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PILE BEARING CAPACITY CALCULATION BASED ON S.P.T. VALUE
------------------ ------------------
Project Name :
Location :
Borehole No. : BH-1
Date :
------------------ ------------------
MAYERHOF Formula : K1 K2
Skin, Ps = K1 x Nav x As SAND 2.0 400
Bearing, Pb = K2 x Nb x Ab SILT 2.5 250
Ult. Load, Pu = Ps + Pb CLAY 3.0 100
All. Load, Pa = Ps/Fs + Pb/Fb
Factor of safety : Skin, Fs = 2
Bearing, Fb = 3
------------------ ------------------
To calculate allowable soil bearing capacity :
Pile used : Type : s
(c = circular) Width, b = 0.4 m Perimeter: 1.600
(s = square) (= dia. for type c) Ab: 0.160
Qa(conc): 1800
========== ========== ====== ========== ========== ============ =======================
Depth Soil SPT Skin Total Base Working Load
Type N As Fric Skin Load Fs = 2.0 Fb = 3
(m) (m²) (kN) (kN) (kN) (KN)
------------------ ------------------ ---------- ------------------ ------------------ -------------------- ---------------------------------------
0.0 SAND 0 0.0 0.0 0.0 0.0 0.0
1.5 SAND 11 2.4 52.8 52.8 704.0 261.1
3.0 SAND 12 2.4 57.6 110.4 768.0 311.2
4.5 SAND 15 2.4 72.0 182.4 960.0 411.2
6.0 SILT 17 2.4 102.0 284.4 680.0 368.9
7.5 SILT 19 2.4 114.0 398.4 760.0 452.5
9.0 SILT 19 2.4 114.0 512.4 760.0 509.5
10.5 SILT 17 2.4 102.0 614.4 680.0 533.9
12.0 SILT 19 2.4 114.0 728.4 760.0 617.5
13.5 SILT 11 2.4 66.0 794.4 440.0 543.9
15.0 SILT 18 2.4 108.0 902.4 720.0 691.2
16.5 SILT 17 2.4 102.0 1,004.4 680.0 728.9
18.0 SILT 19 2.4 114.0 1,118.4 760.0 812.5
19.5 SILT 20 2.4 120.0 1,238.4 800.0 885.9
21.0 SILT 18 2.4 108.0 1,346.4 720.0 913.2
22.5 SILT 14 2.4 84.0 1,430.4 560.0 901.9
24.0 SILT 0 2.4 0.0 1,430.4 0.0 715.2
25.5 SILT 22 2.4 132.0 1,562.4 880.0 1,074.5
27.0 SILT 20 2.4 120.0 1,682.4 800.0 1,107.9
28.5 SILT 20 2.4 120.0 1,802.4 800.0 1,167.9
30.0 SILT 22 2.4 132.0 1,934.4 880.0 1,260.5
31.5 SILT 25 2.4 150.0 2,084.4 1,000.0 1,375.5
33.0 SILT 23 2.4 138.0 2,222.4 920.0 1,417.9
34.5 SILT 23 2.4 138.0 2,360.4 920.0 1,486.9
36.0 SILT 24 2.4 144.0 2,504.4 960.0 1,572.2
37.5 SILT 23 2.4 138.0 2,642.4 920.0 1,627.9
39.0 SILT 25 2.4 150.0 2,792.4 1,000.0 1,729.5
40.5 SILT 26 2.4 156.0 2,948.4 1,040.0 1,820.9
42.0 SILT 50 2.4 300.0 3,248.4 2,000.0 2,290.9
43.5 SILT 2.4 0.0 3,248.4 0.0 1,624.2
45.0 SILT 2.4 0.0 3,248.4 0.0 1,624.2
46.5 SILT 2.4 0.0 3,248.4 0.0 1,624.2
For a designed load of 100 KN, the estimated depth is 16.5m.
Note : 1. The clay skin friction for the top soil layer is assume to be 7.5kN/m2
2. The pile is designed as floating pile where the pile would settle together with the soil and therefore there
is no effective negetive skin friction.
3. The final depth of piles penetration shall be decided on site by load test.
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LARSEN & TOUBRO LIMITED E&C DIVISION
GEOTECHNICAL INVESTIGATION REPORT – INSIDE
AREA
DOCUMENT NO. A067-LT-00-CV-04-RP-0004
PROJECT :Additional Gas Processing Facilities (Phase-IV)
REVISION : 01
CUSTOMER : ONGC,HAZIRA
Sheet No.1053
11-06-2012
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KCT Consultancy Services, Ahmedabad
TECHNICAL REPORT
OF
GEOTECHNICAL INVESTIGATION
FOR
PROPOSED STRUCTURES INSIDE PLANT AREA UNDER PROJECT OF ADDITIONAL GAS PROCESSING FACILITES (PHASE 4) FOR
ONGC AT HAZIRA, SURAT (INSIDE PLANT AREA)
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) GOLD MEDALIST; M.E (GEOTECH) M.B.A.(FINANCE);M.I.E(INDIA); M.I.G.S; M.G.I.C.E.A.
OFFICE : Plot no.1,Sayona Silver Estate-Part II ,
Behind Si lver Oak Club, Beside Auda Water Tank Opp. Sarjan RMC Plant,
Gota, Ahmedabad 382 481 Phone :- 65103088/89/90,9825064378,
August - 2010
Sheet No.1054
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GEOTECHNICAL INVESTIGATION REPORT FOR PROPOSED STRUCTURES OF ADDITIONAL GAS PROCESSING FACILITES PROECT (PHASE 4 – INSIDE OF PLANT) OF ONGC AT HAjIRA, SURAT
1.0 Introduction For foundation analysis of the structures of Additional Gas Processing Facilities Project (Phase 4) of ONGC at Hajira, Surat, It is necessary, 1. To determine the subsoil profile of the site and to know physical properties and strength
characteristics of soil at various depths. 2. To suggest suitable foundation and to know the safe bearing pressure and probable
settlement of foundation. 3. To know any adverse soil conditions to the foundation structures and to take
precautionary measures.
For this purpose, the geotechnical investigation was entrusted to us by Larsen and Toubro Limited. Following points were decided, 1. No. Bore holes – 4 nos. in side plant boundary 2. Standard penetration tests are conducted at regular interval. 3. Collection of Undisturbed soil samples at regular interval. 4. Collection of disturbed samples during drilling and from SPT. 5. To find physical properties and strength characteristics of samples as per the testing
schedules. 6. To locate ground water table, if any. 7. To conduct block vibration test. 8. To conduct electrical resistivity test. 9. Interpretation of results, Analysis and Recommendations.
Based on the above points the detailed Geotechnical Investigation Program included the following: (A) Field Investigation 1. Drilling of bore hole. 2. Collection of soil samples ( Disturbed and Undisturbed ) 3. Conducting Standard Penetration Test. 4. Conducting Block Vibration Test. 5. Conducting Electrical Resistivity Test
(B) Laboratory Investigation 1. Bulk Density and moisture content 2. Grain size analysis 3. Consistency limits 4. Shear tests 5. Consolidation tests 6. Chemical analysis of soil and water
(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.
Sheet No.1055
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2.0 Field Investigation 2.1 BoringThe exploratory boreholes of 150mm diameter were drilled by rotary drilling method. The depth of the test bore at the proposed location is as under:
Bore Hole No. Co-Ordinates Reduced
Level (m) Depth Investigated
(m) N E BH – 4 365 1025 98.466 20 BH – 5 780 1100 99.423 25 BH – 6 799 1170 99.620 20 BH – 9 1065 1750 99.232 20
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 at regular intervals. The samples collected were sealed properly using wax, labeled and transported to the laboratory.
2.2.3 Standard penetration test The standard penetration tests were conduct in accordance with IS:2131-1981 in test bore at regular intervals. The test gives 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 Block Vibration Test For determining various parameters influencing the design of machine foundation like physical properties of elastic base of the foundation, block vibration test was conducted. For this purpose Oscillator was fixed on the PCC block cast of size 1.00 x 0.75 x 0.75 m at Co ordinates N 789 and E 1087, and vibration was induced. The vibration peak ups were attached, on this block to measure the frequency and amplitude. The test was conducted as per the provisions of IS 5249 – 1969. Various dynamic properties as listed below were calculated for 10sq.mt area.
Cu - Coefficient of elastic uniform compression ( kg / cu.cm ) Cτ - Coefficient of elastic uniform shear ( Kg / cu.cm ) Cφ - Coefficient of elastic non – uniform compression ( Kg / cu.cm ) Cψ − Coefficient of elastic non – uniform shear ( Kg / cu.cm )
The above coefficients are reported for foundation contact area, A of 10.0 sq. m
2.2.5 Electrical Resistivity Test 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
Sheet No.1056
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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 as per IS : 3043. 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:-
= 2 SR K = 2 S = Geometric factor for electrode spacing (Wenner’s configuration) R = Resistance in Ohms S = Spacing between adjacent electrodes in (m)
= Resistivity in ohm.m. Test was conducted at Co ordinates: N 762 E 1087
3.0 Laboratory investigation The laboratory tests were conducted on the samples collected. The following laboratory tests were conducted on undisturbed and disturbed soil samples collected from various depths to find physical properties and strength characteristics.
Tests Recomnd 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. Consolidation IS 2720 Pt XV UDS 10. Triaxial Comp. Test IS 2720 Pt X UDS 11. Laboratory permeability IS 2720 Part 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 nos. 2 to 5 3. Results of permeability of Bore hole are given in table no 1 4. The Chemical analysis of soil and water is given in table nos.2 & 3 5. Laboratory test results of Bore hole are appended in table nos. 4 to 7 6. Results of BVT are shown in fig nos. 6 & 7 7. Results of ERT are given in fig no. 8
5.0 General stratification The soil deposits at Hajira are alluvial in nature formed by River Tapti and its interaction with the sea over the geological history. The layers consist of plastic clays from stiff to very stiff consistency at top. The subsequent layer consists of plastic clays and silts from very
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soft to stiff consistency, followed by silty sands with density varying from loose to dense and very dense.
6.0 Discussion
Two foundation options are suggested:
1. Pile Foundations : For heavy equipment and major structures, pile foundations are recommended. Due to proximity to process areas driven piles are not permitted and bored cast-in-situ piles are recommended. Piles of 500 mm diameter with depth of embedment of 16 m are suitable. Pile calculations are given in Appendix – 1. The lateral capacities are 4.5 t for a fixed headed pile and 2.0 t for a free headed pile. The lateral capacity is also to be confirmed by means of a lateral load test on a test pile. The tests have to be carried out as per IS 2911 / Part 4 – 1985.
2. Open foundations for lightly loaded structures and equipment : The possibility of placing the light to intermediate loaded structures and equipment foundations, open shallow foundations can be explored. The minimum depth of foundation recommended is 2 m from FGL. The permissible settlement is 25mm. The recommended bearing capacity values borehole wise for permissible settlements for 25mm are as given in Section 7 (Conclusion) below and the calculations are appended in Appendix 2. 7.0 Conclusions 1) Two foundation options are recommended. Option 1 : For process equipments and heavily loaded structures, Bored cast –in- situ piles, 500 mm diameter, length of embedment of 16 and cutoff level approximately at 2.50 m from NGL having capacities given below may be provided,
Axial Compression 65 TLateral – Fixed Head 4.5 TLateral – Free Head 2.0 TUplift 24 T
Option 2: For light to moderately loaded structures and equipment foundations, open foundations with minimum depth of 2m below FGL is recommended. A 30 cm thick, well compacted coarse sand layer below the bottom of foundation is recommended.
The net safe bearing pressures as tabulated below are recommended.
Size of Foundation Recommended net Safe Bearing
Pressure (T/m2)
Depth (m) Width (m)
2.0 1.0 14 2.0 2.0 8
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2.0 3.0 62.0 Strip 5 2.5 1.0 15 2.5 2.0 10 2.5 3.0 7 2.5 Strip 6
2) Ground water table is encountered at around 3.50 m from EGL, during investigation, which is likely to rise up to two mt from ground level in monsoon. Design groundwater level shall be at EL 99.500 to account for rain and tidal effects.
3) From results of chemical soil as reported in table 2 & 3, the sub soil is classified in class 2 based on sulphite Content (SO3), as per the table no. 4 under clauses 8.2.2.4 and 9.1.2 of IS: 456, 2000. PPC or PSC with minimum cement content of 330kg/m3 and maximum face water-cement ratio of 0.5 can be used for all RCC in foundation structures. OPC may be used provided the C3A content is within 5 to 8% as per IS 456, Table 4, Note 6. Alternatively, OPC mixed with fly ash as per the provisions of IS 456 and IS 3812 may be used with validation of concrete characteristics through testing. Minimum cement content in piles shall be 400kg/m3 as per the requirements of IS 2911. As the chloride content is high, clear cover to the reinforcement in foundation systems shall at least be 65 mm.
4) 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.
5) Considering the swelling characteristic adequate measures shall be taken to mitigate adverse consequences of swelling and shrinking due to moisture movement. A layer of compacted coarse sand having 300 mm thickness shall be provided under the pile caps and aprons around the structures and in plinths under floor finishes.
7) 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)
Sheet No.1059
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Calculation of Safe Load on Bored Cast in Situ Pile (As per IS: 2911 (Part I / Sec II))
1) Design StipulationsPile Diameter: 0.50m Existing GWT level: 0.00m Pile Cut-Off level: 2.50m from existing ground level. Pile Termination level: 18.50m 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 Layer Thickness
m CohesionKg / cm2
Angle of Internal Friction
Field Densitygm / cc
SPT N Value
5.10 0.39 9 1.76 8 7.50 0.00 25 1.70 10 12.4 0.00 34 1.90 19
3) Ultimate End Bearing Capacity Que = Ap (0.5 * D * γ * Nγ + Pd * Nq) Where, Ap = Cross sectional Area = 0.196 m2
D = Pile Stem Diameter = 0.50 m γ = Bulk Unit Weight of soil at Pile tip = 0.90 T/m3
Nγ = Bearing Capacity factor = 41.06 Pd = Effective overburden pressure at pile tip = 5.56 T/m2
Nq = Bearing Capacity factor = 42.80 Ultimate End Bearing Capacity Que =0.196*(0.5*0.50*0.90*41.06+5.56*42.8) = 48.48 T
Pd Level for this pile = 7.50 m Layer No.1 Effective overburden pressure due to this layer = 0.00 x 1.76 +5.10 x (1.76 - 1) = 3.88 T/m2
Layer No.2 Effective overburden pressure due to this layer = 2.40 x (1.70 - 1) =1.68 T/m2
Layer No.3 No contribution from this layer Total effective overburden pressure up to 7.50m level from EGL= 5.56T/m2.
4) Ultimate Skin Friction Capacity Qsg = Σ [K * Pdi * tan (δ) * Asi] for all layers Where, K = Earth Pressure Coefficient Pdi = Effective Overburden pressure for ith layer δ = Angle of wall friction for ith layer Asi = Surface area of pile stem for ith layer
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 Pd1 : 1.94 T/m2 tan (δ) : 0.16 As1 : 4.08 m2
Qsg = K*Pd1*tan (δ)*As1 =1.00*1.94*0.16*4.08 = 1.25 T Reduction factor (α): 0.40 Average Cohesion(C): 3.90 T/m2. Qsc = α*C*As1 = 0.40*3.90*4.08 = 6.37 T Total net skin friction of this layer = 7.62T/m2
Sheet No.1060
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Layer no. 2: K: 1.50 Pd2: 4.72 T/m2. tan (δ) : 0.47 As2 : 11.78 m2. Qsg = K*Pd2*tan (δ)*As2 =1.50*4.72*0.47*11.78 = 38.82 T Reduction factor (α): 0.40 Average Cohesion(C): 0.00 T/m2. Qsc = a*C*As2 =0.40*0.00*11.78 = 0.00 T Total net skin friction of this layer = 38.82 T/m2.
Layer no. 3: K: 2.00 Pd3 : 5.56 T/m2. tan (δ) : 0.67 As3 : 9.26 m2.Qsg = K*Pd3*tan (δ)*As3 =2.00*5.56*0.67*9.26 = 69.38 T Reduction factor (α): 0.30 Average Cohesion(C): 0.00 T/m2. Qsc = α*C*As3 =0.30*0.00*9.26 = 0.00 T Total net skin friction of this layer = 69.38T/m2.
Total Skin Friction Capacity Qus = Qsg + Qsc = 115.82 T Total Ultimate Pile Capacity Qu = Qus + Que = 164.30 T Net Ultimate Pile Capacity Qu/FOS = 65.7 T
5) Safe Load in Compression in Ton
Pile Diameter in m Pile Length after cutoff in m
14.0 16.0 18.0
0.45 45.1 52.8 60.5
0.50 56.3 65.7 75.1
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
14.0 16.0 18.0
0.45 30.9 38.6 46.2
0.50 36.9 46.4 55.7
7) Computation of Lateral Capacity Lateral capacity is computed based up on the allowable top deflection of 5.0mm. Free Length L1 is 0.00 m and overall nature of soil is clayey.
For a Fixed Head Pile of 500 mm diameter, soil constant K2= 48.8 Kg/cm3 (From IS Code), E = 273861.27 Kg/cm2, I = 306640.63 cm4, R = 203.67, L1/R = 0.00. Depth of Fixity Lf = 443.99 cm = 4.4 m Total Ultimate Horizontal Load Capacity H [As per IS Code] =12EIY/(L1+Lf)3 = 5.76 T Ultimate Horizontal Load Capacity is recommended as 4.50 T Moment Reduction Factor m = 0.825(From IS Code) Total Ultimate Moment Capacity M [As per IS Code] =mH (L1+Lf)/2 = 8.24 ~ 8.2 Tm
Recommended Lateral Capacities For Fixed Head Piles Pile Diameter in m 0.45 0.50
Horizontal Load Capacity in T 4.0 4.5
For a Free Head Pile of 500 mm diameter, soil constant K2= 48.8 Kg/cm3 (From IS Code), E = 273861.27 Kg/cm2, I = 306640.63 cm4, R = 203.67, L1/R = 0.00. Depth of Fixity Lf = 391.05 cm = 3.9 m
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Total Ultimate Horizontal Load Capacity H [As per IS Code] = 3EIY/(L1+Lf)3 = 2.1 T Ultimate Horizontal Load Capacity is recommended as 2.0 T Moment Reduction Factor m = 0.4 (From IS Code) Total Ultimate Moment Capacity M [As per IS Code] = mH (L1+Lf) = 3.13 ~3.0 Tm
Recommended Lateral Capacities For Free Head Piles Pile Diameter in m 0.45 0.50
Horizontal Load Capacity in T 1.9 2.0
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.
(K.K.Thaker)
Sheet No.1062
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Sr.
Leng
thW
idth
CN
cN
q - 1
NS
cS
qS
dcdq
dic
iqi
0.5
No.
mm
mK
g/cm
2de
gree
gm/c
cW
qW
t / m
2
11.
001.
002.
000.
399
6.82
0.72
0.57
1.30
1.20
0.80
1.44
1.00
1.00
1.00
1.00
1.00
1.76
0.88
1.00
1.00
15
22.
002.
002.
000.
399
6.82
0.72
0.57
1.30
1.20
0.80
1.22
1.00
1.00
1.00
1.00
1.00
1.76
0.88
1.00
0.75
13
33.
003.
002.
000.
399
6.82
0.72
0.57
1.30
1.20
0.80
1.15
1.00
1.00
1.00
1.00
1.00
1.76
0.88
1.00
0.67
12
44.
004.
002.
000.
399
6.82
0.72
0.57
1.30
1.20
0.80
1.11
1.00
1.00
1.00
1.00
1.00
1.76
0.88
1.00
0.63
12
51.
001.
002.
500.
399
6.82
0.72
0.57
1.30
1.20
0.80
1.56
1.00
1.00
1.00
1.00
1.00
1.76
0.88
1.00
0.75
16
62.
002.
002.
500.
399
6.82
0.72
0.57
1.30
1.20
0.80
1.28
1.00
1.00
1.00
1.00
1.00
1.76
0.88
1.00
0.63
14
73.
003.
002.
500.
399
6.82
0.72
0.57
1.30
1.20
0.80
1.19
1.00
1.00
1.00
1.00
1.00
1.76
0.88
1.00
0.58
13
84.
004.
002.
500.
399
6.82
0.72
0.57
1.30
1.20
0.80
1.14
1.00
1.00
1.00
1.00
1.00
1.76
0.88
1.00
0.56
12
91.
001.
003.
000.
399
6.82
0.72
0.57
1.30
1.20
0.80
1.67
1.00
1.00
1.00
1.00
1.00
1.76
0.88
1.00
0.50
17
102.
002.
003.
000.
399
6.82
0.72
0.57
1.30
1.20
0.80
1.33
1.00
1.00
1.00
1.00
1.00
1.76
0.88
1.00
0.50
14
113.
003.
003.
000.
399
6.82
0.72
0.57
1.30
1.20
0.80
1.22
1.00
1.00
1.00
1.00
1.00
1.76
0.88
1.00
0.50
13
124.
004.
003.
000.
399
6.82
0.72
0.57
1.30
1.20
0.80
1.17
1.00
1.00
1.00
1.00
1.00
1.76
0.88
1.00
0.50
13
1) F
acto
r of s
afet
y is
2.5
2) D
epth
of f
ound
atio
n sh
all b
e fr
om E
G L
Dep
th o
f Fo
unda
tion
Wat
er T
able
C
orre
ctio
nB
earin
g C
apac
ity F
acto
rsS
hape
Fac
tors
Not
e :-
Pro
pose
d st
ruct
ures
of p
lant
of A
dditi
onal
gas
pro
cess
ing
faci
litie
s pr
ojec
t (P
hase
4 )
of O
NG
C a
t Haz
ira, S
urat
, L &
T L
tdFo
r Is
olat
ed S
quar
e Fo
otin
g
Proj
ect :
Dep
th F
acto
rsIn
clin
atio
n Fa
ctor
sU
nit W
eigh
tS
afe
Bea
ring
Cap
acity
Siz
e of
Fou
ndat
ion
She
ar P
aram
eter
KC
T C
onsu
ltan
cy S
ervi
ces,
Ahm
edab
adA
PP
EN
DIX
- 2
a (B
oreh
ole
No.
4)
Cal
cula
tion
of n
et S
afe
Bea
ring
Cap
acity
Bas
ed o
n Sh
ear P
aram
eter
s C
- qu
= 1
/ FS
[ 2
/ 3 C
Nc
dc S
c ic
+
d (N
q - 1
) Sq
dq iq
Wq
+ 0.
5 B
N S
di
W]
She
et N
o.10
63
11-0
6-20
12
![Page 14: Binder 9 with uploaded drawings and approved document](https://reader034.fdocuments.in/reader034/viewer/2022051318/5695d3511a28ab9b029d7edc/html5/thumbnails/14.jpg)
Sr.
Leng
thW
idth
CN
cN
q - 1
NS
cS
qS
dcdq
dic
iqi
0.5
No.
mm
mK
g/cm
2de
gree
gm/c
cW
qW
t / m
2
11.
001.
002.
000.
4612
7.55
1.07
0.87
1.30
1.20
0.80
1.46
1.23
1.23
1.00
1.00
1.00
1.71
0.86
1.00
1.00
20
22.
002.
002.
000.
4612
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
0.75
17
33.
003.
002.
000.
4612
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
0.67
16
44.
004.
002.
000.
4612
7.55
1.07
0.87
1.30
1.20
0.80
1.12
1.06
1.06
1.00
1.00
1.00
1.71
0.86
1.00
0.63
16
51.
001.
002.
500.
4612
7.55
1.07
0.87
1.30
1.20
0.80
1.58
1.29
1.29
1.00
1.00
1.00
1.71
0.86
1.00
0.75
22
62.
002.
002.
500.
4612
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
0.63
18
73.
003.
002.
500.
4612
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
0.58
17
84.
004.
002.
500.
4612
7.55
1.07
0.87
1.30
1.20
0.80
1.14
1.07
1.07
1.00
1.00
1.00
1.71
0.86
1.00
0.56
17
91.
001.
003.
000.
4612
7.55
1.07
0.87
1.30
1.20
0.80
1.69
1.35
1.35
1.00
1.00
1.00
1.71
0.86
1.00
0.50
24
102.
002.
003.
000.
4612
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
0.50
20
113.
003.
003.
000.
4612
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
0.50
18
124.
004.
003.
000.
4612
7.55
1.07
0.87
1.30
1.20
0.80
1.17
1.09
1.09
1.00
1.00
1.00
1.71
0.86
1.00
0.50
18
1) F
acto
r of s
afet
y is
2.5
2) D
epth
of f
ound
atio
n sh
all b
e fr
om E
G L
Dep
th o
f Fo
unda
tion
Wat
er T
able
C
orre
ctio
nB
earin
g C
apac
ity F
acto
rsS
hape
Fac
tors
Not
e :-
Pro
pose
d st
ruct
ures
of p
lant
of A
dditi
onal
gas
pro
cess
ing
faci
litie
s pr
ojec
t (P
hase
4 )
of O
NG
C a
t Haz
ira, S
urat
, L &
T L
tdFo
r Is
olat
ed S
quar
e Fo
otin
g
Proj
ect :
Dep
th F
acto
rsIn
clin
atio
n Fa
ctor
sU
nit W
eigh
tS
afe
Bea
ring
Cap
acity
Siz
e of
Fou
ndat
ion
She
ar P
aram
eter
KC
T C
onsu
ltan
cy S
ervi
ces,
Ahm
edab
ad AP
PE
ND
IX -
2 b
(Bor
ehol
e N
o. 5
)
Cal
cula
tion
of n
et S
afe
Bea
ring
Cap
acity
Bas
ed o
n Sh
ear P
aram
eter
s C
- qu
= 1
/ FS
[ 2
/ 3 C
Nc
dc S
c ic
+
d (N
q - 1
) Sq
dq iq
Wq
+ 0.
5 B
N S
di
W]
She
et N
o.10
64
11-0
6-20
12
![Page 15: Binder 9 with uploaded drawings and approved document](https://reader034.fdocuments.in/reader034/viewer/2022051318/5695d3511a28ab9b029d7edc/html5/thumbnails/15.jpg)
Sr.
Leng
thW
idth
CN
cN
q - 1
NS
cS
qS
dcdq
dic
iqi
0.5
No.
mm
mK
g/cm
2de
gree
gm/c
cW
qW
t / m
2
11.
001.
002.
000.
242
5.46
0.13
0.10
1.30
1.20
0.80
1.41
1.00
1.00
1.00
1.00
1.00
1.70
0.85
1.00
1.00
7
22.
002.
002.
000.
242
5.46
0.13
0.10
1.30
1.20
0.80
1.20
1.00
1.00
1.00
1.00
1.00
1.70
0.85
1.00
0.75
6
33.
003.
002.
000.
242
5.46
0.13
0.10
1.30
1.20
0.80
1.14
1.00
1.00
1.00
1.00
1.00
1.70
0.85
1.00
0.67
5
44.
004.
002.
000.
242
5.46
0.13
0.10
1.30
1.20
0.80
1.10
1.00
1.00
1.00
1.00
1.00
1.70
0.85
1.00
0.63
5
51.
001.
002.
500.
242
5.46
0.13
0.10
1.30
1.20
0.80
1.51
1.00
1.00
1.00
1.00
1.00
1.70
0.85
1.00
0.75
7
62.
002.
002.
500.
242
5.46
0.13
0.10
1.30
1.20
0.80
1.26
1.00
1.00
1.00
1.00
1.00
1.70
0.85
1.00
0.63
6
73.
003.
002.
500.
242
5.46
0.13
0.10
1.30
1.20
0.80
1.17
1.00
1.00
1.00
1.00
1.00
1.70
0.85
1.00
0.58
6
84.
004.
002.
500.
242
5.46
0.13
0.10
1.30
1.20
0.80
1.13
1.00
1.00
1.00
1.00
1.00
1.70
0.85
1.00
0.56
5
91.
001.
003.
000.
242
5.46
0.13
0.10
1.30
1.20
0.80
1.61
1.00
1.00
1.00
1.00
1.00
1.70
0.85
1.00
0.50
8
102.
002.
003.
000.
242
5.46
0.13
0.10
1.30
1.20
0.80
1.31
1.00
1.00
1.00
1.00
1.00
1.70
0.85
1.00
0.50
6
113.
003.
003.
000.
242
5.46
0.13
0.10
1.30
1.20
0.80
1.20
1.00
1.00
1.00
1.00
1.00
1.70
0.85
1.00
0.50
6
124.
004.
003.
000.
242
5.46
0.13
0.10
1.30
1.20
0.80
1.15
1.00
1.00
1.00
1.00
1.00
1.70
0.85
1.00
0.50
6
1) F
acto
r of s
afet
y is
2.5
2) D
epth
of f
ound
atio
n sh
all b
e fr
om E
G L
Dep
th o
f Fo
unda
tion
Wat
er T
able
C
orre
ctio
nB
earin
g C
apac
ity F
acto
rsS
hape
Fac
tors
Not
e :-
Pro
pose
d st
ruct
ures
of p
lant
of A
dditi
onal
gas
pro
cess
ing
faci
litie
s pr
ojec
t (P
hase
4 )
of O
NG
C a
t Haz
ira, S
urat
, L &
T L
tdFo
r Is
olat
ed S
quar
e Fo
otin
g
Proj
ect :
Dep
th F
acto
rsIn
clin
atio
n Fa
ctor
sU
nit W
eigh
tS
afe
Bea
ring
Cap
acity
Siz
e of
Fou
ndat
ion
She
ar P
aram
eter
KC
T C
onsu
ltan
cy S
ervi
ces,
Ahm
edab
ad AP
PE
ND
IX -
2 C
(B
oreh
ole
No.
6)
Cal
cula
tion
of n
et S
afe
Bea
ring
Cap
acity
Bas
ed o
n Sh
ear P
aram
eter
s C
- qu
= 1
/ FS
[ 2
/ 3 C
Nc
dc S
c ic
+
d (N
q - 1
) Sq
dq iq
Wq
+ 0.
5 B
N S
di
W]
She
et N
o.10
65
11-0
6-20
12
![Page 16: Binder 9 with uploaded drawings and approved document](https://reader034.fdocuments.in/reader034/viewer/2022051318/5695d3511a28ab9b029d7edc/html5/thumbnails/16.jpg)
Sr.
Leng
thW
idth
CN
cN
q - 1
NS
cS
qS
dcdq
dic
iqi
0.5
No.
mm
mK
g/cm
2de
gree
gm/c
cW
qW
t / m
2
11.
001.
002.
000.
3813
7.82
1.20
0.99
1.30
1.20
0.80
1.47
1.23
1.23
1.00
1.00
1.00
1.76
0.88
1.00
1.00
18
22.
002.
002.
000.
3813
7.82
1.20
0.99
1.30
1.20
0.80
1.23
1.12
1.12
1.00
1.00
1.00
1.76
0.88
1.00
0.75
15
33.
003.
002.
000.
3813
7.82
1.20
0.99
1.30
1.20
0.80
1.16
1.08
1.08
1.00
1.00
1.00
1.76
0.88
1.00
0.67
15
44.
004.
002.
000.
3813
7.82
1.20
0.99
1.30
1.20
0.80
1.12
1.06
1.06
1.00
1.00
1.00
1.76
0.88
1.00
0.63
14
51.
001.
002.
500.
3813
7.82
1.20
0.99
1.30
1.20
0.80
1.58
1.29
1.29
1.00
1.00
1.00
1.76
0.88
1.00
0.75
20
62.
002.
002.
500.
3813
7.82
1.20
0.99
1.30
1.20
0.80
1.29
1.15
1.15
1.00
1.00
1.00
1.76
0.88
1.00
0.63
17
73.
003.
002.
500.
3813
7.82
1.20
0.99
1.30
1.20
0.80
1.19
1.10
1.10
1.00
1.00
1.00
1.76
0.88
1.00
0.58
16
84.
004.
002.
500.
3813
7.82
1.20
0.99
1.30
1.20
0.80
1.15
1.07
1.07
1.00
1.00
1.00
1.76
0.88
1.00
0.56
15
91.
001.
003.
000.
3813
7.82
1.20
0.99
1.30
1.20
0.80
1.70
1.35
1.35
1.00
1.00
1.00
1.76
0.88
1.00
0.50
22
102.
002.
003.
000.
3813
7.82
1.20
0.99
1.30
1.20
0.80
1.35
1.17
1.17
1.00
1.00
1.00
1.76
0.88
1.00
0.50
18
113.
003.
003.
000.
3813
7.82
1.20
0.99
1.30
1.20
0.80
1.23
1.12
1.12
1.00
1.00
1.00
1.76
0.88
1.00
0.50
17
124.
004.
003.
000.
3813
7.82
1.20
0.99
1.30
1.20
0.80
1.17
1.09
1.09
1.00
1.00
1.00
1.76
0.88
1.00
0.50
16
1) F
acto
r of s
afet
y is
2.5
2) D
epth
of f
ound
atio
n sh
all b
e fr
om E
G L
Dep
th o
f Fo
unda
tion
Wat
er T
able
C
orre
ctio
nB
earin
g C
apac
ity F
acto
rsS
hape
Fac
tors
Not
e :-
Pro
pose
d st
ruct
ures
of p
lant
of A
dditi
onal
gas
pro
cess
ing
faci
litie
s pr
ojec
t (P
hase
4 )
of O
NG
C a
t Haz
ira, S
urat
, L &
T L
tdFo
r Is
olat
ed S
quar
e Fo
otin
g
Proj
ect :
Dep
th F
acto
rsIn
clin
atio
n Fa
ctor
sU
nit W
eigh
tS
afe
Bea
ring
Cap
acity
Siz
e of
Fou
ndat
ion
She
ar P
aram
eter
KC
T C
onsu
ltan
cy S
ervi
ces,
Ahm
edab
ad AP
PE
ND
IX -
2 d
(Bor
ehol
e N
o. 9
)
Cal
cula
tion
of n
et S
afe
Bea
ring
Cap
acity
Bas
ed o
n Sh
ear P
aram
eter
s C
- qu
= 1
/ FS
[ 2
/ 3 C
Nc
dc S
c ic
+
d (N
q - 1
) Sq
dq iq
Wq
+ 0.
5 B
N S
di
W]
She
et N
o.10
66
11-0
6-20
12
![Page 17: Binder 9 with uploaded drawings and approved document](https://reader034.fdocuments.in/reader034/viewer/2022051318/5695d3511a28ab9b029d7edc/html5/thumbnails/17.jpg)
Sr. N
o.C
omp
Inde
x C
cD
epth
ofFo
otin
g D
W
idth
ofFo
otin
g B
H
Void
s R
atio
e0
Fiel
dD
ensi
tyd
p 0SB
Cp
(p+
p 0)/p
0C
orre
ctio
nfo
r dep
thC
onso
lidat
ion
Settl
emen
t Sc
mm
mgm
/ cc
mT
/ m2
T / m
2T
/ m2
mm
10.
152.
001.
002.
000.
821.
763.
005.
2815
3.68
1.70
0.7
0.66
17.5
20.
152.
002.
003.
150.
821.
763.
586.
2913
3.98
1.63
0.7
0.73
28.2
30.
152.
003.
003.
150.
821.
763.
586.
2912
5.22
1.83
0.7
0.80
38.0
40.
152.
004.
003.
150.
821.
763.
586.
2912
6.11
1.97
0.7
0.85
45.5
50.
152.
501.
002.
000.
821.
763.
506.
1616
4.00
1.65
0.7
0.65
16.2
60.
152.
502.
002.
650.
821.
763.
836.
7314
4.89
1.73
0.7
0.73
26.4
70.
152.
503.
002.
650.
821.
763.
836.
7313
6.13
1.91
0.7
0.75
32.4
80.
152.
504.
002.
150.
821.
763.
586.
2912
7.70
2.22
0.7
0.81
34.8
90.
153.
001.
002.
000.
821.
764.
007.
0417
4.32
1.61
0.7
0.63
15.2
100.
153.
002.
002.
150.
821.
764.
087.
1714
6.04
1.84
0.7
0.73
24.0
110.
153.
003.
002.
150.
821.
764.
087.
1713
7.23
2.01
0.7
0.73
27.4
120.
153.
004.
002.
150.
821.
764.
087.
1713
8.02
2.12
0.7
0.77
31.3
fact
orre
late
dto
pore
pres
sure
para
met
er
KC
T C
onsu
ltan
cy S
ervi
ces,
Ahm
edab
ad
Cal
cula
tion
of S
ettle
men
t (B
H 4
)Se
ttlem
ent S
C =
{ ( C
C H
) / (
1 +
e0 )
} lo
g 10 {
( P 0
+
P ) /
P0 }
Proj
ect:-
Pro
pose
d st
ruct
ures
of p
lant
of A
dditi
onal
gas
pro
cess
ing
faci
litie
s pr
ojec
t (Ph
ase
4 ) o
f ON
GC
at H
azira
, Sur
at, L
& T
Ltd
She
et N
o.10
67
11-0
6-20
12
![Page 18: Binder 9 with uploaded drawings and approved document](https://reader034.fdocuments.in/reader034/viewer/2022051318/5695d3511a28ab9b029d7edc/html5/thumbnails/18.jpg)
Sr. N
o.C
omp
Inde
x C
cD
epth
ofFo
otin
g D
W
idth
ofFo
otin
g B
H
Void
s R
atio
e0
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tyd
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0C
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ctio
nfo
rde
pth
Con
solid
atio
nSe
ttlem
ent S
c
mm
mgm
/ cc
mT
/ m2
T / m
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/ m2
mm
10.
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001.
002.
000.
911.
713.
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714.
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70.
7744
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fact
orre
late
dto
pore
pres
sure
para
met
er
KC
T C
onsu
ltan
cy S
ervi
ces,
Ahm
edab
ad
Cal
cula
tion
of S
ettle
men
t (B
H 5
)Se
ttlem
ent S
C =
{ ( C
C H
) / (
1 +
e0 )
} lo
g 10 {
( P
0 +
P ) /
P0 }
Proj
ect:-
Pro
pose
d st
ruct
ures
of p
lant
of A
dditi
onal
gas
pro
cess
ing
faci
litie
s pr
ojec
t (Ph
ase
4 ) o
f ON
GC
at H
azira
, Sur
at, L
& T
Ltd
She
et N
o.10
68
11-0
6-20
12
![Page 19: Binder 9 with uploaded drawings and approved document](https://reader034.fdocuments.in/reader034/viewer/2022051318/5695d3511a28ab9b029d7edc/html5/thumbnails/19.jpg)
Sr. N
o.C
omp
Inde
x C
cD
epth
ofFo
otin
g D
W
idth
ofFo
otin
g B
H
Void
s R
atio
e0
Fiel
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tyd
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p 0)/p
0C
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ctio
nfo
rde
pth
Con
solid
atio
nSe
ttlem
ent S
c
mm
mgm
/ cc
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/ m2
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/ m2
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002.
000.
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73.
005.
107
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1.33
0.7
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20.
292.
002.
002.
000.
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73.
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106
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1.50
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000.
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73.
005.
105
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1.60
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40.
292.
004.
002.
000.
921.
73.
005.
105
3.38
1.66
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0.85
39.6
50.
292.
501.
001.
500.
921.
73.
255.
537
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1.42
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15.7
60.
292.
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255.
535
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002.
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000.
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73.
505.
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293.
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73.
505.
956
4.43
1.74
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0.77
19.7
fact
orre
late
dto
pore
pres
sure
para
met
er
KC
T C
onsu
ltan
cy S
ervi
ces,
Ahm
edab
ad
Cal
cula
tion
of S
ettle
men
t (B
H 6
)Se
ttlem
ent S
C =
{ ( C
C H
) / (
1 +
e0 )
} lo
g 10 {
( P
0 +
P ) /
P0 }
Proj
ect:-
Pro
pose
d st
ruct
ures
of p
lant
of A
dditi
onal
gas
pro
cess
ing
faci
litie
s pr
ojec
t (Ph
ase
4 ) o
f ON
GC
at H
azira
, Sur
at, L
& T
Ltd
She
et N
o.10
69
11-0
6-20
12
![Page 20: Binder 9 with uploaded drawings and approved document](https://reader034.fdocuments.in/reader034/viewer/2022051318/5695d3511a28ab9b029d7edc/html5/thumbnails/20.jpg)
Sr. N
o.D
epth
of
Foot
ing
D
Wid
th o
f Fo
otin
g B
m
vH
pSB
Cfa
ctor
rela
ted
to p
ore
pres
sure
para
met
er
Cor
rect
ion
for
dept
hC
onso
lidat
ion
Settl
emen
t Sc
mm
mT
/ m2
T / m
2m
m
12.
001.
000.
121.
505.
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22.
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000.
121.
507.
9315
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0.76
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32.
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42.
004.
000.
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509.
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62.
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30.
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503.
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30.
7531
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7318
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30.
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30.
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160.
30.
7519
.1
KC
T C
onsu
ltan
cy S
ervi
ces,
Ahm
edab
ad
Cal
cula
tion
of S
ettle
men
t (B
H 9
)
Settl
emen
t SC =
mv
H P
Proj
ect:-
Prop
osed
stru
ctur
esof
plan
tofA
dditi
onal
gas
proc
essi
ngfa
cilit
ies
proj
ect(
Phas
e4
)ofO
NG
Cat
Haz
ira,
Sura
t, L
& T
Ltd
She
et N
o.10
70
11-0
6-20
12
![Page 21: Binder 9 with uploaded drawings and approved document](https://reader034.fdocuments.in/reader034/viewer/2022051318/5695d3511a28ab9b029d7edc/html5/thumbnails/21.jpg)
Sr. N
o.C
omp
Inde
x C
cD
epth
of
Foot
ing
D
Wid
th o
f Fo
otin
g B
H
Void
s R
atio
e0
Fiel
dD
ensi
tyd
p 0p
(p+
p 0)/p
0fa
ctor
rela
ted
to
pore
pres
sure
para
met
er
Cor
rect
ion
for d
epth
Con
solid
atio
nSe
ttlem
ent S
cA
llow
able
Bea
ring
Pres
sure
mm
mgm
/ cc
mT
/ m2
T / m
2m
mT
/ m2
10.
152.
001.
002.
000.
821.
763.
005.
285.
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20.
152.
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003.
150.
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763.
586.
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421.
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7325
11
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152.
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003.
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763.
586.
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071.
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8025
7
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152.
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50.
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763.
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7525
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763.
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153.
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087.
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820.
70.
7725
9
KC
T C
onsu
ltan
cy S
ervi
ces,
Ahm
edab
ad
Allo
wab
le B
earin
g Pr
essu
re fo
r 25
mm
Set
tlem
ent (
BH
4)
Settl
emen
t SC =
{ ( C
C H
) / (
1 +
e0 )
} lo
g 10 {
( P
0 +
P ) /
P0 }
Proj
ect:-
Pro
pose
d st
ruct
ures
of p
lant
of A
dditi
onal
gas
pro
cess
ing
faci
litie
s pr
ojec
t (Ph
ase
4 ) o
f ON
GC
at H
azira
, Sur
at, L
& T
Ltd
She
et N
o.10
71
11-0
6-20
12
![Page 22: Binder 9 with uploaded drawings and approved document](https://reader034.fdocuments.in/reader034/viewer/2022051318/5695d3511a28ab9b029d7edc/html5/thumbnails/22.jpg)
Sr. N
o.C
omp
Inde
x C
cD
epth
of
Foot
ing
D
Wid
th o
f Fo
otin
g B
H
Void
s R
atio
e0
Fiel
dD
ensi
tyd
p 0p
(p+
p 0)/p
0fa
ctor
rela
ted
to
pore
pres
sure
para
met
er
Cor
rect
ion
for d
epth
Con
solid
atio
nSe
ttlem
ent S
cA
llow
able
Bea
ring
Pres
sure
mm
mgm
/ cc
mT
/ m2
T / m
2m
mT
/ m2
10.
182.
001.
002.
000.
911.
713.
005.
134.
791.
930.
70.
6625
19
20.
182.
002.
003.
150.
911.
713.
586.
112.
821.
460.
70.
7325
9
30.
182.
003.
003.
150.
911.
713.
586.
112.
541.
420.
70.
8025
6
40.
182.
004.
003.
150.
911.
713.
586.
112.
361.
390.
70.
8525
5
50.
182.
501.
002.
000.
911.
713.
505.
995.
781.
960.
70.
6525
23
60.
182.
502.
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543.
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7325
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70.
182.
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581.
550.
70.
7525
7
80.
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504.
002.
150.
911.
713.
586.
113.
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650.
70.
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6
90.
183.
001.
002.
000.
911.
714.
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846.
761.
990.
70.
6325
27
100.
183.
002.
002.
150.
911.
714.
086.
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191.
740.
70.
7325
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110.
183.
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740.
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7325
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120.
183.
004.
002.
150.
911.
714.
086.
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690.
70.
7725
8
KC
T C
onsu
ltan
cy S
ervi
ces,
Ahm
edab
ad
Allo
wab
le B
earin
g Pr
essu
re fo
r 25
mm
Set
tlem
ent (
BH
5)
Settl
emen
t SC =
{ ( C
C H
) / (
1 +
e0 )
} lo
g 10 {
( P
0 +
P ) /
P0 }
Proj
ect:-
Pro
pose
d st
ruct
ures
of p
lant
of A
dditi
onal
gas
pro
cess
ing
faci
litie
s pr
ojec
t (Ph
ase
4 ) o
f ON
GC
at H
azira
, Sur
at, L
& T
Ltd
She
et N
o.10
72
11-0
6-20
12
![Page 23: Binder 9 with uploaded drawings and approved document](https://reader034.fdocuments.in/reader034/viewer/2022051318/5695d3511a28ab9b029d7edc/html5/thumbnails/23.jpg)
Sr. N
o.C
omp
Inde
x C
cD
epth
of
Foot
ing
D
Wid
th o
f Fo
otin
g B
H
Void
s R
atio
e0
Fiel
dD
ensi
tyd
p 0p
(p+
p 0)/p
0fa
ctor
rela
ted
to
pore
pres
sure
para
met
er
Cor
rect
ion
for d
epth
Con
solid
atio
nSe
ttlem
ent S
cA
llow
able
Bea
ring
Pres
sure
mm
mgm
/ cc
mT
/ m2
T / m
2m
mT
/ m2
10.
292.
001.
002.
000.
921.
703.
005.
102.
601.
510.
70.
6625
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.4
20.
292.
002.
002.
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703.
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102.
311.
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70.
7325
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2
30.
292.
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102.
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7
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8525
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0
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7
KC
T C
onsu
ltan
cy S
ervi
ces,
Ahm
edab
ad
Allo
wab
le B
earin
g Pr
essu
re fo
r 25
mm
Set
tlem
ent (
BH
6)
Settl
emen
t SC =
{ ( C
C H
) / (
1 +
e0 )
} lo
g 10 {
( P
0 +
P ) /
P0 }
Proj
ect:-
Pro
pose
d st
ruct
ures
of p
lant
of A
dditi
onal
gas
pro
cess
ing
faci
litie
s pr
ojec
t (Ph
ase
4 ) o
f ON
GC
at H
azira
, Sur
at, L
& T
Ltd
She
et N
o.10
73
11-0
6-20
12
![Page 24: Binder 9 with uploaded drawings and approved document](https://reader034.fdocuments.in/reader034/viewer/2022051318/5695d3511a28ab9b029d7edc/html5/thumbnails/24.jpg)
Sr. N
o.D
epth
of
Foot
ing
D
Wid
th o
f Fo
otin
g B
m
vH
pfa
ctor
rela
ted
to
pore
pres
sure
para
met
er
Cor
rect
ion
for
dept
h S
ettle
men
t Sc
Allo
wab
le
Bea
ring
Pres
sure
mm
mT
/ m2
mm
T / m
2
12.
001.
000.
121.
506.
350.
30.
7325
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22.
002.
000.
121.
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30.
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121.
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30.
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30.
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30.
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30.
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001.
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0.3
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30
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24
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25.0
22
123.
004.
000.
120.
5018
.53
0.3
0.75
25.0
21
KC
T C
onsu
ltan
cy S
ervi
ces,
Ahm
edab
ad
Cal
cula
tion
of S
ettle
men
t (B
H 9
)
Settl
emen
t SC =
mv
H P
Proj
ect:-
Prop
osed
stru
ctur
esof
plan
tofA
dditi
onal
gas
proc
essi
ngfa
cilit
ies
proj
ect(
Phas
e4
)ofO
NG
Cat
Haz
ira,
Sura
t, L
& T
Ltd
She
et N
o.10
74
11-0
6-20
12
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KCT Consultancy Services.,Ahmedabad
NOTATIONS C Cohesion
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,N Bearing Capacity Factor Sc,Sq,S Shape Factors 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
Sheet No.1075
11-06-2012
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KCT Consultancy Services.,Ahmedabad
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 .
Sheet No.1076
11-06-2012
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KCT Consultancy Services, Ahmedabad
TABLE NO. – 1
RESULTS OF LABORATORY PERMEABILITY
Sr. No.
Bore Hole No.
Depth (m) Permeabil ity (mm/s)
1.
BH – 4 2.50
0.66 x 10- 6
2.
BH – 5 2.50
0.68 x 10- 6
3.
BH – 6 2.50
0.60 x 10- 6
4.
BH – 9 5.50
0.58 x 10- 6
( K K Thaker)
Sheet No.1077
11-06-2012
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Sr. No. BH No. Depth (m) pH SO3 in 2:1 Water : Soil
Extract(mg/l)
Chlorides
1 BH 4 2.50 7.45 886 2013
2 BH 5 4.50 7.63 926 2003
3 BH 6 2.50 7.72 947 2014
4 BH 9 2.50 7.75 868 2045
Sr. No. Location pH Sulphate (SO3) (mg/l)
Chloride(mg/l)
Organic Inorganic
1 BH 4 7.65 Nil 905 1081 1036
2 BH 5 7.72 Nil 895 1015 1028
3 BH 6 7.53 Nil 907 1059 1053
4 BH 9 7.63 Nil 884 1083 1026
For KCT Consultancy Services
(K K Thaker)
Total Dissolved Solids
Table No. 2Results of Chemical Analysis of Soil
Table No. 3Results of Chemical Analysis of Ground Water
Sheet No.1078
11-06-2012
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4
mgm
/ cc
%%
%%
%%
%%
%K
g/cm
2%
Kg/
cm2
Deg
ree
Kg/
cm2
%%
10.
00D
S-
10.6
4-
13
5442
5529
26-
--
CH
--
--
--
--
20.
50S
PT
--
-1
1047
4254
2826
--
-C
H-
--
-19
--
-
31.
50S
PT
--
-1
844
4754
2529
--
-C
H-
--
-16
--
-
42.
50U
DS
1.76
21.3
42.
642
646
4655
2629
80.
2654
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H0.
399
-0.
15-
-0.
8245
.1
53.
00S
PT
--
-2
943
4657
3126
--
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H-
--
-8
--
-
64.
50S
PT
--
-2
1071
1751
3615
--
-M
H-
--
-2
--
-
75.
50U
DS
1.70
35.7
02.
642
7915
4N
PN
PN
P-
--
SM
-25
--
--
1.11
52.6
86.
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PT
--
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876
1550
3911
--
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H-
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--
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97.
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PT
--
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972
1955
4114
--
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H-
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--
-
108.
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1.76
22.0
62.
660
1679
550
428
--
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H-
28-
--
-0.
8445
.7
119.
00S
PT
--
-1
8313
3N
PN
PN
P-
--
SM
--
--
15-
--
1210
.50
SP
T-
--
082
144
NP
NP
NP
--
-S
M-
--
-19
--
-
1311
.50
DS
--
-1
8213
4N
PN
PN
P-
--
SM
--
--
--
--
1412
.00
SP
T-
--
083
143
NP
NP
NP
--
-S
M-
--
-22
--
-
1513
.50
SP
T-
--
180
154
NP
NP
NP
--
-S
M-
--
-28
--
-
1614
.50
DS
--
-2
7915
4N
PN
PN
P-
--
SM
--
--
--
--
1715
.00
SP
T-
--
082
153
NP
NP
NP
--
-S
M-
--
-41
--
-
1816
.50
SP
T-
--
482
122
21N
PN
P-
--
SM
--
--
59-
--
1917
.50
DS
--
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8212
220
NP
NP
--
-S
M-
--
--
--
-
2018
.00
SP
T-
--
133
3432
4029
11-
--
CI
--
--
> 10
0-
--
2120
.00
SP
T-
--
478
144
24N
PN
P-
--
SM
--
--
94-
--
Gravel
Sand
Type
of
Sam
ple
BH
No.
:-
Dep
th
Soil Classification
Proj
ect :
-
KC
T C
onsu
ltan
cy S
ervi
ces,
Ahm
edab
adR
ES
ULT
S O
F LA
BO
RA
TO
RY
TE
ST
Prop
osed
str
uctu
res
of p
lant
of A
dditi
onal
gas
pro
cess
ing
faci
litie
s pr
ojec
t (Ph
ase
4 ) o
f ON
GC
at H
azira
, Sur
at, L
& T
Ltd
Gra
in S
ize
Ana
lysi
sFi
eld
Den
sity
Nat
ural
Moi
stur
eC
onte
nt
Specific Gravity
ShrinkageLimit
SPT N Value
Void Ratio
Silt
Clay
LiquidLimit
PlasticLimit
Shea
r Par
amet
er
SwellingPressure
Con
sist
ancy
lim
its
Porosity
Sr No
Rock Quality Designation
C
UnconfinedCompression
Test
Compression Index CC
Free Swell Index
PlasticityIndex
She
et N
o.10
79
11-0
6-20
12
![Page 30: Binder 9 with uploaded drawings and approved document](https://reader034.fdocuments.in/reader034/viewer/2022051318/5695d3511a28ab9b029d7edc/html5/thumbnails/30.jpg)
5
mgm
/ cc
%%
%%
%%
%%
%K
g/cm
2%
Kg/
cm2
Deg
ree
Kg/
cm2
%%
10.
00D
S-
--
-
21.
50S
PT
--
-1
1342
4459
3029
--
-C
H-
--
-16
--
-
32.
50U
DS
1.71
23.2
42.
650
1044
4658
2929
70.
2246
.3C
H0.
4612
-0.
18-
-0.
9147
.6
43.
00S
PT
--
-1
1343
4355
2629
--
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H-
--
-4
--
-
54.
50S
PT
--
-0
8612
2N
PN
PN
P-
--
SM
--
--
6-
--
65.
50U
DS
1.76
31.5
42.
642
8412
2N
PN
PN
P-
--
SM
-26
--
--
0.97
49.3
76.
00S
PT
--
-0
1450
3653
4013
--
-M
H-
--
-9
--
-
87.
50S
PT
--
-6
7912
3N
PN
PN
P-
--
SM
--
--
27-
--
98.
50U
DS
1.95
28.4
32.
656
7912
3N
PN
PN
P-
--
SM
-32
--
--
0.75
42.7
109.
00S
PT
--
-6
7715
2N
PN
PN
P-
--
SM
--
--
30-
--
1110
.50
SP
T-
--
478
153
NP
NP
NP
--
-S
M-
--
-23
--
-
1211
.50
DS
--
-5
7814
3N
PN
PN
P-
--
SM
--
--
--
--
1312
.00
SP
T-
--
381
133
NP
NP
NP
--
-S
M-
--
-45
--
-
1413
.50
SP
T-
--
383
122
NP
NP
NP
--
-S
M-
--
-39
--
-
1514
.50
DS
--
-6
8012
2N
PN
PN
P-
--
SM
--
--
--
--
1615
.00
SP
T-
--
056
2420
2415
9-
--
SC
--
--
38-
--
1716
.50
SP
T-
--
283
123
NP
NP
NP
--
-S
M-
--
-80
--
-
1817
.50
DS
--
-0
8512
3N
PN
PN
P-
--
SM
--
--
--
--
1918
.00
SP
T-
--
083
152
NP
NP
NP
--
-S
M-
--
-92
--
-
2019
.50
SP
T-
--
030
3832
3530
5-
--
MI
--
--
77-
--
2120
.50
DS
--
-7
7614
3N
PN
PN
P-
--
SM
--
--
--
--
2221
.00
SP
T-
--
328
3732
3630
6-
--
MI
--
--
83-
--
2322
.50
SP
T-
--
1619
3233
3832
6-
--
MI
--
--
91-
--
2423
.50
UD
S2.
2623
.51
2.65
1225
3033
3629
7-
--
MI
0.10
36-
--
-0.
4531
.0
2525
.00
SP
T-
--
1525
3030
3631
5-
--
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--
--
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0-
--
Fille
d up
Cla
y of
hig
h pl
astic
ity w
ith d
ebris
and
gra
vels
-
Gravel
Sand
Type
of
Sam
ple
BH
No.
:-
Dep
th
Soil Classification
Proj
ect :
-
KC
T C
onsu
ltan
cy S
ervi
ces,
Ahm
edab
adR
ES
ULT
S O
F LA
BO
RA
TO
RY
TE
ST
Prop
osed
str
uctu
res
of p
lant
of A
dditi
onal
gas
pro
cess
ing
faci
litie
s pr
ojec
t (Ph
ase
4 ) o
f ON
GC
at H
azira
, Sur
at, L
& T
Ltd
Gra
in S
ize
Ana
lysi
sFi
eld
Den
sity
Nat
ural
Moi
stur
eC
onte
nt
Specific Gravity
ShrinkageLimit
SPT N Value
Void Ratio
Silt
Clay
LiquidLimit
Plastic Limit
Shea
r Par
amet
er
SwellingPressure
Con
sist
ancy
lim
its
Porosity
Sr No
Rock Quality Designation
C
UnconfinedCompression
Test
Compression Index CC
Free Swell Index
Plasticity Index
She
et N
o.10
80
11-0
6-20
12
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6
mgm
/ cc
%%
%%
%%
%%
%K
g/cm
2%
Kg/
cm2
Deg
ree
Kg/
cm2
%%
10.
00D
S-
--
-
21.
50S
PT
--
-0
2539
3656
2729
7-
61.3
CH
--
--
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--
32.
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DS
1.70
23.4
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3954
2628
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9248
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1943
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54.
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PT
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--
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--
--
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--
65.
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S-
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6420
5239
13-
--
MH
--
--
--
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76.
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PT
--
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1867
1454
4014
--
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H-
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PT
--
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--
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DS
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29.3
42.
671
8214
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109.
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PT
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DS
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--
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--
--
--
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SP
T-
--
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NP
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M-
--
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--
-
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T-
--
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--
--
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221
3839
5527
28-
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18-
0.11
--
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38.3
1918
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SP
T-
--
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3637
5122
29-
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CH
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astic
ity w
ith d
ebris
and
gra
vels
-
Gravel
Sand
Type
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Sam
ple
BH
No.
:-
Dep
th
Soil Classification
Proj
ect :
-
KC
T C
onsu
ltan
cy S
ervi
ces,
Ahm
edab
adR
ES
ULT
S O
F LA
BO
RA
TO
RY
TE
ST
Prop
osed
str
uctu
res
of p
lant
of A
dditi
onal
gas
pro
cess
ing
faci
litie
s pr
ojec
t (Ph
ase
4 ) o
f ON
GC
at H
azira
, Sur
at, L
& T
Ltd
Gra
in S
ize
Ana
lysi
sFi
eld
Den
sity
Nat
ural
Moi
stur
eC
onte
nt
Specific Gravity
ShrinkageLimit
SPT N Value
Void Ratio
Silt
Clay
Liquid Limit
PlasticLimit
Shea
r Par
amet
er
Swelling Pressure
Con
sist
ancy
lim
its
Porosity
Sr No
Rock Quality Designation
C
Unconfined Compression
Test
Compression Index CC
Free Swell Index
PlasticityIndex
She
et N
o.10
81
11-0
6-20
12
![Page 32: Binder 9 with uploaded drawings and approved document](https://reader034.fdocuments.in/reader034/viewer/2022051318/5695d3511a28ab9b029d7edc/html5/thumbnails/32.jpg)
9
mgm
/ cc
%%
%%
%%
%%
%K
g/cm
2%
Kg/
cm2
Deg
ree
Kg/
cm2
%%
10.
00D
S-
--
-
21.
50S
PT
--
-0
2238
4057
3027
--
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H-
--
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--
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DS
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2929
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1.86
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52.
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--
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76.
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T-
--
5820
166
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NP
NP
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SP
T-
--
5619
196
NP
NP
NP
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M-
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-
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DS
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2029
209
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--
--
--
-
1918
.00
SP
T-
--
1323
3133
3630
6-
--
MI
--
--
59-
--
2020
.00
SP
T-
--
225
4033
3832
6-
--
MI
--
--
94-
--
Fille
d up
Cla
yey
San
d w
ith d
ebris
and
gra
vels
-
Gravel
Sand
Type
of
Sam
ple
BH
No.
:-
Dep
th
Soil Classification
Proj
ect :
-
KC
T C
onsu
ltan
cy S
ervi
ces,
Ahm
edab
adR
ES
ULT
S O
F LA
BO
RA
TO
RY
TE
ST
Prop
osed
str
uctu
res
of p
lant
of A
dditi
onal
gas
pro
cess
ing
faci
litie
s pr
ojec
t (Ph
ase
4 ) o
f ON
GC
at H
azira
, Sur
at, L
& T
Ltd
Gra
in S
ize
Ana
lysi
sFi
eld
Den
sity
Nat
ural
Moi
stur
eC
onte
nt
Specific Gravity
ShrinkageLimit
SPT N Value
Void Ratio
Silt
Clay
Liquid Limit
PlasticLimit
Shea
r Par
amet
er
Swelling Pressure
Con
sist
ancy
lim
its
Porosity
Sr No
Rock Quality Designation
C
Unconfined Compression
Test
Compression Index CC
Free Swell Index
PlasticityIndex
She
et N
o.10
82
11-0
6-20
12
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She
et N
o.10
83
11-0
6-20
12
![Page 34: Binder 9 with uploaded drawings and approved document](https://reader034.fdocuments.in/reader034/viewer/2022051318/5695d3511a28ab9b029d7edc/html5/thumbnails/34.jpg)
4N-365, E-102598.466m20.0 m
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 1.50 SPT 6 9 10 19 - -1.001.50 1.50 1.50 2.50 SPT 5 6 10 16 - -2.002.50 2.50 2.50 3.00 UDS - - - - - -3.00 0.00 to 3.50 m 3.00 3.00 4.50 SPT 2 3 5 8 - -3.504.004.50 4.50 4.50 5.50 SPT 1 1 1 2 - -5.005.50 5.50 5.50 6.00 UDS - - - - - -
6.00 6.00 6.00 7.50 SPT 2 4 6 10 - -6.507.007.50 7.50 7.50 8.50 SPT 2 3 5 8 - -8.00 6.70 to 8.70 m8.50 8.50 8.50 9.00 UDS - - - - - -9.00 9.00 9.00 10.50 SPT 5 5 10 15 - -9.5010.0010.50 10.50 10.50 11.50 SPT 6 8 11 19 - -11.0011.50 11.50 11.50 12.00 DS - - - - - -12.00 8.70 to 12.60 m 12.00 12.00 13.50 SPT 7 9 13 22 - -12.5013.0013.50 13.50 13.50 14.50 SPT 12 13 15 28 - -14.0014.50 14.50 14.50 15.00 DS - - - - - -15.00 15.00 15.00 16.50 SPT 17 20 21 41 - -15.5016.00 12.60 to 16.00 m16.50
16.50 16.50 17.50 SPT 13 21 38 59 - -
17.0017.50 17.50 17.50 18.00 DS - - - - - -18.00 18.00 18.00 20.00 SPT 42 52 - >100 - -18.50 10cm19.0019.50
20.00 20.00 20.00 20.45 SPT 33 42 52 94 - -19.60 to 20.00 m
Rot
ary
Dril
ling
by m
ud c
ircul
atio
n
Not
Use
d Blackish, fine to medium grained, silty sand withoccational gravels (SM)
Blackish, fine to very fine grained, silt of highcompressibility with occational gravels (MH)
Blackish grey, fine to very fine grained, silty sand with occational gravels (SM) 5.15 to 6.70 m
Blackish grey, fine to very fine grained, silt ofhigh compressibility with occational gravels (MH)3.50 to 5.15m
Dark brownish, fine to very fine grained, siltyclays of high plasticity with occational gravels(CH)
Reddish brown, fine to coarse grained, silty sand with little plastic fines and litttel gravels (SM)
Dark brown,fine to very fine grained, sandy clays of intermediate plasticity with occational gravels(CI) 17.90 to 19.60 m
Dark brownish, fine to medium grained, siltysand with little plastic fines and little gravels (SM)16.00 to 17.90 m
Blackish, fine to medium grained, silty sand withoccational gravels (SM)
Core Reco-very (%)
RQD (%) Remarks
m
BORE LOG DATA SHEET
Method of Boring
Depth
Cas
ing
Not
atio
n
Soil DescriptionDepth ofSample
Drill RunType ofSample
SPT N Value/Penetration of S.S.S
Depth of Termination : Diameter of Bore : 150 mmDepth of Water Table : Encountered at m depth during investigation
Co-ordinates: Date of Completion: 07-07-10Reduced Level:
KCT Consultancy Services, AhmedabadProject : L & T , HAZIRA
Bore Hole No. : Date of commencement: 07-02-10
water table encountered at m depth during investigation
Fig. No.( )
Sheet No.1084
11-06-2012
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5N-780, E-110099.423m25.0 m
From To
m m m N 1 N 2 N 3 N0.00
0.00 0.00 1.50 DS - - - - - -
0.501.00
1.50 1.50 1.50 2.50 SPT 4 7 9 16 - -2.002.50 2.50 2.50 3.00 UDS - - - - - -3.00 3.00 3.00 4.50 SPT 1 2 2 4 - -3.504.004.50 4.50 4.50 5.50 SPT 2 3 3 6 - -5.005.50 3.70 to 6.00 m 5.50 5.50 6.00 UDS - - - - - -6.00
6.00 6.00 7.50 SPT 4 4 5 9 - -
6.507.007.50 7.50 7.50 8.50 SPT 7 12 15 27 - -8.008.50 8.50 8.50 9.00 UDS - - - - - -9.00 9.00 9.00 10.50 SPT 10 14 16 30 - -9.5010.0010.50 10.50 10.50 11.50 SPT 9 11 12 23 - -11.0011.50 11.50 11.50 12.00 DS - - - - - -12.00 12.00 12.00 13.50 SPT 18 20 25 45 - -12.5013.0013.50 13.50 13.50 14.50 SPT 11 17 22 39 - -14.00 7.25 to 14.95 m14.50 14.50 14.50 15.00 DS - - - - - -15.00 15.00 15.00 16.50 SPT 10 18 20 38 - -15.5016.0016.50 16.50 16.50 17.50 SPT 20 35 45 80 - -17.0017.50 17.50 17.50 18.00 DS - - - - - -18.00 18.00 18.00 19.50 SPT 21 40 52 92 - -18.50 15.30 to 19.20 m19.0019.50
19.50 19.50 20.50 SPT 18 32 45 77 - -
20.0020.50
Dark brownish, fine to coarse grained, siltysand with some gravels (SM) 20.50 to 21.00 m 20.50 20.50 21.00 DS - - - - - -
21.00 21.00 21.00 22.50 SPT 20 35 48 83 - -
21.5022.0022.50 22.50 22.50 23.50 SPT 23 41 50 91 - -23.0023.50 23.50 23.50 25.00 UDS - - - - - -24.0024.5025.00 25.00 25.00 25.50 SPT 20 65 40 >100 - -
22.10 to 25.00 m 5cm
Co-ordinates: Date of Completion: 19/7/2010
Diameter of Bore : 150 mm
KCT Consultancy Services, AhmedabadProject : L & T , HAZIRA
Bore Hole No. : Date of commencement: 15/7/2010
Soil DescriptionDepth ofSample
Drill Run
Reduced Level:Depth of Termination :
SPT N Value/Penetration of S.S.SCore Reco-very (%)
RQD (%)
Depth of Water Table : Encountered at 3.40m depth during investigationBORE LOG DATA SHEET
Method of Boring
DepthC
asin
g
Not
atio
n
Remarks
m
Rot
ary
Dril
ling
by m
ud c
ircul
atio
n
Not
Use
d
Dark brownish, fine to coarse grained, silt ofintermediate compressibility with much gravels(MI)
Dark brownish, fine to medium grained, silt ofintermediate compressibility with little gravels(MI) 21.00 to 22.10 m
Dark brownish, fine to very fine grained, silt ofintermediate compressibility with occationalgravels(MI) 19.20 to 20.50 m
Blackish grey, fine to medium grained, sisltysand with little gravels (SM)
Type ofSample
Dark brownish, fine to very fine grained, siltyclays of high plasticity with occational gravels(CH) 2.20 to 3.70 m
Dark brownish, fine to very fine grained, siltyclays of high plasticity with occational gravelsand occational fine sand (CH) 0.70 to 2.20 m
Dark brownish, fine to medium grained, filledup clayey sand with debries 0.00 to 0.70 m
Blackish brown, fine to very fine grained, siltysand with occational gravels (SM)
Blackish grey, fine to very fine grained, silt ofhigh compressibility with occational gravels(MH) 6.00 to 7.25 m
Blackish grey, fine to coarse grained, clayeysand (SC) 14.95 to 15.30 m
Blackish grey, fine to very fine grained, siltysand with occational gravels (SM)
water table encountered at 340m depth during
Fig. No.( )
Sheet No.1085
11-06-2012
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6N-799, E-117099.620m20.0 m
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 2.50 SPT 5 8 10 18 - -2.002.50 2.50 2.50 3.00 UDS - - - - - -3.00 0.65 to 3.60 m 3.00 3.00 4.50 SPT 1 2 2 4 - -3.504.004.50 4.50 4.50 5.50 SPT 2 3 3 6 - -5.005.50
5.50 5.50 6.00 DS - - - - - -
6.00 6.00 6.00 7.50 SPT 2 2 2 4 - -6.507.007.50 7.50 7.50 8.50 SPT 4 5 7 12 - -8.008.50 8.50 8.50 9.00 UDS - - - - - -9.00 9.00 9.00 10.50 SPT 7 9 11 20 - -9.5010.0010.50 10.50 10.50 11.50 SPT 10 15 18 33 - -11.0011.50 11.50 11.50 12.00 DS - - - - - -12.00 12.00 12.00 13.50 SPT 12 19 23 42 - -12.5013.0013.50 13.50 13.50 14.50 SPT 12 20 24 44 - -14.00
14.50 14.50 14.50 15.00 DS - - - - - -15.00 Brownish grey, fine to very fine grained, silty
sand with occational gravels (SM) 14.80 to15.50 m
15.00 15.00 16.50 SPT 15 22 26 48 - -
15.5016.0016.50 16.50 16.50 17.50 SPT 17 24 28 52 - -17.0017.50 17.50 17.50 18.00 UDS - - - - - -18.00 18.00 18.00 20.00 SPT 15 21 30 51 - -18.5019.0019.5020.00 20.00 20.00 20.45 SPT 23 32 40 72 - -
17.45 to 20.00 m
KCT Consultancy Services, AhmedabadProject : L & T , HAZIRA
Bore Hole No. : Date of commencement: 19/7/2010Co-ordinates: Date of Completion: 20/7/2010
Reduced Level:Depth of Termination : Diameter of Bore : 150 mmDepth of Water Table : Encountered at 3.60m depth during investigation
Method of Boring
DepthC
asin
g
Not
atio
n Core Reco-very (%)
RQD (%) Remarks
m
Soil DescriptionDepth ofSample
Drill RunType ofSample
SPT N Value/Penetration of S.S.S
Rot
ary
Dril
ling
by m
ud c
ircul
atio
n
Not
Use
d
Dark brownish, fine to very fine grained, siltyclays of high plasticity with occationalgravels(CH)
Brownish grey, fine to very fine grained, clayeysand with little plastic fines and occationalgravels (SC) 15.50 to 17.45 m
Dark brownish with whitish grey coarse sand,fine to coarse grained, silty sand with somegravels (SM) 12.60 to 14.00 m
Blackish, fine to very fine grained, silt of highcompressibility with occational gravels(MH)5.20 to 6.60 m
Blackish brown, fine to very fine grained, siltysand with occational gravels (SM) 3.60 to 5.20m
Blackish brown, fine to very fine grained, siltyclays of high plasticity with occational gravelsand some fine sand (CH)
BORE LOG DATA SHEET
Brownish, coarse grained, silty gravels (GM)14.00 to 14.80 m
Blackish brown, fine to very fine grained, filledup silty clays of high plasticity with occationalgravels and some fine sand with debries 0.00 to 0.65 m
Blackish, fine to very fine grained, silty sandwith occational gravels(SM) 6.60 to 8.90m
Blackish, fine to very fine grained, silty sandwith much gravels(SM) 8.90 to 10.70 m
Blackish, fine to very fine grained, silty sandwith occational gravels(SM) 10.70 to 12.60 m
water table encountered at 3.60m depth during
Fig. No.( )
Sheet No.1086
11-06-2012
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9N-1095, E-175099.232m20.0 m
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 2.50 SPT 4 7 8 15 - -2.002.50 2.50 2.50 3.00 UDS - - - - - -3.00 3.00 3.00 4.50 SPT 5 3 5 8 - -3.504.004.50 4.50 4.50 5.50 SPT 4 6 7 13 - -5.005.50 5.50 5.50 6.00 UDS - - - - - -6.00 6.00 6.00 7.50 SPT 7 9 12 21 - -6.507.007.50 7.50 7.50 8.50 SPT 6 10 14 24 - -8.008.50 8.50 8.50 9.00 UDS - - - - - -9.00 9.00 9.00 10.50 SPT 5 14 14 28 - -9.5010.00 5.95 to 10.50 m10.50
10.50 10.50 11.50 SPT 8 15 17 32 - -
11.0011.50 11.50 11.50 12.00 DS - - - - - -12.00 12.00 12.00 13.50 SPT 10 18 22 44 - -12.5013.0013.50 11.35 to 14.10 m 13.50 13.50 14.50 SPT 11 18 25 43 - -14.00
14.50 14.50 14.50 15.00 DS - - - - - -15.00 15.00 15.00 16.50 SPT 15 24 30 54 - -15.5016.0016.50 15.00 to 17.05 m 16.50 16.50 17.50 SPT 18 30 34 64 - -17.00
17.50 17.50 17.50 18.00 DS - - - - - -18.00 18.00 18.00 20.00 SPT 15 26 33 59 - -18.5019.0019.5020.00 20.00 20.00 20.45 SPT 16 46 48 94 - -
18.00 to 20.00 m
KCT Consultancy Services, AhmedabadProject : L & T , HAZIRA
Bore Hole No. : Date of commencement: 07-12-10Co-ordinates: Date of Completion: 13/7/2010
Reduced Level:Depth of Termination : Diameter of Bore : 150 mmDepth of Water Table : Encountered at 3.50m depth during investigation
BORE LOG DATA SHEET
Method of Boring
Depth
Cas
ing
Not
atio
n
Soil DescriptionDepth ofSample
Drill RunType ofSample
SPT N Value/Penetration of S.S.SCore Reco-very (%)
RQD (%) Remarks
m
Rot
ary
Dril
ling
by m
ud c
ircul
atio
n
Not
Use
d
Blackish, coarse grained, silty gravels (GM)
Brownish, fine to coarse grained, clayey sandwith much gravels (SC) 17.05 to 18.00 m
Dark brownish, fine to medium grained, silt ofintermediate compressibility with occationalgravels (MI)
Blackish, fine to very fine grained, filled upclayey sand with debries 0.00 to 0.70 m
Blackish, fine to very fine grained, silty clays ofhigh plasticity with occational gravels (CH) 0.70 to 3.45 m
Backish, fine to very fine grained, silty sand withoccational gravels (SM) 3.45 to 5.95 m
Blackish brown, fine to very fine grained, siltysand with occational gravels (SM)
Blackish brown, fine to coarse grained, siltysand with little plastic fines and much gravels(SM) 10.50 to 11.35 m
Blackish brown, fine to medium grained, siltysand with little gravels (SM)
Dark brownish and slightly blackish, fine tocoarse grained, silty sand with much gravels(SM) 14.10 to 15.00 m
water table encountered at 3.50m depth during
Fig. No.( )
Sheet No.1087
11-06-2012
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TerminologyCu -C - = 0.50 X Cu
C - = 1.73 X CuC - = 0.75 X Cu
G -- 0.4
E -fnz -
-
21.6 0.09
= 1406.25 kg= 37.0 kg= Mass of block + mass of vibrator =1443.25 kg= 9.81 m/sec2
1 (N 789, E 1087 )
Size of the block = 0.75 m wide, 1.00 m long and 0.75 m deepData
Calculations
Mass of the vibratorTotal vibrating mass (M)Acceleration due to gravity (g)
Coefficient of elastic uniform shear in kg / cm3
Coefficient of elastic non uniform compression in kg / cm3
Coefficient of elastic non uniform shear in kg / cm3
Results of Block Vibration Test(As per IS : 5249, 1992, reaffirmed 1995)
Project :Proposed structures of plant of Additional gas processing facilities project (Phase 4 )of ONGC at Hazira, Surat, L & T Ltd
Coefficient of elastic uniform compression in kg / cm3
Test No.
Depth of Conducting testBase Area of the Block (A1)Mass of the block
= 2.50 m from EGL= 0.75 sq. m
Damping coefficient
The above coefficients are reported for foundation contact area, A of 10.0 m2 (1,00,000cm2) or more
4 X 2 X fnz2 X M / (A1 X g)} X 10-6 kg / cm3
Modulus of rigidity of strata in Kg / cm2, G = Cu X A X (1 - ) / 2.13Poisson's ratio = for this particular situation
Coefficient of elastic uniform compression in kg / cm3 for block of size 0.75m wide,1.00m long and 0.75m deep= Cu / Cu1 -
Modulus of elasticity of strata in kg / cm2 = G X 2 X (1 + )Resonance frequency of foundation block – soil system in cycles / sec
Modulus of elasticity of strata E= 88.2* 2 * (1 + 0.40) = 246.9 kg/sq. cm
cycles / sec and = From chart between amp v/s. freq fnz =
Coefficient of elastic non – uniform shear C = 0.75*0.99 = 0.74 kg/cu.cmModulus of rigidity of strata G = 0.99 * 100000* (1.0 – 0.40) / 2.13 = 88.2 kg/sq.cm
Coefficient of elastic uniform shear C = 0.5*0.99 = 0.49 kg/cu.cmCoefficient of elastic non–uniform compression C = 1.73*0.99 = 1.71 kg/cu.cm
Coefficient of Elastic uniform compression
Cu1 = {4 * 2*21.62*1443.25 / (0.75 * 9.81)} * 10-6 = 3.61 kg/cu.cmCu = 3.61 * 0.75/10.0 = 0.99 kg/cu.cm
Sheet No.1088
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0.270 0.09
0.191
19.7
23.7
21.6f nz =
damping coefficientAmax =
A max / sqrt ( 2 ) =
f 1 =
f 2 =
Response Curve (Block Vibration Test No. 1 Inside Plant Area )
0.00
0.05
0.10
0.15
0.20
0.25
0.30
0 5 10 15 20 25 30 35
Frequency (cycles / sec)
Am
plitu
de (1
0 -5
mm
)
= f 2 - f 1 / 2 fnz = 0.09
A max / ( 2 ) 0.5 = 0.049f1 f2 fnz
Sheet No.1089
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= =
S =R =V = =
1 4.542 7.473 8.774 10.335 11.216 12.857 19.038 18.819 18.69
10 18.49
12.5712.4412.57
N - S E - W
11.3112.5714.3313.19
Resistivity in m
5.227.929.42
0.300.250.220.20
0.500.450.400.38
43.1044.2344.1142.73
12.8214.8315.7118.10
0.980.880.780.68
0.680.590.500.48
Resistence Observed in
0.990.88
Resistivity in m
6.2211.06
Resistence Observed in
0.830.63
KCT Consultancy ServicesRESULTS OF ELECTRICAL RESISTIVITY
( IS : 3043, 1987 )
Average Resistivity ( - m )
Where
ERT No. :Name of Project :
Battery Condition :Climatic Condition :
3Proposed structures of plant of Additional gas processing facilities project (Phase4) of ONGC at Hazira, Surat, L&T Ltd (Inside Plant area)GoodHumid and moderately hot
Resistivity at given depth = 2 S R
Voltage Drop between inner electrodes in VoltCurrent applied in outer electrodes in Amp.
Direction
Resistivity in ohm - m ( m )Value of pi - 22 / 7 Electrode Spacing ( equal to the depth at which resistivity is determined ) in mV / in ohm (
Spacing of Electrode in (
m )
Average Reistivity V/S. Depth
1
2
3
4
5
6
7
8
9
10
0.00 5.00 10.00 15.00 20.00 25.00
Average Resistivity in - m
Dep
th in
m
( K K Thaker ) ( )
Sheet No.1090
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LARSEN & TOUBRO LIMITED E&C DIVISION
GEOTECHNICAL INVESTIGATION REPORT – INSIDE
AREA
DOCUMENT NO. A067-LT-00-CV-04-RP-0004
PROJECT :Additional Gas Processing Facilities (Phase-IV)
REVISION : 01
CUSTOMER : ONGC,HAZIRA
Sheet No.1091
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Sheet No.1092
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ProjectSpreadsheets to BS 8110etc
Client Advisory Group Made by Date Page Location Grid line 1 rc 19-Nov-2015 101
RETAINING WALL design to BS 8110:1997, BS 8002:1994. BS 8004:1986 etc.Checked Revision Job No
Originated from 'RCC62.xls' on CD © 1999 BCA for RCC chg R68
IDEALISED STRUCTURE and FORCE DIAGRAMS DESIGN STATUS: VALID
WARNING :
Passive pressure should
only be considered if it
can be guaranteed that
there will be no future
excavation in front of
the wall.
DIMENSIONS (mm)
H = 3200 B = 2750 Tw = 250
Hw = 100 BI = 1000 Tb = 400
Hp = 200 BN = 0 TN = 0
Hn = 0
MATERIAL PROPERTIES
fcu = 35 N/mm² gm = 1.5 concrete
fy = 460 N/mm² gm = 1.05 steel
cover to tension steel = 50 mm
Max allowable design surface crack width (W) = 0.3 mm
Concrete density = 24 kN/m³
SOIL PROPERTIES Wall Geometry
Design angle of int'l friction of retained mat'l (Ø) = 30 degree
Design cohesion of retained mat'l (C ) = 0 kN/m² (Only granular backfil considered, "C" = zero)
Density of retained mat'l (q ) = 20 kN/m³
Submerged Density of retained mat'l (qs ) = 13.33 kN/m³ [default=2/3*q (only apply when Hw >0) ] =13.33
Design angle of int'l friction of base mat'l (Øb) = 20 degree ASSUMPTIONS
Design cohesion of base material (Cb ) = 10 kN/m² a) Wall friction is zero
Density of base material (qb ) = 10 kN/m³ b) Minimum active earth pressure = 0.25qH
Allowable gross ground bearing pressure (GBP) = 200 kN/m² c) Granular backfill
LOADINGS Surcharge load -- live (SQK) = 10 kN/m² e)Does not include effect of seepage of ground
Surcharge load -- dead (SGK) = 10 water beneath the wall.
Line load -- live (LQK) = 15 kN/m f)Does not include deflection check of wall due to
Line load -- dead (LGK) = 20 kN/m lateral earth pressures
Distance of line load from wall (X) = 1000 mm h) Design not intended for walls over 3.0 m high
LATERAL FORCES (unfactored) Ka = 0.33 [ default ka = (1-SIN Ø)/(1+SIN Ø) ] =0.33
Kp = 2.04 [ default kp = (1+SIN Øb)/(1-SIN Øb) ] =2.04
Kpc = 2.86 [ default kpc = 2kp0.5
] = 2.86
Kac = 1.15 [ 2ka0.5
]
Force Lever arm Moment about TOE gf Fult Mult
(kN) (m) (kNm) (kN) (kNm)
PE = 34.12 LE = 1.067 36.41 1.40 47.77 50.97
PS(GK) = 10.67 LS = 1.60 17.07 1.40 14.93 23.89
PS(QK) = 10.67 LS = 1.60 17.07 1.60 17.07 27.31
PL(GK) = 6.67 LL = 2.36 15.74 1.40 9.33 22.03
PL(QK) = 5.00 LL = 2.36 11.80 1.60 8.00 18.89
PW = 0.05 LW = 0.03 0.00 1.40 0.07 0.00
Total 67.17 98.09 97.17 143.10
PP = -6.12 (LP-HN) = 0.10 -0.60 1.00 -6.12 -0.60
-
REINFORCED CONCRETE COUNCIL
d)Does not include check of rotational slide/slope failure
S u r c h a r g e S , S i n k N / mG K Q K2
L i n e L o a d L , L i n k N / mG K Q K
X
B 1
B N T N
T W
B
HW
Hn
Tb
LP
HP
LL
LS
LW
H
LE
W A T E R
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BEAM DEFLECTION FORMULAE
BEAM TYPE SLOPE AT FREE END DEFLECTION AT ANY SECTION IN TERMS OF x MAXIMUM DEFLECTION1. Cantilever Beam – Concentrated load P at the free end
2
2PlEI
θ = ( )2
36Pxy l xEI
= − 3
max 3PlEI
δ =
2. Cantilever Beam – Concentrated load P at any point
2
2Pa
EIθ =
( )2
3 for 06Pxy a x x aEI
= − < <
( )2
3 for6Pay x a a x l
EI= − < <
( )2
max 36Pa l a
EIδ = −
3. Cantilever Beam – Uniformly distributed load ω (N/m)
3
6lEIω
θ = ( )2
2 26 424
xy x l lxEI
ω= + −
4
max 8lEIω
δ =
4. Cantilever Beam – Uniformly varying load: Maximum intensity ωo (N/m)
3o
24lEI
ωθ = ( )
23 2 2 3o 10 10 5
120xy l l x lx xlEI
ω= − + −
4o
max 30lEI
ωδ =
5. Cantilever Beam – Couple moment M at the free end
MlEI
θ = 2
2Mxy
EI=
2
max 2Ml
EIδ =
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BEAM DEFLECTION FORMULAS
BEAM TYPE SLOPE AT ENDS DEFLECTION AT ANY SECTION IN TERMS OF x MAXIMUM AND CENTER DEFLECTION
6. Beam Simply Supported at Ends – Concentrated load P at the center
2
1 2 16Pl
EIθ = θ =
223 for 0
12 4 2Px l ly x xEI
⎛ ⎞= − < <⎜ ⎟
⎝ ⎠
3
max 48Pl
EIδ =
7. Beam Simply Supported at Ends – Concentrated load P at any point
2 2
1( )6
Pb l blEI−
θ =
2(2 )
6Pab l b
lEI−
θ =
( )2 2 2 for 06Pbxy l x b x alEI
= − − < <
( ) ( )3 2 2 3
6for
Pb ly x a l b x xlEI b
a x l
⎡ ⎤= − + − −⎢ ⎥⎣ ⎦< <
( )3 22 2
max 9 3
Pb l b
lEI
−δ = at ( )2 2 3x l b= −
( )2 2 at the center, if 3 448
Pb l bEI
δ = − a b>
8. Beam Simply Supported at Ends – Uniformly distributed load ω (N/m)
3
1 2 24lEI
ωθ = θ = ( )3 2 32
24xy l lx xEI
ω= − +
4
max5
384lEI
ωδ =
9. Beam Simply Supported at Ends – Couple moment M at the right end
1 6MlEI
θ =
2 3MlEI
θ =
2
216Mlx xy
EI l⎛ ⎞
= −⎜ ⎟⎝ ⎠
2
max 9 3Ml
EIδ = at
3lx =
2
16Ml
EIδ = at the center
10. Beam Simply Supported at Ends – Uniformly varying load: Maximum intensity ωo (N/m)
3o
17360
lEI
ωθ =
3o
2 45lEI
ωθ =
( )4 2 2 4o 7 10 3360
xy l l x xlEI
ω= − +
4o
max 0.00652 lEIω
δ = at 0.519x l=
4o0.00651 l
EIω
δ = at the center
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ProjectSpreadsheets to BS 8110etc
Client Advisory Group Made by Date Page Location Grid line 1 rc 19-Nov-2015 101
RETAINING WALL design to BS 8110:1997, BS 8002:1994. BS 8004:1986 etc.Checked Revision Job No
Originated from 'RCC62.xls' on CD © 1999 BCA for RCC chg R68
IDEALISED STRUCTURE and FORCE DIAGRAMS DESIGN STATUS: VALID
WARNING :
Passive pressure should
only be considered if it
can be guaranteed that
there will be no future
excavation in front of
the wall.
DIMENSIONS (mm)
H = 3200 B = 2750 Tw = 250
Hw = 100 BI = 1000 Tb = 400
Hp = 200 BN = 0 TN = 0
Hn = 0
MATERIAL PROPERTIES
fcu = 35 N/mm² gm = 1.5 concrete
fy = 460 N/mm² gm = 1.05 steel
cover to tension steel = 50 mm
Max allowable design surface crack width (W) = 0.3 mm
Concrete density = 24 kN/m³
SOIL PROPERTIES Wall Geometry
Design angle of int'l friction of retained mat'l (Ø) = 30 degree
Design cohesion of retained mat'l (C ) = 0 kN/m² (Only granular backfil considered, "C" = zero)
Density of retained mat'l (q ) = 20 kN/m³
Submerged Density of retained mat'l (qs ) = 13.33 kN/m³ [default=2/3*q (only apply when Hw >0) ] =13.33
Design angle of int'l friction of base mat'l (Øb) = 20 degree ASSUMPTIONS
Design cohesion of base material (Cb ) = 10 kN/m² a) Wall friction is zero
Density of base material (qb ) = 10 kN/m³ b) Minimum active earth pressure = 0.25qH
Allowable gross ground bearing pressure (GBP) = 200 kN/m² c) Granular backfill
LOADINGS Surcharge load -- live (SQK) = 10 kN/m² e)Does not include effect of seepage of ground
Surcharge load -- dead (SGK) = 10 water beneath the wall.
Line load -- live (LQK) = 15 kN/m f)Does not include deflection check of wall due to
Line load -- dead (LGK) = 20 kN/m lateral earth pressures
Distance of line load from wall (X) = 1000 mm h) Design not intended for walls over 3.0 m high
LATERAL FORCES (unfactored) Ka = 0.33 [ default ka = (1-SIN Ø)/(1+SIN Ø) ] =0.33
Kp = 2.04 [ default kp = (1+SIN Øb)/(1-SIN Øb) ] =2.04
Kpc = 2.86 [ default kpc = 2kp0.5
] = 2.86
Kac = 1.15 [ 2ka0.5
]
Force Lever arm Moment about TOE gf Fult Mult
(kN) (m) (kNm) (kN) (kNm)
PE = 34.12 LE = 1.067 36.41 1.40 47.77 50.97
PS(GK) = 10.67 LS = 1.60 17.07 1.40 14.93 23.89
PS(QK) = 10.67 LS = 1.60 17.07 1.60 17.07 27.31
PL(GK) = 6.67 LL = 2.36 15.74 1.40 9.33 22.03
PL(QK) = 5.00 LL = 2.36 11.80 1.60 8.00 18.89
PW = 0.05 LW = 0.03 0.00 1.40 0.07 0.00
Total 67.17 98.09 97.17 143.10
PP = -6.12 (LP-HN) = 0.10 -0.60 1.00 -6.12 -0.60
-
REINFORCED CONCRETE COUNCIL
d)Does not include check of rotational slide/slope failure
S u r c h a r g e S , S i n k N / mG K Q K2
L i n e L o a d L , L i n k N / mG K Q K
X
B 1
B N T N
T W
B
HW
Hn
Tb
LP
HP
LL
LS
LW
H
LE
W A T E R
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PILE BEARING CAPACITY CALCULATION BASED ON S.P.T. VALUE
------------------ ------------------
Project Name :
Location :
Borehole No. : BH-1
Date :
------------------ ------------------
MAYERHOF Formula : K1 K2
Skin, Ps = K1 x Nav x As SAND 2.0 400
Bearing, Pb = K2 x Nb x Ab SILT 2.5 250
Ult. Load, Pu = Ps + Pb CLAY 3.0 100
All. Load, Pa = Ps/Fs + Pb/Fb
Factor of safety : Skin, Fs = 2
Bearing, Fb = 3
------------------ ------------------
To calculate allowable soil bearing capacity :
Pile used : Type : s
(c = circular) Width, b = 0.4 m Perimeter: 1.600
(s = square) (= dia. for type c) Ab: 0.160
Qa(conc): 1800
========== ========== ====== ========== ========== ============ =======================
Depth Soil SPT Skin Total Base Working Load
Type N As Fric Skin Load Fs = 2.0 Fb = 3
(m) (m²) (kN) (kN) (kN) (KN)
------------------ ------------------ ---------- ------------------ ------------------ -------------------- ---------------------------------------
0.0 SAND 0 0.0 0.0 0.0 0.0 0.0
1.5 SAND 11 2.4 52.8 52.8 704.0 261.1
3.0 SAND 12 2.4 57.6 110.4 768.0 311.2
4.5 SAND 15 2.4 72.0 182.4 960.0 411.2
6.0 SILT 17 2.4 102.0 284.4 680.0 368.9
7.5 SILT 19 2.4 114.0 398.4 760.0 452.5
9.0 SILT 19 2.4 114.0 512.4 760.0 509.5
10.5 SILT 17 2.4 102.0 614.4 680.0 533.9
12.0 SILT 19 2.4 114.0 728.4 760.0 617.5
13.5 SILT 11 2.4 66.0 794.4 440.0 543.9
15.0 SILT 18 2.4 108.0 902.4 720.0 691.2
16.5 SILT 17 2.4 102.0 1,004.4 680.0 728.9
18.0 SILT 19 2.4 114.0 1,118.4 760.0 812.5
19.5 SILT 20 2.4 120.0 1,238.4 800.0 885.9
21.0 SILT 18 2.4 108.0 1,346.4 720.0 913.2
22.5 SILT 14 2.4 84.0 1,430.4 560.0 901.9
24.0 SILT 0 2.4 0.0 1,430.4 0.0 715.2
25.5 SILT 22 2.4 132.0 1,562.4 880.0 1,074.5
27.0 SILT 20 2.4 120.0 1,682.4 800.0 1,107.9
28.5 SILT 20 2.4 120.0 1,802.4 800.0 1,167.9
30.0 SILT 22 2.4 132.0 1,934.4 880.0 1,260.5
31.5 SILT 25 2.4 150.0 2,084.4 1,000.0 1,375.5
33.0 SILT 23 2.4 138.0 2,222.4 920.0 1,417.9
34.5 SILT 23 2.4 138.0 2,360.4 920.0 1,486.9
36.0 SILT 24 2.4 144.0 2,504.4 960.0 1,572.2
37.5 SILT 23 2.4 138.0 2,642.4 920.0 1,627.9
39.0 SILT 25 2.4 150.0 2,792.4 1,000.0 1,729.5
40.5 SILT 26 2.4 156.0 2,948.4 1,040.0 1,820.9
42.0 SILT 50 2.4 300.0 3,248.4 2,000.0 2,290.9
43.5 SILT 2.4 0.0 3,248.4 0.0 1,624.2
45.0 SILT 2.4 0.0 3,248.4 0.0 1,624.2
46.5 SILT 2.4 0.0 3,248.4 0.0 1,624.2
For a designed load of 100 KN, the estimated depth is 16.5m.
Note : 1. The clay skin friction for the top soil layer is assume to be 7.5kN/m2
2. The pile is designed as floating pile where the pile would settle together with the soil and therefore there
is no effective negetive skin friction.
3. The final depth of piles penetration shall be decided on site by load test.
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PILE BEARING CAPACITY CALCULATION BASED ON S.P.T. VALUE
------------------ ------------------
Project Name :
Location :
Borehole No. : BH-1
Date :
------------------ ------------------
MAYERHOF Formula : K1 K2
Skin, Ps = K1 x Nav x As SAND 2.0 400
Bearing, Pb = K2 x Nb x Ab SILT 2.5 250
Ult. Load, Pu = Ps + Pb CLAY 3.0 100
All. Load, Pa = Ps/Fs + Pb/Fb
Factor of safety : Skin, Fs = 2
Bearing, Fb = 3
------------------ ------------------
To calculate allowable soil bearing capacity :
Pile used : Type : s
(c = circular) Width, b = 0.4 m Perimeter: 1.600
(s = square) (= dia. for type c) Ab: 0.160
Qa(conc): 1800
========== ========== ====== ========== ========== ============ =======================
Depth Soil SPT Skin Total Base Working Load
Type N As Fric Skin Load Fs = 2.0 Fb = 3
(m) (m²) (kN) (kN) (kN) (KN)
------------------ ------------------ ---------- ------------------ ------------------ -------------------- ---------------------------------------
0.0 SAND 0 0.0 0.0 0.0 0.0 0.0
1.5 SAND 11 2.4 52.8 52.8 704.0 261.1
3.0 SAND 12 2.4 57.6 110.4 768.0 311.2
4.5 SAND 15 2.4 72.0 182.4 960.0 411.2
6.0 SILT 17 2.4 102.0 284.4 680.0 368.9
7.5 SILT 19 2.4 114.0 398.4 760.0 452.5
9.0 SILT 19 2.4 114.0 512.4 760.0 509.5
10.5 SILT 17 2.4 102.0 614.4 680.0 533.9
12.0 SILT 19 2.4 114.0 728.4 760.0 617.5
13.5 SILT 11 2.4 66.0 794.4 440.0 543.9
15.0 SILT 18 2.4 108.0 902.4 720.0 691.2
16.5 SILT 17 2.4 102.0 1,004.4 680.0 728.9
18.0 SILT 19 2.4 114.0 1,118.4 760.0 812.5
19.5 SILT 20 2.4 120.0 1,238.4 800.0 885.9
21.0 SILT 18 2.4 108.0 1,346.4 720.0 913.2
22.5 SILT 14 2.4 84.0 1,430.4 560.0 901.9
24.0 SILT 0 2.4 0.0 1,430.4 0.0 715.2
25.5 SILT 22 2.4 132.0 1,562.4 880.0 1,074.5
27.0 SILT 20 2.4 120.0 1,682.4 800.0 1,107.9
28.5 SILT 20 2.4 120.0 1,802.4 800.0 1,167.9
30.0 SILT 22 2.4 132.0 1,934.4 880.0 1,260.5
31.5 SILT 25 2.4 150.0 2,084.4 1,000.0 1,375.5
33.0 SILT 23 2.4 138.0 2,222.4 920.0 1,417.9
34.5 SILT 23 2.4 138.0 2,360.4 920.0 1,486.9
36.0 SILT 24 2.4 144.0 2,504.4 960.0 1,572.2
37.5 SILT 23 2.4 138.0 2,642.4 920.0 1,627.9
39.0 SILT 25 2.4 150.0 2,792.4 1,000.0 1,729.5
40.5 SILT 26 2.4 156.0 2,948.4 1,040.0 1,820.9
42.0 SILT 50 2.4 300.0 3,248.4 2,000.0 2,290.9
43.5 SILT 2.4 0.0 3,248.4 0.0 1,624.2
45.0 SILT 2.4 0.0 3,248.4 0.0 1,624.2
46.5 SILT 2.4 0.0 3,248.4 0.0 1,624.2
For a designed load of 100 KN, the estimated depth is 16.5m.
Note : 1. The clay skin friction for the top soil layer is assume to be 7.5kN/m2
2. The pile is designed as floating pile where the pile would settle together with the soil and therefore there
is no effective negetive skin friction.
3. The final depth of piles penetration shall be decided on site by load test.
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PILE BEARING CAPACITY CALCULATION BASED ON S.P.T. VALUE
------------------ ------------------
Project Name :
Location :
Borehole No. : BH-1
Date :
------------------ ------------------
MAYERHOF Formula : K1 K2
Skin, Ps = K1 x Nav x As SAND 2.0 400
Bearing, Pb = K2 x Nb x Ab SILT 2.5 250
Ult. Load, Pu = Ps + Pb CLAY 3.0 100
All. Load, Pa = Ps/Fs + Pb/Fb
Factor of safety : Skin, Fs = 2
Bearing, Fb = 3
------------------ ------------------
To calculate allowable soil bearing capacity :
Pile used : Type : s
(c = circular) Width, b = 0.4 m Perimeter: 1.600
(s = square) (= dia. for type c) Ab: 0.160
Qa(conc): 1800
========== ========== ====== ========== ========== ============ =======================
Depth Soil SPT Skin Total Base Working Load
Type N As Fric Skin Load Fs = 2.0 Fb = 3
(m) (m²) (kN) (kN) (kN) (KN)
------------------ ------------------ ---------- ------------------ ------------------ -------------------- ---------------------------------------
0.0 SAND 0 0.0 0.0 0.0 0.0 0.0
1.5 SAND 11 2.4 52.8 52.8 704.0 261.1
3.0 SAND 12 2.4 57.6 110.4 768.0 311.2
4.5 SAND 15 2.4 72.0 182.4 960.0 411.2
6.0 SILT 17 2.4 102.0 284.4 680.0 368.9
7.5 SILT 19 2.4 114.0 398.4 760.0 452.5
9.0 SILT 19 2.4 114.0 512.4 760.0 509.5
10.5 SILT 17 2.4 102.0 614.4 680.0 533.9
12.0 SILT 19 2.4 114.0 728.4 760.0 617.5
13.5 SILT 11 2.4 66.0 794.4 440.0 543.9
15.0 SILT 18 2.4 108.0 902.4 720.0 691.2
16.5 SILT 17 2.4 102.0 1,004.4 680.0 728.9
18.0 SILT 19 2.4 114.0 1,118.4 760.0 812.5
19.5 SILT 20 2.4 120.0 1,238.4 800.0 885.9
21.0 SILT 18 2.4 108.0 1,346.4 720.0 913.2
22.5 SILT 14 2.4 84.0 1,430.4 560.0 901.9
24.0 SILT 0 2.4 0.0 1,430.4 0.0 715.2
25.5 SILT 22 2.4 132.0 1,562.4 880.0 1,074.5
27.0 SILT 20 2.4 120.0 1,682.4 800.0 1,107.9
28.5 SILT 20 2.4 120.0 1,802.4 800.0 1,167.9
30.0 SILT 22 2.4 132.0 1,934.4 880.0 1,260.5
31.5 SILT 25 2.4 150.0 2,084.4 1,000.0 1,375.5
33.0 SILT 23 2.4 138.0 2,222.4 920.0 1,417.9
34.5 SILT 23 2.4 138.0 2,360.4 920.0 1,486.9
36.0 SILT 24 2.4 144.0 2,504.4 960.0 1,572.2
37.5 SILT 23 2.4 138.0 2,642.4 920.0 1,627.9
39.0 SILT 25 2.4 150.0 2,792.4 1,000.0 1,729.5
40.5 SILT 26 2.4 156.0 2,948.4 1,040.0 1,820.9
42.0 SILT 50 2.4 300.0 3,248.4 2,000.0 2,290.9
43.5 SILT 2.4 0.0 3,248.4 0.0 1,624.2
45.0 SILT 2.4 0.0 3,248.4 0.0 1,624.2
46.5 SILT 2.4 0.0 3,248.4 0.0 1,624.2
For a designed load of 100 KN, the estimated depth is 16.5m.
Note : 1. The clay skin friction for the top soil layer is assume to be 7.5kN/m2
2. The pile is designed as floating pile where the pile would settle together with the soil and therefore there
is no effective negetive skin friction.
3. The final depth of piles penetration shall be decided on site by load test.
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LARSEN & TOUBRO LIMITED E&C DIVISION
GEOTECHNICAL INVESTIGATION REPORT – INSIDE
AREA
DOCUMENT NO. A067-LT-00-CV-04-RP-0004
PROJECT :Additional Gas Processing Facilities (Phase-IV)
REVISION : 01
CUSTOMER : ONGC,HAZIRA
Sheet No.1053
11-06-2012
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KCT Consultancy Services, Ahmedabad
TECHNICAL REPORT
OF
GEOTECHNICAL INVESTIGATION
FOR
PROPOSED STRUCTURES INSIDE PLANT AREA UNDER PROJECT OF ADDITIONAL GAS PROCESSING FACILITES (PHASE 4) FOR
ONGC AT HAZIRA, SURAT (INSIDE PLANT AREA)
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) GOLD MEDALIST; M.E (GEOTECH) M.B.A.(FINANCE);M.I.E(INDIA); M.I.G.S; M.G.I.C.E.A.
OFFICE : Plot no.1,Sayona Silver Estate-Part II ,
Behind Si lver Oak Club, Beside Auda Water Tank Opp. Sarjan RMC Plant,
Gota, Ahmedabad 382 481 Phone :- 65103088/89/90,9825064378,
August - 2010
Sheet No.1054
11-06-2012
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GEOTECHNICAL INVESTIGATION REPORT FOR PROPOSED STRUCTURES OF ADDITIONAL GAS PROCESSING FACILITES PROECT (PHASE 4 – INSIDE OF PLANT) OF ONGC AT HAjIRA, SURAT
1.0 Introduction For foundation analysis of the structures of Additional Gas Processing Facilities Project (Phase 4) of ONGC at Hajira, Surat, It is necessary, 1. To determine the subsoil profile of the site and to know physical properties and strength
characteristics of soil at various depths. 2. To suggest suitable foundation and to know the safe bearing pressure and probable
settlement of foundation. 3. To know any adverse soil conditions to the foundation structures and to take
precautionary measures.
For this purpose, the geotechnical investigation was entrusted to us by Larsen and Toubro Limited. Following points were decided, 1. No. Bore holes – 4 nos. in side plant boundary 2. Standard penetration tests are conducted at regular interval. 3. Collection of Undisturbed soil samples at regular interval. 4. Collection of disturbed samples during drilling and from SPT. 5. To find physical properties and strength characteristics of samples as per the testing
schedules. 6. To locate ground water table, if any. 7. To conduct block vibration test. 8. To conduct electrical resistivity test. 9. Interpretation of results, Analysis and Recommendations.
Based on the above points the detailed Geotechnical Investigation Program included the following: (A) Field Investigation 1. Drilling of bore hole. 2. Collection of soil samples ( Disturbed and Undisturbed ) 3. Conducting Standard Penetration Test. 4. Conducting Block Vibration Test. 5. Conducting Electrical Resistivity Test
(B) Laboratory Investigation 1. Bulk Density and moisture content 2. Grain size analysis 3. Consistency limits 4. Shear tests 5. Consolidation tests 6. Chemical analysis of soil and water
(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.
Sheet No.1055
11-06-2012
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KCT Consultancy Services, Ahmedabad
2.0 Field Investigation 2.1 BoringThe exploratory boreholes of 150mm diameter were drilled by rotary drilling method. The depth of the test bore at the proposed location is as under:
Bore Hole No. Co-Ordinates Reduced
Level (m) Depth Investigated
(m) N E BH – 4 365 1025 98.466 20 BH – 5 780 1100 99.423 25 BH – 6 799 1170 99.620 20 BH – 9 1065 1750 99.232 20
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 at regular intervals. The samples collected were sealed properly using wax, labeled and transported to the laboratory.
2.2.3 Standard penetration test The standard penetration tests were conduct in accordance with IS:2131-1981 in test bore at regular intervals. The test gives 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 Block Vibration Test For determining various parameters influencing the design of machine foundation like physical properties of elastic base of the foundation, block vibration test was conducted. For this purpose Oscillator was fixed on the PCC block cast of size 1.00 x 0.75 x 0.75 m at Co ordinates N 789 and E 1087, and vibration was induced. The vibration peak ups were attached, on this block to measure the frequency and amplitude. The test was conducted as per the provisions of IS 5249 – 1969. Various dynamic properties as listed below were calculated for 10sq.mt area.
Cu - Coefficient of elastic uniform compression ( kg / cu.cm ) Cτ - Coefficient of elastic uniform shear ( Kg / cu.cm ) Cφ - Coefficient of elastic non – uniform compression ( Kg / cu.cm ) Cψ − Coefficient of elastic non – uniform shear ( Kg / cu.cm )
The above coefficients are reported for foundation contact area, A of 10.0 sq. m
2.2.5 Electrical Resistivity Test 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
Sheet No.1056
11-06-2012
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KCT Consultancy Services, Ahmedabad
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 as per IS : 3043. 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:-
= 2 SR K = 2 S = Geometric factor for electrode spacing (Wenner’s configuration) R = Resistance in Ohms S = Spacing between adjacent electrodes in (m)
= Resistivity in ohm.m. Test was conducted at Co ordinates: N 762 E 1087
3.0 Laboratory investigation The laboratory tests were conducted on the samples collected. The following laboratory tests were conducted on undisturbed and disturbed soil samples collected from various depths to find physical properties and strength characteristics.
Tests Recomnd 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. Consolidation IS 2720 Pt XV UDS 10. Triaxial Comp. Test IS 2720 Pt X UDS 11. Laboratory permeability IS 2720 Part 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 nos. 2 to 5 3. Results of permeability of Bore hole are given in table no 1 4. The Chemical analysis of soil and water is given in table nos.2 & 3 5. Laboratory test results of Bore hole are appended in table nos. 4 to 7 6. Results of BVT are shown in fig nos. 6 & 7 7. Results of ERT are given in fig no. 8
5.0 General stratification The soil deposits at Hajira are alluvial in nature formed by River Tapti and its interaction with the sea over the geological history. The layers consist of plastic clays from stiff to very stiff consistency at top. The subsequent layer consists of plastic clays and silts from very
Sheet No.1057
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KCT Consultancy Services, Ahmedabad
soft to stiff consistency, followed by silty sands with density varying from loose to dense and very dense.
6.0 Discussion
Two foundation options are suggested:
1. Pile Foundations : For heavy equipment and major structures, pile foundations are recommended. Due to proximity to process areas driven piles are not permitted and bored cast-in-situ piles are recommended. Piles of 500 mm diameter with depth of embedment of 16 m are suitable. Pile calculations are given in Appendix – 1. The lateral capacities are 4.5 t for a fixed headed pile and 2.0 t for a free headed pile. The lateral capacity is also to be confirmed by means of a lateral load test on a test pile. The tests have to be carried out as per IS 2911 / Part 4 – 1985.
2. Open foundations for lightly loaded structures and equipment : The possibility of placing the light to intermediate loaded structures and equipment foundations, open shallow foundations can be explored. The minimum depth of foundation recommended is 2 m from FGL. The permissible settlement is 25mm. The recommended bearing capacity values borehole wise for permissible settlements for 25mm are as given in Section 7 (Conclusion) below and the calculations are appended in Appendix 2. 7.0 Conclusions 1) Two foundation options are recommended. Option 1 : For process equipments and heavily loaded structures, Bored cast –in- situ piles, 500 mm diameter, length of embedment of 16 and cutoff level approximately at 2.50 m from NGL having capacities given below may be provided,
Axial Compression 65 TLateral – Fixed Head 4.5 TLateral – Free Head 2.0 TUplift 24 T
Option 2: For light to moderately loaded structures and equipment foundations, open foundations with minimum depth of 2m below FGL is recommended. A 30 cm thick, well compacted coarse sand layer below the bottom of foundation is recommended.
The net safe bearing pressures as tabulated below are recommended.
Size of Foundation Recommended net Safe Bearing
Pressure (T/m2)
Depth (m) Width (m)
2.0 1.0 14 2.0 2.0 8
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KCT Consultancy Services, Ahmedabad
2.0 3.0 62.0 Strip 5 2.5 1.0 15 2.5 2.0 10 2.5 3.0 7 2.5 Strip 6
2) Ground water table is encountered at around 3.50 m from EGL, during investigation, which is likely to rise up to two mt from ground level in monsoon. Design groundwater level shall be at EL 99.500 to account for rain and tidal effects.
3) From results of chemical soil as reported in table 2 & 3, the sub soil is classified in class 2 based on sulphite Content (SO3), as per the table no. 4 under clauses 8.2.2.4 and 9.1.2 of IS: 456, 2000. PPC or PSC with minimum cement content of 330kg/m3 and maximum face water-cement ratio of 0.5 can be used for all RCC in foundation structures. OPC may be used provided the C3A content is within 5 to 8% as per IS 456, Table 4, Note 6. Alternatively, OPC mixed with fly ash as per the provisions of IS 456 and IS 3812 may be used with validation of concrete characteristics through testing. Minimum cement content in piles shall be 400kg/m3 as per the requirements of IS 2911. As the chloride content is high, clear cover to the reinforcement in foundation systems shall at least be 65 mm.
4) 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.
5) Considering the swelling characteristic adequate measures shall be taken to mitigate adverse consequences of swelling and shrinking due to moisture movement. A layer of compacted coarse sand having 300 mm thickness shall be provided under the pile caps and aprons around the structures and in plinths under floor finishes.
7) 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)
Sheet No.1059
11-06-2012
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Calculation of Safe Load on Bored Cast in Situ Pile (As per IS: 2911 (Part I / Sec II))
1) Design StipulationsPile Diameter: 0.50m Existing GWT level: 0.00m Pile Cut-Off level: 2.50m from existing ground level. Pile Termination level: 18.50m 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 Layer Thickness
m CohesionKg / cm2
Angle of Internal Friction
Field Densitygm / cc
SPT N Value
5.10 0.39 9 1.76 8 7.50 0.00 25 1.70 10 12.4 0.00 34 1.90 19
3) Ultimate End Bearing Capacity Que = Ap (0.5 * D * γ * Nγ + Pd * Nq) Where, Ap = Cross sectional Area = 0.196 m2
D = Pile Stem Diameter = 0.50 m γ = Bulk Unit Weight of soil at Pile tip = 0.90 T/m3
Nγ = Bearing Capacity factor = 41.06 Pd = Effective overburden pressure at pile tip = 5.56 T/m2
Nq = Bearing Capacity factor = 42.80 Ultimate End Bearing Capacity Que =0.196*(0.5*0.50*0.90*41.06+5.56*42.8) = 48.48 T
Pd Level for this pile = 7.50 m Layer No.1 Effective overburden pressure due to this layer = 0.00 x 1.76 +5.10 x (1.76 - 1) = 3.88 T/m2
Layer No.2 Effective overburden pressure due to this layer = 2.40 x (1.70 - 1) =1.68 T/m2
Layer No.3 No contribution from this layer Total effective overburden pressure up to 7.50m level from EGL= 5.56T/m2.
4) Ultimate Skin Friction Capacity Qsg = Σ [K * Pdi * tan (δ) * Asi] for all layers Where, K = Earth Pressure Coefficient Pdi = Effective Overburden pressure for ith layer δ = Angle of wall friction for ith layer Asi = Surface area of pile stem for ith layer
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 Pd1 : 1.94 T/m2 tan (δ) : 0.16 As1 : 4.08 m2
Qsg = K*Pd1*tan (δ)*As1 =1.00*1.94*0.16*4.08 = 1.25 T Reduction factor (α): 0.40 Average Cohesion(C): 3.90 T/m2. Qsc = α*C*As1 = 0.40*3.90*4.08 = 6.37 T Total net skin friction of this layer = 7.62T/m2
Sheet No.1060
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Layer no. 2: K: 1.50 Pd2: 4.72 T/m2. tan (δ) : 0.47 As2 : 11.78 m2. Qsg = K*Pd2*tan (δ)*As2 =1.50*4.72*0.47*11.78 = 38.82 T Reduction factor (α): 0.40 Average Cohesion(C): 0.00 T/m2. Qsc = a*C*As2 =0.40*0.00*11.78 = 0.00 T Total net skin friction of this layer = 38.82 T/m2.
Layer no. 3: K: 2.00 Pd3 : 5.56 T/m2. tan (δ) : 0.67 As3 : 9.26 m2.Qsg = K*Pd3*tan (δ)*As3 =2.00*5.56*0.67*9.26 = 69.38 T Reduction factor (α): 0.30 Average Cohesion(C): 0.00 T/m2. Qsc = α*C*As3 =0.30*0.00*9.26 = 0.00 T Total net skin friction of this layer = 69.38T/m2.
Total Skin Friction Capacity Qus = Qsg + Qsc = 115.82 T Total Ultimate Pile Capacity Qu = Qus + Que = 164.30 T Net Ultimate Pile Capacity Qu/FOS = 65.7 T
5) Safe Load in Compression in Ton
Pile Diameter in m Pile Length after cutoff in m
14.0 16.0 18.0
0.45 45.1 52.8 60.5
0.50 56.3 65.7 75.1
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
14.0 16.0 18.0
0.45 30.9 38.6 46.2
0.50 36.9 46.4 55.7
7) Computation of Lateral Capacity Lateral capacity is computed based up on the allowable top deflection of 5.0mm. Free Length L1 is 0.00 m and overall nature of soil is clayey.
For a Fixed Head Pile of 500 mm diameter, soil constant K2= 48.8 Kg/cm3 (From IS Code), E = 273861.27 Kg/cm2, I = 306640.63 cm4, R = 203.67, L1/R = 0.00. Depth of Fixity Lf = 443.99 cm = 4.4 m Total Ultimate Horizontal Load Capacity H [As per IS Code] =12EIY/(L1+Lf)3 = 5.76 T Ultimate Horizontal Load Capacity is recommended as 4.50 T Moment Reduction Factor m = 0.825(From IS Code) Total Ultimate Moment Capacity M [As per IS Code] =mH (L1+Lf)/2 = 8.24 ~ 8.2 Tm
Recommended Lateral Capacities For Fixed Head Piles Pile Diameter in m 0.45 0.50
Horizontal Load Capacity in T 4.0 4.5
For a Free Head Pile of 500 mm diameter, soil constant K2= 48.8 Kg/cm3 (From IS Code), E = 273861.27 Kg/cm2, I = 306640.63 cm4, R = 203.67, L1/R = 0.00. Depth of Fixity Lf = 391.05 cm = 3.9 m
Sheet No.1061
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Total Ultimate Horizontal Load Capacity H [As per IS Code] = 3EIY/(L1+Lf)3 = 2.1 T Ultimate Horizontal Load Capacity is recommended as 2.0 T Moment Reduction Factor m = 0.4 (From IS Code) Total Ultimate Moment Capacity M [As per IS Code] = mH (L1+Lf) = 3.13 ~3.0 Tm
Recommended Lateral Capacities For Free Head Piles Pile Diameter in m 0.45 0.50
Horizontal Load Capacity in T 1.9 2.0
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.
(K.K.Thaker)
Sheet No.1062
11-06-2012
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Sr.
Leng
thW
idth
CN
cN
q - 1
NS
cS
qS
dcdq
dic
iqi
0.5
No.
mm
mK
g/cm
2de
gree
gm/c
cW
qW
t / m
2
11.
001.
002.
000.
399
6.82
0.72
0.57
1.30
1.20
0.80
1.44
1.00
1.00
1.00
1.00
1.00
1.76
0.88
1.00
1.00
15
22.
002.
002.
000.
399
6.82
0.72
0.57
1.30
1.20
0.80
1.22
1.00
1.00
1.00
1.00
1.00
1.76
0.88
1.00
0.75
13
33.
003.
002.
000.
399
6.82
0.72
0.57
1.30
1.20
0.80
1.15
1.00
1.00
1.00
1.00
1.00
1.76
0.88
1.00
0.67
12
44.
004.
002.
000.
399
6.82
0.72
0.57
1.30
1.20
0.80
1.11
1.00
1.00
1.00
1.00
1.00
1.76
0.88
1.00
0.63
12
51.
001.
002.
500.
399
6.82
0.72
0.57
1.30
1.20
0.80
1.56
1.00
1.00
1.00
1.00
1.00
1.76
0.88
1.00
0.75
16
62.
002.
002.
500.
399
6.82
0.72
0.57
1.30
1.20
0.80
1.28
1.00
1.00
1.00
1.00
1.00
1.76
0.88
1.00
0.63
14
73.
003.
002.
500.
399
6.82
0.72
0.57
1.30
1.20
0.80
1.19
1.00
1.00
1.00
1.00
1.00
1.76
0.88
1.00
0.58
13
84.
004.
002.
500.
399
6.82
0.72
0.57
1.30
1.20
0.80
1.14
1.00
1.00
1.00
1.00
1.00
1.76
0.88
1.00
0.56
12
91.
001.
003.
000.
399
6.82
0.72
0.57
1.30
1.20
0.80
1.67
1.00
1.00
1.00
1.00
1.00
1.76
0.88
1.00
0.50
17
102.
002.
003.
000.
399
6.82
0.72
0.57
1.30
1.20
0.80
1.33
1.00
1.00
1.00
1.00
1.00
1.76
0.88
1.00
0.50
14
113.
003.
003.
000.
399
6.82
0.72
0.57
1.30
1.20
0.80
1.22
1.00
1.00
1.00
1.00
1.00
1.76
0.88
1.00
0.50
13
124.
004.
003.
000.
399
6.82
0.72
0.57
1.30
1.20
0.80
1.17
1.00
1.00
1.00
1.00
1.00
1.76
0.88
1.00
0.50
13
1) F
acto
r of s
afet
y is
2.5
2) D
epth
of f
ound
atio
n sh
all b
e fr
om E
G L
Dep
th o
f Fo
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Wat
er T
able
C
orre
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earin
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apac
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Fac
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Not
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Pro
pose
d st
ruct
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of p
lant
of A
dditi
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pro
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She
ar P
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No.
4)
Cal
cula
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of n
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Bea
ring
Cap
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Bas
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n Sh
ear P
aram
eter
s C
- qu
= 1
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[ 2
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dc S
c ic
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dq iq
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She
et N
o.10
63
11-0
6-20
12
![Page 636: Binder 9 with uploaded drawings and approved document](https://reader034.fdocuments.in/reader034/viewer/2022051318/5695d3511a28ab9b029d7edc/html5/thumbnails/636.jpg)
Sr.
Leng
thW
idth
CN
cN
q - 1
NS
cS
qS
dcdq
dic
iqi
0.5
No.
mm
mK
g/cm
2de
gree
gm/c
cW
qW
t / m
2
11.
001.
002.
000.
4612
7.55
1.07
0.87
1.30
1.20
0.80
1.46
1.23
1.23
1.00
1.00
1.00
1.71
0.86
1.00
1.00
20
22.
002.
002.
000.
4612
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
0.75
17
33.
003.
002.
000.
4612
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
0.67
16
44.
004.
002.
000.
4612
7.55
1.07
0.87
1.30
1.20
0.80
1.12
1.06
1.06
1.00
1.00
1.00
1.71
0.86
1.00
0.63
16
51.
001.
002.
500.
4612
7.55
1.07
0.87
1.30
1.20
0.80
1.58
1.29
1.29
1.00
1.00
1.00
1.71
0.86
1.00
0.75
22
62.
002.
002.
500.
4612
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
0.63
18
73.
003.
002.
500.
4612
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
0.58
17
84.
004.
002.
500.
4612
7.55
1.07
0.87
1.30
1.20
0.80
1.14
1.07
1.07
1.00
1.00
1.00
1.71
0.86
1.00
0.56
17
91.
001.
003.
000.
4612
7.55
1.07
0.87
1.30
1.20
0.80
1.69
1.35
1.35
1.00
1.00
1.00
1.71
0.86
1.00
0.50
24
102.
002.
003.
000.
4612
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
0.50
20
113.
003.
003.
000.
4612
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
0.50
18
124.
004.
003.
000.
4612
7.55
1.07
0.87
1.30
1.20
0.80
1.17
1.09
1.09
1.00
1.00
1.00
1.71
0.86
1.00
0.50
18
1) F
acto
r of s
afet
y is
2.5
2) D
epth
of f
ound
atio
n sh
all b
e fr
om E
G L
Dep
th o
f Fo
unda
tion
Wat
er T
able
C
orre
ctio
nB
earin
g C
apac
ity F
acto
rsS
hape
Fac
tors
Not
e :-
Pro
pose
d st
ruct
ures
of p
lant
of A
dditi
onal
gas
pro
cess
ing
faci
litie
s pr
ojec
t (P
hase
4 )
of O
NG
C a
t Haz
ira, S
urat
, L &
T L
tdFo
r Is
olat
ed S
quar
e Fo
otin
g
Proj
ect :
Dep
th F
acto
rsIn
clin
atio
n Fa
ctor
sU
nit W
eigh
tS
afe
Bea
ring
Cap
acity
Siz
e of
Fou
ndat
ion
She
ar P
aram
eter
KC
T C
onsu
ltan
cy S
ervi
ces,
Ahm
edab
ad AP
PE
ND
IX -
2 b
(Bor
ehol
e N
o. 5
)
Cal
cula
tion
of n
et S
afe
Bea
ring
Cap
acity
Bas
ed o
n Sh
ear P
aram
eter
s C
- qu
= 1
/ FS
[ 2
/ 3 C
Nc
dc S
c ic
+
d (N
q - 1
) Sq
dq iq
Wq
+ 0.
5 B
N S
di
W]
She
et N
o.10
64
11-0
6-20
12
![Page 637: Binder 9 with uploaded drawings and approved document](https://reader034.fdocuments.in/reader034/viewer/2022051318/5695d3511a28ab9b029d7edc/html5/thumbnails/637.jpg)
Sr.
Leng
thW
idth
CN
cN
q - 1
NS
cS
qS
dcdq
dic
iqi
0.5
No.
mm
mK
g/cm
2de
gree
gm/c
cW
qW
t / m
2
11.
001.
002.
000.
242
5.46
0.13
0.10
1.30
1.20
0.80
1.41
1.00
1.00
1.00
1.00
1.00
1.70
0.85
1.00
1.00
7
22.
002.
002.
000.
242
5.46
0.13
0.10
1.30
1.20
0.80
1.20
1.00
1.00
1.00
1.00
1.00
1.70
0.85
1.00
0.75
6
33.
003.
002.
000.
242
5.46
0.13
0.10
1.30
1.20
0.80
1.14
1.00
1.00
1.00
1.00
1.00
1.70
0.85
1.00
0.67
5
44.
004.
002.
000.
242
5.46
0.13
0.10
1.30
1.20
0.80
1.10
1.00
1.00
1.00
1.00
1.00
1.70
0.85
1.00
0.63
5
51.
001.
002.
500.
242
5.46
0.13
0.10
1.30
1.20
0.80
1.51
1.00
1.00
1.00
1.00
1.00
1.70
0.85
1.00
0.75
7
62.
002.
002.
500.
242
5.46
0.13
0.10
1.30
1.20
0.80
1.26
1.00
1.00
1.00
1.00
1.00
1.70
0.85
1.00
0.63
6
73.
003.
002.
500.
242
5.46
0.13
0.10
1.30
1.20
0.80
1.17
1.00
1.00
1.00
1.00
1.00
1.70
0.85
1.00
0.58
6
84.
004.
002.
500.
242
5.46
0.13
0.10
1.30
1.20
0.80
1.13
1.00
1.00
1.00
1.00
1.00
1.70
0.85
1.00
0.56
5
91.
001.
003.
000.
242
5.46
0.13
0.10
1.30
1.20
0.80
1.61
1.00
1.00
1.00
1.00
1.00
1.70
0.85
1.00
0.50
8
102.
002.
003.
000.
242
5.46
0.13
0.10
1.30
1.20
0.80
1.31
1.00
1.00
1.00
1.00
1.00
1.70
0.85
1.00
0.50
6
113.
003.
003.
000.
242
5.46
0.13
0.10
1.30
1.20
0.80
1.20
1.00
1.00
1.00
1.00
1.00
1.70
0.85
1.00
0.50
6
124.
004.
003.
000.
242
5.46
0.13
0.10
1.30
1.20
0.80
1.15
1.00
1.00
1.00
1.00
1.00
1.70
0.85
1.00
0.50
6
1) F
acto
r of s
afet
y is
2.5
2) D
epth
of f
ound
atio
n sh
all b
e fr
om E
G L
Dep
th o
f Fo
unda
tion
Wat
er T
able
C
orre
ctio
nB
earin
g C
apac
ity F
acto
rsS
hape
Fac
tors
Not
e :-
Pro
pose
d st
ruct
ures
of p
lant
of A
dditi
onal
gas
pro
cess
ing
faci
litie
s pr
ojec
t (P
hase
4 )
of O
NG
C a
t Haz
ira, S
urat
, L &
T L
tdFo
r Is
olat
ed S
quar
e Fo
otin
g
Proj
ect :
Dep
th F
acto
rsIn
clin
atio
n Fa
ctor
sU
nit W
eigh
tS
afe
Bea
ring
Cap
acity
Siz
e of
Fou
ndat
ion
She
ar P
aram
eter
KC
T C
onsu
ltan
cy S
ervi
ces,
Ahm
edab
ad AP
PE
ND
IX -
2 C
(B
oreh
ole
No.
6)
Cal
cula
tion
of n
et S
afe
Bea
ring
Cap
acity
Bas
ed o
n Sh
ear P
aram
eter
s C
- qu
= 1
/ FS
[ 2
/ 3 C
Nc
dc S
c ic
+
d (N
q - 1
) Sq
dq iq
Wq
+ 0.
5 B
N S
di
W]
She
et N
o.10
65
11-0
6-20
12
![Page 638: Binder 9 with uploaded drawings and approved document](https://reader034.fdocuments.in/reader034/viewer/2022051318/5695d3511a28ab9b029d7edc/html5/thumbnails/638.jpg)
Sr.
Leng
thW
idth
CN
cN
q - 1
NS
cS
qS
dcdq
dic
iqi
0.5
No.
mm
mK
g/cm
2de
gree
gm/c
cW
qW
t / m
2
11.
001.
002.
000.
3813
7.82
1.20
0.99
1.30
1.20
0.80
1.47
1.23
1.23
1.00
1.00
1.00
1.76
0.88
1.00
1.00
18
22.
002.
002.
000.
3813
7.82
1.20
0.99
1.30
1.20
0.80
1.23
1.12
1.12
1.00
1.00
1.00
1.76
0.88
1.00
0.75
15
33.
003.
002.
000.
3813
7.82
1.20
0.99
1.30
1.20
0.80
1.16
1.08
1.08
1.00
1.00
1.00
1.76
0.88
1.00
0.67
15
44.
004.
002.
000.
3813
7.82
1.20
0.99
1.30
1.20
0.80
1.12
1.06
1.06
1.00
1.00
1.00
1.76
0.88
1.00
0.63
14
51.
001.
002.
500.
3813
7.82
1.20
0.99
1.30
1.20
0.80
1.58
1.29
1.29
1.00
1.00
1.00
1.76
0.88
1.00
0.75
20
62.
002.
002.
500.
3813
7.82
1.20
0.99
1.30
1.20
0.80
1.29
1.15
1.15
1.00
1.00
1.00
1.76
0.88
1.00
0.63
17
73.
003.
002.
500.
3813
7.82
1.20
0.99
1.30
1.20
0.80
1.19
1.10
1.10
1.00
1.00
1.00
1.76
0.88
1.00
0.58
16
84.
004.
002.
500.
3813
7.82
1.20
0.99
1.30
1.20
0.80
1.15
1.07
1.07
1.00
1.00
1.00
1.76
0.88
1.00
0.56
15
91.
001.
003.
000.
3813
7.82
1.20
0.99
1.30
1.20
0.80
1.70
1.35
1.35
1.00
1.00
1.00
1.76
0.88
1.00
0.50
22
102.
002.
003.
000.
3813
7.82
1.20
0.99
1.30
1.20
0.80
1.35
1.17
1.17
1.00
1.00
1.00
1.76
0.88
1.00
0.50
18
113.
003.
003.
000.
3813
7.82
1.20
0.99
1.30
1.20
0.80
1.23
1.12
1.12
1.00
1.00
1.00
1.76
0.88
1.00
0.50
17
124.
004.
003.
000.
3813
7.82
1.20
0.99
1.30
1.20
0.80
1.17
1.09
1.09
1.00
1.00
1.00
1.76
0.88
1.00
0.50
16
1) F
acto
r of s
afet
y is
2.5
2) D
epth
of f
ound
atio
n sh
all b
e fr
om E
G L
Dep
th o
f Fo
unda
tion
Wat
er T
able
C
orre
ctio
nB
earin
g C
apac
ity F
acto
rsS
hape
Fac
tors
Not
e :-
Pro
pose
d st
ruct
ures
of p
lant
of A
dditi
onal
gas
pro
cess
ing
faci
litie
s pr
ojec
t (P
hase
4 )
of O
NG
C a
t Haz
ira, S
urat
, L &
T L
tdFo
r Is
olat
ed S
quar
e Fo
otin
g
Proj
ect :
Dep
th F
acto
rsIn
clin
atio
n Fa
ctor
sU
nit W
eigh
tS
afe
Bea
ring
Cap
acity
Siz
e of
Fou
ndat
ion
She
ar P
aram
eter
KC
T C
onsu
ltan
cy S
ervi
ces,
Ahm
edab
ad AP
PE
ND
IX -
2 d
(Bor
ehol
e N
o. 9
)
Cal
cula
tion
of n
et S
afe
Bea
ring
Cap
acity
Bas
ed o
n Sh
ear P
aram
eter
s C
- qu
= 1
/ FS
[ 2
/ 3 C
Nc
dc S
c ic
+
d (N
q - 1
) Sq
dq iq
Wq
+ 0.
5 B
N S
di
W]
She
et N
o.10
66
11-0
6-20
12
![Page 639: Binder 9 with uploaded drawings and approved document](https://reader034.fdocuments.in/reader034/viewer/2022051318/5695d3511a28ab9b029d7edc/html5/thumbnails/639.jpg)
Sr. N
o.C
omp
Inde
x C
cD
epth
ofFo
otin
g D
W
idth
ofFo
otin
g B
H
Void
s R
atio
e0
Fiel
dD
ensi
tyd
p 0SB
Cp
(p+
p 0)/p
0C
orre
ctio
nfo
r dep
thC
onso
lidat
ion
Settl
emen
t Sc
mm
mgm
/ cc
mT
/ m2
T / m
2T
/ m2
mm
10.
152.
001.
002.
000.
821.
763.
005.
2815
3.68
1.70
0.7
0.66
17.5
20.
152.
002.
003.
150.
821.
763.
586.
2913
3.98
1.63
0.7
0.73
28.2
30.
152.
003.
003.
150.
821.
763.
586.
2912
5.22
1.83
0.7
0.80
38.0
40.
152.
004.
003.
150.
821.
763.
586.
2912
6.11
1.97
0.7
0.85
45.5
50.
152.
501.
002.
000.
821.
763.
506.
1616
4.00
1.65
0.7
0.65
16.2
60.
152.
502.
002.
650.
821.
763.
836.
7314
4.89
1.73
0.7
0.73
26.4
70.
152.
503.
002.
650.
821.
763.
836.
7313
6.13
1.91
0.7
0.75
32.4
80.
152.
504.
002.
150.
821.
763.
586.
2912
7.70
2.22
0.7
0.81
34.8
90.
153.
001.
002.
000.
821.
764.
007.
0417
4.32
1.61
0.7
0.63
15.2
100.
153.
002.
002.
150.
821.
764.
087.
1714
6.04
1.84
0.7
0.73
24.0
110.
153.
003.
002.
150.
821.
764.
087.
1713
7.23
2.01
0.7
0.73
27.4
120.
153.
004.
002.
150.
821.
764.
087.
1713
8.02
2.12
0.7
0.77
31.3
fact
orre
late
dto
pore
pres
sure
para
met
er
KC
T C
onsu
ltan
cy S
ervi
ces,
Ahm
edab
ad
Cal
cula
tion
of S
ettle
men
t (B
H 4
)Se
ttlem
ent S
C =
{ ( C
C H
) / (
1 +
e0 )
} lo
g 10 {
( P 0
+
P ) /
P0 }
Proj
ect:-
Pro
pose
d st
ruct
ures
of p
lant
of A
dditi
onal
gas
pro
cess
ing
faci
litie
s pr
ojec
t (Ph
ase
4 ) o
f ON
GC
at H
azira
, Sur
at, L
& T
Ltd
She
et N
o.10
67
11-0
6-20
12
![Page 640: Binder 9 with uploaded drawings and approved document](https://reader034.fdocuments.in/reader034/viewer/2022051318/5695d3511a28ab9b029d7edc/html5/thumbnails/640.jpg)
Sr. N
o.C
omp
Inde
x C
cD
epth
ofFo
otin
g D
W
idth
ofFo
otin
g B
H
Void
s R
atio
e0
Fiel
dD
ensi
tyd
p 0SB
Cp
(p+
p 0)/p
0C
orre
ctio
nfo
rde
pth
Con
solid
atio
nSe
ttlem
ent S
c
mm
mgm
/ cc
mT
/ m2
T / m
2T
/ m2
mm
10.
182.
001.
002.
000.
911.
713.
005.
1320
5.01
1.98
0.7
0.66
25.8
20.
182.
002.
003.
150.
911.
713.
586.
1117
5.38
1.88
0.7
0.73
41.5
30.
182.
003.
003.
150.
911.
713.
586.
1116
7.01
2.15
0.7
0.80
54.9
40.
182.
004.
003.
150.
911.
713.
586.
1116
8.19
2.34
0.7
0.85
65.2
50.
182.
501.
002.
000.
911.
713.
505.
9922
5.51
1.92
0.7
0.65
24.2
60.
182.
502.
002.
650.
911.
713.
836.
5418
6.64
2.02
0.7
0.73
38.8
70.
182.
503.
002.
650.
911.
713.
836.
5417
8.28
2.27
0.7
0.75
46.9
80.
182.
504.
002.
150.
911.
713.
586.
1117
10.3
82.
700.
70.
8149
.5
90.
183.
001.
002.
000.
911.
714.
006.
8424
6.02
1.88
0.7
0.63
23.0
100.
183.
002.
002.
150.
911.
714.
086.
9720
8.28
2.19
0.7
0.73
35.2
110.
183.
003.
002.
150.
911.
714.
086.
9718
9.84
2.41
0.7
0.73
39.6
120.
183.
004.
002.
150.
911.
714.
086.
9718
10.8
72.
560.
70.
7744
.8
fact
orre
late
dto
pore
pres
sure
para
met
er
KC
T C
onsu
ltan
cy S
ervi
ces,
Ahm
edab
ad
Cal
cula
tion
of S
ettle
men
t (B
H 5
)Se
ttlem
ent S
C =
{ ( C
C H
) / (
1 +
e0 )
} lo
g 10 {
( P
0 +
P ) /
P0 }
Proj
ect:-
Pro
pose
d st
ruct
ures
of p
lant
of A
dditi
onal
gas
pro
cess
ing
faci
litie
s pr
ojec
t (Ph
ase
4 ) o
f ON
GC
at H
azira
, Sur
at, L
& T
Ltd
She
et N
o.10
68
11-0
6-20
12
![Page 641: Binder 9 with uploaded drawings and approved document](https://reader034.fdocuments.in/reader034/viewer/2022051318/5695d3511a28ab9b029d7edc/html5/thumbnails/641.jpg)
Sr. N
o.C
omp
Inde
x C
cD
epth
ofFo
otin
g D
W
idth
ofFo
otin
g B
H
Void
s R
atio
e0
Fiel
dD
ensi
tyd
p 0SB
Cp
(p+
p 0)/p
0C
orre
ctio
nfo
rde
pth
Con
solid
atio
nSe
ttlem
ent S
c
mm
mgm
/ cc
mT
/ m2
T / m
2T
/ m2
mm
10.
292.
001.
002.
000.
921.
73.
005.
107
1.66
1.33
0.7
0.66
17.1
20.
292.
002.
002.
000.
921.
73.
005.
106
2.54
1.50
0.7
0.73
27.1
30.
292.
003.
002.
000.
921.
73.
005.
105
3.05
1.60
0.7
0.80
34.2
40.
292.
004.
002.
000.
921.
73.
005.
105
3.38
1.66
0.7
0.85
39.6
50.
292.
501.
001.
500.
921.
73.
255.
537
2.33
1.42
0.7
0.65
15.7
60.
292.
502.
001.
500.
921.
73.
255.
536
3.17
1.57
0.7
0.73
22.8
70.
292.
503.
001.
500.
921.
73.
255.
536
3.60
1.65
0.7
0.75
26.0
80.
292.
504.
001.
500.
921.
73.
255.
535
3.86
1.70
0.7
0.81
29.5
90.
293.
001.
001.
000.
921.
73.
505.
958
3.40
1.57
0.7
0.63
13.2
100.
293.
002.
001.
000.
921.
73.
505.
956
4.02
1.68
0.7
0.73
17.3
110.
293.
003.
001.
000.
921.
73.
505.
956
4.28
1.72
0.7
0.73
18.1
120.
293.
004.
001.
000.
921.
73.
505.
956
4.43
1.74
0.7
0.77
19.7
fact
orre
late
dto
pore
pres
sure
para
met
er
KC
T C
onsu
ltan
cy S
ervi
ces,
Ahm
edab
ad
Cal
cula
tion
of S
ettle
men
t (B
H 6
)Se
ttlem
ent S
C =
{ ( C
C H
) / (
1 +
e0 )
} lo
g 10 {
( P
0 +
P ) /
P0 }
Proj
ect:-
Pro
pose
d st
ruct
ures
of p
lant
of A
dditi
onal
gas
pro
cess
ing
faci
litie
s pr
ojec
t (Ph
ase
4 ) o
f ON
GC
at H
azira
, Sur
at, L
& T
Ltd
She
et N
o.10
69
11-0
6-20
12
![Page 642: Binder 9 with uploaded drawings and approved document](https://reader034.fdocuments.in/reader034/viewer/2022051318/5695d3511a28ab9b029d7edc/html5/thumbnails/642.jpg)
Sr. N
o.D
epth
of
Foot
ing
D
Wid
th o
f Fo
otin
g B
m
vH
pSB
Cfa
ctor
rela
ted
to p
ore
pres
sure
para
met
er
Cor
rect
ion
for
dept
hC
onso
lidat
ion
Settl
emen
t Sc
mm
mT
/ m2
T / m
2m
m
12.
001.
000.
121.
505.
8818
0.3
0.73
23.2
22.
002.
000.
121.
507.
9315
0.3
0.76
32.6
32.
003.
000.
121.
509.
6015
0.3
0.80
41.3
42.
004.
000.
121.
509.
9314
0.3
0.83
44.3
52.
501.
000.
121.
008.
8920
0.3
0.73
23.3
62.
502.
000.
121.
0010
.88
170.
30.
7328
.6
72.
503.
000.
121.
0011
.76
160.
30.
7531
.9
82.
504.
000.
121.
0011
.85
150.
30.
7833
.4
93.
001.
000.
120.
5014
.08
220.
30.
7318
.5
103.
002.
000.
120.
5014
.22
180.
30.
7318
.7
113.
003.
000.
120.
5014
.49
170.
30.
7319
.0
123.
004.
000.
120.
5014
.17
160.
30.
7519
.1
KC
T C
onsu
ltan
cy S
ervi
ces,
Ahm
edab
ad
Cal
cula
tion
of S
ettle
men
t (B
H 9
)
Settl
emen
t SC =
mv
H P
Proj
ect:-
Prop
osed
stru
ctur
esof
plan
tofA
dditi
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Sr. N
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of A
dditi
onal
gas
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cess
ing
faci
litie
s pr
ojec
t (Ph
ase
4 ) o
f ON
GC
at H
azira
, Sur
at, L
& T
Ltd
She
et N
o.10
72
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6-20
12
![Page 645: Binder 9 with uploaded drawings and approved document](https://reader034.fdocuments.in/reader034/viewer/2022051318/5695d3511a28ab9b029d7edc/html5/thumbnails/645.jpg)
Sr. N
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r 25
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Set
tlem
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t SC =
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g 10 {
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Proj
ect:-
Pro
pose
d st
ruct
ures
of p
lant
of A
dditi
onal
gas
pro
cess
ing
faci
litie
s pr
ojec
t (Ph
ase
4 ) o
f ON
GC
at H
azira
, Sur
at, L
& T
Ltd
She
et N
o.10
73
11-0
6-20
12
![Page 646: Binder 9 with uploaded drawings and approved document](https://reader034.fdocuments.in/reader034/viewer/2022051318/5695d3511a28ab9b029d7edc/html5/thumbnails/646.jpg)
Sr. N
o.D
epth
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KC
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Cal
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men
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)
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mv
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Proj
ect:-
Prop
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stru
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esof
plan
tofA
dditi
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gas
proc
essi
ngfa
cilit
ies
proj
ect(
Phas
e4
)ofO
NG
Cat
Haz
ira,
Sura
t, L
& T
Ltd
She
et N
o.10
74
11-0
6-20
12
![Page 647: Binder 9 with uploaded drawings and approved document](https://reader034.fdocuments.in/reader034/viewer/2022051318/5695d3511a28ab9b029d7edc/html5/thumbnails/647.jpg)
KCT Consultancy Services.,Ahmedabad
NOTATIONS C Cohesion
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,N Bearing Capacity Factor Sc,Sq,S Shape Factors 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
Sheet No.1075
11-06-2012
![Page 648: Binder 9 with uploaded drawings and approved document](https://reader034.fdocuments.in/reader034/viewer/2022051318/5695d3511a28ab9b029d7edc/html5/thumbnails/648.jpg)
KCT Consultancy Services.,Ahmedabad
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 .
Sheet No.1076
11-06-2012
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KCT Consultancy Services, Ahmedabad
TABLE NO. – 1
RESULTS OF LABORATORY PERMEABILITY
Sr. No.
Bore Hole No.
Depth (m) Permeabil ity (mm/s)
1.
BH – 4 2.50
0.66 x 10- 6
2.
BH – 5 2.50
0.68 x 10- 6
3.
BH – 6 2.50
0.60 x 10- 6
4.
BH – 9 5.50
0.58 x 10- 6
( K K Thaker)
Sheet No.1077
11-06-2012
![Page 650: Binder 9 with uploaded drawings and approved document](https://reader034.fdocuments.in/reader034/viewer/2022051318/5695d3511a28ab9b029d7edc/html5/thumbnails/650.jpg)
Sr. No. BH No. Depth (m) pH SO3 in 2:1 Water : Soil
Extract(mg/l)
Chlorides
1 BH 4 2.50 7.45 886 2013
2 BH 5 4.50 7.63 926 2003
3 BH 6 2.50 7.72 947 2014
4 BH 9 2.50 7.75 868 2045
Sr. No. Location pH Sulphate (SO3) (mg/l)
Chloride(mg/l)
Organic Inorganic
1 BH 4 7.65 Nil 905 1081 1036
2 BH 5 7.72 Nil 895 1015 1028
3 BH 6 7.53 Nil 907 1059 1053
4 BH 9 7.63 Nil 884 1083 1026
For KCT Consultancy Services
(K K Thaker)
Total Dissolved Solids
Table No. 2Results of Chemical Analysis of Soil
Table No. 3Results of Chemical Analysis of Ground Water
Sheet No.1078
11-06-2012
![Page 651: Binder 9 with uploaded drawings and approved document](https://reader034.fdocuments.in/reader034/viewer/2022051318/5695d3511a28ab9b029d7edc/html5/thumbnails/651.jpg)
4
mgm
/ cc
%%
%%
%%
%%
%K
g/cm
2%
Kg/
cm2
Deg
ree
Kg/
cm2
%%
10.
00D
S-
10.6
4-
13
5442
5529
26-
--
CH
--
--
--
--
20.
50S
PT
--
-1
1047
4254
2826
--
-C
H-
--
-19
--
-
31.
50S
PT
--
-1
844
4754
2529
--
-C
H-
--
-16
--
-
42.
50U
DS
1.76
21.3
42.
642
646
4655
2629
80.
2654
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H0.
399
-0.
15-
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8245
.1
53.
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PT
--
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943
4657
3126
--
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H-
--
-8
--
-
64.
50S
PT
--
-2
1071
1751
3615
--
-M
H-
--
-2
--
-
75.
50U
DS
1.70
35.7
02.
642
7915
4N
PN
PN
P-
--
SM
-25
--
--
1.11
52.6
86.
00S
PT
--
-1
876
1550
3911
--
-M
H-
--
-10
--
-
97.
50S
PT
--
-0
972
1955
4114
--
-M
H-
--
-8
--
-
108.
50U
DS
1.76
22.0
62.
660
1679
550
428
--
-M
H-
28-
--
-0.
8445
.7
119.
00S
PT
--
-1
8313
3N
PN
PN
P-
--
SM
--
--
15-
--
1210
.50
SP
T-
--
082
144
NP
NP
NP
--
-S
M-
--
-19
--
-
1311
.50
DS
--
-1
8213
4N
PN
PN
P-
--
SM
--
--
--
--
1412
.00
SP
T-
--
083
143
NP
NP
NP
--
-S
M-
--
-22
--
-
1513
.50
SP
T-
--
180
154
NP
NP
NP
--
-S
M-
--
-28
--
-
1614
.50
DS
--
-2
7915
4N
PN
PN
P-
--
SM
--
--
--
--
1715
.00
SP
T-
--
082
153
NP
NP
NP
--
-S
M-
--
-41
--
-
1816
.50
SP
T-
--
482
122
21N
PN
P-
--
SM
--
--
59-
--
1917
.50
DS
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-4
8212
220
NP
NP
--
-S
M-
--
--
--
-
2018
.00
SP
T-
--
133
3432
4029
11-
--
CI
--
--
> 10
0-
--
2120
.00
SP
T-
--
478
144
24N
PN
P-
--
SM
--
--
94-
--
Gravel
Sand
Type
of
Sam
ple
BH
No.
:-
Dep
th
Soil Classification
Proj
ect :
-
KC
T C
onsu
ltan
cy S
ervi
ces,
Ahm
edab
adR
ES
ULT
S O
F LA
BO
RA
TO
RY
TE
ST
Prop
osed
str
uctu
res
of p
lant
of A
dditi
onal
gas
pro
cess
ing
faci
litie
s pr
ojec
t (Ph
ase
4 ) o
f ON
GC
at H
azira
, Sur
at, L
& T
Ltd
Gra
in S
ize
Ana
lysi
sFi
eld
Den
sity
Nat
ural
Moi
stur
eC
onte
nt
Specific Gravity
ShrinkageLimit
SPT N Value
Void Ratio
Silt
Clay
LiquidLimit
PlasticLimit
Shea
r Par
amet
er
SwellingPressure
Con
sist
ancy
lim
its
Porosity
Sr No
Rock Quality Designation
C
UnconfinedCompression
Test
Compression Index CC
Free Swell Index
PlasticityIndex
She
et N
o.10
79
11-0
6-20
12
![Page 652: Binder 9 with uploaded drawings and approved document](https://reader034.fdocuments.in/reader034/viewer/2022051318/5695d3511a28ab9b029d7edc/html5/thumbnails/652.jpg)
5
mgm
/ cc
%%
%%
%%
%%
%K
g/cm
2%
Kg/
cm2
Deg
ree
Kg/
cm2
%%
10.
00D
S-
--
-
21.
50S
PT
--
-1
1342
4459
3029
--
-C
H-
--
-16
--
-
32.
50U
DS
1.71
23.2
42.
650
1044
4658
2929
70.
2246
.3C
H0.
4612
-0.
18-
-0.
9147
.6
43.
00S
PT
--
-1
1343
4355
2629
--
-C
H-
--
-4
--
-
54.
50S
PT
--
-0
8612
2N
PN
PN
P-
--
SM
--
--
6-
--
65.
50U
DS
1.76
31.5
42.
642
8412
2N
PN
PN
P-
--
SM
-26
--
--
0.97
49.3
76.
00S
PT
--
-0
1450
3653
4013
--
-M
H-
--
-9
--
-
87.
50S
PT
--
-6
7912
3N
PN
PN
P-
--
SM
--
--
27-
--
98.
50U
DS
1.95
28.4
32.
656
7912
3N
PN
PN
P-
--
SM
-32
--
--
0.75
42.7
109.
00S
PT
--
-6
7715
2N
PN
PN
P-
--
SM
--
--
30-
--
1110
.50
SP
T-
--
478
153
NP
NP
NP
--
-S
M-
--
-23
--
-
1211
.50
DS
--
-5
7814
3N
PN
PN
P-
--
SM
--
--
--
--
1312
.00
SP
T-
--
381
133
NP
NP
NP
--
-S
M-
--
-45
--
-
1413
.50
SP
T-
--
383
122
NP
NP
NP
--
-S
M-
--
-39
--
-
1514
.50
DS
--
-6
8012
2N
PN
PN
P-
--
SM
--
--
--
--
1615
.00
SP
T-
--
056
2420
2415
9-
--
SC
--
--
38-
--
1716
.50
SP
T-
--
283
123
NP
NP
NP
--
-S
M-
--
-80
--
-
1817
.50
DS
--
-0
8512
3N
PN
PN
P-
--
SM
--
--
--
--
1918
.00
SP
T-
--
083
152
NP
NP
NP
--
-S
M-
--
-92
--
-
2019
.50
SP
T-
--
030
3832
3530
5-
--
MI
--
--
77-
--
2120
.50
DS
--
-7
7614
3N
PN
PN
P-
--
SM
--
--
--
--
2221
.00
SP
T-
--
328
3732
3630
6-
--
MI
--
--
83-
--
2322
.50
SP
T-
--
1619
3233
3832
6-
--
MI
--
--
91-
--
2423
.50
UD
S2.
2623
.51
2.65
1225
3033
3629
7-
--
MI
0.10
36-
--
-0.
4531
.0
2525
.00
SP
T-
--
1525
3030
3631
5-
--
MI
--
--
> 10
0-
--
Fille
d up
Cla
y of
hig
h pl
astic
ity w
ith d
ebris
and
gra
vels
-
Gravel
Sand
Type
of
Sam
ple
BH
No.
:-
Dep
th
Soil Classification
Proj
ect :
-
KC
T C
onsu
ltan
cy S
ervi
ces,
Ahm
edab
adR
ES
ULT
S O
F LA
BO
RA
TO
RY
TE
ST
Prop
osed
str
uctu
res
of p
lant
of A
dditi
onal
gas
pro
cess
ing
faci
litie
s pr
ojec
t (Ph
ase
4 ) o
f ON
GC
at H
azira
, Sur
at, L
& T
Ltd
Gra
in S
ize
Ana
lysi
sFi
eld
Den
sity
Nat
ural
Moi
stur
eC
onte
nt
Specific Gravity
ShrinkageLimit
SPT N Value
Void Ratio
Silt
Clay
LiquidLimit
Plastic Limit
Shea
r Par
amet
er
SwellingPressure
Con
sist
ancy
lim
its
Porosity
Sr No
Rock Quality Designation
C
UnconfinedCompression
Test
Compression Index CC
Free Swell Index
Plasticity Index
She
et N
o.10
80
11-0
6-20
12
![Page 653: Binder 9 with uploaded drawings and approved document](https://reader034.fdocuments.in/reader034/viewer/2022051318/5695d3511a28ab9b029d7edc/html5/thumbnails/653.jpg)
6
mgm
/ cc
%%
%%
%%
%%
%K
g/cm
2%
Kg/
cm2
Deg
ree
Kg/
cm2
%%
10.
00D
S-
--
-
21.
50S
PT
--
-0
2539
3656
2729
7-
61.3
CH
--
--
18-
--
32.
50U
DS
1.70
23.4
02.
650
2437
3954
2628
80.
2152
.4C
H0.
242
-0.
29-
-0.
9248
.0
43.
00S
PT
--
-1
1943
3751
2625
--
-C
H-
--
-4
--
-
54.
50S
PT
--
-1
8610
3N
PN
PN
P-
--
SM
--
--
6-
--
65.
50D
S-
--
016
6420
5239
13-
--
MH
--
--
--
--
76.
00S
PT
--
-1
1867
1454
4014
--
-M
H-
--
-4
--
-
87.
50S
PT
--
-0
8214
4N
PN
PN
P-
--
SM
--
--
12-
--
98.
50U
DS
1.78
29.3
42.
671
8214
3N
PN
PN
P-
--
SM
-28
--
--
0.94
48.5
109.
00S
PT
--
-13
7112
4N
PN
PN
P-
--
SM
--
--
20-
--
1110
.50
SP
T-
--
1269
154
NP
NP
NP
--
-S
M-
--
-33
--
-
1211
.50
DS
--
-1
8710
2N
PN
PN
P-
--
SM
--
--
--
--
1312
.00
SP
T-
--
183
133
NP
NP
NP
--
-S
M-
--
-42
--
-
1413
.50
SP
T-
--
285
103
NP
NP
NP
--
-S
M-
--
-44
--
-
1514
.50
DS
--
-56
2216
6N
PN
PN
P-
--
GM
--
--
--
--
1615
.00
SP
T-
--
085
123
NP
NP
NP
--
-S
M-
--
-48
--
-
1716
.50
SP
T-
--
157
2418
2113
8-
--
SC
--
--
52-
--
1817
.50
UD
S1.
9921
.34
2.66
221
3839
5527
28-
--
CH
0.41
18-
0.11
--
0.62
38.3
1918
.00
SP
T-
--
126
3637
5122
29-
--
CH
--
--
51-
--
2020
.00
SP
T-
--
025
3936
5628
28-
--
CH
--
--
72-
--
Fille
d up
Cla
y of
hig
h pl
astic
ity w
ith d
ebris
and
gra
vels
-
Gravel
Sand
Type
of
Sam
ple
BH
No.
:-
Dep
th
Soil Classification
Proj
ect :
-
KC
T C
onsu
ltan
cy S
ervi
ces,
Ahm
edab
adR
ES
ULT
S O
F LA
BO
RA
TO
RY
TE
ST
Prop
osed
str
uctu
res
of p
lant
of A
dditi
onal
gas
pro
cess
ing
faci
litie
s pr
ojec
t (Ph
ase
4 ) o
f ON
GC
at H
azira
, Sur
at, L
& T
Ltd
Gra
in S
ize
Ana
lysi
sFi
eld
Den
sity
Nat
ural
Moi
stur
eC
onte
nt
Specific Gravity
ShrinkageLimit
SPT N Value
Void Ratio
Silt
Clay
Liquid Limit
PlasticLimit
Shea
r Par
amet
er
Swelling Pressure
Con
sist
ancy
lim
its
Porosity
Sr No
Rock Quality Designation
C
Unconfined Compression
Test
Compression Index CC
Free Swell Index
PlasticityIndex
She
et N
o.10
81
11-0
6-20
12
![Page 654: Binder 9 with uploaded drawings and approved document](https://reader034.fdocuments.in/reader034/viewer/2022051318/5695d3511a28ab9b029d7edc/html5/thumbnails/654.jpg)
9
mgm
/ cc
%%
%%
%%
%%
%K
g/cm
2%
Kg/
cm2
Deg
ree
Kg/
cm2
%%
10.
00D
S-
--
-
21.
50S
PT
--
-0
2238
4057
3027
--
-C
H-
--
-15
--
-
32.
50U
DS
1.76
26.5
72.
640
1248
4054
2727
70.
2853
.1C
H0.
3813
-0.
17-
-0.
9047
.3
43.
00S
PT
--
-2
1545
3858
2929
--
-C
H-
--
-8
--
-
54.
50S
PT
--
-0
8215
3N
PN
PN
P-
--
SM
--
--
13-
--
65.
50U
DS
1.86
31.0
52.
632
8113
4N
PN
PN
P-
--
SM
-29
--
--
0.85
46.0
76.
00S
PT
--
-2
8610
2N
PN
PN
P-
--
SM
--
--
21-
--
87.
50S
PT
--
-2
7915
4N
PN
PN
P-
--
SM
--
--
24-
--
98.
50U
DS
1.95
24.6
12.
642
8212
4N
PN
PN
P-
--
SM
-33
--
--
0.69
40.7
109.
00S
PT
--
-2
8014
4N
PN
PN
P-
--
SM
--
--
28-
--
1110
.50
SP
T-
--
1667
134
21N
PN
P-
--
SM
--
--
32-
--
1211
.50
DS
--
-5
7714
4N
PN
PN
P-
--
SM
--
--
--
--
1312
.00
SP
T-
--
384
103
NP
NP
NP
--
-S
M-
--
-44
--
-
1413
.50
SP
T-
--
577
153
NP
NP
NP
--
-S
M-
--
-43
--
-
1514
.50
DS
--
-15
6813
4N
PN
PN
P-
--
SM
--
--
--
--
1615
.00
SP
T-
--
5820
166
NP
NP
NP
--
-G
M-
--
-54
--
-
1716
.50
SP
T-
--
5619
196
NP
NP
NP
--
-G
M-
--
-64
--
-
1817
.50
DS
--
-16
4222
2029
209
--
-S
C-
--
--
--
-
1918
.00
SP
T-
--
1323
3133
3630
6-
--
MI
--
--
59-
--
2020
.00
SP
T-
--
225
4033
3832
6-
--
MI
--
--
94-
--
Fille
d up
Cla
yey
San
d w
ith d
ebris
and
gra
vels
-
Gravel
Sand
Type
of
Sam
ple
BH
No.
:-
Dep
th
Soil Classification
Proj
ect :
-
KC
T C
onsu
ltan
cy S
ervi
ces,
Ahm
edab
adR
ES
ULT
S O
F LA
BO
RA
TO
RY
TE
ST
Prop
osed
str
uctu
res
of p
lant
of A
dditi
onal
gas
pro
cess
ing
faci
litie
s pr
ojec
t (Ph
ase
4 ) o
f ON
GC
at H
azira
, Sur
at, L
& T
Ltd
Gra
in S
ize
Ana
lysi
sFi
eld
Den
sity
Nat
ural
Moi
stur
eC
onte
nt
Specific Gravity
ShrinkageLimit
SPT N Value
Void Ratio
Silt
Clay
Liquid Limit
PlasticLimit
Shea
r Par
amet
er
Swelling Pressure
Con
sist
ancy
lim
its
Porosity
Sr No
Rock Quality Designation
C
Unconfined Compression
Test
Compression Index CC
Free Swell Index
PlasticityIndex
She
et N
o.10
82
11-0
6-20
12
![Page 655: Binder 9 with uploaded drawings and approved document](https://reader034.fdocuments.in/reader034/viewer/2022051318/5695d3511a28ab9b029d7edc/html5/thumbnails/655.jpg)
She
et N
o.10
83
11-0
6-20
12
![Page 656: Binder 9 with uploaded drawings and approved document](https://reader034.fdocuments.in/reader034/viewer/2022051318/5695d3511a28ab9b029d7edc/html5/thumbnails/656.jpg)
4N-365, E-102598.466m20.0 m
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 1.50 SPT 6 9 10 19 - -1.001.50 1.50 1.50 2.50 SPT 5 6 10 16 - -2.002.50 2.50 2.50 3.00 UDS - - - - - -3.00 0.00 to 3.50 m 3.00 3.00 4.50 SPT 2 3 5 8 - -3.504.004.50 4.50 4.50 5.50 SPT 1 1 1 2 - -5.005.50 5.50 5.50 6.00 UDS - - - - - -
6.00 6.00 6.00 7.50 SPT 2 4 6 10 - -6.507.007.50 7.50 7.50 8.50 SPT 2 3 5 8 - -8.00 6.70 to 8.70 m8.50 8.50 8.50 9.00 UDS - - - - - -9.00 9.00 9.00 10.50 SPT 5 5 10 15 - -9.5010.0010.50 10.50 10.50 11.50 SPT 6 8 11 19 - -11.0011.50 11.50 11.50 12.00 DS - - - - - -12.00 8.70 to 12.60 m 12.00 12.00 13.50 SPT 7 9 13 22 - -12.5013.0013.50 13.50 13.50 14.50 SPT 12 13 15 28 - -14.0014.50 14.50 14.50 15.00 DS - - - - - -15.00 15.00 15.00 16.50 SPT 17 20 21 41 - -15.5016.00 12.60 to 16.00 m16.50
16.50 16.50 17.50 SPT 13 21 38 59 - -
17.0017.50 17.50 17.50 18.00 DS - - - - - -18.00 18.00 18.00 20.00 SPT 42 52 - >100 - -18.50 10cm19.0019.50
20.00 20.00 20.00 20.45 SPT 33 42 52 94 - -19.60 to 20.00 m
Rot
ary
Dril
ling
by m
ud c
ircul
atio
n
Not
Use
d Blackish, fine to medium grained, silty sand withoccational gravels (SM)
Blackish, fine to very fine grained, silt of highcompressibility with occational gravels (MH)
Blackish grey, fine to very fine grained, silty sand with occational gravels (SM) 5.15 to 6.70 m
Blackish grey, fine to very fine grained, silt ofhigh compressibility with occational gravels (MH)3.50 to 5.15m
Dark brownish, fine to very fine grained, siltyclays of high plasticity with occational gravels(CH)
Reddish brown, fine to coarse grained, silty sand with little plastic fines and litttel gravels (SM)
Dark brown,fine to very fine grained, sandy clays of intermediate plasticity with occational gravels(CI) 17.90 to 19.60 m
Dark brownish, fine to medium grained, siltysand with little plastic fines and little gravels (SM)16.00 to 17.90 m
Blackish, fine to medium grained, silty sand withoccational gravels (SM)
Core Reco-very (%)
RQD (%) Remarks
m
BORE LOG DATA SHEET
Method of Boring
Depth
Cas
ing
Not
atio
n
Soil DescriptionDepth ofSample
Drill RunType ofSample
SPT N Value/Penetration of S.S.S
Depth of Termination : Diameter of Bore : 150 mmDepth of Water Table : Encountered at m depth during investigation
Co-ordinates: Date of Completion: 07-07-10Reduced Level:
KCT Consultancy Services, AhmedabadProject : L & T , HAZIRA
Bore Hole No. : Date of commencement: 07-02-10
water table encountered at m depth during investigation
Fig. No.( )
Sheet No.1084
11-06-2012
![Page 657: Binder 9 with uploaded drawings and approved document](https://reader034.fdocuments.in/reader034/viewer/2022051318/5695d3511a28ab9b029d7edc/html5/thumbnails/657.jpg)
5N-780, E-110099.423m25.0 m
From To
m m m N 1 N 2 N 3 N0.00
0.00 0.00 1.50 DS - - - - - -
0.501.00
1.50 1.50 1.50 2.50 SPT 4 7 9 16 - -2.002.50 2.50 2.50 3.00 UDS - - - - - -3.00 3.00 3.00 4.50 SPT 1 2 2 4 - -3.504.004.50 4.50 4.50 5.50 SPT 2 3 3 6 - -5.005.50 3.70 to 6.00 m 5.50 5.50 6.00 UDS - - - - - -6.00
6.00 6.00 7.50 SPT 4 4 5 9 - -
6.507.007.50 7.50 7.50 8.50 SPT 7 12 15 27 - -8.008.50 8.50 8.50 9.00 UDS - - - - - -9.00 9.00 9.00 10.50 SPT 10 14 16 30 - -9.5010.0010.50 10.50 10.50 11.50 SPT 9 11 12 23 - -11.0011.50 11.50 11.50 12.00 DS - - - - - -12.00 12.00 12.00 13.50 SPT 18 20 25 45 - -12.5013.0013.50 13.50 13.50 14.50 SPT 11 17 22 39 - -14.00 7.25 to 14.95 m14.50 14.50 14.50 15.00 DS - - - - - -15.00 15.00 15.00 16.50 SPT 10 18 20 38 - -15.5016.0016.50 16.50 16.50 17.50 SPT 20 35 45 80 - -17.0017.50 17.50 17.50 18.00 DS - - - - - -18.00 18.00 18.00 19.50 SPT 21 40 52 92 - -18.50 15.30 to 19.20 m19.0019.50
19.50 19.50 20.50 SPT 18 32 45 77 - -
20.0020.50
Dark brownish, fine to coarse grained, siltysand with some gravels (SM) 20.50 to 21.00 m 20.50 20.50 21.00 DS - - - - - -
21.00 21.00 21.00 22.50 SPT 20 35 48 83 - -
21.5022.0022.50 22.50 22.50 23.50 SPT 23 41 50 91 - -23.0023.50 23.50 23.50 25.00 UDS - - - - - -24.0024.5025.00 25.00 25.00 25.50 SPT 20 65 40 >100 - -
22.10 to 25.00 m 5cm
Co-ordinates: Date of Completion: 19/7/2010
Diameter of Bore : 150 mm
KCT Consultancy Services, AhmedabadProject : L & T , HAZIRA
Bore Hole No. : Date of commencement: 15/7/2010
Soil DescriptionDepth ofSample
Drill Run
Reduced Level:Depth of Termination :
SPT N Value/Penetration of S.S.SCore Reco-very (%)
RQD (%)
Depth of Water Table : Encountered at 3.40m depth during investigationBORE LOG DATA SHEET
Method of Boring
DepthC
asin
g
Not
atio
n
Remarks
m
Rot
ary
Dril
ling
by m
ud c
ircul
atio
n
Not
Use
d
Dark brownish, fine to coarse grained, silt ofintermediate compressibility with much gravels(MI)
Dark brownish, fine to medium grained, silt ofintermediate compressibility with little gravels(MI) 21.00 to 22.10 m
Dark brownish, fine to very fine grained, silt ofintermediate compressibility with occationalgravels(MI) 19.20 to 20.50 m
Blackish grey, fine to medium grained, sisltysand with little gravels (SM)
Type ofSample
Dark brownish, fine to very fine grained, siltyclays of high plasticity with occational gravels(CH) 2.20 to 3.70 m
Dark brownish, fine to very fine grained, siltyclays of high plasticity with occational gravelsand occational fine sand (CH) 0.70 to 2.20 m
Dark brownish, fine to medium grained, filledup clayey sand with debries 0.00 to 0.70 m
Blackish brown, fine to very fine grained, siltysand with occational gravels (SM)
Blackish grey, fine to very fine grained, silt ofhigh compressibility with occational gravels(MH) 6.00 to 7.25 m
Blackish grey, fine to coarse grained, clayeysand (SC) 14.95 to 15.30 m
Blackish grey, fine to very fine grained, siltysand with occational gravels (SM)
water table encountered at 340m depth during
Fig. No.( )
Sheet No.1085
11-06-2012
![Page 658: Binder 9 with uploaded drawings and approved document](https://reader034.fdocuments.in/reader034/viewer/2022051318/5695d3511a28ab9b029d7edc/html5/thumbnails/658.jpg)
6N-799, E-117099.620m20.0 m
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 2.50 SPT 5 8 10 18 - -2.002.50 2.50 2.50 3.00 UDS - - - - - -3.00 0.65 to 3.60 m 3.00 3.00 4.50 SPT 1 2 2 4 - -3.504.004.50 4.50 4.50 5.50 SPT 2 3 3 6 - -5.005.50
5.50 5.50 6.00 DS - - - - - -
6.00 6.00 6.00 7.50 SPT 2 2 2 4 - -6.507.007.50 7.50 7.50 8.50 SPT 4 5 7 12 - -8.008.50 8.50 8.50 9.00 UDS - - - - - -9.00 9.00 9.00 10.50 SPT 7 9 11 20 - -9.5010.0010.50 10.50 10.50 11.50 SPT 10 15 18 33 - -11.0011.50 11.50 11.50 12.00 DS - - - - - -12.00 12.00 12.00 13.50 SPT 12 19 23 42 - -12.5013.0013.50 13.50 13.50 14.50 SPT 12 20 24 44 - -14.00
14.50 14.50 14.50 15.00 DS - - - - - -15.00 Brownish grey, fine to very fine grained, silty
sand with occational gravels (SM) 14.80 to15.50 m
15.00 15.00 16.50 SPT 15 22 26 48 - -
15.5016.0016.50 16.50 16.50 17.50 SPT 17 24 28 52 - -17.0017.50 17.50 17.50 18.00 UDS - - - - - -18.00 18.00 18.00 20.00 SPT 15 21 30 51 - -18.5019.0019.5020.00 20.00 20.00 20.45 SPT 23 32 40 72 - -
17.45 to 20.00 m
KCT Consultancy Services, AhmedabadProject : L & T , HAZIRA
Bore Hole No. : Date of commencement: 19/7/2010Co-ordinates: Date of Completion: 20/7/2010
Reduced Level:Depth of Termination : Diameter of Bore : 150 mmDepth of Water Table : Encountered at 3.60m depth during investigation
Method of Boring
DepthC
asin
g
Not
atio
n Core Reco-very (%)
RQD (%) Remarks
m
Soil DescriptionDepth ofSample
Drill RunType ofSample
SPT N Value/Penetration of S.S.S
Rot
ary
Dril
ling
by m
ud c
ircul
atio
n
Not
Use
d
Dark brownish, fine to very fine grained, siltyclays of high plasticity with occationalgravels(CH)
Brownish grey, fine to very fine grained, clayeysand with little plastic fines and occationalgravels (SC) 15.50 to 17.45 m
Dark brownish with whitish grey coarse sand,fine to coarse grained, silty sand with somegravels (SM) 12.60 to 14.00 m
Blackish, fine to very fine grained, silt of highcompressibility with occational gravels(MH)5.20 to 6.60 m
Blackish brown, fine to very fine grained, siltysand with occational gravels (SM) 3.60 to 5.20m
Blackish brown, fine to very fine grained, siltyclays of high plasticity with occational gravelsand some fine sand (CH)
BORE LOG DATA SHEET
Brownish, coarse grained, silty gravels (GM)14.00 to 14.80 m
Blackish brown, fine to very fine grained, filledup silty clays of high plasticity with occationalgravels and some fine sand with debries 0.00 to 0.65 m
Blackish, fine to very fine grained, silty sandwith occational gravels(SM) 6.60 to 8.90m
Blackish, fine to very fine grained, silty sandwith much gravels(SM) 8.90 to 10.70 m
Blackish, fine to very fine grained, silty sandwith occational gravels(SM) 10.70 to 12.60 m
water table encountered at 3.60m depth during
Fig. No.( )
Sheet No.1086
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9N-1095, E-175099.232m20.0 m
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 2.50 SPT 4 7 8 15 - -2.002.50 2.50 2.50 3.00 UDS - - - - - -3.00 3.00 3.00 4.50 SPT 5 3 5 8 - -3.504.004.50 4.50 4.50 5.50 SPT 4 6 7 13 - -5.005.50 5.50 5.50 6.00 UDS - - - - - -6.00 6.00 6.00 7.50 SPT 7 9 12 21 - -6.507.007.50 7.50 7.50 8.50 SPT 6 10 14 24 - -8.008.50 8.50 8.50 9.00 UDS - - - - - -9.00 9.00 9.00 10.50 SPT 5 14 14 28 - -9.5010.00 5.95 to 10.50 m10.50
10.50 10.50 11.50 SPT 8 15 17 32 - -
11.0011.50 11.50 11.50 12.00 DS - - - - - -12.00 12.00 12.00 13.50 SPT 10 18 22 44 - -12.5013.0013.50 11.35 to 14.10 m 13.50 13.50 14.50 SPT 11 18 25 43 - -14.00
14.50 14.50 14.50 15.00 DS - - - - - -15.00 15.00 15.00 16.50 SPT 15 24 30 54 - -15.5016.0016.50 15.00 to 17.05 m 16.50 16.50 17.50 SPT 18 30 34 64 - -17.00
17.50 17.50 17.50 18.00 DS - - - - - -18.00 18.00 18.00 20.00 SPT 15 26 33 59 - -18.5019.0019.5020.00 20.00 20.00 20.45 SPT 16 46 48 94 - -
18.00 to 20.00 m
KCT Consultancy Services, AhmedabadProject : L & T , HAZIRA
Bore Hole No. : Date of commencement: 07-12-10Co-ordinates: Date of Completion: 13/7/2010
Reduced Level:Depth of Termination : Diameter of Bore : 150 mmDepth of Water Table : Encountered at 3.50m depth during investigation
BORE LOG DATA SHEET
Method of Boring
Depth
Cas
ing
Not
atio
n
Soil DescriptionDepth ofSample
Drill RunType ofSample
SPT N Value/Penetration of S.S.SCore Reco-very (%)
RQD (%) Remarks
m
Rot
ary
Dril
ling
by m
ud c
ircul
atio
n
Not
Use
d
Blackish, coarse grained, silty gravels (GM)
Brownish, fine to coarse grained, clayey sandwith much gravels (SC) 17.05 to 18.00 m
Dark brownish, fine to medium grained, silt ofintermediate compressibility with occationalgravels (MI)
Blackish, fine to very fine grained, filled upclayey sand with debries 0.00 to 0.70 m
Blackish, fine to very fine grained, silty clays ofhigh plasticity with occational gravels (CH) 0.70 to 3.45 m
Backish, fine to very fine grained, silty sand withoccational gravels (SM) 3.45 to 5.95 m
Blackish brown, fine to very fine grained, siltysand with occational gravels (SM)
Blackish brown, fine to coarse grained, siltysand with little plastic fines and much gravels(SM) 10.50 to 11.35 m
Blackish brown, fine to medium grained, siltysand with little gravels (SM)
Dark brownish and slightly blackish, fine tocoarse grained, silty sand with much gravels(SM) 14.10 to 15.00 m
water table encountered at 3.50m depth during
Fig. No.( )
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TerminologyCu -C - = 0.50 X Cu
C - = 1.73 X CuC - = 0.75 X Cu
G -- 0.4
E -fnz -
-
21.6 0.09
= 1406.25 kg= 37.0 kg= Mass of block + mass of vibrator =1443.25 kg= 9.81 m/sec2
1 (N 789, E 1087 )
Size of the block = 0.75 m wide, 1.00 m long and 0.75 m deepData
Calculations
Mass of the vibratorTotal vibrating mass (M)Acceleration due to gravity (g)
Coefficient of elastic uniform shear in kg / cm3
Coefficient of elastic non uniform compression in kg / cm3
Coefficient of elastic non uniform shear in kg / cm3
Results of Block Vibration Test(As per IS : 5249, 1992, reaffirmed 1995)
Project :Proposed structures of plant of Additional gas processing facilities project (Phase 4 )of ONGC at Hazira, Surat, L & T Ltd
Coefficient of elastic uniform compression in kg / cm3
Test No.
Depth of Conducting testBase Area of the Block (A1)Mass of the block
= 2.50 m from EGL= 0.75 sq. m
Damping coefficient
The above coefficients are reported for foundation contact area, A of 10.0 m2 (1,00,000cm2) or more
4 X 2 X fnz2 X M / (A1 X g)} X 10-6 kg / cm3
Modulus of rigidity of strata in Kg / cm2, G = Cu X A X (1 - ) / 2.13Poisson's ratio = for this particular situation
Coefficient of elastic uniform compression in kg / cm3 for block of size 0.75m wide,1.00m long and 0.75m deep= Cu / Cu1 -
Modulus of elasticity of strata in kg / cm2 = G X 2 X (1 + )Resonance frequency of foundation block – soil system in cycles / sec
Modulus of elasticity of strata E= 88.2* 2 * (1 + 0.40) = 246.9 kg/sq. cm
cycles / sec and = From chart between amp v/s. freq fnz =
Coefficient of elastic non – uniform shear C = 0.75*0.99 = 0.74 kg/cu.cmModulus of rigidity of strata G = 0.99 * 100000* (1.0 – 0.40) / 2.13 = 88.2 kg/sq.cm
Coefficient of elastic uniform shear C = 0.5*0.99 = 0.49 kg/cu.cmCoefficient of elastic non–uniform compression C = 1.73*0.99 = 1.71 kg/cu.cm
Coefficient of Elastic uniform compression
Cu1 = {4 * 2*21.62*1443.25 / (0.75 * 9.81)} * 10-6 = 3.61 kg/cu.cmCu = 3.61 * 0.75/10.0 = 0.99 kg/cu.cm
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0.270 0.09
0.191
19.7
23.7
21.6f nz =
damping coefficientAmax =
A max / sqrt ( 2 ) =
f 1 =
f 2 =
Response Curve (Block Vibration Test No. 1 Inside Plant Area )
0.00
0.05
0.10
0.15
0.20
0.25
0.30
0 5 10 15 20 25 30 35
Frequency (cycles / sec)
Am
plitu
de (1
0 -5
mm
)
= f 2 - f 1 / 2 fnz = 0.09
A max / ( 2 ) 0.5 = 0.049f1 f2 fnz
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= =
S =R =V = =
1 4.542 7.473 8.774 10.335 11.216 12.857 19.038 18.819 18.69
10 18.49
12.5712.4412.57
N - S E - W
11.3112.5714.3313.19
Resistivity in m
5.227.929.42
0.300.250.220.20
0.500.450.400.38
43.1044.2344.1142.73
12.8214.8315.7118.10
0.980.880.780.68
0.680.590.500.48
Resistence Observed in
0.990.88
Resistivity in m
6.2211.06
Resistence Observed in
0.830.63
KCT Consultancy ServicesRESULTS OF ELECTRICAL RESISTIVITY
( IS : 3043, 1987 )
Average Resistivity ( - m )
Where
ERT No. :Name of Project :
Battery Condition :Climatic Condition :
3Proposed structures of plant of Additional gas processing facilities project (Phase4) of ONGC at Hazira, Surat, L&T Ltd (Inside Plant area)GoodHumid and moderately hot
Resistivity at given depth = 2 S R
Voltage Drop between inner electrodes in VoltCurrent applied in outer electrodes in Amp.
Direction
Resistivity in ohm - m ( m )Value of pi - 22 / 7 Electrode Spacing ( equal to the depth at which resistivity is determined ) in mV / in ohm (
Spacing of Electrode in (
m )
Average Reistivity V/S. Depth
1
2
3
4
5
6
7
8
9
10
0.00 5.00 10.00 15.00 20.00 25.00
Average Resistivity in - m
Dep
th in
m
( K K Thaker ) ( )
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LARSEN & TOUBRO LIMITED E&C DIVISION
GEOTECHNICAL INVESTIGATION REPORT – INSIDE
AREA
DOCUMENT NO. A067-LT-00-CV-04-RP-0004
PROJECT :Additional Gas Processing Facilities (Phase-IV)
REVISION : 01
CUSTOMER : ONGC,HAZIRA
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Sheet No.1092
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ProjectSpreadsheets to BS 8110etc
Client Advisory Group Made by Date Page Location Grid line 1 rc 19-Nov-2015 101
RETAINING WALL design to BS 8110:1997, BS 8002:1994. BS 8004:1986 etc.Checked Revision Job No
Originated from 'RCC62.xls' on CD © 1999 BCA for RCC chg R68
IDEALISED STRUCTURE and FORCE DIAGRAMS DESIGN STATUS: VALID
WARNING :
Passive pressure should
only be considered if it
can be guaranteed that
there will be no future
excavation in front of
the wall.
DIMENSIONS (mm)
H = 3200 B = 2750 Tw = 250
Hw = 100 BI = 1000 Tb = 400
Hp = 200 BN = 0 TN = 0
Hn = 0
MATERIAL PROPERTIES
fcu = 35 N/mm² gm = 1.5 concrete
fy = 460 N/mm² gm = 1.05 steel
cover to tension steel = 50 mm
Max allowable design surface crack width (W) = 0.3 mm
Concrete density = 24 kN/m³
SOIL PROPERTIES Wall Geometry
Design angle of int'l friction of retained mat'l (Ø) = 30 degree
Design cohesion of retained mat'l (C ) = 0 kN/m² (Only granular backfil considered, "C" = zero)
Density of retained mat'l (q ) = 20 kN/m³
Submerged Density of retained mat'l (qs ) = 13.33 kN/m³ [default=2/3*q (only apply when Hw >0) ] =13.33
Design angle of int'l friction of base mat'l (Øb) = 20 degree ASSUMPTIONS
Design cohesion of base material (Cb ) = 10 kN/m² a) Wall friction is zero
Density of base material (qb ) = 10 kN/m³ b) Minimum active earth pressure = 0.25qH
Allowable gross ground bearing pressure (GBP) = 200 kN/m² c) Granular backfill
LOADINGS Surcharge load -- live (SQK) = 10 kN/m² e)Does not include effect of seepage of ground
Surcharge load -- dead (SGK) = 10 water beneath the wall.
Line load -- live (LQK) = 15 kN/m f)Does not include deflection check of wall due to
Line load -- dead (LGK) = 20 kN/m lateral earth pressures
Distance of line load from wall (X) = 1000 mm h) Design not intended for walls over 3.0 m high
LATERAL FORCES (unfactored) Ka = 0.33 [ default ka = (1-SIN Ø)/(1+SIN Ø) ] =0.33
Kp = 2.04 [ default kp = (1+SIN Øb)/(1-SIN Øb) ] =2.04
Kpc = 2.86 [ default kpc = 2kp0.5
] = 2.86
Kac = 1.15 [ 2ka0.5
]
Force Lever arm Moment about TOE gf Fult Mult
(kN) (m) (kNm) (kN) (kNm)
PE = 34.12 LE = 1.067 36.41 1.40 47.77 50.97
PS(GK) = 10.67 LS = 1.60 17.07 1.40 14.93 23.89
PS(QK) = 10.67 LS = 1.60 17.07 1.60 17.07 27.31
PL(GK) = 6.67 LL = 2.36 15.74 1.40 9.33 22.03
PL(QK) = 5.00 LL = 2.36 11.80 1.60 8.00 18.89
PW = 0.05 LW = 0.03 0.00 1.40 0.07 0.00
Total 67.17 98.09 97.17 143.10
PP = -6.12 (LP-HN) = 0.10 -0.60 1.00 -6.12 -0.60
-
REINFORCED CONCRETE COUNCIL
d)Does not include check of rotational slide/slope failure
S u r c h a r g e S , S i n k N / mG K Q K2
L i n e L o a d L , L i n k N / mG K Q K
X
B 1
B N T N
T W
B
HW
Hn
Tb
LP
HP
LL
LS
LW
H
LE
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ProjectSpreadsheets to BS 8110etc
Client Advisory Group Made by Date Page Location Grid line 1 rc 19-Nov-2015 101
RETAINING WALL design to BS 8110:1997, BS 8002:1994. BS 8004:1986 etc.Checked Revision Job No
Originated from 'RCC62.xls' on CD © 1999 BCA for RCC chg R68
IDEALISED STRUCTURE and FORCE DIAGRAMS DESIGN STATUS: VALID
WARNING :
Passive pressure should
only be considered if it
can be guaranteed that
there will be no future
excavation in front of
the wall.
DIMENSIONS (mm)
H = 3200 B = 2750 Tw = 250
Hw = 100 BI = 1000 Tb = 400
Hp = 200 BN = 0 TN = 0
Hn = 0
MATERIAL PROPERTIES
fcu = 35 N/mm² gm = 1.5 concrete
fy = 460 N/mm² gm = 1.05 steel
cover to tension steel = 50 mm
Max allowable design surface crack width (W) = 0.3 mm
Concrete density = 24 kN/m³
SOIL PROPERTIES Wall Geometry
Design angle of int'l friction of retained mat'l (Ø) = 30 degree
Design cohesion of retained mat'l (C ) = 0 kN/m² (Only granular backfil considered, "C" = zero)
Density of retained mat'l (q ) = 20 kN/m³
Submerged Density of retained mat'l (qs ) = 13.33 kN/m³ [default=2/3*q (only apply when Hw >0) ] =13.33
Design angle of int'l friction of base mat'l (Øb) = 20 degree ASSUMPTIONS
Design cohesion of base material (Cb ) = 10 kN/m² a) Wall friction is zero
Density of base material (qb ) = 10 kN/m³ b) Minimum active earth pressure = 0.25qH
Allowable gross ground bearing pressure (GBP) = 200 kN/m² c) Granular backfill
LOADINGS Surcharge load -- live (SQK) = 10 kN/m² e)Does not include effect of seepage of ground
Surcharge load -- dead (SGK) = 10 water beneath the wall.
Line load -- live (LQK) = 15 kN/m f)Does not include deflection check of wall due to
Line load -- dead (LGK) = 20 kN/m lateral earth pressures
Distance of line load from wall (X) = 1000 mm h) Design not intended for walls over 3.0 m high
LATERAL FORCES (unfactored) Ka = 0.33 [ default ka = (1-SIN Ø)/(1+SIN Ø) ] =0.33
Kp = 2.04 [ default kp = (1+SIN Øb)/(1-SIN Øb) ] =2.04
Kpc = 2.86 [ default kpc = 2kp0.5
] = 2.86
Kac = 1.15 [ 2ka0.5
]
Force Lever arm Moment about TOE gf Fult Mult
(kN) (m) (kNm) (kN) (kNm)
PE = 34.12 LE = 1.067 36.41 1.40 47.77 50.97
PS(GK) = 10.67 LS = 1.60 17.07 1.40 14.93 23.89
PS(QK) = 10.67 LS = 1.60 17.07 1.60 17.07 27.31
PL(GK) = 6.67 LL = 2.36 15.74 1.40 9.33 22.03
PL(QK) = 5.00 LL = 2.36 11.80 1.60 8.00 18.89
PW = 0.05 LW = 0.03 0.00 1.40 0.07 0.00
Total 67.17 98.09 97.17 143.10
PP = -6.12 (LP-HN) = 0.10 -0.60 1.00 -6.12 -0.60
-
REINFORCED CONCRETE COUNCIL
d)Does not include check of rotational slide/slope failure
S u r c h a r g e S , S i n k N / mG K Q K2
L i n e L o a d L , L i n k N / mG K Q K
X
B 1
B N T N
T W
B
HW
Hn
Tb
LP
HP
LL
LS
LW
H
LE
W A T E R
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PILE BEARING CAPACITY CALCULATION BASED ON S.P.T. VALUE
------------------ ------------------
Project Name :
Location :
Borehole No. : BH-1
Date :
------------------ ------------------
MAYERHOF Formula : K1 K2
Skin, Ps = K1 x Nav x As SAND 2.0 400
Bearing, Pb = K2 x Nb x Ab SILT 2.5 250
Ult. Load, Pu = Ps + Pb CLAY 3.0 100
All. Load, Pa = Ps/Fs + Pb/Fb
Factor of safety : Skin, Fs = 2
Bearing, Fb = 3
------------------ ------------------
To calculate allowable soil bearing capacity :
Pile used : Type : s
(c = circular) Width, b = 0.4 m Perimeter: 1.600
(s = square) (= dia. for type c) Ab: 0.160
Qa(conc): 1800
========== ========== ====== ========== ========== ============ =======================
Depth Soil SPT Skin Total Base Working Load
Type N As Fric Skin Load Fs = 2.0 Fb = 3
(m) (m²) (kN) (kN) (kN) (KN)
------------------ ------------------ ---------- ------------------ ------------------ -------------------- ---------------------------------------
0.0 SAND 0 0.0 0.0 0.0 0.0 0.0
1.5 SAND 11 2.4 52.8 52.8 704.0 261.1
3.0 SAND 12 2.4 57.6 110.4 768.0 311.2
4.5 SAND 15 2.4 72.0 182.4 960.0 411.2
6.0 SILT 17 2.4 102.0 284.4 680.0 368.9
7.5 SILT 19 2.4 114.0 398.4 760.0 452.5
9.0 SILT 19 2.4 114.0 512.4 760.0 509.5
10.5 SILT 17 2.4 102.0 614.4 680.0 533.9
12.0 SILT 19 2.4 114.0 728.4 760.0 617.5
13.5 SILT 11 2.4 66.0 794.4 440.0 543.9
15.0 SILT 18 2.4 108.0 902.4 720.0 691.2
16.5 SILT 17 2.4 102.0 1,004.4 680.0 728.9
18.0 SILT 19 2.4 114.0 1,118.4 760.0 812.5
19.5 SILT 20 2.4 120.0 1,238.4 800.0 885.9
21.0 SILT 18 2.4 108.0 1,346.4 720.0 913.2
22.5 SILT 14 2.4 84.0 1,430.4 560.0 901.9
24.0 SILT 0 2.4 0.0 1,430.4 0.0 715.2
25.5 SILT 22 2.4 132.0 1,562.4 880.0 1,074.5
27.0 SILT 20 2.4 120.0 1,682.4 800.0 1,107.9
28.5 SILT 20 2.4 120.0 1,802.4 800.0 1,167.9
30.0 SILT 22 2.4 132.0 1,934.4 880.0 1,260.5
31.5 SILT 25 2.4 150.0 2,084.4 1,000.0 1,375.5
33.0 SILT 23 2.4 138.0 2,222.4 920.0 1,417.9
34.5 SILT 23 2.4 138.0 2,360.4 920.0 1,486.9
36.0 SILT 24 2.4 144.0 2,504.4 960.0 1,572.2
37.5 SILT 23 2.4 138.0 2,642.4 920.0 1,627.9
39.0 SILT 25 2.4 150.0 2,792.4 1,000.0 1,729.5
40.5 SILT 26 2.4 156.0 2,948.4 1,040.0 1,820.9
42.0 SILT 50 2.4 300.0 3,248.4 2,000.0 2,290.9
43.5 SILT 2.4 0.0 3,248.4 0.0 1,624.2
45.0 SILT 2.4 0.0 3,248.4 0.0 1,624.2
46.5 SILT 2.4 0.0 3,248.4 0.0 1,624.2
For a designed load of 100 KN, the estimated depth is 16.5m.
Note : 1. The clay skin friction for the top soil layer is assume to be 7.5kN/m2
2. The pile is designed as floating pile where the pile would settle together with the soil and therefore there
is no effective negetive skin friction.
3. The final depth of piles penetration shall be decided on site by load test.
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PILE BEARING CAPACITY CALCULATION BASED ON S.P.T. VALUE
------------------ ------------------
Project Name :
Location :
Borehole No. : BH-1
Date :
------------------ ------------------
MAYERHOF Formula : K1 K2
Skin, Ps = K1 x Nav x As SAND 2.0 400
Bearing, Pb = K2 x Nb x Ab SILT 2.5 250
Ult. Load, Pu = Ps + Pb CLAY 3.0 100
All. Load, Pa = Ps/Fs + Pb/Fb
Factor of safety : Skin, Fs = 2
Bearing, Fb = 3
------------------ ------------------
To calculate allowable soil bearing capacity :
Pile used : Type : s
(c = circular) Width, b = 0.4 m Perimeter: 1.600
(s = square) (= dia. for type c) Ab: 0.160
Qa(conc): 1800
========== ========== ====== ========== ========== ============ =======================
Depth Soil SPT Skin Total Base Working Load
Type N As Fric Skin Load Fs = 2.0 Fb = 3
(m) (m²) (kN) (kN) (kN) (KN)
------------------ ------------------ ---------- ------------------ ------------------ -------------------- ---------------------------------------
0.0 SAND 0 0.0 0.0 0.0 0.0 0.0
1.5 SAND 11 2.4 52.8 52.8 704.0 261.1
3.0 SAND 12 2.4 57.6 110.4 768.0 311.2
4.5 SAND 15 2.4 72.0 182.4 960.0 411.2
6.0 SILT 17 2.4 102.0 284.4 680.0 368.9
7.5 SILT 19 2.4 114.0 398.4 760.0 452.5
9.0 SILT 19 2.4 114.0 512.4 760.0 509.5
10.5 SILT 17 2.4 102.0 614.4 680.0 533.9
12.0 SILT 19 2.4 114.0 728.4 760.0 617.5
13.5 SILT 11 2.4 66.0 794.4 440.0 543.9
15.0 SILT 18 2.4 108.0 902.4 720.0 691.2
16.5 SILT 17 2.4 102.0 1,004.4 680.0 728.9
18.0 SILT 19 2.4 114.0 1,118.4 760.0 812.5
19.5 SILT 20 2.4 120.0 1,238.4 800.0 885.9
21.0 SILT 18 2.4 108.0 1,346.4 720.0 913.2
22.5 SILT 14 2.4 84.0 1,430.4 560.0 901.9
24.0 SILT 0 2.4 0.0 1,430.4 0.0 715.2
25.5 SILT 22 2.4 132.0 1,562.4 880.0 1,074.5
27.0 SILT 20 2.4 120.0 1,682.4 800.0 1,107.9
28.5 SILT 20 2.4 120.0 1,802.4 800.0 1,167.9
30.0 SILT 22 2.4 132.0 1,934.4 880.0 1,260.5
31.5 SILT 25 2.4 150.0 2,084.4 1,000.0 1,375.5
33.0 SILT 23 2.4 138.0 2,222.4 920.0 1,417.9
34.5 SILT 23 2.4 138.0 2,360.4 920.0 1,486.9
36.0 SILT 24 2.4 144.0 2,504.4 960.0 1,572.2
37.5 SILT 23 2.4 138.0 2,642.4 920.0 1,627.9
39.0 SILT 25 2.4 150.0 2,792.4 1,000.0 1,729.5
40.5 SILT 26 2.4 156.0 2,948.4 1,040.0 1,820.9
42.0 SILT 50 2.4 300.0 3,248.4 2,000.0 2,290.9
43.5 SILT 2.4 0.0 3,248.4 0.0 1,624.2
45.0 SILT 2.4 0.0 3,248.4 0.0 1,624.2
46.5 SILT 2.4 0.0 3,248.4 0.0 1,624.2
For a designed load of 100 KN, the estimated depth is 16.5m.
Note : 1. The clay skin friction for the top soil layer is assume to be 7.5kN/m2
2. The pile is designed as floating pile where the pile would settle together with the soil and therefore there
is no effective negetive skin friction.
3. The final depth of piles penetration shall be decided on site by load test.
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PILE BEARING CAPACITY CALCULATION BASED ON S.P.T. VALUE
------------------ ------------------
Project Name :
Location :
Borehole No. : BH-1
Date :
------------------ ------------------
MAYERHOF Formula : K1 K2
Skin, Ps = K1 x Nav x As SAND 2.0 400
Bearing, Pb = K2 x Nb x Ab SILT 2.5 250
Ult. Load, Pu = Ps + Pb CLAY 3.0 100
All. Load, Pa = Ps/Fs + Pb/Fb
Factor of safety : Skin, Fs = 2
Bearing, Fb = 3
------------------ ------------------
To calculate allowable soil bearing capacity :
Pile used : Type : s
(c = circular) Width, b = 0.4 m Perimeter: 1.600
(s = square) (= dia. for type c) Ab: 0.160
Qa(conc): 1800
========== ========== ====== ========== ========== ============ =======================
Depth Soil SPT Skin Total Base Working Load
Type N As Fric Skin Load Fs = 2.0 Fb = 3
(m) (m²) (kN) (kN) (kN) (KN)
------------------ ------------------ ---------- ------------------ ------------------ -------------------- ---------------------------------------
0.0 SAND 0 0.0 0.0 0.0 0.0 0.0
1.5 SAND 11 2.4 52.8 52.8 704.0 261.1
3.0 SAND 12 2.4 57.6 110.4 768.0 311.2
4.5 SAND 15 2.4 72.0 182.4 960.0 411.2
6.0 SILT 17 2.4 102.0 284.4 680.0 368.9
7.5 SILT 19 2.4 114.0 398.4 760.0 452.5
9.0 SILT 19 2.4 114.0 512.4 760.0 509.5
10.5 SILT 17 2.4 102.0 614.4 680.0 533.9
12.0 SILT 19 2.4 114.0 728.4 760.0 617.5
13.5 SILT 11 2.4 66.0 794.4 440.0 543.9
15.0 SILT 18 2.4 108.0 902.4 720.0 691.2
16.5 SILT 17 2.4 102.0 1,004.4 680.0 728.9
18.0 SILT 19 2.4 114.0 1,118.4 760.0 812.5
19.5 SILT 20 2.4 120.0 1,238.4 800.0 885.9
21.0 SILT 18 2.4 108.0 1,346.4 720.0 913.2
22.5 SILT 14 2.4 84.0 1,430.4 560.0 901.9
24.0 SILT 0 2.4 0.0 1,430.4 0.0 715.2
25.5 SILT 22 2.4 132.0 1,562.4 880.0 1,074.5
27.0 SILT 20 2.4 120.0 1,682.4 800.0 1,107.9
28.5 SILT 20 2.4 120.0 1,802.4 800.0 1,167.9
30.0 SILT 22 2.4 132.0 1,934.4 880.0 1,260.5
31.5 SILT 25 2.4 150.0 2,084.4 1,000.0 1,375.5
33.0 SILT 23 2.4 138.0 2,222.4 920.0 1,417.9
34.5 SILT 23 2.4 138.0 2,360.4 920.0 1,486.9
36.0 SILT 24 2.4 144.0 2,504.4 960.0 1,572.2
37.5 SILT 23 2.4 138.0 2,642.4 920.0 1,627.9
39.0 SILT 25 2.4 150.0 2,792.4 1,000.0 1,729.5
40.5 SILT 26 2.4 156.0 2,948.4 1,040.0 1,820.9
42.0 SILT 50 2.4 300.0 3,248.4 2,000.0 2,290.9
43.5 SILT 2.4 0.0 3,248.4 0.0 1,624.2
45.0 SILT 2.4 0.0 3,248.4 0.0 1,624.2
46.5 SILT 2.4 0.0 3,248.4 0.0 1,624.2
For a designed load of 100 KN, the estimated depth is 16.5m.
Note : 1. The clay skin friction for the top soil layer is assume to be 7.5kN/m2
2. The pile is designed as floating pile where the pile would settle together with the soil and therefore there
is no effective negetive skin friction.
3. The final depth of piles penetration shall be decided on site by load test.
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PILE BEARING CAPACITY CALCULATION BASED ON S.P.T. VALUE
------------------ ------------------
Project Name :
Location :
Borehole No. : BH-1
Date :
------------------ ------------------
MAYERHOF Formula : K1 K2
Skin, Ps = K1 x Nav x As SAND 2.0 400
Bearing, Pb = K2 x Nb x Ab SILT 2.5 250
Ult. Load, Pu = Ps + Pb CLAY 3.0 100
All. Load, Pa = Ps/Fs + Pb/Fb
Factor of safety : Skin, Fs = 2
Bearing, Fb = 3
------------------ ------------------
To calculate allowable soil bearing capacity :
Pile used : Type : s
(c = circular) Width, b = 0.4 m Perimeter: 1.600
(s = square) (= dia. for type c) Ab: 0.160
Qa(conc): 1800
========== ========== ====== ========== ========== ============ =======================
Depth Soil SPT Skin Total Base Working Load
Type N As Fric Skin Load Fs = 2.0 Fb = 3
(m) (m²) (kN) (kN) (kN) (KN)
------------------ ------------------ ---------- ------------------ ------------------ -------------------- ---------------------------------------
0.0 SAND 0 0.0 0.0 0.0 0.0 0.0
1.5 SAND 11 2.4 52.8 52.8 704.0 261.1
3.0 SAND 12 2.4 57.6 110.4 768.0 311.2
4.5 SAND 15 2.4 72.0 182.4 960.0 411.2
6.0 SILT 17 2.4 102.0 284.4 680.0 368.9
7.5 SILT 19 2.4 114.0 398.4 760.0 452.5
9.0 SILT 19 2.4 114.0 512.4 760.0 509.5
10.5 SILT 17 2.4 102.0 614.4 680.0 533.9
12.0 SILT 19 2.4 114.0 728.4 760.0 617.5
13.5 SILT 11 2.4 66.0 794.4 440.0 543.9
15.0 SILT 18 2.4 108.0 902.4 720.0 691.2
16.5 SILT 17 2.4 102.0 1,004.4 680.0 728.9
18.0 SILT 19 2.4 114.0 1,118.4 760.0 812.5
19.5 SILT 20 2.4 120.0 1,238.4 800.0 885.9
21.0 SILT 18 2.4 108.0 1,346.4 720.0 913.2
22.5 SILT 14 2.4 84.0 1,430.4 560.0 901.9
24.0 SILT 0 2.4 0.0 1,430.4 0.0 715.2
25.5 SILT 22 2.4 132.0 1,562.4 880.0 1,074.5
27.0 SILT 20 2.4 120.0 1,682.4 800.0 1,107.9
28.5 SILT 20 2.4 120.0 1,802.4 800.0 1,167.9
30.0 SILT 22 2.4 132.0 1,934.4 880.0 1,260.5
31.5 SILT 25 2.4 150.0 2,084.4 1,000.0 1,375.5
33.0 SILT 23 2.4 138.0 2,222.4 920.0 1,417.9
34.5 SILT 23 2.4 138.0 2,360.4 920.0 1,486.9
36.0 SILT 24 2.4 144.0 2,504.4 960.0 1,572.2
37.5 SILT 23 2.4 138.0 2,642.4 920.0 1,627.9
39.0 SILT 25 2.4 150.0 2,792.4 1,000.0 1,729.5
40.5 SILT 26 2.4 156.0 2,948.4 1,040.0 1,820.9
42.0 SILT 50 2.4 300.0 3,248.4 2,000.0 2,290.9
43.5 SILT 2.4 0.0 3,248.4 0.0 1,624.2
45.0 SILT 2.4 0.0 3,248.4 0.0 1,624.2
46.5 SILT 2.4 0.0 3,248.4 0.0 1,624.2
For a designed load of 100 KN, the estimated depth is 16.5m.
Note : 1. The clay skin friction for the top soil layer is assume to be 7.5kN/m2
2. The pile is designed as floating pile where the pile would settle together with the soil and therefore there
is no effective negetive skin friction.
3. The final depth of piles penetration shall be decided on site by load test.
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