - - -15 12.00 SPT - - - 4 27 32 37 24 17 7 - - - CL - - - - 32 - - -16 13.50 UDS 1.83 21.51 2.65 3 31 36 30 44 21 23 - - - CI 0.50 13 1.04 0.07 - - 0.76 43.217 15.00 SPT - - - 2 25 39 34 39 20 19 - - - CI - - - - 30 - - -
For KCT Consultancy Services,
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KCT Consultancy Services, Ahmedabad
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itySr ity
oned
on
est
CCex ue tioShear Parameterng
reConsistancy limits on
Project :-
RESULTS OF LABORATORY TEST
Proposed structure under TDI Project of GNFC at Rahiyad, Dahej
Grain Size AnalysisField Natural ityType of
BH No. :-
Depth
m gm / cc % % % % % % % % % Kg/cm2 % Kg/cm2 Degree Kg/cm2 % %
Poro
siNo
Roc
k Q
uali
Des
igna
tio
C φ
Unc
onfin
eC
ompr
essi
oTe
Com
pres
sion
Inde
x C
Free
Sw
ell I
nde
Plas
ticity
In
dex
Shrin
kage
Li
mit
SPT
N V
alu
Void
Rat
Silt
Cla
y
Liqu
id
Lim
it
Plas
tic
Lim
it Swel
linPr
essu
y
Soil
Cla
ssifi
catio
yDensity Moisture
Content
Spec
ific
Gra
vi
Gra
vel
Sand
ypSample
p
1 0.00 DS - - - 0 16 48 36 54 25 29 - - - CH - - - - - - - -
2 1.50 UDS 1.66 10.54 2.65 0 26 38 36 56 27 29 8 0.24 54.3 CH 0.34 9 - 0.15 - - 0.77 43.4
3 3.00 SPT - - - 2 19 40 39 56 31 25 - - - CH - - - - 10 - - -
C
4 4.50 UDS 1.64 11.05 2.65 2 31 36 31 59 32 27 9 0.23 58.2 CH 0.45 10 - 0.16 - - 0.79 44.3
5 6.00 SPT - - - 0 34 33 33 55 26 29 - - - CH - - - - 15 - - -
6 7.50 UDS 1.94 18.64 2.63 2 36 31 31 44 27 17 - - - CI 0.61 14 1.22 0.06 - - 0.61 37.9
7 9.00 SPT - - - 2 57 22 19 21 12 9 - - - SC - - - - 70 - - -
8 10.50 UDS 2.01 21.43 2.63 1 61 20 18 27 18 9 - - - SC 0.10 29 0.20 - - - 0.59 37.2
9 12.00 SPT - - - 2 35 32 31 50 22 28 - - - CH - - - - 72 - - -
10 13.50 UDS 2.13 22.51 2.64 0 30 40 30 54 26 28 9 0.20 55.7 CH 0.34 22 0.69 0.04 - - 0.52 34.210 13.50 UDS 2.13 22.51 2.64 0 30 40 30 54 26 28 9 0.20 55.7 CH 0.34 22 0.69 0.04 0.52 34.2
11 15.00 SPT - - - 2 83 12 3 24 NP NP - - - SM - - - - 94 - - -
For KCT Consultancy Services,
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itySr ity
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CCex ue tioShear Parameterng
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Project :-
RESULTS OF LABORATORY TEST
Proposed structure under TDI Project of GNFC at Rahiyad, Dahej
Grain Size AnalysisField Natural ityType of
BH No. :-
Depth
m gm / cc % % % % % % % % % Kg/cm2 % Kg/cm2 Degree Kg/cm2 % %
Poro
siNo
Roc
k Q
uali
Des
igna
tio
C φ
Unc
onfin
eC
ompr
essi
oTe
Com
pres
sion
Inde
x C
Free
Sw
ell I
nde
Plas
ticity
In
dex
Shrin
kage
Li
mit
SPT
N V
alu
Void
Rat
Silt
Cla
y
Liqu
id
Lim
it
Plas
tic
Lim
it Swel
linPr
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y
Soil
Cla
ssifi
catio
yDensity Moisture
Content
Spec
ific
Gra
vi
Gra
vel
Sand
ypSample
p
1 0.00 DS - - - 1 20 43 36 53 26 27 - - - CH - - - - - - - -
2 1.50 UDS 1.67 13.21 2.64 2 23 39 36 56 30 26 8 0.33 59.4 CH 0.39 9 - 0.15 - - 0.79 44.2
3 3.00 SPT - - - 0 18 45 37 51 24 27 - - - CH - - - - 11 - - -
C
4 4.50 UDS 1.75 16.94 2.64 0 18 46 36 56 28 28 8 0.26 50.4 CH 0.42 8 - 0.14 - - 0.77 43.4
5 6.00 SPT - - - 2 18 43 37 51 25 26 - - - CH - - - - 16 - - -
6 7.50 UDS 1.78 22.05 2.64 1 32 34 33 42 28 14 - - - CI 0.47 11 - 0.09 - - 0.81 44.9
7 9.00 SPT - - - 0 35 34 31 39 28 11 - - - CI - - - - 25 - - -
8 10.50 UDS 1.89 21.43 2.66 0 54 28 18 26 17 9 - - - SC 0.09 26 - - - - 0.71 41.5
9 12.00 SPT - - - 0 55 26 19 25 17 8 - - - SC - - - - 45 - - -
10 13.50 UDS 1.93 21.05 2.65 0 30 39 31 37 20 17 - - - CI 0.48 16 - 0.06 - - 0.66 39.810 13.50 UDS 1.93 21.05 2.65 0 30 39 31 37 20 17 CI 0.48 16 0.06 0.66 39.8
11 15.00 SPT - - - 4 34 30 32 41 31 10 - - - CI - - - - 42 - - -
For KCT Consultancy Services,
( K.K. Thaker )Table No. - ( )
5
m gm / cc % % % % % % % % % Kg/cm2 % Kg/cm2 Degree Kg/cm2 % %
1 0.00 DS - - - 1 33 36 30 53 26 27 - - - CH - - - - - - - -
2 1.50 UDS 1.68 9.68 2.64 0 26 40 34 58 33 25 8 0.22 51.3 CH 0.34 9 - 0.16 - - 0.72 42.0
3 3.00 SPT - - - 0 33 34 33 58 30 28 - - - CH - - - - 9 - - -
4 4.50 UDS 1.71 13.54 2.65 2 33 33 32 59 32 27 9 0.18 47.3 CH 0.39 10 - 0.15 - - 0.76 43.1
5 6.00 SPT - - - 1 18 39 42 28 16 12 - - - CL - - - - 10 - - -
6 7.50 UDS 1.82 20.51 2.66 0 81 15 4 NP NP NP - - - SM - 32 - - - - 0.76 43.2
7 9.00 SPT - - - 0 88 10 2 NP NP NP - - - SM - - - - 39 - - -
8 10.50 UDS 1.86 21.43 2.66 0 85 12 3 NP NP NP - - - SM - 35 - - - - 0.74 42.4
9 12.00 SPT - - - 2 86 10 2 NP NP NP - - - SM - - - - 48 - - -
10 13.50 UDS 1.92 21.25 2.63 6 28 36 30 35 24 11 - - - CI 0.50 13 - 0.06 - - 0.66 39.7
11 15.00 SPT - - - 6 24 36 34 35 25 10 - - - CI - - - - 70 - - -
Gra
vel
Sand
Type of Sample
BH No. :-
Depth
Soil
Cla
ssifi
catio
n
Project :-
KCT Consultancy Services, AhmedabadRESULTS OF LABORATORY TEST
Proposed structure under TDI Project of GNFC at Rahiyad, Dahej
Grain Size AnalysisField Density
Natural Moisture Content
Spec
ific
Gra
vity
Shrin
kage
Li
mit
SPT
N V
alue
Void
Rat
io
Silt
Cla
y
Liqu
id
Lim
it
Plas
tic
Lim
it
Shear Parameter
Swel
ling
Pres
sureConsistancy limits
Poro
sitySr
No
Roc
k Q
ualit
y D
esig
natio
n
C φ
Unc
onfin
ed
Com
pres
sion
Te
st
Com
pres
sion
Inde
x C
C
Free
Sw
ell I
ndex
Plas
ticity
In
dex
For KCT Consultancy Services,
( K.K. Thaker )Table No. - ( )
6
m gm / cc % % % % % % % % % Kg/cm2 % Kg/cm2 Degree Kg/cm2 % %
1 0.00 DS - - - 2 28 38 32 56 31 25 - - - CH - - - - - - - -
2 1.50 SPT - - - 1 29 36 34 53 26 27 - - - CH - - - - 12 - - -
3 3.00 UDS 1.62 14.21 2.63 2 27 38 33 51 26 25 7 0.24 60.6 CH 0.32 9 - 0.19 - - 0.86 46.1
4 4.50 SPT - - - 2 28 37 33 59 32 27 - - - CH - - - - 5 - - -
5 6.00 UDS 1.63 21.51 2.65 2 34 32 32 44 25 19 - - - CI 0.30 8 - 0.21 - - 0.97 49.3
6 7.50 SPT - - - 0 32 34 34 42 24 18 - - - CI - - - - 12 - - -
7 9.00 UDS 1.79 20.35 2.62 0 52 28 20 27 19 8 - - - SC 0.09 28 - - - - 0.76 43.3
8 10.50 SPT - - - 0 84 14 2 23 NP NP - - - SM - - - - 28 - - -
9 12.00 UDS 1.89 21.09 2.64 2 32 30 36 22 12 10 - - - CL 0.54 12 - 0.08 - - 0.69 41.0
10 13.50 SPT - - - 0 30 38 32 53 27 26 - - - CH - - - - 35 - - -
11 15.00 UDS 1.92 20.54 2.64 2 28 36 34 52 25 27 9 0.22 55.3 CH 0.56 14 - 0.07 - - 0.66 39.6
Gra
vel
Sand
Type of Sample
BH No. :-
Depth
Soil
Cla
ssifi
catio
n
Project :-
KCT Consultancy Services, AhmedabadRESULTS OF LABORATORY TEST
Proposed structure under TDI Project of GNFC at Rahiyad, Dahej
Grain Size AnalysisField Density
Natural Moisture Content
Spec
ific
Gra
vity
Shrin
kage
Li
mit
SPT
N V
alue
Void
Rat
io
Silt
Cla
y
Liqu
id
Lim
it
Plas
tic
Lim
it
Shear Parameter
Swel
ling
Pres
sureConsistancy limits
Poro
sitySr
No
Roc
k Q
ualit
y D
esig
natio
n
C φ
Unc
onfin
ed
Com
pres
sion
Te
st
Com
pres
sion
Inde
x C
C
Free
Sw
ell I
ndex
Plas
ticity
In
dex
For KCT Consultancy Services,
( K.K. Thaker )Table No. - ( )
KCT Consultancy Services, Ahmedabad
7
itySr ity
oned
on
est
CCex ue tioShear Parameterng
reConsistancy limits on
Project :-
RESULTS OF LABORATORY TEST
Proposed structure under TDI Project of GNFC at Rahiyad, Dahej
Grain Size AnalysisField Natural ityType of
BH No. :-
Depth
m gm / cc % % % % % % % % % Kg/cm2 % Kg/cm2 Degree Kg/cm2 % %
Poro
siNo
Roc
k Q
uali
Des
igna
tio
C φ
Unc
onfin
eC
ompr
essi
oTe
Com
pres
sion
Inde
x C
Free
Sw
ell I
nde
Plas
ticity
In
dex
Shrin
kage
Li
mit
SPT
N V
alu
Void
Rat
Silt
Cla
y
Liqu
id
Lim
it
Plas
tic
Lim
it Swel
linPr
essu
y
Soil
Cla
ssifi
catio
yDensity Moisture
Content
Spec
ific
Gra
vi
Gra
vel
Sand
ypSample
p
1 0.00 DS - - - 1 19 40 40 50 25 25 - - - CH - - - - - - - -
2 1.50 UDS 1.69 12.34 2.63 1 24 38 37 57 30 27 7 0.32 54.3 CH 0.44 9 - 0.16 - - 0.75 42.8
3 3.00 SPT - - - 2 20 40 38 52 24 28 - - - CH - - - - 11 - - -
C
4 4.50 UDS 1.77 16.54 2.64 0 16 44 40 54 25 29 8 0.28 50.7 CH 0.50 14 - 0.14 - - 0.74 42.4
5 6.00 SPT - - - 0 28 36 36 52 24 28 - - - CH - - - - 26 - - -
6 7.50 UDS 1.81 22.43 2.66 2 25 43 30 27 24 3 - - - ML 0.10 27 - 0.05 - - 0.80 44.3
7 9.00 SPT - - - 1 34 32 33 23 18 5 - - - ML - - - - 34 - - -
8 10.50 UDS 1.76 24.16 2.63 0 15 56 29 51 36 15 - - - MH 0.21 14 - 0.09 - - 0.86 46.2
9 12.00 SPT - - - 1 83 13 3 NP NP NP - - - SM - - - - 46 - - -
10 13.50 UDS 1.89 22.71 2.65 0 32 34 34 54 28 26 - - - CH 0.51 18 - 0.07 - - 0.72 41.910 13.50 UDS 1.89 22.71 2.65 0 32 34 34 54 28 26 CH 0.51 18 0.07 0.72 41.9
11 15.00 SPT - - - 0 36 33 31 38 32 6 - - - MI - - - - 53 - - -
For KCT Consultancy Services,
( K.K. Thaker )Table No. - ( )
8
m gm / cc % % % % % % % % % Kg/cm2 % Kg/cm2 Degree Kg/cm2 % %
1 0.00 DS - 11.73 - 0 14 48 38 51 25 26 - - - CH - - - - - - - -
2 1.50 SPT - - - 0 12 48 40 59 33 26 - - - CH - - - - 12 - - -
3 3.00 UDS 1.71 15.24 2.63 0 25 38 37 55 30 25 8 0.24 53.4 CH 0.38 12 - 0.15 - - 0.77 43.6
4 4.50 SPT - - - 2 16 44 38 53 25 28 - - - CH - - - - 15 - - -
5 6.00 UDS 1.83 22.57 2.64 1 25 36 38 56 31 25 7 0.20 50.5 CH 0.44 14 - 0.12 - - 0.77 43.5
6 7.50 SPT - - - 0 21 46 33 23 21 2 - - - ML - - - - 23 - - -
7 9.00 UDS 1.92 21.30 2.63 2 23 45 30 21 19 2 - - - ML 0.09 29 - - - - 0.66 39.8
8 10.50 SPT - - - 1 83 12 4 NP NP NP - - - SM - - - - 25 - - -
9 12.00 UDS 1.87 20.43 2.62 2 82 14 2 NP NP NP - - - SM - 33 - - - - 0.69 40.8
10 13.50 UDS 1.95 19.76 2.64 2 26 40 32 53 28 25 9 0.18 46.1 CH 0.41 18 - 0.10 - - 0.62 38.2
11 15.00 SPT - - - 2 24 40 34 52 27 25 - - - CH - - - - 41 - - -
Gra
vel
Sand
Type of Sample
BH No. :-
Depth
Soil
Cla
ssifi
catio
n
Project :-
KCT Consultancy Services, AhmedabadRESULTS OF LABORATORY TEST
Proposed structure under TDI Project of GNFC at Rahiyad, Dahej
Grain Size AnalysisField Density
Natural Moisture Content
Spec
ific
Gra
vity
Shrin
kage
Li
mit
SPT
N V
alue
Void
Rat
io
Silt
Cla
y
Liqu
id
Lim
it
Plas
tic
Lim
it
Shear Parameter
Swel
ling
Pres
sureConsistancy limits
Poro
sitySr
No
Roc
k Q
ualit
y D
esig
natio
n
C φ
Unc
onfin
ed
Com
pres
sion
Te
st
Com
pres
sion
Inde
x C
C
Free
Sw
ell I
ndex
Plas
ticity
In
dex
For KCT Consultancy Services,
( K.K. Thaker )Table No. - ( )
9
m gm / cc % % % % % % % % % Kg/cm2 % Kg/cm2 Degree Kg/cm2 % %
1 0.00 DS - - - 2 15 45 38 51 22 29 - - - CH - - - - - - - -
2 1.50 SPT - - - 1 23 38 38 52 23 29 - - - CH - - - - 11 - - -
3 3.00 UDS 1.74 13.24 2.64 1 18 45 36 53 27 26 8 0.25 51.7 CH 0.39 12 - 0.14 - - 0.72 41.7
4 4.50 SPT - - - 1 18 45 36 56 30 26 - - - CH - - - - 15 - - -
5 6.00 UDS 1.82 21.68 2.66 2 29 37 32 35 30 5 - - - MI 0.11 26 - 0.07 - - 0.78 43.8
6 7.50 SPT - - - 1 23 42 34 22 16 6 - - - ML - - - - 19 - - -
7 9.00 UDS 1.86 21.22 2.64 1 37 30 32 36 30 6 - - - MI 0.09 27 - 0.06 - - 0.72 41.9
8 10.50 SPT - - - 2 16 48 34 22 19 3 - - - ML - - - - 29 - - -
9 12.00 UDS 1.89 21.13 2.65 0 31 39 30 52 26 26 9 0.21 47.3 CH 0.46 16 - 0.11 - - 0.70 41.2
10 13.50 DS - - - 1 29 38 32 54 25 29 - - - CH - - - - - - - -
11 15.00 SPT - - - 1 35 32 32 56 27 29 - - - CH - - - - 35 - - -
Gra
vel
Sand
Type of Sample
BH No. :-
Depth
Soil
Cla
ssifi
catio
n
Project :-
KCT Consultancy Services, AhmedabadRESULTS OF LABORATORY TEST
Proposed structure under TDI Project of GNFC at Rahiyad, Dahej
Grain Size AnalysisField Density
Natural Moisture Content
Spec
ific
Gra
vity
Shrin
kage
Li
mit
SPT
N V
alue
Void
Rat
io
Silt
Cla
y
Liqu
id
Lim
it
Plas
tic
Lim
it
Shear Parameter
Swel
ling
Pres
sureConsistancy limits
Poro
sitySr
No
Roc
k Q
ualit
y D
esig
natio
n
C φ
Unc
onfin
ed
Com
pres
sion
Te
st
Com
pres
sion
Inde
x C
C
Free
Sw
ell I
ndex
Plas
ticity
In
dex
For KCT Consultancy Services,
( K.K. Thaker )Table No. - ( )
10
m gm / cc % % % % % % % % % Kg/cm2 % Kg/cm2 Degree Kg/cm2 % %
1 0.00 DS - - - 0 17 45 38 53 28 25 - - - CH - - - - - - - -
2 1.50 SPT - - - 0 19 45 36 58 29 29 - - - CH - - - - 13 - - -
3 3.00 UDS 1.74 13.24 2.64 0 19 43 38 50 24 26 8 0.23 50.4 CH 0.37 12 - 0.14 - - 0.72 41.8
4 4.50 SPT - - - 0 86 12 2 NP NP NP - - - SM - - - - 12 - - -
5 6.00 UDS 1.88 19.84 2.64 0 84 12 4 NP NP NP - - - SM - 29 - - - - 0.68 40.6
6 7.50 SPT - - - 2 28 38 32 35 25 10 - - - CI - - - - 17 - - -
7 8.00 DS - - - 1 36 30 33 43 33 10 - - - CI - - - - - - - -
8 9.00 UDS 1.94 20.47 2.63 2 24 42 32 27 26 1 - - - ML 0.14 28 - 0.05 - - 0.63 38.7
9 10.50 SPT - - - 2 19 45 34 29 23 6 - - - ML - - - - 42 - - -
10 12.00 UDS 1.96 20.55 2.63 0 24 43 33 26 20 6 - - - ML 0.11 30 - 0.03 - - 0.62 38.1
11 13.50 SPT - - - 1 83 14 2 22 NP NP - - - SM - - - - 51 - - -
12 15.00 UDS 1.99 19.84 2.64 1 86 10 3 24 NP NP - - - SM - 34 - - - - 0.59 37.1
Gra
vel
Sand
Type of Sample
BH No. :-
Depth
Soil
Cla
ssifi
catio
n
Project :-
KCT Consultancy Services, AhmedabadRESULTS OF LABORATORY TEST
Proposed structure under TDI Project of GNFC at Rahiyad, Dahej
Grain Size AnalysisField Density
Natural Moisture Content
Spec
ific
Gra
vity
Shrin
kage
Li
mit
SPT
N V
alue
Void
Rat
io
Silt
Cla
y
Liqu
id
Lim
it
Plas
tic
Lim
it
Shear Parameter
Swel
ling
Pres
sureConsistancy limits
Poro
sitySr
No
Roc
k Q
ualit
y D
esig
natio
n
C φ
Unc
onfin
ed
Com
pres
sion
Te
st
Com
pres
sion
Inde
x C
C
Free
Sw
ell I
ndex
Plas
ticity
In
dex
For KCT Consultancy Services,
( K.K. Thaker )Table No. - ( )
11
m gm / cc % % % % % % % % % Kg/cm2 % Kg/cm2 Degree Kg/cm2 % %
1 0.00 DS - - - 0 22 39 39 54 26 28 - - - CH - - - - - - - -
2 1.50 SPT - - - 0 21 40 39 55 27 28 - - - CH - - - - 14 - - -
3 3.00 UDS 1.74 13.54 2.66 2 14 44 40 59 30 29 7 0.24 47.3 CH 0.44 14 - 0.14 - - 0.73 42.4
4 4.50 SPT - - - 2 27 39 32 40 28 12 - - - CI - - - - 16 - - -
5 6.00 UDS 1.82 23.51 2.63 2 24 40 34 38 32 6 - - - MI 0.12 25 - 0.08 - - 0.79 44.1
6 7.50 SPT - - - 2 31 33 34 36 31 5 - - - MI - - - - 28 - - -
7 9.00 UDS 1.81 18.34 2.62 0 83 14 3 NP NP NP - - - SM - 34 - - - - 0.72 41.7
8 10.50 SPT - - - 1 21 44 34 27 25 2 - - - ML - - - - 42 - - -
9 12.00 UDS 1.95 21.58 2.63 0 36 30 34 26 24 2 - - - ML 0.09 35 - 0.06 - - 0.64 39.1
10 13.50 SPT - - - 0 85 13 2 NP NP NP - - - SM - - - - 71 - - -
11 15.00 UDS 1.95 19.38 2.65 1 80 15 4 NP NP NP - - - SM - 36 - - - - 0.62 38.3
Gra
vel
Sand
Type of Sample
BH No. :-
Depth
Soil
Cla
ssifi
catio
n
Project :-
KCT Consultancy Services, AhmedabadRESULTS OF LABORATORY TEST
Proposed structure under TDI Project of GNFC at Rahiyad, Dahej
Grain Size AnalysisField Density
Natural Moisture Content
Spec
ific
Gra
vity
Shrin
kage
Li
mit
SPT
N V
alue
Void
Rat
io
Silt
Cla
y
Liqu
id
Lim
it
Plas
tic
Lim
it
Shear Parameter
Swel
ling
Pres
sureConsistancy limits
Poro
sitySr
No
Roc
k Q
ualit
y D
esig
natio
n
C φ
Unc
onfin
ed
Com
pres
sion
Te
st
Com
pres
sion
Inde
x C
C
Free
Sw
ell I
ndex
Plas
ticity
In
dex
For KCT Consultancy Services,
( K.K. Thaker )Table No. - ( )
KCT Consultancy Services, Ahmedabad
12
RESULTS OF LABORATORY TEST
Proposed structures of TDI Storage, under TDI Project at Rahiyad, Dahej for GNFC
BH No. :-
Project :-
Poro
sitySr
No
Roc
k Q
ualit
y D
esig
natio
n
Coh
esio
n - C
ngle
of I
nter
nal
Fric
tion
− φ
Unc
onfin
ed
mpr
essi
on S
tren
gth
mpr
essi
on In
dex
CC
Free
Sw
ell I
ndex
last
icity
Inde
x
hrin
kage
Lim
it
Void
Rat
io
Silt
Cla
y
Liqu
id L
imit
Plas
tic L
imit
Shear Parameter
Swel
ling
Pres
sureConsistancy limits
Soil
Cla
ssifi
catio
nGrain Size AnalysisField Density
Natural Moisture Content
Spec
ific
Gra
vity
Gra
vel
SPT
N V
alue
Sand
Type of Sample
Depth
m gm / cc % % % % % % % % % Kg/cm2 % Kg/cm2 Degree Kg/cm2 % %
1 0.00 DS - 8.13 - 1 21 39 39 56 24 32 - - - CH - - - - - - - -
2 1.50 UDS 1.61 9.67 2.64 0 21 43 36 58 26 32 7 0.49 78.6 CH 0.24 8 0.48 0.24 - - 0.80 44.5
An
Com
ComP Sh
3 2.00 SPT - - - 3 14 46 37 55 23 32 - - - CH - - - - 7 - - -
4 3.00 SPT - - - 1 23 36 40 64 27 37 - - - CH - - - - 11 - - -
5 4.50 UDS 1.68 13.54 2.65 3 15 45 37 67 26 41 9 0.33 55.3 CH 0.29 7 0.60 0.21 - - 0.79 44.2
6 5.00 SPT - - - 1 16 45 38 65 28 37 - - - CH - - - - 12 - - -
7 6.00 SPT - - - 0 15 45 40 66 26 40 - - - CH - - - - 13 - - -
8 7.50 UDS 1.79 14.25 2.64 4 80 13 3 24 NP NP - - - SM 0.02 28 - - - - 0.69 40.7
9 8.00 SPT - - - 2 80 15 3 21 NP NP - - - SM - - - - 26 - - -
10 9.00 SPT - - - 6 77 14 3 25 NP NP - - - SM - - - - 34 - - -
11 10.50 UDS 1.96 19.38 2.66 5 51 25 19 23 16 7 15 - 19.0 SC 0.19 26 - - - - 0.62 38.2
12 11.00 SPT - - - 7 51 22 20 24 14 10 - - - SC - - - - 44 - - -
13 12.00 SPT - - - 2 81 13 4 24 NP NP - - - SM - - - - 54 - - -
14 13.50 UDS 1.95 20.94 2.67 1 38 30 31 40 19 21 - - - CI 0.82 16 1.71 0.12 - - 0.66 39.7
15 15.00 SPT - - - 0 30 38 32 60 25 35 11 - 34.5 CH - - - - 55 - - -
For KCT Consultancy Services,
( K.K. Thaker )Table No. - ( )
13
m gm / cc % % % % % % % % % Kg/cm2 % Kg/cm2 Degree Kg/cm2 % %
1 0.00 DS - - - 0 18 46 36 56 29 27 - - - CH - - - - - - - -
2 1.50 UDS 1.73 13.24 2.65 0 25 39 36 58 33 25 8 0.20 43.7 CH 0.44 10 - 0.13 - - 0.73 42.3
3 2.00 SPT - - - 2 23 36 39 58 30 28 - - - CH - - - - 18 - - -
4 3.00 SPT - - - 0 24 37 39 58 30 28 - - - CH - - - - 35 - - -
5 4.50 UDS 1.84 12.10 2.65 0 18 46 36 57 30 27 10 0.16 35.1 CH 0.52 13 - 0.12 - - 0.61 38.1
6 5.00 SPT - - - 2 18 44 36 59 31 28 - - - CH - - - - 22 - - -
7 6.00 SPT - - - 0 23 40 37 58 31 27 - - - CH - - - - 27 - - -
8 7.50 UDS 1.91 21.84 2.64 2 31 33 34 37 31 6 - - - MI 0.09 28 - 0.06 - - 0.68 40.6
9 8.00 SPT - - - 1 36 33 30 37 32 5 - - - MI - - - - 32 - - -
10 9.00 SPT - - - 0 31 39 30 56 30 26 - - - CH - - - - 43 - - -
11 10.50 UDS 2.05 21.36 2.64 1 36 33 30 55 26 29 - - - CH 0.49 16 - 0.07 - - 0.56 36.0
12 11.00 SPT - - - 0 37 30 33 58 32 26 - - - CH - - - - 35 - - -
13 12.00 SPT - - - 1 35 31 33 58 29 29 - - - CH - - - - 38 - - -
14 13.50 UDS 2.09 22.05 2.66 0 31 39 30 51 24 27 - - - CH 0.55 14 - 0.04 - - 0.55 35.7
15 15.00 SPT - - - 0 33 37 30 58 33 25 - - - CH - - - - 45 - - -
Gra
vel
Sand
Type of Sample
BH No. :-
Depth
Soil
Cla
ssifi
catio
n
Project :-
KCT Consultancy Services, AhmedabadRESULTS OF LABORATORY TEST
Proposed structure under TDI Project of GNFC at Rahiyad, Dahej
Grain Size AnalysisField Density
Natural Moisture Content
Spec
ific
Gra
vity
Shrin
kage
Li
mit
SPT
N V
alue
Void
Rat
io
Silt
Cla
y
Liqu
id
Lim
it
Plas
tic
Lim
it
Shear Parameter
Swel
ling
Pres
sureConsistancy limits
Poro
sitySr
No
Roc
k Q
ualit
y D
esig
natio
n
C φ
Unc
onfin
ed
Com
pres
sion
Te
st
Com
pres
sion
Inde
x C
C
Free
Sw
ell I
ndex
Plas
ticity
In
dex
KCT Consultancy Services, Ahmedabad
14
ySr y nd h Cx oShear ParametereConsistancy limits n
RESULTS OF LABORATORY TEST
Proposed structures of Plant Maintainance Workshop, under TDI Project at Rahiyad, Dahej for GNFC
Grain Size AnalysisField Natural y eType of
BH No. :-
Depth
Project :-
Poro
sitySr
No
Roc
k Q
ualit
yD
esig
natio
n
Coh
esio
n - C
Ang
le o
f Int
erna
l Fr
ictio
n −
φ
Unc
onfin
e dC
ompr
essi
on S
tren
gth
Com
pres
sion
Inde
x C
C
Free
Sw
ell I
ndex
Plas
ticity
Inde
x
Shrin
kage
Lim
it
Void
Rat
io
Silt
Cla
y
Liqu
id L
imit
Plas
tic L
imit
Shear Parameter
Swel
ling
Pres
sureConsistancy limits
Soil
Cla
ssifi
catio
nGrain Size AnalysisField Density
Natural Moisture Content
Spec
ific
Gra
vity
Gra
vel
SPT
N V
alue
Sand
Type of Sample
Depth
m gm / cc % % % % % % % % % Kg/cm2 % Kg/cm2 Degree Kg/cm2 % %
1 0.00 DS - 8.64 - 4 12 46 38 60 26 34 - - - CH - - - - - - - -
2 1.00 DS - - - 0 21 43 36 63 24 39 - - - CH - - - - - - - -
3 1.50 UDS 1.65 13.54 2.66 2 17 43 38 67 28 39 7 0.41 73.9 CH 0.51 8 1.05 0.15 - - 0.83 45.4
4 2.00 DS - - - 2 24 36 38 64 28 36 - - - CH - - - - - - - -
5 3.00 SPT - 12.34 - 1 18 43 38 65 28 37 - - - CH - - - - 16 - - -
6 4.00 DS - - - 0 15 45 40 66 26 40 - - - CH - - - - - - - -
7 4.50 UDS 1.76 16.34 2.66 6 13 43 38 67 26 41 8 0.33 69.1 CH 0.58 7 1.19 0.14 - - 0.76 43.1
8 6.00 SPT - - - 5 14 44 37 66 28 38 - - - CH - - - - 18 - - -
9 7.00 DS - - - 8 4 40 48 29 16 13 - - - CL - - - - - - - -
10 7.50 UDS 1.91 22.51 2.65 2 14 36 48 22 16 6 - - - CL 0.76 7 1.54 0.12 - - 0.70 41.2
11 8.00 DS - - - 4 13 37 46 27 16 11 - - - CL - - - - - - - -
12 9 00 SPT - 19 34 - 4 14 37 45 24 15 9 - - - CL - - - - 24 - - -12 9.00 SPT - 19.34 - 4 14 37 45 24 15 9 - - - CL - - - - 24 - - -
13 10.00 DS - - - 3 11 38 48 24 16 8 - - - CL - - - - - - - -
14 10.50 UDS 1.96 19.08 2.67 1 58 21 20 24 15 9 - - - SC 0.18 28 - - - - 0.62 38.4
15 12.00 SPT - - - 5 56 20 19 20 13 7 - - - SC - - - - 90 - - -
16 13.00 DS - 20.34 - 2 56 22 20 24 15 9 - - - SC - - - - - - - -
17 13.50 DS - - - 4 77 15 4 24 NP NP - - - SM - - - - - - - -
18 14.00 DS - 14.27 - 6 79 13 2 26 NP NP - - - SM - - - - - - - -
19 15.00 DS - - - 7 74 15 4 22 NP NP - - - SM - - - - - - - -
( K.K. Thaker )Table No. - ( )
KCT Consultancy Services, Ahmedabad
15
RESULTS OF LABORATORY TEST
Proposed structures of ETP, under TDI Project at Rahiyad, Dahej for GNFC
BH No. :-
Project :-
Poro
sitySr
No
Roc
k Q
ualit
y D
esig
natio
n
Coh
esio
n - C
ngle
of I
nter
nal
Fric
tion
− φ
Unc
onfin
ed
mpr
essi
on S
tren
gth
mpr
essi
on In
dex
CC
Free
Sw
ell I
ndex
last
icity
Inde
x
hrin
kage
Lim
it
Void
Rat
io
Silt
Cla
y
Liqu
id L
imit
Plas
tic L
imit
Shear Parameter
Swel
ling
Pres
sureConsistancy limits
Soil
Cla
ssifi
catio
nGrain Size AnalysisField Density
Natural Moisture Content
Spec
ific
Gra
vity
Gra
vel
SPT
N V
alue
Sand
Type of Sample
Depth
m gm / cc % % % % % % % % % Kg/cm2 % Kg/cm2 Degree Kg/cm2 % %
1 0.00 DS - 8.34 - 1 25 38 36 63 25 38 9 - 67.3 CH - - - - - - - -
2 1 50 SPT 8 94 9 17 38 36 47 23 24 CI 22
An
Com
ComP Sh
2 1.50 SPT - 8.94 - 9 17 38 36 47 23 24 - - - CI - - - - 22 - - -
3 3.00 UDS 1.79 11.06 2.66 2 13 46 39 47 22 25 12 0.09 24.1 CI 0.60 10 1.23 0.11 - - 0.65 39.4
4 4.50 SPT - - - 3 15 43 39 64 25 39 - - - CH - - - - 21 - - -
5 6.00 UDS 1.86 18.76 2.62 2 22 45 31 21 20 1 - - - ML 0.19 21 - 0.03 - - 0.67 40.3
6 7.50 SPT - - - 8 24 38 30 26 21 5 - - - ML - - - - 53 - - -
7 9.00 DS - 21.59 - 1 23 37 39 44 19 25 - - - CI - - - - - - - -
8 10.50 SPT - - - 3 13 50 34 27 22 5 - - - ML - - - - 39 - - -
9 12.00 UDS 1.89 19.34 2.63 4 25 38 33 21 20 1 - - - ML 0.18 26 - - - - 0.66 39.7
10 13.50 SPT - - - 4 23 42 31 24 21 3 - - - ML - - - - 57 - - -
11 15.00 UDS 1.95 20.06 2.65 2 15 45 38 57 24 33 9 0.37 62.1 CH 0.94 10 1.93 0.10 - - 0.63 38.8
For KCT Consultancy Services,
( K.K. Thaker )Table No. - ( )
m gm / cc % % % % % % % % % Kg/cm2 % Kg/cm2 Degree Kg/cm2 % %
1 0.00 DS - 10.34 - 1 15 46 38 64 35 29 - - - CH - - - - - - - -
2 1.50 SPT - - - 1 25 37 37 59 31 28 - - - CH - - - - 12 - - -
3 3.00 UDS 1.71 12.26 2.64 2 16 46 36 63 38 25 8 0.24 70.8 CH 0.58 9 - 0.12 - - 0.73 42.3
4 4.50 SPT - - - 0 15 48 37 63 35 28 - - - CH - - - - 13 - - -
5 6.00 UDS 1.76 19.64 2.66 0 16 44 40 35 23 12 - - - CI 0.61 12 - 0.11 - - 0.81 44.7
6 7.50 SPT - - - 2 25 37 36 37 19 18 - - - CI - - - - 17 - - -
7 9.00 UDS 1.80 24.35 2.65 0 20 44 36 35 18 17 - - - CI 0.60 11 - 0.08 - - 0.83 45.4
8 10.50 SPT - - - 0 18 46 36 42 30 12 - - - CI - - - - 22 - - -
9 12.00 UDS 1.79 21.06 2.65 1 17 45 37 35 19 16 - - - CI 0.53 15 - 0.05 - - 0.79 44.2
10 13.50 SPT - - - 0 32 38 30 37 23 14 - - - CI - - - - 34 - - -
11 15.00 UDS 1.86 22.75 2.67 2 33 31 34 41 29 12 - - - CI 0.55 17 - 0.04 - - 0.76 43.2
Type of Sample
Depth Grain Size AnalysisField Density
Natural Moisture Content
Spec
ific
Gra
vity
Gra
vel
Sand
Project :-
KCT Consultancy Services, AhmedabadRESULTS OF LABORATORY TEST
Proposed structures of Power Plant under TDI Project at Rahiyad, Dahej for GNFC
SPT
N V
alue
Void
Rat
io
Silt
Cla
y
Liqu
id
Lim
it
Plas
tic
Lim
it
Shear Parameter
Swel
ling
Pres
sureConsistancy limits
Soil
Cla
ssifi
catio
n
Poro
sitySr
No
Roc
k Q
ualit
y D
esig
natio
n
C φ
Unc
onfin
ed
Com
pres
sion
Te
st
Com
pres
sion
Inde
x C
C
Free
Sw
ell I
ndex
Plas
ticity
In
dex
Shrin
kage
Li
mit
BH No. :- 16
For KCT Consultancy Services,
( K.K. Thaker )Table No. - ( )
17
m gm / cc % % % % % % % % % Kg/cm2 % Kg/cm2 Degree Kg/cm2 % %
1 0.00 DS - - - 2 13 46 39 58 32 26 - - - CH - - - - - - - -
2 1.50 UDS 1.63 14.21 2.63 2 14 52 32 52 39 13 10 0.19 31.8 MH 0.19 13 - 0.15 - - 0.84 45.7
3 2.00 SPT - - - 0 20 61 19 51 37 14 - - - MH - - - - 8 - - -
4 3.00 SPT - - - 0 21 58 21 55 36 19 - - - MH - - - - 11 - - -
5 4.50 UDS 1.61 20.36 2.62 1 16 59 24 53 38 15 - - - MH 0.28 13 - 0.14 - - 0.96 48.9
6 5.00 SPT - - - 0 19 53 28 50 38 12 - - - MH - - - - 13 - - -
7 6.00 SPT - - - 1 24 36 39 59 30 29 - - - CH - - - - 18 - - -
8 7.50 UDS 1.73 22.81 2.65 1 35 34 30 38 31 7 - - - MI 0.24 17 - 0.09 - - 0.88 46.8
9 8.00 SPT - - - 0 28 39 33 38 33 5 - - - MI - - - - 26 - - -
10 9.00 SPT - - - 2 29 36 33 37 31 6 - - - MI - - - - 31 - - -
11 10.50 UDS 1.78 20.90 2.65 0 40 30 30 35 30 5 - - - MI 0.19 25 - 0.07 - - 0.80 44.4
12 11.00 SPT - - - 1 81 15 3 24 NP NP - - - SM - - - - 27 - - -
13 12.00 SPT - - - 1 82 14 3 21 NP NP - - - SM - - - - 29 - - -
14 13.50 UDS 1.88 20.38 2.66 1 81 15 3 21 NP NP - - - SM - 33 - - - - 0.70 41.3
15 15.00 SPT - - - 1 82 15 2 20 NP NP - - - SM - - - - 41 - - -
Gra
vel
Sand
Type of Sample
BH No. :-
Depth
Soil
Cla
ssifi
catio
n
Project :-
KCT Consultancy Services, AhmedabadRESULTS OF LABORATORY TEST
Proposed structure under TDI Project of GNFC at Rahiyad, Dahej
Grain Size AnalysisField Density
Natural Moisture Content
Spec
ific
Gra
vity
Shrin
kage
Li
mit
SPT
N V
alue
Void
Rat
io
Silt
Cla
y
Liqu
id
Lim
it
Plas
tic
Lim
it
Shear Parameter
Swel
ling
Pres
sureConsistancy limits
Poro
sitySr
No
Roc
k Q
ualit
y D
esig
natio
n
C φ
Unc
onfin
ed
Com
pres
sion
Te
st
Com
pres
sion
Inde
x C
C
Free
Sw
ell I
ndex
Plas
ticity
In
dex
18
m gm / cc % % % % % % % % % Kg/cm2 % Kg/cm2 Degree Kg/cm2 % %
1 0.00 DS - - - 1 32 37 30 51 26 25 - - - CH - - - - - - - -
2 1.50 SPT - - - 0 28 39 33 59 31 28 - - - CH - - - - 16 - - -
3 3.00 SPT - - - 1 30 38 31 58 29 29 - - - CH - - - - 21 - - -
4 4.50 SPT - - - 0 33 36 31 54 25 29 - - - CH - - - - 19 - - -
5 6.00 UDS 1.75 21.84 2.65 2 25 40 33 57 31 26 7 0.20 43.5 CH 0.40 10 - 0.14 - - 0.85 45.8
6 7.50 SPT - - - 0 36 33 31 58 33 25 - - - CH - - - - 22 - - -
7 9.00 UDS 1.83 20.61 2.65 0 37 32 31 56 30 26 8 0.17 41.6 CH 0.43 13 - 0.13 - - 0.75 42.7
8 10.50 SPT - - - 0 32 34 34 56 29 27 - - - CH - - - - 28 - - -
9 12.00 UDS 1.89 21.34 2.67 0 37 30 33 56 29 27 - - - CH 0.54 12 - 0.10 - - 0.71 41.7
10 13.50 SPT - - - 0 33 37 30 57 30 27 - - - CH - - - - 34 - - -
11 15.00 UDS 1.94 20.58 2.65 0 28 39 33 57 31 26 - - - CH 0.56 16 - 0.09 - - 0.65 39.3
Gra
vel
Sand
Type of Sample
BH No. :-
Depth
Soil
Cla
ssifi
catio
n
Project :-
KCT Consultancy Services, AhmedabadRESULTS OF LABORATORY TEST
Proposed structure under TDI Project of GNFC at Rahiyad, Dahej
Grain Size AnalysisField Density
Natural Moisture Content
Spec
ific
Gra
vity
Shrin
kage
Li
mit
SPT
N V
alue
Void
Rat
io
Silt
Cla
y
Liqu
id
Lim
it
Plas
tic
Lim
it
Shear Parameter
Swel
ling
Pres
sureConsistancy limits
Poro
sitySr
No
Roc
k Q
ualit
y D
esig
natio
n
C φ
Unc
onfin
ed
Com
pres
sion
Te
st
Com
pres
sion
Inde
x C
C
Free
Sw
ell I
ndex
Plas
ticity
In
dex
For KCT Consultancy Services,
( K.K. Thaker )Table No. - ( )
19
m gm / cc % % % % % % % % % Kg/cm2 % Kg/cm2 Degree Kg/cm2 % %
1 0.00 DS - - - 0 26 37 37 58 32 26 - - - CH - - - - - - - -
2 1.50 UDS 1.75 14.57 2.64 1 26 37 36 51 24 27 7 0.24 49.3 CH 0.42 11 - 0.13 - - 0.73 42.2
3 3.00 SPT - - - 2 23 39 36 50 24 26 - - - CH - - - - 15 - - -
4 4.50 UDS 1.84 18.35 2.64 0 23 40 37 56 31 25 8 0.22 50.5 CH 0.49 14 - 0.11 - - 0.70 41.2
5 6.00 SPT - - - 2 54 26 18 27 19 8 - - - SC - - - - 21 - - -
6 7.50 UDS 1.92 21.94 2.65 5 32 31 32 38 32 6 - - - MI 0.19 28 - - - - 0.68 40.6
7 9.00 SPT - - - 5 34 30 31 38 32 6 - - - MI - - - - 29 - - -
8 10.50 UDS 1.98 21.35 2.65 3 28 39 30 35 29 6 - - - MI 0.14 29 - - - - 0.62 38.3
9 12.00 SPT - - - 5 32 33 30 36 29 7 - - - MI - - - - 32 - - -
10 13.50 UDS 1.99 21.05 2.66 0 38 31 31 54 28 26 8 0.19 43.7 CH 0.55 15 - 0.10 - - 0.62 38.1
11 15.00 SPT - - - 5 32 30 33 37 31 6 - - - MI - - - - 21 - - -
Gra
vel
Sand
Type of Sample
BH No. :-
Depth
Soil
Cla
ssifi
catio
n
Project :-
KCT Consultancy Services, AhmedabadRESULTS OF LABORATORY TEST
Proposed structure under TDI Project of GNFC at Rahiyad, Dahej
Grain Size AnalysisField Density
Natural Moisture Content
Spec
ific
Gra
vity
Shrin
kage
Li
mit
SPT
N V
alue
Void
Rat
io
Silt
Cla
y
Liqu
id
Lim
it
Plas
tic
Lim
it
Shear Parameter
Swel
ling
Pres
sureConsistancy limits
Poro
sitySr
No
Roc
k Q
ualit
y D
esig
natio
n
C φ
Unc
onfin
ed
Com
pres
sion
Te
st
Com
pres
sion
Inde
x C
C
Free
Sw
ell I
ndex
Plas
ticity
In
dex
For KCT Consultancy Services,
( K.K. Thaker )Table No. - ( )
20
m gm / cc % % % % % % % % % Kg/cm2 % Kg/cm2 Degree Kg/cm2 % %
1 0.00 DS - - - 1 13 48 38 50 23 27 - - - CH - - - - - - - -
2 1.50 SPT - - - 1 18 43 38 58 32 26 - - - CH - - - - 19 - - -
3 3.00 UDS 1.78 12.26 2.66 2 16 46 36 53 24 29 7 0.26 51.3 CH 0.39 11 - 0.15 - - 0.68 40.4
4 3.50 SPT - - - 2 11 48 39 57 32 25 - - - CH - - - - 21 - - -
5 4.50 SPT - - - 0 21 43 36 52 25 27 - - - CH - - - - 19 - - -
6 6.00 UDS 1.75 22.15 2.65 1 26 37 36 52 27 25 10 0.22 44.1 CH 0.44 10 - 0.16 - - 0.85 45.9
7 6.50 SPT - - - 1 17 43 39 54 29 25 - - - CH - - - - 20 - - -
8 7.50 SPT - - - 0 58 24 18 22 13 9 - - - SC - - - - 23 - - -
9 9.00 UDS 1.92 21.84 2.64 2 31 31 36 26 16 10 - - - CL 0.49 13 - 0.13 - - 0.68 40.3
10 9.50 SPT - - - 0 28 32 40 20 9 11 - - - CL - - - - 23 - - -
11 10.50 SPT - - - 2 29 37 32 44 31 13 - - - CI - - - - 27 - - -
12 12.00 UDS 2.06 21.23 2.65 2 54 24 20 21 12 9 - - - SC 0.08 31 - - - - 0.56 35.9
13 12.50 SPT - - - 1 58 21 20 29 20 9 - - - SC - - - - 27 - - -
14 13.50 SPT - - - 1 36 30 33 40 21 19 - - - CI - - - - 33 - - -
15 15.00 UDS 2.10 20.26 2.67 0 35 32 33 44 31 13 - - - CI 0.48 16 - 0.06 - - 0.53 34.6
Gra
vel
Sand
Type of Sample
BH No. :-
Depth
Soil
Cla
ssifi
catio
n
Project :-
KCT Consultancy Services, AhmedabadRESULTS OF LABORATORY TEST
Proposed structure under TDI Project of GNFC at Rahiyad, Dahej
Grain Size AnalysisField Density
Natural Moisture Content
Spec
ific
Gra
vity
Shrin
kage
Li
mit
SPT
N V
alue
Void
Rat
io
Silt
Cla
y
Liqu
id
Lim
it
Plas
tic
Lim
it
Shear Parameter
Swel
ling
Pres
sureConsistancy limits
Poro
sitySr
No
Roc
k Q
ualit
y D
esig
natio
n
C φ
Unc
onfin
ed
Com
pres
sion
Te
st
Com
pres
sion
Inde
x C
C
Free
Sw
ell I
ndex
Plas
ticity
In
dex
21
m gm / cc % % % % % % % % % Kg/cm2 % Kg/cm2 Degree Kg/cm2 % %
1 0.00 DS - - - 1 14 46 39 59 34 25 - - - CH - - - - - - - -
2 1.50 SPT - - - 0 28 36 36 52 25 27 - - - CH - - - - 9 - - -
3 3.00 UDS 1.69 15.21 2.63 2 19 43 36 52 25 27 7 0.24 42.6 CH 0.37 9 - 0.15 - - 0.79 44.2
4 3.50 SPT - - - 1 27 36 36 52 27 25 - - - CH - - - - 11 - - -
5 4.50 SPT - - - 0 15 59 26 55 36 19 - - - MH - - - - 13 - - -
6 6.00 UDS 1.68 23.04 2.60 0 19 63 18 54 37 17 - - - MH 0.33 10 - 0.16 - - 0.90 47.5
7 6.50 SPT - - - 1 14 55 30 51 39 12 - - - MH - - - - 13 - - -
8 7.50 SPT - - - 2 36 31 31 38 33 5 - - - MI - - - - 16 - - -
9 9.00 UDS 1.73 22.31 2.64 0 29 39 32 38 32 6 - - - MI 0.14 26 - 0.06 - - 0.87 46.4
10 9.50 SPT - - - 1 27 40 32 38 32 6 - - - MI - - - - 15 - - -
11 10.50 SPT - - - 0 84 12 4 23 NP NP - - - SM - - - - 19 - - -
12 12.00 UDS 1.83 20.57 2.65 0 61 20 19 22 14 8 - - - SC 0.10 28 - - - - 0.75 42.7
13 12.50 SPT - - - 1 54 26 19 24 16 8 - - - SC - - - - 23 - - -
14 13.50 SPT - - - 1 56 25 18 22 14 8 - - - SC - - - - 25 - - -
15 15.00 UDS 1.84 19.53 2.65 0 61 21 18 29 21 8 - - - SC 0.08 30 - - - - 0.72 41.9
Gra
vel
Sand
Type of Sample
BH No. :-
Depth
Soil
Cla
ssifi
catio
n
Project :-
KCT Consultancy Services, AhmedabadRESULTS OF LABORATORY TEST
Proposed structure under TDI Project of GNFC at Rahiyad, Dahej
Grain Size AnalysisField Density
Natural Moisture Content
Spec
ific
Gra
vity
Shrin
kage
Li
mit
SPT
N V
alue
Void
Rat
io
Silt
Cla
y
Liqu
id
Lim
it
Plas
tic
Lim
it
Shear Parameter
Swel
ling
Pres
sureConsistancy limits
Poro
sitySr
No
Roc
k Q
ualit
y D
esig
natio
n
C φ
Unc
onfin
ed
Com
pres
sion
Te
st
Com
pres
sion
Inde
x C
C
Free
Sw
ell I
ndex
Plas
ticity
In
dex
22
m gm / cc % % % % % % % % % Kg/cm2 % Kg/cm2 Degree Kg/cm2 % %
1 0.00 DS - - - 2 14 46 38 56 31 25 - - - CH - - - - - - - -
2 1.50 SPT - - - 1 14 48 37 53 27 26 - - - CH - - - - 20 - - -
3 3.00 UDS 1.69 13.24 2.65 2 19 39 40 58 29 29 8 0.19 46.3 CH 0.43 10 - 0.16 - - 0.78 43.7
4 4.50 SPT - - - 1 31 37 31 25 24 1 - - - ML - - - - 16 - - -
5 6.00 UDS 1.68 20.51 2.63 2 25 42 31 22 18 4 - - - ML 0.18 25 - 0.11 - - 0.89 47.0
6 7.50 SPT - - - 2 25 42 31 27 21 6 - - - ML - - - - 21 - - -
7 9.00 UDS 1.83 22.15 2.64 2 80 14 4 NP NP NP - - - SM - 32 - - - - 0.76 43.3
8 10.50 SPT - - - 1 85 10 4 NP NP NP - - - SM - - - - 32 - - -
9 12.00 UDS 1.85 19.35 2.64 1 84 13 2 NP NP NP - - - SM - 34 - - - - 0.70 41.3
10 13.50 SPT - - - 0 83 15 2 NP NP NP - - - SM - - - - 29 - - -
11 15.00 UDS 1.90 17.54 2.65 1 86 10 3 NP NP NP - - - SM - 34 - - - - 0.64 39.0
Gra
vel
Sand
Type of Sample
BH No. :-
Depth
Soil
Cla
ssifi
catio
n
Project :-
KCT Consultancy Services, AhmedabadRESULTS OF LABORATORY TEST
Proposed structure under TDI Project of GNFC at Rahiyad, Dahej
Grain Size AnalysisField Density
Natural Moisture Content
Spec
ific
Gra
vity
Shrin
kage
Li
mit
SPT
N V
alue
Void
Rat
io
Silt
Cla
y
Liqu
id
Lim
it
Plas
tic
Lim
it
Shear Parameter
Swel
ling
Pres
sureConsistancy limits
Poro
sitySr
No
Roc
k Q
ualit
y D
esig
natio
n
C φ
Unc
onfin
ed
Com
pres
sion
Te
st
Com
pres
sion
Inde
x C
C
Free
Sw
ell I
ndex
Plas
ticity
In
dex
For KCT Consultancy Services,
( K.K. Thaker )Table No. - ( )
23
m gm / cc % % % % % % % % % Kg/cm2 % Kg/cm2 Degree Kg/cm2 % %
1 0.00 DS - - - 1 17 46 36 58 31 27 - - - CH - - - - - - - -
2 1.50 UDS 1.67 10.34 2.66 1 12 48 39 59 32 27 8 0.27 49.3 CH 0.34 9 - 0.15 - - 0.76 43.0
3 3.00 SPT - - - 2 21 40 37 59 34 25 - - - CH - - - - 12 - - -
4 4.50 UDS 1.72 12.16 2.65 2 17 43 38 59 32 27 9 0.23 47.1 CH 0.39 12 - 0.14 - - 0.73 42.2
5 6.00 SPT - - - 1 34 32 33 36 30 6 - - - MI - - - - 16 - - -
6 7.50 UDS 1.83 21.54 2.65 2 24 40 34 36 30 6 - - - MI 0.24 20 - 0.07 - - 0.76 43.1
7 9.00 SPT - - - 2 18 48 32 26 23 3 - - - ML - - - - 19 - - -
8 10.50 UDS 1.92 21.09 2.63 2 35 33 30 20 17 3 - - - ML 0.10 26 - 0.04 - - 0.66 39.7
9 12.00 SPT - - - 1 81 15 3 22 NP NP - - - SM - - - - 24 - - -
10 13.50 UDS 1.97 22.03 2.64 0 31 39 30 59 30 29 - - - CH 0.47 15 - 0.06 - - 0.64 38.9
11 15.00 SPT - - - 1 26 40 33 55 26 29 - - - CH - - - - 33 - - -
Gra
vel
Sand
Type of Sample
BH No. :-
Depth
Soil
Cla
ssifi
catio
n
Project :-
KCT Consultancy Services, AhmedabadRESULTS OF LABORATORY TEST
Proposed structure under TDI Project of GNFC at Rahiyad, Dahej
Grain Size AnalysisField Density
Natural Moisture Content
Spec
ific
Gra
vity
Shrin
kage
Li
mit
SPT
N V
alue
Void
Rat
io
Silt
Cla
y
Liqu
id
Lim
it
Plas
tic
Lim
it
Shear Parameter
Swel
ling
Pres
sureConsistancy limits
Poro
sitySr
No
Roc
k Q
ualit
y D
esig
natio
n
C φ
Unc
onfin
ed
Com
pres
sion
Te
st
Com
pres
sion
Inde
x C
C
Free
Sw
ell I
ndex
Plas
ticity
In
dex
For KCT Consultancy Services,
( K.K. Thaker )Table No. - ( )
24
m gm / cc % % % % % % % % % Kg/cm2 % Kg/cm2 Degree Kg/cm2 % %
1 0.00 DS - - - 0 27 37 36 55 28 27 - - - CH - - - - - - - -
2 1.50 UDS 1.69 13.57 2.65 0 14 48 38 58 33 25 8 0.22 51.7 CH 0.36 9 - 0.16 - - 0.78 43.8
3 2.00 SPT - - - 1 24 37 38 51 26 25 - - - CH - - - - 8 - - -
4 3.00 SPT - - - 0 27 37 36 58 32 26 - - - CH - - - - 9 - - -
5 4.50 UDS 1.68 12.49 2.64 1 34 31 34 55 26 29 10 0.17 43.9 CH 0.43 8 - 0.15 - - 0.77 43.4
6 5.00 SPT - - - 1 30 38 31 50 25 25 - - - CH - - - - 20 - - -
7 6.00 SPT - - - 1 21 59 19 52 39 13 - - - MH - - - - 24 - - -
8 7.50 UDS 1.92 21.24 2.63 2 83 13 2 21 NP NP - - - SM - 32 - - - - 0.66 39.8
9 8.00 SPT - - - 0 81 15 4 24 NP NP - - - SM - - - - 35 - - -
10 9.00 SPT - - - 3 27 36 34 37 30 7 - - - MI - - - - 42 - - -
11 10.50 UDS 1.97 20.05 2.64 0 84 13 3 NP NP NP - - - SM - 36 - - - - 0.61 37.8
12 12.00 SPT - - - 0 83 14 3 NP NP NP - - - SM - - - - 45 - - -
13 13.50 UDS 1.98 22.18 2.64 0 39 31 30 50 24 26 - - - CH 0.49 14 - 0.09 - - 0.63 38.6
14 15.00 SPT - - - 0 35 31 34 55 28 27 - - - CH - - - - 33 - - -
Gra
vel
Sand
Type of Sample
BH No. :-
Depth
Soil
Cla
ssifi
catio
n
Project :-
KCT Consultancy Services, AhmedabadRESULTS OF LABORATORY TEST
Proposed structure under TDI Project of GNFC at Rahiyad, Dahej
Grain Size AnalysisField Density
Natural Moisture Content
Spec
ific
Gra
vity
Shrin
kage
Li
mit
SPT
N V
alue
Void
Rat
io
Silt
Cla
y
Liqu
id
Lim
it
Plas
tic
Lim
it
Shear Parameter
Swel
ling
Pres
sureConsistancy limits
Poro
sitySr
No
Roc
k Q
ualit
y D
esig
natio
n
C φ
Unc
onfin
ed
Com
pres
sion
Te
st
Com
pres
sion
Inde
x C
C
Free
Sw
ell I
ndex
Plas
ticity
In
dex
25
m gm / cc % % % % % % % % % Kg/cm2 % Kg/cm2 Degree Kg/cm2 % %
1 0.00 DS - - - 2 12 46 40 53 25 28 - - - CH - - - - - - - -
2 1.50 UDS 1.69 10.24 2.65 0 18 44 38 57 32 25 8 0.17 40.9 CH 0.42 8 - 0.13 - - 0.73 42.1
3 3.00 SPT - - - 0 26 37 37 55 28 27 - - - CH - - - - 16 - - -
4 4.50 UDS 1.76 13.54 2.63 1 15 44 40 57 32 25 11 0.13 36.1 CH 0.49 10 - 0.10 - - 0.70 41.2
5 6.00 SPT - - - 2 21 39 38 22 12 10 - - - CL - - - - 26 - - -
6 7.50 UDS 1.84 21.57 2.65 0 32 32 36 22 11 11 - - - CL 0.39 16 - 0.08 - - 0.75 42.8
7 9.00 SPT - - - 1 17 40 42 29 19 10 - - - CL - - - - 38 - - -
8 10.50 UDS 1.83 19.85 2.63 2 81 13 4 NP NP NP - - - SM - 34 - - - - 0.72 41.9
9 12.00 SPT - - - 0 34 34 32 37 32 5 - - - MI - - - - 45 - - -
10 13.50 UDS 1.92 20.37 2.65 2 31 37 30 38 32 6 - - - MI 0.19 33 - 0.04 - - 0.66 39.9
11 15.00 SPT - - - 0 34 34 32 35 28 7 - - - MI - - - - 56 - - -
Gra
vel
Sand
Type of Sample
BH No. :-
Depth
Soil
Cla
ssifi
catio
n
Project :-
KCT Consultancy Services, AhmedabadRESULTS OF LABORATORY TEST
Proposed structure under TDI Project of GNFC at Rahiyad, Dahej
Grain Size AnalysisField Density
Natural Moisture Content
Spec
ific
Gra
vity
Shrin
kage
Li
mit
SPT
N V
alue
Void
Rat
io
Silt
Cla
y
Liqu
id
Lim
it
Plas
tic
Lim
it
Shear Parameter
Swel
ling
Pres
sureConsistancy limits
Poro
sitySr
No
Roc
k Q
ualit
y D
esig
natio
n
C φ
Unc
onfin
ed
Com
pres
sion
Te
st
Com
pres
sion
Inde
x C
C
Free
Sw
ell I
ndex
Plas
ticity
In
dex
For KCT Consultancy Services,
( K.K. Thaker )Table No. - ( )
26
m gm / cc % % % % % % % % % Kg/cm2 % Kg/cm2 Degree Kg/cm2 % %
1 0.00 DS - - - 1 37 32 30 59 31 28 - - - CH - - - - - - - -
2 1.50 UDS 1.67 10.24 2.63 2 27 39 32 59 34 25 10 0.13 30.4 CH 0.43 10 - 0.13 - - 0.73 42.3
3 3.00 SPT - - - 2 35 33 30 52 26 26 - - - CH - - - - 17 - - -
4 4.50 UDS 1.65 13.54 2.64 0 31 37 32 53 24 29 11 0.11 29.5 CH 0.34 8 - 0.18 - - 0.81 44.9
5 6.00 SPT - - - 1 21 61 17 53 36 17 - - - MH - - - - 10 - - -
6 7.50 UDS 1.70 21.57 2.64 0 24 54 22 51 37 14 - - - MH 0.29 13 - 0.16 - - 0.89 47.0
7 9.00 SPT - - - 2 18 40 40 23 13 10 - - - CL - - - - 27 - - -
8 10.50 UDS 1.92 19.85 2.63 2 20 40 38 22 12 10 - - - CL 0.49 16 - 0.09 - - 0.64 39.1
9 12.00 SPT - - - 2 81 14 3 22 NP NP - - - SM - - - - 88 - - -
10 13.50 UDS 1.86 20.37 2.64 0 84 12 4 25 NP NP - - - SM - 37 - - - - 0.71 41.5
11 15.00 SPT - - - 1 83 12 4 21 NP NP - - - SM - - - - 39 - - -
Gra
vel
Sand
Type of Sample
BH No. :-
Depth
Soil
Cla
ssifi
catio
n
Project :-
KCT Consultancy Services, AhmedabadRESULTS OF LABORATORY TEST
Proposed structure under TDI Project of GNFC at Rahiyad, Dahej
Grain Size AnalysisField Density
Natural Moisture Content
Spec
ific
Gra
vity
Shrin
kage
Li
mit
SPT
N V
alue
Void
Rat
io
Silt
Cla
y
Liqu
id
Lim
it
Plas
tic
Lim
it
Shear Parameter
Swel
ling
Pres
sureConsistancy limits
Poro
sitySr
No
Roc
k Q
ualit
y D
esig
natio
n
C φ
Unc
onfin
ed
Com
pres
sion
Te
st
Com
pres
sion
Inde
x C
C
Free
Sw
ell I
ndex
Plas
ticity
In
dex
For KCT Consultancy Services,
( K.K. Thaker )Table No. - ( )
KCT Consultancy Services, Ahmedabad
27
RESULTS OF LABORATORY TEST
Proposed structures of Cooling Tower with Dosing Tank, under TDI Project at Rahiyad, Dahej for GNFC
BH No. :-
Project :-
Poro
sitySr
No
Roc
k Q
ualit
y D
esig
natio
n
Coh
esio
n - C
Ang
le o
f Int
erna
l Fr
ictio
n −
φ
Unc
onfin
ed
ompr
essi
on S
tren
gth
ompr
essi
on In
dex
CC
Free
Sw
ell I
ndex
Plas
ticity
Inde
x
Shrin
kage
Lim
it
Void
Rat
io
Silt
Cla
y
Liqu
id L
imit
Plas
tic L
imit
Shear Parameter
Swel
ling
Pres
sureConsistancy limits
Soil
Cla
ssifi
catio
nGrain Size AnalysisField Density
Natural Moisture Content
Spec
ific
Gra
vity
Gra
vel
SPT
N V
alue
Sand
Type of Sample
Depth
m gm / cc % % % % % % % % % Kg/cm2 % Kg/cm2 Degree Kg/cm2 % %
1 0.00 DS - 12.43 - 0 16 48 36 67 27 40 - - - CH - - - - - - - -
2 0.50 DS - - - 2 22 39 37 62 24 38 - - - CH - - - - - - - -
A Co
Co
3 1.00 DS - 10.34 - 2 10 48 40 67 25 42 - - - CH - - - - - - - -
4 1.50 SPT - - - 3 19 38 40 59 23 36 - - - CH - - - - 10 - - -
5 2.00 DS - 8.64 - 1 24 37 38 64 26 38 - - - CH - - - - - - - -
6 3.00 UDS 1.67 13.43 2.65 6 20 37 37 56 24 32 10 0.21 40.7 CH 0.41 8 0.82 0.19 - - 0.80 44.4
7 4 00 DS 2 12 48 38 61 26 35 CH7 4.00 DS - - - 2 12 48 38 61 26 35 - - - CH - - - - - - - -
8 4.50 SPT - 14.51 - 5 31 31 33 35 24 11 - - - MI - - - - 15 - - -
9 6.00 UDS 1.75 17.46 2.63 0 32 37 31 35 24 11 - - - MI 0.23 23 - 0.10 - - 0.77 43.4
10 6.50 SPT - - - 1 31 38 30 37 25 12 - - - MI - - - - 19 - - -
11 7 50 SPT - 20 31 - 4 34 31 31 36 24 12 - - - MI - - - - 27 - - -11 7.50 SPT 20.31 4 34 31 31 36 24 12 MI 27
12 9.00 UDS 1.76 17.92 2.64 8 22 39 31 35 24 11 - - - MI 0.18 24 - 0.08 - - 0.77 43.5
13 9.50 SPT - - - 2 29 38 31 36 24 12 - - - MI - - - - 30 - - -
14 10.50 SPT - 18.82 - 1 57 24 18 22 15 7 - - - SC - - - - 31 - - -
15 12.00 UDS 1.86 20.35 2.67 6 24 38 32 42 20 22 - - - CI 0.58 15 1.18 0.09 - - 0.73 42.1
16 12.50 SPT - - - 4 32 34 30 44 22 22 - - - CI - - - - 31 - - -
17 13.50 SPT - 22.43 - 2 32 34 32 39 19 20 - - - CI - - - - 61 - - -
18 15.00 UDS 1.88 21.50 2.66 0 29 39 32 45 22 23 - - - CI 0.67 18 1.39 0.06 - - 0.72 41.8
( K.K. Thaker )Table No. - ( )
28
m gm / cc % % % % % % % % % Kg/cm2 % Kg/cm2 Degree Kg/cm2 % %
1 0.00 DS - - - 1 28 40 31 51 26 25 - - - CH - - - - - - - -
2 1.50 UDS 1.69 12.47 2.66 1 34 33 32 52 27 25 8 0.24 53.1 CH 0.40 8 - 0.14 - - 0.77 43.5
3 3.00 SPT - - - 1 28 40 31 58 29 29 - - - CH - - - - 12 - - -
4 4.50 UDS 1.79 15.64 2.65 1 35 34 30 51 22 29 10 0.20 49.7 CH 0.46 12 - 0.12 - - 0.71 41.6
5 6.00 SPT - - - 1 25 40 34 59 31 28 - - - CH - - - - 17 - - -
6 7.50 UDS 1.83 21.14 2.65 0 59 21 20 21 12 9 - - - SC 0.13 28 - - - - 0.75 43.0
7 9.00 SPT - - - 1 82 13 4 NP NP NP - - - SM - - - - 62 - - -
8 10.50 UDS 1.78 20.51 2.66 0 32 37 31 42 30 12 - - - CI 0.39 16 - 0.07 - - 0.80 44.5
9 12.00 SPT - - - 2 35 33 30 50 21 29 - - - CH - - - - 44 - - -
10 13.50 UDS 1.85 20.38 2.67 2 27 40 31 58 30 28 - - - CH 0.51 18 - 0.13 - - 0.74 42.4
11 15.00 SPT - - - 0 35 33 32 52 24 28 - - - CH - - - - 35 - - -
Gra
vel
Sand
Type of Sample
BH No. :-
Depth
Soil
Cla
ssifi
catio
n
Project :-
KCT Consultancy Services, AhmedabadRESULTS OF LABORATORY TEST
Proposed structure under TDI Project of GNFC at Rahiyad, Dahej
Grain Size AnalysisField Density
Natural Moisture Content
Spec
ific
Gra
vity
Shrin
kage
Li
mit
SPT
N V
alue
Void
Rat
io
Silt
Cla
y
Liqu
id
Lim
it
Plas
tic
Lim
it
Shear Parameter
Swel
ling
Pres
sureConsistancy limits
Poro
sitySr
No
Roc
k Q
ualit
y D
esig
natio
n
C φ
Unc
onfin
ed
Com
pres
sion
Te
st
Com
pres
sion
Inde
x C
C
Free
Sw
ell I
ndex
Plas
ticity
In
dex
For KCT Consultancy Services,
( K.K. Thaker )Table No. - ( )
29
m gm / cc % % % % % % % % % Kg/cm2 % Kg/cm2 Degree Kg/cm2 % %
1 0.00 DS - - - 0 30 36 34 56 28 28 - - - CH - - - - - - - -
2 1.50 UDS 1.65 12.54 2.64 1 32 33 34 52 23 29 8 0.21 51.4 CH 0.36 8 - 0.14 - - 0.80 44.5
3 3.00 SPT - - - 1 30 38 31 56 30 26 - - - CH - - - - 8 - - -
4 4.50 UDS 1.72 17.35 2.66 1 25 40 34 58 31 27 9 0.19 49.3 CH 0.38 11 - 0.12 - - 0.81 44.9
5 6.00 SPT - - - 1 35 34 30 35 21 14 - - - CI - - - - 13 - - -
6 7.50 UDS 1.84 22.95 2.65 1 28 37 34 44 34 10 - - - CI 0.42 10 - 0.08 - - 0.77 43.5
7 8.00 DS - - - 0 32 36 32 37 30 7 - - - MI - - - - - - - -
8 9.00 SPT - - - 0 39 31 30 40 30 10 - - - CI - - - - 18 - - -
9 10.50 UDS 1.89 22.05 2.66 0 40 30 30 40 27 13 - - - CI 0.40 13 - 0.06 - - 0.72 41.8
10 12.00 SPT - - - 0 88 10 2 NP NP NP - - - SM - - - - 33 - - -
11 15.00 SPT - - - 1 80 15 4 23 NP NP - - - SM - - - - 45 - - -
Gra
vel
Sand
Type of Sample
BH No. :-
Depth
Soil
Cla
ssifi
catio
n
Project :-
KCT Consultancy Services, AhmedabadRESULTS OF LABORATORY TEST
Proposed structure under TDI Project of GNFC at Rahiyad, Dahej
Grain Size AnalysisField Density
Natural Moisture Content
Spec
ific
Gra
vity
Shrin
kage
Li
mit
SPT
N V
alue
Void
Rat
io
Silt
Cla
y
Liqu
id
Lim
it
Plas
tic
Lim
it
Shear Parameter
Swel
ling
Pres
sureConsistancy limits
Poro
sitySr
No
Roc
k Q
ualit
y D
esig
natio
n
C φ
Unc
onfin
ed
Com
pres
sion
Te
st
Com
pres
sion
Inde
x C
C
Free
Sw
ell I
ndex
Plas
ticity
In
dex
For KCT Consultancy Services,
( K.K. Thaker )Table No. - ( )
30
m gm / cc % % % % % % % % % Kg/cm2 % Kg/cm2 Degree Kg/cm2 % %
1 0.00 DS - - - 1 16 45 38 59 31 28 - - - CH - - - - - - - -
2 1.50 UDS 1.65 13.24 2.65 1 15 48 36 52 26 26 7 0.24 51.6 CH 0.42 8 - 0.15 - - 0.82 45.0
3 2.00 SPT - - - 2 16 43 39 51 26 25 - - - CH - - - - 13 - - -
4 3.00 SPT - - - 0 20 44 36 55 30 25 - - - CH - - - - 16 - - -
5 4.50 UDS 1.82 16.57 2.67 0 26 36 38 58 30 28 8 0.21 48.3 CH 0.53 11 - 0.14 - - 0.71 41.5
6 5.00 SPT - - - 1 16 46 37 52 23 29 - - - CH - - - - 23 - - -
7 6.00 SPT - - - 1 22 39 38 52 26 26 - - - CH - - - - 27 - - -
8 7.50 UDS 1.77 20.94 2.64 0 30 39 31 37 31 6 - - - MI 0.26 23 - - - - 0.80 44.6
9 8.00 SPT - - - 2 28 37 33 35 28 7 - - - MI - - - - 30 - - -
10 9.00 SPT - - - 1 29 38 32 35 28 7 - - - MI - - - - 39 - - -
11 10.50 UDS 1.79 20.36 2.64 2 31 37 30 38 32 6 - - - MI 0.24 25 - - - - 0.78 43.7
12 11.00 SPT - - - 0 31 36 33 50 24 26 - - - CH - - - - 24 - - -
13 12.00 SPT - - - 1 32 37 30 50 22 28 - - - CH - - - - 32 - - -
14 13.50 UDS 1.95 20.40 2.65 0 38 30 32 59 33 26 16 0.11 44.2 CH 0.53 16 - 0.11 - - 0.64 38.9
15 15.00 SPT - - - 2 28 39 31 58 33 25 - - - CH - - - - 36 - - -
Gra
vel
Sand
Type of Sample
BH No. :-
Depth
Soil
Cla
ssifi
catio
n
Project :-
KCT Consultancy Services, AhmedabadRESULTS OF LABORATORY TEST
Proposed structure under TDI Project of GNFC at Rahiyad, Dahej
Grain Size AnalysisField Density
Natural Moisture Content
Spec
ific
Gra
vity
Shrin
kage
Li
mit
SPT
N V
alue
Void
Rat
io
Silt
Cla
y
Liqu
id
Lim
it
Plas
tic
Lim
it
Shear Parameter
Swel
ling
Pres
sureConsistancy limits
Poro
sitySr
No
Roc
k Q
ualit
y D
esig
natio
n
C φ
Unc
onfin
ed
Com
pres
sion
Te
st
Com
pres
sion
Inde
x C
C
Free
Sw
ell I
ndex
Plas
ticity
In
dex
For KCT Consultancy Services,
( K.K. Thaker )Table No. - ( )
31
m gm / cc % % % % % % % % % Kg/cm2 % Kg/cm2 Degree Kg/cm2 % %
1 0.00 DS - - - 5 33 30 32 56 27 29 - - - CH - - - - - - - -
2 1.50 UDS 1.69 12.54 2.65 2 19 40 39 55 30 25 8 0.18 54.1 CH 0.39 9 - 0.16 - - 0.76 43.3
3 2.00 SPT - - - 0 28 36 36 51 24 27 - - - CH - - - - 18 - - -
4 3.00 SPT - - - 1 24 38 37 53 26 27 - - - CH - - - - 24 - - -
5 4.50 UDS 1.76 16.74 2.66 1 18 45 36 52 27 25 9 0.13 50.2 CH 0.36 12 - 0.13 - - 0.76 43.2
6 5.00 SPT - - - 2 35 33 30 55 26 29 - - - CH - - - - 16 - - -
7 6.00 SPT - - - 0 36 30 34 50 22 28 - - - CH - - - - 13 - - -
8 7.50 UDS 1.72 21.54 2.62 0 28 39 33 38 32 6 - - - MI 0.15 24 - 0.11 - - 0.85 46.0
9 8.00 SPT - - - 0 33 36 31 37 31 6 - - - MI - - - - 21 - - -
10 9.00 SPT - - - 1 28 40 31 35 28 7 - - - MI - - - - 24 - - -
11 10.50 UDS 1.86 20.35 2.64 1 34 32 33 38 31 7 - - - MI 0.13 26 - 0.10 - - 0.71 41.4
12 11.00 SPT - - - 1 28 40 31 37 30 7 - - - MI - - - - 59 - - -
13 12.00 SPT - - - 2 36 30 32 35 30 5 - - - MI - - - - 67 - - -
14 13.50 UDS 1.89 19.38 2.66 1 31 38 30 52 26 26 - - - CH 0.43 17 - 0.12 - - 0.68 40.4
15 15.00 SPT - - - 2 35 33 30 52 23 29 - - - CH - - - - 52 - - -
Gra
vel
Sand
Type of Sample
BH No. :-
Depth
Soil
Cla
ssifi
catio
n
Project :-
KCT Consultancy Services, AhmedabadRESULTS OF LABORATORY TEST
Proposed structure under TDI Project of GNFC at Rahiyad, Dahej
Grain Size AnalysisField Density
Natural Moisture Content
Spec
ific
Gra
vity
Shrin
kage
Li
mit
SPT
N V
alue
Void
Rat
io
Silt
Cla
y
Liqu
id
Lim
it
Plas
tic
Lim
it
Shear Parameter
Swel
ling
Pres
sureConsistancy limits
Poro
sitySr
No
Roc
k Q
ualit
y D
esig
natio
n
C φ
Unc
onfin
ed
Com
pres
sion
Te
st
Com
pres
sion
Inde
x C
C
Free
Sw
ell I
ndex
Plas
ticity
In
dex
32
m gm / cc % % % % % % % % % Kg/cm2 % Kg/cm2 Degree Kg/cm2 % %
1 0.00 DS - - - 1 34 32 33 52 27 25 - - - CH - - - - - - - -
2 1.50 SPT - - - 1 36 31 32 55 30 25 - - - CH - - - - 12 - - -
3 3.00 UDS 1.63 11.37 2.64 2 30 34 34 56 31 25 7 0.24 48.7 CH 0.34 8 - 0.14 - - 0.80 44.5
4 4.50 SPT - - - 2 25 39 34 55 30 25 - - - CH - - - - 13 - - -
5 6.00 UDS 1.65 22.83 2.64 2 20 58 20 52 35 17 - - - MH 0.29 14 - - - - 0.97 49.3
6 7.50 SPT - - - 0 21 57 22 56 40 16 - - - MH - - - - 46 - - -
7 9.00 UDS 1.66 21.12 2.63 1 19 52 28 51 37 14 - - - MH 0.21 22 - - - - 0.91 47.8
8 10.50 SPT - - - 0 23 56 21 56 35 21 - - - MH - - - - 39 - - -
9 12.00 UDS 1.68 21.13 2.65 1 33 34 32 57 29 28 7 0.16 44.0 CH 0.37 16 - 0.12 - - 0.91 47.5
10 13.50 SPT - - - 1 34 32 33 57 28 29 - - - CH - - - - 41 - - -
11 15.00 SPT - - - 1 36 31 32 59 31 28 - - - CH - - - - 44 - - -
Gra
vel
Sand
Type of Sample
BH No. :-
Depth
Soil
Cla
ssifi
catio
n
Project :-
KCT Consultancy Services, AhmedabadRESULTS OF LABORATORY TEST
Proposed structure under TDI Project of GNFC at Rahiyad, Dahej
Grain Size AnalysisField Density
Natural Moisture Content
Spec
ific
Gra
vity
Shrin
kage
Li
mit
SPT
N V
alue
Void
Rat
io
Silt
Cla
y
Liqu
id
Lim
it
Plas
tic
Lim
it
Shear Parameter
Swel
ling
Pres
sureConsistancy limits
Poro
sitySr
No
Roc
k Q
ualit
y D
esig
natio
n
C φ
Unc
onfin
ed
Com
pres
sion
Te
st
Com
pres
sion
Inde
x C
C
Free
Sw
ell I
ndex
Plas
ticity
In
dex
For KCT Consultancy Services,
( K.K. Thaker )Table No. - ( )
33
m gm / cc % % % % % % % % % Kg/cm2 % Kg/cm2 Degree Kg/cm2 % %
1 0.00 DS - - - 1 36 32 31 58 30 28 - - - CH - - - - - - - -
2 1.50 UDS 1.66 13.21 2.65 0 28 38 34 56 27 29 8 0.24 49.3 CH 0.39 10 - 0.13 - - 0.81 44.7
3 3.00 SPT - - - 0 21 60 19 55 38 17 - - - MH - - - - 12 - - -
4 4.50 UDS 1.69 18.32 2.64 1 23 62 14 50 39 11 - - - MH 0.20 18 - 0.16 - - 0.85 45.9
5 6.00 SPT - - - 1 25 40 34 38 33 5 - - - MI - - - - 14 - - -
6 7.50 UDS 1.75 22.14 2.66 1 34 32 33 37 31 6 - - - MI 0.16 25 - 0.08 - - 0.86 46.1
7 9.00 SPT - - - 2 32 36 30 37 30 7 - - - MI - - - - 18 - - -
8 10.50 SPT - - - 1 28 40 31 58 31 27 - - - CH - - - - 22 - - -
9 12.00 SPT - - - 1 33 36 30 58 33 25 - - - CH - - - - 26 - - -
10 13.50 DS - - - 0 37 32 31 53 24 29 - - - CH - - - - - - - -
11 15.00 SPT - - - 0 28 38 34 59 30 29 - - - CH - - - - 36 - - -
Gra
vel
Sand
Type of Sample
BH No. :-
Depth
Soil
Cla
ssifi
catio
n
Project :-
KCT Consultancy Services, AhmedabadRESULTS OF LABORATORY TEST
Proposed structure under TDI Project of GNFC at Rahiyad, Dahej
Grain Size AnalysisField Density
Natural Moisture Content
Spec
ific
Gra
vity
Shrin
kage
Li
mit
SPT
N V
alue
Void
Rat
io
Silt
Cla
y
Liqu
id
Lim
it
Plas
tic
Lim
it
Shear Parameter
Swel
ling
Pres
sureConsistancy limits
Poro
sitySr
No
Roc
k Q
ualit
y D
esig
natio
n
C φ
Unc
onfin
ed
Com
pres
sion
Te
st
Com
pres
sion
Inde
x C
C
Free
Sw
ell I
ndex
Plas
ticity
In
dex
For KCT Consultancy Services,
( K.K. Thaker )Table No. - ( )
34
m gm / cc % % % % % % % % % Kg/cm2 % Kg/cm2 Degree Kg/cm2 % %
1 0.00 DS - - - 0 36 32 32 58 29 29 - - - CH - - - - - - - -
2 1.50 SPT - - - 2 33 31 34 54 25 29 - - - CH - - - - 15 - - -
3 3.00 UDS 1.69 12.42 2.64 1 26 40 33 54 27 27 7 0.25 46.7 CH 0.34 6 - 0.16 - - 0.75 43.0
4 4.50 SPT - - - 2 35 31 32 56 31 25 - - - CH - - - - 8 - - -
5 6.00 UDS 1.66 19.35 2.62 1 36 33 30 50 23 27 8 0.20 58.2 CH 0.33 8 - 0.17 - - 0.89 47.0
6 7.50 SPT - - - 2 27 39 32 53 27 26 - - - CH - - - - 17 - - -
7 9.00 UDS 1.75 20.51 2.63 0 30 39 31 58 33 25 8 0.19 52.1 CH 0.51 11 - 0.14 - - 0.81 44.9
8 10.50 SPT - - - 0 31 39 30 58 31 27 - - - CH - - - - 23 - - -
9 12.00 UDS 1.78 20.43 2.66 2 29 39 30 55 28 27 11 0.16 35.4 CH 0.55 12 - 0.12 - - 0.80 44.4
10 13.50 SPT - - - 0 28 40 32 36 24 12 - - - CI - - - - 29 - - -
11 15.00 UDS 1.82 21.19 2.63 1 18 39 42 29 15 14 - - - CL 0.42 8 - 0.08 - - 0.75 42.8
Gra
vel
Sand
Type of Sample
BH No. :-
Depth
Soil
Cla
ssifi
catio
n
Project :-
KCT Consultancy Services, AhmedabadRESULTS OF LABORATORY TEST
Proposed structure under TDI Project of GNFC at Rahiyad, Dahej
Grain Size AnalysisField Density
Natural Moisture Content
Spec
ific
Gra
vity
Shrin
kage
Li
mit
SPT
N V
alue
Void
Rat
io
Silt
Cla
y
Liqu
id
Lim
it
Plas
tic
Lim
it
Shear Parameter
Swel
ling
Pres
sureConsistancy limits
Poro
sitySr
No
Roc
k Q
ualit
y D
esig
natio
n
C φ
Unc
onfin
ed
Com
pres
sion
Te
st
Com
pres
sion
Inde
x C
C
Free
Sw
ell I
ndex
Plas
ticity
In
dex
For KCT Consultancy Services,
( K.K. Thaker )Table No. - ( )
35
m gm / cc % % % % % % % % % Kg/cm2 % Kg/cm2 Degree Kg/cm2 % %
1 0.00 DS - - - 2 28 38 32 56 27 29 - - - CH - - - - - - - -
2 1.50 UDS 1.65 10.64 2.63 2 29 36 33 52 27 25 8 0.21 51.4 CH 0.41 8 - 0.17 - - 0.76 43.2
3 3.00 SPT - - - 0 37 33 30 54 25 29 - - - CH - - - - 13 - - -
4 4.50 UDS 1.61 15.95 2.63 1 31 34 34 59 32 27 7 0.22 46.3 CH 0.30 6 - 0.19 - - 0.90 47.3
5 6.00 SPT - - - 0 29 55 16 52 36 16 - - - MH - - - - 7 - - -
6 7.50 UDS 1.67 20.43 2.62 0 34 34 32 50 23 27 8 0.18 42.7 CH 0.42 10 - 0.16 - - 0.89 47.1
7 9.00 SPT - - - 1 35 30 34 53 27 26 - - - CH - - - - 20 - - -
8 10.50 UDS 1.75 19.65 2.66 2 32 32 34 53 26 27 10 0.14 44.2 CH 0.49 13 - 0.14 - - 0.82 45.0
9 12.00 SPT - - - 0 31 36 33 55 29 26 - - - CH - - - - 25 - - -
10 13.50 UDS 1.84 20.51 2.62 0 30 38 32 57 31 26 10 0.15 41.2 CH 0.53 15 - 0.14 - - 0.72 41.8
11 15.00 SPT - - - 1 30 36 33 57 29 28 - - - CH - - - - 27 - - -
Gra
vel
Sand
Type of Sample
BH No. :-
Depth
Soil
Cla
ssifi
catio
n
Project :-
KCT Consultancy Services, AhmedabadRESULTS OF LABORATORY TEST
Proposed structure under TDI Project of GNFC at Rahiyad, Dahej
Grain Size AnalysisField Density
Natural Moisture Content
Spec
ific
Gra
vity
Shrin
kage
Li
mit
SPT
N V
alue
Void
Rat
io
Silt
Cla
y
Liqu
id
Lim
it
Plas
tic
Lim
it
Shear Parameter
Swel
ling
Pres
sureConsistancy limits
Poro
sitySr
No
Roc
k Q
ualit
y D
esig
natio
n
C φ
Unc
onfin
ed
Com
pres
sion
Te
st
Com
pres
sion
Inde
x C
C
Free
Sw
ell I
ndex
Plas
ticity
In
dex
For KCT Consultancy Services,
( K.K. Thaker )Table No. - ( )
KCT Consultancy Services, Ahmedabad
36
ySr y nd h Cx oShear ParametereConsistancy limits n
RESULTS OF LABORATORY TEST
Proposed structures of Fire Water and Process Water Tank, under TDI Project at Rahiyad, Dahej for GNFC
Grain Size AnalysisField Natural y eType of
BH No. :-
Depth
Project :-
Poro
sitySr
No
Roc
k Q
ualit
yD
esig
natio
n
Coh
esio
n - C
Ang
le o
f Int
erna
l Fr
ictio
n −
φ
Unc
onfin
e dC
ompr
essi
on S
tren
gth
Com
pres
sion
Inde
x C
C
Free
Sw
ell I
ndex
Plas
ticity
Inde
x
Shrin
kage
Lim
it
Void
Rat
io
Silt
Cla
y
Liqu
id L
imit
Plas
tic L
imit
Shear Parameter
Swel
ling
Pres
sureConsistancy limits
Soil
Cla
ssifi
catio
nGrain Size AnalysisField Density
Natural Moisture Content
Spec
ific
Gra
vity
Gra
vel
SPT
N V
alue
Sand
Type of Sample
Depth
m gm / cc % % % % % % % % % Kg/cm2 % Kg/cm2 Degree Kg/cm2 % %
1 0.00 DS - 10.03 - 0 23 38 39 67 26 41 - - - CH - - - - - - - -
2 1.00 DS - - - 3 23 37 37 67 29 38 - - - CH - - - - - - - -
3 1.50 UDS 1.78 12.60 2.65 0 17 44 39 59 26 33 9 0.38 78.9 CH 0.64 9 1.28 0.14 - - 0.68 40.3
4 2.00 DS - - - 4 13 44 39 61 25 36 - - - CH - - - - - - - -
5 3.00 SPT - 10.43 - 2 12 48 38 61 24 37 - - - CH - - - - 23 - - -
6 4.00 DS - - - 8 15 37 40 55 25 30 - - - CH - - - - - - - -
7 4.50 UDS 1.79 11.47 2.66 0 24 40 36 57 25 32 10 0.27 72.4 CH 0.76 8 1.57 0.12 - - 0.66 39.6
8 6.00 SPT - - - 2 36 31 31 42 19 23 - - - CI - - - - 29 - - -
9 7.00 DS - - - 1 29 38 32 41 19 22 - - - CI - - - - - - - -
10 7.50 UDS 1.84 18.64 2.64 4 23 39 34 44 19 25 - - - CI 0.61 12 1.25 0.08 - - 0.70 41.3
11 8.00 DS - - - 2 27 39 32 47 21 26 - - - CI - - - - - - - -
12 9 00 SPT - 21 52 - 1 19 50 30 26 22 4 - - - ML - - - - 46 - - -12 9.00 SPT - 21.52 - 1 19 50 30 26 22 4 - - - ML - - - - 46 - - -
13 10.00 DS - - - 4 10 52 34 24 21 3 - - - ML - - - - - - - -
14 10.50 UDS 1.91 21.02 2.64 0 27 39 34 44 21 23 - - - CI 0.72 14 1.51 0.04 - - 0.67 40.2
15 12.00 SPT - - - 1 35 31 33 41 21 20 - - - CI - - - - 42 - - -
16 13.00 DS - 21.25 - 0 32 37 31 42 21 21 - - - CI - - - - - - - -
17 13.50 DS - - - 3 32 31 34 58 23 35 - - - CH - - - - - - - -
18 14.00 DS - 20.11 - 7 27 36 30 63 27 36 - - - CH - - - - - - - -
19 15.00 SPT - - - 4 31 32 33 65 26 39 - - - CH - - - - 44 - - -
( K.K. Thaker )Table No. - ( )
m gm / cc % % % % % % % % % Kg/cm2 % Kg/cm2 Degree Kg/cm2 % %
1 0.00 DS - 9.34 - 1 27 36 36 64 39 25 - - - CH - - - - - - - -
2 1.50 UDS 1.73 10.54 2.65 0 25 38 37 59 33 26 8 0.23 71.1 CH 0.61 10 - 0.10 - - 0.69 40.9
3 3.00 SPT - - - 1 23 37 39 63 37 26 - - - CH - - - - 15 - - -
4 4.50 UDS 1.82 18.37 2.64 2 25 36 37 62 33 29 8 0.19 68.4 CH 0.79 13 - 0.09 - - 0.72 41.9
5 6.00 SPT - - - 1 13 61 25 51 35 16 - - - MH - - - - 18 - - -
6 7.50 UDS 1.89 25.34 2.65 0 15 67 18 53 36 17 - - - MH 0.20 17 - 0.09 - - 0.76 43.0
7 9.00 SPT - - - 1 61 20 18 25 17 8 - - - SC - - - - 36 - - -
8 10.50 UDS 1.86 23.61 2.66 1 87 10 2 24 NP NP - - - SM - 33 - - - - 0.77 43.4
9 12.00 SPT - - - 2 60 20 18 26 18 8 - - - SC - - - - 40 - - -
10 13.50 UDS 1.89 22.05 2.65 0 60 21 19 27 19 8 - - - SC 0.09 32 - - - - 0.71 41.6
11 15.00 SPT - - - 1 24 38 37 59 33 26 14 - - CH - - - - 54 - - -
Type of Sample
Depth Grain Size AnalysisField Density
Natural Moisture Content
Spec
ific
Gra
vity
Gra
vel
Sand
Project :-
KCT Consultancy Services, AhmedabadRESULTS OF LABORATORY TEST
Proposed structures of Power Plant under TDI Project at Rahiyad, Dahej for GNFC
SPT
N V
alue
Void
Rat
io
Silt
Cla
y
Liqu
id
Lim
it
Plas
tic
Lim
it
Shear Parameter
Swel
ling
Pres
sureConsistancy limits
Soil
Cla
ssifi
catio
n
Poro
sitySr
No
Roc
k Q
ualit
y D
esig
natio
n
C φ
Unc
onfin
ed
Com
pres
sion
Te
st
Com
pres
sion
Inde
x C
C
Free
Sw
ell I
ndex
Plas
ticity
In
dex
Shrin
kage
Li
mit
BH No. :- 37
For KCT Consultancy Services,
( K.K. Thaker )Table No. - ( )
m gm / cc % % % % % % % % % Kg/cm2 % Kg/cm2 Degree Kg/cm2 % %
1 0.00 DS - 9.32 - 0 16 44 40 58 33 25 - - - CH - - - - - - - -
2 1.50 SPT - - - 0 17 45 38 61 36 25 - - - CH - - - - 19 - - -
3 3.00 UDS 1.75 8.51 2.64 1 27 36 36 60 35 25 7 0.34 69.8 CH 0.71 10 - 0.07 - - 0.64 38.9
4 3.50 SPT - - - - - - - - - - - - - CH - - - - 21 - - -
5 4.50 SPT - - - 0 27 36 37 60 34 26 - - - CH - - - - 19 - - -
6 6.00 UDS 1.88 15.74 2.66 2 25 37 36 62 37 25 9 0.31 66.4 CH 0.72 14 - 0.05 - - 0.64 38.9
7 6.50 SPT - - - - - - - - - - - - - CH - - - - 20 - - -
8 7.50 SPT - - - 2 13 46 39 37 30 7 - - - MI - - - - 23 - - -
9 9.00 UDS 1.85 24.31 2.64 2 14 44 40 35 30 5 - - - MI 0.22 26 - - - - 0.77 43.6
10 9.50 SPT - - - - - - - - - - - - - MI - - - - 23 - - -
11 10.50 SPT - - - 1 16 62 21 52 38 14 - - - MH - - - - 27 - - -
12 12.00 UDS 1.84 22.05 2.63 2 14 65 19 51 36 15 - - - MH 0.39 17 - - - - 0.74 42.7
13 12.50 SPT - - - - - - - - - - - - - MH - - - - 27 - - -
14 13.50 SPT - - - - - - - - - - - - - MH - - - - 33 - - -
15 15.00 UDS 1.89 20.51 2.63 1 16 57 26 52 38 14 - - - MH 0.43 18 - - - - 0.68 40.4
Type of Sample
Depth Grain Size AnalysisField Density
Natural Moisture Content
Spec
ific
Gra
vity
Gra
vel
Sand
Project :-
KCT Consultancy Services, AhmedabadRESULTS OF LABORATORY TEST
Proposed structure of CO reformer / CO Plant under TDI Project at Rahiyad, Dahej for GNFC
SPT
N V
alue
Void
Rat
io
Silt
Cla
y
Liqu
id
Lim
it
Plas
tic
Lim
it
Shear Parameter
Swel
ling
Pres
sureConsistancy limits
Soil
Cla
ssifi
catio
n
Poro
sitySr
No
Roc
k Q
ualit
y D
esig
natio
n
C φ
Unc
onfin
ed
Com
pres
sion
Te
st
Com
pres
sion
Inde
x C
C
Free
Sw
ell I
ndex
Plas
ticity
In
dex
Shrin
kage
Li
mit
BH No. :- 38
m gm / cc % % % % % % % % % Kg/cm2 % Kg/cm2 Degree Kg/cm2 % %
1 0.00 DS - 9.34 - 2 25 36 37 64 39 25 - - - CH - - - - - - - -
2 1.50 UDS 1.75 10.34 2.64 1 15 45 39 59 31 28 8 0.31 65.3 CH 0.69 14 - 0.11 - - 0.66 39.9
3 3.00 SPT - - - 0 24 39 37 63 35 28 - - - CH - - - - 15 - - -
4 4.50 UDS 1.83 16.53 2.66 1 11 48 40 63 38 25 9 0.28 67.2 CH 0.76 13 - 0.10 - - 0.69 41.0
5 6.00 SPT - - - 2 11 48 39 64 35 29 - - - CH - - - - 21 - - -
6 7.50 UDS 1.82 24.16 2.65 2 16 45 37 64 37 27 11 0.24 52.4 CH 0.82 15 - 0.06 - - 0.81 44.7
7 9.00 SPT - - - 5 13 43 39 35 28 7 - - - MI - - - - 29 - - -
8 10.50 UDS 1.79 23.51 2.64 0 14 58 28 53 37 16 - - - MH 0.34 19 - 0.08 - - 0.82 45.1
9 12.00 SPT - - - 2 20 61 17 51 35 16 - - - MH - - - - 32 - - -
10 13.50 UDS 1.78 20.85 2.65 0 13 68 19 51 39 12 - - - MH 0.32 21 - 0.07 - - 0.80 44.4
11 15.00 SPT - - - 1 16 60 23 55 41 14 - - - MH - - - - 21 - - -
Type of Sample
Depth Grain Size AnalysisField Density
Natural Moisture Content
Spec
ific
Gra
vity
Gra
vel
Sand
Project :-
KCT Consultancy Services, AhmedabadRESULTS OF LABORATORY TEST
Proposed structure of CO reformer / CO Plant under TDI Project at Rahiyad, Dahej for GNFC
SPT
N V
alue
Void
Rat
io
Silt
Cla
y
Liqu
id
Lim
it
Plas
tic
Lim
it
Shear Parameter
Swel
ling
Pres
sureConsistancy limits
Soil
Cla
ssifi
catio
n
Poro
sitySr
No
Roc
k Q
ualit
y D
esig
natio
n
C φ
Unc
onfin
ed
Com
pres
sion
Te
st
Com
pres
sion
Inde
x C
C
Free
Sw
ell I
ndex
Plas
ticity
In
dex
Shrin
kage
Li
mit
BH No. :- 39
For KCT Consultancy Services,
( K.K. Thaker )Table No. - ( )
1N-350, E-1050
From To
m m m N 1 N 2 N 3 N0.00 Blackish, fine to very fine grained, silty clays of high
plasticity with occational gravels (CH) 0.00 to 0.70m
0.00 0.00 1.50 DS - - - -
0.501.001.50 1.50 1.50 3.00 SPT 3 5 8 132.002.503.00 3.00 3.00 3.50 UDS - - - -3.50 3.50 3.50 4.50 SPT 5 6 9 154.004.50 4.50 4.50 6.00 SPT 4 4 8 125.005.506.00 6.00 6.00 6.50 UDS - - - -6.50 6.50 6.50 7.50 SPT 6 11 15 267.007.50 7.50 7.50 9.00 SPT 7 12 18 308.00 0.70 to 8.70 m8.50
9.00 9.00 9.00 9.50 UDS - - - -9.50 9.50 9.50 10.50 SPT 10 15 21 3610.0010.50 10.50 10.50 12.00 SPT 9 18 24 4211.0011.5012.00 12.00 12.00 12.50 UDS - - - -12.50 12.50 12.50 13.50 SPT 7 15 22 3713.0013.50 13.50 13.50 15.00 SPT 8 18 31 4914.0014.5015.00 15.00 15.00 15.30 UDS - - - -
10.20 to 15.00 m
Remarks
m
Rot
ary
drilli
ng m
etho
d
Not
Use
d
Dark brownish, fine to very fine grained, silty clays ofhigh plasticity with occational gravels (CH)
Blackish brown, fine to very fine grained, silt ofintermediate compressibility with occational gravels(MI) 8.70 to 10.20 m
Dark brownish, fine to very fine grained, silty clays ofhigh plasticity with occational gravels (CH)
BORE LOG DATA SHEET
Method of Boring
DepthC
asin
g
Not
atio
n
Soil DescriptionDepth ofSample
Drill RunType ofSample
SPT N Value/Penetration of S.S.S
Depth of Termination : 15.0 mDepth of Water Table : Encountered at 6.30m depth during investigation
Bore Hole No. : Date of Completion: 23-01-10Co-ordinate:
KCT Consultancy Services, AhmedabadProject : Proposed Structure of under TDI Project at Rahiyad, Dahej for GNFC Date of Start: 23-01-10
water table encountered at 6.30m depth during
For KCT Consultancy Services.,
( K K Thaker)Fig. No.( )
2N-437, E-920
From To
m m m N 1 N 2 N 3 N0.00
0.00 0.00 1.00 DS - - - -
0.501.00 1.00 1.00 1.50 DS - - - -1.50 1.50 1.50 2.00 UDS - - - -2.00 2.00 2.00 3.00 SPT 4 8 10 182.503.00 3.00 3.00 4.50 SPT 8 11 14 253.504.004.50 4.50 4.50 5.00 UDS - - - -5.00 2.50 to 5.70 m 5.00 5.00 6.00 SPT 7 10 13 235.506.00 6.00 6.00 7.00 SPT 6 11 18 296.50 7.00 7.00 7.50 DS - - - -7.007.50 7.50 7.50 8.00 UDS - - - -
8.00 8.00 8.00 9.00 SPT 4 8 12 208.509.00 9.00 9.00 10.50 SPT 5 9 14 239.5010.0010.50 10.50 10.50 11.00 UDS - - - -11.00 11.00 11.00 12.00 SPT 7 11 15 2611.5012.00 12.00 12.00 13.50 SPT 8 13 19 3212.5013.0013.50 13.50 13.50 15.00 UDS - - - -14.0014.5015.00 15.00 15.00 15.45 SPT 8 11 19 30
13.00 to 15.00 m
BORE LOG DATA SHEET
Remarks
m
Rot
ary
drilli
ng m
etho
d
Not
Use
d
Blackish brown, fine to very fine grained, sandyclays of intermediate plasticity with occationalgravels (CI) 0.85 to 2.50 m
DepthC
asin
g
Dark brownish, fine to veryf ine grianed, sandy claysof intermediate plasticity with occational gravels (CI)
Dark brownish, fine to very fine grained, sandy claysof low plasticity with occational gravels (CL) 11.50 to 13.00 m
Dark brownish, fine to very fine grained, sandy claysof intermediate plasticity with little gravels (CI) 9.60to 11.50 m
Brownish grey, fine to very fine grianed, sandy claysof intermediate plasticity with occational gravels (CI)8.50 to 9.60 m
Brownish grey, fine to very fine grained, silty clays ofhigh plasticity with occational gravels (CH) 7.10 to8.50 m
Blackish brown, fine to very fine grianed, silty sandwith little plastic fines and occational gravels (SM)5.70 to 7.10 m
Brownish grey, fine to very fine grained, silty clays ofhigh plasticity with occaitonal gravels (CH)
22-01-10Co-ordinate:
Type ofSample
SPT N Value/Penetration of S.S.S
Depth of Termination : 15.0 mDepth of Water Table : Encountered at 6.65m depth during investigation
Not
atio
n
Soil Description
Bore Hole No. : Date of Completion:
22-01-10Proposed structures of Co Reformer/CO plant, under TDI Project at Rahiyad,Dahej for GNFC
KCT Consultancy Services, Ahmedabad
Project : Date of Start:
Depth ofSample
Drill Run
Blackish, fine to very fine grained, silty clays ofintermediate plasticity with occational gravels andsome sand (CI) 0.00 to 0.85 m
Method of Boring
water table encountered at 6.65 m depth during
For KCT Consultancy Services.,
( K K Thaker)Fig. No.( )
3N-366, E-800
From To
m m m N 1 N 2 N 3 N0.00 0.00 0.00 1.50 DS - - - -0.501.001.50 1.50 1.50 3.00 UDS - - - -2.002.503.00 0.00 to 3.70 m 3.00 3.00 4.50 SPT 3 4 6 103.504.004.50 4.50 4.50 6.00 UDS - - - -5.005.506.00 3.70 to 6.60 m 6.00 6.00 7.50 SPT 7 7 8 156.507.007.50 7.50 7.50 9.00 UDS - - - -8.008.509.00 9.00 9.00 10.50 SPT 21 33 37 709.5010.0010.50 10.50 10.50 12.00 UDS - - - -11.0011.50 8.20 to 12.00 m12.00 12.00 12.00 13.50 SPT 20 32 40 7212.5013.0013.50 13.50 13.50 15.00 UDS - - - -14.0014.5015.00 15.00 15.00 15.45 SPT 25 42 52 94
14.00 to 15.00 m
Blackish, fine to very fine grained, silty clays of highplasticity with occational gravels (CH)
Dark brownish, fine to very fine grained, silty clays ofhigh plasitcity with occaitonal gravels (CH)
Dark brownish, fine to very fine grained, clays ofintermediate plasticity with occational gravels (CI)6.60 to 8.20 m
Dark brownish, fine to very fine grained, clayey sandwith occational gravels (SC)
Dark brownish, fine to vlery fine grianed, silty claysof high plasticity with occaitonal gravels and somesand (CH) 12.00 to 14.00 m
Dark brownish, fine to medium grained, silty sandwith little plastic fines and occational gravels (SM)
KCT Consultancy Services, AhmedabadProject : Proposed Structure of under TDI Project at Rahiyad, Dahej for GNFC Date of Start: 12-01-10
Bore Hole No. : Date of Completion: 12-01-10Co-ordinate:
Depth of Termination : 15.0 mDepth of Water Table : Encountered at 6.10m depth during investigation
Rot
ary
drilli
ng m
etho
d
Not
Use
dRemarks
m
Type ofSample
SPT N Value/Penetration of S.S.S
Not
atio
n
Soil DescriptionDepth ofSample
BORE LOG DATA SHEET
Method of Boring
DepthC
asin
g Drill Run
water table encountered at 6.10m depth during
For KCT Consultancy Services.,
( K K Thaker)Fig. No.( )
4N-264, E-730
From To
m m m N 1 N 2 N 3 N0.00 0.00 0.00 1.50 DS - - - -0.501.001.50 0.00 to 2.30 m 1.50 1.50 3.00 UDS - - - -2.002.503.00 3.00 3.00 4.50 SPT 3 4 7 113.504.004.50 4.50 4.50 6.00 UDS - - - -5.005.506.00 2.30 to 7.00 m 6.00 6.00 7.50 SPT 4 7 9 166.507.007.50 7.50 7.50 9.00 UDS - - - -8.008.509.00 9.00 9.00 10.50 SPT 11 12 13 259.50 7.00 to 10.20 m10.0010.50 10.50 10.50 12.00 UDS - - - -11.0011.5012.00 12.00 12.00 13.50 SPT 7 20 25 4512.5013.00 10.20 to 13.50 m13.50 13.50 13.50 15.00 UDS - - - -14.0014.5015.00 15.00 15.00 15.45 SPT 11 20 22 42
13.50 to 15.00 m
Remarks
m
Rot
ary
drilli
ng m
etho
d
Not
Use
d
Dark brownish, fine to medium grained, sandy claysof intermediate plasticity with little gravels (CI)
Dark brownish, fine to very fine grained, clayey sandwith occational gravels (SC)
Dark brownish and slightly blackish, fine to very finegrained, sandy clays of intermediate plasticity withoccational gravels (CI)
Blackish brown, fine to very fine grained, silty claysof high plasticity with occational gravels (CH)
Blackish and slightly brownish,s fine to very finegrained, silty clays fo high plasitcity with occationalgravels (CH)
BORE LOG DATA SHEET
Method of Boring
DepthC
asin
g
Not
atio
n
Soil DescriptionDepth ofSample
Drill RunType ofSample
SPT N Value/Penetration of S.S.S
Depth of Termination : 15.0 mDepth of Water Table : Encountered at 7.0 m depth during investigation
Bore Hole No. : Date of Completion: 10-01-10Co-ordinate:
KCT Consultancy Services, AhmedabadProject : Proposed Structure of under TDI Project at Rahiyad, Dahej for GNFC Date of Start: 10-01-10
water table encountered at 7.0m depth during
For KCT Consultancy Services.,
( K K Thaker)Fig. No.( )
GNFC5N-360, E-592
From To
m m m N 1 N 2 N 3 N0.00 0.00 0.00 1.50 DS - - - -0.501.001.50 1.50 1.50 3.00 UDS - - - -2.002.503.00 3.00 3.00 4.50 SPT 2 3 6 93.504.004.50 4.50 4.50 6.00 UDS - - - -5.005.506.00 6.00 6.00 7.50 SPT 2 3 7 106.507.007.50 7.50 7.50 9.00 UDS - - - -8.008.509.00 9.00 9.00 10.50 SPT 17 19 20 399.5010.0010.50 10.50 10.50 12.00 UDS - - - -11.0011.5012.00 12.00 12.00 13.50 SPT 17 23 25 4812.5013.0013.50 13.50 13.50 15.00 UDS - - - -14.0014.5015.00 15.00 15.00 15.45 SPT 20 25 45 70
12.40m to 15.0m
Blackish brown, fine to very fine grained, silty claysof high plasticity with occational gravels 0.00m to4.50m
Dark brownish, fine to very fine grained, sandy claysof low plasticity with occational gravels 4.80m to6.30m
Blackish brown, fine to very fine grained, silty sandwith little gravels and occational gravels 6.30m to12.40m
Dark brownish, fine to very fine grained, sandy claysof intermediate plasticity with little gravels
Rot
ary
drilli
ng m
etho
d
Not
Use
dRemarks
m
BORE LOG DATA SHEET
Method of Boring
DepthC
asin
g
Not
atio
n
Soil DescriptionDepth ofSample
Drill RunType ofSample
SPT N Value/Penetration of S.S.S
Depth of Termination : 15.0 mDepth of Water Table : Encountered at 6.50 m depth during investigation
Bore Hole No. : Date of Completion: 05-02-10Co-ordinate:
KCT Consultancy Services, AhmedabadProject : Date of Start: 08-01-10
water table encountered at 6.50m depth during
For KCT Consultancy Services.,
( K K Thaker)Fig. No.( )
GNFC6N-287, E-600
From To
m m m N 1 N 2 N 3 N0.00 0.00 0.00 1.50 DS - - - -0.501.001.50 1.50 1.50 3.00 SPT 2 4 8 122.002.503.00 3.00 3.00 4.50 UDS - - - -3.50
4.004.50 4.50 4.50 6.00 SPT 1 2 3 55.005.506.00 6.00 6.00 7.50 UDS - - - -6.507.007.50 7.50 7.50 9.00 SPT 3 5 7 128.008.509.00 9.00 9.00 10.50 UDS - - - -9.5010.0010.50 Dark brownish, fine to very fine grained, silty sand
with little plsatic fines and occational gravels10.40m to 11.0m
10.50 10.50 12.00 SPT 5 11 17 28
11.0011.5012.00 12.00 12.00 13.50 UDS - - - -12.5013.0013.50 13.50 13.50 15.00 SPT 7 15 20 3514.0014.5015.00 15.00 15.00 15.45 UDS - - - -
12.60m to 15.0m
KCT Consultancy Services, AhmedabadProject : Date of Start: 08-01-10
Bore Hole No. : Date of Completion: 05-02-10Co-ordinate:
SPT N Value/Penetration of S.S.S
Depth of Termination : 15.0 mDepth of Water Table : Encountered at 6.30m depth during investigation
Remarks
m
Blackish brown, fine to very fine grained, silty claysof high plasticity with occational gravels 0.00m to1.20m
BORE LOG DATA SHEET
Method of Boring
DepthC
asin
g
Not
atio
n
Soil DescriptionDepth ofSample
Drill RunType ofSample
Rot
ary
drilli
ng m
etho
d
Not
Use
d
Blackish brown, fine to very fine grained, sandyclays of high plasticity with occational gravels
Dark brownish, fine to very fine grained, silty clays ofhigh plasticity with occational gravels 1.20m to3.80m
Blackish brown, fine to very fine grained, silty claysof high plasticity with occational gravels 3.80m to4.10m
Dark brownish, fine to very fine grained, sandy claysof intermediate plasticity with occational gravels5.60m to 8.50m
Dark brownish, fine to very fine grained, clayey sandwith occational gravels 8.50m to 10.40m
Blackish brown, fine to very fine grained, sandyclays of low plasticity with occational gravels 11.0m to 12.60m
Dark brownish, fine to very fine grained, silty clays ofhigh plasticity with occational gravels 4.10m to5.60m
water table encountered at 6.30m depth during
For KCT Consultancy Services.,
( K K Thaker)Fig. No.( )
GNFC7N-250, E-182
From To
m m m N 1 N 2 N 3 N0.00 0.00 0.00 1.50 DS - - - -0.501.001.50 1.50 1.50 3.00 UDS - - - -2.002.503.00 3.00 3.00 4.50 SPT 3 5 6 113.504.004.50 4.50 4.50 6.00 UDS - - - -5.005.506.00 0.00 to 7.00 m 6.00 6.00 7.50 SPT 8 11 15 266.507.007.50 7.50 7.50 9.00 UDS - - - -8.008.509.00 9.00 9.00 10.50 SPT 13 15 19 349.50 7.00 to 10.00 m10.0010.50 10.50 10.50 12.00 UDS - - - -11.0011.5012.00 12.00 12.00 13.50 SPT 17 21 25 4612.5013.0013.50 13.50 13.50 15.00 UDS - - - -14.0014.50
15.00 15.00 15.00 15.45 SPT 21 23 30 5314.50 to 15.00 m
Blackish brown, fine to very fine grained, silty claysof high plasticity with occational gravels (CH)
Remarks
m
Rot
ary
drilli
ng m
etho
d
Not
Use
d
Dark brownish, fine to very fine grained, silt of lowcompressibility with occational gravels (ML)
Blackish brown, fine to very fine grained, silt of highcompressibility with occational gravels (MH) 10.00 to 11.30 m
Dark brownish, fine to very fine grained, silty sandwith occational gravels (SM) 11.30 to 13.00 m
Dark brownish, fine to very fine grained, silty clays ofhigh plasticity with occational gravels (CH) 13.00 to14.50 m
Dark brownish, fine to very fine grained, silt ofintermediate compressibility with occational gravels(MI)
BORE LOG DATA SHEET
Method of Boring
DepthC
asin
g
Not
atio
n
Soil DescriptionDepth ofSample
Drill RunType ofSample
SPT N Value/Penetration of S.S.S
Depth of Termination : 15.0 mDepth of Water Table : Encountered at 6.30m depth during investigation
Bore Hole No. : Date of Completion: 04-02-10Co-ordinate:
KCT Consultancy Services, AhmedabadProject : Date of Start: 03-02-10
water table encountered at 6.30m depth during
For KCT Consultancy Services.,
( K K Thaker)Fig. No.( )
GNFC8N-254, E-220
From To
m m m N 1 N 2 N 3 N0.00 0.00 0.00 1.50 DS - - - -0.501.001.50 1.50 1.50 3.00 SPT 3 5 7 122.002.503.00 3.00 3.00 4.50 UDS - - - -3.504.004.50 4.50 4.50 6.00 SPT 4 6 9 155.005.506.00 0.00 to 7.00 m 6.00 6.00 7.50 UDS - - - -6.507.007.50 7.50 7.50 9.00 SPT 6 10 13 238.008.509.00 9.00 9.00 10.50 UDS - - - -9.5010.0010.50 10.50 10.50 12.00 SPT 7 11 14 2511.0011.5012.00 12.00 12.00 13.50 UDS - - - -12.5013.0013.50 13.50 13.50 15.00 UDS - - - -14.0014.5015.00 15.00 15.00 15.50 SPT 9 18 23 41
13.00 to 15.00 m
Rot
ary
drilli
ng m
etho
d
Not
Use
d
BORE LOG DATA SHEET
Depth ofSample
Drill RunType ofSample
SPT N Value/Penetration of S.S.SRemarks
m
Method of Boring
DepthC
asin
g
Not
atio
n
Soil Description
Dark brownish, fine to very fine grained, silty clays ofhigh plasticity with some sand (CH)
Dark brownish, fine to very fine grained, sandy silt oflow compressibility with occational gravels (ML) 7.00 to 9.20 m
Blackish brown, fine to very fine grained, silty claysof high plasticity with occational gravels(CH)
Dark brownish, fine to very fine grained, silty sandwith occational gravels (SM) 9.20 to 13.00 m
15.0 mDepth of Water Table : Encountered at 6.20m depth during investigation
Bore Hole No. : Date of Completion: 05-02-10Co-ordinate:
Depth of Termination :
KCT Consultancy Services, AhmedabadProject : Date of Start: 04-02-10
water table encountered at 6.20m depth during
For KCT Consultancy Services.,
( K K Thaker)Fig. No.( )
GNFC9N-310, E-211
From To
m m m N 1 N 2 N 3 N0.00 0.00 0.00 1.50 DS - - - -0.501.001.50 1.50 1.50 3.00 SPT 3 5 6 112.002.503.00 3.00 3.00 4.50 UDS - - - -3.504.004.50 0.00 to 5.20 m 4.50 4.50 6.00 SPT 4 6 9 155.005.506.00 6.00 6.00 7.50 UDS - - - -6.507.007.50 7.50 7.50 9.00 SPT 5 8 11 198.008.50 6.60 to 9.40 m9.00 9.00 9.00 10.50 UDS - - - -9.5010.0010.50 10.50 10.50 12.00 SPT 7 10 19 2911.0011.5012.00 12.00 12.00 13.50 UDS - - - -12.5013.0013.50 13.50 13.50 15.00 DS - - - -14.0014.5015.00 15.00 15.00 15.50 SPT 9 14 21 35
11.00 to 15.00 m
Remarks
m
Rot
ary
drilli
ng m
etho
d
Not
Use
d
Dark brownish, fine to very fine grained, silt ofintermediate compressibility with occational gravels(MI) 9.40 to 11.00 m
Dark brownish, fine to very fine grained, silt of lowcompressibility with occational gravels (ML)
Dark brownish grey, fine to very fine grained, silt ofintermediate compressibility with occational gravels(MI) 5.20 to 6.60 m
Blackish brown, fine to very fine grained, silty claysof high plasticity with occational gravels (CH)
Dark brownish, fine to very fine grained, silty clays ofhigh plasticity with occational gravels (CH)
BORE LOG DATA SHEET
Method of Boring
DepthC
asin
g
Not
atio
n
Soil DescriptionDepth ofSample
Drill RunType ofSample
SPT N Value/Penetration of S.S.S
Depth of Termination : 15.0 mDepth of Water Table : Encountered at 6.0m depth during investigation
Bore Hole No. : Date of Completion: 04-02-10Co-ordinate:
Project : Date of Start: 04-02-10KCT Consultancy Services, Ahmedabad
water table encountered at 6.50m depth during
For KCT Consultancy Services.,
( K K Thaker)Fig. No.( )
10N-427, E-724
From To
m m m N 1 N 2 N 3 N0.00 0.00 0.00 1.50 DS - - - -0.501.001.50 1.50 1.50 2.00 SPT 5 5 8 132.00 2.00 2.00 3.00 DS - - - -2.503.00 0.00 to 3.50 m 3.00 3.00 4.50 UDS - - - -3.504.004.50 4.50 4.50 5.00 SPT 3 5 7 125.00 5.00 5.00 6.00 DS - - - -5.506.00 6.00 6.00 7.00 UDS - - - -6.50 3.50 to 7.20 m7.00 7.00 7.00 7.50 DS - - - -7.50
7.50 7.50 8.00 SPT 5 8 9 17
8.00 8.00 8.00 9.00 DS - - - -8.509.00 9.00 9.00 10.00 UDS - - - -9.5010.00 10.00 10.00 10.50 DS10.50 10.50 10.50 11.00 SPT 11 20 22 4211.0011.5012.00 12.00 12.00 13.50 UDS - - - -12.5013.00 8.40 to 13.40 m13.50 13.50 13.50 15.00 SPT 19 25 26 5114.0014.5015.00 15.00 15.00 15.20 UDS - - - -
13.40 to 15.00 m
Remarks
m
Blackish brown, fine to very fine grained, silty claysof high palsticity with occational gravels (CH)
Rot
ary
drilli
ng m
etho
d
Not
Use
d
Blackish brown, fine to very fine grianed, silt of lowcompressibility with occational gravels (ML)
Blackish brown, fine to very fine grained, silty sandwith little plastic fines and occational gravels (SM)
Dark brownish, fine to very fine grained, sandy claysof intermediate plasticity with occational gravels (CI)7.20 to 8.40 m
Dark blackish, fien to very fine grianed, silty clays ofhigh plasticity with occational gravels (SM)
BORE LOG DATA SHEET
Method of Boring
DepthC
asin
g
Not
atio
n
Soil DescriptionDepth ofSample
Drill RunType ofSample
SPT N Value/Penetration of S.S.S
Depth of Termination : 15.0 mDepth of Water Table : Encountered at 7.10m depth during investigation
Bore Hole No. : Date of Completion: 12-01-10Co-ordinate:
KCT Consultancy Services, AhmedabadProject : Proposed Structure of under TDI Project at Rahiyad, Dahej for GNFC Date of Start: 12-01-10
water table encountered at7.10m depth during
For KCT Consultancy Services.,
( K K Thaker)Fig. No.( )
GNFC11N-127, E-215
From To
m m m N 1 N 2 N 3 N0.00 0.00 0.00 1.50 DS - - - -0.501.001.50 1.50 1.50 3.00 SPT 5 6 8 142.002.503.00 3.00 3.00 4.50 UDS - - - -3.50 0.00 to 4.50 m4.00
4.50 4.50 4.50 6.00 SPT 6 7 9 165.005.506.00 6.00 6.00 7.50 UDS - - - -6.507.007.50 5.00 to 8.00 m 7.50 7.50 9.00 SPT 7 11 17 288.008.509.00 9.00 9.00 10.50 UDS - - - -9.5010.0010.50 10.50 10.50 12.00 SPT 9 20 22 4211.0011.5012.00 12.00 12.00 13.50 UDS - - - -12.5013.00 10.00 to 13.50 m13.50 13.50 13.50 15.00 SPT 18 35 36 7114.0014.5015.00 15.00 15.00 15.50 UDS - - - -
13.50 to 15.00 m
Dark brownish, fine to very fine grained, silt of lowcompressibility with occational gravels (ML)
Blackish brown, fine to very fine grained, silty sandwith occational gravels (SM) 8.00 to 10.00 m
Blackish, fine to very fine grained, sitly clays of highplasticity with occational gravels (CH)
Dark brownish, fine to very fine grained, clays ofintermediate plasticity with occational gravels (CI)4.50 to 5.00 m
Dark brownish, fine to very fine grained, silt ofintermediate compressibility with occational gravels(MI)
Remarks
m
Rot
ary
drilli
ng m
etho
d
Not
Use
d
Blackish brown, fine to very fine grained, silty sandwith occational gravels (SM)
BORE LOG DATA SHEET
Method of Boring
DepthC
asin
g
Not
atio
n
Soil DescriptionDepth ofSample
Drill RunType ofSample
SPT N Value/Penetration of S.S.S
Depth of Termination : 15.0 mDepth of Water Table : Encountered at 6.50m depth during investigation
Bore Hole No. : Date of Completion: 01-02-10Co-ordinate:
KCT Consultancy Services, AhmedabadProject : Date of Start: 01-02-10
water table encountered at 6.50m depth during
For KCT Consultancy Services.,
( K K Thaker)Fig. No.( )
12
N-184, E-219
From To
m m m N 1 N 2 N 3 N0.00 0.00 0.00 1.50 DS - - - -0.50
1.00
1.50 1.50 1.50 2.00 UDS - - - -2.00 2.00 2.00 3.00 SPT 3 3 4 72.50
3.00 3.00 3.00 4.50 SPT 4 4 7 113.50
4.00
4.50 4.50 4.50 5.00 UDS - - - -5.00 5.00 5.00 6.00 SPT 3 4 8 125.50
6.00 6.00 6.00 7.50 SPT 4 4 9 136.50 0.00 to 7.00 m7.00
7.50 7.50 7.50 8.00 UDS - - - -8.00 8.00 8.00 9.00 SPT 9 11 15 268.50
9.00 7.00 to 9.90 m 9.00 9.00 10.50 SPT 12 14 20 349.50
10.00
10.50 10.50 10.50 11.00 UDS - - - -11.00 11.00 11.00 12.00 SPT 19 21 23 4411.50
12.00 12.00 12.00 13.50 SPT 21 25 29 5412.50
13.00
13.50 13.50 13.50 15.00 UDS - - - -14.00
14.50
15.00 15.00 15.00 15.45 SPT 20 25 30 55
14.00 to 15.00 m
Project :
Dark brownish, fine to very fine grained, sandy claysof high plasticity (CH)
Dark brownish, fine to very fine grained, sandy claysof intermediate plasticity with occational gravels (CI)12.80 to 14.00 m
05-01-10
Date of Completion: 05-01-10
Proposed Structure of TDI Storage, under TDI Project at Rahiyad, Dahej for GNFC
BORE LOG DATA SHEET
Method of Boring
Depth
Cas
ing
Not
atio
nSoil Description Remarks
m
Date of Start:
Bore Hole No. :
Blackish, fine to very fine grained, silty clays of highplasticity with occational gravels (CH)
KCT Consultancy Services, Ahmedabad
Co-ordinate:
Depth of Termination : 15.0 m
Depth of Water Table : Encountered at 6.90 m depth during investigation
Rot
ary
drilli
ng m
etho
d
Not
Use
d
Depth ofSample
Drill RunType ofSample
SPT N Value/Penetration of S.S.S
Blackish brown, fine to very fine grained, silty sandwith little plastic fines and occational gravels (SM)11.90 to 12.80 m
Blackish brown, fine to very fine grained, clayeysand with occational gravels (SC) 9.90 to 11.90 m
Blackish brown, fine to very fine grained, silty sandwith little plastic fines and occational gravels (SM)
water table encountered at 6.90m depth during
For KCT Consultancy Services.,
( K K Thaker)Fig. No.( )
13N-188.5, E-1148.5
From To
m m m N 1 N 2 N 3 N0.00 0.00 0.00 1.50 DS - - - -0.501.001.50 1.50 1.50 2.00 UDS - - - -2.00 2.00 2.00 3.00 SPT 4 7 11 182.503.00 3.00 3.00 4.50 SPT 4 12 23 353.504.004.50 4.50 4.50 5.00 UDS - - - -5.00 5.00 5.00 6.00 SPT 5 10 12 225.506.00 0.00 to 6.80 m 6.00 6.00 7.50 SPT 6 12 15 276.507.007.50 7.50 7.50 8.00 UDS - - - -8.00 8.00 8.00 9.00 SPT 8 13 19 328.509.00 9.00 9.00 10.50 SPT 9 17 26 439.5010.0010.50 10.50 10.50 11.00 UDS - - - -11.00 8.40 to 11.60 m 11.00 11.00 12.00 SPT 9 14 21 3511.5012.00 12.00 12.00 13.50 SPT 9 15 23 3812.5013.0013.50 13.50 13.50 15.00 UDS - - - -14.0014.5015.00 15.00 15.00 15.45 SPT 11 19 26 45
11.60 to 15.00 m
Remarks
m
Rot
ary
drilli
ng m
etho
d
Not
Use
d
Dark brownish, fine to very fine grained, silty clays ofhigh plasticity with occational gravels (CH)
Blackish brown, fine to very fine grained, silt ofintermediate compressibility with occational gravels(MI) 6.80 to 8.40 m
Blackish, fine to very fine grained, silty clays of highplasticity with occaitonal gravels (CH)
Pinkish brown, fine to very fine grained, silty clays ofhigh plasticity with occational gravels (CH)
BORE LOG DATA SHEET
Method of Boring
DepthC
asin
g
Not
atio
n
Soil DescriptionDepth ofSample
Drill RunType ofSample
SPT N Value/Penetration of S.S.S
Depth of Termination : 15.0 mDepth of Water Table : Encountered at 6.50m depth during investigation
Bore Hole No. : Date of Completion: 21-01-10Co-ordinate:
Project : Proposed Structure of under TDI Project at Rahiyad, Dahej for GNFC Date of Start: 21-01-10KCT Consultancy Services, Ahmedabad
water table encountered at 6.50m depth during
For KCT Consultancy Services.,
( K K Thaker)Fig. No.( )
14N-173, E-750
From To
m m m N 1 N 2 N 3 N0.00 0.00 0.00 1.00 DS - - - -0.501.00 1.00 1.00 1.50 DS - - - -1.50 1.50 1.50 2.00 UDS - - - -2.00 2.00 2.00 3.00 DS - - - -2.503.00 3.00 3.00 4.00 SPT 4 7 9 163.504.00 4.00 4.00 4.50 DS - - - -4.50 4.50 4.50 6.00 UDS - - - -5.005.50 0.00 to 6.40 m6.00 6.00 6.00 7.00 SPT 5 8 10 186.50 7.00 7.00 7.50 DS - - - -7.007.50 7.50 7.50 8.00 UDS - - - -8.00 8.00 8.00 9.00 DS - - - -8.509.00 9.00 9.00 10.00 SPT 7 11 13 249.50 6.40 to 10.20 m10.00 10.00 10.00 10.50 DS - - - -10.50 10.50 10.50 12.00 UDS - - - -11.0011.5012.00 12.00 12.00 13.00 SPT 18 46 44 9012.50 10.20 to 13.40 m13.00 13.00 13.00 13.50 DS - - - -13.50 13.50 13.50 14.00 DS - - - -14.00 14.00 14.00 15.00 DS - - - -14.5015.00 15.00 15.00 15.45 DS - - - -
13.40 to 15.00 m
Proposed Structure sof Plant Maintainance workshop, under TDI Project atRahiyad, Dahej for GNFC
15.0 mDepth of Water Table : Encountered at 6.80m depth during investigation
BORE LOG DATA SHEET
Method of Boring
Depth
Depth of Termination :
Depth ofSample Remarks
Blackish brown, fine to very fine grained, silty claysof high plasticity with occational gravels (CH)
Rot
ary
drilli
ng m
etho
d
Not
Use
d
KCT Consultancy Services, Ahmedabad
Project :
Bore Hole No. :
Date of Start: 18-01-09
Date of Completion: 18-01-09Co-ordinate:
Drill RunType ofSample
SPT N Value/Penetration of S.S.S
m Cas
ing
Not
atio
nSoil Description
Blackish brown, fine to very fine grained, silty claysof low plasticity with occational gravels (CL)
Dark brownish, fine to very fine grained, clayey sandwith occational gravels (SC)
Dark brownish, fine to very fine grained, silty sandwith little plastic fines and occational gravels (SM)
water table encountered at m depth during investigatio
For KCT Consultancy Services.,
( K K Thaker)Fig. No.( )
Proposed Structure of ETP , Under TDI Project at Rahiyad, Dahej for GNFC
15
S-200, E-200
From To
m m m N 1 N 2 N 3 N0.00 Blackish, fineto very fine grained, silty clays of high
plasticity with occational gravels and little sand (CH)0.00 to 0.75 m
0.00 0.00 1.50 DS - - - -
0.50
1.00
1.50 1.50 1.50 3.00 SPT 7 10 12 222.00
2.50
3.00 3.00 3.00 4.50 UDS - - - -3.50
4.00
4.50 4.50 4.50 6.00 SPT 4 8 13 215.00
5.50
6.00 6.00 6.00 7.50 UDS - - - -6.50
7.00
7.50 7.50 7.50 9.00 SPT 11 21 32 538.00 5.70 to 8.50 m8.50
9.00 9.00 9.00 10.50 DS - - - -9.50
10.00
10.50 10.50 10.50 12.00 SPT 10 16 23 3911.00
11.50
12.00 12.00 12.00 13.50 UDS - - - -12.50
13.00
13.50 10.00 to 14.40 m 13.50 13.50 15.00 SPT 12 26 31 5714.00
14.50
15.00 15.00 15.00 15.34 UDS - - - -
14.40 to 15.00 m
Dark brownish, fine to very fine grained, silty clays ofintermediate plasticity with little gravels (CI) 0.75 to2.50 m
Brownish grey, fine to very fine grained, silty clays ofhigh plasticity with occational gravels (CH) 4.00 to5.70 m
Dark brownish, fine to very fine grained, silty clays ofhigh plasticity with occational gravels CH)
Brownish grey, fine to very fine grained, silty clays ofintermediate plasticity with occational gravels (CI)8.50 to 10.00 m
Blackish grey, fine to very fine grained, silt of lowcompressibility with occational gravels (ML)
Type ofSample
Depth ofSample
Drill Run
Blackish brown, fine to very fine grained, silt of lowcompressibility with occational gravels (ML)
Dark brownish, fine to very fine grained, silty clays ofintermediate plasticity with occational gravels (CI)2.50 to 4.00 m
Rot
ary
drilli
ng m
etho
d
Not
Use
d
KCT Consultancy Services, AhmedabadProject :
Bore Hole No. :
Co-ordinate:
Date of Start:
Date of Completion:
03-01-10
04-01-10
Depth of Termination : 15.0 m
Depth of Water Table : Encountered at 6.40m depth during investigation
BORE LOG DATA SHEET
RemarksMethod of Boring
Depth
Not
atio
n
Soil Description
m
SPT N Value/Penetration of S.S.SC
asin
g
water table encountered at 6.40m depth during
For KCT Consultancy Services.,
( K K Thaker)Fig. No.( )
Proposed Structure of Power Project Under TDI Project at Rahiyad Dahej, GNFC16S-50, E-350
From To
m m m N 1 N 2 N 3 N0.00 0.00 0.00 1.50 DS - - - -0.501.001.50 1.50 1.50 3.00 SPT 3 4 8 122.002.503.00 3.00 3.00 4.50 UDS - - - -3.504.004.50 4.50 4.50 6.00 SPT 4 5 8 135.00 0.00 to 6.00 m5.506.00 6.00 6.00 7.50 UDS - - - -6.507.007.50 7.50 7.50 9.00 SPT 5 7 10 178.008.509.00 9.00 9.00 10.50 UDS - - - -9.5010.0010.50 10.50 10.50 12.00 SPT 7 9 13 2211.0011.5012.00 12.00 12.00 13.50 UDS - - - -12.50 6.00 to 13.00 m13.0013.50 13.50 13.50 15.00 SPT 10 15 19 3414.0014.5015.00 15.00 15.00 15.30 UDS - - - -
13.00 to 15.00 m
KCT Consultancy Services, AhmedabadProject : Date of Start: 31-01-10
15.0 mDepth of Water Table : Encountered at 6.45m depth during investigation
Bore Hole No. : Date of Completion: 31-01-10Co-ordinate:
Remarks
m
Rot
ary
drilli
ng m
etho
d
Not
Use
dMethod of Boring
DepthC
asin
g
Not
atio
n
Soil Description
Blackish, fine to very fine grained, silty clays ofintermediate plasticity with occational gravels (CI)
Dark brownish, fine to very fine grained, sandy claysof intermediate plasticity with occational gravels (CI)
Blackish brown, fine to very fine grained, silty claysof high plasticity with occational gravels (CH)
BORE LOG DATA SHEET
Depth ofSample
Drill RunType ofSample
SPT N Value/Penetration of S.S.S
Depth of Termination :
water table encountered at 6.45m depth during
For KCT Consultancy Services.,
( K K Thaker)Fig. No.( )
GNFC17N-173, E-550
From To
m m m N 1 N 2 N 3 N0.00 0.00 0.00 1.50 DS - - - -0.501.001.50 1.50 1.50 2.00 UDS - - - -2.00 2.00 2.00 3.00 SPT 3 3 5 82.503.00 3.00 3.00 4.50 SPT 3 4 7 113.504.004.50 4.50 4.50 5.00 UDS - - - -5.00 5.00 5.00 6.00 SPT 4 6 7 135.50 1.50 to 6.00 m6.00
6.00 6.00 7.50 SPT 5 8 10 18
6.507.007.50 7.50 7.50 8.00 UDS - - - -8.00 8.00 8.00 9.00 SPT 7 12 14 268.509.00 9.00 9.00 10.50 SPT 8 13 18 319.5010.00 8.50 to 10.50 m10.50 10.50 10.50 11.00 UDS - - - -11.00 11.00 11.00 12.00 SPT 7 12 15 2711.5012.00 12.00 12.00 13.50 SPT 8 11 18 2912.5013.00 10.50 to 13.50 m13.50 13.50 13.50 15.00 UDS - - - -14.0014.5015.00 15.00 15.00 15.45 SPT 12 18 23 41
13.50 to 15.00 m
Blackish brown, fine to very fine grained silty of highcompressibility with some sand (MH)
Blackish brown, fine to very fine grained, silty claysof high plasticity with occational gravels (CH)0.00 to1.50 m
Remarks
m
Rot
ary
drilli
ng m
etho
d
Not
Use
d
Dark brownish, fine to very fine grained, silt ofintermediate compressibility with occational gravels(MI) 7.00 to 8.50 m
Brownish grey, fine to very fine grianed, silt ofintermediate compressibility with occational gravels(MI)
Brownish grey, fine to very fine grained, silty sandwith occational gravels and little plastic fines (SM)
Dark brownish, fine to medium grained, silty sandwith occational gravels (SM)
Dark brownish, fine to very fine grained, silty clays ofhigh plasticity with occational gravels (CH)6.00 to7.00 m
BORE LOG DATA SHEET
Method of Boring
DepthC
asin
g
Not
atio
n
Soil DescriptionDepth ofSample
Drill RunType ofSample
SPT N Value/Penetration of S.S.S
Depth of Termination : 15.0 mDepth of Water Table : Encountered at 6.40m depth during investigation
Bore Hole No. : Date of Completion: 30-01-10Co-ordinate:
KCT Consultancy Services, AhmedabadProject : Date of Start: 30-01-10
water table encountered at 6.40m depth during
For KCT Consultancy Services.,
( K K Thaker)Fig. No.( )
GNFC18N-415, E-1386.5
From To
m m m N 1 N 2 N 3 N0.00 0.00 0.00 1.50 DS - - - -0.501.001.50 1.50 1.50 3.00 SPT 4 5 11 162.002.503.00 3.00 3.00 4.50 SPT 6 7 14 213.504.004.50 4.50 4.50 6.00 SPT 5 7 12 195.005.506.00 2.40 to 6.50 m 6.00 6.00 7.50 UDS - - - -6.507.007.50 7.50 7.50 9.00 SPT 7 9 14 228.008.509.00 9.00 9.00 10.50 UDS - - - -9.5010.0010.50 10.50 10.50 12.00 SPT 9 12 16 2811.0011.5012.00 12.00 12.00 13.50 UDS - - - -12.5013.0013.50 13.50 13.50 15.00 SPT 11 15 19 3414.0014.5015.00 15.00 15.00 15.45 UDS - - - -
6.50 to 15.00 m
KCT Consultancy Services, AhmedabadProject : Date of Start: 24-1-2010
Bore Hole No. : Date of Completion: 24-1-2010Co-ordinate:
Depth of Termination : 15.0 mDepth of Water Table : Encountered at 6.20m depth during investigation
BORE LOG DATA SHEET
Method of Boring
DepthC
asin
g
Not
atio
n
Soil DescriptionDepth ofSample
Drill RunType ofSample
SPT N Value/Penetration of S.S.SRemarks
m
Rot
ary
drilli
ng m
etho
d
Not
Use
d
Blackish,fine to very fine grained, silty clays of highplasticity with occational gravels and some sand(CH) 0.00 to 2.40 m
Blackish brown, fine to very fine grained, silty claysof high plasticity with occational gravels (CH)
Dark brownish, fine to very fine grained, silty clays ofhigh plasticity with occational gravels(CH)
water table encountered at 6.20m depth during
For KCT Consultancy Services.,
( K K Thaker)Fig. No.( )
19N-274, E-872
From To
m m m N 1 N 2 N 3 N0.00 0.00 0.00 1.50 DS - - - -0.501.001.50 1.50 1.50 3.00 UDS - - - -2.002.503.00 3.00 3.00 4.50 SPT 4 5 10 153.504.00 0.00 to 4.80 m4.50 4.50 4.50 6.00 UDS - - - -5.005.506.00 6.00 6.00 7.50 SPT 7 9 12 216.507.00 4.80 to 7.50 m7.50 7.50 7.50 9.00 UDS - - - -8.008.509.00 9.00 9.00 10.50 SPT 8 11 18 299.5010.0010.50 10.50 10.50 12.00 UDS - - - -11.0011.5012.00 7.50 to 12.80 m 12.00 12.00 13.50 SPT 9 12 20 3212.5013.00
13.50 13.50 13.50 15.00 UDS - - - -14.0014.50
15.00 15.00 15.00 15.30 SPT 6 8 13 2114.30 to 15.00 m
Remarks
m
Rot
ary
drilli
ng m
etho
d
Not
Use
d
Dark brownish, fine to very fine grained, silt ofintermediate compressibility with little gravels (MI)
Dark brownish, fine to very fine grained, silty clays ofhigh plasticity with occational gravels (CH) 12.80 to14.30 m
Brownish grey, fine to very fine grained, silt ofintermediate compressibility with little gravels (MI)
Dark brownish, fine to very fine grained, clayey sandwith occational gravels (SC)
Blackish brown, fine to very fine grained, silty claysof high plasticity with occational gravels (CH)
BORE LOG DATA SHEET
Method of Boring
DepthC
asin
g
Not
atio
n
Soil DescriptionDepth ofSample
Drill RunType ofSample
SPT N Value/Penetration of S.S.S
Depth of Termination : 15.0 mDepth of Water Table : Encountered at 6.25m depth during investigation
Bore Hole No. : Date of Completion: 24-01-10Co-ordinate:
KCT Consultancy Services, AhmedabadProject : Proposed Structure of under TDI Project at Rahiyad, Dahej for GNFC Date of Start: 24-01-10
water table encountered at 6.25 m depth during
For KCT Consultancy Services.,
( K K Thaker)Fig. No.( )
20N-319, E-800
From To
m m m N 1 N 2 N 3 N0.00
0.00 0.00 1.50 DS - - - -
0.501.001.50 1.50 1.50 3.00 SPT 5 8 11 192.00 0.00 to 2.80 m2.503.00 3.00 3.00 3.50 UDS - - - -3.50 3.50 3.50 4.50 SPT 6 9 13 214.004.50 4.50 4.50 6.00 SPT 4 7 12 195.005.506.00 6.00 6.00 6.50 UDS - - - -6.50 2.80 to 7.00 m 6.50 6.50 7.50 SPT 6 8 12 207.007.50 7.50 7.50 9.00 SPT 5 9 14 238.008.509.00
9.00 9.00 9.50 UDS - - - -
9.50 9.50 9.50 10.50 SPT 6 10 13 2310.0010.50
10.50 10.50 12.00 SPT 7 11 16 27
11.0011.50
12.00 12.00 12.00 12.50 UDS - - - -12.50 12.50 12.50 13.50 SPT 8 11 16 2713.0013.50 13.50 13.50 15.00 SPT 9 14 19 3314.0014.5015.00 15.00 15.00 15.30 UDS - - - -
12.90 to 15.00 m
Blackish brown, fine to very fine grained, clayeysand with occational gravels (SC) 11.70 to 12.90 m
Dark brownish, fine to very fine grained, sandy claysfo intermediate plasticity with occational gravels (CI)
SPT N Value/Penetration of S.S.SRemarks
m
Rot
ary
drilli
ng m
etho
d
Not
Use
d
Dark brownish, fine to very fine grained, silty clays ofhigh palsticity with occational gravels (CH)
Blackish brown, fine to very fine grained, clayeysand with occational gravels (SC) 7.00 to 8.60 m
Blackish brown, fine to very fine grained, silty claysof low plasticity with occational gravels (CL) 8.60 to10.10 m
Dark brownish, fine to very fine grained, silty clays ofintermediate plasticity with occational gravels (CI)10.10 to 11.70 m
Encountered at 6.17m depth during investigationBORE LOG DATA SHEET
Method of Boring
DepthC
asin
g
Not
atio
n
Soil DescriptionDepth ofSample
Drill RunType ofSample
Blackish, fine to very fine grained, silty clays of highplasticity with occational gravels (CH)
KCT Consultancy Services, Ahmedabad
Project : Proposed Structure of under TDI Project at Rahiyad, Dahej for GNFC Date of Start: 23-01-10
Bore Hole No. : Date of Completion: 23-01-10Co-ordinate:
Depth of Termination : 15.0 mDepth of Water Table :
water table encountered 6.17at m depth during
For KCT Consultancy Services.,
( K K Thaker)Fig. No.( )
GNFC21N-182, E-480
From To
m m m N 1 N 2 N 3 N0.00 0.00 0.00 1.50 DS - - - -0.501.001.50 1.50 1.50 3.00 SPT 3 4 5 92.002.503.00 3.00 3.00 3.50 UDS - - - -3.50 0.00 to 4.50 m 3.50 3.50 4.50 SPT 3 5 6 114.004.50 4.50 4.50 6.00 SPT 3 6 7 135.005.506.00 6.00 6.00 6.50 UDS - - - -6.50 6.50 6.50 7.50 SPT 3 6 7 137.007.50 7.50 7.50 9.00 SPT 4 7 9 168.008.509.00 9.00 9.00 9.50 UDS - - - -9.50 9.50 9.50 10.50 SPT 5 6 9 1510.0010.50 10.50 10.50 12.00 SPT 6 8 11 1911.0011.5012.00 12.00 12.00 12.50 UDS - - - -12.50 12.50 12.50 13.50 SPT 8 10 13 2313.0013.50 13.50 13.50 15.00 SPT 8 11 14 2514.0014.5015.00 15.00 15.00 15.40 UDS - - - -
12.00 to 15.00 m
Rot
ary
drilli
ng m
etho
d
Not
Use
d
Dark brownish, fine to very fine grained, clayey sandwith occational gravels (SC)
Dark brownish, fine to very fine grained, silty sandwith little plastic fines and occational gravels (SM)9.80 to 12.00 m
Dark brownish grey, fine to very fine grained, silt ofintermediate compressibility with occational gravelsand some sand (MI) 7.20 to 9.80 m
Blackish, fine to very fine grained, silt of highcompressibility with occational gravels (MH) 4.50 to7.20 m
Blackish brown, fine to very fine grained, silty claysof high plasticity with occational gravels (CH)
BORE LOG DATA SHEET
Depth ofSampleMethod
of BoringDepth
Cas
ing
Not
atio
n
Soil Description
Drill RunType ofSample
SPT N Value/Penetration of S.S.SRemarks
m
Bore Hole No. : Date of Completion: 30-01-10Co-ordinate:
Depth of Termination : 15.0 mDepth of Water Table : Encountered at 6.20m depth during investigation
KCT Consultancy Services, AhmedabadProject : Date of Start: 30-01-10
water table encountered at 6.20m depth during
For KCT Consultancy Services.,
( K K Thaker)Fig. No.( )
GNFC22N-173, E-637.5
From To
m m m N 1 N 2 N 3 N0.00 0.00 0.00 1.50 DS - - - -0.501.001.50 1.50 1.50 3.00 SPT 7 9 11 202.002.503.00 3.00 3.00 4.50 UDS - - - -3.50 0.00 to 4.40 m4.004.50 4.50 4.50 6.00 SPT 4 7 9 165.005.506.00 6.00 6.00 7.50 UDS - - - -6.507.007.50 7.50 7.50 9.00 SPT 6 10 11 218.008.50 4.40 to 9.00 m9.00 9.00 9.00 10.50 UDS - - - -9.5010.0010.50 10.50 10.50 12.00 SPT 7 13 19 3211.0011.5012.00 12.00 12.00 13.50 UDS - - - -12.5013.0013.50 13.50 13.50 15.00 SPT 6 12 17 2914.0014.5015.00 15.00 15.00 15.50 UDS - - - -
9.00 to 15.00 m
Remarks
m
Rot
ary
drilli
ng m
etho
d
Not
Use
d
Blackish brown, fine to very fine grained, silty claysof high plasticity with occational gravels and somesand (CH)
Brownish grey, fine to very fine grained, silty sandwith occational gravels (SM)
Brownish, fine to very fine grained, silt of lowcompressibility with occational gravels (ML)
BORE LOG DATA SHEET
Method of Boring
DepthC
asin
g
Not
atio
n
Soil DescriptionDepth ofSample
Drill RunType ofSample
SPT N Value/Penetration of S.S.S
Depth of Termination : 15.0 mDepth of Water Table : Encountered at 6.10m depth during investigation
Bore Hole No. : Date of Completion: 29-01-10Co-ordinate:
KCT Consultancy Services, AhmedabadProject : Date of Start: 29-01-10
water table encountered at 6.10m depth during
For KCT Consultancy Services.,
( K K Thaker)Fig. No.( )
GNFC23N-184, E-219
From To
m m m N 1 N 2 N 3 N0.00 0.00 0.00 1.50 DS - - - -0.501.001.50 1.50 1.50 3.00 UDS - - - -2.002.503.00 3.00 3.00 4.50 SPT 3 5 7 123.504.00 0.00 to 5.00 m4.50 4.50 4.50 6.00 UDS - - - -5.005.506.00 6.00 6.00 7.50 SPT 4 7 9 166.507.007.50 7.50 7.50 9.00 UDS - - - -8.00 5.00 to 8.60 m8.509.00 9.00 9.00 10.50 SPT 5 8 11 199.5010.0010.50 10.50 10.50 12.00 UDS - - - -11.0011.5012.00 12.00 12.00 13.50 SPT 7 11 13 2412.5013.0013.50 13.50 13.50 15.00 UDS - - - -14.0014.5015.00 15.00 15.00 15.45 SPT 9 15 18 33
13.00 to 15.00 m
Remarks
m
Rot
ary
drilli
ng m
etho
d
Not
Use
d
Brownish, fine to very fine grained, silt of lowcompressibility with occational gravels(ML) 8.60 to11.00 m
Brownish, fine to very fine grained, silty sand withlittle plastic fines and occational gravels (SM) 11.00 to 13.00 m
Brownish, fine to very fine grained, sandy clays ofhigh plasticity with occational gravels (CH)
Brownish, fine to very fine grained, silt ofintermediate compressibility with occational gravels(MI)
Blackish brown, fine to very fie grained, silty clays ofhigh plasticity with occational gravels (CH)
BORE LOG DATA SHEET
Method of Boring
DepthC
asin
g
Not
atio
n
Soil DescriptionDepth ofSample
Drill RunType ofSample
SPT N Value/Penetration of S.S.S
Depth of Termination : 15.0 mDepth of Water Table : Encountered at 6.50 m depth during investigation
Bore Hole No. : Date of Completion: 02-02-10Co-ordinate:
KCT Consultancy Services, AhmedabadProject : Date of Start: 02-02-10
water table encountered at 6.50m depth during
For KCT Consultancy Services.,
( K K Thaker)Fig. No.( )
24N-300, E-346
From To
m m m N 1 N 2 N 3 N0.00
0.00 0.00 1.50 DS - - - -
0.501.001.50 1.50 1.50 2.00 UDS - - - -2.00 2.00 2.00 3.00 SPT 2 4 4 82.503.00 3.00 3.00 4.50 SPT 2 3 6 93.504.004.50 4.50 4.50 5.00 UDS - - - -5.00 0.80 to 5.50 m 5.00 5.00 6.00 SPT 3 8 12 205.506.00 6.00 6.00 7.50 SPT 3 10 14 246.507.007.50 7.50 7.50 8.00 UDS - - - -
8.00 8.00 8.00 9.00 SPT 8 15 20 358.509.00 9.00 9.00 10.50 SPT 11 19 23 429.5010.0010.50 10.50 10.50 12.00 UDS - - - -11.0011.5012.00 12.00 12.00 13.50 SPT 12 22 23 4512.50 10.00 to 13.20 m13.0013.50 13.50 13.50 15.00 UDS - - - -14.0014.5015.00 15.00 15.00 15.45 SPT 9 13 20 33
13.20 to 15.00 m
Dark brownish, fine to very fine grained, silty clays ofhigh plasticity with occational gravels (SM)
Blackish, fine to very fine grained, silty clays of highplasticity with occational gravels (CH) 0.00 to 0.80m
Remarks
m
Rot
ary
drilli
ng m
etho
d
Not
Use
d
Blackish brown, fine to very fine grained, silty sandwith occational gravels (SM)
Dark brownish, fine to medium grained, silt ofintermediate compressibility with little gravels (MI)8.50 to 10.00 m
Blackish brown, fine to very fine graine,d silty sandwith little plastic fines and occaitonal gravels (SM)7.30 to 8.50 m
Blackish, fine to very fine grained, silt of highcompressibility with occational gravels (MH) 5.50 to7.30 m
Dark brownish, fine to very fine grained, silty clays ofhigh plasticity with occaitonal gravels and somesand (CH)
BORE LOG DATA SHEET
Method of Boring
DepthC
asin
g
Not
atio
n
Soil DescriptionDepth ofSample
Drill RunType ofSample
SPT N Value/Penetration of S.S.S
Depth of Termination : 15.0 mDepth of Water Table : Encountered at 6.60m depth during investigation
Bore Hole No. : Date of Completion: 21-01-10Co-ordinate:
KCT Consultancy Services, AhmedabadProject : Proposed Structure of under TDI Project at Rahiyad, Dahej for GNFC Date of Start: 20-01-10
water table encountered at 6.60m depth during
For KCT Consultancy Services.,
( K K Thaker)Fig. No.( )
GNFC25N-380, E-209
From To
m m m N 1 N 2 N 3 N0.00 0.00 0.00 1.50 DS - - - -0.501.001.50 1.50 1.50 3.00 UDS - - - -2.002.503.00 3.00 3.00 4.50 SPT 4 6 10 163.504.004.50 0.00 to 5.00 m 4.50 4.50 6.00 UDS - - - -5.005.506.00 6.00 6.00 7.50 SPT 8 11 15 266.507.007.50 7.50 7.50 9.00 UDS - - - -8.008.509.00 9.00 9.00 10.50 SPT 13 17 21 389.50 6.60 to 10.50 m10.0010.50 10.50 10.50 12.00 UDS - - - -11.0011.5012.00 12.00 12.00 13.50 SPT 13 21 24 4512.5013.0013.50 13.50 13.50 15.00 DS - - - -14.0014.5015.00 15.00 15.00 15.45 SPT 17 25 31 56
12.00 to 15.00 m
Remarks
m
Rot
ary
drilli
ng m
etho
d
Not
Use
d
Dark brownish, fine to very fine grained, sandy claysof low plasticity with occational gravels(CL)
Blackish, fine to very fine grained, clays of lowcompressibility with occational gravels (CL) 5.00 to6.60 m
Dark brownish, fine to very fine grained, silty sandwith little plastic fines and occational gravels (SM)10.50 to 12.00 m
Dark brownish, fine to very fine grained, silt ofintermediate compressibility with occational gravels(MI)
Blackish brown, fine to very fine grained, silty claysof high plasticity with occational gravels (CH)
BORE LOG DATA SHEET
Method of Boring
DepthC
asin
g
Not
atio
n
Soil DescriptionDepth ofSample
Drill RunType ofSample
SPT N Value/Penetration of S.S.S
Depth of Termination : 15.0 mDepth of Water Table : Encountered at 6.10m depth during investigation
Bore Hole No. : Date of Completion: 05-02-10Co-ordinate:
KCT Consultancy Services, AhmedabadProject : Date of Start: 04-02-10
water table encountered at 6.10m depth during
For KCT Consultancy Services.,
( K K Thaker)Fig. No.( )
GNFC26N-100, E-612
From To
m m m N 1 N 2 N 3 N0.00 0.00 0.00 1.50 DS - - - -0.501.001.50 1.50 1.50 3.00 UDS - - - -2.002.503.00 0.00 to 3.50 m 3.00 3.00 4.50 SPT 5 7 10 173.504.004.50 4.50 4.50 6.00 UDS - - - -5.005.50 3.50 to 6.00 m6.00 6.00 6.00 7.50 SPT 3 4 6 106.507.007.50 7.50 7.50 9.00 UDS - - - -8.008.509.00 9.00 9.00 10.50 SPT 7 11 16 279.5010.0010.50 10.50 10.50 12.00 UDS - - - -11.0011.50 9.00 to 12.00 m12.00 12.00 12.00 13.50 SPT 21 38 50 8812.5013.0013.50 13.50 13.50 15.00 DS - - - -14.0014.5015.00 15.00 15.00 15.45 SPT 12 18 21 39
12.00 to 15.00 m
KCT Consultancy Services, AhmedabadProject : Date of Start: 29-01-10
Bore Hole No. : Date of Completion: 29-01-10Co-ordinate:
Depth of Termination : 15.0 mDepth of Water Table : Encountered at 6.30 m depth during investigation
BORE LOG DATA SHEET
Method of Boring
DepthC
asin
g
Not
atio
n
Soil DescriptionDepth ofSample
Drill RunType ofSample
SPT N Value/Penetration of S.S.SRemarks
m
Rot
ary
drilli
ng m
etho
d
Not
Use
d
Blackish brown, fine to very fine grained, silty claysof hiigh plasticity with occational gravels (CH)
Brownish grey, fine to very fine grained, silty clays ofhigh plasticity with occational gravels (CH)
Brownish grey, fine to very fine grained, silt of highcompressibility with occational gravels (MH) 6.00 to9.00 m
Dark brownish, fine to very fine grained, sandy claysof low plasticity with occational gravels (CL)
Dark brownish, fine to very fine grained, silty sandwith little plastic fines and occational gravels (SM)
water table encountered at 6.30m depth during
For KCT Consultancy Services.,
( K K Thaker)Fig. No.( )
27
N-439, E-484
From To
m m m N 1 N 2 N 3 N0.00 0.00 0.00 0.50 DS - - - -0.50 0.50 0.50 1.00 DS - - - -1.00 1.00 1.00 1.50 DS - - - -1.50 1.50 1.50 2.00 SPT 2 3 7 102.00 2 2 3.00 DS2.50
3.00 3.00 3.00 4.00 UDS - - - -3.50
4.00 0.00 to 4.30 m 4.00 4.00 4.50 DS - - - -4.50 4.50 4.50 6.00 SPT 3 6 9 155.00
5.50
6.00 6.00 6.00 6.50 UDS - - - -6.50 6.50 6.50 7.50 SPT 3 8 11 197.00
7.50 7.50 7.50 9.00 SPT 7 11 16 278.00
8.50
9.00 9.00 9.00 9.50 UDS - - - -9.50 4.30 to 10.30 m 9.50 9.50 10.50 SPT 8 13 17 3010.00
10.50 10.50 10.50 12.00 SPT 5 13 18 3111.00
11.50
12.00 12.00 12.00 12.50 UDS - - - -12.50 12.50 12.50 13.50 SPT 8 14 17 3113.00
13.50 13.50 13.50 15.00 SPT 17 25 36 6114.00
14.50
15.00 15.00 15.00 15.30 UDS - - - -
11.80 to 15.00 m
Proposed Structure of cooling tower with Dosing Tank, Under TDI Project atRahiyad, Dahej for GNFC Date of Start: 06-01-10
Date of Completion: 06-01-10
Dark brownish, fine to very fine grained, sandy claysof intermediate plasticity with occational gravels (CI)
Dark brownish, fine to very fine grained, clayey sandwith occational gravels (SC) 10.30 to 11.80 m
Rot
ary
drilli
ng m
etho
d
Not
Use
d
Dark brownish, fine to very fine grained, silt ofintermediate compressibility with occational gravels(MI)
Remarks
m
Blackish brown, fine to very fine grained, silty claysof high plasticity with occaitonal gravels (CH)
Type ofSample
SPT N Value/Penetration of S.S.S
Co-ordinate:
KCT Consultancy Services, Ahmedabad
Project :
Bore Hole No. :
Depth of Termination : 15.0 m
Depth of Water Table : Encountered at 7.10m depth during investigation
BORE LOG DATA SHEET
Method of Boring
Depth
Cas
ing
Not
atio
nSoil Description
Depth ofSample
Drill Run
water table encountered at 7.10m depth during
For KCT Consultancy Services.,
( K K Thaker)Fig. No.( )
GNFC28N-100, E-350
From To
m m m N 1 N 2 N 3 N0.00 0.00 0.00 1.50 DS - - - -0.501.001.50 1.50 1.50 3.00 UDS - - - -2.002.503.00 3.00 3.00 4.50 SPT 3 5 7 123.504.004.50 4.50 4.50 6.00 UDS - - - -5.005.50 0.00 to 6.20 m6.00 6.00 6.00 7.50 SPT 6 7 10 176.507.007.50 7.50 7.50 9.00 UDS - - - -8.008.509.00 9.00 9.00 10.50 SPT 8 30 32 629.5010.0010.50 10.50 10.50 12.00 UDS - - - -11.0011.5012.00 12.00 12.00 13.50 SPT 7 20 24 4412.5013.0013.50 13.50 13.50 15.00 UDS - - - -14.0014.5015.00 15.00 15.00 15.45 SPT 8 14 21 35
12.00 to 15.00 m
BORE LOG DATA SHEET
Method of Boring
DepthC
asin
gRemarks
m
Rot
ary
drilli
ng m
etho
d
Not
Use
dType ofSample
SPT N Value/Penetration of S.S.S
Not
atio
n
Soil DescriptionDepth ofSample
Drill Run
Blackish brown, fine to very fine grained, silty claysof high plasticity with occational gravels (CH)
Depth of Termination : 15.0 mDepth of Water Table : Encountered at 6.00m depth during investigation
Bore Hole No. : Date of Completion: 31-01-10Co-ordinate:
KCT Consultancy Services, AhmedabadProject : Date of Start: 31-01-10
Dark brownish, fine to very fine grained, silty clays ofhigh plasticity with occational gravels (CH)
Dark brownish, fine to very fine grained, sandy claysof intermediate plasticity with occational gravels (CI)10.00 to 12.00 m
Dark brownish, fine to very fine grained, silty sandwith occational gravels (SM) 8.50 to 10.00 m
Dark brownish, fine to very fine grained, clayey sandwith occational gravels (SC) 6.20 to 8.50 m
water table encountered at 6.00m depth during
For KCT Consultancy Services.,
( K K Thaker)Fig. No.( )
GNFC29N-450, E-591
From To
m m m N 1 N 2 N 3 N0.00 0.00 0.00 1.00 DS - - - -0.501.00 1.00 1.00 1.50 DS - - - -1.50 1.50 1.50 2.00 UDS - - - -2.00 2.00 2.00 3.00 DS - - - -2.503.00 3.00 3.00 4.00 SPT 2 3 5 83.504.00 4.00 4.00 4.50 DS - - - -4.50 0.00 to 5.50 m 4.50 4.50 6.00 UDS - - - -5.005.506.00 6.00 6.00 7.00 SPT 3 5 8 136.50 7.00 7.00 7.50 DS - - - -7.007.50
7.50 7.50 8.00 UDS - - - -
8.00 8.00 8.00 9.00 DS - - - -8.50
9.00 9.00 9.00 10.00 SPT 5 6 12 189.5010.00 10.00 10.00 10.50 DS - - - -10.50 10.50 10.50 12.00 UDS - - - -11.0011.5012.00 12.00 12.00 13.00 SPT 9 13 20 3312.5013.00 13.00 13.00 13.50 DS - - - -13.50 13.50 13.50 14.00 DS - - - -14.00 14.00 14.00 15.00 DS - - - -14.5015.00 15.00 15.00 15.45 SPT 17 20 25 45
13.10 to 15.00 m
KCT Consultancy Services, Ahmedabad
SPT N Value/Penetration of S.S.S
Date of Start: 06-01-10
Type ofSample
Project :Bore Hole No. : Date of Completion:
Remarks
m
BORE LOG DATA SHEET
Method of Boring
DepthC
asin
g
Not
atio
n
Soil DescriptionDepth ofSample
Drill Run
Dark brownish, fine to very fine grained, silty clays ofintermediate plasticity with occational gravels (CI)8.40 to 9.50 m
Dark brownish, fine to very fine grained, silt ofintermediate compressibility with occational gravels(MI) 7.80 to 8.40 m
Blackish brown, fine to very fine grained, silty claysof intermediate plasticity with occational gravels (CI)5.50 to 7.80 m
Blackish brown, fine to very fine grained, silty claysof high plasticity with occational gravels (CH)
Dark brownish, fine to very fine grianed, sandy claysof intermediate plasticity with occational gravels (CI)9.50 to 11.30 m
Dark brownish, fine to very fine grained, silty sandwith occational gravels (SM) 11.30 to 13.10 m
Dark brownish, fine to very fine grained, silty sandwith little plastic fines and occational gravels (SM)
Rot
ary
drilli
ng m
etho
d
Not
Use
d
08-01-10
Depth of Termination : 15.0 mDepth of Water Table : Encountered at 6.80m depth during investigation
Co-ordinate:
water table encountered at 6.80m depth during
For KCT Consultancy Services.,
( K K Thaker)Fig. No.( )
30N-350, E-900
From To
m m m N 1 N 2 N 3 N0.00 0.00 0.00 1.50 DS - - - -0.501.001.50 1.50 1.50 2.00 UDS - - - -2.00 2.00 2.00 3.00 SPT 3 6 7 132.503.00 3.00 3.00 4.50 SPT 3 7 9 163.504.004.50 4.50 4.50 5.00 UDS - - - -5.00 5.00 5.00 6.00 SPT 4 8 15 235.506.00 6.00 6.00 7.50 SPT 5 10 17 276.50 1.80 to 7.00 m7.007.50 7.50 7.50 8.00 UDS - - - -8.00 8.00 8.00 9.00 SPT 8 12 18 308.509.00 9.00 9.00 10.50 SPT 10 16 23 399.5010.0010.50 7.00 to 11.00 m 10.50 10.50 11.00 UDS - - - -11.00 11.00 11.00 12.00 SPT 8 10 14 2411.5012.00 12.00 12.00 13.50 SPT 8 13 19 3212.5013.0013.50 13.50 13.50 15.00 UDS - - - -14.0014.5015.00 15.00 15.00 15.45 SPT 11 15 21 36
13.10 to 15.00 m
Blackish brown, fine to very fine grained, silty claysof high plasticity with occational gravels (CH) 0.00 to 1.80 m
BORE LOG DATA SHEET
Soil DescriptionDepth ofSample
Drill Run
Cas
ing
Not
atio
n
Type ofSample
Rot
ary
drilli
ng m
etho
d
Not
Use
d
Brownish, fine to very fine grained, silty clays of highplasticity with occational gravels (CH)
Dark brownish, fine to very fine grained, silty clays ofhigh plasticity with occational gravels and somesand (CH) 11.00 to 13.10 m
Blackish brown, fine to ver fine grianed, silt ofintermediate compressibility with occational gravels(MI)
Dark brownish, fine to veryf ine grained, silty clays ofhigh plasticity with occational gravels (CH)
Bore Hole No. :
SPT N Value/Penetration of S.S.S
Depth of Termination : 15.0 mDepth of Water Table : Encountered at 6.80m depth during investigation
Remarks
m
Method of Boring
Depth
Date of Completion: 22-01-10Co-ordinate:
KCT Consultancy Services, AhmedabadProject : Proposed Structure of under TDI Project at Rahiyad, Dahej for GNFC Date of Start: 22-01-10
water table encountered at 6.80m depth during
For KCT Consultancy Services.,
( K K Thaker)Fig. No.( )
31N-270, E-940
From To
m m m N 1 N 2 N 3 N0.00
0.00 0.00 1.50 DS - - - -
0.501.001.50 1.50 1.50 2.00 UDS - - - -2.00 2.00 2.00 2.00 SPT 5 8 10 182.503.00 3.00 3.00 4.50 SPT 7 10 14 243.504.004.50 4.50 4.50 5.00 UDS - - - -5.00 5.00 5.00 6.00 SPT 3 7 9 165.506.00 6.00 6.00 7.50 SPT 2 5 8 136.50 0.60 to 7.10 m7.007.50 7.50 7.50 8.00 UDS - - - -8.00 8.00 8.00 9.00 SPT 5 8 13 218.509.00 9.00 9.00 10.50 SPT 6 9 15 249.50 7.10 to 10.00 m10.0010.50 10.50 10.50 12.00 UDS - - - -11.00 11.00 11.00 12.00 SPT 11 21 38 5911.5012.00 12.00 12.00 13.50 SPT 12 25 42 6712.50 10.00 to 13.00 m13.0013.50 13.50 13.50 15.00 UDS - - - -14.0014.5015.00 15.00 15.00 15.45 SPT 17 22 30 52
13.00 to 15.00 m
Remarks
m
Rot
ary
drilli
ng m
etho
d
Not
Use
d
Blackish brown, fine to vlery fine grianed, silt ofintermediate compressibility with occational gravels(MI)
Blackish brown, fine to very f ine grained, silty claysfo high plasticity with occaitonal gravels (CH)
Blackish brown, fine to very fine grained, silty claysof high plasticity with little gravels (CH) 0.00 to 0.60m
BORE LOG DATA SHEET
Method of Boring
DepthC
asin
g
Not
atio
n
Soil DescriptionDepth ofSample
Drill RunType ofSample
SPT N Value/Penetration of S.S.S
Depth of Termination : 15.0 mDepth of Water Table : Encountered at 6.70m depth during investigation
Bore Hole No. : Date of Completion: 20-01-10Co-ordinate:
Project : Proposed Structure of under TDI Project at Rahiyad, Dahej for GNFC Date of Start: 20-01-10
KCT Consultancy Services, Ahmedabad
Dark brownish, fine to very fiine grained, silt ofintermediate compressibility with occational gravels(MI)
Dark brownish, fine to very fine grained, silty clays ofhigh plasticity with occational gravels (CH)
water table encountered at 6.70 m depth during
For KCT Consultancy Services.,
( K K Thaker)Fig. No.( )
GNFC32N-450, E-1060
From To
m m m N 1 N 2 N 3 N0.00 0.00 0.00 1.50 DS - - - -0.501.001.50 1.50 1.50 3.00 SPT 2 5 7 122.002.503.00 3.00 3.00 4.50 UDS - - - -3.504.00 1.60 to 4.80 m4.50 4.50 4.50 6.00 SPT 2 4 9 135.005.506.00 6.00 6.00 7.50 UDS - - - -6.507.007.50 7.50 7.50 9.00 SPT 7 20 26 468.008.509.00 9.00 9.00 10.50 UDS - - - -9.5010.00 4.80 to 10.60 m10.50 10.50 10.50 12.00 SPT 10 14 25 3911.0011.5012.00 12.00 12.00 13.50 UDS - - - -12.5013.0013.50 13.50 13.50 15.00 SPT 11 19 22 4114.0014.5015.00 15.00 15.00 15.50 SPT 7 21 23 44
10.60 to 15.00 m
Remarks
m
Rot
ary
drilli
ng m
etho
d
Not
Use
d
Dark brownish and greyish, fine to very fine grained,silty clays of high plasticity with occational gravels(CH)
Brownish grey, fine to very fine grained, silt of highcompressibility with occational gravels (MH)
Dark brownish, fine to very fine grained, silty clays ofhigh plasticity with occational gravels (CH)
Blackish, fine to very fine grained, silty clays of highplasticity with occational gravels (CH) 0.00 to 1.60m
BORE LOG DATA SHEET
Method of Boring
DepthC
asin
g
Not
atio
n
Soil DescriptionDepth ofSample
Drill RunType ofSample
SPT N Value/Penetration of S.S.S
Depth of Termination : 15.0 mDepth of Water Table : Encountered at 6.30m depth during investigation
Bore Hole No. : Date of Completion: 28-01-10Co-ordinate:
KCT Consultancy Services, AhmedabadProject : Date of Start: 28-01-10
water table encountered at 6.30m depth during
For KCT Consultancy Services.,
( K K Thaker)Fig. No.( )
GNFC33N-270, E-1376
From To
m m m N 1 N 2 N 3 N0.00 0.00 0.00 1.50 DS - - - -0.501.001.50 1.50 1.50 3.00 UDS - - - -2.00 0.00 to 2.60 m2.503.00 3.00 3.00 4.50 SPT 4 5 7 123.504.004.50 2.60 to 5.30 m 4.50 4.50 6.00 UDS - - - -5.005.506.00 6.00 6.00 7.50 SPT 4 6 8 146.507.007.50 7.50 7.50 9.00 UDS - - - -8.008.50 5.30 to 9.20 m9.00 9.00 9.00 10.50 SPT 6 8 10 189.5010.0010.50 10.50 10.50 12.00 SPT 7 9 13 2211.0011.5012.00 12.00 12.00 13.50 SPT 9 11 15 2612.5013.0013.50 13.50 13.50 15.00 DS - - - -14.0014.5015.00 15.00 15.00 15.45 SPT 13 16 20 36
9.20 to 15.00 m
Remarks
m
Rot
ary
drilli
ng m
etho
d
Not
Use
d
Brownish grey, fine to very fine grained, silty clays ofhigh plasticity with occational gravels (CH)
Blackish grey, fine to very fine grained, silt ofintermediate compressibility with occational gravels(MI)
Blackish brown, fine to very fine grained, silt of highcompressibility with occational gravels (MH)
Blackish and slightly brownish, fine to very finegrained, silty clays of high plasticity with occationalgravels (CH)
BORE LOG DATA SHEET
Method of Boring
DepthC
asin
g
Not
atio
n
Soil DescriptionDepth ofSample
Drill RunType ofSample
SPT N Value/Penetration of S.S.S
Depth of Termination : 15.0 mDepth of Water Table : Encountered at 6.70m depth during investigation
Bore Hole No. : Date of Completion: 11-02-10Co-ordinate:
KCT Consultancy Services, AhmedabadProject : Date of Start: 11-02-10
water table encountered at 6.50m depth during
For KCT Consultancy Services.,
( K K Thaker)Fig. No.( )
GNFC34N-207, E-1348
From To
m m m N 1 N 2 N 3 N0.00 0.00 0.00 1.50 DS - - - -0.501.001.50 1.50 1.50 3.00 SPT 4 7 8 152.002.50 0.00 to 3.40 m3.00 3.00 3.00 4.50 UDS - - - -3.504.004.50 4.50 4.50 6.00 SPT 2 4 4 85.005.50 3.40 to 6.40 m6.00 6.00 6.00 7.50 UDS - - - -6.507.007.50 7.50 7.50 9.00 SPT 4 6 11 178.008.509.00 9.00 9.00 10.50 UDS - - - -9.5010.0010.50 10.50 10.50 12.00 SPT 7 10 13 2311.0011.5012.00 12.00 12.00 13.50 UDS - - - -12.5013.00 6.40 to 13.50 m13.50
13.50 13.50 15.00 SPT 7 12 17 29
14.0014.5015.00 15.00 15.00 15.45 UDS - - - -
14.20 to 15.00 m
KCT Consultancy Services, AhmedabadProject : Date of Start: 27-1-2010
Bore Hole No. : Date of Completion: 28-1-2010Co-ordinate:
Depth of Termination : 15.0 mDepth of Water Table : Encountered at 6.10m depth during investigation
BORE LOG DATA SHEET
Method of Boring
DepthC
asin
g
Not
atio
n
Soil DescriptionDepth ofSample
Drill RunType ofSample
SPT N Value/Penetration of S.S.SRemarks
m
Rot
ary
drilli
ng m
etho
d
Not
Use
d
Brownish, fine to very fine grained, clays of lowplasticity with occational gravels (CL)
Brownish, fine to very fine grained, silty clays ofintermediate plasticity with occational gravels (CI)13.50 to 14.20 m
Blackish brown, fine to very fine grained, silty claysof high plasticity with occational gravels (CH)
Blackish, fine to very fine grained, silty clays of highplasticity with occational gravels (CH)
Dark brownish, fine to very fine grained, silty clays ofhigh plasticity with occational gravels (CH)
water table encountered at 6.10m depth during
For KCT Consultancy Services.,
( K K Thaker)Fig. No.( )
GNFC35N-274, E-1427.5
From To
m m m N 1 N 2 N 3 N0.00 0.00 0.00 1.50 DS - - - -0.501.001.50 0.00 to 2.10 m 1.50 1.50 3.00 UDS - - - -2.002.503.00 3.00 3.00 4.50 SPT 4 6 7 133.504.004.50 2.10 to 5.50 m 4.50 4.50 6.00 UDS - - - -5.005.506.00 6.00 6.00 7.50 SPT 2 2 5 76.507.007.50 7.50 7.50 9.00 UDS - - - -8.008.509.00 9.00 9.00 10.50 SPT 6 8 12 209.5010.0010.50 10.50 10.50 12.00 UDS - - - -11.0011.5012.00 12.00 12.00 13.50 SPT 7 10 15 2512.5013.0013.50 7.20 to 14.00 m 13.50 13.50 15.00 UDS - - - -14.0014.5015.00 15.00 15.00 15.45 SPT 8 11 16 27
14.00 to 15.00 m
KCT Consultancy Services, AhmedabadProject : Date of Start: 26/1/2010
Bore Hole No. : Date of Completion: 26/1/2010Co-ordinate:
Depth of Termination : 15.0 mDepth of Water Table : Encountered at 6.40m depth during investigation
BORE LOG DATA SHEET
Method of Boring
DepthC
asin
g
Not
atio
n
Soil DescriptionDepth ofSample
Drill RunType ofSample
SPT N Value/Penetration of S.S.SRemarks
m
Rot
ary
drilli
ng m
etho
d
Not
Use
d
Dark brownish, fine to very fine grained, silty clays ofhigh plasticity with occational gravels (CH)
Blackish grey, fine to very fine grained, silt of highcompressibility with occational gravels (MH) 5.50 to7.20 m
Dark brownish grey, fine to very fine grained, siltyclays of high plasticity with occational gravels (CH)
Blackish brown, fine to very fine grained, silty claysof high plasticity with occational gravels (CH)
Brownish, fine to very fine grained, clays of lowplasticity with occational gravels (CL)
water table encountered at 6.40m depth during
For KCT Consultancy Services.,
( K K Thaker)Fig. No.( )
36N-200, E-1453
From To
m m m N 1 N 2 N 3 N0.00 0.00 0.00 1.00 DS - - - -0.501.00 1.00 1.00 1.50 DS - - - -1.50 1.50 1.50 2.00 UDS - - - -2.00 2.00 2.00 3.00 DS - - - -2.503.00 3.00 3.00 4.00 SPT 4 9 14 233.504.00 4.00 4.00 4.50 DS - - - -4.50 4.50 4.50 6.00 UDS - - - -5.005.50 0.00 to 6.00 m6.00 6.00 6.00 7.00 SPT 5 11 18 296.50 7.00 7.00 7.50 DS - - - -7.007.50 7.50 7.50 8.00 UDS - - - -8.00 6.00 to 8.90 m 8.00 8.00 9.00 DS - - - -8.509.00
9.00 9.00 10.00 SPT 14 24 22 46
9.5010.00 10.00 10.00 10.50 DS - - - -10.50 10.50 10.50 12.00 UDS - - - -11.0011.5012.00 12.00 12.00 13.00 SPT 10 18 24 4212.50 10.20 to 13.10 m13.00 13.00 13.00 13.50 DS - - - -13.50 13.50 13.50 14.00 DS - - - -14.00 14.00 14.00 15.00 DS - - - -14.5015.00 15.00 15.00 15.45 SPT 15 17 27 44
13.10 to 15.00 m
Not
Use
dDepth ofSample SPT N Value/Penetration of S.S.S
Depth of Water Table :
Type ofSampleC
asin
g
Blackish brown, fine to very fine grained, sandyclays of intermediate plasticity with occationalgravels (CI)
Dark brownish, fine to very fine grained, silt of lowcompressibility with occational gravels (ML) 8.90 to10.20 m
Proposed Structures of Fire water and process water tank, under TDI Project atRahiyad, Dahej for GNFC
Blackish, fine to very fine grained, silty clays of highplasticity with occational gravels (CH)
Not
atio
n
Soil DescriptionMethod of Boring
Depth
KCT Consultancy Services, Ahmedabad
Project :
Remarks
Dark brownish, fine to very fine grained, silty clays ofintermediate plasticity with occational gravels (CI)
Rot
ary
drilli
ng m
etho
d
Blackish brown, fine to very fine grained, silty claysof high plasticity with occational gravels (CH)
Drill Run
m
24-01-10
Date of Completion: 24-01-10
Encountered at 6.70 m depth during investigation
Bore Hole No. :
Date of Start:
BORE LOG DATA SHEET
Co-ordinate:Depth of Termination : 15.0 m
water table encountered at 6.70 m depth during
For KCT Consultancy Services.,
( K K Thaker)Fig. No.( )
37N-25, E-200
From To
m m m N 1 N 2 N 3 N0.00 0.00 0.00 1.50 DS - - - -0.501.001.50 1.50 1.50 3.00 UDS - - - -2.002.503.00 3.00 3.00 4.50 SPT 4 6 9 153.504.004.50 0.00 to 5.00 m 4.50 4.50 6.00 UDS - - - -5.005.506.00 6.00 6.00 7.50 SPT 4 7 11 186.507.007.50 7.50 7.50 9.00 UDS - - - -8.00 5.00 to 8.80 m8.509.00 9.00 9.00 10.50 SPT 10 15 21 369.5010.0010.50
10.50 10.50 12.00 UDS - - - -
11.0011.5012.00 12.00 12.00 13.50 SPT 12 17 23 4012.5013.0013.50 11.20 to 14.00 m 13.50 13.50 15.00 DS - - - -14.0014.5015.00 15.00 15.00 15.45 SPT 16 24 30 54
14.00 to 15.00 m
KCT Consultancy Services, Ahmedabad
Project : Date of Start: 06-02-10Proposed Structure of main receiving station under TDI Project at Rahiyad, Dahejfor GNFC
Bore Hole No. : Date of Completion: 06-02-10Co-ordinate:
Depth of Termination : 15.0 mDepth of Water Table : Encountered at 6.35m depth during investigation
BORE LOG DATA SHEET
Method of Boring
DepthC
asin
g
Not
atio
n
Soil DescriptionDepth ofSample
Drill RunType ofSample
SPT N Value/Penetration of S.S.SRemarks
m
Rot
ary
drilli
ng m
etho
d
Not
Use
d
Reddish brown, fine to very fine grained, silty claysof high plasticity with occational gravels (CH)
Brownish, fine to medium grained, clayey sand withoccational gravels (SC)
Brownish grey, fine to very fine grained, silty sandwith little plastic fines and occational gravels (SM)10.50 to 11.20 m
Brownish grey, fine to very fine grained, clayey sandwith occational gravels (SC) 8.80 to 10.50 m
Blackish brown, fine to very fine grained, silty claysof high plasticity with occational gravels (CH)
Blackish grey, fine to very fine grained, silt of highcompressibility with occational gravels and somesand (MH)
water table encountered at 6.35m depth during
For KCT Consultancy Services.,
( K K Thaker)Fig. No.( )
38N-475, E-875
From To
m m m N 1 N 2 N 3 N0.00
0.00 0.00 1.50 DS - - - -
0.501.001.50 1.50 1.50 3.00 SPT 5 8 11 192.002.503.00 3.00 3.00 3.50 UDS - - - -3.50 3.50 3.50 4.50 SPT 6 9 13 214.004.50 4.50 4.50 6.00 SPT 4 7 12 195.005.506.00 6.00 6.00 6.50 UDS - - - -6.50 0.80 to 7.00 m 6.50 6.50 7.50 SPT 6 8 12 207.007.50 7.50 7.50 9.00 SPT 5 9 14 238.008.509.00 9.00 9.00 9.50 UDS - - - -9.50 7.00 to 10.10 m 9.50 9.50 10.50 SPT 6 10 13 2310.0010.50 10.50 10.50 12.00 SPT 7 11 16 2711.0011.5012.00 12.00 12.00 12.50 UDS - - - -12.50 12.50 12.50 13.50 SPT 8 11 16 2713.0013.50 13.50 13.50 15.00 SPT 9 14 19 3314.0014.5015.00 15.00 15.00 15.30 UDS - - - -
10.10 to 15.00 m
KCT Consultancy Services, Ahmedabad
Project : Date of Start: 23-01-10Proposed Structures of CO Reforms/CO Plant, under TDI Project at Rahiyad,Dahej for GNFC
Bore Hole No. : Date of Completion: 23-01-10Co-ordinate:
Depth of Termination : 15.0 mDepth of Water Table : Encountered at 6.20m depth during investigation
BORE LOG DATA SHEET
Method of Boring
DepthC
asin
g
Not
atio
n
Soil DescriptionDepth ofSample
Drill RunType ofSample
SPT N Value/Penetration of S.S.SRemarks
m
Rot
ary
drilli
ng m
etho
d
Not
Use
d
Dark brownish, fine to very fine grained, silt of highcompressibility with occational gravels (MH)
Dark brownish, fine to very fine grained, silt ofintermediate compressibility with occational gravels(MI)
Blackish brown, fine to very fine grained, silty claysof high plasticity with occational gravels (CH)
water table encountered at 6.20m depth during
For KCT Consultancy Services.,
( K K Thaker)Fig. No.( )
39N-475, E-950
From To
m m m N 1 N 2 N 3 N0.00 0.00 0.00 1.50 DS - - - -0.501.001.50 1.50 1.50 3.00 UDS - - - -2.00 0.00 to 2.80 m2.503.00 3.00 3.00 4.50 SPT 4 5 10 153.504.004.50 4.50 4.50 6.00 UDS - - - -5.005.506.00 6.00 6.00 7.50 SPT 7 8 12 216.507.00 2.80 to 7.60 m7.50 7.50 7.50 9.00 UDS - - - -
8.008.509.00
9.00 9.00 10.50 SPT 8 11 18 29
9.5010.0010.50 10.50 10.50 12.00 UDS - - - -11.0011.5012.00 12.00 12.00 13.50 SPT 9 12 20 3212.5013.0013.50 13.50 13.50 15.00 UDS - - - -14.0014.5015.00 15.00 15.00 15.45 SPT 6 8 13 21
10.00 to 15.00 m
KCT Consultancy Services, Ahmedabad
Project : Date of Start: 24-01-10Proposed Structures of Co Reformer/CO Plant under TDI Project at Rahiyad,Dahej for GNFC
Bore Hole No. : Date of Completion: 24-01-10Co-ordinate:
Depth of Termination : 15.0 mDepth of Water Table : Encountered at 6.10m depth during investigation
BORE LOG DATA SHEET
Method of Boring
DepthC
asin
g
Not
atio
n
Soil DescriptionDepth ofSample
Drill RunType ofSample
SPT N Value/Penetration of S.S.SRemarks
m
Rot
ary
drilli
ng m
etho
d
Not
Use
d
Dark brownish, fine to very fine grained, silt of highcompressibility with occational gravels (MH)
Blackish brown, fine to very fine grained, silt ofintermediate compressibility with little gravels (MI)9.00 to 10.00 m
Dark brownish, fine to very fine grained, silt of lowcompressibilty with occational gravels (ML) 7.60 to9.00 m
Dark brownish, fine to very fine grained, silty clays ofhigh plasticity with occational gravels (CH)
Blackish brown, fine to very fine grained, silty claysof high plasticity with occational gravels (CH)
water table encountered at 6.10m depth during
For KCT Consultancy Services.,
( K K Thaker)Fig. No.( )
Project :Location :Date :
Correction : Correction :1) 1.34 kg 1) 1.345 kg2) 1.55 kg 2) 3.6 cm3) 10 cm2 3) 13 cm4) 20 cm2 4) 147 cm2
5) 5)
6)
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)0.2 1 0 0 0.29 0.29 0 0 0 0.00 0.010.4 1 0 0 0.29 0.29 0 0 0 0.00 0.010.6 1 5 10 0.29 10.29 10 20 10 0.68 0.690.8 1 5 10 0.29 10.29 12 24 14 0.95 0.961.0 1 6 12 0.29 12.29 15 30 18 1.22 1.231.2 2 6 12 0.44 12.44 18 36 24 1.63 1.641.4 2 7 14 0.44 14.44 20 40 26 1.77 1.781.6 2 7 14 0.44 14.44 22 44 30 2.04 2.051.8 2 8 16 0.44 16.44 25 50 34 2.31 2.322.0 2 8 16 0.44 16.44 27 54 38 2.59 2.592.2 3 10 20 0.60 20.60 30 60 40 2.72 2.732.4 3 12 24 0.60 24.60 35 70 46 3.13 3.14
Static Cone Penetration Test No. 1Proposed structure of TDI Project at Rahiyad, Dahej for GNFCnear BH No. 63/5/2010
Outer Dia, of Friction Jacket (d)Length of Friction Jacket (h)Surface area of friction jacket (a)Correction factor to be added to gauge reading(mf / a)
No. of rods used (n)
BMass of Friction Jacket (mf)
AMass of Cone (m)Mass of each Sounding Rod (m 1)Cone area at base (b)Plunger Area (b')Correction factor to be added to gauge reading(m + n m 1)/10
(K.K.Thaker) ( )
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)2.6 3 12 24 0.60 24.60 42 84 60 4.08 4.092.8 3 10 20 0.60 20.60 50 100 80 5.44 5.453.0 3 15 30 0.60 30.60 55 110 80 5.44 5.453.2 4 20 40 0.75 40.75 45 90 50 3.40 3.413.4 4 19 38 0.75 38.75 47 94 56 3.81 3.823.6 4 17 34 0.75 34.75 45 90 56 3.81 3.823.8 4 15 30 0.75 30.75 50 100 70 4.76 4.774.0 4 18 36 0.75 36.75 60 120 84 5.71 5.724.2 5 17 34 0.91 34.91 58 116 82 5.58 5.594.4 5 15 30 0.91 30.91 60 120 90 6.12 6.134.6 5 15 30 0.91 30.91 59 118 88 5.99 6.004.8 5 10 20 0.91 20.91 60 120 100 6.80 6.815.0 5 15 30 0.91 30.91 65 130 100 6.80 6.815.2 6 12 24 1.06 25.06 60 120 96 6.53 6.545.4 6 5 10 1.06 11.06 61 122 112 7.62 7.635.6 6 12 24 1.06 25.06 60 120 96 6.53 6.545.8 6 5 10 1.06 11.06 65 130 120 8.16 8.176.0 6 10 20 1.06 21.06 70 140 120 8.16 8.176.2 7 12 24 1.22 25.22 90 180 156 10.61 10.626.4 7 15 30 1.22 31.22 100 200 170 11.56 11.576.6 7 13 26 1.22 27.22 116 232 206 14.01 14.026.8 7 15 30 1.22 31.22 120 240 210 14.29 14.297.0 7 19 38 1.22 39.22 131 262 224 15.24 15.257.2 8 22 44 1.37 45.37 145 290 246 16.73 16.747.4 8 25 50 1.37 51.37 152 304 254 17.28 17.297.6 8 27 54 1.37 55.37 170 340 286 19.46 19.467.8 8 25 50 1.37 51.37 172 344 294 20.00 20.018.0 8 28 56 1.37 57.37 180 360 304 20.68 20.69
(K.K.Thaker) ( )
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)8.2 9 30 60 1.53 61.53 220 440 380 25.85 25.868.4 9 29 58 1.53 59.53 225 450 392 26.67 26.688.6 9 28 56 1.53 57.53 235 470 414 28.16 28.178.8 9 30 60 1.53 61.53 248 496 436 29.66 29.679.0 9 32 64 1.53 65.53 300 600 536 36.46 36.479.2 10 35 70 1.68 71.68 345 690 620 42.18 42.199.4 10 33 66 1.68 67.68 350 700 634 43.13 43.149.6 10 32 64 1.68 65.68 325 650 586 39.86 39.879.8 10 28 56 1.68 57.68 375 750 694 47.21 47.22
10.0 10 30 60 1.68 61.68 350 700 640 43.54 43.5510.2 11 35 70 1.84 71.84 430 860 790 53.74 53.7510.4 11 28 56 1.84 57.84 440 880 824 56.05 56.0610.6 11 45 90 1.84 91.84 470 940 850 57.82 57.8310.8 11 50 100 1.84 101.84 450 900 800 54.42 54.4311.0 11 55 110 1.84 111.84 500 1000 890 60.54 60.5511.2 12 60 120 1.99 121.99 510 1020 900 61.22 61.2311.4 12 64 128 1.99 129.99 515 1030 902 61.36 61.3711.6 12 68 136 1.99 137.99 515 1030 894 60.82 60.8311.8 12 70 140 1.99 141.99 522 1044 904 61.50 61.5112.0 12 70 140 1.99 141.99 520 1040 900 61.22 61.2312.2 13 75 150 2.15 152.15 525 1050 900 61.22 61.2312.4 13 78 156 2.15 158.15 534 1068 912 62.04 62.0512.6 13 77 154 2.15 156.15 530 1060 906 61.63 61.6412.8 13 80 160 2.15 162.15 535 1070 910 61.90 61.9113.0 13 81 162 2.15 164.15 538 1076 914 62.18 62.1913.2 14 78 156 2.30 158.30 530 1060 904 61.50 61.5113.4 14 81 162 2.30 164.30 539 1078 916 62.31 62.3213.6 14 85 170 2.30 172.30 545 1090 920 62.59 62.59
(K.K.Thaker) ( )
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)13.8 14 88 176 2.30 178.30 555 1110 934 63.54 63.5514.0 14 90 180 2.30 182.30 560 1120 940 63.95 63.9514.2 15 90 180 2.46 182.46 555 1110 930 63.27 63.2714.4 15 92 184 2.46 186.46 564 1128 944 64.22 64.2314.6 15 100 200 2.46 202.46 576 1152 952 64.76 64.7714.8 15 102 204 2.46 206.46 590 1180 976 66.39 66.4015.0 15 98 196 2.46 198.46 585 1170 974 66.26 66.2715.2 16 103 206 2.61 208.61 600 1200 994 67.62 67.63
(K.K.Thaker) ( )
Results of SCPT 1
0
50
100
150
200
250
0 2 4 6 8 10 12 14 16Depth - m
Con
e R
esis
tanc
e - k
g /c
m2
0
10
20
30
40
50
60
70
80
0 2 4 6 8 10 12 14 16Depth - m
Fric
tiona
l Res
ista
nce
- kg
/ cm
2
(K.K.Thaker) ( )
Project :Location :Date :
Correction : Correction :1) 1.34 kg 1) 1.345 kg2) 1.55 kg 2) 3.6 cm3) 10 cm2 3) 13 cm4) 20 cm2 4) 147 cm2
5) 5)
6)
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)0.2 1 22 44 0.29 44.29 60 120 76 5.17 5.180.4 1 25 50 0.29 50.29 58 116 66 4.49 4.500.6 1 17 34 0.29 34.29 52 104 70 4.76 4.770.8 1 19 38 0.29 38.29 57 114 76 5.17 5.181.0 1 18 36 0.29 36.29 58 116 80 5.44 5.451.2 2 20 40 0.44 40.44 60 120 80 5.44 5.451.4 2 15 30 0.44 30.44 55 110 80 5.44 5.451.6 2 14 28 0.44 28.44 65 130 102 6.94 6.951.8 2 18 36 0.44 36.44 75 150 114 7.76 7.762.0 2 15 30 0.44 30.44 64 128 98 6.67 6.682.2 3 16 32 0.60 32.60 78 156 124 8.44 8.442.4 3 20 40 0.60 40.60 76 152 112 7.62 7.63
Mass of each Sounding Rod (m 1)Cone area at base (b)Plunger Area (b')Correction factor to be added to gauge reading(m + n m 1)/10
BMass of Friction Jacket (mf)
AMass of Cone (m)
Static Cone Penetration Test No. 2Proposed structure of TDI Project at Rahiyad, Dahej for GNFCNear BH 25/5/2010
Outer Dia, of Friction Jacket (d)Length of Friction Jacket (h)Surface area of friction jacket (a)Correction factor to be added to gauge reading(mf / a)
No. of rods used (n)
(K.K.Thaker) ( )
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)2.6 3 15 30 0.60 30.60 84 168 138 9.39 9.402.8 3 17 34 0.60 34.60 73 146 112 7.62 7.633.0 3 20 40 0.60 40.60 74 148 108 7.35 7.363.2 4 19 38 0.75 38.75 76 152 114 7.76 7.763.4 4 21 42 0.75 42.75 75 150 108 7.35 7.363.6 4 30 60 0.75 60.75 100 200 140 9.52 9.533.8 4 27 54 0.75 54.75 95 190 136 9.25 9.264.0 4 25 50 0.75 50.75 90 180 130 8.84 8.854.2 5 27 54 0.91 54.91 98 196 142 9.66 9.674.4 5 25 50 0.91 50.91 95 190 140 9.52 9.534.6 5 35 70 0.91 70.91 98 196 126 8.57 8.584.8 5 37 74 0.91 74.91 105 210 136 9.25 9.265.0 5 35 70 0.91 70.91 100 200 130 8.84 8.855.2 6 27 54 1.06 55.06 105 210 156 10.61 10.625.4 6 22 44 1.06 45.06 100 200 156 10.61 10.625.6 6 30 60 1.06 61.06 90 180 120 8.16 8.175.8 6 35 70 1.06 71.06 92 184 114 7.76 7.766.0 6 38 76 1.06 77.06 100 200 124 8.44 8.446.2 7 40 80 1.22 81.22 120 240 160 10.88 10.896.4 7 45 90 1.22 91.22 110 220 130 8.84 8.856.6 7 40 80 1.22 81.22 105 210 130 8.84 8.856.8 7 55 110 1.22 111.22 108 216 106 7.21 7.227.0 7 80 160 1.22 161.22 118 236 76 5.17 5.187.2 8 60 120 1.37 121.37 120 240 120 8.16 8.177.4 8 58 116 1.37 117.37 123 246 130 8.84 8.857.6 8 55 110 1.37 111.37 117 234 124 8.44 8.44
(K.K.Thaker) ( )
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)7.8 8 65 130 1.37 131.37 145 290 160 10.88 10.898.0 8 63 126 1.37 127.37 150 300 174 11.84 11.858.2 9 80 160 1.53 161.53 170 340 180 12.24 12.258.4 9 70 140 1.53 141.53 175 350 210 14.29 14.298.6 9 80 160 1.53 161.53 190 380 220 14.97 14.988.8 9 85 170 1.53 171.53 225 450 280 19.05 19.069.0 9 110 220 1.53 221.53 230 460 240 16.33 16.349.2 10 98 196 1.68 197.68 300 600 404 27.48 27.499.4 10 125 250 1.68 251.68 305 610 360 24.49 24.509.6 10 130 260 1.68 261.68 300 600 340 23.13 23.149.8 10 120 240 1.68 241.68 315 630 390 26.53 26.54
10.0 10 130 260 1.68 261.68 305 610 350 23.81 23.8210.2 11 125 250 1.84 251.84 360 720 470 31.97 31.9810.4 11 135 270 1.84 271.84 395 790 520 35.37 35.3810.6 11 135 270 1.84 271.84 355 710 440 29.93 29.9410.8 11 105 210 1.84 211.84 325 650 440 29.93 29.9411.0 11 95 190 1.84 191.84 340 680 490 33.33 33.3411.2 12 90 180 1.99 181.99 370 740 560 38.10 38.1011.4 12 85 170 1.99 171.99 350 700 530 36.05 36.0611.6 12 85 170 1.99 171.99 380 760 590 40.14 40.1511.8 12 100 200 1.99 201.99 385 770 570 38.78 38.7812.0 12 125 250 1.99 251.99 420 840 590 40.14 40.1512.2 13 130 260 2.15 262.15 425 850 590 40.14 40.1512.4 13 128 256 2.15 258.15 429 858 602 40.95 40.9612.6 13 132 264 2.15 266.15 450 900 636 43.27 43.2712.8 13 135 270 2.15 272.15 455 910 640 43.54 43.55
(K.K.Thaker) ( )
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)13.0 13 140 280 2.15 282.15 460 920 640 43.54 43.5513.2 14 135 270 2.30 272.30 450 900 630 42.86 42.8713.4 14 145 290 2.30 292.30 460 920 630 42.86 42.8713.6 14 148 296 2.30 298.30 465 930 634 43.13 43.1413.8 14 155 310 2.30 312.30 480 960 650 44.22 44.2314.0 14 158 316 2.30 318.30 488 976 660 44.90 44.9114.2 15 165 330 2.46 332.46 500 1000 670 45.58 45.5914.4 15 170 340 2.46 342.46 520 1040 700 47.62 47.6314.6 15 174 348 2.46 350.46 515 1030 682 46.39 46.4014.8 15 176 352 2.46 354.46 530 1060 708 48.16 48.1715.0 15 180 360 2.46 362.46 560 1120 760 51.70 51.7115.2 16 185 370 2.61 372.61 600 1200 830 56.46 56.47
(K.K.Thaker) ( )
Results of SCPT 2
0
50
100
150
200
250
300
350
400
0 2 4 6 8 10 12 14 16Depth - m
Con
e R
esis
tanc
e - k
g /c
m2
0
10
20
30
40
50
60
0 2 4 6 8 10 12 14 16Depth - m
Fric
tiona
l Res
ista
nce
- kg
/ cm
2
(K.K.Thaker) ( )
Project :Location :Date :
Correction : Correction :1) 1.34 kg 1) 1.345 kg2) 1.55 kg 2) 3.6 cm3) 10 cm2 3) 13 cm4) 20 cm2 4) 147 cm2
5) 5)
6)
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)0.2 1 0 0 0.29 0.29 7 14 14 0.95 0.960.4 1 3 6 0.29 6.29 4 8 2 0.14 0.150.6 1 3 6 0.29 6.29 9 18 12 0.82 0.830.8 1 10 20 0.29 20.29 17 34 14 0.95 0.961.0 1 22 44 0.29 44.29 28 56 12 0.82 0.831.2 2 30 60 0.44 60.44 37 74 14 0.95 0.961.4 2 40 80 0.44 80.44 45 90 10 0.68 0.691.6 2 42 84 0.44 84.44 46 92 8 0.54 0.551.8 2 42 84 0.44 84.44 50 100 16 1.09 1.102.0 2 42 84 0.44 84.44 45 90 6 0.41 0.422.2 3 44 88 0.60 88.60 57 114 26 1.77 1.782.4 3 63 126 0.60 126.60 64 128 2 0.14 0.15
Static Cone Penetration Test No. 3Proposed structure of TDI Project at Rahiyad, Dahej for GNFC312/9/2007
Outer Dia, of Friction Jacket (d)Length of Friction Jacket (h)Surface area of friction jacket (a)Correction factor to be added to gauge reading(mf / a)
No. of rods used (n)
BMass of Friction Jacket (mf)
AMass of Cone (m)Mass of each Sounding Rod (m 1)Cone area at base (b)Plunger Area (b')Correction factor to be added to gauge reading(m + n m 1)/10
(K.K.Thaker) ( )
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)2.6 3 46 92 0.60 92.60 73 146 54 3.67 3.682.8 3 78 156 0.60 156.60 80 160 4 0.27 0.283.0 3 29 58 0.60 58.60 83 166 108 7.35 7.363.2 4 60 120 0.75 120.75 79 158 38 2.59 2.593.4 4 84 168 0.75 168.75 90 180 12 0.82 0.833.6 4 32 64 0.75 64.75 81 162 98 6.67 6.683.8 4 79 158 0.75 158.75 85 170 12 0.82 0.834.0 4 88 176 0.75 176.75 91 182 6 0.41 0.424.2 5 93 186 0.91 186.91 97 194 8 0.54 0.554.4 5 90 180 0.91 180.91 95 190 10 0.68 0.694.6 5 86 172 0.91 172.91 91 182 10 0.68 0.694.8 5 84 168 0.91 168.91 100 200 32 2.18 2.195.0 5 86 172 0.91 172.91 100 200 28 1.90 1.915.2 6 87 174 1.06 175.06 95 190 16 1.09 1.105.4 6 87 174 1.06 175.06 97 194 20 1.36 1.375.6 6 83 166 1.06 167.06 105 210 44 2.99 3.005.8 6 97 194 1.06 195.06 110 220 26 1.77 1.786.0 6 105 210 1.06 211.06 112 224 14 0.95 0.966.2 7 66 132 1.22 133.22 99 198 66 4.49 4.506.4 7 95 190 1.22 191.22 107 214 24 1.63 1.646.6 7 103 206 1.22 207.22 105 210 4 0.27 0.286.8 7 116 232 1.22 233.22 118 236 4 0.27 0.287.0 7 109 218 1.22 219.22 117 234 16 1.09 1.107.2 8 106 212 1.37 213.37 129 258 46 3.13 3.147.4 8 123 246 1.37 247.37 140 280 34 2.31 2.327.6 8 130 260 1.37 261.37 142 284 24 1.63 1.64
(K.K.Thaker) ( )
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)7.8 8 136 272 1.37 273.37 148 296 24 1.63 1.648.0 8 156 312 1.37 313.37 166 332 20 1.36 1.378.2 9 100 200 1.53 201.53 151 302 102 6.94 6.958.4 9 150 300 1.53 301.53 175 350 50 3.40 3.418.6 9 110 220 1.53 221.53 180 360 140 9.52 9.538.8 9 115 230 1.53 231.53 195 390 160 10.88 10.899.0 9 185 370 1.53 371.53 230 460 90 6.12 6.139.2 10 205 410 1.68 411.68 245 490 80 5.44 5.459.4 10 206 412 1.68 413.68 255 510 98 6.67 6.689.6 10 195 390 1.68 391.68 285 570 180 12.24 12.259.8 10 255 510 1.68 511.68 280 560 50 3.40 3.41
10.0 10 215 430 1.68 431.68 300 600 170 11.56 11.5710.2 11 195 390 1.84 391.84 325 650 260 17.69 17.7010.4 11 275 550 1.84 551.84 320 640 90 6.12 6.1310.6 11 290 580 1.84 581.84 315 630 50 3.40 3.4110.8 11 265 530 1.84 531.84 280 560 30 2.04 2.0511.0 11 250 500 1.84 501.84 255 510 10 0.68 0.6911.2 12 240 480 1.99 481.99 275 550 70 4.76 4.7711.4 12 270 540 1.99 541.99 300 600 60 4.08 4.0911.6 12 185 370 1.99 371.99 310 620 250 17.01 17.0211.8 12 200 400 1.99 401.99 235 470 70 4.76 4.7712.0 12 225 450 1.99 451.99 290 580 130 8.84 8.8512.2 13 246 492 2.15 494.15 295 590 98 6.67 6.6812.4 13 280 560 2.15 562.15 320 640 80 5.44 5.4512.6 13 275 550 2.15 552.15 305 610 60 4.08 4.0912.8 13 325 650 2.15 652.15 330 660 10 0.68 0.6913.0 13 290 580 2.15 582.15 295 590 10 0.68 0.6913.2 14 265 530 2.30 532.30 330 660 130 8.84 8.85
(K.K.Thaker) ( )
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)13.4 14 300 600 2.30 602.30 320 640 40 2.72 2.7313.6 14 225 450 2.30 452.30 345 690 240 16.33 16.3413.8 14 330 660 2.30 662.30 380 760 100 6.80 6.8114.0 14 355 710 2.30 712.30 395 790 80 5.44 5.4514.2 15 356 712 2.46 714.46 430 860 148 10.07 10.0814.4 15 376 752 2.46 754.46 455 910 158 10.75 10.7614.6 15 375 750 2.46 752.46 426 852 102 6.94 6.9514.8 15 340 680 2.46 682.46 430 860 180 12.24 12.2515.0 15 335 670 2.46 672.46 435 870 200 13.61 13.61
(K.K.Thaker) ( )
Results of SCPT 3
0
100
200
300
400
500
600
700
800
0 2 4 6 8 10 12 14 16Depth - m
Con
e R
esis
tanc
e - k
g /c
m2
02468
101214161820
0 2 4 6 8 10 12 14 16Depth - m
Fric
tiona
l Res
ista
nce
- kg
/ cm
2
(K.K.Thaker) ( )
Project :Location :Date :
Correction : Correction :1) 1.34 kg 1) 1.345 kg2) 1.55 kg 2) 3.6 cm3) 10 cm2 3) 13 cm4) 20 cm2 4) 147 cm2
5) 5)
6)
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)0.2 1 17 34 0.29 34.29 50 100 66 4.49 4.500.4 1 18 36 0.29 36.29 55 110 74 5.03 5.040.6 1 16 32 0.29 32.29 49 98 66 4.49 4.500.8 1 18 36 0.29 36.29 52 104 68 4.63 4.641.0 1 19 38 0.29 38.29 58 116 78 5.31 5.321.2 2 20 40 0.44 40.44 59 118 78 5.31 5.321.4 2 19 38 0.44 38.44 55 110 72 4.90 4.911.6 2 19 38 0.44 38.44 55 110 72 4.90 4.911.8 2 17 34 0.44 34.44 57 114 80 5.44 5.452.0 2 15 30 0.44 30.44 50 100 70 4.76 4.772.2 3 18 36 0.60 36.60 56 112 76 5.17 5.182.4 3 19 38 0.60 38.60 64 128 90 6.12 6.13
Static Cone Penetration Test No. 4Proposed structure of TDI Project at Rahiyad, Dahej for GNFCnear BH 135/5/2010
Outer Dia, of Friction Jacket (d)Length of Friction Jacket (h)Surface area of friction jacket (a)Correction factor to be added to gauge reading(mf / a)
No. of rods used (n)
BMass of Friction Jacket (mf)
AMass of Cone (m)Mass of each Sounding Rod (m 1)Cone area at base (b)Plunger Area (b')Correction factor to be added to gauge reading(m + n m 1)/10
(K.K.Thaker) ( )
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)2.6 3 20 40 0.60 40.60 68 136 96 6.53 6.542.8 3 22 44 0.60 44.60 75 150 106 7.21 7.223.0 3 21 42 0.60 42.60 78 156 114 7.76 7.763.2 4 20 40 0.75 40.75 70 140 100 6.80 6.813.4 4 19 38 0.75 38.75 69 138 100 6.80 6.813.6 4 22 44 0.75 44.75 76 152 108 7.35 7.363.8 4 23 46 0.75 46.75 78 156 110 7.48 7.494.0 4 28 56 0.75 56.75 90 180 124 8.44 8.444.2 5 29 58 0.91 58.91 95 190 132 8.98 8.994.4 5 30 60 0.91 60.91 100 200 140 9.52 9.534.6 5 31 62 0.91 62.91 104 208 146 9.93 9.944.8 5 30 60 0.91 60.91 100 200 140 9.52 9.535.0 5 29 58 0.91 58.91 98 196 138 9.39 9.405.2 6 32 64 1.06 65.06 105 210 146 9.93 9.945.4 6 31 62 1.06 63.06 100 200 138 9.39 9.405.6 6 30 60 1.06 61.06 99 198 138 9.39 9.405.8 6 32 64 1.06 65.06 105 210 146 9.93 9.946.0 6 35 70 1.06 71.06 110 220 150 10.20 10.216.2 7 38 76 1.22 77.22 118 236 160 10.88 10.896.4 7 39 78 1.22 79.22 114 228 150 10.20 10.216.6 7 41 82 1.22 83.22 119 238 156 10.61 10.626.8 7 42 84 1.22 85.22 112 224 140 9.52 9.537.0 7 40 80 1.22 81.22 115 230 150 10.20 10.217.2 8 50 100 1.37 101.37 120 240 140 9.52 9.537.4 8 49 98 1.37 99.37 119 238 140 9.52 9.537.6 8 51 102 1.37 103.37 130 260 158 10.75 10.76
(K.K.Thaker) ( )
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)7.8 8 55 110 1.37 111.37 141 282 172 11.70 11.718.0 8 57 114 1.37 115.37 151 302 188 12.79 12.808.2 9 55 110 1.53 111.53 160 320 210 14.29 14.298.4 9 58 116 1.53 117.53 164 328 212 14.42 14.438.6 9 65 130 1.53 131.53 180 360 230 15.65 15.668.8 9 71 142 1.53 143.53 201 402 260 17.69 17.709.0 9 75 150 1.53 151.53 219 438 288 19.59 19.609.2 10 90 180 1.68 181.68 250 500 320 21.77 21.789.4 10 95 190 1.68 191.68 265 530 340 23.13 23.149.6 10 98 196 1.68 197.68 272 544 348 23.67 23.689.8 10 98 196 1.68 197.68 278 556 360 24.49 24.50
10.0 10 100 200 1.68 201.68 295 590 390 26.53 26.5410.2 11 105 210 1.84 211.84 305 610 400 27.21 27.2210.4 11 108 216 1.84 217.84 315 630 414 28.16 28.1710.6 11 115 230 1.84 231.84 320 640 410 27.89 27.9010.8 11 118 236 1.84 237.84 330 660 424 28.84 28.8511.0 11 120 240 1.84 241.84 335 670 430 29.25 29.2611.2 12 122 244 1.99 245.99 342 684 440 29.93 29.9411.4 12 125 250 1.99 251.99 360 720 470 31.97 31.9811.6 12 120 240 1.99 241.99 380 760 520 35.37 35.3811.8 12 115 230 1.99 231.99 395 790 560 38.10 38.1012.0 12 117 234 1.99 235.99 405 810 576 39.18 39.1912.2 13 125 250 2.15 252.15 419 838 588 40.00 40.0112.4 13 130 260 2.15 262.15 425 850 590 40.14 40.1512.6 13 131 262 2.15 264.15 430 860 598 40.68 40.6912.8 13 133 266 2.15 268.15 435 870 604 41.09 41.10
(K.K.Thaker) ( )
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)13.0 13 135 270 2.15 272.15 440 880 610 41.50 41.5113.2 14 141 282 2.30 284.30 450 900 618 42.04 42.0513.4 14 145 290 2.30 292.30 455 910 620 42.18 42.1913.6 14 150 300 2.30 302.30 465 930 630 42.86 42.8713.8 14 151 302 2.30 304.30 470 940 638 43.40 43.4114.0 14 150 300 2.30 302.30 485 970 670 45.58 45.5914.2 15 152 304 2.46 306.46 495 990 686 46.67 46.6814.4 15 155 310 2.46 312.46 505 1010 700 47.62 47.6314.6 15 150 300 2.46 302.46 525 1050 750 51.02 51.0314.8 15 155 310 2.46 312.46 550 1100 790 53.74 53.7515.0 15 160 320 2.46 322.46 575 1150 830 56.46 56.4715.2 16 175 350 2.61 352.61 600 1200 850 57.82 57.83
(K.K.Thaker) ( )
Results of SCPT 4
0
50
100
150
200
250
300
350
400
0 2 4 6 8 10 12 14 16Depth - m
Con
e R
esis
tanc
e - k
g /c
m2
0
10
20
30
40
50
60
70
0 2 4 6 8 10 12 14 16Depth - m
Fric
tiona
l Res
ista
nce
- kg
/ cm
2
(K.K.Thaker) ( )
Project :Location :
Date :
Correction : Correction :1) 1.34 kg 1) 1.345 kg2) 1.55 kg 2) 3.6 cm3) 10 cm2 3) 13 cm4) 20 cm2 4) 147 cm2
5) 5)
6)
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)0.2 1 18 36 0.29 36.29 42 84 48 3.27 3.270.4 1 27 54 0.29 54.29 50 100 46 3.13 3.140.6 1 18 36 0.29 36.29 53 106 70 4.76 4.770.8 1 15 30 0.29 30.29 60 120 90 6.12 6.131.0 1 17 34 0.29 34.29 55 110 76 5.17 5.181.2 2 19 38 0.44 38.44 50 100 62 4.22 4.231.4 2 18 36 0.44 36.44 43 86 50 3.40 3.411.6 2 15 30 0.44 30.44 40 80 50 3.40 3.411.8 2 16 32 0.44 32.44 39 78 46 3.13 3.142.0 2 17 34 0.44 34.44 35 70 36 2.45 2.462.2 3 15 30 0.60 30.60 36 72 42 2.86 2.872.4 3 16 32 0.60 32.60 41 82 50 3.40 3.41
Mass of each Sounding Rod (m 1)Cone area at base (b)Plunger Area (b')Correction factor to be added to gauge reading(m + n m 1)/10
BMass of Friction Jacket (mf)
AMass of Cone (m)
Static Cone Penetration Test No. 5Proposed structure of TDI Project at Rahiyad, Dahej for GNFCNear BH 186/5/2010
Outer Dia, of Friction Jacket (d)Length of Friction Jacket (h)Surface area of friction jacket (a)Correction factor to be added to gauge reading(mf / a)
No. of rods used (n)
(K.K.Thaker) ( )
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)2.6 3 18 36 0.60 36.60 45 90 54 3.67 3.682.8 3 17 34 0.60 34.60 44 88 54 3.67 3.683.0 3 15 30 0.60 30.60 48 96 66 4.49 4.503.2 4 17 34 0.75 34.75 52 104 70 4.76 4.773.4 4 15 30 0.75 30.75 53 106 76 5.17 5.183.6 4 18 36 0.75 36.75 55 110 74 5.03 5.043.8 4 16 32 0.75 32.75 58 116 84 5.71 5.724.0 4 18 36 0.75 36.75 59 118 82 5.58 5.594.2 5 17 34 0.91 34.91 62 124 90 6.12 6.134.4 5 18 36 0.91 36.91 60 120 84 5.71 5.724.6 5 17 34 0.91 34.91 65 130 96 6.53 6.544.8 5 19 38 0.91 38.91 74 148 110 7.48 7.495.0 5 22 44 0.91 44.91 75 150 106 7.21 7.225.2 6 25 50 1.06 51.06 82 164 114 7.76 7.765.4 6 24 48 1.06 49.06 85 170 122 8.30 8.315.6 6 25 50 1.06 51.06 95 190 140 9.52 9.535.8 6 27 54 1.06 55.06 97 194 140 9.52 9.536.0 6 32 64 1.06 65.06 105 210 146 9.93 9.946.2 7 35 70 1.22 71.22 117 234 164 11.16 11.176.4 7 34 68 1.22 69.22 134 268 200 13.61 13.616.6 7 37 74 1.22 75.22 140 280 206 14.01 14.026.8 7 39 78 1.22 79.22 155 310 232 15.78 15.797.0 7 42 84 1.22 85.22 170 340 256 17.41 17.427.2 8 43 86 1.37 87.37 175 350 264 17.96 17.977.4 8 50 100 1.37 101.37 185 370 270 18.37 18.387.6 8 60 120 1.37 121.37 200 400 280 19.05 19.06
(K.K.Thaker) ( )
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)7.8 8 70 140 1.37 141.37 220 440 300 20.41 20.428 8 105 210 1.37 211.37 250 500 290 19.73 19.74
8.2 9 100 200 1.53 201.53 275 550 350 23.81 23.828.4 9 110 220 1.53 221.53 270 540 320 21.77 21.788.6 9 125 250 1.53 251.53 290 580 330 22.45 22.468.8 9 135 270 1.53 271.53 315 630 360 24.49 24.509.0 9 140 280 1.53 281.53 335 670 390 26.53 26.549.2 10 160 320 1.68 321.68 345 690 370 25.17 25.189.4 10 165 330 1.68 331.68 330 660 330 22.45 22.469.6 10 150 300 1.68 301.68 335 670 370 25.17 25.189.8 10 140 280 1.68 281.68 350 700 420 28.57 28.5810 10 165 330 1.68 331.68 400 800 470 31.97 31.98
10.2 11 200 400 1.84 401.84 390 780 380 25.85 25.8610.4 11 205 410 1.84 411.84 405 810 400 27.21 27.2210.6 11 225 450 1.84 451.84 450 900 450 30.61 30.6210.8 11 250 500 1.84 501.84 455 910 410 27.89 27.9011.0 11 255 510 1.84 511.84 470 940 430 29.25 29.2611.2 12 265 530 1.99 531.99 480 960 430 29.25 29.2611.4 12 260 520 1.99 521.99 485 970 450 30.61 30.6211.6 12 268 536 1.99 537.99 490 980 444 30.20 30.2111.8 12 275 550 1.99 551.99 495 990 440 29.93 29.9412 12 280 560 1.99 561.99 505 1010 450 30.61 30.62
12.2 13 285 570 2.15 572.15 510 1020 450 30.61 30.6212.4 13 285 570 2.15 572.15 515 1030 460 31.29 31.3012.6 13 290 580 2.15 582.15 525 1050 470 31.97 31.9812.8 13 292 584 2.15 586.15 530 1060 476 32.38 32.39
(K.K.Thaker) ( )
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)13.0 13 295 590 2.15 592.15 535 1070 480 32.65 32.6613.2 14 298 596 2.30 598.30 545 1090 494 33.61 33.6113.4 14 305 610 2.30 612.30 560 1120 510 34.69 34.7013.6 14 310 620 2.30 622.30 575 1150 530 36.05 36.0613.8 14 310 620 2.30 622.30 580 1160 540 36.73 36.7414 14 315 630 2.30 632.30 595 1190 560 38.10 38.10
14.2 15 320 640 2.46 642.46 595 1190 550 37.41 37.4214.4 15 325 650 2.46 652.46 600 1200 550 37.41 37.42
(K.K.Thaker) ( )
Results of SCPT 5
0
100
200
300
400
500
600
700
0 2 4 6 8 10 12 14 16Depth - m
Con
e R
esis
tanc
e - k
g /c
m2
0
5
10
15
20
25
30
35
40
45
0 2 4 6 8 10 12 14 16Depth - m
Fric
tiona
l Res
ista
nce
- kg
/ cm
2
(K.K.Thaker) ( )
Project :Location :Date :
Correction : Correction :1) 1.34 kg 1) 1.345 kg2) 1.55 kg 2) 3.6 cm3) 10 cm2 3) 13 cm4) 20 cm2 4) 147 cm2
5) 5)
6)
Depth Number of rodsin use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)0.2 1 13 26 0.29 26.29 31 62 36 2.45 2.460.4 1 20 40 0.29 40.29 59 118 78 5.31 5.320.6 1 28 56 0.29 56.29 75 150 94 6.39 6.400.8 1 32 64 0.29 64.29 82 164 100 6.80 6.811.0 1 35 70 0.29 70.29 88 176 106 7.21 7.221.2 2 38 76 0.44 76.44 91 182 106 7.21 7.221.4 2 32 64 0.44 64.44 62 124 60 4.08 4.091.6 2 30 60 0.44 60.44 69 138 78 5.31 5.321.8 2 27 54 0.44 54.44 65 130 76 5.17 5.182.0 2 25 50 0.44 50.44 61 122 72 4.90 4.912.2 3 28 56 0.60 56.60 68 136 80 5.44 5.452.4 3 29 58 0.60 58.60 70 140 82 5.58 5.59
Mass of each Sounding Rod (m 1)Cone area at base (b)Plunger Area (b')Correction factor to be added to gauge reading(m + n m 1)/10
BMass of Friction Jacket (mf)
AMass of Cone (m)
Static Cone Penetration Test No. 6Proposed structure of TDI Project at Rahiyad, Dahej for GNFC3309-05-10
Outer Dia, of Friction Jacket (d)Length of Friction Jacket (h)Surface area of friction jacket (a)Correction factor to be added to gauge reading(mf / a)
No. of rods used (n)
(K.K.Thaker) ( )
Depth Number of rodsin use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)2.6 3 27 54 0.60 54.60 72 144 90 6.12 6.132.8 3 26 52 0.60 52.60 70 140 88 5.99 6.003.0 3 25 50 0.60 50.60 72 144 94 6.39 6.403.2 4 25 50 0.75 50.75 71 142 92 6.26 6.273.4 4 23 46 0.75 46.75 62 124 78 5.31 5.323.6 4 21 42 0.75 42.75 61 122 80 5.44 5.453.8 4 20 40 0.75 40.75 65 130 90 6.12 6.134.0 4 18 36 0.75 36.75 64 128 92 6.26 6.274.2 5 19 38 0.91 38.91 68 136 98 6.67 6.684.4 5 20 40 0.91 40.91 70 140 100 6.80 6.814.6 5 18 36 0.91 36.91 65 130 94 6.39 6.404.8 5 17 34 0.91 34.91 64 128 94 6.39 6.405.0 5 19 38 0.91 38.91 68 136 98 6.67 6.685.2 6 15 30 1.06 31.06 64 128 98 6.67 6.685.4 6 15 30 1.06 31.06 65 130 100 6.80 6.815.6 6 17 34 1.06 35.06 66 132 98 6.67 6.685.8 6 19 38 1.06 39.06 63 126 88 5.99 6.006.0 6 16 32 1.06 33.06 62 124 92 6.26 6.276.2 7 17 34 1.22 35.22 66 132 98 6.67 6.686.4 7 20 40 1.22 41.22 69 138 98 6.67 6.686.6 7 21 42 1.22 43.22 72 144 102 6.94 6.956.8 7 23 46 1.22 47.22 70 140 94 6.39 6.407.0 7 21 42 1.22 43.22 65 130 88 5.99 6.007.2 8 22 44 1.37 45.37 68 136 92 6.26 6.277.4 8 19 38 1.37 39.37 65 130 92 6.26 6.277.6 8 21 42 1.37 43.37 70 140 98 6.67 6.68
(K.K.Thaker) ( )
Depth Number of rodsin use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)7.8 8 25 50 1.37 51.37 75 150 100 6.80 6.818.0 8 27 54 1.37 55.37 82 164 110 7.48 7.498.2 9 35 70 1.53 71.53 86 172 102 6.94 6.958.4 9 38 76 1.53 77.53 90 180 104 7.07 7.088.6 9 39 78 1.53 79.53 95 190 112 7.62 7.638.8 9 44 88 1.53 89.53 110 220 132 8.98 8.999.0 9 46 92 1.53 93.53 125 250 158 10.75 10.769.2 10 52 104 1.68 105.68 145 290 186 12.65 12.669.4 10 65 130 1.68 131.68 170 340 210 14.29 14.299.6 10 69 138 1.68 139.68 180 360 222 15.10 15.119.8 10 73 146 1.68 147.68 198 396 250 17.01 17.0210.0 10 85 170 1.68 171.68 205 410 240 16.33 16.3410.2 11 100 200 1.84 201.84 225 450 250 17.01 17.0210.4 11 105 210 1.84 211.84 230 460 250 17.01 17.0210.6 11 115 230 1.84 231.84 240 480 250 17.01 17.0210.8 11 125 250 1.84 251.84 245 490 240 16.33 16.3411.0 11 130 260 1.84 261.84 260 520 260 17.69 17.7011.2 12 140 280 1.99 281.99 275 550 270 18.37 18.3811.4 12 145 290 1.99 291.99 290 580 290 19.73 19.7411.6 12 150 300 1.99 301.99 315 630 330 22.45 22.4611.8 12 155 310 1.99 311.99 320 640 330 22.45 22.4612.0 12 150 300 1.99 301.99 310 620 320 21.77 21.7812.2 13 160 320 2.15 322.15 320 640 320 21.77 21.7812.4 13 155 310 2.15 312.15 315 630 320 21.77 21.7812.6 13 165 330 2.15 332.15 335 670 340 23.13 23.1412.8 13 170 340 2.15 342.15 350 700 360 24.49 24.5013.0 13 175 350 2.15 352.15 360 720 370 25.17 25.1813.2 14 170 340 2.30 342.30 355 710 370 25.17 25.18
(K.K.Thaker) ( )
Depth Number of rodsin use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)13.4 14 180 360 2.30 362.30 370 740 380 25.85 25.8613.6 14 185 370 2.30 372.30 385 770 400 27.21 27.2213.8 14 190 380 2.30 382.30 400 800 420 28.57 28.5814.0 14 198 396 2.30 398.30 420 840 444 30.20 30.2114.2 15 205 410 2.46 412.46 445 890 480 32.65 32.6614.4 15 225 450 2.46 452.46 470 940 490 33.33 33.3414.6 15 235 470 2.46 472.46 495 990 520 35.37 35.3814.8 15 245 490 2.46 492.46 505 1010 520 35.37 35.3815.0 15 250 500 2.46 502.46 535 1070 570 38.78 38.7815.2 15 255 510 2.46 512.46 570 1140 630 42.86 42.87
(K.K.Thaker) ( )
Results of SCPT 6
0
100
200
300
400
500
600
0 2 4 6 8 10 12 14 16Depth - m
Con
e R
esis
tanc
e - k
g /c
m2
05
10
1520253035
404550
0 2 4 6 8 10 12 14 16Depth - m
Fric
tiona
l Res
ista
nce
- kg
/ cm
2
(K.K.Thaker) ( )
Project :Location :Date :
Correction : Correction :1) 1.34 kg 1) 1.345 kg2) 1.55 kg 2) 3.6 cm3) 10 cm2 3) 13 cm4) 20 cm2 4) 147 cm2
5) 5)
6)
Depth Number of rodsin use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Readingof Cone +Jacket Resistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)0.2 1 11 22 0.29 22.29 30 60 38 2.59 2.590.4 1 25 50 0.29 50.29 66 132 82 5.58 5.590.6 1 35 70 0.29 70.29 80 160 90 6.12 6.130.8 1 33 66 0.29 66.29 85 170 104 7.07 7.081.0 1 36 72 0.29 72.29 90 180 108 7.35 7.361.2 2 40 80 0.44 80.44 88 176 96 6.53 6.541.4 2 35 70 0.44 70.44 65 130 60 4.08 4.091.6 2 28 56 0.44 56.44 75 150 94 6.39 6.401.8 2 25 50 0.44 50.44 76 152 102 6.94 6.952.0 2 28 56 0.44 56.44 80 160 104 7.07 7.082.2 3 25 50 0.60 50.60 65 130 80 5.44 5.452.4 3 26 52 0.60 52.60 70 140 88 5.99 6.00
Static Cone Penetration Test No. 7Proposed structure of TDI Project at Rahiyad, Dahej for GNFCbh no 3410-05-10
Outer Dia, of Friction Jacket (d)Length of Friction Jacket (h)Surface area of friction jacket (a)Correction factor to be added to gauge reading(mf / a)
No. of rods used (n)
BMass of Friction Jacket (mf)
AMass of Cone (m)Mass of each Sounding Rod (m 1)Cone area at base (b)Plunger Area (b')Correction factor to be added to gauge reading(m + n m 1)/10
(K.K.Thaker) ( )
Depth Number of rodsin use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Readingof Cone +Jacket Resistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)2.6 3 25 50 0.60 50.60 75 150 100 6.80 6.812.8 3 24 48 0.60 48.60 76 152 104 7.07 7.083.0 3 22 44 0.60 44.60 74 148 104 7.07 7.083.2 4 28 56 0.75 56.75 77 154 98 6.67 6.683.4 4 18 36 0.75 36.75 65 130 94 6.39 6.403.6 4 15 30 0.75 30.75 65 130 100 6.80 6.813.8 4 13 26 0.75 26.75 73 146 120 8.16 8.174.0 4 18 36 0.75 36.75 70 140 104 7.07 7.084.2 5 20 40 0.91 40.91 71 142 102 6.94 6.954.4 5 19 38 0.91 38.91 63 126 88 5.99 6.004.6 5 17 34 0.91 34.91 64 128 94 6.39 6.404.8 5 16 32 0.91 32.91 72 144 112 7.62 7.635.0 5 15 30 0.91 30.91 68 136 106 7.21 7.225.2 6 16 32 1.06 33.06 70 140 108 7.35 7.365.4 6 18 36 1.06 37.06 64 128 92 6.26 6.275.6 6 20 40 1.06 41.06 63 126 86 5.85 5.865.8 6 19 38 1.06 39.06 61 122 84 5.71 5.726.0 6 18 36 1.06 37.06 63 126 90 6.12 6.136.2 7 18 36 1.22 37.22 65 130 94 6.39 6.406.4 7 19 38 1.22 39.22 64 128 90 6.12 6.136.6 7 22 44 1.22 45.22 62 124 80 5.44 5.456.8 7 20 40 1.22 41.22 60 120 80 5.44 5.457.0 7 21 42 1.22 43.22 62 124 82 5.58 5.597.2 8 22 44 1.37 45.37 68 136 92 6.26 6.277.4 8 20 40 1.37 41.37 58 116 76 5.17 5.187.6 8 19 38 1.37 39.37 60 120 82 5.58 5.59
(K.K.Thaker) ( )
Depth Number of rodsin use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Readingof Cone +Jacket Resistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)7.8 8 25 50 1.37 51.37 70 140 90 6.12 6.138.0 8 26 52 1.37 53.37 79 158 106 7.21 7.228.2 9 40 80 1.53 81.53 95 190 110 7.48 7.498.4 9 42 84 1.53 85.53 96 192 108 7.35 7.368.6 9 45 90 1.53 91.53 105 210 120 8.16 8.178.8 9 47 94 1.53 95.53 135 270 176 11.97 11.989.0 9 55 110 1.53 111.53 150 300 190 12.93 12.939.2 10 60 120 1.68 121.68 190 380 260 17.69 17.709.4 10 70 140 1.68 141.68 185 370 230 15.65 15.669.6 10 72 144 1.68 145.68 195 390 246 16.73 16.749.8 10 80 160 1.68 161.68 225 450 290 19.73 19.74
10.0 10 115 230 1.68 231.68 220 440 210 14.29 14.2910.2 11 125 250 1.84 251.84 230 460 210 14.29 14.2910.4 11 130 260 1.84 261.84 240 480 220 14.97 14.9810.6 11 125 250 1.84 251.84 235 470 220 14.97 14.9810.8 11 128 256 1.84 257.84 240 480 224 15.24 15.2511.0 11 130 260 1.84 261.84 245 490 230 15.65 15.6611.2 12 135 270 1.99 271.99 250 500 230 15.65 15.6611.4 12 130 260 1.99 261.99 245 490 230 15.65 15.6611.6 12 140 280 1.99 281.99 255 510 230 15.65 15.6611.8 12 145 290 1.99 291.99 270 540 250 17.01 17.0212.0 12 150 300 1.99 301.99 265 530 230 15.65 15.6612.2 13 155 310 2.15 312.15 275 550 240 16.33 16.3412.4 13 160 320 2.15 322.15 285 570 250 17.01 17.0212.6 13 165 330 2.15 332.15 295 590 260 17.69 17.7012.8 13 165 330 2.15 332.15 290 580 250 17.01 17.0213.0 13 170 340 2.15 342.15 300 600 260 17.69 17.7013.2 14 172 344 2.30 346.30 305 610 266 18.10 18.10
(K.K.Thaker) ( )
Depth Number of rodsin use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Readingof Cone +Jacket Resistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)13.4 14 175 350 2.30 352.30 315 630 280 19.05 19.0613.6 14 170 340 2.30 342.30 305 610 270 18.37 18.3813.8 14 175 350 2.30 352.30 310 620 270 18.37 18.3814.0 14 180 360 2.30 362.30 325 650 290 19.73 19.7414.2 15 190 380 2.46 382.46 340 680 300 20.41 20.4214.4 15 195 390 2.46 392.46 355 710 320 21.77 21.7814.6 15 195 390 2.46 392.46 365 730 340 23.13 23.1414.8 15 205 410 2.46 412.46 390 780 370 25.17 25.1815.0 15 225 450 2.46 452.46 410 820 370 25.17 25.1815.2 16 230 460 2.61 462.61 425 850 390 26.53 26.5415.4 16 235 470 2.61 472.61 440 880 410 27.89 27.9015.6 16 245 490 2.61 492.61 455 910 420 28.57 28.5815.8 16 250 500 2.61 502.61 475 950 450 30.61 30.6216.0 16 255 510 2.61 512.61 495 990 480 32.65 32.6616.2 17 265 530 2.77 532.77 510 1020 490 33.33 33.3416.4 17 265 530 2.77 532.77 515 1030 500 34.01 34.0216.6 17 270 540 2.77 542.77 525 1050 510 34.69 34.7016.8 17 275 550 2.77 552.77 550 1100 550 37.41 37.4217.0 17 285 570 2.77 572.77 575 1150 580 39.46 39.4617.2 18 295 590 2.92 592.92 600 1200 610 41.50 41.51
(K.K.Thaker) ( )
Results of SCPT 7
0
100
200
300
400
500
600
700
0 2 4 6 8 10 12 14 16 18 20Depth - m
Con
e R
esis
tanc
e - k
g /c
m2
0
5
10
15
20
25
30
35
40
45
0 2 4 6 8 10 12 14 16 18 20Depth - m
Fric
tiona
l Res
ista
nce
- kg
/ cm
2
(K.K.Thaker) ( )
Project :Location :Date :
Correction : Correction :1) 1.34 kg 1) 1.345 kg2) 1.55 kg 2) 3.6 cm3) 10 cm2 3) 13 cm4) 20 cm2 4) 147 cm2
5) 5)
6)
Depth Number of rodsin use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Readingof Cone +Jacket Resistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)0.2 1 17 34 0.29 34.29 60 120 86 5.85 5.860.4 1 20 40 0.29 40.29 70 140 100 6.80 6.810.6 1 30 60 0.29 60.29 65 130 70 4.76 4.770.8 1 28 56 0.29 56.29 67 134 78 5.31 5.321.0 1 18 36 0.29 36.29 63 126 90 6.12 6.131.2 2 25 50 0.44 50.44 61 122 72 4.90 4.911.4 2 21 42 0.44 42.44 58 116 74 5.03 5.041.6 2 19 38 0.44 38.44 61 122 84 5.71 5.721.8 2 18 36 0.44 36.44 67 134 98 6.67 6.682.0 2 19 38 0.44 38.44 61 122 84 5.71 5.722.2 3 20 40 0.60 40.60 65 130 90 6.12 6.132.4 3 22 44 0.60 44.60 60 120 76 5.17 5.18
Mass of each Sounding Rod (m 1)Cone area at base (b)Plunger Area (b')Correction factor to be added to gauge reading(m + n m 1)/10
BMass of Friction Jacket (mf)
AMass of Cone (m)
Static Cone Penetration Test No. 8Proposed structure of TDI Project at Rahiyad, Dahej for GNFCbh no 3111-05-10
Outer Dia, of Friction Jacket (d)Length of Friction Jacket (h)Surface area of friction jacket (a)Correction factor to be added to gauge reading(mf / a)
No. of rods used (n)
(K.K.Thaker) ( )
Depth Number of rodsin use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Readingof Cone +Jacket Resistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)2.6 3 20 40 0.60 40.60 61 122 82 5.58 5.592.8 3 19 38 0.60 38.60 60 120 82 5.58 5.593.0 3 15 30 0.60 30.60 63 126 96 6.53 6.543.2 4 19 38 0.75 38.75 61 122 84 5.71 5.723.4 4 17 34 0.75 34.75 51 102 68 4.63 4.643.6 4 15 30 0.75 30.75 52 104 74 5.03 5.043.8 4 18 36 0.75 36.75 55 110 74 5.03 5.044.0 4 17 34 0.75 34.75 58 116 82 5.58 5.594.2 5 18 36 0.91 36.91 61 122 86 5.85 5.864.4 5 19 38 0.91 38.91 60 120 82 5.58 5.594.6 5 20 40 0.91 40.91 63 126 86 5.85 5.864.8 5 18 36 0.91 36.91 60 120 84 5.71 5.725.0 5 20 40 0.91 40.91 65 130 90 6.12 6.135.2 6 21 42 1.06 43.06 68 136 94 6.39 6.405.4 6 22 44 1.06 45.06 60 120 76 5.17 5.185.6 6 18 36 1.06 37.06 50 100 64 4.35 4.365.8 6 17 34 1.06 35.06 55 110 76 5.17 5.186.0 6 19 38 1.06 39.06 60 120 82 5.58 5.596.2 7 22 44 1.22 45.22 66 132 88 5.99 6.006.4 7 25 50 1.22 51.22 64 128 78 5.31 5.326.6 7 27 54 1.22 55.22 70 140 86 5.85 5.866.8 7 26 52 1.22 53.22 68 136 84 5.71 5.727.0 7 25 50 1.22 51.22 64 128 78 5.31 5.327.2 8 28 56 1.37 57.37 74 148 92 6.26 6.277.4 8 25 50 1.37 51.37 68 136 86 5.85 5.867.6 8 24 48 1.37 49.37 63 126 78 5.31 5.32
(K.K.Thaker) ( )
Depth Number of rodsin use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Readingof Cone +Jacket Resistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)7.8 8 25 50 1.37 51.37 70 140 90 6.12 6.138.0 8 35 70 1.37 71.37 90 180 110 7.48 7.498.2 9 37 74 1.53 75.53 96 192 118 8.03 8.048.4 9 45 90 1.53 91.53 110 220 130 8.84 8.858.6 9 50 100 1.53 101.53 125 250 150 10.20 10.218.8 9 55 110 1.53 111.53 134 268 158 10.75 10.769.0 9 61 122 1.53 123.53 151 302 180 12.24 12.259.2 10 65 130 1.68 131.68 185 370 240 16.33 16.349.4 10 68 136 1.68 137.68 190 380 244 16.60 16.619.6 10 70 140 1.68 141.68 200 400 260 17.69 17.709.8 10 75 150 1.68 151.68 220 440 290 19.73 19.74
10.0 10 80 160 1.68 161.68 230 460 300 20.41 20.4210.2 11 82 164 1.84 165.84 235 470 306 20.82 20.8310.4 11 85 170 1.84 171.84 240 480 310 21.09 21.1010.6 11 95 190 1.84 191.84 250 500 310 21.09 21.1010.8 11 98 196 1.84 197.84 255 510 314 21.36 21.3711.0 11 105 210 1.84 211.84 305 610 400 27.21 27.2211.2 12 110 220 1.99 221.99 320 640 420 28.57 28.5811.4 12 115 230 1.99 231.99 325 650 420 28.57 28.5811.6 12 125 250 1.99 251.99 350 700 450 30.61 30.6211.8 12 130 260 1.99 261.99 355 710 450 30.61 30.6212.0 12 135 270 1.99 271.99 360 720 450 30.61 30.6212.2 13 140 280 2.15 282.15 365 730 450 30.61 30.6212.4 13 140 280 2.15 282.15 370 740 460 31.29 31.3012.6 13 145 290 2.15 292.15 385 770 480 32.65 32.6612.8 13 150 300 2.15 302.15 395 790 490 33.33 33.3413.0 13 155 310 2.15 312.15 405 810 500 34.01 34.0213.2 14 160 320 2.30 322.30 425 850 530 36.05 36.06
(K.K.Thaker) ( )
Depth Number of rodsin use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Readingof Cone +Jacket Resistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)13.4 14 170 340 2.30 342.30 445 890 550 37.41 37.4213.6 14 165 330 2.30 332.30 440 880 550 37.41 37.4213.8 14 175 350 2.30 352.30 465 930 580 39.46 39.4614.0 14 180 360 2.30 362.30 485 970 610 41.50 41.5114.2 15 190 380 2.46 382.46 505 1010 630 42.86 42.8714.4 15 195 390 2.46 392.46 500 1000 610 41.50 41.5114.6 15 192 384 2.46 386.46 495 990 606 41.22 41.2314.8 15 198 396 2.46 398.46 505 1010 614 41.77 41.7815.0 15 205 410 2.46 412.46 525 1050 640 43.54 43.5515.2 16 215 430 2.61 432.61 550 1100 670 45.58 45.5915.4 16 220 440 2.61 442.61 565 1130 690 46.94 46.95
(K.K.Thaker) ( )
Results of SCPT 8
050
100150200250300350400450500
0 2 4 6 8 10 12 14 16 18Depth - m
Con
e R
esis
tanc
e - k
g /c
m2
0
510
1520
25
3035
4045
50
0 2 4 6 8 10 12 14 16 18Depth - m
Fric
tiona
l Res
ista
nce
- kg
/ cm
2
(K.K.Thaker) ( )
Project :Location :Date :
Correction : Correction :1) 1.34 kg 1) 1.345 kg2) 1.55 kg 2) 3.6 cm3) 10 cm2 3) 13 cm4) 20 cm2 4) 147 cm2
5) 5)
6)
Depth Number of rodsin use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Readingof Cone +Jacket Resistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)0.2 1 19 38 0.29 38.29 60 120 82 5.58 5.590.4 1 15 30 0.29 30.29 45 90 60 4.08 4.090.6 1 18 36 0.29 36.29 58 116 80 5.44 5.450.8 1 17 34 0.29 34.29 52 104 70 4.76 4.771.0 1 18 36 0.29 36.29 55 110 74 5.03 5.041.2 2 15 30 0.44 30.44 40 80 50 3.40 3.411.4 2 16 32 0.44 32.44 38 76 44 2.99 3.001.6 2 15 30 0.44 30.44 36 72 42 2.86 2.871.8 2 17 34 0.44 34.44 42 84 50 3.40 3.412.0 2 17 34 0.44 34.44 45 90 56 3.81 3.822.2 3 16 32 0.60 32.60 46 92 60 4.08 4.092.4 3 18 36 0.60 36.60 49 98 62 4.22 4.23
Static Cone Penetration Test No. 9Proposed structure of TDI Project at Rahiyad, Dahej for GNFCbh no 3611-05-10
Outer Dia, of Friction Jacket (d)Length of Friction Jacket (h)Surface area of friction jacket (a)Correction factor to be added to gauge reading(mf / a)
No. of rods used (n)
BMass of Friction Jacket (mf)
AMass of Cone (m)Mass of each Sounding Rod (m 1)Cone area at base (b)Plunger Area (b')Correction factor to be added to gauge reading(m + n m 1)/10
(K.K.Thaker) ( )
Depth Number of rodsin use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Readingof Cone +Jacket Resistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)2.6 3 18 36 0.60 36.60 48 96 60 4.08 4.092.8 3 19 38 0.60 38.60 53 106 68 4.63 4.643.0 3 20 40 0.60 40.60 55 110 70 4.76 4.773.2 4 19 38 0.75 38.75 51 102 64 4.35 4.363.4 4 20 40 0.75 40.75 54 108 68 4.63 4.643.6 4 19 38 0.75 38.75 53 106 68 4.63 4.643.8 4 18 36 0.75 36.75 52 104 68 4.63 4.644.0 4 19 38 0.75 38.75 54 108 70 4.76 4.774.2 5 21 42 0.91 42.91 59 118 76 5.17 5.184.4 5 19 38 0.91 38.91 63 126 88 5.99 6.004.6 5 17 34 0.91 34.91 57 114 80 5.44 5.454.8 5 15 30 0.91 30.91 55 110 80 5.44 5.455.0 5 14 28 0.91 28.91 50 100 72 4.90 4.915.2 6 16 32 1.06 33.06 55 110 78 5.31 5.325.4 6 15 30 1.06 31.06 53 106 76 5.17 5.185.6 6 17 34 1.06 35.06 55 110 76 5.17 5.185.8 6 15 30 1.06 31.06 50 100 70 4.76 4.776.0 6 18 36 1.06 37.06 59 118 82 5.58 5.596.2 7 20 40 1.22 41.22 70 140 100 6.80 6.816.4 7 22 44 1.22 45.22 72 144 100 6.80 6.816.6 7 25 50 1.22 51.22 75 150 100 6.80 6.816.8 7 26 52 1.22 53.22 80 160 108 7.35 7.367.0 7 28 56 1.22 57.22 94 188 132 8.98 8.997.2 8 30 60 1.37 61.37 110 220 160 10.88 10.897.4 8 35 70 1.37 71.37 118 236 166 11.29 11.307.6 8 36 72 1.37 73.37 130 260 188 12.79 12.80
(K.K.Thaker) ( )
Depth Number of rodsin use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Readingof Cone +Jacket Resistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)7.8 8 35 70 1.37 71.37 130 260 190 12.93 12.938.0 8 38 76 1.37 77.37 140 280 204 13.88 13.898.2 9 45 90 1.53 91.53 170 340 250 17.01 17.028.4 9 50 100 1.53 101.53 175 350 250 17.01 17.028.6 9 55 110 1.53 111.53 175 350 240 16.33 16.348.8 9 57 114 1.53 115.53 175 350 236 16.05 16.069.0 9 65 130 1.53 131.53 180 360 230 15.65 15.669.2 10 75 150 1.68 151.68 210 420 270 18.37 18.389.4 10 85 170 1.68 171.68 225 450 280 19.05 19.069.6 10 90 180 1.68 181.68 225 450 270 18.37 18.389.8 10 87 174 1.68 175.68 225 450 276 18.78 18.78
10.0 10 90 180 1.68 181.68 235 470 290 19.73 19.7410.2 11 95 190 1.84 191.84 260 520 330 22.45 22.4610.4 11 100 200 1.84 201.84 275 550 350 23.81 23.8210.6 11 102 204 1.84 205.84 295 590 386 26.26 26.2710.8 11 100 200 1.84 201.84 295 590 390 26.53 26.5411.0 11 105 210 1.84 211.84 300 600 390 26.53 26.5411.2 12 110 220 1.99 221.99 325 650 430 29.25 29.2611.4 12 115 230 1.99 231.99 345 690 460 31.29 31.3011.6 12 120 240 1.99 241.99 350 700 460 31.29 31.3011.8 12 130 260 1.99 261.99 380 760 500 34.01 34.0212.0 12 145 290 1.99 291.99 410 820 530 36.05 36.0612.2 13 165 330 2.15 332.15 430 860 530 36.05 36.0612.4 13 180 360 2.15 362.15 460 920 560 38.10 38.1012.6 13 195 390 2.15 392.15 485 970 580 39.46 39.4612.8 13 200 400 2.15 402.15 495 990 590 40.14 40.1513.0 13 205 410 2.15 412.15 505 1010 600 40.82 40.8313.2 14 205 410 2.30 412.30 515 1030 620 42.18 42.19
(K.K.Thaker) ( )
Depth Number of rodsin use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Readingof Cone +Jacket Resistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)13.4 14 210 420 2.30 422.30 525 1050 630 42.86 42.8713.6 14 215 430 2.30 432.30 530 1060 630 42.86 42.8713.8 14 215 430 2.30 432.30 535 1070 640 43.54 43.5514.0 14 220 440 2.30 442.30 545 1090 650 44.22 44.2314.2 15 225 450 2.46 452.46 550 1100 650 44.22 44.2314.4 15 220 440 2.46 442.46 555 1110 670 45.58 45.5914.6 15 225 450 2.46 452.46 560 1120 670 45.58 45.5914.8 15 230 460 2.46 462.46 565 1130 670 45.58 45.5915.0 15 235 470 2.46 472.46 580 1160 690 46.94 46.95
(K.K.Thaker) ( )
Results of SCPT 9
050
100150200250300350400450500
0 2 4 6 8 10 12 14 16Depth - m
Con
e R
esis
tanc
e - k
g /c
m2
05
1015
2025
3035
4045
50
0 2 4 6 8 10 12 14 16Depth - m
Fric
tiona
l Res
ista
nce
- kg
/ cm
2
(K.K.Thaker) ( )
Project :Location :Date :
Correction : Correction :1) 1.34 kg 1) 1.345 kg2) 1.55 kg 2) 3.6 cm3) 10 cm2 3) 13 cm4) 20 cm2 4) 147 cm2
5) 5)
6)
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)0.2 1 15 30 0.29 30.29 58 116 86 5.85 5.860.4 1 17 34 0.29 34.29 68 136 102 6.94 6.950.6 1 20 40 0.29 40.29 80 160 120 8.16 8.170.8 1 19 38 0.29 38.29 78 156 118 8.03 8.041.0 1 21 42 0.29 42.29 82 164 122 8.30 8.311.2 2 18 36 0.44 36.44 67 134 98 6.67 6.681.4 2 19 38 0.44 38.44 65 130 92 6.26 6.271.6 2 20 40 0.44 40.44 70 140 100 6.80 6.811.8 2 18 36 0.44 36.44 67 134 98 6.67 6.682.0 2 19 38 0.44 38.44 72 144 106 7.21 7.222.2 3 18 36 0.60 36.60 71 142 106 7.21 7.222.4 3 19 38 0.60 38.60 75 150 112 7.62 7.63
Mass of each Sounding Rod (m 1)Cone area at base (b)Plunger Area (b')Correction factor to be added to gauge reading(m + n m 1)/10
BMass of Friction Jacket (mf)
AMass of Cone (m)
Static Cone Penetration Test No. 10Proposed structure of TDI Project at Rahiyad, Dahej for GNFCbh no 1013-05-10
Outer Dia, of Friction Jacket (d)Length of Friction Jacket (h)Surface area of friction jacket (a)Correction factor to be added to gauge reading(mf / a)
No. of rods used (n)
(K.K.Thaker) ( )
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)2.6 3 20 40 0.60 40.60 81 162 122 8.30 8.312.8 3 22 44 0.60 44.60 85 170 126 8.57 8.583.0 3 23 46 0.60 46.60 106 212 166 11.29 11.303.2 4 20 40 0.75 40.75 98 196 156 10.61 10.623.4 4 24 48 0.75 48.75 105 210 162 11.02 11.033.6 4 27 54 0.75 54.75 115 230 176 11.97 11.983.8 4 26 52 0.75 52.75 117 234 182 12.38 12.394.0 4 23 46 0.75 46.75 107 214 168 11.43 11.444.2 5 18 36 0.91 36.91 78 156 120 8.16 8.174.4 5 19 38 0.91 38.91 92 184 146 9.93 9.944.6 5 20 40 0.91 40.91 97 194 154 10.48 10.494.8 5 20 40 0.91 40.91 98 196 156 10.61 10.625.0 5 21 42 0.91 42.91 103 206 164 11.16 11.175.2 6 18 36 1.06 37.06 87 174 138 9.39 9.405.4 6 17 34 1.06 35.06 83 166 132 8.98 8.995.6 6 19 38 1.06 39.06 93 186 148 10.07 10.085.8 6 20 40 1.06 41.06 98 196 156 10.61 10.626.0 6 23 46 1.06 47.06 108 216 170 11.56 11.576.2 7 21 42 1.22 43.22 97 194 152 10.34 10.356.4 7 25 50 1.22 51.22 105 210 160 10.88 10.896.6 7 27 54 1.22 55.22 113 226 172 11.70 11.716.8 7 31 62 1.22 63.22 130 260 198 13.47 13.487.0 7 35 70 1.22 71.22 144 288 218 14.83 14.847.2 8 37 74 1.37 75.37 135 270 196 13.33 13.347.4 8 36 72 1.37 73.37 130 260 188 12.79 12.807.6 8 39 78 1.37 79.37 141 282 204 13.88 13.89
(K.K.Thaker) ( )
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)7.8 8 42 84 1.37 85.37 165 330 246 16.73 16.748.0 8 48 96 1.37 97.37 183 366 270 18.37 18.388.2 9 58 116 1.53 117.53 175 350 234 15.92 15.938.4 9 55 110 1.53 111.53 150 300 190 12.93 12.938.6 9 57 114 1.53 115.53 155 310 196 13.33 13.348.8 9 54 108 1.53 109.53 155 310 202 13.74 13.759.0 9 57 114 1.53 115.53 170 340 226 15.37 15.389.2 10 60 120 1.68 121.68 185 370 250 17.01 17.029.4 10 62 124 1.68 125.68 190 380 256 17.41 17.429.6 10 72 144 1.68 145.68 220 440 296 20.14 20.159.8 10 78 156 1.68 157.68 245 490 334 22.72 22.73
10.0 10 85 170 1.68 171.68 235 470 300 20.41 20.4210.2 11 80 160 1.84 161.84 245 490 330 22.45 22.4610.4 11 95 190 1.84 191.84 260 520 330 22.45 22.4610.6 11 100 200 1.84 201.84 295 590 390 26.53 26.5410.8 11 120 240 1.84 241.84 315 630 390 26.53 26.5411.0 11 130 260 1.84 261.84 330 660 400 27.21 27.2211.2 12 140 280 1.99 281.99 360 720 440 29.93 29.9411.4 12 160 320 1.99 321.99 375 750 430 29.25 29.2611.6 12 165 330 1.99 331.99 380 760 430 29.25 29.2611.8 12 170 340 1.99 341.99 395 790 450 30.61 30.6212.0 12 160 320 1.99 321.99 380 760 440 29.93 29.9412.2 13 170 340 2.15 342.15 395 790 450 30.61 30.6212.4 13 160 320 2.15 322.15 370 740 420 28.57 28.5812.6 13 185 370 2.15 372.15 400 800 430 29.25 29.2612.8 13 188 376 2.15 378.15 405 810 434 29.52 29.5313.0 13 198 396 2.15 398.15 420 840 444 30.20 30.2113.2 14 205 410 2.30 412.30 435 870 460 31.29 31.30
(K.K.Thaker) ( )
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)13.4 14 210 420 2.30 422.30 450 900 480 32.65 32.6613.6 14 205 410 2.30 412.30 435 870 460 31.29 31.3013.8 14 207 414 2.30 416.30 440 880 466 31.70 31.7114.0 14 210 420 2.30 422.30 445 890 470 31.97 31.9814.2 15 215 430 2.46 432.46 455 910 480 32.65 32.6614.4 15 220 440 2.46 442.46 470 940 500 34.01 34.0214.6 15 215 430 2.46 432.46 465 930 500 34.01 34.0214.8 15 213 426 2.46 428.46 460 920 494 33.61 33.6115.0 15 218 436 2.46 438.46 475 950 514 34.97 34.9815.2 16 225 450 2.61 452.61 495 990 540 36.73 36.7415.4 16 220 440 2.61 442.61 485 970 530 36.05 36.0615.6 16 225 450 2.61 452.61 500 1000 550 37.41 37.4215.8 16 230 460 2.61 462.61 515 1030 570 38.78 38.7816.0 16 235 470 2.61 472.61 530 1060 590 40.14 40.1516.2 17 230 460 2.77 462.77 520 1040 580 39.46 39.4616.4 17 230 460 2.77 462.77 525 1050 590 40.14 40.1516.6 17 235 470 2.77 472.77 540 1080 610 41.50 41.5116.8 17 235 470 2.77 472.77 545 1090 620 42.18 42.1917.0 17 240 480 2.77 482.77 555 1110 630 42.86 42.87
(K.K.Thaker) ( )
Results of SCPT 10
0
100
200
300
400
500
600
0 2 4 6 8 10 12 14 16 18Depth - m
Con
e R
esis
tanc
e - k
g /c
m2
05
101520253035404550
0 2 4 6 8 10 12 14 16 18Depth - m
Fric
tiona
l Res
ista
nce
- kg
/ cm
2
(K.K.Thaker) ( )
Project :Location :Date :
Correction : Correction :1) 1.34 kg 1) 1.345 kg2) 1.55 kg 2) 3.6 cm3) 10 cm2 3) 13 cm4) 20 cm2 4) 147 cm2
5) 5)
6)
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)0.2 1 20 40 0.29 40.29 65 130 90 6.12 6.130.4 1 15 30 0.29 30.29 45 90 60 4.08 4.090.6 1 18 36 0.29 36.29 57 114 78 5.31 5.320.8 1 20 40 0.29 40.29 64 128 88 5.99 6.001.0 1 21 42 0.29 42.29 65 130 88 5.99 6.001.2 2 22 44 0.44 44.44 64 128 84 5.71 5.721.4 2 24 48 0.44 48.44 68 136 88 5.99 6.001.6 2 28 56 0.44 56.44 78 156 100 6.80 6.811.8 2 27 54 0.44 54.44 77 154 100 6.80 6.812.0 2 25 50 0.44 50.44 75 150 100 6.80 6.812.2 3 22 44 0.60 44.60 65 130 86 5.85 5.862.4 3 19 38 0.60 38.60 59 118 80 5.44 5.45
Static Cone Penetration Test No.11Proposed structure of TDI Project at Rahiyad, Dahej for GNFCbh no 2314-05-10
Outer Dia, of Friction Jacket (d)Length of Friction Jacket (h)Surface area of friction jacket (a)Correction factor to be added to gauge reading(mf / a)
No. of rods used (n)
BMass of Friction Jacket (mf)
AMass of Cone (m)Mass of each Sounding Rod (m 1)Cone area at base (b)Plunger Area (b')Correction factor to be added to gauge reading(m + n m 1)/10
(K.K.Thaker) ( )
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)2.6 3 20 40 0.60 40.60 60 120 80 5.44 5.452.8 3 16 32 0.60 32.60 55 110 78 5.31 5.323.0 3 15 30 0.60 30.60 53 106 76 5.17 5.183.2 4 17 34 0.75 34.75 53 106 72 4.90 4.913.4 4 16 32 0.75 32.75 52 104 72 4.90 4.913.6 4 17 34 0.75 34.75 54 108 74 5.03 5.043.8 4 15 30 0.75 30.75 49 98 68 4.63 4.644.0 4 16 32 0.75 32.75 48 96 64 4.35 4.364.2 5 17 34 0.91 34.91 50 100 66 4.49 4.504.4 5 16 32 0.91 32.91 49 98 66 4.49 4.504.6 5 15 30 0.91 30.91 48 96 66 4.49 4.504.8 5 16 32 0.91 32.91 46 92 60 4.08 4.095.0 5 15 30 0.91 30.91 45 90 60 4.08 4.095.2 6 17 34 1.06 35.06 51 102 68 4.63 4.645.4 6 18 36 1.06 37.06 52 104 68 4.63 4.645.6 6 20 40 1.06 41.06 58 116 76 5.17 5.185.8 6 21 42 1.06 43.06 63 126 84 5.71 5.726.0 6 22 44 1.06 45.06 65 130 86 5.85 5.866.2 7 23 46 1.22 47.22 69 138 92 6.26 6.276.4 7 25 50 1.22 51.22 73 146 96 6.53 6.546.6 7 30 60 1.22 61.22 85 170 110 7.48 7.496.8 7 32 64 1.22 65.22 91 182 118 8.03 8.047.0 7 36 72 1.22 73.22 102 204 132 8.98 8.997.2 8 33 66 1.37 67.37 95 190 124 8.44 8.447.4 8 35 70 1.37 71.37 92 184 114 7.76 7.767.6 8 38 76 1.37 77.37 100 200 124 8.44 8.44
(K.K.Thaker) ( )
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)7.8 8 45 90 1.37 91.37 115 230 140 9.52 9.538.0 8 50 100 1.37 101.37 128 256 156 10.61 10.628.2 9 55 110 1.53 111.53 130 260 150 10.20 10.218.4 9 60 120 1.53 121.53 141 282 162 11.02 11.038.6 9 62 124 1.53 125.53 145 290 166 11.29 11.308.8 9 66 132 1.53 133.53 151 302 170 11.56 11.579.0 9 70 140 1.53 141.53 175 350 210 14.29 14.299.2 10 70 140 1.68 141.68 180 360 220 14.97 14.989.4 10 76 152 1.68 153.68 200 400 248 16.87 16.889.6 10 79 158 1.68 159.68 205 410 252 17.14 17.159.8 10 90 180 1.68 181.68 225 450 270 18.37 18.38
10.0 10 100 200 1.68 201.68 245 490 290 19.73 19.7410.2 11 105 210 1.84 211.84 255 510 300 20.41 20.4210.4 11 125 250 1.84 251.84 295 590 340 23.13 23.1410.6 11 155 310 1.84 311.84 350 700 390 26.53 26.5410.8 11 150 300 1.84 301.84 310 620 320 21.77 21.7811.0 11 152 304 1.84 305.84 320 640 336 22.86 22.8711.2 12 155 310 1.99 311.99 325 650 340 23.13 23.1411.4 12 175 350 1.99 351.99 395 790 440 29.93 29.9411.6 12 170 340 1.99 341.99 375 750 410 27.89 27.9011.8 12 195 390 1.99 391.99 415 830 440 29.93 29.9412.0 12 200 400 1.99 401.99 420 840 440 29.93 29.9412.2 13 205 410 2.15 412.15 430 860 450 30.61 30.6212.4 13 205 410 2.15 412.15 425 850 440 29.93 29.9412.6 13 210 420 2.15 422.15 435 870 450 30.61 30.6212.8 13 215 430 2.15 432.15 440 880 450 30.61 30.6213.0 13 210 420 2.15 422.15 430 860 440 29.93 29.9413.2 14 220 440 2.30 442.30 450 900 460 31.29 31.30
(K.K.Thaker) ( )
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)13.4 14 220 440 2.30 442.30 455 910 470 31.97 31.9813.6 14 225 450 2.30 452.30 465 930 480 32.65 32.6613.8 14 215 430 2.30 432.30 450 900 470 31.97 31.9814.0 14 225 450 2.30 452.30 470 940 490 33.33 33.3414.2 15 230 460 2.46 462.46 480 960 500 34.01 34.0214.4 15 220 440 2.46 442.46 475 950 510 34.69 34.7014.6 15 235 470 2.46 472.46 495 990 520 35.37 35.3814.8 15 240 480 2.46 482.46 505 1010 530 36.05 36.0615.0 15 240 480 2.46 482.46 525 1050 570 38.78 38.7815.2 16 245 490 2.61 492.61 535 1070 580 39.46 39.46
(K.K.Thaker) ( )
Results of SCPT 11
0
100
200
300
400
500
600
0 2 4 6 8 10 12 14 16Depth - m
Con
e R
esis
tanc
e - k
g /c
m2
0
5
10
15
20
25
30
35
40
45
0 2 4 6 8 10 12 14 16Depth - m
Fric
tiona
l Res
ista
nce
- kg
/ cm
2
(K.K.Thaker) ( )
Project :Location :Date :
Correction : Correction :1) 1.34 kg 1) 1.345 kg2) 1.55 kg 2) 3.6 cm3) 10 cm2 3) 13 cm4) 20 cm2 4) 147 cm2
5) 5)
6)
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)0.2 1 21 42 0.29 42.29 79 158 116 7.89 7.900.4 1 20 40 0.29 40.29 75 150 110 7.48 7.490.6 1 25 50 0.29 50.29 87 174 124 8.44 8.440.8 1 27 54 0.29 54.29 91 182 128 8.71 8.721.0 1 24 48 0.29 48.29 85 170 122 8.30 8.311.2 2 22 44 0.44 44.44 76 152 108 7.35 7.361.4 2 22 44 0.44 44.44 79 158 114 7.76 7.761.6 2 25 50 0.44 50.44 86 172 122 8.30 8.311.8 2 28 56 0.44 56.44 87 174 118 8.03 8.042.0 2 30 60 0.44 60.44 92 184 124 8.44 8.442.2 3 31 62 0.60 62.60 95 190 128 8.71 8.722.4 3 30 60 0.60 60.60 94 188 128 8.71 8.72
Mass of each Sounding Rod (m 1)Cone area at base (b)Plunger Area (b')Correction factor to be added to gauge reading(m + n m 1)/10
BMass of Friction Jacket (mf)
AMass of Cone (m)
Static Cone Penetration Test No.12Proposed structure of TDI Project at Rahiyad, Dahej for GNFCbh no 0815-05-10
Outer Dia, of Friction Jacket (d)Length of Friction Jacket (h)Surface area of friction jacket (a)Correction factor to be added to gauge reading(mf / a)
No. of rods used (n)
(K.K.Thaker) ( )
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)2.6 3 29 58 0.60 58.60 92 184 126 8.57 8.582.8 3 26 52 0.60 52.60 87 174 122 8.30 8.313.0 3 24 48 0.60 48.60 80 160 112 7.62 7.633.2 4 21 42 0.75 42.75 75 150 108 7.35 7.363.4 4 20 40 0.75 40.75 70 140 100 6.80 6.813.6 4 17 34 0.75 34.75 63 126 92 6.26 6.273.8 4 17 34 0.75 34.75 65 130 96 6.53 6.544.0 4 16 32 0.75 32.75 64 128 96 6.53 6.544.2 5 15 30 0.91 30.91 62 124 94 6.39 6.404.4 5 16 32 0.91 32.91 64 128 96 6.53 6.544.6 5 14 28 0.91 28.91 65 130 102 6.94 6.954.8 5 15 30 0.91 30.91 65 130 100 6.80 6.815.0 5 14 28 0.91 28.91 59 118 90 6.12 6.135.2 6 12 24 1.06 25.06 55 110 86 5.85 5.865.4 6 15 30 1.06 31.06 57 114 84 5.71 5.725.6 6 17 34 1.06 35.06 61 122 88 5.99 6.005.8 6 16 32 1.06 33.06 59 118 86 5.85 5.866.0 6 20 40 1.06 41.06 67 134 94 6.39 6.406.2 7 19 38 1.22 39.22 66 132 94 6.39 6.406.4 7 20 40 1.22 41.22 68 136 96 6.53 6.546.6 7 20 40 1.22 41.22 68 136 96 6.53 6.546.8 7 23 46 1.22 47.22 74 148 102 6.94 6.957.0 7 28 56 1.22 57.22 84 168 112 7.62 7.637.2 8 27 54 1.37 55.37 81 162 108 7.35 7.367.4 8 31 62 1.37 63.37 90 180 118 8.03 8.047.6 8 33 66 1.37 67.37 96 192 126 8.57 8.58
(K.K.Thaker) ( )
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)7.8 8 36 72 1.37 73.37 110 220 148 10.07 10.088.0 8 45 90 1.37 91.37 137 274 184 12.52 12.538.2 9 48 96 1.53 97.53 140 280 184 12.52 12.538.4 9 50 100 1.53 101.53 145 290 190 12.93 12.938.6 9 51 102 1.53 103.53 154 308 206 14.01 14.028.8 9 58 116 1.53 117.53 166 332 216 14.69 14.709.0 9 60 120 1.53 121.53 170 340 220 14.97 14.989.2 10 70 140 1.68 141.68 180 360 220 14.97 14.989.4 10 80 160 1.68 161.68 205 410 250 17.01 17.029.6 10 85 170 1.68 171.68 215 430 260 17.69 17.709.8 10 88 176 1.68 177.68 220 440 264 17.96 17.97
10.0 10 98 196 1.68 197.68 245 490 294 20.00 20.0110.2 11 110 220 1.84 221.84 275 550 330 22.45 22.4610.4 11 105 210 1.84 211.84 265 530 320 21.77 21.7810.6 11 110 220 1.84 221.84 270 540 320 21.77 21.7810.8 11 110 220 1.84 221.84 275 550 330 22.45 22.4611.0 11 115 230 1.84 231.84 285 570 340 23.13 23.1411.2 12 130 260 1.99 261.99 335 670 410 27.89 27.9011.4 12 135 270 1.99 271.99 340 680 410 27.89 27.9011.6 12 145 290 1.99 291.99 350 700 410 27.89 27.9011.8 12 150 300 1.99 301.99 375 750 450 30.61 30.6212.0 12 165 330 1.99 331.99 390 780 450 30.61 30.6212.2 13 175 350 2.15 352.15 405 810 460 31.29 31.3012.4 13 185 370 2.15 372.15 420 840 470 31.97 31.9812.6 13 175 350 2.15 352.15 395 790 440 29.93 29.9412.8 13 190 380 2.15 382.15 440 880 500 34.01 34.0213.0 13 180 360 2.15 362.15 410 820 460 31.29 31.3013.2 14 170 340 2.30 342.30 385 770 430 29.25 29.26
(K.K.Thaker) ( )
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)13.4 14 170 340 2.30 342.30 385 770 430 29.25 29.2613.6 14 175 350 2.30 352.30 395 790 440 29.93 29.9413.8 14 180 360 2.30 362.30 410 820 460 31.29 31.3014.0 14 180 360 2.30 362.30 405 810 450 30.61 30.6214.2 15 190 380 2.46 382.46 425 850 470 31.97 31.9814.4 15 195 390 2.46 392.46 440 880 490 33.33 33.3414.6 15 190 380 2.46 382.46 435 870 490 33.33 33.3414.8 15 215 430 2.46 432.46 480 960 530 36.05 36.0615.0 15 220 440 2.46 442.46 495 990 550 37.41 37.4215.2 16 215 430 2.61 432.61 485 970 540 36.73 36.7415.4 16 215 430 2.61 432.61 490 980 550 37.41 37.4215.6 16 220 440 2.61 442.61 500 1000 560 38.10 38.1015.8 16 210 420 2.61 422.61 485 970 550 37.41 37.4216.0 16 215 430 2.61 432.61 505 1010 580 39.46 39.4616.2 17 225 450 2.77 452.77 515 1030 580 39.46 39.4616.4 17 220 440 2.77 442.77 510 1020 580 39.46 39.4616.6 17 230 460 2.77 462.77 525 1050 590 40.14 40.1516.8 17 230 460 2.77 462.77 530 1060 600 40.82 40.8317.0 17 235 470 2.77 472.77 545 1090 620 42.18 42.1917.2 18 235 470 2.92 472.92 550 1100 630 42.86 42.87
(K.K.Thaker) ( )
Results of SCPT 12
050
100150200250300350400450500
0 2 4 6 8 10 12 14 16 18 20Depth - m
Con
e R
esis
tanc
e - k
g /c
m2
05
101520253035404550
0 2 4 6 8 10 12 14 16 18 20Depth - m
Fric
tiona
l Res
ista
nce
- kg
/ cm
2
(K.K.Thaker) ( )
Project :Location :Date :
Correction : Correction :1) 1.34 kg 1) 1.345 kg2) 1.55 kg 2) 3.6 cm3) 10 cm2 3) 13 cm4) 20 cm2 4) 147 cm2
5) 5)
6)
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)0.2 1 22 44 0.29 44.29 75 150 106 7.21 7.220.4 1 19 38 0.29 38.29 70 140 102 6.94 6.950.6 1 24 48 0.29 48.29 86 172 124 8.44 8.440.8 1 27 54 0.29 54.29 90 180 126 8.57 8.581.0 1 25 50 0.29 50.29 87 174 124 8.44 8.441.2 2 23 46 0.44 46.44 82 164 118 8.03 8.041.4 2 22 44 0.44 44.44 81 162 118 8.03 8.041.6 2 24 48 0.44 48.44 85 170 122 8.30 8.311.8 2 27 54 0.44 54.44 89 178 124 8.44 8.442.0 2 30 60 0.44 60.44 94 188 128 8.71 8.722.2 3 31 62 0.60 62.60 96 192 130 8.84 8.852.4 3 31 62 0.60 62.60 97 194 132 8.98 8.99
Static Cone Penetration Test No.13Proposed structure of TDI Project at Rahiyad, Dahej for GNFCbh no 0716-05-10
Outer Dia, of Friction Jacket (d)Length of Friction Jacket (h)Surface area of friction jacket (a)Correction factor to be added to gauge reading(mf / a)
No. of rods used (n)
BMass of Friction Jacket (mf)
AMass of Cone (m)Mass of each Sounding Rod (m 1)Cone area at base (b)Plunger Area (b')Correction factor to be added to gauge reading(m + n m 1)/10
(K.K.Thaker) ( )
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)2.6 3 32 64 0.60 64.60 96 192 128 8.71 8.722.8 3 31 62 0.60 62.60 94 188 126 8.57 8.583.0 3 29 58 0.60 58.60 89 178 120 8.16 8.173.2 4 25 50 0.75 50.75 80 160 110 7.48 7.493.4 4 22 44 0.75 44.75 76 152 108 7.35 7.363.6 4 19 38 0.75 38.75 70 140 102 6.94 6.953.8 4 21 42 0.75 42.75 75 150 108 7.35 7.364.0 4 20 40 0.75 40.75 75 150 110 7.48 7.494.2 5 18 36 0.91 36.91 67 134 98 6.67 6.684.4 5 17 34 0.91 34.91 68 136 102 6.94 6.954.6 5 17 34 0.91 34.91 68 136 102 6.94 6.954.8 5 18 36 0.91 36.91 69 138 102 6.94 6.955.0 5 17 34 0.91 34.91 65 130 96 6.53 6.545.2 6 15 30 1.06 31.06 60 120 90 6.12 6.135.4 6 20 40 1.06 41.06 73 146 106 7.21 7.225.6 6 19 38 1.06 39.06 70 140 102 6.94 6.955.8 6 19 38 1.06 39.06 64 128 90 6.12 6.136.0 6 22 44 1.06 45.06 71 142 98 6.67 6.686.2 7 21 42 1.22 43.22 71 142 100 6.80 6.816.4 7 22 44 1.22 45.22 72 144 100 6.80 6.816.6 7 22 44 1.22 45.22 73 146 102 6.94 6.956.8 7 25 50 1.22 51.22 78 156 106 7.21 7.227.0 7 27 54 1.22 55.22 89 178 124 8.44 8.447.2 8 29 58 1.37 59.37 87 174 116 7.89 7.907.4 8 32 64 1.37 65.37 92 184 120 8.16 8.177.6 8 35 70 1.37 71.37 97 194 124 8.44 8.44
(K.K.Thaker) ( )
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)7.8 8 40 80 1.37 81.37 113 226 146 9.93 9.948.0 8 46 92 1.37 93.37 148 296 204 13.88 13.898.2 9 48 96 1.53 97.53 151 302 206 14.01 14.028.4 9 53 106 1.53 107.53 156 312 206 14.01 14.028.6 9 58 116 1.53 117.53 168 336 220 14.97 14.988.8 9 62 124 1.53 125.53 173 346 222 15.10 15.119.0 9 75 150 1.53 151.53 181 362 212 14.42 14.439.2 10 74 148 1.68 149.68 181 362 214 14.56 14.579.4 10 80 160 1.68 161.68 185 370 210 14.29 14.299.6 10 77 154 1.68 155.68 185 370 216 14.69 14.709.8 10 90 180 1.68 181.68 220 440 260 17.69 17.70
10.0 10 95 190 1.68 191.68 240 480 290 19.73 19.7410.2 11 95 190 1.84 191.84 250 500 310 21.09 21.1010.4 11 100 200 1.84 201.84 255 510 310 21.09 21.1010.6 11 100 200 1.84 201.84 265 530 330 22.45 22.4610.8 11 110 220 1.84 221.84 280 560 340 23.13 23.1411.0 11 100 200 1.84 201.84 265 530 330 22.45 22.4611.2 12 115 230 1.99 231.99 290 580 350 23.81 23.8211.4 12 125 250 1.99 251.99 340 680 430 29.25 29.2611.6 12 130 260 1.99 261.99 350 700 440 29.93 29.9411.8 12 130 260 1.99 261.99 355 710 450 30.61 30.6212.0 12 145 290 1.99 291.99 385 770 480 32.65 32.6612.2 13 150 300 2.15 302.15 395 790 490 33.33 33.3412.4 13 155 310 2.15 312.15 400 800 490 33.33 33.3412.6 13 160 320 2.15 322.15 405 810 490 33.33 33.3412.8 13 170 340 2.15 342.15 415 830 490 33.33 33.3413.0 13 175 350 2.15 352.15 420 840 490 33.33 33.3413.2 14 180 360 2.30 362.30 425 850 490 33.33 33.34
(K.K.Thaker) ( )
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)13.4 14 180 360 2.30 362.30 430 860 500 34.01 34.0213.6 14 185 370 2.30 372.30 440 880 510 34.69 34.7013.8 14 190 380 2.30 382.30 450 900 520 35.37 35.3814.0 14 185 370 2.30 372.30 440 880 510 34.69 34.7014.2 15 190 380 2.46 382.46 455 910 530 36.05 36.0614.4 15 195 390 2.46 392.46 470 940 550 37.41 37.4214.6 15 200 400 2.46 402.46 480 960 560 38.10 38.1014.8 15 200 400 2.46 402.46 485 970 570 38.78 38.7815.0 15 205 410 2.46 412.46 495 990 580 39.46 39.4615.2 16 215 430 2.61 432.61 505 1010 580 39.46 39.4615.4 16 210 420 2.61 422.61 500 1000 580 39.46 39.4615.6 16 205 410 2.61 412.61 495 990 580 39.46 39.4615.8 16 215 430 2.61 432.61 510 1020 590 40.14 40.1516.0 16 220 440 2.61 442.61 525 1050 610 41.50 41.5116.2 17 225 450 2.77 452.77 535 1070 620 42.18 42.1916.4 17 225 450 2.77 452.77 540 1080 630 42.86 42.8716.6 17 230 460 2.77 462.77 550 1100 640 43.54 43.5516.8 17 235 470 2.77 472.77 560 1120 650 44.22 44.2317.0 17 240 480 2.77 482.77 575 1150 670 45.58 45.59
(K.K.Thaker) ( )
Results of SCPT 13
0
100
200
300
400
500
600
0 2 4 6 8 10 12 14 16 18Depth - m
Con
e R
esis
tanc
e - k
g /c
m2
05
101520253035404550
0 2 4 6 8 10 12 14 16 18Depth - m
Fric
tiona
l Res
ista
nce
- kg
/ cm
2
(K.K.Thaker) ( )
Project :Location :Date :
Correction : Correction :1) 1.34 kg 1) 1.345 kg2) 1.55 kg 2) 3.6 cm3) 10 cm2 3) 13 cm4) 20 cm2 4) 147 cm2
5) 5)
6)
Depth Number of rodsin use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Readingof Cone +Jacket Resistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)0.2 1 10 20 0.29 20.29 35 70 50 3.40 3.410.4 1 12 24 0.29 24.29 45 90 66 4.49 4.500.6 1 15 30 0.29 30.29 54 108 78 5.31 5.320.8 1 22 44 0.29 44.29 77 154 110 7.48 7.491.0 1 20 40 0.29 40.29 75 150 110 7.48 7.491.2 2 16 32 0.44 32.44 66 132 100 6.80 6.811.4 2 18 36 0.44 36.44 67 134 98 6.67 6.681.6 2 21 42 0.44 42.44 69 138 96 6.53 6.541.8 2 18 36 0.44 36.44 64 128 92 6.26 6.272.0 2 17 34 0.44 34.44 56 112 78 5.31 5.322.2 3 16 32 0.60 32.60 54 108 76 5.17 5.182.4 3 17 34 0.60 34.60 56 112 78 5.31 5.32
Mass of each Sounding Rod (m 1)Cone area at base (b)Plunger Area (b')Correction factor to be added to gauge reading(m + n m 1)/10
BMass of Friction Jacket (mf)
AMass of Cone (m)
Static Cone Penetration Test No.14Proposed structure of TDI Project at Rahiyad, Dahej for GNFCbh no 0916-05-10
Outer Dia, of Friction Jacket (d)Length of Friction Jacket (h)Surface area of friction jacket (a)Correction factor to be added to gauge reading(mf / a)
No. of rods used (n)
(K.K.Thaker) ( )
Depth Number of rodsin use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Readingof Cone +Jacket Resistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)2.6 3 16 32 0.60 32.60 48 96 64 4.35 4.362.8 3 14 28 0.60 28.60 42 84 56 3.81 3.823.0 3 13 26 0.60 26.60 37 74 48 3.27 3.273.2 4 13 26 0.75 26.75 38 76 50 3.40 3.413.4 4 13 26 0.75 26.75 38 76 50 3.40 3.413.6 4 12 24 0.75 24.75 36 72 48 3.27 3.273.8 4 12 24 0.75 24.75 37 74 50 3.40 3.414.0 4 11 22 0.75 22.75 30 60 38 2.59 2.594.2 5 12 24 0.91 24.91 35 70 46 3.13 3.144.4 5 15 30 0.91 30.91 47 94 64 4.35 4.364.6 5 14 28 0.91 28.91 42 84 56 3.81 3.824.8 5 13 26 0.91 26.91 40 80 54 3.67 3.685.0 5 16 32 0.91 32.91 48 96 64 4.35 4.365.2 6 17 34 1.06 35.06 58 116 82 5.58 5.595.4 6 18 36 1.06 37.06 60 120 84 5.71 5.725.6 6 22 44 1.06 45.06 71 142 98 6.67 6.685.8 6 25 50 1.06 51.06 77 154 104 7.07 7.086.0 6 32 64 1.06 65.06 100 200 136 9.25 9.266.2 7 28 56 1.22 57.22 90 180 124 8.44 8.446.4 7 30 60 1.22 61.22 95 190 130 8.84 8.856.6 7 35 70 1.22 71.22 105 210 140 9.52 9.536.8 7 40 80 1.22 81.22 113 226 146 9.93 9.947.0 7 44 88 1.22 89.22 119 238 150 10.20 10.217.2 8 47 94 1.37 95.37 120 240 146 9.93 9.947.4 8 48 96 1.37 97.37 120 240 144 9.80 9.817.6 8 49 98 1.37 99.37 142 284 186 12.65 12.66
(K.K.Thaker) ( )
Depth Number of rodsin use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Readingof Cone +Jacket Resistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)7.8 8 45 90 1.37 91.37 125 250 160 10.88 10.898.0 8 48 96 1.37 97.37 135 270 174 11.84 11.858.2 9 49 98 1.53 99.53 140 280 182 12.38 12.398.4 9 47 94 1.53 95.53 135 270 176 11.97 11.988.6 9 51 102 1.53 103.53 153 306 204 13.88 13.898.8 9 55 110 1.53 111.53 165 330 220 14.97 14.989.0 9 50 100 1.53 101.53 155 310 210 14.29 14.299.2 10 65 130 1.68 131.68 175 350 220 14.97 14.989.4 10 70 140 1.68 141.68 190 380 240 16.33 16.349.6 10 80 160 1.68 161.68 195 390 230 15.65 15.669.8 10 95 190 1.68 191.68 230 460 270 18.37 18.38
10.0 10 105 210 1.68 211.68 360 720 510 34.69 34.7010.2 11 120 240 1.84 241.84 380 760 520 35.37 35.3810.4 11 140 280 1.84 281.84 290 580 300 20.41 20.4210.6 11 145 290 1.84 291.84 295 590 300 20.41 20.4210.8 11 150 300 1.84 301.84 300 600 300 20.41 20.4211.0 11 170 340 1.84 341.84 335 670 330 22.45 22.4611.2 12 175 350 1.99 351.99 350 700 350 23.81 23.8211.4 12 175 350 1.99 351.99 360 720 370 25.17 25.1811.6 12 180 360 1.99 361.99 380 760 400 27.21 27.2211.8 12 185 370 1.99 371.99 385 770 400 27.21 27.2212.0 12 190 380 1.99 381.99 395 790 410 27.89 27.9012.2 13 195 390 2.15 392.15 420 840 450 30.61 30.6212.4 13 190 380 2.15 382.15 430 860 480 32.65 32.6612.6 13 195 390 2.15 392.15 435 870 480 32.65 32.6612.8 13 200 400 2.15 402.15 460 920 520 35.37 35.3813.0 13 195 390 2.15 392.15 450 900 510 34.69 34.7013.2 14 205 410 2.30 412.30 480 960 550 37.41 37.42
(K.K.Thaker) ( )
Depth Number of rodsin use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Readingof Cone +Jacket Resistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)13.4 14 210 420 2.30 422.30 500 1000 580 39.46 39.4613.6 14 210 420 2.30 422.30 510 1020 600 40.82 40.8313.8 14 205 410 2.30 412.30 490 980 570 38.78 38.7814.0 14 205 410 2.30 412.30 495 990 580 39.46 39.4614.2 15 210 420 2.46 422.46 510 1020 600 40.82 40.8314.4 15 210 420 2.46 422.46 515 1030 610 41.50 41.5114.6 15 215 430 2.46 432.46 525 1050 620 42.18 42.1914.8 15 220 440 2.46 442.46 550 1100 660 44.90 44.9115.0 15 215 430 2.46 432.46 540 1080 650 44.22 44.2315.2 16 220 440 2.61 442.61 545 1090 650 44.22 44.2315.4 16 225 450 2.61 452.61 565 1130 680 46.26 46.27
(K.K.Thaker) ( )
Results of SCPT 14
050
100150200250300350400450500
0 2 4 6 8 10 12 14 16 18Depth - m
Con
e R
esis
tanc
e - k
g /c
m2
0
510
1520
25
3035
4045
50
0 2 4 6 8 10 12 14 16 18Depth - m
Fric
tiona
l Res
ista
nce
- kg
/ cm
2
(K.K.Thaker) ( )
Project :Location :Date :
Correction : Correction :1) 1.34 kg 1) 1.345 kg2) 1.55 kg 2) 3.6 cm3) 10 cm2 3) 13 cm4) 20 cm2 4) 147 cm2
5) 5)
6)
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)0.2 1 15 30 0.29 30.29 40 80 50 3.40 3.410.4 1 16 32 0.29 32.29 45 90 58 3.95 3.950.6 1 17 34 0.29 34.29 56 112 78 5.31 5.320.8 1 22 44 0.29 44.29 76 152 108 7.35 7.361.0 1 21 42 0.29 42.29 74 148 106 7.21 7.221.2 2 15 30 0.44 30.44 67 134 104 7.07 7.081.4 2 19 38 0.44 38.44 69 138 100 6.80 6.811.6 2 21 42 0.44 42.44 71 142 100 6.80 6.811.8 2 20 40 0.44 40.44 65 130 90 6.12 6.132.0 2 19 38 0.44 38.44 58 116 78 5.31 5.322.2 3 20 40 0.60 40.60 59 118 78 5.31 5.322.4 3 21 42 0.60 42.60 60 120 78 5.31 5.32
Static Cone Penetration Test No.15Proposed structure of TDI Project at Rahiyad, Dahej for GNFCbh no 2517-05-10
Outer Dia, of Friction Jacket (d)Length of Friction Jacket (h)Surface area of friction jacket (a)Correction factor to be added to gauge reading(mf / a)
No. of rods used (n)
BMass of Friction Jacket (mf)
AMass of Cone (m)Mass of each Sounding Rod (m 1)Cone area at base (b)Plunger Area (b')Correction factor to be added to gauge reading(m + n m 1)/10
(K.K.Thaker) ( )
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)2.6 3 17 34 0.60 34.60 50 100 66 4.49 4.502.8 3 15 30 0.60 30.60 46 92 62 4.22 4.233.0 3 14 28 0.60 28.60 40 80 52 3.54 3.553.2 4 17 34 0.75 34.75 50 100 66 4.49 4.503.4 4 16 32 0.75 32.75 45 90 58 3.95 3.953.6 4 15 30 0.75 30.75 45 90 60 4.08 4.093.8 4 17 34 0.75 34.75 50 100 66 4.49 4.504.0 4 18 36 0.75 36.75 51 102 66 4.49 4.504.2 5 16 32 0.91 32.91 49 98 66 4.49 4.504.4 5 14 28 0.91 28.91 42 84 56 3.81 3.824.6 5 15 30 0.91 30.91 48 96 66 4.49 4.504.8 5 17 34 0.91 34.91 52 104 70 4.76 4.775.0 5 18 36 0.91 36.91 54 108 72 4.90 4.915.2 6 14 28 1.06 29.06 40 80 52 3.54 3.555.4 6 17 34 1.06 35.06 50 100 66 4.49 4.505.6 6 18 36 1.06 37.06 56 112 76 5.17 5.185.8 6 19 38 1.06 39.06 60 120 82 5.58 5.596.0 6 19 38 1.06 39.06 63 126 88 5.99 6.006.2 7 24 48 1.22 49.22 73 146 98 6.67 6.686.4 7 27 54 1.22 55.22 81 162 108 7.35 7.366.6 7 33 66 1.22 67.22 105 210 144 9.80 9.816.8 7 35 70 1.22 71.22 111 222 152 10.34 10.357.0 7 41 82 1.22 83.22 119 238 156 10.61 10.627.2 8 45 90 1.37 91.37 123 246 156 10.61 10.627.4 8 49 98 1.37 99.37 125 250 152 10.34 10.357.6 8 48 96 1.37 97.37 139 278 182 12.38 12.39
(K.K.Thaker) ( )
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)7.8 8 50 100 1.37 101.37 145 290 190 12.93 12.938.0 8 51 102 1.37 103.37 150 300 198 13.47 13.488.2 9 48 96 1.53 97.53 145 290 194 13.20 13.218.4 9 45 90 1.53 91.53 140 280 190 12.93 12.938.6 9 50 100 1.53 101.53 158 316 216 14.69 14.708.8 9 54 108 1.53 109.53 157 314 206 14.01 14.029.0 9 56 112 1.53 113.53 170 340 228 15.51 15.529.2 10 58 116 1.68 117.68 175 350 234 15.92 15.939.4 10 65 130 1.68 131.68 200 400 270 18.37 18.389.6 10 60 120 1.68 121.68 185 370 250 17.01 17.029.8 10 70 140 1.68 141.68 215 430 290 19.73 19.74
10.0 10 80 160 1.68 161.68 336 672 512 34.83 34.8410.2 11 85 170 1.84 171.84 230 460 290 19.73 19.7410.4 11 90 180 1.84 181.84 240 480 300 20.41 20.4210.6 11 100 200 1.84 201.84 250 500 300 20.41 20.4210.8 11 95 190 1.84 191.84 245 490 300 20.41 20.4211.0 11 105 210 1.84 211.84 270 540 330 22.45 22.4611.2 12 115 230 1.99 231.99 285 570 340 23.13 23.1411.4 12 120 240 1.99 241.99 290 580 340 23.13 23.1411.6 12 115 230 1.99 231.99 285 570 340 23.13 23.1411.8 12 125 250 1.99 251.99 300 600 350 23.81 23.8212.0 12 135 270 1.99 271.99 325 650 380 25.85 25.8612.2 13 145 290 2.15 292.15 355 710 420 28.57 28.5812.4 13 150 300 2.15 302.15 360 720 420 28.57 28.5812.6 13 155 310 2.15 312.15 365 730 420 28.57 28.5812.8 13 150 300 2.15 302.15 360 720 420 28.57 28.5813.0 13 160 320 2.15 322.15 380 760 440 29.93 29.9413.2 14 165 330 2.30 332.30 390 780 450 30.61 30.62
(K.K.Thaker) ( )
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)13.4 14 175 350 2.30 352.30 400 800 450 30.61 30.6213.6 14 170 340 2.30 342.30 395 790 450 30.61 30.6213.8 14 180 360 2.30 362.30 410 820 460 31.29 31.3014.0 14 185 370 2.30 372.30 420 840 470 31.97 31.9814.2 15 195 390 2.46 392.46 445 890 500 34.01 34.0214.4 15 200 400 2.46 402.46 465 930 530 36.05 36.0614.6 15 205 410 2.46 412.46 475 950 540 36.73 36.7414.8 15 205 410 2.46 412.46 480 960 550 37.41 37.4215.0 15 210 420 2.46 422.46 500 1000 580 39.46 39.4615.2 16 215 430 2.61 432.61 520 1040 610 41.50 41.5115.4 16 210 420 2.61 422.61 510 1020 600 40.82 40.8315.6 16 220 440 2.61 442.61 540 1080 640 43.54 43.5515.8 16 215 430 2.61 432.61 530 1060 630 42.86 42.8716.0 16 225 450 2.61 452.61 550 1100 650 44.22 44.2316.2 17 220 440 2.77 442.77 545 1090 650 44.22 44.2316.4 17 225 450 2.77 452.77 555 1110 660 44.90 44.91
(K.K.Thaker) ( )
Results of SCPT 15
050
100150200250300350400450500
0 2 4 6 8 10 12 14 16 18Depth - m
Con
e R
esis
tanc
e - k
g /c
m2
05
101520253035404550
0 2 4 6 8 10 12 14 16 18Depth - m
Fric
tiona
l Res
ista
nce
- kg
/ cm
2
(K.K.Thaker) ( )
Project :Location :Date :
Correction : Correction :1) 1.34 kg 1) 1.345 kg2) 1.55 kg 2) 3.6 cm3) 10 cm2 3) 13 cm4) 20 cm2 4) 147 cm2
5) 5)
6)
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)0.2 1 10 20 0.29 20.29 31 62 42 2.86 2.870.4 1 13 26 0.29 26.29 45 90 64 4.35 4.360.6 1 20 40 0.29 40.29 67 134 94 6.39 6.400.8 1 19 38 0.29 38.29 63 126 88 5.99 6.001.0 1 18 36 0.29 36.29 61 122 86 5.85 5.861.2 2 19 38 0.44 38.44 52 104 66 4.49 4.501.4 2 21 42 0.44 42.44 68 136 94 6.39 6.401.6 2 20 40 0.44 40.44 66 132 92 6.26 6.271.8 2 22 44 0.44 44.44 71 142 98 6.67 6.682.0 2 21 42 0.44 42.44 71 142 100 6.80 6.812.2 3 19 38 0.60 38.60 62 124 86 5.85 5.862.4 3 22 44 0.60 44.60 72 144 100 6.80 6.81
Mass of each Sounding Rod (m 1)Cone area at base (b)Plunger Area (b')Correction factor to be added to gauge reading(m + n m 1)/10
BMass of Friction Jacket (mf)
AMass of Cone (m)
Static Cone Penetration Test No.16Proposed structure of TDI Project at Rahiyad, Dahej for GNFCbh no 1218-05-10
Outer Dia, of Friction Jacket (d)Length of Friction Jacket (h)Surface area of friction jacket (a)Correction factor to be added to gauge reading(mf / a)
No. of rods used (n)
(K.K.Thaker) ( )
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)2.6 3 15 30 0.60 30.60 60 120 90 6.12 6.132.8 3 18 36 0.60 36.60 65 130 94 6.39 6.403.0 3 18 36 0.60 36.60 62 124 88 5.99 6.003.2 4 17 34 0.75 34.75 60 120 86 5.85 5.863.4 4 16 32 0.75 32.75 61 122 90 6.12 6.133.6 4 17 34 0.75 34.75 62 124 90 6.12 6.133.8 4 15 30 0.75 30.75 60 120 90 6.12 6.134.0 4 13 26 0.75 26.75 55 110 84 5.71 5.724.2 5 12 24 0.91 24.91 53 106 82 5.58 5.594.4 5 12 24 0.91 24.91 51 102 78 5.31 5.324.6 5 13 26 0.91 26.91 53 106 80 5.44 5.454.8 5 14 28 0.91 28.91 56 112 84 5.71 5.725.0 5 18 36 0.91 36.91 65 130 94 6.39 6.405.2 6 12 24 1.06 25.06 45 90 66 4.49 4.505.4 6 11 22 1.06 23.06 42 84 62 4.22 4.235.6 6 15 30 1.06 31.06 46 92 62 4.22 4.235.8 6 16 32 1.06 33.06 50 100 68 4.63 4.646.0 6 17 34 1.06 35.06 53 106 72 4.90 4.916.2 7 12 24 1.22 25.22 41 82 58 3.95 3.956.4 7 17 34 1.22 35.22 51 102 68 4.63 4.646.6 7 20 40 1.22 41.22 59 118 78 5.31 5.326.8 7 20 40 1.22 41.22 64 128 88 5.99 6.007.0 7 21 42 1.22 43.22 72 144 102 6.94 6.957.2 8 26 52 1.37 53.37 75 150 98 6.67 6.687.4 8 28 56 1.37 57.37 93 186 130 8.84 8.857.6 8 35 70 1.37 71.37 107 214 144 9.80 9.81
(K.K.Thaker) ( )
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)7.8 8 32 64 1.37 65.37 105 210 146 9.93 9.948.0 8 36 72 1.37 73.37 119 238 166 11.29 11.308.2 9 38 76 1.53 77.53 121 242 166 11.29 11.308.4 9 45 90 1.53 91.53 139 278 188 12.79 12.808.6 9 52 104 1.53 105.53 165 330 226 15.37 15.388.8 9 55 110 1.53 111.53 155 310 200 13.61 13.619.0 9 56 112 1.53 113.53 160 320 208 14.15 14.169.2 10 58 116 1.68 117.68 160 320 204 13.88 13.899.4 10 60 120 1.68 121.68 165 330 210 14.29 14.299.6 10 45 90 1.68 91.68 155 310 220 14.97 14.989.8 10 65 130 1.68 131.68 170 340 210 14.29 14.29
10.0 10 70 140 1.68 141.68 185 370 230 15.65 15.6610.2 11 75 150 1.84 151.84 205 410 260 17.69 17.7010.4 11 90 180 1.84 181.84 225 450 270 18.37 18.3810.6 11 100 200 1.84 201.84 255 510 310 21.09 21.1010.8 11 120 240 1.84 241.84 330 660 420 28.57 28.5811.0 11 130 260 1.84 261.84 365 730 470 31.97 31.9811.2 12 150 300 1.99 301.99 390 780 480 32.65 32.6611.4 12 160 320 1.99 321.99 380 760 440 29.93 29.9411.6 12 155 310 1.99 311.99 370 740 430 29.25 29.2611.8 12 150 300 1.99 301.99 370 740 440 29.93 29.9412.0 12 160 320 1.99 321.99 375 750 430 29.25 29.2612.2 13 165 330 2.15 332.15 380 760 430 29.25 29.2612.4 13 175 350 2.15 352.15 395 790 440 29.93 29.9412.6 13 180 360 2.15 362.15 410 820 460 31.29 31.3012.8 13 185 370 2.15 372.15 420 840 470 31.97 31.9813.0 13 190 380 2.15 382.15 430 860 480 32.65 32.6613.2 14 195 390 2.30 392.30 440 880 490 33.33 33.34
(K.K.Thaker) ( )
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)13.4 14 190 380 2.30 382.30 435 870 490 33.33 33.3413.6 14 195 390 2.30 392.30 445 890 500 34.01 34.0213.8 14 200 400 2.30 402.30 460 920 520 35.37 35.3814.0 14 200 400 2.30 402.30 465 930 530 36.05 36.0614.2 15 205 410 2.46 412.46 480 960 550 37.41 37.4214.4 15 210 420 2.46 422.46 490 980 560 38.10 38.1014.6 15 215 430 2.46 432.46 505 1010 580 39.46 39.4614.8 15 210 420 2.46 422.46 495 990 570 38.78 38.7815.0 15 220 440 2.46 442.46 525 1050 610 41.50 41.5115.2 16 210 420 2.61 422.61 510 1020 600 40.82 40.8315.4 16 215 430 2.61 432.61 520 1040 610 41.50 41.5115.6 16 220 440 2.61 442.61 530 1060 620 42.18 42.1915.8 16 215 430 2.61 432.61 515 1030 600 40.82 40.8316.0 16 225 450 2.61 452.61 550 1100 650 44.22 44.2316.2 17 220 440 2.77 442.77 530 1060 620 42.18 42.1916.4 17 225 450 2.77 452.77 555 1110 660 44.90 44.9116.6 17 230 460 2.77 462.77 570 1140 680 46.26 46.2716.8 17 220 440 2.77 442.77 550 1100 660 44.90 44.9117.0 17 230 460 2.77 462.77 575 1150 690 46.94 46.95
(K.K.Thaker) ( )
Results of SCPT 16
050
100150200250300350400450500
0 2 4 6 8 10 12 14 16 18Depth - m
Con
e R
esis
tanc
e - k
g /c
m2
05
101520253035404550
0 2 4 6 8 10 12 14 16 18Depth - m
Fric
tiona
l Res
ista
nce
- kg
/ cm
2
(K.K.Thaker) ( )
Project :Location :Date :
Correction : Correction :1) 1.34 kg 1) 1.345 kg2) 1.55 kg 2) 3.6 cm3) 10 cm2 3) 13 cm4) 20 cm2 4) 147 cm2
5) 5)
6)
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)0.2 1 8 16 0.29 16.29 25 50 34 2.31 2.320.4 1 12 24 0.29 24.29 38 76 52 3.54 3.550.6 1 15 30 0.29 30.29 48 96 66 4.49 4.500.8 1 17 34 0.29 34.29 55 110 76 5.17 5.181.0 1 24 48 0.29 48.29 78 156 108 7.35 7.361.2 2 25 50 0.44 50.44 77 154 104 7.07 7.081.4 2 23 46 0.44 46.44 67 134 88 5.99 6.001.6 2 22 44 0.44 44.44 68 136 92 6.26 6.271.8 2 21 42 0.44 42.44 69 138 96 6.53 6.542.0 2 19 38 0.44 38.44 65 130 92 6.26 6.272.2 3 17 34 0.60 34.60 60 120 86 5.85 5.862.4 3 14 28 0.60 28.60 55 110 82 5.58 5.59
Static Cone Penetration Test No.17Proposed structure of TDI Project at Rahiyad, Dahej for GNFCbh no 2419-05-10
Outer Dia, of Friction Jacket (d)Length of Friction Jacket (h)Surface area of friction jacket (a)Correction factor to be added to gauge reading(mf / a)
No. of rods used (n)
BMass of Friction Jacket (mf)
AMass of Cone (m)Mass of each Sounding Rod (m 1)Cone area at base (b)Plunger Area (b')Correction factor to be added to gauge reading(m + n m 1)/10
(K.K.Thaker) ( )
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)2.6 3 13 26 0.60 26.60 51 102 76 5.17 5.182.8 3 12 24 0.60 24.60 45 90 66 4.49 4.503.0 3 12 24 0.60 24.60 42 84 60 4.08 4.093.2 4 11 22 0.75 22.75 40 80 58 3.95 3.953.4 4 10 20 0.75 20.75 38 76 56 3.81 3.823.6 4 10 20 0.75 20.75 37 74 54 3.67 3.683.8 4 10 20 0.75 20.75 38 76 56 3.81 3.824.0 4 11 22 0.75 22.75 39 78 56 3.81 3.824.2 5 12 24 0.91 24.91 40 80 56 3.81 3.824.4 5 10 20 0.91 20.91 36 72 52 3.54 3.554.6 5 12 24 0.91 24.91 38 76 52 3.54 3.554.8 5 13 26 0.91 26.91 41 82 56 3.81 3.825.0 5 13 26 0.91 26.91 42 84 58 3.95 3.955.2 6 14 28 1.06 29.06 46 92 64 4.35 4.365.4 6 15 30 1.06 31.06 47 94 64 4.35 4.365.6 6 18 36 1.06 37.06 58 116 80 5.44 5.455.8 6 19 38 1.06 39.06 63 126 88 5.99 6.006.0 6 21 42 1.06 43.06 70 140 98 6.67 6.686.2 7 25 50 1.22 51.22 81 162 112 7.62 7.636.4 7 29 58 1.22 59.22 90 180 122 8.30 8.316.6 7 32 64 1.22 65.22 96 192 128 8.71 8.726.8 7 30 60 1.22 61.22 91 182 122 8.30 8.317.0 7 33 66 1.22 67.22 95 190 124 8.44 8.447.2 8 37 74 1.37 75.37 110 220 146 9.93 9.947.4 8 37 74 1.37 75.37 113 226 152 10.34 10.357.6 8 40 80 1.37 81.37 130 260 180 12.24 12.25
(K.K.Thaker) ( )
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)7.8 8 45 90 1.37 91.37 150 300 210 14.29 14.298.0 8 60 120 1.37 121.37 170 340 220 14.97 14.988.2 9 58 116 1.53 117.53 165 330 214 14.56 14.578.4 9 70 140 1.53 141.53 200 400 260 17.69 17.708.6 9 78 156 1.53 157.53 195 390 234 15.92 15.938.8 9 85 170 1.53 171.53 215 430 260 17.69 17.709.0 9 75 150 1.53 151.53 205 410 260 17.69 17.709.2 10 81 162 1.68 163.68 235 470 308 20.95 20.969.4 10 90 180 1.68 181.68 255 510 330 22.45 22.469.6 10 100 200 1.68 201.68 275 550 350 23.81 23.829.8 10 105 210 1.68 211.68 300 600 390 26.53 26.54
10.0 10 105 210 1.68 211.68 305 610 400 27.21 27.2210.2 11 110 220 1.84 221.84 315 630 410 27.89 27.9010.4 11 115 230 1.84 231.84 325 650 420 28.57 28.5810.6 11 120 240 1.84 241.84 335 670 430 29.25 29.2610.8 11 130 260 1.84 261.84 350 700 440 29.93 29.9411.0 11 135 270 1.84 271.84 360 720 450 30.61 30.6211.2 12 140 280 1.99 281.99 380 760 480 32.65 32.6611.4 12 135 270 1.99 271.99 375 750 480 32.65 32.6611.6 12 140 280 1.99 281.99 385 770 490 33.33 33.3411.8 12 145 290 1.99 291.99 395 790 500 34.01 34.0212.0 12 150 300 1.99 301.99 405 810 510 34.69 34.7012.2 13 160 320 2.15 322.15 420 840 520 35.37 35.3812.4 13 155 310 2.15 312.15 415 830 520 35.37 35.3812.6 13 160 320 2.15 322.15 425 850 530 36.05 36.0612.8 13 165 330 2.15 332.15 430 860 530 36.05 36.0613.0 13 165 330 2.15 332.15 435 870 540 36.73 36.7413.2 14 175 350 2.30 352.30 450 900 550 37.41 37.42
(K.K.Thaker) ( )
Depth Number ofrods in use
Gauge readingof ConePenetration
Cone Penetration Resistance
Correction Factor
Corrected Value of ConeResistance
Gauge Reading ofCone + JacketResistance
Cone + JacketResistance
Total Resistance -Cone Resistance
Frictional Resistance
Corrected Frictional Resistance
m ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2) ( kg / cm2)13.4 14 175 350 2.30 352.30 455 910 560 38.10 38.1013.6 14 180 360 2.30 362.30 460 920 560 38.10 38.1013.8 14 180 360 2.30 362.30 465 930 570 38.78 38.7814.0 14 175 350 2.30 352.30 455 910 560 38.10 38.1014.2 15 180 360 2.46 362.46 470 940 580 39.46 39.4614.4 15 185 370 2.46 372.46 475 950 580 39.46 39.4614.6 15 190 380 2.46 382.46 485 970 590 40.14 40.1514.8 15 190 380 2.46 382.46 495 990 610 41.50 41.5115.0 15 195 390 2.46 392.46 505 1010 620 42.18 42.1915.2 16 200 400 2.61 402.61 520 1040 640 43.54 43.5515.4 16 195 390 2.61 392.61 515 1030 640 43.54 43.5515.6 16 205 410 2.61 412.61 525 1050 640 43.54 43.5515.8 16 210 420 2.61 422.61 540 1080 660 44.90 44.9116.0 16 215 430 2.61 432.61 555 1110 680 46.26 46.27
(K.K.Thaker) ( )
Results of SCPT 17
050
100150200250300350400450500
0 2 4 6 8 10 12 14 16 18Depth - m
Con
e R
esis
tanc
e - k
g /c
m2
05
101520253035404550
0 2 4 6 8 10 12 14 16 18Depth - m
Fric
tiona
l Res
ista
nce
- kg
/ cm
2
(K.K.Thaker) ( )
TerminologyCu -Cτ - = 0.50 X Cu
Cφ - = 1.73 X Cu
Cψ - = 0.75 X Cu
G -μ - 0.40E -fnz -
-
23.6 0.11
= 2025 kg= 37.0 kg= Mass of block + mass of vibrator = 2062 kg= 9.81 m/sec2
1
Size of the block = 1.50 m long, 0.75 m wide and 0.75 m deepData
Calculations
Mass of the vibratorTotal vibrating mass (M)Acceleration due to gravity (g)
Coefficient of elastic uniform shear in kg / cm3
Coefficient of elastic non uniform compression in kg / cm3
Coefficient of elastic non uniform shear in kg / cm3
Damping coefficient
The above coefficients are reported for foundation contact area, A of 10.0 m2 (1,00,000 cm2 )or more
Results of Block Vibration Test(As per IS : 5249, 1992, reaffirmed 1995)
Project : Proposed structure of TDI Project at Rahiyad, Dahej for GNFC
Coefficient of elastic uniform compression in kg / cm3
Test No.
Depth of Conducting testBase Area of the Block (A1)Mass of the block
= 2.50 m= 1.125 sq. m
Coefficient of elastic uniform compression in kg / cm3 for block of size 0.78m wide,0.78m long and 1.50m deep= Cu / √ Α1 / Α Cu1 -
Modulus of elasticity of strata in kg / cm2 = G X 2 X (1 + μ)Resonance frequency of foundation block – soil system in cycles / sec
= { 4 X π2 X fnz2 X M / (A1 X g)} X 10-6 kg / cm3
Modulus of rigidity of strata in Kg / cm2, G = Cu X √ A X (1 - μ ) / 2.26Poisson's ratio = for this particular situation
Modulus of elasticity of strata E= 149.6* 2 * (1 + 0.40) = 418.8 kg/sq. cm
cycles / sec and = From chart between amp v/s. freq fnz =
Coefficient of elastic non – uniform shear Cψ= 0.75*4.11 = 1.04 kg/cu.cmModulus of rigidity of strata G = 4.11 * √ 100000* (1.0 – 0.40) / 2.26 = 149.6 kg/sq.cm
Coefficient of elastic uniform shear Cτ = 0.5*4.11 = 0.69 kg/cu.cmCoefficient of elastic non–uniform compression Cφ = 1.73*4.11 = 2.39 kg/cu.cm
Coefficient of Elastic uniform compression
Cu1 = {4 * π2*23.62*2062 / (1.125 * 9.81)} * 10-6 = 4.11 kg/cu.cmCu = 4.11 * √1.125/10.0 = 1.38 kg/cu.cm
Response Curve (Block Vibration Test No. 1 )
0.00
0.05
0.10
0.15
0.20
0.25
0.30
0.35
0.40
0.45
0.50
0.55
0.60
0.65
0.70
0.75
0.80
0.85
0.90
0.95
1.00
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00
Frequency (cycles / sec)
Am
plitu
de (1
0 -5
mm
)
= f 2 - f 1 / 2 fnz = 0.11
A max / ( 2 ) 0.5 = 0.566
f1 f2 fnz
TerminologyCu -Cτ - = 0.50 X Cu
Cφ - = 1.73 X Cu
Cψ - = 0.75 X Cu
G -μ - 0.40E -fnz -
-
33.300 0.20
= 2025 kg= 37.0 kg= Mass of block + mass of vibrator = 2062 kg= 9.81 m/sec2
2
Size of the block = 1.50 m long, 0.75 m wide and 0.75 m deepData
Calculations
Mass of the vibratorTotal vibrating mass (M)Acceleration due to gravity (g)
Coefficient of elastic uniform shear in kg / cm3
Coefficient of elastic non uniform compression in kg / cm3
Coefficient of elastic non uniform shear in kg / cm3
Damping coefficient
The above coefficients are reported for foundation contact area, A of 10.0 m2 (1,00,000 cm2 )or more
Results of Block Vibration Test(As per IS : 5249, 1992, reaffirmed 1995)
Project : Proposed structure of TDI Project at Rahiyad, Dahej for GNFC
Coefficient of elastic uniform compression in kg / cm3
Test No.
Depth of Conducting testBase Area of the Block (A1)Mass of the block
= 2.50 m= 1.125 sq. m
Coefficient of elastic uniform compression in kg / cm3 for block of size 0.78m wide,0.78m long and 1.50m deep= Cu / √ Α1 / Α Cu1 -
Modulus of elasticity of strata in kg / cm2 = G X 2 X (1 + μ)Resonance frequency of foundation block – soil system in cycles / sec
= { 4 X π2 X fnz2 X M / (A1 X g)} X 10-6 kg / cm3
Modulus of rigidity of strata in Kg / cm2, G = Cu X √ A X (1 - μ ) / 2.26Poisson's ratio = for this particular situation
Modulus of elasticity of strata E= 297* 2 * (1 + 0.40) = 831.5 kg/sq. cm
cycles / sec and = From chart between amp v/s. freq fnz =
Coefficient of elastic non – uniform shear Cψ= 0.75*2.74 = 2.06 kg/cu.cmModulus of rigidity of strata G = 2.74 * √ 100000* (1.0 – 0.40) / 2.26 = 297 kg/sq.cm
Coefficient of elastic uniform shear Cτ = 0.5*2.74 = 1.37 kg/cu.cmCoefficient of elastic non–uniform compression Cφ = 1.73*2.74 = 4.74 kg/cu.cm
Coefficient of Elastic uniform compression
Cu1 = {4 * π2*33.32*2062 / (1.125 * 9.81)} * 10-6 = 8.18 kg/cu.cmCu = 8.18 * √1.125/10.0 = 2.74 kg/cu.cm
Response Curve (Block Vibration Test No. 2 )
0.00
0.05
0.10
0.15
0.20
0.25
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00
Frequency (cycles / sec)
Am
plitu
de (1
0 -5
mm
)
= f 2 - f 1 / 2 fnz = 0.20
A max / ( 2 ) 0.5 = 0.127
f1 f2 fnz
ρ =π =S =R =V =I =
Resistence Observed in
Ω
Resistivity ρ in Ω m
Resistence Observed in
Ω
Resistivity ρ in Ω m
Resistence Observed in
Ω
Resistivity ρ in Ω m
Resistence Observed in
Ω
Resistivity ρ in Ω m
1 0.34 2.14 0.21 1.32 0.26 1.63 0.24 1.49 1.562 0.18 2.26 0.07 0.88 0.13 1.66 0.09 1.17 1.413 0.11 2.07 0.09 1.70 0.11 2.02 0.10 1.82 1.814 0.09 2.26 0.07 1.76 0.08 1.97 0.08 1.97 1.895 0.10 3.14 0.08 2.51 0.10 3.01 0.09 2.84 2.736 0.08 3.02 0.05 1.88 0.06 2.36 0.06 2.19 2.247 0.07 3.08 0.04 1.76 0.06 2.63 0.05 2.26 2.318 0.06 3.02 0.03 1.51 0.05 2.32 0.04 1.90 2.079 0.03 1.70 0.02 1.13 0.02 1.32 0.02 1.11 1.24
10 0.01 0.63 0.01 0.63 0.01 0.60 0.01 0.59 0.58
KCT Consultancy ServicesRESULTS OF ELECTRICAL RESISTIVITY
( IS : 3043, 1987 )
Average Resistivity ( Ω - m )
Where
ERT No. :Name of Project :
Battery Condition :Climatic Condition :
1 Near BH 1Proposed TDI Project of GNFC at Rahiyad, DahejGoodCool and Dry
Resistivity at given depth ρ = 2 π S R
Resistivity in ohm - m ( Ω m )Value of pi - 22 / 7 Electrode Spacing ( equal to the depth at which resistivity is determined ) in mV / I in ohm ( Ω )
Spacing of Electrode in (
m )
Voltage Drop between inner electrodes in VoltCurrent applied in outer electrodes in Amp.
DirectionS E - N WN E - S WE - WN - S
Average Reistivity V/S. Depth1
2
3
4
5
6
7
8
9
10
0.00 0.50 1.00 1.50 2.00 2.50 3.00Average Resistivity in Ω - m
Dep
th in
m
Depth 10.0 m
Depth 4.0 m Depth 5.0 m Depth 6.0 m
Depth 7.0 m Depth 8.0 m Depth 9.0 m
KCT Consultancy Services POLAR DIAGRAMS OF ELECTRICAL RESISTIVITY RESULTS
( IS : 3043, 1987 )
ERT No. :Name of Project :
1 Near BH 1Proposed TDI Project of GNFC at Rahiyad, Dahej
Depth 3.0 mDepth 2.0 mDepth 1.0 m
0.000.501.001.502.002.50
N
NE
E
SE
S
SW
E
NW
0.000.501.001.502.002.50
N
NE
E
SE
S
SW
E
NW
0.000.501.001.502.002.50
N
NE
E
SE
S
SW
E
NW
0.000.501.001.502.002.50
N
NE
E
SE
S
SW
E
NW
0.001.002.003.004.00
N
NE
E
SE
S
SW
E
NW
0.001.002.003.004.00
N
NE
E
SE
S
SW
E
NW
0.00
1.00
2.00
3.00
4.00N
NE
E
SE
S
SW
E
NW
0.00
1.00
2.00
3.00
4.00N
NE
E
SE
S
SW
E
NW
0.00
0.50
1.00
1.50
2.00N
NE
E
SE
S
SW
E
NW
0.56
0.58
0.60
0.62
0.64N
NE
E
SE
S
SW
E
NW
ρ =π =S =R =V =I =
Resistence Observed in
Ω
Resistivity ρ in Ω m
Resistence Observed in
Ω
Resistivity ρ in Ω m
Resistence Observed in
Ω
Resistivity ρ in Ω m
Resistence Observed in
Ω
Resistivity ρ in Ω m
1 1.54 9.68 1.58 9.93 1.54 9.67 1.51 9.51 9.202 0.27 3.39 0.36 4.52 0.26 3.23 0.37 4.64 3.743 0.35 6.60 0.16 3.02 0.34 6.34 0.16 3.00 4.494 0.56 14.07 0.53 13.32 0.58 14.58 0.51 12.91 13.025 0.48 15.08 0.18 5.65 0.46 14.48 0.18 5.55 9.676 0.33 12.44 0.14 5.28 0.34 12.96 0.14 5.25 8.527 0.18 7.92 0.22 9.68 0.18 7.90 0.21 9.35 8.268 0.22 11.06 0.18 9.05 0.23 11.55 0.17 8.64 9.569 0.24 13.57 0.80 45.24 0.25 14.09 0.82 46.59 28.34
10 0.19 11.94 0.70 43.98 0.20 12.30 0.67 42.30 26.21
KCT Consultancy ServicesRESULTS OF ELECTRICAL RESISTIVITY
( IS : 3043, 1987 )
Average Resistivity ( Ω - m )
Where
ERT No. :Name of Project :
Battery Condition :Climatic Condition :
2 Near BH 15 AProposed TDI Project of GNFC at Rahiyad, DahejGoodCool and Dry
Resistivity at given depth ρ = 2 π S R
Resistivity in ohm - m ( Ω m )Value of pi - 22 / 7 Electrode Spacing ( equal to the depth at which resistivity is determined ) in mV / I in ohm ( Ω )
Spacing of Electrode in (
m )
Voltage Drop between inner electrodes in VoltCurrent applied in outer electrodes in Amp.
DirectionS E - N WN E - S WE - WN - S
Average Reistivity V/S. Depth1
2
3
4
5
6
7
8
9
10
0.00 5.00 10.00 15.00 20.00 25.00 30.00Average Resistivity in Ω - m
Dep
th in
m
Depth 10.0 m
Depth 4.0 m Depth 5.0 m Depth 6.0 m
Depth 7.0 m Depth 8.0 m Depth 9.0 m
KCT Consultancy Services POLAR DIAGRAMS OF ELECTRICAL RESISTIVITY RESULTS
( IS : 3043, 1987 )
ERT No. :Name of Project :
2 Near BH 15 AProposed TDI Project of GNFC at Rahiyad, Dahej
Depth 3.0 mDepth 2.0 mDepth 1.0 m
9.20
9.40
9.60
9.80
10.00N
NE
E
SE
S
SW
E
NW
0.001.002.003.004.005.00
N
NE
E
SE
S
SW
E
NW
0.00
2.00
4.00
6.00
8.00N
NE
E
SE
S
SW
E
NW
12.00
13.00
14.00
15.00N
NE
E
SE
S
SW
E
NW
0.005.00
10.0015.0020.00
N
NE
E
SE
S
SW
E
NW
0.00
5.00
10.00
15.00N
NE
E
SE
S
SW
E
NW
0.002.004.006.008.00
10.00N
NE
E
SE
S
SW
E
NW
0.00
5.00
10.00
15.00N
NE
E
SE
S
SW
E
NW
0.0010.0020.0030.0040.0050.00
N
NE
E
SE
S
SW
E
NW
0.0010.0020.0030.0040.0050.00
N
NE
E
SE
S
SW
E
NW
ρ =π =S =R =V =I =
Resistence Observed in
Ω
Resistivity ρ in Ω m
Resistence Observed in
Ω
Resistivity ρ in Ω m
Resistence Observed in
Ω
Resistivity ρ in Ω m
Resistence Observed in
Ω
Resistivity ρ in Ω m
1 1.29 8.11 1.57 9.86 1.30 8.18 1.39 8.75 8.272 0.81 10.18 0.27 3.39 0.57 7.17 0.38 4.78 6.043 0.24 4.52 0.64 12.06 0.43 8.03 0.58 10.90 8.414 0.20 5.03 0.38 9.55 0.27 6.87 0.35 8.68 7.145 0.39 12.25 0.21 6.60 0.31 9.86 0.25 7.73 8.646 0.14 5.28 0.26 9.80 0.21 7.85 0.25 9.31 7.637 0.13 5.72 0.30 13.19 0.21 9.43 0.25 10.95 9.318 0.18 9.05 0.09 4.52 0.14 6.88 0.12 6.20 6.329 0.16 9.05 0.13 7.35 0.15 8.37 0.14 7.88 7.74
10 0.09 5.65 0.08 5.03 0.09 5.49 0.09 5.57 5.16
KCT Consultancy ServicesRESULTS OF ELECTRICAL RESISTIVITY
( IS : 3043, 1987 )
Average Resistivity ( Ω - m )
Where
ERT No. :Name of Project :
Battery Condition :Climatic Condition :
3 Near BH 15 BProposed TDI Project of GNFC at Rahiyad, DahejGoodCool and Dry
Resistivity at given depth ρ = 2 π S R
Resistivity in ohm - m ( Ω m )Value of pi - 22 / 7 Electrode Spacing ( equal to the depth at which resistivity is determined ) in mV / I in ohm ( Ω )
Spacing of Electrode in (
m )
Voltage Drop between inner electrodes in VoltCurrent applied in outer electrodes in Amp.
DirectionS E - N WN E - S WE - WN - S
Average Reistivity V/S. Depth
1
2
3
4
5
6
7
8
9
10
0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00
Average Resistivity in Ω - m
Dep
th in
m
Depth 10.0 m
Depth 4.0 m Depth 5.0 m Depth 6.0 m
Depth 7.0 m Depth 8.0 m Depth 9.0 m
KCT Consultancy Services POLAR DIAGRAMS OF ELECTRICAL RESISTIVITY RESULTS
( IS : 3043, 1987 )
ERT No. :Name of Project :
3 Near BH 15 BProposed TDI Project of GNFC at Rahiyad, Dahej
Depth 3.0 mDepth 2.0 mDepth 1.0 m
0.002.004.006.008.00
10.00N
NE
E
SE
S
SW
E
NW
0.00
5.00
10.00
15.00N
NE
E
SE
S
SW
E
NW
0.00
5.00
10.00
15.00N
NE
E
SE
S
SW
E
NW
0.002.004.006.008.00
10.00N
NE
E
SE
S
SW
E
NW
0.00
5.00
10.00
15.00N
NE
E
SE
S
SW
E
NW
0.002.004.006.008.00
10.00N
NE
E
SE
S
SW
E
NW
0.00
5.00
10.00
15.00N
NE
E
SE
S
SW
E
NW
0.002.004.006.008.00
10.00N
NE
E
SE
S
SW
E
NW
0.002.004.006.008.00
10.00N
NE
E
SE
S
SW
E
NW
4.604.805.005.205.405.60
N
NE
E
SE
S
SW
E
NW
ρ =π =S =R =V =I =
Resistence Observed in
Ω
Resistivity ρ in Ω m
Resistence Observed in
Ω
Resistivity ρ in Ω m
Resistence Observed in
Ω
Resistivity ρ in Ω m
Resistence Observed in
Ω
Resistivity ρ in Ω m
1 1.62 10.18 1.44 9.05 1.54 9.70 1.60 10.04 9.242 0.52 6.53 0.23 2.89 0.40 5.09 0.30 3.79 4.343 0.13 2.45 0.10 1.88 0.13 2.38 0.11 2.16 2.104 0.09 2.26 0.09 2.26 0.09 2.26 0.10 2.40 2.185 0.17 5.34 0.21 6.60 0.19 5.85 0.19 6.10 5.676 0.08 3.02 0.14 5.28 0.10 3.91 0.11 4.33 3.927 0.07 3.08 0.06 2.64 0.06 2.67 0.06 2.84 2.668 0.09 4.52 0.07 3.52 0.08 4.18 0.07 3.70 3.789 0.05 2.83 0.09 5.09 0.07 4.20 0.09 4.96 4.04
10 0.03 1.88 0.08 5.03 0.06 3.46 0.07 4.62 3.55
KCT Consultancy ServicesRESULTS OF ELECTRICAL RESISTIVITY
( IS : 3043, 1987 )
Average Resistivity ( Ω - m )
Where
ERT No. :Name of Project :
Battery Condition :Climatic Condition :
4 Near BH 15 CProposed TDI Project of GNFC at Rahiyad, DahejGoodCool and Dry
Resistivity at given depth ρ = 2 π S R
Resistivity in ohm - m ( Ω m )Value of pi - 22 / 7 Electrode Spacing ( equal to the depth at which resistivity is determined ) in mV / I in ohm ( Ω )
Spacing of Electrode in (
m )
Voltage Drop between inner electrodes in VoltCurrent applied in outer electrodes in Amp.
DirectionS E - N WN E - S WE - WN - S
Average Reistivity V/S. Depth
1
2
3
4
5
6
7
8
9
10
0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00
Average Resistivity in Ω - m
Dep
th in
m
Depth 10.0 m
Depth 4.0 m Depth 5.0 m Depth 6.0 m
Depth 7.0 m Depth 8.0 m Depth 9.0 m
KCT Consultancy Services POLAR DIAGRAMS OF ELECTRICAL RESISTIVITY RESULTS
( IS : 3043, 1987 )
ERT No. :Name of Project :
4 Near BH 15 CProposed TDI Project of GNFC at Rahiyad, Dahej
Depth 3.0 mDepth 2.0 mDepth 1.0 m
8.008.509.009.50
10.0010.50
N
NE
E
SE
S
SW
E
NW
0.00
2.00
4.00
6.00
8.00N
NE
E
SE
S
SW
E
NW
0.000.501.001.502.002.50
N
NE
E
SE
S
SW
E
NW
2.152.202.252.302.352.402.45
N
NE
E
SE
S
SW
E
NW
0.002.004.006.008.00
N
NE
E
SE
S
SW
E
NW
0.00
2.00
4.00
6.00N
NE
E
SE
S
SW
E
NW
2.40
2.60
2.80
3.00
N
NE
E
SE
S
SW
E
NW
0.001.002.003.004.005.00
N
NE
E
SE
S
SW
E
NW
0.00
2.00
4.00
6.00N
NE
E
SE
S
SW
E
NW
0.00
2.00
4.00
6.00N
NE
E
SE
S
SW
E
NW
ρ =π =S =R =V =I =
Resistence Observed in
Ω
Resistivity ρ in Ω m
Resistence Observed in
Ω
Resistivity ρ in Ω m
Resistence Observed in
Ω
Resistivity ρ in Ω m
Resistence Observed in
Ω
Resistivity ρ in Ω m
1 2.31 14.51 2.14 13.45 2.17 13.62 2.26 14.18 13.222 0.57 7.16 0.46 5.78 0.47 5.88 0.47 5.97 5.883 0.46 8.67 0.13 2.45 0.29 5.51 0.19 3.60 4.784 0.19 4.78 0.16 4.02 0.19 4.70 0.18 4.52 4.275 0.18 5.65 0.20 6.28 0.20 6.43 0.20 6.30 5.856 0.21 7.92 0.19 7.16 0.22 8.17 0.21 7.89 7.387 0.25 11.00 0.21 9.24 0.23 10.05 0.21 9.05 9.338 0.13 6.53 0.14 7.04 0.14 7.13 0.13 6.49 6.459 0.18 10.18 0.16 9.05 0.16 8.97 0.15 8.72 8.75
10 0.12 7.54 0.13 8.17 0.13 8.39 0.14 8.76 7.79
KCT Consultancy ServicesRESULTS OF ELECTRICAL RESISTIVITY
( IS : 3043, 1987 )
Average Resistivity ( Ω - m )
Where
ERT No. :Name of Project :
Battery Condition :Climatic Condition :
5 Near BH 16Proposed TDI Project of GNFC at Rahiyad, DahejGoodCool and Dry
Resistivity at given depth ρ = 2 π S R
Resistivity in ohm - m ( Ω m )Value of pi - 22 / 7 Electrode Spacing ( equal to the depth at which resistivity is determined ) in mV / I in ohm ( Ω )
Spacing of Electrode in (
m )
Voltage Drop between inner electrodes in VoltCurrent applied in outer electrodes in Amp.
DirectionS E - N WN E - S WE - WN - S
Average Reistivity V/S. Depth
1
2
3
4
5
6
7
8
9
10
0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00
Average Resistivity in Ω - m
Dep
th in
m
Depth 10.0 m
Depth 4.0 m Depth 5.0 m Depth 6.0 m
Depth 7.0 m Depth 8.0 m Depth 9.0 m
KCT Consultancy Services POLAR DIAGRAMS OF ELECTRICAL RESISTIVITY RESULTS
( IS : 3043, 1987 )
ERT No. :Name of Project :
5 Near BH 16Proposed TDI Project of GNFC at Rahiyad, Dahej
Depth 3.0 mDepth 2.0 mDepth 1.0 m
12.5013.0013.5014.0014.5015.00
N
NE
E
SE
S
SW
E
NW
0.00
2.00
4.00
6.00
8.00N
NE
E
SE
S
SW
E
NW
0.002.004.006.008.00
10.00N
NE
E
SE
S
SW
E
NW
3.50
4.00
4.50
5.00N
NE
E
SE
S
SW
E
NW
5.00
5.50
6.00
6.50N
NE
E
SE
S
SW
E
NW
6.507.007.508.008.50
N
NE
E
SE
S
SW
E
NW
0.00
5.00
10.00
15.00N
NE
E
SE
S
SW
E
NW
6.006.206.406.606.807.00
N
NE
E
SE
S
SW
E
NW
7.508.008.509.009.50
10.0010.50
N
NE
E
SE
S
SW
E
NW
6.507.007.508.008.509.00
N
NE
E
SE
S
SW
E
NW
ρ =π =S =R =V =I =
Resistence Observed in
Ω
Resistivity ρ in Ω m
Resistence Observed in
Ω
Resistivity ρ in Ω m
Resistence Observed in
Ω
Resistivity ρ in Ω m
Resistence Observed in
Ω
Resistivity ρ in Ω m
1 0.61 3.83 0.63 3.96 0.66 4.12 0.59 3.73 3.712 0.26 3.27 0.26 3.27 0.24 3.05 0.27 3.43 3.093 0.19 3.58 0.20 3.77 0.20 3.71 0.18 3.46 3.444 0.21 5.28 0.09 2.26 0.16 4.05 0.13 3.35 3.545 0.12 3.77 0.08 2.51 0.10 3.17 0.10 3.09 2.986 0.16 6.03 0.07 2.64 0.11 3.98 0.09 3.58 3.847 0.09 3.96 0.05 2.20 0.07 2.96 0.06 2.82 2.838 0.04 2.01 0.07 3.52 0.06 2.92 0.07 3.38 2.809 0.03 1.70 0.04 2.26 0.03 1.88 0.03 1.91 1.84
10 0.01 0.63 0.02 1.26 0.01 0.85 0.02 0.97 0.88
KCT Consultancy ServicesRESULTS OF ELECTRICAL RESISTIVITY
( IS : 3043, 1987 )
Average Resistivity ( Ω - m )
Where
ERT No. :Name of Project :
Battery Condition :Climatic Condition :
6Near BH 17Proposed TDI Project of GNFC at Rahiyad, DahejGoodCool and Dry
Resistivity at given depth ρ = 2 π S R
Resistivity in ohm - m ( Ω m )Value of pi - 22 / 7 Electrode Spacing ( equal to the depth at which resistivity is determined ) in mV / I in ohm ( Ω )
Spacing of Electrode in (
m )
Voltage Drop between inner electrodes in VoltCurrent applied in outer electrodes in Amp.
DirectionS E - N WN E - S WE - WN - S
Average Reistivity V/S. Depth
1
2
3
4
5
6
7
8
9
10
0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50
Average Resistivity in Ω - m
Dep
th in
m
Depth 10.0 m
Depth 4.0 m Depth 5.0 m Depth 6.0 m
Depth 7.0 m Depth 8.0 m Depth 9.0 m
KCT Consultancy Services POLAR DIAGRAMS OF ELECTRICAL RESISTIVITY RESULTS
( IS : 3043, 1987 )
ERT No. :Name of Project :
6Near BH 17Proposed TDI Project of GNFC at Rahiyad, Dahej
Depth 3.0 mDepth 2.0 mDepth 1.0 m
3.40
3.60
3.80
4.00
4.20N
NE
E
SE
S
SW
E
NW
2.80
3.00
3.20
3.40
N
NE
E
SE
S
SW
E
NW
3.203.303.403.503.603.70
N
NE
E
SE
S
SW
E
NW
0.00
2.00
4.00
6.00N
NE
E
SE
S
SW
E
NW
0.001.002.003.004.00
N
NE
E
SE
S
SW
E
NW
0.002.004.006.008.00
N
NE
E
SE
S
SW
E
NW
0.00
1.00
2.00
3.00
4.00N
NE
E
SE
S
SW
E
NW
0.00
1.00
2.00
3.00
4.00N
NE
E
SE
S
SW
E
NW
0.000.501.001.502.002.50
N
NE
E
SE
S
SW
E
NW
0.00
0.50
1.00
1.50N
NE
E
SE
S
SW
E
NW
ρ =π =S =R =V =I =
Resistence Observed in
Ω
Resistivity ρ in Ω m
Resistence Observed in
Ω
Resistivity ρ in Ω m
Resistence Observed in
Ω
Resistivity ρ in Ω m
Resistence Observed in
Ω
Resistivity ρ in Ω m
1 1.85 11.62 1.93 12.13 2.07 12.99 2.04 12.83 11.752 0.59 7.41 0.66 8.29 0.65 8.16 0.71 8.92 7.773 0.46 8.67 0.39 7.35 0.39 7.42 0.41 7.70 7.384 0.38 9.55 0.41 10.30 0.36 9.13 0.42 10.53 9.375 0.32 10.05 0.32 10.05 0.32 10.05 0.31 9.75 9.476 0.29 10.93 0.31 11.69 0.31 11.50 0.29 10.78 10.657 0.27 11.88 0.26 11.44 0.26 11.31 0.24 10.47 10.698 0.21 10.56 0.23 11.56 0.24 11.86 0.24 11.95 10.899 0.19 10.74 0.20 11.31 0.18 10.01 0.19 10.63 10.12
10 0.12 7.54 0.20 12.57 0.17 10.81 0.20 12.72 10.32
KCT Consultancy ServicesRESULTS OF ELECTRICAL RESISTIVITY
( IS : 3043, 1987 )
Average Resistivity ( Ω - m )
Where
ERT No. :Name of Project :
Battery Condition :Climatic Condition :
7 Near BH 22Proposed TDI Project of GNFC at Rahiyad, DahejGoodCool and Dry
Resistivity at given depth ρ = 2 π S R
Resistivity in ohm - m ( Ω m )Value of pi - 22 / 7 Electrode Spacing ( equal to the depth at which resistivity is determined ) in mV / I in ohm ( Ω )
Spacing of Electrode in (
m )
Voltage Drop between inner electrodes in VoltCurrent applied in outer electrodes in Amp.
DirectionS E - N WN E - S WE - WN - S
Average Reistivity V/S. Depth
1
2
3
4
5
6
7
8
9
10
0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00
Average Resistivity in Ω - m
Dep
th in
m
Depth 10.0 m
Depth 4.0 m Depth 5.0 m Depth 6.0 m
Depth 7.0 m Depth 8.0 m Depth 9.0 m
KCT Consultancy Services POLAR DIAGRAMS OF ELECTRICAL RESISTIVITY RESULTS
( IS : 3043, 1987 )
ERT No. :Name of Project :
7 Near BH 22Proposed TDI Project of GNFC at Rahiyad, Dahej
Depth 3.0 mDepth 2.0 mDepth 1.0 m
10.5011.0011.5012.0012.5013.00
N
NE
E
SE
S
SW
E
NW
0.002.004.006.008.00
10.00N
NE
E
SE
S
SW
E
NW
6.507.007.508.008.509.00
N
NE
E
SE
S
SW
E
NW
8.008.509.009.50
10.0010.5011.00
N
NE
E
SE
S
SW
E
NW
9.609.709.809.90
10.0010.10
N
NE
E
SE
S
SW
E
NW
10.0010.5011.0011.5012.00
N
NE
E
SE
S
SW
E
NW
9.5010.0010.5011.0011.5012.00
N
NE
E
SE
S
SW
E
NW
9.5010.0010.5011.0011.5012.00
N
NE
E
SE
S
SW
E
NW
9.009.50
10.0010.5011.0011.50
N
NE
E
SE
S
SW
E
NW
0.00
5.00
10.00
15.00N
NE
E
SE
S
SW
E
NW
Note :-1) Test was stopped when Ncbr exceeded 100 for 30 cm driving.2) There was no interruption in probing.
For KCT Consultancy Services
(K.K.Thaker)
KCT CONSULTANCY SERVICES, AHMEDABAD
Dynamic Cone Penetration Test No. 1IS : 4968 ( Part 2), 1976
Project : Proposed TDI Project of GNFC at Rahiyad, DahejDiameter of Cone : 62.5 mm
Results of Dynamic Cone Penetration Test No. 1
0.0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
0 10 20 30 40 50 60 70 80 90 100 110 120
No. of blows - Ncbr
Dep
th -
m
Note :-1) Test was stopped when Ncbr exceeded 100 for 30 cm driving.2) There was no interruption in probing.
For KCT Consultancy Services
(K.K.Thaker)
Project : Proposed TDI Project of GNFC at Rahiyad, DahejDiameter of Cone : 62.5 mm
KCT CONSULTANCY SERVICES, AHMEDABAD
Dynamic Cone Penetration Test No. 2IS : 4968 ( Part 2), 1976
Results of Dynamic Cone Penetration Test No. 1
0.0
0.9
1.8
2.7
3.6
4.5
5.4
0 10 20 30 40 50 60 70 80 90 100 110 120
No. of blows - Ncbr
Dep
th -
m
Note :-1) Test was stopped when Ncbr exceeded 100 for 30 cm driving.2) There was no interruption in probing.
For KCT Consultancy Services
(K.K.Thaker)
KCT CONSULTANCY SERVICES, AHMEDABAD
Dynamic Cone Penetration Test No. 3IS : 4968 ( Part 2), 1976
Project : Proposed TDI Project of GNFC at Rahiyad, DahejDiameter of Cone : 62.5 mm
Results of Dynamic Cone Penetration Test No. 1
0.0
0.9
1.8
2.7
3.6
4.5
5.4
6.3
0 10 20 30 40 50 60 70 80 90 100 110
No. of blows - Ncbr
Dep
th -
m
Note :-1) Test was stopped when Ncbr exceeded 100 for 30 cm driving.2) There was no interruption in probing.
For KCT Consultancy Services
(K.K.Thaker)
KCT CONSULTANCY SERVICES, AHMEDABAD
Dynamic Cone Penetration Test No. 4IS : 4968 ( Part 2), 1976
Project : Proposed TDI Project of GNFC at Rahiyad, DahejDiameter of Cone : 62.5 mm
Results of Dynamic Cone Penetration Test No. 1
0.0
0.9
1.8
2.7
3.6
4.5
5.4
6.3
7.2
0 10 20 30 40 50 60 70 80 90 100 110
No. of blows - Ncbr
Dep
th -
m
Note :-1) Test was stopped when Ncbr exceeded 100 for 30 cm driving.2) There was no interruption in probing.
For KCT Consultancy Services
(K.K.Thaker)
KCT CONSULTANCY SERVICES, AHMEDABAD
Dynamic Cone Penetration Test No. 5IS : 4968 ( Part 2), 1976
Project : Proposed TDI Project of GNFC at Rahiyad, DahejDiameter of Cone : 62.5 mm
Results of Dynamic Cone Penetration Test No. 1
0.0
0.9
1.8
2.7
3.6
4.5
5.4
6.3
0 10 20 30 40 50 60 70 80 90 100 110 120
No. of blows - Ncbr
Dep
th -
m
Note :-1) Test was stopped when Ncbr exceeded 100 for 30 cm driving.2) There was no interruption in probing.
For KCT Consultancy Services
(K.K.Thaker)
Project : Proposed TDI Project of GNFC at Rahiyad, DahejDiameter of Cone : 62.5 mm
KCT CONSULTANCY SERVICES, AHMEDABAD
Dynamic Cone Penetration Test No. 6IS : 4968 ( Part 2), 1976
Results of Dynamic Cone Penetration Test No. 1
0.0
0.9
1.8
2.7
3.6
4.5
5.4
6.3
0 10 20 30 40 50 60 70 80 90 100 110 120
No. of blows - Ncbr
Dep
th -
m
Note :-1) Test was stopped when Ncbr exceeded 100 for 30 cm driving.2) There was no interruption in probing.
For KCT Consultancy Services
(K.K.Thaker)
KCT CONSULTANCY SERVICES, AHMEDABAD
Dynamic Cone Penetration Test No. 7IS : 4968 ( Part 2), 1976
Project : Proposed TDI Project of GNFC at Rahiyad, DahejDiameter of Cone : 62.5 mm
Results of Dynamic Cone Penetration Test No. 1
0.0
0.9
1.8
2.7
3.6
4.5
5.4
6.3
0 10 20 30 40 50 60 70 80 90 100 110 120
No. of blows - Ncbr
Dep
th -
m
Note :-1) Test was stopped when Ncbr exceeded 100 for 30 cm driving.2) There was no interruption in probing.
For KCT Consultancy Services
(K.K.Thaker)
Project : Proposed TDI Project of GNFC at Rahiyad, DahejDiameter of Cone : 62.5 mm
KCT CONSULTANCY SERVICES, AHMEDABAD
Dynamic Cone Penetration Test No. 8IS : 4968 ( Part 2), 1976
Results of Dynamic Cone Penetration Test No. 1
0.0
0.9
1.8
2.7
3.6
4.5
5.4
6.3
0 10 20 30 40 50 60 70 80 90 100 110 120
No. of blows - Ncbr
Dep
th -
m
Note :-1) Test was stopped when Ncbr exceeded 100 for 30 cm driving.2) There was no interruption in probing.
For KCT Consultancy Services
(K.K.Thaker)
KCT CONSULTANCY SERVICES, AHMEDABAD
Dynamic Cone Penetration Test No. 9IS : 4968 ( Part 2), 1976
Project : Proposed TDI Project of GNFC at Rahiyad, DahejDiameter of Cone : 62.5 mm
Results of Dynamic Cone Penetration Test No. 1
0.0
0.9
1.8
2.7
3.6
4.5
5.4
6.3
7.2
0 10 20 30 40 50 60 70 80 90 100 110
No. of blows - Ncbr
Dep
th -
m
Note :-1) Test was stopped when Ncbr exceeded 100 for 30 cm driving.2) There was no interruption in probing.
For KCT Consultancy Services
(K.K.Thaker)
Project : Proposed TDI Project of GNFC at Rahiyad, DahejDiameter of Cone : 62.5 mm
KCT CONSULTANCY SERVICES, AHMEDABAD
Dynamic Cone Penetration TestIS : 4968 ( Part 2), 1976
Results of Dynamic Cone Penetration Test No. 1
0.0
0.9
1.8
2.7
3.6
4.5
5.4
6.3
7.2
8.1
9.0
9.9
10.8
11.7
12.6
13.5
0 10 20 30 40 50 60 70 80 90 100 110 120
No. of blows - Ncbr
Dep
th -
m
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