Rob - Report 41+508 - 01.02.2016

SHREE BALA JI TEST HOUSE PVT. LTD.
(BUILDING MATERIAL,ROAD MATERIAL & SOIL,WATER TESTING LAB)

(NABL ACCREDIATED & ISO CERTIFIED TESTING LABORATORY)
AGRA: B-363, KALINDI VIHAR, AGRA. PHONE: 9219591810, 9350318421
FARIDABAD: FCA – 560 B, EAST CHAWLA COLONY, BALLABGARH (FBD.). PHONE: 9212774833
AN ISO 9001-2000 LAB
REPORT ON
GEOTECHNICAL INVESTIGATION
CONTENTS
Sr. No. DESCRIPTION Page
No.
1.0 INTRODUCTION
2.0 OBJECTIVES OF INVESTIGATION
3.0 SCOPE OF WORK
4.0 FIELD INVESTIGATION
5.0 LABORATORY INVESTIGATION
6.0 INTERPRETATION OF TEST RESULTS
7.0 ALLOWABLE BEARING CAPACITY
7.1 SHEAR FAILURE APPROACH
7.2 SETTLEMENT APPROACH
8.0 SILT FACTOR AND SCOUR DEPTH
9.0 ANALYSIS OF PILE FOUNDATION
10.0 CONCLUSIONS AND RECOMMENDATIONS
1.0 INTRODUCTION
has proposed to carry out detailed Geotechnical investigations for the
proposed construction of ROB from to The work of geotechnical investigation for the
above said project was entrusted to M/s Shree Balaji Test House Pvt. Ltd.,
Faridabad, Haryana.
The report presented herein deals with the analysis of the field and laboratory test
results, type and depth of foundation and recommendations regarding the safe bearing
capacity of soil.
2.0 OBJECTIVES OF INVESTIGATION
The purpose and objectives of investigation was to obtain the sub surface conditions at
the site so as to evaluate the soil parameter required for evaluating the safe bearing
capacity of soil for the design and suitability of the foundation for the proposed structure.
3.0 SCOPE OF WORK

The detailed scope of work of geotechnical investigation for the project was limited
to the following:
 Mobilization of equipment and personnel to the project site, setting up the

equipment and carrying out the field investigation and demobilization of the
same after completion of field work.
 Drilling of 1boreholes of 100-150mm diameter using rotary drilling machine at

specified location up to the depth of 30m below the existing ground level as
instructed by client.
 Conducting standard penetration test at regular depth intervals of 1.5m and

collect each SPT samples for further testing.
 Collection of the undisturbed/disturbed soil samples
 Recording the depth of ground water table (If observed).

 Conducting all necessary and relevant laboratory test on representative soil

sample limited to following:
 Natural moisture content

 Sieve analysis
 Liquid and Plastic limit
 Specific gravity
 Bulk and Dry density
 Void ratio
 Direct shear/Triaxial shear test
 Consolidation (If necessary)
Submission of soil testing report in triplicate includes interpretation of test results and
suggesting recommendations for net safe bearing capacity of soil.
4.0 FIELD INVESTIGATION
 The testing equipment and personnel for carrying out the requisite field works
where mobilized to the site. These were shifted from one test location to another
location during the course of fieldwork and demobilized on satisfactory
completion of entire field work.
 The prescribed boreholes of 150mm dia were drilled at the proposed site using
rotary drilling machine in accordance with IS: 1892- 1976. The location of
borehole as per chainage is mentioned in the Table-1 given below:
Table-1 Location of Bridge as per chainages
Sr. Chainage Name of Type of Depth of Location

No (Km) Structure foundation investigation
(m)
1 41+508 ROB Pile foundation 30 BH-1
 Standard penetration tests were conducted in all boreholes at regular intervals of

1.5m. The bore was cleaned up to the desired depth where the SPT test was
conducted. Standard split spoon sampler was attached to lower end of ‘A’ size
drill rods and driven into the borehole by means of standard hammer of 63.5 Kg.
falling freely from a height of 75 cm. The sampler was driven 45cm and the
number of blows required for the first 15cm penetration was not taken into
account. This was considered as seating drive. The number of blows for the
penetration of last 30 cm was designated as SPT ‘N’ values.
 Soil samples obtained from standard split spoon sampler were collected in the
polythene bags of suitable size. These samples were properly sealed, labeled,
recorded and carefully transported to the laboratory for further testing.
 Un-disturbed (UDS) soil samples were also collected in thin walled sampling
tubes of 100mm dia and 450mm length from the bores. However, some UDS soil
samples from sandy soil were got disturbed while recovering from the boreholes.
After retrieval from the boreholes were properly waxed and sealed at both ends.
These were carefully labeled and transported to the laboratory for testing. The
disturbed sandy soil samples were properly remolded and compacted and at
around field density and accordingly tested in the laboratory.
 The ground water table in borehole generally measured after 24 hours of the
boring or after the full stabilization of water level in boreholes. The water table
was encountered at around 5m to 6m from the existing ground level The
varying depth of water table is shown in Soil Profile Sheets.
5.0 LABORATORY INVESTIGATION

The following laboratory tests were conducted on selected Soil samples recovered from
the boreholes. However, some tests were conducted on remoulded soil samples as
shown in soil profile sheets.
Tests conducted on Soil Samples

a) Natural moisture content
b) Sieve analysis
c) Liquid and Plastic limit
d) Specific gravity
e) Bulk and Dry density
f) Void ratio
g) Direct shear Test
The above laboratory tests were carried out as per relevant Indian standard code of
practice. All the soil samples were identified and classified as per IS: 1498-1970. The
results of laboratory tests are shown in soil profile sheet.
6.0 INTERPRETATION OF TEST RESULTS
Chainage: 41+508 BH-1
 The sub soil stratum consisted of Clayey Silt with Sand layer encountered from
ground level to 3m depth. This layer was classified as ‘SM-SC’ as per IS: 1498,
Indian standard soil classification system. This layer was followed by Clayey Silt
up to the depth of 21m which is classified as ‘CI’. Further, the soil stratum
consisted of Poorly Graded Fine Sand ‘SP-SM’ layer is encountered from 21m to
the depth of investigations i.e., 30m.
 The Standard Penetration Tests (SPT) values reveal that the sub-soil stratum
was consisted in ‘Medium Stiff’ in compactness up to the depth of 6m and
thereafter ‘Very Stiff’ in compactness from 6m to 12m depth. After that the sub
soil stratum consisted in ‘Hard’ in compactness from 12m to 21m depth. Further,
the sub soil stratum consisted in ‘Very Dense’ in state of compactness up to the
depth of investigations.
 The water table was encountered at 5m depth from existing ground level.
7.0 ANALYSIS OF PILE FOUNDATIONS
Based on the field and laboratory test results, sub soil characteristics and heavy load of
superstructure is expected to be transferred to the ground through the foundation
system. In view of heavy expected loads, Bored Cast in-situ piles foundation system is
analysed.
Accordingly, the load carrying capacity of pile has been computed in accordance
with IS: 2911(part-1 sec.-2) -2004 and as per IRC 78 : 2000 Appendix -5. Since, the
filled up soil is encountered up to a depth of 1m, therefore, the cut off level of the piles
has been considered at 2.0m depth from soil investigation level. The cut off level of pile
may be changed according to suitability of structure and ground conditions beyond the
2m depth. Accordingly, length and diameter of diameter of pile may increase or
decrease with regard to load carrying capacity of pile. The complete calculation of load
carrying capacities of pile is given below.
Sample calculation of load carrying capacity of Pile
Chainage: Km 41+508 BH-1
Dia of Pile: = 120 cm

Length of Pile: = 20m,22m, 24m,26m. (sample calculation 20m)
Cut off Level/ Depth: = 2m
TABLE - SOIL PROPERTIES USED IN PILE DESIGN
Detail for BH - 01
Sr. No. From To Depth Soil Type C  d G Nq Nr
1 2 3 1.00 SC-SM 0.54 6.2 1.58 2.66
2 3 12 9.00 CI 0.64 7.1 1.576 2.68
3 12 21 9.00 CI 0.82 9.5 1.609 2.68
4 21 22 1.00 SP-SM 0.01 31 1.61 2.65 25 27.53
Total 20m
APPENDIX - 1 CAPACITY OF PILE AT BH.No. A1

SIDE RESISTANCE IN SOIL
Layer 1
LOAD CARRYING CAPACITY-STATIC FORMULA (Rf = K x Pdi x tan  x Asi +  x C x As)
1 D Stem Dia in cms 120
2 L Total Length of Pile in cms
100
Note :- 2.0 mt depth considered as cutoff level
2
3 Ap C/S Area in cm 11309.7
4 K Coe. Of Earth Press. 1.5
Top Overburder pressure 0

5 Pdi Bottom Overburder pressure 0.099
2
Eff. Overburden pr in kg/cm . for ith layer (Pdi) 0.0493
6  Unit weight In kg/cc (Submerged) 0.000986
7  Reduction Factor 0.3
2
8 C Avg. Cohesion kg/cm 0.54
9  Angle Of Inter.Friction, degree 6.2
2
10 As Surface Area in cm 37699.112
11 Rf Ultimate BearingG Capacity
12 Friction Capacity, Kg 6410.118
Factor of Safety 2.50
13 Rf Side Resistance in MT 2.56

Layer 2
LOAD CARRYING CAPACITY-STATIC FORMULA (Qu= K x Pdi x tan  x Asi +  x C x As)
2 L Total Length of Pile in cms 900
2
Top Overburder pressure 0.099
2
2
2
11 Rf Ultimate BearingG Capacity
13 Rf Side Resistance in MT 39.83

Layer 3

2
2
2
2
11 Qu Ultimate BearingG Capacity
13 Qu Side Resistance in MT 82.50

Layer 4
2
2
2
9  Angle Of Inter.Friction, degree 31
2
11 Qu Ultimate BearingG Capacity
13 Qu Side Resistance in MT 26.49

Pdi = Effective overburden 1.995757235
SIDE RESISTANCE CAPACITY OF BORED CAST IN SITU PILE
D STEM DIA IN CMS 120

L TOTAL LENGTH IN CMS 2000
Rf TOTAL SAFE BEARING CAPACITY IN MT 151.38
Calculation of Base Resistance for BH.No. 01
Calculation for base resistance is done as per IRC 78 : 2000 Appendix -5
Ru = Ap ( 0.5 x D x  x N + Pd x Nq ) + Ap x Nc x Cp
2
Ap = Cross section area at base = 11309.73355 cm
D = Pile diameter in cm = 120 cm
(as per soil


3
= effective unit weight of soil at pile tip = 0.001 kg/cm report)
Nq = Bearing capacity factor = 25 as per Table no 1 IS 6403
N = Bearing capacity factor = 27.53 as per Table no 1 IS 6403

Nc = Bearing capacity factor = 9 as per Table no 1 IS 6403
Pdi = Effective overburden = 1.9957572 as calculated for side resistance
Kg/ (as per soil report

2
Cp = Average cohesion at tip of pile = 0.01 cm )
Ru = 584032.1802 Kg
Ru = 584.032 T
Factor of safety = 2.5
Ru = 234 T
 /4 x
2
self wt of pile = 1.2 x 2.5 x 20 = 56.55 T
Net Load Capacity of pile = Rf + Ru - Self wt. of pile

Net Load Capacity of pile = 151.38 + 234 - 56.55 = 328.45 T
Table - Summary of Load Carrying capacity of Pile –BH-1
Dia of Pile Length Rf Ru Self wt Capacity

(m) (m) (t) (t) (t) (t)
1.20 20 151.38 233.61 56.55 328.45
1.20 22 208.45 256.29 62.20 402.53
1.20 24 270.96 278.96 67.86 482.06
1.20 26 329.82 301.64 73.51 557.95
10.0 CONCLUSIONS & RECOMMENDATIONS

Based on the field and laboratory test results the conclusion and Recommendations
are given below.
Chainage: 41+508 BH-1
 The sub soil stratum consisted of Clayey Silt with Sand layer encountered from
ground level to 3m depth. This layer was classified as ‘SM-SC’ as per IS: 1498,
Indian standard soil classification system. This layer was followed by Clayey Silt
up to the depth of 21m which is classified as ‘CI’. Further, the soil stratum
consisted of Poorly Graded Fine Sand ‘SP-SM’ layer is encountered from 21m to
the depth of investigations i.e., 30m.
 The Standard Penetration Tests (SPT) values reveal that the sub-soil stratum
was consisted in ‘Medium Stiff’ in compactness up to the depth of 6m and
thereafter ‘Very Stiff’ in compactness from 6m to 12m depth. After that the sub
soil stratum consisted in ‘Hard’ in compactness from 12m to 21m depth. Further,
the sub soil stratum consisted in ‘Very Dense’ in state of compactness up to the
depth of investigations.
 The water table was encountered at 5m depth from existing ground level.
Table - Summary of Load Carrying capacity of Pile –BH-1
Dia of Pile Length Rf Ru Self wt Capacity

(m) (m) (t) (t) (t) (t)
1.20 20 151.38 233.61 56.55 328.45
1.20 22 208.45 256.29 62.20 402.53
1.20 24 270.96 278.96 67.86 482.06
1.20 26 329.82 301.64 73.51 557.95
 Pile of length 16m,18m cannot be proposed because , a pile cannot rest on a layer of
clayey silt i.e., CI
 Recommendations and guidelines as per latest IRC-78:2000 should be

followed during designing and execution of work.
 In order to ascertain the actual load carrying capacity of pile, it is

recommended that the initial test may be conducted in accordance with the
IS: 2911; Pt-IV and deign the structure accordingly.
 Report is prepared on the basis of limited boreholes drilled at the test

location for subsoil investigations. The field and laboratory tests performed
on samples recovered from the site. Any discrepancy in soil/rock stratum, if,
observed during construction shall be reported immediately to the concerned
agency SHREE BALAJI TEST HOUSE PVT. LTD.
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SHREE BALA JI TEST HOUSE PVT. LTD.

(BUILDING MATERIAL,ROAD MATERIAL & SOIL,WATER TESTING LAB)

2.0 OBJECTIVES OF INVESTIGATION

3.0 SCOPE OF WORK

 Mobilization of equipment and personnel to the project site, setting up the

 Drilling of 1boreholes of 100-150mm diameter using rotary drilling machine at

 Conducting standard penetration test at regular depth intervals of 1.5m and

 Collection of the undisturbed/disturbed soil samples

 Recording the depth of ground water table (If observed).

 Conducting all necessary and relevant laboratory test on representative soil

 Natural moisture content

4.0 FIELD INVESTIGATION

Table-1 Location of Bridge as per chainages

Sr. Chainage Name of Type of Depth of Location

 Standard penetration tests were conducted in all boreholes at regular intervals of

5.0 LABORATORY INVESTIGATION

Tests conducted on Soil Samples

6.0 INTERPRETATION OF TEST RESULTS

Chainage: 41+508 BH-1

7.0 ANALYSIS OF PILE FOUNDATIONS

Sample calculation of load carrying capacity of Pile

Chainage: Km 41+508 BH-1

Dia of Pile: = 120 cm

TABLE - SOIL PROPERTIES USED IN PILE DESIGN

APPENDIX - 1 CAPACITY OF PILE AT BH.No. A1

Top Overburder pressure 0

SIDE RESISTANCE IN SOIL

SIDE RESISTANCE IN SOIL

1 D Stem Dia in cms 120

SIDE RESISTANCE IN SOIL

13 Qu Side Resistance in MT 26.49

SIDE RESISTANCE CAPACITY OF BORED CAST IN SITU PILE

D STEM DIA IN CMS 120

Calculation of Base Resistance for BH.No. 01

Calculation for base resistance is done as per IRC 78 : 2000 Appendix -5

D = Pile diameter in cm = 120 cm

(as per soil

Nq = Bearing capacity factor = 25 as per Table no 1 IS 6403

N = Bearing capacity factor = 27.53 as per Table no 1 IS 6403

Nc = Bearing capacity factor = 9 as per Table no 1 IS 6403

Pdi = Effective overburden = 1.9957572 as calculated for side resistance

Kg/ (as per soil report

Factor of safety = 2.5

Net Load Capacity of pile = Rf + Ru - Self wt. of pile

Table - Summary of Load Carrying capacity of Pile –BH-1

Dia of Pile Length Rf Ru Self wt Capacity

10.0 CONCLUSIONS & RECOMMENDATIONS

Chainage: 41+508 BH-1

Table - Summary of Load Carrying capacity of Pile –BH-1

Dia of Pile Length Rf Ru Self wt Capacity

 Recommendations and guidelines as per latest IRC-78:2000 should be

 In order to ascertain the actual load carrying capacity of pile, it is

 Report is prepared on the basis of limited boreholes drilled at the test

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