binder 9 with uploaded drawings and approved document

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.

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

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


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


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


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

11-06-2012


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

Sheet No.1058

11-06-2012


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

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

11-06-2012

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


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

11-06-2012

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


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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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

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

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

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

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

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

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

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

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.

942.

130.

70.

6625

24

20.

152.

002.

003.

150.

821.

763.

586.

293.

421.

540.

70.

7325

11

30.

152.

003.

003.

150.

821.

763.

586.

293.

071.

490.

70.

8025

7

40.

152.

004.

003.

150.

821.

763.

586.

292.

841.

450.

70.

8525

6

50.

152.

501.

002.

000.

821.

763.

506.

167.

172.

160.

70.

6525

29

60.

152.

502.

002.

650.

821.

763.

836.

734.

551.

680.

70.

7325

13

70.

152.

503.

002.

650.

821.

763.

836.

734.

361.

650.

70.

7525

9

80.

152.

504.

002.

150.

821.

763.

586.

294.

871.

770.

70.

8125

8

90.

153.

001.

002.

000.

821.

764.

007.

048.

412.

190.

70.

6325

34

100.

153.

002.

002.

150.

821.

764.

087.

176.

381.

890.

70.

7325

15

110.

153.

003.

002.

150.

821.

764.

087.

176.

381.

890.

70.

7325

12

120.

153.

004.

002.

150.

821.

764.

087.

175.

891.

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

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.

002.

650.

911.

713.

836.

543.

731.

570.

70.

7325

10

70.

182.

503.

002.

650.

911.

713.

836.

543.

581.

550.

70.

7525

7

80.

182.

504.

002.

150.

911.

713.

586.

113.

981.

650.

70.

8125

6

90.

183.

001.

002.

000.

911.

714.

006.

846.

761.

990.

70.

6325

27

100.

183.

002.

002.

150.

911.

714.

086.

975.

191.

740.

70.

7325

12

110.

183.

003.

002.

150.

911.

714.

086.

975.

191.

740.

70.

7325

10

120.

183.

004.

002.

150.

911.

714.

086.

974.

811.

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

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

.010

.4

20.

292.

002.

002.

000.

921.

703.

005.

102.

311.

450.

70.

7325

.05.

2

30.

292.

003.

002.

000.

921.

703.

005.

102.

081.

410.

70.

8025

.03.

7

40.

292.

004.

002.

000.

921.

703.

005.

101.

931.

380.

70.

8525

.03.

0

50.

292.

501.

001.

500.

921.

703.

255.

534.

181.

760.

70.

6525

.012

.8

60.

292.

502.

001.

500.

921.

703.

255.

533.

571.

650.

70.

7325

.06.

8

70.

292.

503.

001.

500.

921.

703.

255.

533.

421.

620.

70.

7525

.05.

3

80.

292.

504.

001.

500.

921.

703.

255.

533.

141.

570.

70.

8125

.04.

4

90.

293.

001.

001.

000.

921.

703.

505.

958.

102.

360.

70.

6325

.018

.2

100.

293.

002.

001.

000.

921.

703.

505.

956.

622.

110.

70.

7325

.010

.3

110.

293.

003.

001.

000.

921.

703.

505.

956.

622.

110.

70.

7325

.09.

0

120.

293.

004.

001.

000.

921.

703.

505.

956.

092.

020.

70.

7725

.07.

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

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

.019

22.

002.

000.

121.

506.

080.

30.

7625

.011

32.

003.

000.

121.

505.

810.

30.

8025

.09

42.

004.

000.

121.

505.

610.

30.

8325

.08

52.

501.

000.

121.

009.

520.

30.

7325

.021

62.

502.

000.

121.

009.

520.

30.

7325

.015

72.

503.

000.

121.

009.

210.

30.

7525

.013

82.

504.

000.

121.

008.

870.

30.

7825

.011

93.

001.

000.

120.

5019

.04

0.3

0.73

25.0

30

103.

002.

000.

120.

5019

.04

0.3

0.73

25.0

24

113.

003.

000.

120.

5019

.04

0.3

0.73

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

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


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


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

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

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

.3C

H0.

399

-0.

15-

-0.

8245

.1

53.

00S

PT

--

-2

943

4657

3126

--

-C

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

--

-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

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


C


Test


Free Swell Index

Plasticity Index

She

et N

o.10

80

11-0

6-20

12

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


C

Unconfined Compression

Test


Free Swell Index

PlasticityIndex

She

et N

o.10

81

11-0

6-20

12

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


C


Test


Free Swell Index

PlasticityIndex

She

et N

o.10

82

11-0

6-20

12

She

et N

o.10

83

11-0

6-20

12

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

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


Bore Hole No. : Date of commencement: 15/7/2010


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

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


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




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

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


Bore Hole No. : Date of commencement: 07-12-10Co-ordinates: Date of Completion: 13/7/2010


BORE LOG DATA SHEET

Method of Boring

Depth

Cas

ing

Not

atio

n




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 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


Fig. No.( )

Sheet No.1087

11-06-2012

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

11-06-2012

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

11-06-2012

= =

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


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

11-06-2012



AREA



REVISION : 01


Sheet No.1091

11-06-2012

Sheet No.1092

11-06-2012

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

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 =

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

Muwesii 123






WARNING :






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























] = 2.86

Kac = 1.15 [ 2ka0.5

]



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

-





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


------------------ ------------------

Project Name :

Location :

Borehole No. : BH-1

Date :

------------------ ------------------







Bearing, Fb = 3

------------------ ------------------





Qa(conc): 1800

========== ========== ====== ========== ========== ============ =======================



(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






Muwesii 123


------------------ ------------------

Project Name :

Location :

Borehole No. : BH-1

Date :

------------------ ------------------







Bearing, Fb = 3

------------------ ------------------





Qa(conc): 1800

========== ========== ====== ========== ========== ============ =======================



(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






Muwesii 123


------------------ ------------------

Project Name :

Location :

Borehole No. : BH-1

Date :

------------------ ------------------







Bearing, Fb = 3

------------------ ------------------





Qa(conc): 1800

========== ========== ====== ========== ========== ============ =======================



(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








AREA



REVISION : 01


Sheet No.1053

11-06-2012


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


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


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


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

11-06-2012


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

Sheet No.1058

11-06-2012


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

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

11-06-2012

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


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


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


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

11-06-2012