GUJARAT NARMADA VALLEY FERTILIZER CO. LTD. (GNFC Ltd) TECHNICAL REPORT GEOTECHNICAL INVESTIGATION FOR PROPOSED TDI PLANT AT VILLAGE RAHIYAD, DAHEJ

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1 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 II, Behind Silver Oak Club, Beside Auda Water Tank Opp. Sarjan RMC Plant, Gota, Ahmedabad Phone :- (079) /89/90, KCT Consultancy Services, Ahmedabad

2 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 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. KCT Consultancy Services, Ahmedabad

3 (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: Bore Hole No. Co-ordinates Depth Investigated Northing Easting (m) BH BH BH BH BH BH BH BH BH BH BH BH-12 S= BH BH BH-15 S= BH-16 S= KCT Consultancy Services, Ahmedabad

4 Bore Hole No. Co-ordinates Depth Investigated Northing Easting (m) BH BH BH BH BH BH BH BH BH BH BH BH BH BH BH BH BH BH BH BH BH BH BH Sampling 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 Undisturbed samples Undisturbed soil samples were collected in thin walled Shelby tubes as per IS The samples were sealed with wax, labeled and transported to our laboratory at Gota, Ahmedabad for testing. KCT Consultancy Services, Ahmedabad

5 2.2.3 Standard penetration test The standard penetration tests were conduct in accordance with IS: 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 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 = in Ohms S = Spacing between adjacent electrodes in (m) ρ = Resistivity in ohm - m Static Cone Penetration Test The Cone with an Apex angle of 60 0, and with end area of 10cm 2 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 KCT Consultancy Services, Ahmedabad

6 resistance and N value Numerical model was made in order to extrapolate the results of SCPT 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 Recom nd procedure Type Samples 1. Sample Preparation IS 2720 Pt I DS / UDS 2. Moisture Content IS 2720 Pt II DS / UDS 3. Dry Unit Weight LAMBE UDS 4. Specific Gravity IS 2720 Pt III DS 5. Liquid Limit IS 2720 DS 6. Plastic Limit IS 2720 Pt V DS 7. Grain Size Analysis IS 2720 Pt IV DS 8. Soil Classification IS 1498 DS / UDS 9. Triaxial / Direct shear test IS 2720 Pt XI and Pt XIII UDS 10. Consolidation test IS 2720 Pt XV UDS 11. 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 KCT Consultancy Services, Ahmedabad

7 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 KCT Consultancy Services, Ahmedabad

8 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 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 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 and of IS:456 therefore Ordinary Portland cement or blended cements may be used for is RCC in foundation structures. Special precautions are not required. KCT Consultancy Services, Ahmedabad

9 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 / cm 3 ) of : Elastic Uniform Compression Cu Elastic Uniform Shear Cτ Elastic non Uniform Compression Cφ 2.39 Elastic non Uniform Shear Cψ 1.04 Modulus of Rigidity in kg / cm 2 G Modulus of Elasticity in kg / cm 2 E 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 N N Relation between DCPT and SPT N Value Depth (m) SPT N Value SCPT N 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) KCT Consultancy Services, Ahmedabad

10 KCT Consultancy Services, Ahmedabad Sr. APPENDIX - 1 Calculation of net Safe Bearing Capacity Based on Shear Parameters C - φ as per IS : 6403 qu = 1 / FS [ 2 / 3 C Nc dc Sc ic + γd (Nq - 1) Sq dq iq Wq γ B Nγ Sγ dγ iγ Wγ ] Project : Proposed structures of Power Plant under TDI Project at Rahiyad, Dahej for GNFC For Isolated Square Footing Size of Foundation Depth of Shear Parameter Bearing Capacity Factors Shape Factors Depth Factors Inclination Factors Unit Weight Water Table Safe Foundation Correction Bearing Length Width C φ Nc Nq - 1 Nγ Sc Sq Sγ dc dq dγ ic iq iγ γ 0.5 γ Capacity No. m m m Kg/cm 2 degree gm/cc Wq Wγ t / m Note :- 1) Factor of safety is 2.5 2) Depth of foundation shall be from E G L

11 KCT Consultancy Services, Ahmedabad Calculation of Settlement as per IS : 8009 Settlement S C = { ( C C H ) / ( 1 + e 0 ) } log 10 { ( P 0 + ΔP ) / P 0 } Project:- Proposed structures of Power Plant under TDI Project at Rahiyad, Dahej for GNFC Sr. No. Comp Index Cc Depth of Width of H Voids Field d p 0 SBC Δp (Δp+p 0 )/p 0 λ factor Correction Consolidation Footing D Footing B Ratio e 0 Density γ related to for depth Settlement Sc pore pressure m m m gm / cc m T / m 2 T / m 2 T / m 2 parameter mm

12 KCT Consultancy Services, Ahmedabad APPENDIX - 2 (for 702 C, D, E, F, G) Calculation of net Safe Bearing Capacity Based on Shear Parameters C - φ qu = 1 / FS [ 2 / 3 C Nc dc Sc ic + γd (Nq - 1) Sq dq iq Wq γ B Nγ Sγ dγ iγ Wγ ] Project : Proposed structure under TDI Project of GNFC at Rahiyad, Dahej For Isolated Square Footing Sr. Size of Foundation Depth of Shear Parameter Bearing Capacity Factors Shape Factors Depth Factors Inclination Factors Unit Weight Water Table Safe Foundation Correction Bearing Length Width C φ Nc Nq - 1 Nγ Sc Sq Sγ dc dq dγ ic iq iγ γ 0.5 γ Capacity No. m m m Kg/cm 2 degree gm/cc Wq Wγ t / m Note :- 1) Factor of safety is 2.5 2) Depth of foundation shall be from E G L

13 KCT Consultancy Services, Ahmedabad Calculation of Total Settlement corresponding to SBC calculated in APPENDIX - 2 (for 702 C, D, E, F, G) Calculation of Immediate Settlement as per IS : 8009 S i = C d q net B { ( 1 - μ 2 ) / E } Project:- Proposed structure under TDI Project of GNFC at Rahiyad, Dahej Sr. No Width of Footing BNet Intensity of Pressure q net T / m 2 m KCT Consultancy Services, Ahmedabad Shape & Rigid factor Cd Poisson's Ratio μ Modulus of Elasticity of Soil E Kg / cm Calculation of Settlement as per IS : 8009 Settlement S C = { ( C C H ) / ( 1 + e 0 ) } log 10 { ( P 0 + ΔP ) / P 0 } Project:- Proposed structure under TDI Project of GNFC at Rahiyad, Dahej Correction for depth Immediate Settlement Si mm Sr. No. Comp Index Cc Depth of Footing D Width of Footing B Thickness of Compressible Stratum H Voids Ratio e 0 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+p 0 )/p 0 λ factor related to pore pressure parameter Correction for depth Consolidation Settlement Sc Total Settlement, S = Si + Sc m m m gm / cc m T / m 2 T / m 2 T / m 2 mm mm

14 KCT Consultancy Services, Ahmedabad Sr. APPENDIX - 3 (for all structures between grid E 450 to E 1100) Calculation of net Safe Bearing Capacity Based on Shear Parameters C - φ qu = 1 / FS [ 2 / 3 C Nc dc Sc ic + γd (Nq - 1) Sq dq iq Wq γ B Nγ Sγ dγ iγ Wγ ] Project : Proposed structure under TDI Project of GNFC at Rahiyad, Dahej For Isolated Square Footing Size of Foundation Depth of Shear Parameter Bearing Capacity Factors Shape Factors Depth Factors Inclination Factors Unit Weight Water Table Safe Foundation Correction Bearing Length Width C φ Nc Nq - 1 Nγ Sc Sq Sγ dc dq dγ ic iq iγ γ 0.5 γ Capacity No. m m m Kg/cm 2 degree gm/cc Wq Wγ t / m Note :- 1) Factor of safety is 2.5 2) Depth of foundation shall be from E G L

15 KCT Consultancy Services, Ahmedabad Calculation of Total Settlement corresponding to SBC calculated in APPENDIX - 4 (for all structures between grid E 450 to E 1100) Calculation of Immediate Settlement as per IS : 8009 S i = C d q net B { ( 1 - μ 2 ) / E } Project:- Proposed structure under TDI Project of GNFC at Rahiyad, Dahej Sr. No Width of Footing BNet Intensity of Pressure q net T / m 2 m KCT Consultancy Services, Ahmedabad Shape & Rigid factor Cd Poisson's Ratio μ Modulus of Elasticity of Soil E Kg / cm Calculation of Settlement as per IS : 8009 Settlement S C = { ( C C H ) / ( 1 + e 0 ) } log 10 { ( P 0 + ΔP ) / P 0 } Project:- Proposed structure under TDI Project of GNFC at Rahiyad, Dahej Correction for depth Immediate Settlement Si mm Sr. No. Comp Index Cc Depth of Footing D Width of Footing B Thickness of Compressible Stratum H Voids Ratio e 0 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+p 0 )/p 0 λ factor related to pore pressure parameter Correction for depth Consolidation Settlement Sc Total Settlement, S = Si + Sc m m m gm / cc m T / m 2 T / m 2 T / m 2 mm mm

16 KCT Consultancy Services, Ahmedabad Sr. APPENDIX - 4 (For 321, 321 A, 110, 115 A, 115 B, 807, 810 A, 802 A, 810 A, 812, 813) Calculation of net Safe Bearing Capacity Based on Shear Parameters C - φ qu = 1 / FS [ 2 / 3 C Nc dc Sc ic + γd (Nq - 1) Sq dq iq Wq γ B Nγ Sγ dγ iγ Wγ ] Project : Proposed structure under TDI Project of GNFC at Rahiyad, Dahej For Isolated Square Footing Size of Foundation Depth of Shear Parameter Bearing Capacity Factors Shape Factors Depth Factors Inclination Factors Unit Weight Water Table Safe Foundation Correction Bearing Length Width C φ Nc Nq - 1 Nγ Sc Sq Sγ dc dq dγ ic iq iγ γ 0.5 γ Capacity No. m m m Kg/cm 2 degree gm/cc Wq Wγ t / m Note :- 1) Factor of safety is 2.5 2) Depth of foundation shall be from E G L

17 KCT Consultancy Services, Ahmedabad Calculation of Settlement coresponding to SBC 7 Settlement S C = { ( C C H ) / ( 1 + e 0 ) } log 10 { ( P 0 + ΔP ) / P 0 } Project:- Proposed structure under TDI Project of GNFC at Rahiyad, Dahej Sr. No. Comp Index Cc Depth of Width of H Voids Field d p 0 SBC Δp (Δp+p 0 )/p 0 λ factor Correction Consolidation Footing D Footing B Ratio e 0 Density γ related to for depth Settlement Sc pore pressure m m m gm / cc m T / m 2 T / m 2 T / m 2 parameter mm

18 KCT Consultancy Services, Ahmedabad Appendix - 5 (For Block 702 A) Allowable Bearing Pressure for 125 mm maximum Settlement at centre of the tank for 702 A Project :- Proposed structure under TDI Project of GNFC at Rahiyad, Dahej Sr. No. Comp Index Cc Depth of Width of Thickness of Voids Field Depth of centre Initial Pressure (Δp+p 0 )/p 0 λ factor Correction Settlement Allowable Footing D Footing B Compressible Ratio e 0 Density γ of compressible Effective Increment related to for depth Bearing Stratum H layer d Pressure Δp pore Pressure at mid ht. of comp. layer p 0 pressure parameter m m m gm / cc m T / m 2 T / m 2 mm T / m

19 KCT Consultancy Services, Ahmedabad Appendix - 6(for 702 B) Allowable Bearing Pressure for 125 mm maximum Settlement at centre of the tank for 702 B Project :- Proposed structure under TDI Project of GNFC at Rahiyad, Dahej Sr. No. Comp Index Cc Depth of Width of Thickness of Voids Field Depth of centre Initial Pressure (Δp+p 0 )/p 0 λ factor Correction Settlement Allowable Footing D Footing B Compressible Ratio e 0 Density γ of compressible Effective Increment related to for depth Bearing Stratum H layer d Pressure Δp pore Pressure at mid ht. of comp. layer p 0 pressure parameter m m m gm / cc m T / m 2 T / m 2 mm T / m

20 KCT Consultancy Services, Ahmedabad Appendix -7 (For Block 721 A) Allowable Bearing Pressure for 100 mm maximum Settlement at centre of the Cooling tower raft Project :- Proposed structure under TDI Project of GNFC at Rahiyad, Dahej Sr. No. Comp Index Cc Depth of Width of Thickness of Voids Field Depth of centre Initial Pressure (Δp+p 0 )/p 0 λ factor Correction Settlement Allowable Footing D Footing B Compressible Ratio e 0 Density γ of compressible Effective Increment related to for depth Bearing Stratum H layer d Pressure Δp pore Pressure at mid ht. of comp. layer p 0 pressure parameter m m m gm / cc m T / m 2 T / m 2 mm T / m

21 KCT Consultancy Services, Ahmedabad Appendix - 8 (For Flare) Allowable Bearing Pressure for 50 mm maximum Settlement at Flare raft Project :- Proposed structure under TDI Project of GNFC at Rahiyad, Dahej Sr. No. Comp Index Cc Depth of Width of Thickness of Voids Field Depth of centre Initial Pressure (Δp+p 0 )/p 0 λ factor Correction Settlement Allowable Footing D Footing B Compressible Ratio e 0 Density γ of compressible Effective Increment related to for depth Bearing Stratum H layer d Pressure Δp pore Pressure at mid ht. of comp. layer p 0 pressure parameter m m m gm / cc m T / m 2 T / m 2 mm T / m

22 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 ) Ultimate End Bearing Capacity For Granular Soils Qeg = Ap(0.5 * D * * N + Pd * Nq) Where, Ap = Cross sectional Area = m 2. D = Pile Stem Dia = 0.75 m = Bulk Unit Wt. of soil at Pile tip = 0.83 T/m 3. N = Bearing Capacity factor = 1.97 Pd = Effective overburden pressure at pile tip = T/m 2. Nq = Bearing Capacity factor = Ultimate End Bearing Capacity Qeg =0.442*(0.5*0.750*0.830* *10.00) =58.02 T For Cohesive Soils Qec = Ap * Nc * Cp Where, Ap = As defined above = m 2. Nc = Bearing Capacity factor = 9 Cp = Average Cohesion at pile tip = 5.00 T/m 2. Ultimate End Bearing Capacity Qec =0.442*5.000*9 =19.87 T Total Ultimate End Bearing Capacity Qu = Qeg + Qec = T Pd Level for this pile= m Layer No.1 Effective overburden pressure due to this layer =2.000x1.760 =3.520T/m 2. Layer No.2 Effective overburden pressure due to this layer =2.000x x ( ) =6.860T/m 2. Layer No.3 Effective overburden pressure due to this layer =3.250x ( ) =2.698T/m 2. Total effective overburden pressure up to m level from EGL=13.078T/m 2.

23 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/m 2. tan( ) : 0.11 Asi : 1.18 m 2. 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/m 2. 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/m 2. Layer no. 2: K : 1.00 Pdi : 6.95 T/m 2. tan( ) : 0.19 Asi : m 2. Qsg = K*Pdi*tan( )*Asi =1.00*6.95*0.19*14.13 = T Reduction factor( ) : 0.30 Average Cohesion(C): 5.40 T/m 2. Qsc = *C*Asi =0.30*5.40*14.13 = T Total net skin friction of this layer =[Qsg-Qsg(_ve)]+[Qsc-Qsc(_ve)] =41.97T/m 2. Layer no. 3: K : 1.00 Pdi : T/m 2. tan(d) : 0.23 Asi : m 2. Qsg = K*Pdi*tan( )*Asi =1.00*11.73*0.23*16.48 = T Reduction factor( ) : 0.30 Average Cohesion(C): 5.00 T/m 2. Qsc = *C*Asi =0.30*5.00*16.48 = T Total net skin friction of this layer =[Qsg-Qsg(_ve)]+[Qsc-Qsc(_ve)] =69.34T/m 2. Total Skin Friction Capacity Qus = Qsg + Qsc = T Total Ultimate Pile Capacity Qu = Qus + Que = T Net Ultimate Pile Capacity Qu/FOS = T 5) Safe Load in Compression in Ton Pile Length below cut off level in m Pile Diameter in m

24 Calculating safe load on pile in uplift for various diameters, 6) Safe Load in Uplift in Ton Pile Length below cut off level in m Pile Diameter in m ) 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= Kg/cm 3 (From IS Code) E = Kg/cm 2. I = cm4. R = 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 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)

25 I) Design Stipulations APPENDIX 10 ( CO reformer BH 38 ) Calculation of Safe Load on Bored Cast in Situ Pile (As per IS: 2911 (Part I / Sec II)) 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 Cohesion Dry density d Depth (m) Kg/cm 2 Internal Friction gm/cc Degree SPT N Value ) Ultimate End Bearing Capacity For Granular Soils Qeg = Ap(0.5 * D * * N + Pd * Nq) Where, Ap = Cross sectional Area = m 2. D = Pile Stem Dia = 0.75 m = Bulk Unit Wt. of soil at Pile tip = 0.84 T/m 3. N = Bearing Capacity factor = 3.53 Pd = Effective overburden pressure at pile tip = T/m 2. Nq = Bearing Capacity factor = Ultimate End Bearing Capacity Qeg =0.442*(0.5*0.750*0.840* *10.00) =57.24 T For Cohesive Soils Qec = Ap * Nc * Cp Where, Ap = As defined above = m 2. Nc = Bearing Capacity factor = 9 Cp = Average Cohesion at pile tip = 3.90 T/m 2. Ultimate End Bearing Capacity Qec =0.442*3.900*9 =15.50 T Total Ultimate End Bearing Capacity Qu = Qeg + Qec = T Pd Level for this pile= m Layer No.1 Effective overburden pressure due to this layer =4.000x x ( ) =9.250T/m 2. Layer No.2 Effective overburden pressure due to this layer =3.100x ( ) =2.635T/m 2. Layer No.3 Effective overburden pressure due to this layer =1.150x ( ) =0.966T/m 2. Total effective overburden pressure up to m level from EGL=12.851T/m 2.

26 4) Ultimate Skin Friction Capacity For Granular Soils Qsg = [K * Pdi * tan ( ) * Asi] for all layers Where, K = Earth Pressure Coefficient Pdi = Effective Overburden pressure for ith layer = Angle of wall friction for ith layer Asi = Surface area of pile stem for ith layer For Cohesive Soils Qsc = [ * C * As] for all layers Where, = Reduction factor C = Average Cohesion Asi = Surface area of pile stem for ith layer Layer no. 1: K: 1.00 Pdi: 4.63 T/m 2. Tan ( ): 0.18 Asi : m 2. Qsg = K*Pdi*tan ( )*Asi =1.00*4.63*0.18*12.95 = T Reduction factor ( ): 0.30 Average Cohesion(C): 7.10 T/m 2. Qsc = *C*Asi =0.30*7.10*12.95 = T Total net skin friction of this layer = [Qsg-Qsg(_ve)]+[Qsc-Qsc(_ve)] =38.15T/m 2. Layer no. 2: K : 1.00 Pdi : T/m 2. Tan ( ): 0.36 Asi : 7.30 m 2. Qsg = K*Pdi*tan ( )*Asi =1.00*10.57*0.36*7.30 = T Reduction factor ( ): 0.30 Average Cohesion(C): 2.20 T/m 2. 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/m 2. Layer no. 3: K: 1.00 Pdi : T/m 2. Tan ( ): 0.23 Asi : m 2. Qsg = K*Pdi*tan ( )*Asi =1.00*12.37*0.23*11.54 = T Reduction factor ( ): 0.30 Average Cohesion(C): 3.90 T/m 2. Qsc = *C*Asi =0.30*3.90*11.54 = T Total net skin friction of this layer =[Qsg-Qsg(_ve)]+[Qsc-Qsc(_ve)] =46.43T/m 2. Total Skin Friction Capacity Qus = Qsg + Qsc = T Total Ultimate Pile Capacity Qu = Qus + Que = T Net Ultimate Pile Capacity Qu/FOS = T 5) Safe Load in Compression in Ton Pile Length below cut off level in m Pile Diameter in m

27 Calculating safe load on pile in uplift for various diameters, 6) Safe Load in Uplift in Ton Pile Length below cut off level in m Pile Diameter in m ) 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= Kg/cm 3 (From IS Code) E = Kg/cm 2. I = cm 4. R = 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 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)

28 APPENDIX 11 (CO reformer BH 39) Calculation of Safe Load on Bored Cast in Situ Pile (As per IS: 2911 (Part I / Sec II)) I) Design Stipulations Pile Diameter: 0.750m Existing Ground level: 0.000m Existing GWT level encountered at 6.00 m but considered at 4.00m from EGL Pile Cut-Off level: 1.500m Pile Termination level: m 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 Depth (m) Cohesion Kg/cm 2 Field Dry density Friction d gm/cc Degree SPT N Value ) Ultimate End Bearing Capacity For Granular Soils Qeg = Ap (0.5 * D * * N + Pd * Nq) Where, Ap = Cross sectional Area = m 2. D = Pile Stem Dia = 0.75 m = Bulk Unit Wt. of soil at Pile tip = 0.78 T/m 3. N = Bearing Capacity factor = 6.20 Pd = Effective overburden pressure at pile tip = T/m 2. Nq = Bearing Capacity factor = Ultimate End Bearing Capacity Qeg =0.442*(0.5*0.750*0.780* *10.00) =56.22 T For Cohesive Soils Qec = Ap * Nc * Cp Where, Ap = As defined above = m 2. Nc = Bearing Capacity factor = 9 Cp = Average Cohesion at pile tip = 3.20 T/m 2. Ultimate End Bearing Capacity Qec =0.442*3.200*9 =12.72 T Total Ultimate End Bearing Capacity Qu = Qeg + Qec = T Pd Level for this pile= m Layer No.1 Effective overburden pressure due to this layer =4.000x x ( ) =9.625T/m 2. Layer No.2 Effective overburden pressure due to this layer =3.750x ( ) =2.925T/m 2. Total effective overburden pressure up to m level from EGL=12.550T/m 2.

29 4) Ultimate Skin Friction Capacity For Granular Soils Qsg = [K * Pdi * tan ( ) * Asi] for all layers Where, K = Earth Pressure Coefficient Pdi = Effective Overburden pressure for ith layer = Angle of wall friction for ith layer Asi = Surface area of pile stem for ith layer For Cohesive Soils Qsc = [ * C * As] for all layers Where, = Reduction factor C = Average Cohesion Asi = Surface area of pile stem for ith layer Layer no. 1: K: 1.00 Pdi: 4.81 T/m 2. Tan ( ): 0.25 ASI: m 2. Qsg = K*Pdi*tan ( )*Asi =1.00*4.81*0.25*14.13 = T Reduction factor ( ): 0.30 Average Cohesion(C): 6.90 T/m 2. Qsc = *C*Asi =0.30*6.90*14.13 = T Total net skin friction of this layer = [Qsg-Qsg (_ve)] + [Qsc-Qsc (_ve)] =46.19T/m 2. Layer no. 2: K: 1.00 Pdi: T/m 2. Tan ( ): 0.29 Asi: m 2. Qsg = K*Pdi*tan ( )*Asi =1.00*11.09*0.29*17.66 = T Reduction factor ( ): 0.30 Average Cohesion(C): 3.20 T/m 2. Qsc = *C*Asi =0.30*3.20*17.66 = T Total net skin friction of this layer = [Qsg-Qsg (_ve)] + [Qsc-Qsc (_ve)] =73.08T/m 2. Total Skin Friction Capacity Qus = Qsg + Qsc = T Total Ultimate Pile Capacity Qu = Qus + Que = T Net Ultimate Pile Capacity Qu/FOS = T 5) Safe Load in Compression in Ton Pile Length below cut off level in m Pile Diameter in m

30 Calculating safe load on pile in uplift for various diameters, 6) Safe Load in Uplift in Ton Pile Length below cut off level in m Pile Diameter in m ) 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= Kg/cm 3 (From IS Code) Soil constant K2= Kg/cm 3 (From IS Code) E = Kg/cm 2. I = cm 4. R = L1/R = 0.00 Depth of Fixity Lf = 6.50m Moment Reduction Factor m = 0.825(From IS Code) Total Ultimate Horizontal Load Capacity H [As per IS Code] =12EIY/ (L1+Lf) ^3 =8.50T Total Ultimate Moment Capacity M [As per IS Code] =mh (L1+Lf)/2 =22.90Tm Calculating lateral load on pile for various diameters, Pile Diameter in m 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)