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BRC/REP/120287/2012 20/02/2012
To,
The Executive Engineer,
P.W.D. Civil Division No. - III,Dadra & Nagar Haveli (U.T),
Silvassa.
SUBJECT : SUB- SOIL INVESTIGATION REPORTREFERENCE: PROPOSED SITE FOR CONSTRUCTION OF CHECK DAM
CUM COUSEWAY AT ATHOLA, SILVASSA.
Dear Sirs,
With reference to the above referred site investigation, herewith, we are submitting detailed Sub
Soil Investigation Report based on Sub soil exploration, physical and engineering testing of soil
characteristics.
This report is based on two boreholes data, one up to 4.45m depth & other up to 6.45m depth
from Ground Level. Borehole locations were selected in such a way that it covers the entire area
under construction. If any change in strata other than the location of the borehole mentioned inthis report is observed at the time of excavation, it is advisable to contact us immediately for
further investigation.
Thanking you.
Sincerely Yours,
For Bhumi Research Center
Authorised Signatory
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REPORT
ON
SUB-SOIL
INVESTIGATION
Name of Work: Proposed site for Construction of Check Damcum Causeway at Athola, Silvassa.
Client: The Executive Engineer,P.W.D. Civil Division No. - III,Dadra & Nagar Haveli (U.T),Silvassa.
Project No.: 120287
Month: February 2012
Prepared By
Bhumi Research Center(soil mechanics division)
509, Poddar Arcade,Khand Bazar,
Varachha Road, SuratPhone: 2551919, 9825169540.
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CONTENTS
SR. NO. TITLE SHEET NO.
01 INTRODUCTION 01
02 GENERAL SITE CONDITION 02
03 FIELD WORK 02
04 SUB SOIL STRATIFICATION 04
05 ANALYSIS OF DATA 05
06 BEARING CAPACITY OF SOIL 08
07 CONCLUSION AND RECOMMENDATIONS 09
08 TABLES
8.1) FIELD PROGRAM SUMMARY 11
8.2) SUMMARY OF GRAIN SIZE ANALYSIS 13
8.3) SUMMARY OF SHEAR & SWELLING PARA. 15
09 FIGURES
9.1) PARTICLE SIZE DISTRIBUTION CURVE 16
10 BORE LOG OF EXPLORATION 18
11 IS CLASSIFICATION OF SOIL 20
12 REFERENCES/BIBLIOGRAPHY 21
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REPORT ON SUB SOIL EXPLORATION
1.0 INTRODUCTION:The investigation of the site is an essential prerequisite to the construction of all civil
engineering works with a view to assess the general suitability of the site for the proposed new
works and to enable in preparing an adequate and economic design.In particular, it is necessary to assess the changes that may occur during or after the
construction of structure due to the choice of materials or methods of construction, which may
adversely affect safety of structure or after its performance or utility.
It is usually judicious to collect information relating to the site prior to commencing its
exploration. The exploration of the site for an important structure requires the exploration and
sampling of all strata likely to be significantly affected by the structural load. The extent of this
exploration will depend on the site and structure.
All structures rest on the foundation soil and their performance depends on soil behavior. Soil
forms the most widely used material of construction of earth dams, roads and canals. To study
the behavior of soil in foundation or earthwork engineering, properties of soil under the actual
field conditions have to be obtained.
Soil mechanics is the application of the laws of mechanics and hydraulics to engineering
problems dealing with sediments and other unconsolidated accumulation of solid particles
produced by the mechanical and chemical disintegration of rocks, regardless of whether or not
they contain an admixture of organic constituent.
Soil mechanics provides guidance in design of foundations, rigid & flexible pavements,
underground and earth retaining structures, embankments and excavations and earth dams. Soil
engineering embodies the use of best practices in exploration, testing, design & construction
controls.
Soil exploration provides the detailed sub soil conditions such as Stratification, Hardness &
Denseness of the strata, Position of Ground Water table level, Compressibility, Soil stability,
Stress analysis, Shearing resistance & Failure analysis.
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This complete report is very much useful for
Calculation of Safe Bearing Capacity (SBC) of the soil, The Estimation & provision of the ground water table level in design of foundation and
if needed to decide upon the method to solve the ground water problem,
To select an Economical yet safe Design of foundation, The Economical optimization of foundation design, The Foundation settlement analysis & to provide provision for the same in design, To check the probability of Liquefaction of the soil, To forecast the difficulties which are likely to be encountered due to the nature of
subsoil during construction and to take advance action in that regard.
A detailed foundation investigation work for the above-subjected work was entrusted to Bhumi
Research Center, Surat by The Executive Engineer, PWD, Silvassa for sub soil stratification of
proposed site for Construction of check dam cum causeway at Athola, Silvassa. After visitingthe site jointly; it was decided to drill 02 No. boreholes, one up to 4.45m depth & other up to
6.45m depth from GL by hand auger boring at various locations. The position of boreholes was
decided with client as per structure locations.
2.0 GENERAL SITE CONDITION:The data supplied by the owner are as under:
1) Client: The Executive Engineer, PWD, Silvassa.2) Site: Proposed site for Construction of check dam cum causeway at Athola,
Silvassa.
3.0 FIELD INVESTIGATION:
Two boreholes of 150 mm dia. were drilled, one up to 4.45m depth & other up to 6.45m
depth from GL by Shell & Auger Casing. Summary of Field Work is given under Table 9.1.
3.1 The actual fieldwork started on 15/02/2012.The location of Boreholes were finalized
jointly after due consideration of the building locations & topography of the site.
3.1.1 Disturbed Samples:
Disturbed representative samples were collected from Borehole cutting and from split
spoon sampler. The soil samples so collected were logged, labeled and placed in
polyethylene bags.
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3.1.2 Undisturbed Samples:The Undisturbed samples have been collected in 70 mm x 600 mm long thin walled
sampler as per IS 2132:1981 at every 2.00m depth interval or as per requirement of
foundation depth investigation or change in strata whichever met earlier. The sampler has
smooth surface and appropriate area ratio and cutting edge angle as required by IS
1892:1972 to ensure minimum disturbance of soil during sampling. Following design
features of sampler, which govern the degree of disturbances, were considered while
selecting sampler.
Sampler was coupled together with a socket with vent holes and ball check valve to form
sampling assembly. On cleaning the borehole, the sampler was lowered inside the
borehole on a string of drilled rods and was driven to a predetermined level with the help
of falling hammer. On completion of driving, the sampler first rotated within the borehole
to shear the soil and then pulled out. On bringing up the sampling assembly to the ground
surface, the sampler was removed, labeled and waxed on both ends.
3.2 Standard Penetration Test:The Standard Penetration Test (SPT) has been conducted as per IS 2131:1981 at every
2.00m depth interval or as per requirement of foundation depth investigation or change in
strata whichever met earlier, using Split Spoon Sampler confirming IS 9640:1980. The
SPT Spoon having 50.2mm O.D.*35.0mm I.D. was lowered inside the borehole on a
string of drill rods and number of blows for 300 mm penetration of SPT spoon after
150mm as testing drive were recorded under the free fall of 63.5 kg hammer from 750mm
height. A true vertical free fall of hammer was observed. The minimum open length of the
sampler was 60 cm. The sampler is first driven through 15 cm as a setting drive. It is
further driven through 30cm or until 100 blows have been applied. The test was stopped if
the penetration is less than 2.5 cm under 50 blows. SPT N values are given in bore logs.
3.3 Ground Water Table:
The ground water table was observed @ 2.00m depth from GL in both the boreholes
during sub soil exploration carried out in February 2012.
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3.4 Laboratory works:
Following laboratory tests were carried out to determine the physical and engineering
properties of disturbed and undisturbed soil samples. All samples were tested for
classification and specific gravity. The test results are incorporated along with bore log
exploration datasheet.
The tests were conducted as per relevant Indian Standards as mentioned below.
Name of Test Confirming to IS No.
1) Sieve Analysis IS 2720 Part 4-1976
2) Atterberg Limit IS 2720 Part 5-1985(Reaffirmed 2001)
3) FDD FMC IS 2720 Part 9
4) Specific Gravity IS 2720 Part 3- Section 2-1980(Reaffirmed 1997)
5) Shear Parameters IS 2720 Part 13-1986
(Reaffirmed 1997)
6) Consolidation IS 2720 Part 15- 1965(Reaffirmed 1997)
7) Swell Pressure IS 2720 Part 41
8) Swelling Index IS 2720 Part 40-1977(Reaffirmed 1997)
9) Shrinkage Limit IS 2720 Part 6-1972(Reaffirmed 2001)
The tests were conducted as per relevant Indian Standards as mentioned above.
4.0
SUB SOIL STRATIFICATION:4.1 Analysis of data:
The field data and laboratory classification reveal stratification in general as given under.
Borehole 01
4.1.1 Layer No 1: The layer from GL to 1.50m i.e.1.50m thick layer is observed of
yellowish plastic silty clay & clayey sand with gravels. The percentage of silt & clay
varies from 39 to 54, the percentage of sand varies from 32 to 35 & the percentage of
gravel varies from 11 to 29.
4.1.2 Layer No 2: The layer from 1.50m to 4.45m i.e. up to investigation depth consists of
brownish to grayish non plastic poorly graded gravels & friable hard murrum with sand
particles. The percentage of silt & clay is 04, the percentage of sand varies from 43 to 47
& the percentage of gravel varies from 49 to 53.
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Borehole 02
4.2.1 Layer No 1: The layer from GL to 3.75m i.e.3.75m thick layer is observed of
yellowish medium to high plastic silty clay with sand & gravels. The percentage of silt
& clay varies from 67 to 91, the percentage of sand varies from 09 to 30 & the
percentage of gravel varies from Nil to 03.
4.2.2 Layer No 2: The layer from 3.75m to 5.00mi.e.1.25m thick layer is observed of
brownish plastic silty sand & soft murrum. The percentage of silt & clay is 08, the
percentage of sand is 52 & the percentage of gravel is 40.
4.2.3 Layer No 3: The layer from 5.00m to 6.45m i.e. up to investigation depth consists of
brownish to grayish gravels & friable hard murrum. The percentage of silt & clay varies
from 02 to 04, the percentage of sand varies from 45 to 47 & the percentage of gravel
varies from 49 to 53.
Sieve analysis was performed by using IS sieves of size 4.75mm, 2.00mm, 0.425mm &
0.075mm & 0.002mm for obtaining particle size distribution i.e., Gravel, Sand & Silt +
Clay of Disturbed, Undisturbed & SPT samples. The grain size distributions are
tabulated under Table 8.2 indicating coarse, medium & fine grain and also represented
in Figure 9.1.
5.0 Analysis of data:The field data and laboratory classification reveal stratification in general as given under.
5.1
Standard Penetration Resistance:A comparative study of the SPT N Values (No of blows per 300 mm penetration) has
been done. The SPT N Values are ranging from 13 to 92* for 300 mm penetration (* -
Test terminated at blows > 50 for 150mm penetration) which indicates dense to very
dense strata under foundation depth. The relationship between N value & consistency and
denseness are as under
N Value 0-2 2-4 4-8 8-15 15-30 >30
Consistency Very Soft Soft Medium Stiff Very Stiff Hard
N Value 0-4 4-10 10-30 30-50 >50
Denseness Very Loose Loose Medium Dense Very Dense
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5.2 Laboratory Tests:The laboratory tests were conducted on Disturbed and Undisturbed samples. The results
are given in Bore Logs. From the test results, following interpretations are made.
5.2.1 Dry Density and Moisture content:The in situ dry unit weight of soil is needed for stability analysis, for the determination of
the degree of compaction, for evaluation of void ratio and thereby to find out degree of
saturation etc. Percentage moisture content is 13 for Borehole 01 & 27 to 29 for
Borehole - 02. It is compared with Atterberg limits in Fig.10.2. The dry density is
17.27kN/m3for Borehole 01 & 14.52 to 15.00kN/m
3for Borehole 02.
5.2.2 Atterberg Limits:The liquid and plastic limits of soils are both dependent on the amount and type of clay in
a soil and from the basis for the soil classification system for cohesive soils based on the
plasticity tests. Besides their use for identification, the plasticity tests give information
concerning the cohesion properties of soil and the amount of capillary properties of soil
and the amount of capillary water, which it can hold.
The Liquid limit (WL) by cone penetrometer ranges from 30 to 43% for BH-01 & 36 to 53%
for BH 02. The Plastic limit (Wp) ranges from NP to 24% for BH-01 & NP to 29% for
BH-02. The Plasticity Index (Ip) ranges from NP to 21% for BH-01& NP to 28% for BH
02.
5.2.3 Specific Gravity:It has application in finding out the degree of saturation and unit weight of moist soil. The
Specific Gravity is important parameter for finding out various engineering parameters
like void ratio, degree of saturation, shear failure, etc. and is also needed in pressure,
settlement and stability problems in soil engineering. In order to determine Specific
gravity of soil, undisturbed samples were selected for both Boreholes. The Sp. Gr. is 2.60
for Borehole-01 & 2.51 to 2.53 for Borehole 02.
5.2.4 Shear parameters:The controlled strain method was used in case of shear test. These parameters are used inevaluation of stability analysis and in evaluation of ultimate bearing capacity. The
cylindrical specimen for triaxial compression (without the measurement of pore water
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pressure) was prepared from undisturbed sample. Shear as well as Triaxial Compression
Test (Unconsolidated Undrained) was conducted.
Direct Shear Test was conducted on specimen remoulded at FDD and submerged for 24
hrs saturation. The range of cohesion c and the angle of shearing resistance for
different soil type is summarized under Table 8.3. The cohesion c ranges from 7.85 to
20.60kN/m2 & The angle of shearing resistance ranges from 20 to 25 degrees.
Triaxial Compression (Unconsolidated Undrain Condition) test was conducted without the
measurement of pore water pressure on undisturbed mould specimen. The value of
cohesion c is 42.18kN/m2
and the angle of internal friction is 12 degrees. These
results for individual samples are summarized under Table No. 8.3.
5.2.6 Swelling Characteristics:Sample at and below the depth of 3.00m was tested for swelling characteristics.
The Shrinkage limit is 23% for Borehole-01 & 02.
The Volumetric Differential Swelling Index ranges from 10 to 30% for Borehole-01 & 02.
These characteristics show low expansive nature of soil stratum @ foundation depth of
3.00m from G.L.
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6.0 Safe Bearing Capacity (SBC)Safe Bearing Capacity (SBC) based on Shear failure criterion and Safe Bearing Pressure
(SBP) based on 100 mm settlement (IS 1904: 1986) criterion is worked out.
The allowable bearing capacity shall be taken from the following values whichever is
less.
a) SBC based on Shear parameters: The Net Safe bearing capacity (SBC) basedon shear failure criterion. The Safe Bearing Capacity has been computed based on
shear strength characteristics. The evaluation of SBC is as per Indian Standard IS
6403:1981(Reaffirmed 1997).
b) SBP based on Consolidation parameters: The net safe bearing pressure thatcan be impressed on maximum settlement of 100mm (permissible value for raft
foundations on plastic clay, silt or sandy strata as given in IS 1904: 1986). The Total
settlement has considered as per IS 8009 (Part: I) 1976 (Reaffirmed 1993.).c) SBC & SBP based on SPT N Value: Based on foundation depth @ 3.00m, the
average SPT N-value is worked out as 33 (Least of BH-02) no. of blows/300 mm
penetration. The relation between N values and unconfined compression strength
(qu) is
qu = (N / 7.5) kg /cm2
& qu = 2c tan (45 + /2)/2)/2)/2)
The safe settlement pressure is calculated by the empirical method based on N-value as
per IS 6403:1981 & IS 8009 (Part-1):1976 for usual size footings.
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7.0 CONCLUSION AND RECOMMENDATIONS
The proposed site for Construction of check dam cum causeway at Athola, Silvassa, was
explored by two boreholes, one up to 4.45m depth & other up to 6.45m depth from GL at
different locations. The subsequent field and laboratory test results show that
1. The location of boreholes was decided with engineer in-charge as per structure location.The site is leveled and all the levels mentioned are w.r.t the ground level Road level.
2. In general, Sub soil mainly comprises of yellowish plastic silty clay & clayey sand withgravels up to 1.50m depth followed by brownish to grayish non plastic poorly graded
gravels & friable hard murrum with sand particles up to termination depth of 4.45m depth
in Borehole-01.
3. Sub soil mainly comprises of yellowish medium to high plastic silty clay with sand &gravels up to 3.75m depth followed by brownish plastic silty sand & soft murrum up to
5.00m depth followed by brownish to grayish gravels & friable hard murrum up totermination depth of 6.45m depth in Borehole-02.
4. The ground water table was observed @ 2.00m depth from GL in both the boreholesduring sub soil exploration carried out in February 2012. So, the effect of water table is
considered accordingly in evaluation of SBC & settlement values.
5. Depending on the soil strata, SPT-N Values and other test results of both boreholes, raftfoundation is to be taken @ minimum 3.00m depth from Ground Level Plot level.
6. By seeing the properties of soil at foundation depth in BH-02, where FDD is 15.00kN/m 3,water content is around 27% & tri axial shear parameters are as c is 42.18kN/m
2& is
12o
& the load will be govern by intermediate of local & general shear failure, the net safe
bearing capacity (SBC) for raft foundation at depth of3.00m is to be taken as 18.00 t/m2
(177.00 kN/m2) with a factor of safety 3.00.
7. The average SPT-N value under foundation depth worked out as 33. The total expectedelastic settlement calculated as per IS 8009-(part-1) 1976 (Reaffirmed 1993), for the load of
177kN/m2
& NMC of 27%, will be 34mm which is less than the permissible settlement of
100mm (as per IS 1904: 1986). For total settlement limit other than 100mm, the safe
bearing pressure will change accordingly.
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8. These values of SBC/ SBP are only for symmetric static loading conditions. The inclined& dynamic loading condition has not considered while computing the Safe Bearing
Capacity (SBC).
9. The strata @ foundation depth of 3.00m from GL in both boreholes show low swellingcharacteristics.
10. Engineering properties of strata below foundation level, i.e. void ratio (e), Coefficient ofuniformity (Cu), Plasticity index (Ip), D60, & Soil Classification and SPT-N value indicate
the strata up to investigation depth is having low potential of liquefaction.
11. The value of SBC is based on fieldwork carried out from 02 Nos. boreholes, one up to4.45m depth & other up to 6.45m depth from GL and laboratory test results of the samples
collected from them. During excavation of trenches, if any change in strata is found, it is
advisable to report immediately for further investigation.
For Bhumi Research Center
Authorized Signatory
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120287 011
TABLE 8.1.1
SUMMARY OF FIELD PROGRAMME
Reference Level :- Ground Level Bore No. :-01
Type of Boring :-Shell auger & Casing Soil sampler used :- Shelby + SPT
Dia. of Boring :-150mm Date of start :- 15/02/2012
W. T. from GL :- 2.00m Completion Date:- 15/02/2012
No. of blowsSr.
No.Depth from
GL (m)Type of Test Type of
SampleFDD
(kN/m3) 150mm 150mm 150mm
N per
300mm
Corted
N#
1 0.00-0.50 D/S D/S
2 1.00 -1.45 FDD/FMC UDS 17.27
3 2.00 -2.45 SPT D/S 10 18 23 41 35
4 3.00 -3.45 SPT D/S 27 50 - 77* 56
5 4.00 -4.45 SPT D/S 32 50 - 82* 56
Abbreviations: -
FDD/FMC : Field Dry Density/ Field Moisture Content
UDS : Undisturbed Sample
SPT : Standard Penetration TestD/S : Disturbed Sample
# : SPT N Values are corrected for OBP & Dilatancy
* : Test terminated at blows > 50 for 150mm penetration
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TABLE 8.1.2
SUMMARY OF FIELD PROGRAMME
Reference Level :- Ground Level Bore No. :-02
Type of Boring :-Shell auger & Casing Soil sampler used :- Shelby + SPT
Dia. of Boring :-150mm Date of start :- 16/02/2012
W. T. from GL :- 2.00m Completion Date:- 16/02/2012
No. of blowsSr.
No.Depth from
GL (m) Type of TestType ofSample
FDD(kN/m
3) 150mm 150mm 150mm
N per
300mm
Corted
Nc#
1 0.00-0.50 D/S D/S
2 1.00 -1.45 FDD/FMC UDS 14.52
3 2.00 -2.45 SPT D/S 3 5 8 13 -
4 3.00 -3.45 FDD/FMC UDS 15.00
5 4.00 -4.45 SPT D/S 12 29 39 68 49
6 5.00 -5.45 SPT D/S 15 32 45 87 59
7 6.00 -6.45 SPT D/S 42 50 - 92* 59
Abbreviations: -FDD/FMC : Field Dry Density/ Field Moisture Content
UDS : Undisturbed Sample
SPT : Standard Penetration Test
D/S : Disturbed Sample
# : SPT N Values are corrected for OBP & Dilatancy
* : Test terminated at blows > 50 for 150mm penetration
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TABLE 8.2.1
SUMMARY OF GRAIN SIZE ANALYSIS
BORE HOLE NO: 01
Sand4.75 mm-0.075mmDepth Sample
Gravel>4.75
mm C M F
Silt+Clay
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TABLE 8.2.2
SUMMARY OF GRAIN SIZE ANALYSIS
BORE HOLE NO: 02
Sand4.75 mm-0.075mmDepth Sample
Gravel>4.75
mm C M F
Silt+Clay
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TABLE 8.3
STATEMENT SHOWING SHEAR & SWELLING PARAMETERS
Shear parameters Swelling CharacteristicsBore
holeNo.
Depth
from GL(m)
ClassificationType
ckN/m2
Angle
Deg.
Swelling
Index
Shrinkage
Limit
01 1.00 SCTuu
DS
--
7.85
--
25
30 23
02 3.00 CH
Tuu
DS
42.18
20.60
12
20
20 23
DS : Direct Shear on specimen remoulded on FDD and submerged for 24 hrs saturation
Tuu : Triaxial Compression (Unconsolidated Undrain Condition)
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Fig.
9.1.1
(BH-01)
ParticleSizeDistribution
Curve
0.0
0
10.0
0
20.0
0
30.0
0
40.0
0
50.0
0
60.0
0
70.0
0
80.0
0
90.0
0
100.0
0 0.0
01
0
.010
0.1
00
1.0
00
10.0
00
ParticleSize(mm)
PercentageFiner
0.0
0to0.5
0
1.0
0to1.4
5
2.0
0to2.4
5
3.0
0to3.4
5
4.0
0to4.4
5
Silt
Sand
Gravel
Fine
Medium
Coarse
Clay
0.075
0.425
2.00
4.75
0.002
75
425
ISS
Microns
ISSm
m2.00
4.75
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Fig.
9.1.2
(BH-02)
ParticleSizeDistributionCurv
e
0.0
0
10.0
0
20.0
0
30.0
0
40.0
0
50.0
0
60.0
0
70.0
0
80.0
0
90.0
0
100.0
0
110.0
0 0.001
0.0
10
0.1
00
1.0
00
10.0
00
ParticleSize(mm)
PercentageFiner
0.0
0to0.5
0
1.0
0to1.4
5
2.0
0to2.4
5
3.0
0to3.4
5
4.0
0to4.4
5
5.0
0to5.4
5
6.0
0to6.4
5
Silt
Sand
Gravel
Fin
e
Medium
Coarse
Clay
0.075
0.425
2.00
4.75
0.002
75
425
ISSMic
rons
ISSmm
2.00
4.75
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Project No. Sheet No.
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BoreHoleNo.:-
01
D
ia.
ofBore:-150mm
TerminationDepth:
4.45m
FieldWork:-
Grave
lSand
Silt+Clay
m
No.
No.#
%
m
%
%
%
%
%
(%)
%
%
%
kg/cm
2
Deg.
kg/cm
2
%
%
kg/cm
2
0.0
0to0.50
D/S
11
35
54
43
24
19
CI
Tuu
-
-
1.0
0to1.45
51
UDS
29
32
39
41
20
21
SC
1.99
1.7
6
132.6
0
0.48
32.4
18.4
69.8
DS
0.08
25
23
30
2.0
0to2.45
41
35
D
S
50
46
4
31
NP
NP
GP
3.0
0to3.4577*
56
Vd
S
49
47
4
30
NP
NP
GP
4.0
0to4.4582*
56
Vd
S
53
43
4
31
NP
NP
GP
TerminationDepth
Note:-
1ClassificationofSoilisasperIS1498:1970(Reaffirmed1997)
2Abbrev
iationUsed:(1)DS:DirectSheartestonspecimenremolded@100%FD
Dandsubmergedfor24hrssaturation,
NameofWork:
(2)Tuu:Triaxialcomp
ression(UnconsolidationUndrainedcondition)
(3)D/S:DisturbedSample,
(4)S:SPTSample
,
(5)UDS:UndisturbedSample
(6)SMC:SaturatedMoistureContent
(7)N.O.:
NotObserved
(8)Vd:Very
densestrata
(9)D:Densestrata
3Liqui
dLimitbyConePenetro
meter
(10)St:Stiffconsistency
4SwellPressureTestconductedonspecimenremoldedatFieldMoistureContent
#:SPTNValuesarecorrectedforOBP&D
ilatancy
*:Tes
tterminatedat
blows>
50for150mm
penetration
B
rownishtograyish
nonplasticpoorly
gradedgravels&
fr
iablehardmurrum
w
ithsandparticles
uptotermination
depthof4.45m
Yellow
ishplastic
siltyclay&clayey
s
andw
ithgravelsup
to1.50mdepth
10.1SUMMARY
OFGEOTECHNICALEXPLORATION
DATA
DepthfromRL
SPTBlows/30cm
WaterTable
V
isualIdentification
ofSoil
Hatching
FieldMoistureContent(FMC)
CompressionIndexCc
PreConsolidationPressure(Pc)
SpecificGravity(G)
SMC
VoidRatio(e)
Porosity()
g/cc
FieldDensity
Bulk
Dry
ISClassification
AtterbergLimits
LiquidLimit(WL)
PlasticLimit(Wp)
PlasticityIndex(Ip)
CorrectedSPTBlows'Nc'/30cm
(>4.75mm)
UDSRecoveryRatio
ParticleSizeAnalysis
(4.75mmto0.075mm)
(
-
7/31/2019 120287 Report Weir
22/24
Project No. Sheet No.
120287 019BoreHoleNo.:-
02
Dia
.ofBore:-150mm
TerminationDepth:
6.45m
FieldWork:-
Grave
lSand
Silt+
Clay
m
No.
No.#
%
m
%
%
%
%
%
(%)
%
%
%
kg/cm
2
Deg.
kg/cm
2
%
%
kg/cm
2
0.00to0.50
D/S
1
25
74
48
24
24
CI
1.00to1.45
71
UDS
3
30
67
53
25
28
CH
1.90
1.48
29
2.51
0.69
40.9
27.6
103.5
10
2.00to2.45
13
-
St
S
0
9
91
51
23
28
CH
Tuu
0.43
12
3.00to3.45
73
UDS
0
13
87
51
27
24
CH
1.94
1.53
27
2.53
0.66
39.7
26.0
104.3
DS
0.21
20
23
20
4.00to4.45
68
49
Vd
S
40
52
8
40
29
11
SP-SM
5.00to5.45
87
59
Vd
S
49
47
4
38
NP
NP
GP
6.00to6.4592*
59
Vd
S
53
45
2
36
NP
NP
GP
TerminationDepth
Note:-
1ClassificationofSoilisasperIS1498:1970(Reaffirmed1997)
2AbbreviationUsed:(1)D
S:DirectSheartestonspecimenremolded@100%FDDandsubmergedfor24hrssaturation,
NameofWork:
(2)Tuu:Triaxialcompression(UnconsolidationUndrainedcondition)
(3)D/S:DisturbedSample,
(4)S:SPTSample,
(5)UDS:UndisturbedSample
(6)SMC:Saturated
MoistureContent
(7)N.O.:
NotObserve
d
(8)M:Mediumdensestrata
(9)Vd:VeryDensestrata
3Liqui
dLimitbyConePene
trometer
(10)St:Stiffconsistency
4SwellPressureTestconductedonspecimenremoldedatFieldMoistureContent
#:SPTNValuesarecorrectedforOBP&Dilatancy
*:Testterminatedat
blows
>50for150mm
penetration
16/02/12
BhumiResearchCenter,Surat.
Phone:2551919,982516954
0
ProjectNo.Shrinkage
Limit
Diff.FreeSwellinIndex
SheetNo.
120287
19
ShearParameters
Type
DegreeofSaturation
Proposedsitef
orConstructionofMinorBridgeat
Athola,Silvassa.
Swelling
Characteristics
Cohesion(C)
AngleofShearing Resistance
SwellPressure
Consolidation
Characteristics
CorrectedSPTBlows'Nc'/30cm
(>4.75mm)
UDSRecoveryRatio
ParticleSizeAnalys
is
(4.75mmto0.075mm)
(
-
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23/24
Project No. Sheet No.
120287 020
11.0 IS CLASSIFICATION OF SOIL
GW: Well graded gravels, gravel sand mixtures; little or no fines
GP: Poorly graded gravels or gravel-sand mixtures; little or no fines
SW: Well graded sands, gravelly sands; little or no fines
SP: Poorly graded sands or gravelly sands; little or no fines
GM: Silty gravels, poorly graded gravel-sand-silt mixtures
SM: Silty sands, poorly graded sand-silt mixtures
GC: Clayey gravels, poorly graded gravel-sand-clay mixtures
SC: Clayey sands, poorly graded sand-clay mixtures
ML: Inorganic silts and very fine sands rock flour, silty or clayey fine sands or clayeysilts with none to low plasticity
MI: Inorganic silts, silty or clayey fine sands or clayey silts of medium plasticity
MH: Inorganic silts of high compressibility, micaceous or diatomaceous fine sandy orsilty soils, elastic silts
CL: Inorganic clays, gravelly clays, sandy clays, silty clays, lean clays of lowplasticity
CI: Inorganic clays, gravelly clays, sandy clays, silty clays, lean clays of mediumplasticity
CH: Inorganic clays of high plasticity, fat clays
Pt: Peat & other highly organic soils with very high compressibility
OL,OI,OH: Organic soil
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Project No. Sheet No.
120287 021
12.0 REFERENCES AND BIBLIOGRAPHY
INDIAN STANDARDS DESCRIPTION
IS 8763 - 1978(Reaffirmed 1997)
Guide for Undisturbed Sampling of Sand
IS 2132 - 1986(Reaffirmed 1997)
Code of practice for Thin Walled Tube Sampling of soils (UDS)
IS 2131 - 1981(Reaffirmed 1997)
Method for Standard Penetration Test (SPT) for soils
IS 4968 (Part-1) 1976 Method for Subsurface Sounding for Soils. Dynamic method
using 50mm Cone without Bentonite Slurry.
IS 10042 - 1981(Reaffirmed 1997)
Code of Practice for Site Investigation for Foundation in Gravel-
Boulder Deposit
IS 1892-1979 Code of Practice for Subsurface Investigation for Foundation
IS 2720 Various Method of Test for Soils
IS 2809-1972 Glossary of Terms and Symbols relating to Soil Engineering
IS 1498 - 1970(Reaffirmed 1997)
Classification and Identification of Soils for General Engineering
Purposes
IS 1904 1986 Code for Practice for Design and Construction of Foundation inSoils: General Requirements
IS 6403-1981(Reaffirmed 1997)
Code of Practice for Determination of Bearing Capacity of
Shallow Foundation
IS 8009 Part 1 - 1976(Reaffirmed 1993)
Code of practice for Calculation of Settlements of Foundations(Shallow foundations subjected to symmetrical static vertical
loads)