GEO TECHNICAL INVESTIGATION REPORT - Balmer · PDF fileGEO TECHNICAL INVESTIGATION REPORT REPORT No.: GT /0866/2014-15 PROJECT: Soil Investigation for proposed Multi Modal Logistic

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GEO TECHNOLOGIES

Balmer Lawrie & Co. Ltd.

GEO TECHNICAL INVESTIGATION REPORT

REPORT No.: GT /0866/2014-15

PROJECT: Soil Investigation for proposed Multi Modal Logistic Hubat Visakhapatnam, Andhra Pradesh.

CLIENT: M/s Balmer Lawrie & Co. Ltd., Kolkata-700001

W. O. No.: BL/NI/MMLH/Vizag/WO-001 dated: 22-05-2014

Completion Date: 30 June 2014

GEOTECHNICALCONSULTANTS: GEO TECHNOLOGIES

ISO 9001:2008 COMPANY

# 5-83/B, V. V. NAGAR

HABSIGUDA, STREET No. 8

HYDERABAD - 500 007

Tele/Fax: 040 – 42217757; M: 9347275255

Email: [email protected]

Website: www.geotechnologies.co.in

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CONTENTS

S.NO. TITLE PAGE

1. INTRODUCTION 3

2. FIELD INVESTIGATIONS 4 – 6

3. LABORATORY TESTING 7

4. ANALYSIS OF DATA & RESULTS 8

5. SUB-SOIL PROFILE 9

6. RECOMMENDATIONS 10 – 18

7. TABLE–1: Summary of Drilling 19

8. TABLE–2 (a)-(c): Summary of results of Laboratory tests of soil 20 – 23

9: TABLE–3: Results of laboratory tests on rock samples 24

10. TABLE–4 (a-b): Results of Chemical Tests of soil and water 24

11. TABLE–5 (a-b): Results of Field and Lab CBR Tests 25

12. TABLE–6 (a-d): Results of DCPT Tests 26

13. APPENDIX-1: Calculations for SBC for Open foundations 27 – 28

14. APPENDIX-2: Calculations for Pile Capaciy 29 – 30

15 APPENDIX-3: Boundary wall foundations 31

16. FIG–1: Site Plan showing locations of Bore Holes, CBR and DCPT

17. FIG–2: Combined Log of Bore holes

19. Annexure-1: Field Bore Log charts

20. Annexure-2: BIS Codes

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1. INTRODUCTION

The work of soil investigation for the proposed Multi Modal Logistic Hub project at VPT,

Visakhapatnam, was assigned to M/s GEO TECHNOLOGIES, vide Work Order No.

BL/NI/MMLH/Vizag/Wo-001 dated: 22-05-2014 from M/s Balmer Lawrie & Co. Ltd., Kolkata.

Geotechnical investigations were carried out by drilling Nine (09) bore holes, conducting

Standard Penetration Tests, collecting soil and rock samples and conducting relevant

laboratory tests. California Bearing Ratio (CBR) tests and Dynamic Cone Penetration Tests

(DCPT) were also conducted.

Fig.1. gives the Site Plan of the proposed development, showing the locations of bore holes,

California Bearing Ratio (CBR) tests and Dynamic Cone Penetration Tests (DCPT).

The aim of investigations is to determine the depth of foundations and the Safe Bearing

Capacity based on Field and Laboratory Investigations.

All the investigations are carried out in accordance with the relevant BIS (IS) Codes.

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2. FIELD INVESTIGATIONS

OBJECTIVE:

The sub soil investigation was carried out to determine the nature of stratum and engineering

properties of soil which may affect the mode of construction of the proposed structures, and

to recommend the SBC of foundations accordingly.

BORE HOLES:

Nine (09) bore holes (BH-1 to BH-9) were drilled at the locations fixed by the client (Fig.1).

Table-1 gives the details of the bore holes drilled.

The bore holes were planned so as to yield complete information in the effective and critical

zones under the foundations.

DRILLING:

Rotary Drilling was performed as per IS: 1892. The size of the casing used was 125 to 75

mm yielding samples of NX size.

The following information was collected during the drilling operations:

Depth-wise soil profile

Depth and results of SPT

Details of soil and rock samples collected

Core recovery & RQD of rock

Color of return water

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STANDARD PENETRATION TEST (SPT):

Standard Penetration Tests were conducted at frequent intervals in the bore holes. These

tests were performed as specified in IS: 2131-1981. In this test, a standard weight is

dropped through 75 cm height to drive the split-spoon sampler, and the number of blows

required to effect three consecutive 15 cm penetrations is recorded. The first 15 cm

penetration is considered as seating drive and neglected. Thereafter, the split-spoon sampler

is further driven for 30 cm penetration or 100 blows, whichever is reached earlier. The total

number of blows for the second and third 15 cm penetrations is designated as penetration

resistance N. If less than 30 cm is penetrated, the number of blows and the depth

penetrated are recorded, and N value is recoded as N > 100. If the number of blows exceeds

100, Refusal is said to have been reached and further testing is discontinued.

FIELD BORE LOGS:

All the details collected from the field operations are presented in Logs of Bore holes given in

Annexure-1. These logs contain depth wise strata details, sample collection data, results of

Standard Penetration Tests, core recovery data, and colour of return water etc.

SAMPLES:

All the samples collected were properly packed, labeled and transported to Geo

Technologies Soil Testing Laboratory at Hyderabad.

CBR TESTS :

The CBR tests (CBR-1 to CBR-3) were conducted at three (3) locations shown in the site

plan (Fig.1), at a depth of 30 cm. The tests were conducted in accordance with IS: 2720

(Part-31): 1969 – Field Determination of California Bearing Ratio.

The equipment comprises mechanical loading jack of 10 ton capacity, with bracket and

swivel head. A bridge support is provided for a calibrated proving ring of capacity 5000 kg,

with a dial gauge to read to an accuracy of 0.002 mm. A 50-mm dia metal penetration piston

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is used for penetration. A dial gauge held in a universal dial gauge clamp, supported by

datum bar is used for measuring the penetration. One 5-kg, 250-mm dia annular metal

weight, with a 53-mm dia central hole and two circular slotted weights of 5 kg & two circular

slotted weights of 10 kg are used as surcharge weights. Equipment to provide reaction

(truss, truck) are located such that the beam is over the centre of the surface under test.

The load is applied at the rate of 1.25 mm / min. Load readings are recorded for penetrations

of 0.5, 1.0, 1.5, 2.0, 2.5, 3.0, 4.0, 5.0, 7.5, 10.0 & 12.5 mm.

Each test was conducted with three trials (at 3 adjacent points) in unsoaked and soaked

conditions.

Soil samples were also collected from the test locations for laboratory CBR tests.

DCPT TESTS :

Dynamic Cone Penetration tests were conducted at four locations as per IS Code: 4968

(Part-1): 1976 – Method for Subsurface Sounding for Soils: Part 1: Dynamic Method using 50

mm Cone without Bentonite slurry.

A 50 mmm dia, 60 cone screwed to the driving rod and hammer assembly was used for the

test. This assembly is kept vertical with the cone resting on the ground to be tested. The

cone is then driven into the soil by allowing a 65 kg hammer to fall freely through a height of

750 mm each time. The number of blows per every 100 mm penetration of the cone is noted.

The process is repeated for three consecutive 100 mm penetration and the sum of number of

blows is recorded as DCPT value (Ncd). When the Ncd value reaches 100, it is treated as

refusal and driving is stopped.

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3. LABORATORY TESTING

The samples were tested at the Soil Testing Laboratory of GEO TECHNOLOGIES at

Hyderabad.

The following tests were performed on the Soil samples:

Natural Moisture Content

Atterberg’s Limits (Liquid Limit & Plastic Limit)

Bulk density & dry Density

Specific gravity

Particle size distribution (a) Sieve (b) Hydrometer

Triaxial Shear / Direct Shear

Consolidation Test

Lab CBR Test (Unsoaked & Soaked)

Chemical Analysis for pH, Sulphate & Chloride on soil / water

All the tests were conducted in accordance with IS: 2720 (Methods of Tests for Soils).

The following tests were conducted on rock samples:

Unit weight of rock (Density)

Water Absorption

Porosity

Uniaxial Crushing Strength

These tests were conducted in accordance with IS: 1124 – 1974 and IS: 9143 – 1979.

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4. ANALYSIS OF DATA & RESULTS

BORE HOLE DATA:

From the field observation charts, sub-soil profiles, showing the variation of soil strata with

depth and SPT (N) values, are drawn for all the 9 bore holes.

Fig. 2 gives the Combined Log of the 9 bore holes.

Based on the results of lab tests, physical and engineering properties of soil and rock

samples are tabulated.

Tables – 2(a) to 2(c) give the results of lab testing of soil samples.

Table – 3 gives the results of testing of rock samples.

Tables – 4(a) & 4(b) give the results of chemical tests on soil and water samples.

ANALYSIS OF CBR DATA:

CBR test data is analyzed for calculating CBR value as per IS Code: 2720 (Part 31): 1969,

Clause 5.

From the stress-penetration curves, the stress values corresponding to 2.5 mm and 5.0 mm

penetrations are read, and the California Bearing Ratio is calculated as:

CBR = (PT / PS) x 100,

Where PT = Test stress value corresponding to the chosen penetration value, and

PS = Standard stress for the same penetration value, taken from Table-1 of the Code (PS (2.5

mm) = 70 kg/cm2; PS (5 mm) = 105 kg/cm2).

Tables – 5 (a) & 5(b) give the results of Field and Lab CBR Tests.

ANALYSIS OF DCPT DATA:

The results Dynamic Cone Penetration Tests are presented as Ncd value versus depth.

Table – 6 gives DCPT results for four locations.

DCPT (Ncd) values are, by and large, correlatable with SPT values at the corresponding

depths in the nearby borehole data.

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5. SUB-SOIL PROFILE

Based on Nine (09) bore logs, the generalized subsoil profile at the site is as follows:

Depth, m Strata N Value

0.00 – 7.00 Clay / Silty clay / silty sand 2 – 7

7.00 – 9.00 Clayey Gravel / Silty gravel 12 – 45

9.00 – 14.00 Gravel / Soft Disintegrated Rock(SDR) 38 – 100

Below 14.00 Refusal strata / Rock > 100 & Cores

Thickness of the top soil layer varies from 3.5 m to 9.5 m in different bore holes, with an

average of about 7 m. This layer consists of clay, silty clay and silty sand. N values in this

layer are very low (2 to 7). These soils are soft and weak.

It should be noted that filled-up soil exists only in the area of BH-7. Thickness of filling in the

borehole is 4.3 m.

The top soil is followed by clayey gravel / silty gravel to a depth of 6.0 – 12.0 m, with N

values varying over a wide limit (12 to 50), in different boreholes.

This is underlain by Gravel / Soft Disintegrated Rock (SDR) to a depth of 9.0 – 14.0 m. N

values in this layer vary from 38 to 100. No cores were recovered in SDR strata due to

weathering and fissuring.

SDR strata is followed by refusal strata (N > 100), consisting of SDR / weathered rock / Hard

rock. Drilling was done through this layer up to 3 m from refusal strata in BH-3 and BH-6.

Rock with core recovery is seen in bore holes BH-2, BH-3, BH-5, BH-6 and BH-9. Core

recovery varies from 42% to 82%, and RQD varies from 0% to 50%.

Water table was seen between ground level and 5.40 m in different bore holes.

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6. RECOMMENDATIONS

The following recommendations are made for the proposed Multi Modal Logistic Hub project

at VPT, Visakhapatnam. These recommendations are based on Standard Penetration Tests

and Laboratory Tests on samples from Nine (09) bore holes, three (3) Field and Lab CBR

tests, and four (4) Dynamic Cone Penetration Tests.

Sub-soil Profile:

The subsoil profile at the site can be broadly generalized as follows:

Depth, m Strata N Value

0.00 – 7.00 Clay / Silty clay / silty sand 2 – 7

7.00 – 9.00 Clayey Gravel / Silty gravel 12 – 45

9.00 – 14.00 Gravel / Soft Disintegrated Rock(SDR) 38 – 100

Below 14.00 Refusal strata / Rock > 100 & Cores

The top layer essentially consists of clay / silty clay / silty sand. Filled-up soil is

observed only in BH-7 to a depth of 4.3 m. Thickness of the top layer varies from

3.0 m (BH-2) to 9.4 m (BH-7). N (SPT) values in this layer are very low.

The top soil is followed by clayey gravel / silty gravel to a depth of 6.0 – 12.0 m,

with N values varying over a wide limit (12 to 50), in different boreholes.

This is underlain by Gravel / Soft Disintegrated Rock (SDR) to a depth of 9.0 –

15.0 m. N values in this layer vary from 38 to 100. No cores were recovered in

SDR strata due to weathering and fissuring.

Ground water level is generally at 0 – 2 m below the present GL.

DCPT (Ncd) values at the four test locations vary from 3 to 125 in the depth range 0

to 10 m, and are, by and large, correlatable with SPT values at the corresponding

depths in the nearby borehole data.

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Soil & Rock Properties:

Properties of top soil (clay / silty clay / silty sand) can be summarized as follows:

Parameter / Property ValueIS Classification (IS 1498) CH / CL / SM

Dry density, kN/m3 16.0 – 17.2Specific gravity 2.64 – 2.69Liquid limit, % 33 – 65Plastic limit, % 18 – 34

Cohesion, kN/m2 35 – 59Angle of Internal Friction, Φ, deg. 0 – 10

Compressibility 0.23 – 0.35CBR (Soaked) 3.0 – 4.0

Properties of clayey gravel / silty gravel are as follows:

Parameter / Property ValueIS Classification (IS 1498) GC / GM

Unit weight, kN/m3 17.9 – 19.3Specific gravity 2.65 – 2.67

Liquid limitNP

Plastic limitCohesion, kN/m2 10 – 35

Angle of Internal Friction, Φ, deg. 29 – 35

Properties of rock are as follows:

Parameter / Property Value

IS Classification (IS: 12070) Very Poor to Poor Rock –Classification No. V / IV

Dry Density, g/cm3 2.71 – 2.73Porosity, % 2.38 – 3.21

Water Absorption 1.79 – 2.93Un-Confined Compressive Strength, kg/cm2 550 – 910

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FOUNDATIONS:

Open foundations:

Open (Footings / raft) foundations are recommended.

Safe Bearing Capacity (SBC) is recommended as follows:

B HNo

GroundLevel, m

+

SoilProfile

SBC at Depth, m (t/m2)

2.0 3.0 3.5 4.0 4.5 5.0 5.5 6.0

1 5.3 1 0 – 4 m Silty clay4 – 6 m Clayey gravel 8 10 12 12 12 15 15 15

2 3.910 – 1.2 m Silty clay

1.2 – 2 m Clay2 – 3.3 m Silty clay

3.3 – 6 m Clayey Gravel

8 10 12 15 15 15 20 20

3 4.450-1.1 m Silty sand1.2 – 3.4 m Clay

3.4 – 7.5 m Clayeygravel

8 10 10 15 15 15 20 20

4 4.250– 1.5 m Silty clay

1.5– 2 m Clay2 – 4 m Silty clay

4 – 6 m Silty Gravel

8 10 10 15 15 15 20 20

5 4.410-1 m Silty clay1 – 5.2 m Clay

5.2– 6 m Clayey gravel8 10 10 10 10 10 20 20

6 3.850-1 m Silty sand1 – 5.6 m Clay


8 10 10 10 10 10 15 20

7 6.550-4.3 m Filling

4.3 – 5.8 m Silty sand5.8 – 9.4 m Clay

Fill Fill Fill Fill 10 10 10 10

8 3.85 0-1.6 m Silty sand1.6 – 6.5 m Clay 8 10 10 10 10 10 10 10

9 5.560-1.2 m Silty sand1.2 – 3.7 m Clay


8 10 10 15 15 15 20 20

Notes:1. Ground level refers to MSL.2. Ground water level is generally at 0 – 2 m below the present GL.3. All foundations resting in clay / silty clay should be placed in sand bed.4. Typical calculations for SBC are given in Appendix-1.

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Pile foundations:

Alternatively, Pile foundations may be considered.

Pile Capacities for different lengths and diameters are given separately for each

bore hole in the following table.

B HNo

GroundLevel, m

+Soil

Profile

Pile capacity Safe lateralpile

capacity,tonnesLength,

mDia,mm

VerticalCapacity,

tonnes1 5.31 0 – 4 m Silty clay

4 – 6 m Clayey gravel6 - 11.5 m Gravel N=38 - 5611.5 – 12.0 m SDR N>50

1010

450650

5075

711

2 3.91 0 – 1.2 m Silty clay1.2 – 2 m Clay2 – 3.3 m Silty clay3.3 – 6 m Clayey Gravel6 -12 m Gravel N= 51-8112-14 m SDR N=88 -10014 -15 m Rock

1010

450650

5075

711

3 4.45 0-1.1 m Silty sand1.1 – 3.4 m Clay3.4 – 7.5 m Clayey gravel7.5 – 11.4 m Gravel N=57-7011.4 -14.6 m SDR >5014.6 -17.6 m Rock

1010

450650

5075

711

4 4.25 0– 1.5 m Silty clay1.5– 2 m Clay2 – 4 m Silty clay4 – 6 m Silty Gravel6 -10 m Gravel N =49-6510-15 m SDR N 73-100

1010

450650

5075

711

5 4.41 0-1 m Silty clay1 – 5.2 m Clay5.2– 6 m Clayey gravel6- 9 m SDR N = 91-949- 10 m Rock

1010

See Note6

450650

5075

711

6 3.85 0-1 m Silty sand1 – 5.6 m Clay5.6 – 8.0 m Clayey gravel8-9.8 m Gravel N =569.8–14.8 m SDR N=50 – 9614.8 -17.8 m Rock

1010

450650

5075

711

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B HNo

GroundLevel, m

+Soil

Profile

Pile capacity Safe lateralpile

capacity,tonnesLength,

mDia,mm

VerticalCapacity,

tonnes7 6.55 0-4.3 m Filling

4.3 – 5.8 m Silty sand5.8 – 9.4 m Clay9.4 -13.2 m Clayey gravel

(N= 50-85)13.2 -15 m SDR N>50

1010

450650

5075

711

8 3.85 0-1.6 m Silty sand1.6 – 6.5 m Clay6.5 - 8 m Clayey gravel8 – 10.6 m Gravel N = 31-6010.6 – 14 m SDR N=50-94

1010

450650

5075

711

9 5.56 0-1.2 m Silty sand1.2 – 3.7 m Clay3.7 – 6.0 m Clayey gravel6.0 – 6.7 m Gravel6.7 – 9.0 m SDR N=50-859-10 m Rock

1010

See Note6

450650

5075

711

SDR … Soft Disintegrated RockNotes on Pile foundations:

1. Ground level refers to MSL.

2. Groundwater level is generally at 0 – 2 m below the present GL.

3. Typical calculations for Pile capacities are given in Appendix – 2.

4. Lateral Pile capacity is taken as 15% of Vertical capacity.

5. All Piles considered to be of length 10 m, resting in gravel for 3 m depth.

6. (a) In BH-5 and BH-9, SDR is seen at a depth of 5 to 7 m.

(b) If SDR is reached earlier than 10 m, Piles may be rested in SDR strata, with an embedment of

1.5 m.

(c) Suggested minimum length of socket is as follows:

where D is the diameter of Pile.

7. All requirements of IS Code: 2911 shall be adhered to.

8. For other Pile Capacities, Pile dia / length may be modified.

Rock Type Embedment LengthSound Rock 1 – 2 D

Moderately weathered rock 2 – 3 DSoft Rock 3 – 4 D

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Boundary wall foundations

Specific Recommendations for Boundary Wall Foundation:

The soils from 0 – 7 m are weak and soft soils (Clay /silty clay/silty sand). N values are less

than 10.

Considering the soft soils, the following alternatives are suggested:

Open foundations at a depth of 3 m with SBC of 10 t / sq m, and sand bed. SBC

calculations are given in Appendix – 1

Alternatively, 10 m long Piles may be used. Pile dia may be 300 mm with a vertical

pile capacity of 20 tonnes. Pile capacity calculations are given in Appendix-3.

PAVEMENT:

It should be noted that the top soil essentially consists of clay / silty clay / silty sand.

Thickness of this layer varies from 3.0 m to 9.5 m below existing ground level in

different boreholes.

Filled up soil of thickness 4.3 m exists in the area of Bore Hole-7.

Soaked CBR values of the top soil (clay/silty clay/silty sand) are quite low (3% to 4%).

Design:

As per Tender Document, Axle load transferred for each side of front axle of container

handling ‘Reach Stacker’ equipment is taken as 50 MT.

Sri Mohan Kumar, Manager, Railway Division, AARVEE Consultants, has given

Cumulative Standard Axles as 1.971 million times with full load over the surface.

From IRC: 37 – 2001 (Guidelines for Design of Flexible Pavments), Fig. 1 ( Pavement

design Thickness Chart ),

For CBR = 3 %, and Cumulative Standard Axles = 2 million,

Total Pavement Thickness T = 580 mm, say 600 mm

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Pavement design of Combination Block for 2 million Cumulative Standard Axles is as

follows (IRC: 37 - 2001):

Total Pavement Thickness T = Y + Z = 600 mm

Where Y = Thickness of Granular Base = 225 mm

Z = Thickness of Granular Sub Base = 375 mm

X = Thickness of Surfacing = 20 mm

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Base Material:

This requires the load spreading properties to reduce the stresses on the subgrade.

This has an important bearing on the performance of block pavement. Since the

available strata are unsuitable, base course should consist of unbound crushed rock,

water bound macadam, wet mix macadam, cement-bound crushed rock / granular

materials, and lean cement concrete.

In broad terms, whenever the subgrade is weak (with CBR < 5 %, as in the present

case), use of bound granular materials like cement treated crushed rock, requiring a

relatively thinner base, is recommended.

Sub - base Material:

The quality of sub-base materials includes natural gravels, cement treated gravels,

sand stabilized sub grade materials. The quality of sub grade materials should be in

conformance with IRC: 37 -2001 (Guidelines for the Design of Flexible Pavements).

Drainage:

Drainage of the pavement structural section improves its performance. Adequately

designed sub – surface drainage system consisting of an open graded drainage layer

with collector and outlet pipes should be provided (IRC: 37- 2001).

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CHEMICAL PROPERTIES OF SOIL & WATER:

Results of Chemical analysis of soil are as follows:

Parameter Range Average

pH 7.76 – 8.02 7.9

Chlorides as Cl, ppm 420 – 445 433

Sulphates as SO4, ppm 282 – 201 242

Results of Chemical analysis of water are as follows:

Parameter Range Average

pH 6.23 – 7.15 6.7

Chlorides as Cl, mg/l 23100– 24400 23750

Sulphates as SO4, mg/l 4093 – 5068 4580

The values of Chlorides and Sulphates in water are in excess of permissible limits as

per IS: 456, and may have deleterious influence on concrete and steel. Effective

precautionary measures are required. Use of Sulphate-Resistant Cement and

Corrosion-Resistant Steel is recommended for sub-structure.

(Dr. D. BABU RAO)M.E., Ph.D. (USA), MIGS

Former Professor & Head of Civil EngineeringPrincipal Geotechnical Consultant

(Dr. N. VENKAT RAO)M.Sc. Tech., Ph.D. FAEG, MIGS

Former Professor & Head of GeophysicsGeological Consultant & Proprietor

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Project: Soil Investigation for proposed Multi Modal Logistic Hubat Visakhapatnam, Andhra Pradesh.

TABLE – 1: SUMMARY OF DRILLING

S.No. DEPTH DRILLED,(m) GL, (m)

DEPTH OFWATER

LEVEL, (m)RL of Water

BH-1 12.0 5.31 2.2 3.11

BH-2 15.0 3.91 1.8 2.11

BH-3 17.6 4.45 0.2 4.25

BH-4 15.0 4.25 1.2 3.05

BH-5 10.0 4.41 1.4 3.01

BH-6 17.8 3.85 0.2 3.65

BH-7 15.0 6.55 5.4 1.15

BH-8 14.0 3.85 0.0 3.85

BH-9 10.0 5.56 0.0 5.56

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TABLE - 2: SUMMARY OF RESULTS OF LABORATORY TESTS

TABLE – 2(a): Specific gravity, NMC, Bulk and Dry Density, Atterberg Limits (LL, PL, PI) &Consolidation test (Compressibility, Cc)

SNo BH No. D, m Soil Sp.Gr. NMC

BulkdensitykN/m3

Drydensity

Atterberg LimitsCc

LL PL PI

1

BH-1

3.0 Silty clay 2.64 16.5 19.4 17.2 43 29 34 0.24

2 4.0 Clayeygravel 2.67 9.3 19.6 17.9 NP

3 6.0 gravel 2.66 6.3 20.1 18.5 NP

4 8.0 gravel 2.65 5.8 20.3 18.8 NP

5 10.0 gravel 2.65 7.5 20.7 18.9 NP

6

BH-2

2.0 Clay 2.67 18.4 18.9 16.0 61 26 35 0.33

7 4.0 Clayeygravel 2.68 7.1 19.3 18.0 NP

8 6.0 gravel 2.65 6.5 19.9 18.7 NP

9 8.0 gravel 2.66 6.1 20.1 18.9 NP

10 10.0 gravel 2.65 5.8 20.2 19.1 NP

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BH-3

2.0 Clay 2.68 17.3 19.0 17.1 64 25 39 0.32

12 4.0 Clayeygravel 2.65 9.1 19.3 17.7 NP

13 6.0 Clayeygravel 2.67 8.3 19.4 17.9 NP

14 8.0 gravel 2.64 7.7 20.5 19.0 NP

15 10.0 gravel 2.65 6.4 20.4 19.2 NP

16

BH-4

2.0 Silty Clay 2.68 12.4 19.2 17.1 46 18 28 0.27

17 4.0 Silty gravel 2.66 10.5 20.1 18.2 NP

18 6.0 gravel 2.65 6.7 20.1 18.8 NP

19 8.0 gravel 2.66 6.1 20.1 18.9 NP

20

BH-5

2.0 Clay 2.68 17.9 19 16.1 60 24 36 0.35

21 3.0 Clay 2.67 17.5 19.1 16.3 59 26 33 0.35

22 4.0 Clay 2.67 17.1 19.5 16.7 62 34 28 0.31

23 5.2 Silty gravel 2.65 5.6 19.6 18.6 NP

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Table-2(a) Contd…

SNo BH No. D,m Soil Sp.

Gr. NMCBulk

densitykN/m3

Drydensity

Atterberg LimitsCc

LL PL PI

24

BH-6

2.0 Clay 2.68 19.1 18.9 15.9 49 25 24 0.23

25 4.0 Clay 2.68 18 19.1 16.2 54 29 35 0.31

26 6.0 Clayey gravel 2.68 7.3 19.3 18.0 NP

27 8.0 gravel 2.64 5.2 19.6 18.6 NP

28 9.0 gravel 2.65 5.2 19.8 18.8 NP

29

BH-7

5.0 Silty Sand 2.66 12.3 19.1 17.0 33 21 12 0.27

30 6.0 clay 2.69 18.3 18.7 15.8 65 34 31 0.33

31 8.0 clay 2.67 17.7 19.0 16.1 62 32 30 0.34

32 10.0 Silty gravel 2.65 7.2 19.4 18.1 NP

33 12.0 gravel 2.66 5.8 20.4 19.3 NP

34

BH-8

2.0 clay 2.68 16.1 19.2 16.5 64 29 35 0.30

35 4.0 clay 2.67 17.6 19.1 16.2 50 24 25 0.34

36 6.0 clay 2.69 16.1 19.7 17.0 52 28 24 0.30

37 8.0 gravel 2.65 3.3 18.6 18.0 NP

38

BH-9

2.0 clay 2.68 16.3 19.2 16.5 55 22 33 0.32

39 4.0 Clayey gravel 2.66 7.8 19.1 17.7 NP

40 6.0 gravel 2.65 2.6 19.1 18.6 NP

NOTATION:D … Depth, m, Sp. Gr. … Specific gravity, NMC … Natural Moisture Content %,LL … Liquid Limit %, PL .. Plastic Limit %, PI .. Plasticity Index, NP .. Non plastic,Cc … Compressibility.

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TABLE – 2(b): Particle size Distribution (Sieve & Hydrometer)

S. No BH No. D, m SoilGrain Size, %

Gr Sa Si Cl

1BH-1

3.0 Silty clay 0 0 21 79

2 4.0 Clayeygravel 27 33 15 25

3BH-2

3.0 Silty clay 3 12 19 66

4 4.0 Clayeygravel 29 40 11 21

5BH-3

3.0 Clay 0 0 5 95

6 8.0 gravel 60 18 19 3

7BH-4

4.0 Silty gravel 37 41 18 4

8 6.0 gravel 47 33 12 8

9BH-5

4.0 Clay 0 0 29 71

10 5.2 Silty gravel 29 46 15 10

11BH-6

6.0 Clayeygravel 36 27 27 10

12 8.0 gravel 43 28 21 8

13BH-7

6.0 clay 0 0 33 67

14 12.0 gravel 56 11 27 6

15

BH-8

6.0 clay 0 0 24 76

16 8.0 gravel 45 25 21 9

17 10.0 gravel 41 32 23 4

18

BH-9

2.0 clay 0 3 27 70

19 4.0 Clayeygravel 36 23 18 23

20 6.0 gravel 58 16 22 4

Notation: D … Depth, mGr … Gravel >4.75 mm Sa … Sand 4.75 – 0.075 mm Si … Silt 0.075 – 0002 mmCl… Clay < 0.002 mm,

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TABLE – 2(c): Direct / Triaxial Shear Tests

S. No BH No. D, m SoilDirect Shear Triaxial Shear

C, kN/m2 Φ, deg C, kN/m2 Φ, deg

1

BH-1

2.0 Clay 46 3

2 4.0 Clayey gravel 14 29

3 6.0 gravel 10 33

4 8.0 gravel 8 34

5

BH-2

2.0 Clay 51 0


7 6.0 gravel 15 34

8 8.0 gravel 11 35

9

BH-3

2.0 Clay 54 3



12 8.0 gravel 13 35

13

BH-4

2.0 Silty Clay 35 10

14 4.0 Silty gravel 12 33

15 6.0 gravel 10 34

16 8.0 gravel 13 35

17

BH-5

2.0 Clay 49 5

18 4.0 Clay 52 0


20

BH-6

2.0 Clay 52 0

21 4.0 Clay 57 0


23 8.0 gravel 10 34

24

BH-7

5.0 Silty Sand 13 31

25 6.0 clay 50 3

26 8.0 clay 53 0


28 12.0 gravel 12 35

29BH-8

6.0 clay 59 0

30 8.0 gravel 8 34

31BH-9

2.0 clay 49 5

32 6.0 gravel 11 34

C … Cohesion, kN/m2, Φ … Angle of Internal Friction, deg.

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TABLE - 3: RESULTS OF LABORATORY TESTS ON ROCK SAMPLES

BOREHOLE

No.DEPTH OF

SAMPLE (m)Unit

Weight,kN/m3

Porosity(%)

Waterabsorption UCC, kg/cm2

BH-3 14.6 – 15.6 27.1 3.21 2.93 550

BH-6 16.8 – 17.8 27.3 2.38 1.79 910UCC … Unconfined Compressive Strength

TABLE - 4 (a): RESULTS OF CHEMICAL ANALYSIS OF SOIL

Sno. Parameter Units BH-2,SPT-2.0m

BH-5,SPT-4.0m

BH-8,SPT-6.0m

1 pH (1:5 Solution) --- 7.76 8.02 8.00

2 Chlorides as Cl Ppm 445 420 430

3 Sulphates as SO4 Ppm 201 197 182

TABLE - 4 (b): RESULTS OF CHEMICAL ANALYSIS OF WATER

Sno Parameter Units Bore Water-1 Bore Water-2 Permissible valuesas per IS: 456

1 pH -- 6.23 7.15 Not less than 6

2 Chloride as CaCo3 mg/l 24400 231002000 for Concrete500 for Reinforced

Concrete

3 Sulphate as CaCo3 mg/l 5068 4093 400

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TABLE - 5 (a): RESULTS OF FIELD CBR TESTS

S.No.

TestNo. Location

SampleDepth,

mSoil Unsoaked

CBR, %Soaked CBR,

%

1 FCBR-1 Near BH-8 0.30 Silty sand 7.3 4.2

2 FCBR-2 Near BH-4&5 0.30 Silty clay 6.6 3.4

3 FCBR-3 Near BH-2 0.30 Silty clay 6.2 3.1

TABLE - 5 (b): RESULTS OF LAB CBR TESTS

S.No.

SampleNo. Location Soil Unsoaked

CBR, %Soaked CBR,

%

1 CBR-1 FCBR-1 Silty sand 5.4 3.7

2 CBR-2 FCBR-2 Silty clay 4.9 3.5

3 CBR-3 FCBR-3 Silty clay 5.5 3.4

Note: Lab CBR values are generally less than Field CBR values since in field CBR test, a larger volumeof soil, and hence more representative sample, is tested, and since the density of compacted CBRmould would generally be less than in-situ density as the in-situ soil is in confined condition unlikethe laboratory mould.

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TABLE - 6: RESULTS OF DCPT TESTS

Table-6(a): DCPT-1 (Near BH-1)

Sno Depth DCPT (Ncd)

1 2.0 82 4.0 183 6.0 674 8.0 985 10.0 121

Table-6(b): DCPT-2 (Near BH-3)


1 2.0 82 4.0 513 6.0 794 8.0 1005 10.0 123

Table-6(c): DCPT-3 (Near BH-5)


1 2.0 52 4.0 63 6.0 1094 8.0 125

Table-6(d): DCPT-2 (Near BH-8)


1 2.0 32 4.0 53 6.0 94 8.0 555 10.0 1056 12.0 118

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APPENDIX-1: CALCULATION OF SAFE BEARING CAPACITY FOR OPEN FOUNDATIONS

a) Foundations resting in clay / silty clay at 2 m depth:i)Shear Criterion :Assumed depth of foundation D= 2 mAssumed width of foundation B= 2 mUnit wt of soil = 16.0 kN/cum Submerged unit wt r’= 6.2 kN/cu mCohesion c = 35 kN / sq m Angle of internal friction = 0 degNc = 5.14 Nq =1.0 Nr = 0,0Using IS Code: 6403-1981 formula :Net ult BC = 1.3 cNc + r’ D ( Nq - 1) + 0.4 r’B Nr

= 234 kN/sq mWith a FS of 3.0, SBC = 78 kN/ sq mRecommended SBC is 8 t / sq m, with sand bed.ii)Settlement Criterion :As per IS: 8009( Part 1)-1978Settlement = [ p B ( 1- µ2 ) I ] / E

Where, p = Pressure, kN/ sq m = 78 kN/ sq mµ = Poisson’s ratio = 0.5 E = Young’s Modulus = 5000 kN/sq mI = Influence Factor =0.95

Substituting, Settlement = 22.5 mm < 40 mm (OK)

a) Foundations resting in clay / silty clay at 3 m depth:i)Shear Criterion :Assumed depth of foundation D= 3 mAssumed width of foundation B= 2 mUnit wt of soil = 16.0 kN/cum Submerged unit wt r’= 6.2 kN/cu mCohesion c = 45 kN / sq m Angle of internal friction = 0 degNc = 5.14 Nq =1.0 Nr = 0,0Using IS Code: 6403-1981 formula :Net ult BC = 1.3 cNc + r’ D ( Nq - 1) + 0.4 r’B Nr

= 300 kN/sq mWith a FS of 3.0, SBC = 100 kN/ sq mRecommended SBC is 10 t / sq m, with sand bed.ii)Settlement Criterion :As per IS: 8009( Part 1)-1978Settlement =[ p B ( 1- µ2 ) I ] / E

Where, p = Pressure, kN/ sq m = 100 kN/ sq mµ = Poisson’s ratio = 0.5 E = Young’s Modulus = 5000 kN/sq mI = Influence Factor =0.95

Substituting, Settlement = 28.5 mm < 40 mm (OK)

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b) Foundations resting in clay gravel / silty gravel at 3 m depth:

i)Shear Criterion :Assumed depth of foundation D= 3 mAssumed width of foundation B= 2 mUnit wt of soil = 17.0 kN/cum Submerged unit wt r’= 7.2 kN/cu mCohesion c = 32 kN / sq m Angle of internal friction = 30 degNc’= 16.17 Nq’ =7.36 Nr’ =6.64Using IS Code: 6403-1981 formula :Net ult BC = 1.3 c’Nc + r’ D ( Nq’ - 1) + 0.4 r’B Nr ‘

= 619 kN/sq mWith a FS of 3.0, SBC = 206 kN/ sq mRecommended SBC is 20 t / sq m.

ii)Settlement Criterion :As per IS: 8009 (Part 1)-1978 (Fig. 9)For B= 2, N = 35Settlement in m per unit pressure (kg/sq cm) =0.006Settlement for Pressure of 200 kN/sq m (2 kg/sq cm) = 0,006 x 2 x 1000

=12 mm < 40 mm (OK)

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APPENDIX-2: Typical Calculations for Pile Capacity

a) Cast in situ Bored RCC Piles : Pile Diamter D = 450 mm

Vertical Load:

Perimeter = P = 1.413 m C/S area A =.0.16 sq m

Length of pile L = 10 m, including 3 m embedment in gravel

Unit weight r = 16 kN/cu m Effective unit wt r’= 6.2 kN/ cum

End bearing :

Average angle of internal friction at pile tip φ = 40 deg ( for N = 50) IS :6403

Corresponding Nq value is 140 (IS: 2911 – 1982 )

Ultimate pile capacity in bearing :

Q b = A r’ L Nq = 0.16 x 6.2 x 10 x 140 = 1389 kN

Skin friction :

Neglect skin friction in clay/silty clay

For gravel :

Angle of wall friction = δ = 30 degrees (assumed)

Earth pressure coefficient K = 0.75 ( assumed )

fs= 0.5 x r’ x L x K x tan δ = 0.5 x 6.2 x 3 x 0.75 x 0.58 = 4 kN/ sq m

Qf = fs x P L = 4 x 1.413 x 3 = 17 kN

Pile capacity = Qb + Qf = 1389 + 17 = 1406 kN

With a FS of 2.5, Safe Pile capacity = 562 kN

Recommended vertical Pile capacity = 50 tonnes

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b) Cast in situ Bored RCC Piles : Pile Diamter D = 600 mmVertical Load :Perimeter = P = 1.884 m C/S area A =0.28 sq m



End bearing :




Q b = A r’ L Nq = 0.28 x 6.2 x 10 x 140 = 2430 kN

Skin friction :


For gravel :




Qf = fs x P L = 4 x 1.884 x 3 = 22.6 kN

Pile capacity = Qb + Qf = 2430 + 22.6 = 2453 kN


Recommended vertical Pile capacity = 75 tonnes

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APPENDIX-3 Typical Calculations for Boundary wall foundations

Cast in situ Bored RCC Piles : Pile Diamter D = 300 mmVertical Load :

Perimeter = P = 0.94 m C/S area A =.0.07 sq m



End bearing :




Q b = A r’ L Nq = 0.07 x 6.2 x 10 x 140 = 607 kN

Skin friction :


For gravel :




Qf = fs x P L = 4 x 0.94 x 3 = 11 kN

Pile capacity = Qb + Qf = 607 + 11 = 618 kN


Recommended vertical Pile capacity = 20 tonnesPile dia may be modified for other capacities.

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Annexure-1

FIELD BORE CHARTS

Documents

GEO TECHNICAL INVESTIGATION REPORT - Balmer · PDF fileGEO TECHNICAL INVESTIGATION REPORT REPORT No.: GT /0866/2014-15 PROJECT: Soil Investigation for proposed Multi Modal Logistic