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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


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.


(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


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.


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


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


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


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.


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


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.



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



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 :


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


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


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


11.0

8.09.3

6.37.69.211.06.6

Immediate Settlement Si

mm5.97.5

0.730.73


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


Sr.



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



Depth of Foundation



Note :-


Project :



KCT Consultancy Services, AhmedabadAPPENDIX - 3 (for all structures between grid E 450 to E 1100)


Sr. No.

123456789

101112


Depth of Footing D

Width of Footing B


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


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


9.7

7.08.2

5.56.78.19.75.8

Immediate Settlement Si

mm5.26.6

0.730.73


Calculation of Immediate Settlement as per IS : 8009Si = Cd qnet B { ( 1 - μ 2 ) / E }


0.800.83

8.29.8

0.750.780.730.73


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


Sr.



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



Depth of Foundation



Note :-


Project :



KCT Consultancy Services, AhmedabadAPPENDIX - 4 (For 321, 321 A, 110, 115 A, 115 B, 807, 810 A, 802 A, 810 A, 812, 813)



Depth ofFooting D

Width ofFooting B

H Voids Ratio e0

Field Density γ

d p0 SBC Δp (Δp+p0)/p0 Correction for depth


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


Calculation of Settlement coresponding to SBC 7




Depth of Footing D

Width of Footing B


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


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


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)


Depth of Footing D

Width of Footing B


Stratum H

Voids Ratio e0

Field Density γ


layer d


Pressure Increment

Δp


pore pressure

parameter




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


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)


Depth of Footing D

Width of Footing B


Stratum H

Voids Ratio e0

Field Density γ


layer d


Pressure Increment

Δp


pore pressure

parameter




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


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)


Depth of Footing D

Width of Footing B


Stratum H

Voids Ratio e0

Field Density γ


layer d


Pressure Increment

Δp


pore pressure

parameter




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


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


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,


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.







= 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



0.750

13.5 76.08

18.5 95.03

23.5 113.98


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



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


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.







= 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



0.750

13.5 75.28

18.5 94.77

23.5 114.26


6) Safe Load in Uplift in Ton


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,




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


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,



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




Degree


0.00-7.00 0.71 10 1.75 19

7.00-10.10 0.22 26 1.85 23




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


(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,


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




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


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



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:





times the diameter.


followed.



4





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




Degree


0.00-7.50 0.69 14 1.75 15





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,


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




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


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



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:





times the diameter.


followed.



4





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




Degree


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





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


(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)


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




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


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



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:





times the diameter.


followed.

4







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


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


R =

4




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




times the diameter.


followed.







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


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


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


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)


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


R =




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:





times the diameter.


followed.







2911 (Part III)

(K.K.Thaker)

4


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


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 .


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

For, KCT Consultancy Services,

K. K. Thaker

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

For, KCT Consultancy Services,

K. K. Thaker

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


1

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 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. - ( )


2


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

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


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,



3

itySr ity

oned

on

est



Project :-




BH No. :-

Depth


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 - - -




4

itySr ity

oned

on

est



Project :-




BH No. :-

Depth


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 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 - - -



5


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


Grain Size AnalysisField Density


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


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



6


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 :-





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


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




7

itySr ity

oned

on

est



Project :-




BH No. :-

Depth


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 - - -



8


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 :-





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


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



9


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 :-





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


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



10


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 :-





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


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



11


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 :-





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


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




12


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


Soil

Cla

ssifi

catio



Spec

ific

Gra

vity

Gra

vel

SPT

N V

alue

Sand

Type of Sample

Depth


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 - - -



13


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 :-





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


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


14

ySr y nd h Cx oShear ParametereConsistancy limits n


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


Soil

Cla

ssifi

catio



Spec

ific

Gra

vity

Gra

vel

SPT

N V

alue

Sand

Type of Sample

Depth


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 - - - - - - - -



15


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


Soil

Cla

ssifi

catio



Spec

ific

Gra

vity

Gra

vel

SPT

N V

alue

Sand

Type of Sample

Depth


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




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


Spec

ific

Gra

vity

Gra

vel

Sand

Project :-


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


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



17


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 :-





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


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


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 :-





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


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



19


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 :-





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


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



20


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 :-





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


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


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 :-





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


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


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 :-





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


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



23


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 :-





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


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



24


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 :-





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


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


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 :-





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


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



26


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 :-





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


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




27


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


Soil

Cla

ssifi

catio



Spec

ific

Gra

vity

Gra

vel

SPT

N V

alue

Sand

Type of Sample

Depth


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


28


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 :-





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


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



29


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 :-





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


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



30


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 :-





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


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



31


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 :-





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


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


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 :-





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


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



33


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 :-





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


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



34


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 :-





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


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



35


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 :-





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


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




36

ySr y nd h Cx oShear ParametereConsistancy limits n


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


Soil

Cla

ssifi

catio



Spec

ific

Gra

vity

Gra

vel

SPT

N V

alue

Sand

Type of Sample

Depth


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 - - -



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



Spec

ific

Gra

vity

Gra

vel

Sand

Project :-


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


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




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



Spec

ific

Gra

vity

Gra

vel

Sand

Project :-


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


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


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



Spec

ific

Gra

vity

Gra

vel

Sand

Project :-


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


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



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


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



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


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



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)




Rot

ary

drilli

ng m

etho

d

Not

Use

dRemarks

m

Type ofSample


Not

atio

n


BORE LOG DATA SHEET

Method of Boring

DepthC

asin

g Drill Run




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 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




Depth of Termination : 15.0 mDepth of Water Table : Encountered at 7.0 m depth during investigation






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






KCT Consultancy Services, AhmedabadProject : Date of Start: 08-01-10




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





Remarks

m


BORE LOG DATA SHEET

Method of Boring

DepthC

asin

g

Not

atio

n



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


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




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


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










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


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)


15.0 mDepth of Water Table : Encountered at 6.20m depth during investigation


Depth of Termination :





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 grey, fine to very fine grained, silt ofintermediate compressibility with occational gravels(MI) 5.20 to 6.60 m



BORE LOG DATA SHEET

Method of Boring

DepthC

asin

g

Not

atio

n






Project : Date of Start: 04-02-10KCT Consultancy Services, Ahmedabad




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







water table encountered at7.10m depth during



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


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


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










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)


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. :



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



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)




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


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






Project : Proposed Structure of under TDI Project at Rahiyad, Dahej for GNFC Date of Start: 21-01-10KCT Consultancy Services, Ahmedabad




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


BORE LOG DATA SHEET

Method of Boring

Depth


Depth ofSample Remarks


Rot

ary

drilli

ng m

etho

d

Not

Use

d


Project :

Bore Hole No. :

Date of Start: 18-01-09

Date of Completion: 18-01-09Co-ordinate:



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, silty sandwith little plastic fines and occational gravels (SM)

water table encountered at m depth during investigatio



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 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




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




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)


BORE LOG DATA SHEET

Depth ofSample







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


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










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




BORE LOG DATA SHEET

Method of Boring

DepthC

asin

g

Not

atio

n




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


Dark brownish, fine to very fine grained, silty clays ofhigh plasticity with occational gravels(CH)




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)



BORE LOG DATA SHEET

Method of Boring

DepthC

asin

g

Not

atio

n










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


Dark brownish, fine to very fine grained, sandy claysfo intermediate plasticity with occational gravels (CI)


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, silty claysof low plasticity with occational gravels (CL) 8.60 to10.10 m


Encountered at 6.17m depth during investigationBORE LOG DATA SHEET

Method of Boring

DepthC

asin

g

Not

atio

n





Project : Proposed Structure of under TDI Project at Rahiyad, Dahej for GNFC Date of Start: 23-01-10


Depth of Termination : 15.0 mDepth of Water Table :

water table encountered 6.17at m depth during



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, 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


BORE LOG DATA SHEET

Depth ofSampleMethod

of BoringDepth

Cas

ing

Not

atio

n

Soil Description



m







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










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










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










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



BORE LOG DATA SHEET

Method of Boring

DepthC

asin

g

Not

atio

n










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




BORE LOG DATA SHEET

Method of Boring

DepthC

asin

g

Not

atio

n




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)





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


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


Remarks

m

Blackish brown, fine to very fine grained, silty claysof high plasticity with occaitonal gravels (CH)

Type ofSample


Co-ordinate:


Project :

Bore Hole No. :


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




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


Not

atio

n


Drill Run








Dark brownish, fine to very fine grained, clayey sandwith occational gravels (SC) 6.20 to 8.50 m




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



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


Drill Run



Blackish brown, fine to very fine grained, silty claysof intermediate plasticity with occational gravels (CI)5.50 to 7.80 m


Dark brownish, fine to very fine grianed, sandy claysof intermediate plasticity with occational gravels (CI)9.50 to 11.30 m



Rot

ary

drilli

ng m

etho

d

Not

Use

d

08-01-10


Co-ordinate:




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


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. :



Remarks

m

Method of Boring

Depth

Date of Completion: 22-01-10Co-ordinate:





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






Project : Proposed Structure of under TDI Project at Rahiyad, Dahej for GNFC Date of Start: 20-01-10


Dark brownish, fine to very fiine grained, silt ofintermediate compressibility with occational gravels(MI)





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)


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










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










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




BORE LOG DATA SHEET

Method of Boring

DepthC

asin

g

Not

atio

n




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







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:


BORE LOG DATA SHEET

Method of Boring

DepthC

asin

g

Not

atio

n




m

Rot

ary

drilli

ng m

etho

d

Not

Use

d


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)


Brownish, fine to very fine grained, clays of lowplasticity with occational gravels (CL)




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


Not

atio

n

Soil DescriptionMethod of Boring

Depth


Project :

Remarks

Dark brownish, fine to very fine grained, silty clays ofintermediate plasticity with occational gravels (CI)

Rot

ary

drilli

ng m

etho

d


Drill Run

m

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




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


Project : Date of Start: 06-02-10Proposed Structure of main receiving station under TDI Project at Rahiyad, Dahejfor GNFC



BORE LOG DATA SHEET

Method of Boring

DepthC

asin

g

Not

atio

n




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 grey, fine to very fine grained, silt of highcompressibility with occational gravels and somesand (MH)




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


Project : Date of Start: 23-01-10Proposed Structures of CO Reforms/CO Plant, under TDI Project at Rahiyad,Dahej for GNFC



BORE LOG DATA SHEET

Method of Boring

DepthC

asin

g

Not

atio

n




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)






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


Project : Date of Start: 24-01-10Proposed Structures of Co Reformer/CO Plant under TDI Project at Rahiyad,Dahej for GNFC



BORE LOG DATA SHEET

Method of Boring

DepthC

asin

g

Not

atio

n




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






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) ( )




Correction Factor







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) ( )




Correction Factor







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) ( )




Correction Factor







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) ( )



5) 5)

6)




Correction Factor








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


AMass of Cone (m)

Static Cone Penetration Test No. 2Proposed structure of TDI Project at Rahiyad, Dahej for GNFCNear BH 25/5/2010



(K.K.Thaker) ( )




Correction Factor







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) ( )




Correction Factor







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) ( )