geotechnical investigation report mobile: 9343330089 ...€¦ · report no 1 03-12-2018 : , page 11...

JOINT GENERAL MANAGER.AIRPORTS. RITES LTD. 144,SECTOR 44, GURGAON 122003

GEO TECHNICAL INVESTIGATION FOR DEVELOPMENT ADMINISTRATIVE AIR STRIP AT KUPPAM, CHITTOOR DISTRICT. AP.

LOA; RITES/AP/KUPPAM/2018/14700 DT 29-10-2018. Report No 1 03-12-2018 : ,

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Geotechnical Investigation Report

Mobile: 9343330089, 9341372399 ,7353737711,7353737900,

[email protected], [email protected] REGD.OFFICE:- # 30/1.AMBA BHAVANI TEMPLE STREET ATTURLAYOUT, YELAHANKA, BANGALORE 560 064

ADMIN OFFICE:-155/6, 2ND MAIN ROAD, 2ND CROSS, MATHRU LAYOUT, YELAHANKA NEW TOWN, BANGALORE 560 065.

mailto:[email protected],

mailto:[email protected]




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START END DESCRIPTION NO. OF PAGES. PAGE NO PAGE NO 1 INTRODUCTION 1 3 3 2 OBJECTIVE 0 3 3 3 SCOPE 0 3 3 4 PURPOSE 0 3 3 5 CO-ORDINATES 1 4 4 6 SITE PLAN 1 5 5 7 FIELD WORK DETAILS 1 6 6 8 DRILLING –BORE HOLES 51 7 57 9 C B R 22 56 79 10 PLATE LOAD TEST 21 80 100 TOTAL PAGES 100




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1 Introduction:

M/s Deccan Engineering India Executed the work of soil investigation at site.

2 Objective Of Geotechnical Investigations :-

To surface exploration and subsurface exploration of a site.

To conduct laboratory tests of the soil samples retrieved.

3 Scope

The work include mobilization of necessary Field equipment, providing necessary

engineering supervisors and technical personnel, skilled and unskilled labour as required

to carry out field investigations and tests, laboratory tests and analysis and interpretation

of data and results, preparation of a detailed geotechnical report.

BORE HOLES-8 No

CBR; 8 No

PLATE LOAD TEST:-1 No

4 Purpose

To determine type of substrata and their characteristics.

The number and type of specified tests, revision in the depth of boreholes, samples

collected, etc.

LOCATION

KUPPAM, CHITTOOR DISTRICT. ANDRA PRADESH




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TEST CO-ORDINATES BORE HOLES 1 12.860 788 78.4806 22 65 67. 106 14 23 079. 596 2 12.860 666 78.4625 22 48 90. 383 14 23 082. 626 3 12.860 971 78.4549 22 37 74. 990 14 22 684. 596 4 12.853 176 78.4692 22 53 15. 476 14 22 249. 307 5 12.866 665 78.4757 22 60 28. 553 14 22 628. 471 6 12.858 798 78.4609 22 44 24. 086 14 22 880. 368 7 12.858 882 78.4682 22 52 19. 951 14 22 881. 898 8 12.858 941 78.4757 22 60 36. 292 14 22 880. 368

C B R 1 12.85 88 59 78.4594 22 42 61. 970 14 22 888. 823

2 12.85 89 33 78.4630 22 46 49. 733 14 22 893. 170

3 12.85 89 43 78.4664 22 50 21. 441 14 22 890. 543

4 12.85 89 71 78.4693 22 53 38. 125 14 22 890. 543

5 12.85 90 08 78.4731 22 57 55. 016 14 22 890. 543

6 12.85 90 28 78.4774 22 62 15. 286 14 22 888. 271

7 12.85 69 83 78.4745 22 59 01. 845 14 22 664. 913

8 12.85 57 33 78.4746 22 49 11. 690 14 22 526. 505

PLATE LOAD TEST 1 12.85 59 24 78.4746 22 59 07. 666 14 22 547. 666




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FIELD WORK

BORE DEPTH & WATER TABLE BORE BORE HOLE BORE GROUND WATER LEVEL HOLE DIA DEPTH IN THE BORE HOLE No cms mts mts BH-1 15 6.0 NILL BH-2 15 6.0 NILL BH-3 15 6.0 NILL BH-4 15 6.0 NILL BH-5 15 6.0 NILL BH-6 15 6.0 NILL BH-7 15 6.0 NILL BH-8 15 6.0 NILL

C B R GROUND WATER LEVEL 1 NILL 2 NILL 3 NILL 4 NILL 5 NILL 6 NILL 7 NILL 8 NILL

PLATE LOAD TEST GROUND WATER LEVEL 1 NILL




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BORE HOLES




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NO DESCRIPTION NO. OF PAGES. PAGE NO 1 FIELD INVESTIGATION & SPT 10 9—19 2 FIELD BORE LOG 8 20—28 3 SOIL CLASSIFICATION 7 29—36 4 DENSITY & OVER BURDEN PRESSURE 3 37—40 5 SBC FOR EACH BORE HOLE 3 41—44 6 RECOMMENDATION 0 45 7 SBC CALCULATIONS 2 46—48 8 LAB TEST 8 49—57




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DRILLING RIG




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Field Investigation

Bore holes Explorations:

The most common method used to obtain soil details directly is to drill a borehole.

To estimate the engineering properties, plasticity etc.

Standard Penetration Tests,

150mm auger boring was carried out manually method.

1 Field test ;- Standard Penetration Test.:- SPT.

The Standard Penetration Tests aims to determine the SPT N value, which gives an

indication of the soil stiffness and can be empirically related to many engineering

properties.

Purpose of Standard Penetration Test :- SPT.

The main purpose of the test is to provide an indication of the relative density of

granular deposits, such as sands and gravels from which it is virtually impossible

to obtain undisturbed samples.

The great merit of the test and the main reason for its widespread use is that it is

simple and inexpensive.

In conditions where the quality of the undisturbed sample is suspect, e.g. very silty

or very sandy clays, or hard clays, it is often advantageous to alternate the

sampling with standard penetration tests to check the strength.

The usefulness of SPT results depends on the soil type, with fine-grained sands

giving the most useful results, with coarser sands and silty sands giving reasonably

useful results,




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Method of conducting Standard Penetration Test SPT.

Standard Penetration test was conducted in accordance to IS 2131 using a

standard split spoon sampler (51mm OD & 38 mm ID & length of 650 mm)

driven by 63.50 kg drop weight tripping automatically with a free fall of 750 mm.

The number of hammer blows required to drive 150mm of the sample is counted.

The sampler is further driven by 150mm and the number of blows recorded.

Like wise the sampler is once again further driven by 150mm and the number of

blows recorded. The number of blows recorded for the first 150mm is disregarded.

The number of blows recorded for the last two 150mm intervals are added to give

the standard penetration resistance Value ‘N’.

S P T Refusal & ‘N’ Correction

Refusal means when the sampler penetrates less than 2.5 cm under 50 blows.

Soil Samples were collected in LD 300 mg covers of standard size also labeled and

packed before sending to laboratory.




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Disturbed Samples: - DS

Disturbed soil samples were taken at every 1.5m interval and at significant change of

stratum.

Disturbed samples were be placed without delay in LD 300 mg covers of standard

size of 0.4kg also labeled and packed before sending to laboratory.

5.2 Undisturbed Samples: - UDS

Undisturbed soil samples were taken in clay soils stratum only.

Sealing and Labelling of Samples

Immediately after taking disturbed sample all samples were clearly labelled indicating

job number, borehole number, sample number, date of sampling, brief description of

sample, type of sample, elevation of sample etc.

Transporting and Storing of Samples

The samples were transported to laboratory for testing.

Sample bags containing disturbed soil samples were not exposed to direct sun and

were be kept in a shade covered with wet gunny bags.




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DRILLING IN ROCK

Drilling was carried out by core double tube core barrel fitted with a diamond bit of Nx

size is fixed to a hallow drilling rod. As the drilling rod is rotated, the bit advances in such

a manner that maximum core is recovered and cuts an annular hole around and intact

core. The core is then removed from its bottom and is retained by a core lifter and brought

to the ground surface. Water is pumped continually into the drilling rod and keep the

drilling bit cool and to carry the disintegrated material to the ground surface. Coring runs

were to a maximum length of 1.50m. The cores were removed from the drill hole

immediately. The returning drill water were kept constantly under observation and its

character, such as, its clarity or its turbidity, its colour, etc. were be recorded. For each

run, Core Recovery and Rock Quality Designation (RQD) were noted carefully,

immediately after cores are taken out of the barrel. Each and every core piece was serially

and sequentially numbered from top downwards as soon as the core pieces are removed

from the core barrel. The serial number was painted with good quality enamel paint. All

core pieces were placed in core boxes in serial order in correct sequence from top

downwards. Core boxes were be made according specifications laid down in IS: 4078.




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DRILLING IN ROCK

Rock Quality Designation : RQD

The sum total of lengths of cores of the length 10cms and longer recovered from the

drilling, expressed as percentage of the total length of the hole drilled .

Rock Mass Rating

The geo-mechanics classification system provides Rock Mass Rating (RMR) values for

Different rocks. The RMR Value depends on the quality and it may vary from 0 to 100. The

RMR is derived from 5 universal parameters (Goodman 1980)

Strength of rock. Drill core quality. Joint spacing

Joint characteristics Ground water conditions.

D. Weathering classification

I Grade Fresh Rock

II Grade Slightly weathered Rock

III Grade Moderately weathered Rock IV Grade Highly weathered Rock

V Grade Completely weathered Rock

VI Grade Residual soil




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Bearing capacity concept

A strip footing of width B gradually compresses the foundation soil underneath due to the

vertical load from superstructure. Let qf be the final load at which the foundation soil

experiences failure due to the mobilization of plastic equilibrium. The foundation soil fails

along the composite failure surface and the region is divided in to five zones, Zone 1 which

is elastic, two numbers of Zone 2 which are the zones of radial shear and two zones of Zone

3 which are the zones of linear shear. Considering horizontal force equilibrium and

incorporating empirical relation, the equation for ultimate bearing capacity is obtained as

follows.

Ultimate bearing capacity, BNDNcNq qcf 5.0

If the ground is subjected to additional surcharge load q, then

BNNqDcNq qcf 5.0)(

Net ultimate bearing capacity, DBNDNcNq qcn 5.0

BNNDcNq qcn 5.0)1(

Safe bearing capacity, DF

BNNDcNq qcs 15.0)1(

Here, F = Factor of safety (usually 3)

c = cohesion γ = unit weight of soil D = Depth of foundation

q = Surcharge at the ground level B = Width of foundation

Nc, Nq, Nγ = Bearing Capacity factors

Aa




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Bearing capacity factors in zones of local, mixed and general shear conditions. Local Shear Failure Mixed Zone General Shear Failure

Φ < 28o 28o< ϕ < 36o Φ > 36o

Nc1, Nq

1, Nγ1 Nc

m, Nqm, Nγ

m Nc, Nq, Nγ

Effect of Water Table fluctuation The basic theory of bearing capacity is derived by assuming the water table to be at great

depth below and not interfering with the foundation. However, the presence of water

table at foundation depth affects the strength of soil. Further, the unit weight of soil to be

considered in the presence of water table is submerged density and not dry density.

Hence, the reduction coefficients RW1 and RW2 are used in second and third terms of

bearing capacity equation to consider the effects of water table Density of soil :

In geotechnical engineering, one deals with several densities such as dry density, bulk

density, saturated density and submerged density. There will always be a doubt in the

students mind as to which density to use in a particular case. In case of Bearing capacity

problems, the following methodology may be adopted.

1. Always use dry density as it does not change with season and it is always

smaller than bulk or saturated density.

Aa




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Factors influencing Bearing Capacity

Bearing capacity of soil depends on many factors. The following are some important ones. 1. Type of soil

2. Unit weight of soil 3. Surcharge load 4. Depth of foundation 5. Mode of failure 6. Size of footing

7. Shape of footing 8. Depth of water table 9. Eccentricity in footing load 10. Inclination of footing load 11. Inclination of ground. 12. Size of footing.

LAB TESTS :- Particle size analysis

Sieve Analysis

Sieve analysis for coarser fractions has been done by dry sieving, while wet sieving method

has been followed for soil fractions with appreciable amount of clay. Sieving has been done

using a sieve shaker by passing through the following IS sieves.

4.75mm, 2.36 mm, 1.70 mm, 1.40 mm, 1.00 mm, 600 microns, 425 microns, 100 microns and 75 microns.

Liquid Limit

Testing is done as per IS: 2720 (Part 5) 1985. About 200 gm of soil sample passing through

425 micron IS sieve is mixed thoroughly with distilled water on the flat glass to form a

uniform paste. The paste generally has a consistency that will require 30 to 35 drops of the

cup to cause the required closure of standard groove. The ready mix soil is placed in the

Casagrande cup in such a way to form a depth of 1 cm at the centre of the cup and then

central groove of 12 mm is made using standard grooving tool. The cup is fitted and dropped

by turning the crank at the rate of 2 revolutions per second until the two halves of the soil

close. The number of drops required to make the groove close for the length of 12 mm is

recorded.

A portion of the sample is then taken out for water content determination and the water

content corresponding to 25 blows represents the liquid limit.




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Plastic Limit

About 15gms of oven dried soil passing through 425 microns sieve is mixed with sufficient

quantity of water such that the soil mass becomes plastic enough to be easily shaped into a

ball. A portion of this ball is rolled on a glass plate with the palm of the hand into a thread of

uniform dia of 3 mm. The water content represents the plastic limit.

Natural Moisture Content (NMC)

A moisture cup is loosely filled with soil and weighed with lid. It is then kept in oven with lid

removed and maintained at temperature of the oven at 1100 C for 24 hours. The lid of the

container is replaced and the dry weight found out. The percentage of water content shall be

calculated using the formula.

W= W2-W3 x 100 W3-W1

Where W2= weight of container with wet soil, in g.W3= weight of container with dry soil, in g

W1= weight of container with lid, in g, W= moisture content (%)

Bulk and Dry Density

Test procedure shall be as per IS: 2720 (Part-7) – 1987.

The unit weight of soil in g/cc is its weight per unit volume. Soil is filled in container and its

weight determined. Knowing the volume of container, the ratio of weight to volume

represents bulk density. The soil is then oven dried and weighed and dry density yd(g/cc) is

computed using formula.

yd = yb /(1+W),Where, yb = bulk density in g/cc

W= natural moisture content in %. Aa




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Specific Gravity Test procedure shall be as per IS: 2720 (Part 3/ Section 1) – 1987 for fine-grained soils. The

specific gravity of soil solids can be defined as the weight of given volume of soil particles to

the weight of equal volume of distilled water. This term is used in relating weight of soil to its

volume. Specific gravity is found out using standard specific gravity bottle of 50 ml capacity

by weighing empty bottle (w1), bottle+ dry soil (w2), bottle + dry soil + water (w3), bottle +

water (w4)

Specific gravity of soil = (w2-w1) / ((w2-w1) – (w3 – w4))




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TABLE—A DRILLING & SPT LOG IS:1892 & IS:2131 Bore Hole : 1 Water Level -NILL Refusal : 50 blows exceeds 15cms Bore dia 150/100 mm M Penetration cms cms cms

Visual engineering classifications

DEP

TH

00—

20

20—

40

40—

60

60—

80

80—

100

“N” V

alue

s

00—

15

15—

30

30—

45

m ‘N’ blows /30 cm Blows /cms 0.00

COURSE

GRAINED SOILS

0.50 1.00 1.50 ∆ 27 10 12 15 2.00 2.50 3.00 ∆ 54 20 26 28

COMPLETELY WEATHERED

ROCK

3.50 4.00 4.50 ∆ 99 30 45 54 5.00 5.50 6.00 ∆ 120 35 55 65




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DEP

TH

00—

20

20—

40

40—

60

60—

80

80—

100

“N” V

alue

s

00—

15

15—

30

30—

45


COURSE

GRAINED SOILS

0.50 1.00 1.50 ∆ 30 12 14 16 2.00 2.50 3.00 ∆ 51 21 24 27


ROCK

3.50 4.00 4.50 ∆ 57 32 26 31 5.00 5.50 6.00 ∆ 97 36 41 56




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DEP

TH

00—

20

20—

40

40—

60

60—

80

80—

100

“N” V

alue

s

00—

15

15—

30

30—

45


COURSE

GRAINED SOILS

0.50 1.00 1.50 ∆ 33 13 15 17 2.00 2.50 3.00 ∆ 52 19 25 27


ROCK

3.50 4.00 4.50 ∆ 100 25 44 56 5.00 5.50 6.00 ∆ 100 34 45 55




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DEP

TH

00—

20

20—

40

40—

60

60—

80

80—

100

“N” V

alue

s

00—

15

15—

30

30—

45


COURSE

GRAINED SOILS

0.50 1.00 1.50 ∆ 30 13 14 16 2.00 2.50 3.00 ∆ 50 16 23 27


ROCK

3.50 4.00 4.50 ∆ 105 27 47 58 5.00 5.50 6.00 ∆ 106 33 52 54




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DEP

TH

00—

20

20—

40

40—

60

60—

80

80—

100

“N” V

alue

s

00—

15

15—

30

30—

45


COURSE

GRAINED SOILS

0.50 1.00 1.50 ∆ 31 14 14 17 2.00 2.50 3.00 ∆ 54 16 26 28


ROCK

3.50 4.00 4.50 ∆ 100 24 44 56 5.00 5.50 6.00 ∆ 112 34 54 58




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DEP

TH

00—

20

20—

40

40—

60

60—

80

80—

100

“N” V

alue

s

00—

15

15—

30

30—

45


COURSE

GRAINED SOILS

0.50 1.00 1.50 ∆ 34 14 16 18 2.00 2.50 3.00 ∆ 51 18 26 25


ROCK

3.50 4.00 4.50 ∆ 91 23 36 55 5.00 5.50 6.00 ∆ 109 34 54 55




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DEP

TH

00—

20

20—

40

40—

60

60—

80

80—

100

“N” V

alue

s

00—

15

15—

30

30—

45


COURSE

GRAINED SOILS

0.50 1.00 1.50 ∆ 26 13 12 14 2.00 2.50 3.00 ∆ 52 19 25 27


ROCK

3.50 4.00 4.50 ∆ 105 27 45 60 5.00 5.50 6.00 ∆ 117 37 52 65




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DEP

TH

00—

20

20—

40

40—

60

60—

80

80—

100

“N” V

alue

s

00—

15

15—

30

30—

45


COURSE

GRAINED SOILS

0.50 1.00 1.50 ∆ 33 15 16 17 2.00 2.50 3.00 ∆ 51 19 25 26


ROCK

3.50 4.00 4.50 ∆ 100 30 40 60 5.00 5.50 6.00 ∆ 120 35 50 70




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ENGINEERING SOIL CLASSIFICATION




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SOIL CLASSIFICATION IS;1498 BORE DEPTH DEPTH MAJOR SUB SUB GROUP

No mts mts DIV DIV DIV SYMBOL

BH-1 0.00 1.30 Course

grained soils Sand (S) Gravel With fines SC clayey sand

BH-1 1.30 2.80 Course

grained soils Sand (S) Clean Sand SW Well graded sand

BH-1 2.80 4.50 ROCK COMPLETELY WEATHERED

ROCK

BH-1 4.50 6.00 ROCK COMPLETELY WEATHERED

ROCK




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BH-2 0.00 1.60 Course


BH-2 1.60 2.90 Course grained soils Sand (S) Clean Sand SW Well graded

sand

BH-2 2.90 4.70

ROCK COMPLETELY WEATHERED

ROCK

BH-2 4.70 6.00


ROCK




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BH-3 0.00 1.40 Course



sand

BH-3 2.90 4.50


ROCK

BH-3 4.50 6.00


ROCK




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BH-4 0.00 1.60 Course



sand

BH-4 3.10 4.50


ROCK

BH-4 4.50 6.00


ROCK




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BH-5 0.00 1.45 Course



sand

BH-5 2.95 4.50


ROCK

BH-5 4.50 6.00


ROCK




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BH-6 0.00 1.50 Course



sand

BH-6 3.00 4.50


ROCK

BH-6 4.50 6.00


ROCK




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BH-7 0.00 1.40 Course



sand

BH-7 2.70 4.50


ROCK

BH-7 4.50 6.00


ROCK




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BH-8 0.00 1.40 Course



sand

BH-8 2.70 4.50


ROCK

BH-8 4.50 6.00


ROCK




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DENSITY AND OVER BURDEN PRESSURE




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Bulk over BORE Depth SPT density burder Pr. No m N kN/m^3 kN/m^2 BH-1 1.5 27 16.7 25.05 BH-1 3.0 54 19.4 58.20 BH-1 4.5 99 20.0 90.00 BH-1 6.0 120 21.0 126.00






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SAFE BEARING CAPACITY OF SOIL AT DIFFERENT DEPTH FOR EACH BORE HOLE

LOCATIONS




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BORE Depth sbc No m T/m^2 BH-1 1.50 20.00 BH-1 2.25 31.40 BH-1 3.00 42.71 BH-1 4.50 80.39 BH-1 6.00 97.98






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Recommendation:- The recommendations were made based on the field & Laboratory

investigation and practical considerations for the proposed project.

Recommended Allowable Safe Bearing Pressure T/Sq.M (shear failure and settlement 25mm) IS 6403:1981

DEPTH 1.0 M Footing Width. METERS. T/Sq.MTS.

1.50 20.00 2.25 30.15 3.00 40.00 4.50 40.00 6.00 40.00

.

GROUND WATER TABLE NOT ENCOUNTERED WITH IN THE DEPTH OF INVESTIGATION.

Foundation recommendation: - SHALLOW FOUNDATION. CONCLUSION: - THE SOIL IS OF COURSED GRAINED SOIL UP TO 3.0 MTS DEPTH FOLLOWED BY COMPLETELY WEATHERED ROCK.




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TYPICAL CALCULATION

BEARING CAPACITY OF SOIL




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CALCULATION OF SAFE BEARING CAPACITY OF SOIL. Calculation based on shear for a square footing of 1.0m x 1.0m.

IS 6403 BH Bore Hole No. Ø Value= Degrees. 2/3 Ø Value= Degrees. C cohesion of the soil = kN/m2 .γb Density of soil= kN/m3 q. Effective over burden pressure = kN/m2 RL Ground Level= m FL Foundation Level= m Df Depth Of Footing= m Dw Depth Of Water Table m

BORE HOLE From DEPTH To DEPTH SPT DRY DENSITY

No mts mts N kN/m^3 BH-1 0.00 1.10 27 15.20

BORE HOLE DEPTH DRY DENSITY

FOOTING WIDTH COHESION ANGLE

OVER BURDEN PRESSURE

No METER KN/M^3 METER KN/M^2 Ø kN/m^2 BH-1 1.50 15.4 1.0 0.00 35.1 23.06

Bearing capacity factors: - (Ref.Table-1, page-8 of IS: 6403-1981)

Ø’ Nc Nq Nγ Sc Sq Sý Dc Dq Dy

24.6 22.60 12.21 13.18 1.30 1.20 0.80 1.53 1.53 1.00

idsBNidsqNidscNq qqqqccccU 5.0




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Substituting in the formula

Ultimate Bearing Capacity

Net Ultimate Bearing Capacity

Net Safe Bearing Capacity

FOS-3

Gross Safe Bearing Capacity

Gross Safe Bearing Capacity

: qu : qnu qns : qs : qs kN/m^2 kN/m^2 kN/m^2 kN/m^2 T/m^2 553.93 530.87 176.96 200.01 20.00

Bore Hole Depth Footing Width Gross Safe Bearing Capacity : qs No. Meter Meter T/M2 BH-1 1.50 1.0 20.00

idsBNidsqNidscNq qqqqccccf 5.0




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LABORATORY TESTS ON SOILS




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Bor

e H

ole

Dep

th

Bul

k

dens

ity

Moi

stur

e

cont

ent

Dry

de

nsity

Spec

ific

G

ravi

ty

Voi

ds

ratio

n

Deg

ree

of

satu

ratio

n

Poro

sity

No. Mts kN/m3 % kN/m3 G . e S % .n % BH-1 1.5 16.7 9.6 15.2 2.65 0.56 45.7 35.8 BH-1 3.0 19.4 9.4 17.7 2.65 0.34 73.3 25.4 BH-1 4.5 20.0 9.3 18.3 2.65 0.30 82.2 23.1 BH-1 6.0 21.0 9.1 19.2 2.65 0.24 101.4 19.2

Bore

H

ole

Dept

h

Dept

h

Grav

el

Sand

Silt

& cl

ay

Liqu

id

limit

Plas

tic

limit

Plas

ticity

In

dex

Shear Parameters

Cohesion Angle

No. Mts Mts % % % % % % kN/m2 Deg BH-1 0.00 1.30 12 54 34 35 24 11 BH-1 1.30 2.80 43 45 12 22 14 8 0 35




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Bor

e H

ole

Dep

th

Bul

k

dens

ity

Moi

stur

e

cont

ent

Dry

de

nsity

Spec

ific

G

ravi

ty

Voi

ds

ratio

n

Deg

ree

of

satu

ratio

n

Poro

sity


Bore

H

ole

Dept

h

Dept

h

Grav

el

Sand

Silt

& cl

ay

Liqu

id

limit

Plas

tic

limit

Plas

ticity

In

dex

Shear Parameters

Cohesion Angle





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Bor

e H

ole

Dep

th

Bul

k

dens

ity

Moi

stur

e

cont

ent

Dry

de

nsity

Spec

ific

G

ravi

ty

Voi

ds

ratio

n

Deg

ree

of

satu

ratio

n

Poro

sity


Bore

H

ole

Dept

h

Dept

h

Grav

el

Sand

Silt

&

clay

Liqu

id

limit

Plas

tic

limit

Plas

ticit

y

Inde

x Shear Parameters

Cohesion Angle





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Bor

e H

ole

Dep

th

Bul

k

dens

ity

Moi

stur

e

cont

ent

Dry

de

nsity

Spec

ific

G

ravi

ty

Voi

ds

ratio

n

Deg

ree

of

satu

ratio

n

Poro

sity


Bore

H

ole

Dept

h

Dept

h

Grav

el

Sand

Silt

& cl

ay

Liqu

id

limit

Plas

tic

limit

Plas

ticity

In

dex

Shear Parameters

Cohesion Angle





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Bor

e H

ole

Dep

th

Bul

k

dens

ity

Moi

stur

e

cont

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C B R




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General

The CBR test was originally developed by O.J. Porter for the California

Highway Department during the 1920s.

It is a load-deformation test performed in the laboratory or the field, whose

results are then used with an empirical design chart to determine the

thickness of flexible pavement, base, and other layers for a given vehicle

loading.

Though the test originated in California, the California Department of

Transportation and most other highway agencies have since abandoned the

CBR method of pavement design. In the 1940s, the US Army Corps of

Engineers (USACE) adopted the CBR method of design for flexible airfield

pavements.

The USACE and USAF design practice for surfaced and unsurfaced airfields is

still based upon CBR today (US Army, 2001; US Army and USAF, 1994).

The CBR determination may be performed either in the laboratory, typically

with a recomputed sample, or in the field. Because of typical logistics and

time constraints with the laboratory test, the field CBR is more typically used

by the military for design of contingency roads and airfields.

The thickness of different elements comprising a pavement is determined by

CBR values.




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The CBR test is a small scale penetration test in which a cylindrical plunger of

3 in2 (5 cm in dia) cross-section is penetrated into a soil mass (i.e., sub-grade

material) at the rate of 0.05 in. per minute (1.25 mm/minute).

Observations are taken between the penetrations resistances (called the test

load) versus the penetration of plunger. The penetration resistance of the

plunger into a standard sample of crushed stone for the corresponding

penetration is called standard load. The California bearing ratio, abbreviated

as CBR is defined as the ratio of the test load to the standard load, expressed

as percentage for a given penetration of the plunger

CBR = (Test load/Standard load)×100 In most cases, CBR decreases as the penetration increases. The ratio at 2.5

mm penetration is used as the CBR. In some case, the ratio at 5 mm may be

greater than that at 2.5 mm. If this occurs, the ratio at 5 mm should be used. The CBR is a measure of resistance of a material to penetration of standard

plunger under controlled density and moisture conditions. The test

procedure should be strictly adhered if high degree of reproducibility is

desired. The CBR test may be conducted in re-moulded or undisturbed

specimen in the laboratory. The test is simple and has been extensively

investigated for field correlations of flexible pavement thickness

requirement.




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Test Procedure

The CBR test is carried out on a compacted soil in a CBR mould 150 mm in

diameter and 175 mm in height, provided with detachable collar of 50 mm

and a detachable perforated base plate. A displacer disc, 50 mm deep to be

kept in the mould during the specimen preparation, enables a specimen of

125 mm deep to be obtained. The moulding dry density and water content

should be the same as would be maintained during field compaction. To

simulate worst moisture condition of the field, the specimens are kept

submerged in water for about 4 days before testing. Generally, CBR values of

both soaked as well as unsoaked samples are determined. Both during

soaking and penetration test, the specimen is covered with equal surcharge

weights to simulate the effect of overlying pavement or the particular layer

under construction. Each surcharge slotted weight, 147 mm in diameter with

a central whole 53 mm in diameter and weighing 2.5 kg is considered

approximately equivalent to 6.5 cm of construction. A minimum of two

surcharge weights (i.e. 5kg surcharge load) is placed on the specimen. Load is

applied on the penetration piston so that the penetration is approximately

1.25mm/min. The load readings are recorded at penetrations, 0, 0.5, 1, 1.5, 2,

2.5, 3, 3.5, 4, 4.5, 5, 5.5, 6, 6.5, 7, 8, 9, 10, 11, 12, and 12.5mm. The maximum

load and penetration is recorded if it occurs for a penetration of less than

12.5 mm.




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The table gives the standard loads adopted for different penetrations for the

Standard material with a CBR value of 100%. Standard Load Used In California Bearing Ratio Test Penetration of plunger(mm) Standard load (kg)

2.5 1370 5.0 2055 7.5 2630 10.0 3180 12.5 3600

Scope of Work The present scope of work for this project is to ascertain the CBR value under

different soaking time conditions and to study the influence of moisture

content developed in the samples under varying soaking.

1) To collect a particular soil sample and determine its basic physical

property such as LL,PL,PI and grain size distribution

2) To study the soil under modified proctor compaction and determine the

MDD and OMC for the soil sample

3) To carry out CBR Test for sample soaked in different times

4) To obtain moisture content for varying degree of soaking

5) To study the influence of soaking on Subgrade strength




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General

The experimental work comprises in the following parts.

1. Determination of index property

• Liquid limit by liquid limit device

• Plastic limit

• Plastic Index

2. Particle size distribution

3. Estimation of maximum dry density and optimum moisture content by

modified proctor test

4. Calculation of CBR strength

(i) Moulding the soil sample into standard moulds keeping its moisture

content and dry density exactly same as its optimum moisture content and

proctor density respectively.

(ii) Determination of CBR strength of the respective soil samples in moulds

using the CBR instrument.

(iii) Soil sample is tested for its CBR strength after being soaked in water for

1 day, 2 days, 3 days and 4 days. Unsoaked CBR is also determined for each

sample. Brief steps involved

Particle size distribution

The Standard grain size analysis test determines the relative proportions of

different grain sizes as they are distributed among certain size ranges.




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Liquid Limit Test

This test is done to determine the liquid limit of soil as per IS: 2720 (Part 5) –

1985. The liquid limit of fine-grained soil is the water content at which soil

behaves practically like a liquid, but has small shear strength. Its flow closes

the groove in just 25 blows in Casagrande’s liquid limit device.

Plastic Limit Test

Plastic limit is defined as minimum water content at which soil remains in

plastic state. The plasticity index is defined as the numerical difference

between its Liquid limit and Plastic limit




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ABSTRACT

Design of the various pavement layers is very much dependent on the

strength of the Subgrade soil over which they are going to be laid.

Subgrade strength is mostly expressed in terms of CBR (California Bearing

Ratio). Weaker Subgrade essentially requires thicker layers whereas

stronger Subgrade goes well with thinner pavement layers. The pavement

and the Subgrade mutually must sustain the traffic volume. The Indian

Road Congress (IRC) encodes the exact design strategies of the pavement

layers based upon the Subgrade strength which is primarily dependant on

CBR value for a laboratory or field sample soaked for four days. The

Subgrade is always subjected to change in its moisture content due to

rainfall, capillary action, overflow or rise of water table. For an engineer,

it’s important to understand the change of Subgrade strength due to

variation of moisture content. This project is an attempt to understand the

strength of Subgrade in terms of CBR values subjected to different days of

soaking and the corresponding variation in moisture content. It is

observed that the CBR decreases and the moisture content increases for

high degree of soaking




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Subgrade

Subgrade can be defined as a compacted layer, generally of naturally

occurring local soil, assumed to be 300 mm in thickness, just beneath the

pavement crust, providing a suitable foundation for the pavement. The

Subgrade in embankment is compacted in two layers, usually to a higher

standard than the lower part of the embankment The Subgrade, whether in

cutting or in embankment, should be well compacted to utilize its full

strength and to economize on the overall pavement thickness. The current

MORTH Specifications require that the Subgrade should be compacted to

100% MDD achieved by the Modified Proctor Test (IS 2720-Part 7).




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Subgrade Soil Soil is a gathering or deposit of earth material, derived naturally from

the breakdown of rocks or decay of undergrowth that can be excavated

readily with power equipment in the field or disintegrated by gentle

reflex means in the laboratory. The supporting soil below pavement

and its special under course is called sub grade. Without interruption

soil beneath the pavement is called natural sub grade. Compacted sub

grade is the soil compacted by inhibited movement of heavy

compactors.

Desirable Property of Subgrade Soil The advantageous properties of sub grade soil as a highway material are • Stability • Incompressibility • Permanency of strength • Minimum changes in volume and stability under adverse conditions of Weather and ground water • Superior drainage, and • Ease of compaction




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Methods for determining Subgrade strength for designing new roads For the pavement design of new roads the sub grade strength needs to be

evaluated in terms of CBR value. Based on soil classification tests and the table given in IRC: SP: 72-2007

Which gives typical design CBR values for soil samples Compacted to proctor density at optimum moisture content and soaked Under water for 4 days.

Typical CBR values DESCRIPTION OF

SOIL SUBGRADE SOIL

CLASSIFICATION AS PER IS

TYPICAL SOAKED

CBR VALUE IN (%)

Highly plastic clays CH, MH 2-3 Silty clays

and sandy clays

ML, MI CL, CI 4-5

Clayey sands and

Silty sands SC, SM 6-10

Typical CBR values CBR VALUE SUBGRADE STRENGTH 3% or less Poor 3% - 5% normal 5% - 15% good




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CBR Bulk density

Moisture content

Dry density

Specific Gravity

MODIFIED PROCTOR

MDD OMC

No. kN/m3 % kN/m3 G kN/m3 % CBR-1 16.3 9.5 14.9 2.63 2.11 12.5 CBR-2 16.4 9.4 15.0 2.64 2.21 12.6 CBR-3 16.2 9.2 14.8 2.64 2.16 12.8 CBR-4 16.1 9.4 14.7 2.63 2.17 12.3 CBR-5 16.5 9.8 15.0 2.65 2.13 12.6 CBR-6 16.3 9.6 14.9 2.65 2.17 12.9 CBR-7 16.2 9.4 14.8 2.65 2.13 12.4 CBR-8 16.6 9.3 15.2 2.65 2.15 12.2




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CBR Gravel Sand Silt & clay

Liquid limit

Plastic limit

Plasticity Index

No. % % % % % % CBR-1 11 41 48 35 24 11 CBR-2 9 40 51 34 22 12 CBR-3 10 42 48 33 24 9 CBR-4 12 43 45 34 24 10 CBR-5 12 35 53 35 23 12 CBR-6 10 32 58 36 21 15 CBR-7 11 39 50 32 21 11 CBR-8 13 41 46 33 20 13




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CBR SOCKED STANDARD TEST SOCKED

TEST TIME LOAD PENETRATION LOAD CBR

No HOURS KGS MM kN %

TEST-1 0 1370 2.5 3.98 29.61

TEST-1 0 2055 5.0 6.23 30.90

TEST-1 12 1370 2.5 1.82 13.54

TEST-1 12 2055 5.0 2.94 14.58

TEST-1 24 1370 2.5 0.93 6.92

TEST-1 24 2055 5.0 1.74 8.63

TEST-1 36 1370 2.5 0.65 4.84

TEST-1 36 2055 5.0 1.02 5.06

TEST-1 48 1370 2.5 0.42 3.13

TEST-1 48 2055 5.0 0.84 4.17

TEST-1 60 1370 2.5 0.24 1.79

TEST-1 60 2055 5.0 0.56 2.78

TEST-1 72 1370 2.5 0.21 1.56

TEST-1 72 2055 5.0 0.34 1.69

TEST-1 84 1370 2.5 0.18 1.34

TEST-1 84 2055 5.0 0.35 1.74

TEST-1 96 1370 2.5 0.12 0.89

TEST-1 96 2055 5.0 0.15 0.74




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CBR SOCKED STANDARD TEST SOCKED TEST TIME LOAD PENETRATION LOAD CBR No HOURS KGS MM kN % TEST-2 0 1370 2.5 3.87 28.80 TEST-2 0 2055 5.0 6.12 30.36 TEST-2 12 1370 2.5 1.85 13.77 TEST-2 12 2055 5.0 3.15 15.63 TEST-2 24 1370 2.5 1.14 8.48 TEST-2 24 2055 5.0 2.13 10.57 TEST-2 36 1370 2.5 0.98 7.29 TEST-2 36 2055 5.0 1.83 9.08 TEST-2 48 1370 2.5 0.78 5.80 TEST-2 48 2055 5.0 1.43 7.09 TEST-2 60 1370 2.5 0.64 4.76 TEST-2 60 2055 5.0 1.32 6.55 TEST-2 72 1370 2.5 0.32 2.38 TEST-2 72 2055 5.0 0.84 4.17 TEST-2 84 1370 2.5 0.23 1.71 TEST-2 84 2055 5.0 0.73 3.62 TEST-2 96 1370 2.5 0.18 1.34 TEST-2 96 2055 5.0 0.43 2.13




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CONCLUSIONS –CBR From the results and discussions described earlier, it is observed that the

CBR value of the soil sample decreases with time of soaking.




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PLATE LOAD TEST




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PLATE LOAD TEST

1 Scope The plate placed at the proposed level of the Foundation and is subjected to

incremental loading. Settlement at each increment of the loading is measured and

a load-settlement curve is plotted. Bearing capacity and the settlement of the

foundation are determined from the Load-settlement curves.

2 Equipments & its accessories

Loading platform truss of sufficient size and properly designed members so

as to estimate load reaction for conducting the test was used.

Hydraulic jack of required capacity with properly calibrated load measuring

device, such as pressure gauge, proving ring was used.

Square bearing plates of mild steel, of 25 mm in thickness and 600 mm size

were used.

Settlement Recording Device - Dial gauges with 25 mm travel, capable of

measuring settlement to an accuracy of 0.01 mm. Datum Beam or Rod -

Beam or rod of sufficient strength capable of maintaining straightness when

fitted on two independent supports fitted with arms or magnetic bases for

holding dial gauges.

Miscellaneous Apparatus - A ball and socket arrangement, loading columns,

steel shims, wooden blocks, collar, reaction girder with cradles for

independent fitting to the reaction platform as necessary to the particular

set up.




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3 Test Arrangement

Arrangement for loading is as per IS 1888 : 1982 .

Dead Load - The dead load of all equipment such as ball and socket, steel plate,

loading column, jack, etc, was recorded prior to application of load increment.

The loading platform was supported by suitable means at least 2.5 m from the

test area with a height of 1 m or more above the bottom of the pit to provide

sufficient working space. No support of loading platform should be located

within a distance of 3.5 times size of test plate from its centre.

The test plate was placed over a fine sand layer of maximum thickness 5 mm,

so that the centre of plate coincides with the centre of reaction girder/beam,

with the help of a plumb and bob and horizontally levelled by a spirit level to

avoid eccentric loading.

The hydraulic jack was centrally placed over the plate with the loading column

in between the jack and reaction beam so as to transfer load to the plate. A ball

and socket arrangement was inserted to keep the direction of the load vertical

throughout the test. A minimum seating pressure of was applied and

removed before starting the load test.




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3 Test Arrangement

The two supports of the reference beam or datum rod was placed over firm

ground, fixed with minimum four dial gauges resting at diametrically opposite

ends of the plates. The dial gauges was arranged that settlement is measured

continuously without any resetting in between.

Load Increments – Applied load was in cumulative equal increments up to 1

kg/cm2 or one-fifth of the estimated ultimate bearing capacity, whichever is

less. The load was applied without impact, fluctuation or eccentricity and in

case of hydraulic jack load is measured over the pressure gauge, attached to

the pumping unit kept over the pit, away from the testing plate through

extending pressure pipes.

Settlement and Observation - Settlements was observed for each increment of

load after an interval of 1, 2.25, 4, 6.25, 9, 16 and 25 min and thereafter at

hourly intervals to the nearest 0.02 mm.

The test should continue until a total settlement of 2.5cm or the settlement, at

which the soil fails, whichever is earlier, is obtained. After the load is increased,

the elastic rebound of the soil should be recorded.

Rebound observations were taken while releasing the load




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4 Load Increments

Load Increments – Applied load was in cumulative equal increments up to 1 kg/cm2 or

one-fifth of the estimated ultimate bearing capacity, whichever is less. The load was

applied without impact, fluctuation or eccentricity and in case of hydraulic jack load is

measured over the pressure gauge, attached to the pumping unit kept over the pit, away

from the testing plate through extending pressure pipes.

Settlement and Observation - Settlements was observed for each increment of load after

an interval of 1, 2.25, 4, 6.25, 9, 16 and 25 min and thereafter at hourly intervals to the

nearest 0.02 mm.

Rebound observations were taken while releasing the load




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5 Test Procedure

The equipment for the test was assembled according to the details given in IS 1888 :

1982. The plate was located as given in IS 1888 : 1982. After the set-up was

arranged the initial readings of the dial gauges was noted on the first increment of

static load was applied to the plate. This load was maintained constant throughout

for a period till no further settlement occurs or the rate of settlement becomes

negligible. The final readings of the dial gauges was then recorded. The entire load

was then removed quickly but gradually and the plate was allowed to rebound.

When no further rebound occurs or the rate of rebound Becomes negligible, the

readings of the dial gauges was again noted. The load was increased gradually till its

magnitude acquires a value equal to the proposed next higher stage of loading,

which was maintained constant and the final dial gauge readings was noted as

mentioned earlier. The entire, load was then be reduced to zero and final dial gauge

readings were recorded when the rate of rebound becomes negligible. The cycles of

loading, unloading and reloading were continued till the estimated ultimate load was

reached, the final values of dial gauge readings are noted each time.




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6 Kent ledge details Kent ledge Platform.

I S M B Beams loaded with sand bags

Hydraulic jack

Make Hydro pack Capacity 150 Tones

jack diameter 14 cm jack area 154 Sq.Cms

Vertical Loading Cylinder Dia 20cms

Steel plate used

Plate size 0.6 m x 0.6 m x 0.025 m

Hydraulic Pump details

Make Hydro pack Capacity 750 kg/cm2

Pressure gauge details

Make MICRO, Identification No.150S-GF-S66-DB

Capacity 0--42 kg/cm 2 Least count 0.5 kg/cm2




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Dial gauge details

Make Asahi Identification No 5085

Capacity 0—25 mm Least count 0.01 mm

Make Asahi Identification No 50863


Make Aerospace Identification No E-20103


Make Aerospace Identification No E-20078


Magnetic Stand 4 No’s Stop Watch1 No’s

8 Limitations

The plate load test settlement results are applicable particularly to the

conducted location and depth only.

Since a plate load test is of short duration, consolidation settlements cannot be

predicted.

The test gives the value of immediate settlements only.




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Pressure area of jack LOAD IN PLATE AREA LOAD IN LOAD AVERAGE

SETTLEMENT ELASTIC

REBOUND

Kg/cm2 cm2 KG M^2 Kg/M^2 T/M ^2 mm mm 1 4.67 154 719.18 0.36 1997.7 2.0 0.9 8.50 2 9.35 154 1439.90 0.36 3999.7 4.0 1.5 8.50 3 16.36 154 2519.44 0.36 6998.4 7.0 1.7 8.60 4 23.37 154 3598.98 0.36 9997.2 10.0 2.0 8.60 5 35.06 154 5399.24 0.36 14997.9 15.0 2.8 8.60 6 46.75 154 7199.50 0.36 19998.6 20.0 4.1 8.60 7 58.44 154 8999.76 0.36 24999.3 25.0 5.4 8.60 8 70.12 154 10798.48 0.36 29995.8 30.0 6.6 8.60 9 93.51 154 14400.54 0.36 40001.5 40.0 7.1 8.70

10 116.88 154 17999.52 0.36 49998.7 50.0 7.5 8.70 11 140.26 154 21600.04 0.36 60000.1 60.0 8.1 8.70 12 187.01 154 28799.54 0.36 79998.7 80.0 8.7 8.70

GROSS SETTLEMENT

8.7

NETT SETTLEMENT

8.5

ELASTIC REBOUND

0.2




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SI

TIME PRESSURE LOAD Dial Guage Reading Settlement Avg Settlement Remarks

ELAPSED CUMULATIVE Kg/Cm^2 T/m^2 mm mm mm mm mm

MIN MIN A B C D A B C D

1

1.00 1.00

4.67 2.00

35.00 98.00 104.00 112.00 0.35 0.98 1.04 1.12 3.49 0.87

2.25 3.25 38.00 99.00 106.00 115.00 0.38 0.99 1.06 1.15 3.58 0.90

4.00 7.25 39.00 102.00 107.00 117.00 0.39 1.02 1.07 1.17 3.65 0.91

6.25 13.50 40.00 103.00 108.00 118.00 0.40 1.03 1.08 1.18 3.69 0.92

9.00 22.50 41.00 103.00 109.00 118.00 0.41 1.03 1.09 1.18 3.71 0.93

16.00 38.50 41.00 103.00 109.00 119.00 0.41 1.03 1.09 1.19 3.72 0.93

25.00 63.50 41.00 103.00 109.00 119.00 0.41 1.03 1.09 1.19 3.72 0.93

60.00 123.50 41.00 103.00 109.00 119.00 0.41 1.03 1.09 1.19 3.72 0.93




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SI




2

1.00 1.00

9.35 4.00

80.00 149.00 155.00 168.00 0.80 1.49 1.55 1.68 5.52 1.38

2.25 3.25 83.00 150.00 163.00 172.00 0.83 1.50 1.63 1.72 5.68 1.42

4.00 7.25 85.00 152.00 164.00 173.00 0.85 1.52 1.64 1.73 5.74 1.44

6.25 13.50 86.00 153.00 165.00 174.00 0.86 1.53 1.65 1.74 5.78 1.45

9.00 22.50 87.00 154.00 166.00 175.00 0.87 1.54 1.66 1.75 5.82 1.46

16.00 38.50 88.00 155.00 166.00 176.00 0.88 1.55 1.66 1.76 5.85 1.46

25.00 63.50 89.00 155.00 166.00 177.00 0.89 1.55 1.66 1.77 5.87 1.47

60.00 123.50 89.00 155.00 166.00 177.00 0.89 1.55 1.66 1.77 5.87 1.47




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SI




3

1.00 1.00

16.36 7.00

116.00 182.00 185.00 194.00 1.16 1.82 1.85 1.94 6.77 1.69

2.25 3.25 119.00 186.00 188.00 197.00 1.19 1.86 1.88 1.97 6.90 1.73

4.00 7.25 121.00 187.00 189.00 198.00 1.21 1.87 1.89 1.98 6.95 1.74

6.25 13.50 121.00 188.00 189.00 199.00 1.21 1.88 1.89 1.99 6.97 1.74

9.00 22.50 121.00 188.00 189.00 199.00 1.21 1.88 1.89 1.99 6.97 1.74

16.00 38.50 121.00 188.00 189.00 199.00 1.21 1.88 1.89 1.99 6.97 1.74

25.00 63.50 121.00 188.00 189.00 199.00 1.21 1.88 1.89 1.99 6.97 1.74

60.00 123.50 121.00 188.00 189.00 199.00 1.21 1.88 1.89 1.99 6.97 1.74




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SI




4

1.00 1.00

23.37 10.00

138.00 200.00 206.00 235.00 1.38 2.00 2.06 2.35 7.79 1.95

2.25 3.25 146.00 205.00 210.00 238.00 1.46 2.05 2.10 2.38 7.99 2.00

4.00 7.25 148.00 206.00 211.00 239.00 1.48 2.06 2.11 2.39 8.04 2.01

6.25 13.50 149.00 208.00 212.00 240.00 1.49 2.08 2.12 2.40 8.09 2.02

9.00 22.50 149.00 208.00 213.00 241.00 1.49 2.08 2.13 2.41 8.11 2.03

16.00 38.50 149.00 208.00 213.00 241.00 1.49 2.08 2.13 2.41 8.11 2.03

25.00 63.50 149.00 208.00 213.00 241.00 1.49 2.08 2.13 2.41 8.11 2.03

60.00 123.50 149.00 208.00 213.00 241.00 1.49 2.08 2.13 2.41 8.11 2.03




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SI




5

1.00 1.00

35.06 15.00

187.00 288.00 255.00 346.00 1.87 2.88 2.55 3.46 10.76 2.69

2.25 3.25 189.00 293.00 259.00 353.00 1.89 2.93 2.59 3.53 10.94 2.74

4.00 7.25 191.00 295.00 260.00 355.00 1.91 2.95 2.60 3.55 11.01 2.75

6.25 13.50 192.00 296.00 260.00 355.00 1.92 2.96 2.60 3.55 11.03 2.76

9.00 22.50 194.00 296.00 261.00 357.00 1.94 2.96 2.61 3.57 11.08 2.77

16.00 38.50 196.00 296.00 261.00 357.00 1.96 2.96 2.61 3.57 11.10 2.78

25.00 63.50 196.00 296.00 261.00 357.00 1.96 2.96 2.61 3.57 11.10 2.78

60.00 123.50 196.00 296.00 261.00 357.00 1.96 2.96 2.61 3.57 11.10 2.78




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SI




6

1.00 1.00

46.75 20.00

360.00 370.00 378.00 472.00 3.60 3.70 3.78 4.72 15.80 3.95

2.25 3.25 378.00 375.00 380.00 476.00 3.78 3.75 3.80 4.76 16.09 4.02

4.00 7.25 382.00 378.00 382.00 479.00 3.82 3.78 3.82 4.79 16.21 4.05

6.25 13.50 386.00 381.00 383.00 483.00 3.86 3.81 3.83 4.83 16.33 4.08

9.00 22.50 392.00 383.00 384.00 485.00 3.92 3.83 3.84 4.85 16.44 4.11

16.00 38.50 393.00 383.00 385.00 485.00 3.93 3.83 3.85 4.85 16.46 4.12

25.00 63.50 393.00 383.00 385.00 485.00 3.93 3.83 3.85 4.85 16.46 4.12

60.00 123.50 393.00 385.00 385.00 485.00 3.93 3.85 3.85 4.85 16.48 4.12




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SI




7

1.00 1.00

58.44 25.00

522.00 536.00 496.00 565.00 5.22 5.36 4.96 5.65 21.19 5.30

2.25 3.25 526.00 539.00 498.00 568.00 5.26 5.39 4.98 5.68 21.31 5.33

4.00 7.25 528.00 541.00 499.00 570.00 5.28 5.41 4.99 5.70 21.38 5.35

6.25 13.50 530.00 543.00 499.00 572.00 5.30 5.43 4.99 5.72 21.44 5.36

9.00 22.50 532.00 544.00 499.00 573.00 5.32 5.44 4.99 5.73 21.48 5.37

16.00 38.50 534.00 545.00 499.00 573.00 5.34 5.45 4.99 5.73 21.51 5.38

25.00 63.50 536.00 547.00 499.00 573.00 5.36 5.47 4.99 5.73 21.55 5.39

60.00 123.50 536.00 547.00 499.00 573.00 5.36 5.47 4.99 5.73 21.55 5.39




of 100

SI




8

1.00 1.00

70.12 30.00

690.00 610.00 540.00 690.00 6.90 6.10 5.40 6.90 25.30 6.33

2.25 3.25 698.00 617.00 545.00 697.00 6.98 6.17 5.45 6.97 25.57 6.39

4.00 7.25 714.00 619.00 548.00 702.00 7.14 6.19 5.48 7.02 25.83 6.46

6.25 13.50 720.00 620.00 551.00 709.00 7.20 6.20 5.51 7.09 26.00 6.50

9.00 22.50 726.00 621.00 552.00 715.00 7.26 6.21 5.52 7.15 26.14 6.54

16.00 38.50 728.00 621.00 553.00 716.00 7.28 6.21 5.53 7.16 26.18 6.55

25.00 63.50 729.00 621.00 553.00 716.00 7.29 6.21 5.53 7.16 26.19 6.55

60.00 123.50 729.00 621.00 553.00 716.00 7.29 6.21 5.53 7.16 26.19 6.55




of 100

SI




9

1.00 1.00

93.51 40.00

785.00 642.00 603.00 740.00 7.85 6.42 6.03 7.40 27.70 6.93

2.25 3.25 790.00 649.00 608.00 748.00 7.90 6.49 6.08 7.48 27.95 6.99

4.00 7.25 796.00 655.00 612.00 754.00 7.96 6.55 6.12 7.54 28.17 7.04

6.25 13.50 800.00 659.00 616.00 758.00 8.00 6.59 6.16 7.58 28.33 7.08

9.00 22.50 807.00 662.00 618.00 761.00 8.07 6.62 6.18 7.61 28.48 7.12

16.00 38.50 809.00 663.00 619.00 763.00 8.09 6.63 6.19 7.63 28.54 7.14

25.00 63.50 809.00 663.00 619.00 763.00 8.09 6.63 6.19 7.63 28.54 7.14

60.00 123.50 809.00 663.00 619.00 763.00 8.09 6.63 6.19 7.63 28.54 7.14




of 100

SI




10

1.00 1.00

116.88 50.00

843.00 661.00 648.00 767.00 8.43 6.61 6.48 7.67 29.19 7.30

2.25 3.25 847.00 668.00 656.00 774.00 8.47 6.68 6.56 7.74 29.45 7.36

4.00 7.25 852.00 672.00 661.00 778.00 8.52 6.72 6.61 7.78 29.63 7.41

6.25 13.50 856.00 675.00 665.00 782.00 8.56 6.75 6.65 7.82 29.78 7.45

9.00 22.50 859.00 677.00 668.00 784.00 8.59 6.77 6.68 7.84 29.88 7.47

16.00 38.50 859.00 677.00 668.00 784.00 8.59 6.77 6.68 7.84 29.88 7.47

25.00 63.50 859.00 677.00 668.00 784.00 8.59 6.77 6.68 7.84 29.88 7.47

60.00 123.50 859.00 677.00 668.00 784.00 8.59 6.77 6.68 7.84 29.88 7.47




of 100

SI




11

1.00 1.00

140.26 60.00

896.00 712.00 705.00 816.00 8.96 7.12 7.05 8.16 31.29 7.82

2.25 3.25 910.00 729.00 726.00 834.00 9.10 7.29 7.26 8.34 31.99 8.00

4.00 7.25 918.00 735.00 732.00 841.00 9.18 7.35 7.32 8.41 32.26 8.07

6.25 13.50 921.00 738.00 734.00 843.00 9.21 7.38 7.34 8.43 32.36 8.09

9.00 22.50 921.00 738.00 734.00 843.00 9.21 7.38 7.34 8.43 32.36 8.09

16.00 38.50 921.00 738.00 734.00 843.00 9.21 7.38 7.34 8.43 32.36 8.09

25.00 63.50 921.00 738.00 734.00 843.00 9.21 7.38 7.34 8.43 32.36 8.09

60.00 123.50 921.00 738.00 734.00 843.00 9.21 7.38 7.34 8.43 32.36 8.09




of 100

SI




12

1.00 1.00

187.01 80.00

956.00 763.00 765.00 872.00 9.56 7.63 7.65 8.72 33.56 8.39

2.25 3.25 968.00 779.00 782.00 893.00 9.68 7.79 7.82 8.93 34.22 8.56

4.00 7.25 973.00 784.00 789.00 898.00 9.73 7.84 7.89 8.98 34.44 8.61

6.25 13.50 976.00 788.00 794.00 902.00 9.76 7.88 7.94 9.02 34.60 8.65

9.00 22.50 978.00 790.00 796.00 905.00 9.78 7.90 7.96 9.05 34.69 8.67

16.00 38.50 978.00 790.00 796.00 905.00 9.78 7.90 7.96 9.05 34.69 8.67

25.00 63.50 978.00 790.00 796.00 905.00 9.78 7.90 7.96 9.05 34.69 8.67

60.00 123.50 978.00 790.00 796.00 905.00 9.78 7.90 7.96 9.05 34.69 8.67

geotechnical investigation report mobile: 9343330089 ...€¦ · report no 1 03-12-2018 : , page 11...

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