SENER Doc. P210G04-01-KD2-GIR-SR-RP-0001
Rev. 0
2013/07/02 Page 1 of 41
KD2- Geotechnical Investigations Report
SENER Ingeniería y Sistemas S.A. - India 2013
The information contained in this document is confidential and restricted, and is to be used only for the purposes established in the document. No modification, exploitation, reproduction, communication to any third party, dissemination or distribution of the whole or any part of the document is permitted without the prior written consent of SENER Ingeniería y Sistemas, S.A.. Failure to respond to any request for such consent shall in no way be construed as authorization for use.
PREPARATION OF TECHNICAL FEASIBILITY STUDY AND MASTER PLAN FOR DEVELOPMENT OF BIJWASAN NEW DELHI RAILWAY STATION OF THE INDIAN RAILWAY NETWORK
KD2 – GEOTECHNICAL INVESTIGATIONS REPORT
WWW.SENER.ES
SENER Doc. P210G04-01-KD2-GIR-SR-RP-0001
Rev. 0
2013/07/02 Page 2 of 41
KD2- Geotechnical Investigations Report
SENER Ingeniería y Sistemas S.A. - India 2013
Signature Control
Written Approved
Mr. Ranga Rao Mr. Juan Francisco Paz
July 2013 July 2013
Date and Signature Date and Signature
Changes Record
Rev Date Author Affected section Changes
0 2013.07.02 Mr. Ranga Rao Update
SENER Doc. P210G04-01-KD2-GIR-SR-RP-0001
Rev. 0
2013/07/02 Page 3 of 41
KD2- Geotechnical Investigations Report
SENER Ingeniería y Sistemas S.A. - India 2013
TABLE OF CONTENTS
1 INTRODUCTION ...................................................................................... 6
1.1 Scope of this Report ...................................................................... 6
2 PLANNING OF GEOTECHNICAL INVESTIGATION PROGRAMME .............................. 7
3 LOCATION AND CO – ORDINATES OF BORE HOLES ........................................... 8
3.1 Co – Ordinaste of bore holes ............................................................ 8
3.2 Depth of bore holes ....................................................................... 8
4 METHODOLOGY OF SOIL INVESTIGATION SURVEY .......................................... 10
4.1 Scope of Work ............................................................................ 10
4.2 Safety measures ......................................................................... 11
4.3 Boring ...................................................................................... 11
4.4 In-situ Tests ............................................................................... 12
4.5 Standard Penetration Tests (SPT) .................................................... 12
4.6 Collection of Samples ................................................................... 12
4.7 Labeling, Packing and Transporting ................................................. 15
4.7.1 Sample Labeling: .................................................................15
4.7.2 Packing and Transporting .......................................................16
4.7.3 Laboratory Testing: ..............................................................16
4.7.4 Moisture Content Determination ...............................................16
4.7.5 Grain Size Distribution ...........................................................16
4.7.6 Atterberg Limits ..................................................................16
4.8 Consolidation Tests ..................................................................... 17
4.8.1 Unconfined Compressive Strength (UCS) ......................................18
4.9 Direct shear Tests ....................................................................... 18
SENER Doc. P210G04-01-KD2-GIR-SR-RP-0001
Rev. 0
2013/07/02 Page 4 of 41
KD2- Geotechnical Investigations Report
SENER Ingeniería y Sistemas S.A. - India 2013
4.10 Uniaxial Compressive Strength of Intact Rock Samples ......................... 19
4.11 Chemical Tests ........................................................................... 19
4.12 Report Preparation ...................................................................... 19
5 TERMINATION OF BORE HOLE .................................................................. 21
6 LABORATORY TESTS ............................................................................. 22
7 GEOLOGICAL INFORMATION OF THE REGION ................................................ 23
7.1 Location ................................................................................... 23
7.2 Climate .................................................................................... 23
7.3 Topography, Geography and General Geology .................................... 24
7.4 Seismicity ................................................................................. 26
7.5 Liquefaction .............................................................................. 27
8 GEOTECHNICAL ASSESMENT /PROPOSED DESIGN PARAMETERS ......................... 29
8.1 Subsurface Conditions / Strength Characteristics ................................ 29
9 DESIGN CRITERIA .................................................................................. 31
9.1 Design Methodology ..................................................................... 31
9.1.1 Open Foundation ..................................................................31
9.1.2 Shallow Foundation ...............................................................32
10 COMPUTATIONS ................................................................................... 33
11 RECOMMENDATIONS .............................................................................. 41
SENER Doc. P210G04-01-KD2-GIR-SR-RP-0001
Rev. 0
2013/07/02 Page 5 of 41
KD2- Geotechnical Investigations Report
SENER Ingeniería y Sistemas S.A. - India 2013
ANNEXURES
Annexure nº1.Liquefaction Potential Evalaution
Annexure nº2.Chemical Analysis
Annexure nº3.Borelogs
Annexure nº4. PHI
Annexure nº5.GSD
Annexure nº6.DST
Annexurenº7.Photographs
Annexure nº8.Bore Hole location Drawing
SENER Doc. P210G04-01-KD2-GIR-SR-RP-0001
Rev. 0
2013/07/02 Page 6 of 41
KD2- Geotechnical Investigations Report
SENER Ingeniería y Sistemas S.A. - India 2013
1 INTRODUCTION
Ministry of Indian Railways, (MOR) Govt. of India, through Indian Railway Stations
Development Corporation Limited (IRSDC)” Which is Constituted under Companies Act,
1956, a Government Company under the Ministry of Railways and “Rail Land Development
Authority (RLDA)” a statutory authority under Ministry of Railways, has decided for
preparation of Master Plan for Development / Redevelopment of Bijwasan Railway Station,
New Delhi on the Indian Railway Network.
IRSDC, has appointed M/s. SENER, an International Architect firm from Spain along with
M/s. Balaji Railroad Systems Limited, Hyderabad for preparation of Master Plan.
1.1 Scope of this Report
This report presents the details of Geotechnical investigations carried out and data
obtained from various field and laboratory tests, their computation, compilation, analysis
and suitable recommendation made as regards to type of foundations to be adopted for
the proposed structures.
This report contains the following information
Introduction
Planning Geo – Technical Investigation programme
Geological Information of the region.
Methodology of Investigation.
Subsurface conditions / Geotechnical Assessment.
SENER Doc. P210G04-01-KD2-GIR-SR-RP-0001
Rev. 0
2013/07/02 Page 7 of 41
KD2- Geotechnical Investigations Report
SENER Ingeniería y Sistemas S.A. - India 2013
2 PLANNING OF GEOTECHNICAL INVESTIGATION PROGRAMME
Based on the nature of Project the work was planned as given below:
a) Drilling bore holes of 150mm diameter up to 30.0m depth by shell & auger
Method as per IS code of practice and as per the direction of the Engineer-in-
Charge.
b) Conducting Standard Penetration tests in the bore holes at regular intervals of
1.50m or wherever possible as per IS Code of Practice.
c) Collecting undisturbed soil samples from the bore holes at regular intervals of
3.0m or change of strata or wherever possible as per IS Code of Practice.
d) Recording of water table level in the bore holes after completion of borehole.
e) Preparation of report summarizing the details of soil classification, analysis of
test data, type of foundation etc.
SENER Doc. P210G04-01-KD2-GIR-SR-RP-0001
Rev. 0
2013/07/02 Page 8 of 41
KD2- Geotechnical Investigations Report
SENER Ingeniería y Sistemas S.A. - India 2013
3 LOCATION AND CO – ORDINATES OF BORE HOLES
The boreholes for the proposed structure were drilled as per the direction of the Engineer
in charge and are given at Table I below:
3.1 Co – Ordinaste of bore holes
Table – 1
S.No. Bore Hole No. Easting Northing
1 B.H-1 3158171.869 702673.071
2 B.H-2 3158642.248 702577.612
3 B.H-3 3158939.625 702583.179
4 B.H-4 3158939.773 702729.936
5 B.H-5 3158792.537 702728.484
6 B.H-6 3159230.003 702580.573
7 B.H-7 3158940.533 702900.146
8 B.H-8 3158496.438 702785.303
9 B.H-9 3159203.839 703040.651
10 B.H-10 3159553.814 702885.079
11 B.H-11 3159761.624 702800.220
12 B.H-12 3160205.297 702836.366
13 B.H-13 3159221.756 702817.007
14 B.H-14 3160416.075 702778.680
15 B.H-15 3160702.703 702600.542
3.2 Depth of bore holes
Table ‐ 2
BH No. Depth of Borehole(m) Water Table(m)
1 30.0 28.30
2 30.0 26.00
SENER Doc. P210G04-01-KD2-GIR-SR-RP-0001
Rev. 0
2013/07/02 Page 9 of 41
KD2- Geotechnical Investigations Report
SENER Ingeniería y Sistemas S.A. - India 2013
BH No. Depth of Borehole(m) Water Table(m)
3 30.0 26.00
4 30.0 25.70
5 30.0 26.00
6 30.0 26.30
7 30.0 26.50
8 30.0 26.00
9 30.0 26.70
10 30.0 27.00
11 30.0 25.40
12 30.0 25.20
13 30.0 27.10
14 24.20 Not Met
15 30.0 28.90
SENER Doc. P210G04-01-KD2-GIR-SR-RP-0001
Rev. 0
2013/07/02 Page 10 of 41
KD2- Geotechnical Investigations Report
SENER Ingeniería y Sistemas S.A. - India 2013
4 METHODOLOGY OF SOIL INVESTIGATION SURVEY
Purpose
The Purpose of this Method Statement is to form a procedure for soil investigation
works required for the preparation of Bijwasan Railway station Master Plan
development Project.
Description
Geotechnical investigations are required to evolve various soil / rock parameters at
the proposed project location in order to carry out engineering analysis. Broad
objectives of the investigations are as follows.
To evaluate geo-technical parameters of soil / rock at the proposed
borehole locations.
To assess the engineering parameters and to estimate bearing capacity of
soil.
To recommend suitable foundation systems.
To evaluate the aggressiveness of soil due to chemical content in the
deposits.
To measure the effect of ground water on steel and other materials and to
submit recommendations for preventive measures.
4.1 Scope of Work
The scope of work includes the following:
Drilling boreholes at accessible locations within the project site boundaries.
Conducting standard penetration tests at 1.5m interval (depth) or at every
identifiable change of strata, whichever is met earlier.
Conducting the field tests like Standard Penetration Tests (SPT), Vane Shear Test
(VST) as per the Technical Specifications.
Collection of both disturbed and undisturbed soil samples and rock cores and
carrying out the entire relevant laboratory tests on soils and rock cores.
Submitting a detailed report on soil investigations including the design soil
parameters for the various locations.
SENER Doc. P210G04-01-KD2-GIR-SR-RP-0001
Rev. 0
2013/07/02 Page 11 of 41
KD2- Geotechnical Investigations Report
SENER Ingeniería y Sistemas S.A. - India 2013
Location of boreholes
The exact location of boreholes shall be obtained from the topographical survey
data and the Chainage / coordinates will be intimated to Engineer’s representative.
Tentatively 6 weeks are planned to complete the works at site.
4.2 Safety measures
All safety measures will be strictly followed during working. The following shall be taken
care:
Barricading the location with prior information to traffic police, if it is on the road.
Safety standby man shall be deployed from start to finish.
Only licensed and experienced operators and workers shall be working at site.
All men working at site shall be provided with required PPEs like safety helmets,
safety shoes, reflective Jackets, safety gloves etc.
Drinking water in sufficient quantity shall be available at working place. Also
necessary lighting arrangements shall be made at work place at night.
Necessary Sign Board shall be installed at site.
The work shall be carried out under the Supervision of a qualified Engineer.
4.3 Boring
Boring in Soil
Boring shall be carried out in accordance with the provisions of IS 1892:1979. Minimum
diameter of boring shall be 150 mm. Auger boring shall be resorted to above the water
table, whereas below the water table the boreholes shall be advanced by rotary drilling
with mud circulation through all kinds of soils other than rock. While boring above water
table, no water shall be introduced in the boreholes. Casing if required shall be used to
support the sides of boreholes in soil for loose soils. Water table in the borehole shall be
carefully recorded and reported.
Use of chisel and percussion boring shall be permitted exclusively in strata having N (SPT)
value greater than 100 per 30 cm of penetration.
SENER Doc. P210G04-01-KD2-GIR-SR-RP-0001
Rev. 0
2013/07/02 Page 12 of 41
KD2- Geotechnical Investigations Report
SENER Ingeniería y Sistemas S.A. - India 2013
Boring in Rock
If the rate of advancement of boring by chiseling is slow (i.e. less than 20 cm in 4 hrs),
then core drilling with N* size Tungsten Carbide (TC) bit shall be done. Where core
recovery exceeds 10%, TC bits shall be used for coring in soft / weathered rock and
diamond bits for hard rock (Rock Quality Designation (RQD) > 50% or core recovery
Percentage > 75%). Maximum length of coring in rock shall be 1.5m. In hard rock maximum
length of coring shall be restricted to 1.0m. Double tube core barrel shall be used for
coring.
4.4 In-situ Tests
In-situ Density
The in-situ density of the soil in trial pits at ground surface shall be determined by the
core cutter method provided the soil consists of predominantly fine grained particles, as
per IS2720 (Part 29). In medium grained to coarse grained soils the sand replacement
method shall be adopted for determination of field density as described in IS 2720 (Part
28).
4.5 Standard Penetration Tests (SPT)
These tests were conducted at every 1.50 m intervals and every change of strata or
wherever possible. The tests were performed by driving into the soil (bore holes cleaned of
any loose material) a standard split spoon sampler with the help of a standard hammer
with a free fall of 75 cm on a driving head as described in IS: 2131. This head was
attached to “A” drill rod to the other end of which the sampler was fitted. The number of
blows needed to penetrate the first, second and third stages (each of 15 cm) depth of the
sampler length, were noted. The number of blows (N value) as given in the borehole data
sheets is the numerical sum of blows counted during the second & third stage only i.e. for
a depth of 30 cm.
4.6 Collection of Samples
Disturbed Soil Samples
Disturbed samples shall be collected at every 1.5m up to 15 m depth and at intervals of 2.0
m beyond 15m depth and at every change of strata from borehole. Weight of disturbed
SENER Doc. P210G04-01-KD2-GIR-SR-RP-0001
Rev. 0
2013/07/02 Page 13 of 41
KD2- Geotechnical Investigations Report
SENER Ingeniería y Sistemas S.A. - India 2013
samples shall not be less than 1 kg and shall be taken as per IS 1892 : 1979. The samples
are placed immediately in airtight containers with a minimum of air space so as to
maintain the natural moisture content for at least one week.
Identification levels, indicating depth, borehole number and visual soil classification shall
be affixed on the containers.
Undisturbed Soil Samples
Undisturbed samples shall be collected from all boreholes from representative soils at
intervals of 3.0m in depth and at every change of stratum, whichever occurs earlier.
For adjacent boreholes, depth of sample collections shall be staggered to cater for full
layer.
The ratio of the sampling tubes not exceed 20%. In soft deposits, piston sampler shall be
used to collect UDS.
Before taking an undisturbed sample the bottom of the boring shall be carefully cleaned to
remove loose materials and where casing is being used the sample shall be collected from
the bottom of the casing.
Care shall be taken to minimize sample disturbance while collection of samples. Samples
shall be collected preferably by pushing the sampler. Driving by hammer above ground
level (like SB’T) is not acceptable.
Where an attempt is made to collect an undisturbed sample, which is aborted because of
slippage, the boring shall be cleaned out for the full depth to which the sampling tube has
been driven and the recovered soil shall be kept as a disturbed sample.
A fresh attempt shall be then made from the level of the base. Where full recovery is not
achieved the actual length of sample in the sampling tube shall be recorded and the
reason for only partial recovery shall be noted. Samples with recovery of less than 60%
shall be regarded as disturbed samples.
SENER Doc. P210G04-01-KD2-GIR-SR-RP-0001
Rev. 0
2013/07/02 Page 14 of 41
KD2- Geotechnical Investigations Report
SENER Ingeniería y Sistemas S.A. - India 2013
The depths from which all samples arc taken shall be recorded. The level at the top of the
sample and the length of the sample obtained shall be given, together with the depth of
casing. As soon as the sample is obtained from the trial pit or borehole, the ends of the
sample should be cut and removed to a depth of 2.5 cm and several layers of molten wax
should be applied to each end.
Rock Samples
Disturbed Rock Samples:
The sludge from percussion borings, or from rotary borings, which have failed to yield a
core, may be taken as a disturbed sample. It may be recovered from circulating water by
settlement in a trough. The rock type may be deduced by examining the material of which
the sludge is composed.
Undisturbed Rock Samples:
Coring is the process of recovering cylindrical cores of rock by means of rotating a hollow
steel tube (Core barrel) equipped with a coring bit. The drilled core is carefully collected
in the core barrel as the drilling progresses.
Once the core has been cut and the core barrel is full, the drill rods or overshot assembly
ore pulled and the core retrieved.
Cores of rock shall be taken by means of rotary drills fitted with a coring bit with core
retainer. Rock core shall be recovered continuously in the borehole. If recovery drops
below 100%, modify the drilling procedure, that is, adjust the drilling RPM, down feed
pressure, the drilling fluid type and flow.
Water Samples
Samples of ground water shall be taken from each boring in which water is found. Where
water has been previously added for boring purposes, the boring shall be bailed out before
sampling until only uncontaminated groundwater is present in the boring.
SENER Doc. P210G04-01-KD2-GIR-SR-RP-0001
Rev. 0
2013/07/02 Page 15 of 41
KD2- Geotechnical Investigations Report
SENER Ingeniería y Sistemas S.A. - India 2013
The samples shall be stored in watertight containers, which shall be washed out with
groundwater before filling. The sample shall be not less than 0.5 litres in volume. In the
event that sample contains any suspended sediment, a larger quantity of sample shall be
obtained and allowed for sediment settling.
The clean water shall then be decanted into the storage container. The depth of borehole,
depth of casing and water level at the time of sampling and the depth from which the
sample is obtained shall be recorded on two labels to be fixed to the samples, using
appropriate non-fade waterproof marker pen.
Bulk / Disturbed Soil Samples
Bulk / Disturbed samples shall be collected at ground surface, 0.5m and 1.0m depths. They
shall be fully representative of the zone from which they are taken. Weights of bulk
sample shall not be less than 5 kg and disturbed sample shall not be less than 1.0 kg.
They shall be placed immediately in airtight containers with a minimum of air space so as
to maintain the natural moisture content for at least one week.
Identification levels, indicating depth, borehole number and visual soil classification shall
be affixed on the containers.
4.7 Labeling, Packing and Transporting
4.7.1 Sample Labeling:
All samples, irrespective of their type, shall be clearly and permanently labeled with the
following information immediately upon recovery:
a) Project name and location
b) Borehole number
c) Depths at which sample collected
d) Date of recovery
e) In the case of core samples or undisturbed “tube” samples, tl>c top and bottom
of the samples shall be clearly marked as such.
SENER Doc. P210G04-01-KD2-GIR-SR-RP-0001
Rev. 0
2013/07/02 Page 16 of 41
KD2- Geotechnical Investigations Report
SENER Ingeniería y Sistemas S.A. - India 2013
All samples shall be fixed with two labels one on the lid or screw top, the other on the jar
or on the steel tube.
4.7.2 Packing and Transporting
All collected samples shall be transported at the end of every borehole to the laboratory.
4.7.3 Laboratory Testing:
After collecting disturbed and undisturbed soil samples from different boreholes at
different depths and trial pits, a laboratory test schedule shall be prepared. The laboratory
tests shall essentially comprise of but not limited to the following.
4.7.4 Moisture Content Determination
The natural moisture content of all the soil samples brought from the site should be
determined as prescribed in IS2720 (Part 2) – 1973.
4.7.5 Grain Size Distribution
Sieve analysis for grain distribution should be conducted on all disturbed and undisturbed
samples collected from boreholes and trial pits. A hydrometer analysis should be carried
out on fractions less than 75 micron wherever applicable as per IS 2720 (Part 4) – 1985. For
the hydrometer analysis, the hydrometer should be calibrated appropriately and all
corrections viz. meniscus, temperature and dispersing agent corrections applied to the
readings.
The grain size distribution curve i.e. Percent finer vs particle diameter should be plotted.
A table showing the percentage of various grain sizes (gravel to clay), D___ Dm, Uniformity
Coefficient C, and Coefficient of Curvature Cc for each test should be given.
4.7.6 Atterberg Limits
These tests shall be carried out on clay fractions (size < 75 microns) for all disturbed and
undisturbed samples. The test results should include liquid limit, plastic limit, and
plasticity index and shrinkage limit of the soil samples. These test shall be conducted as
per IS2720 (Part – 5) 1985 and IS 2720 (Part – 6) – 1972. In swelling type of soils, the free
swell index should be determined.
SENER Doc. P210G04-01-KD2-GIR-SR-RP-0001
Rev. 0
2013/07/02 Page 17 of 41
KD2- Geotechnical Investigations Report
SENER Ingeniería y Sistemas S.A. - India 2013
4.8 Consolidation Tests
These tests shall be conducted on undisturbed samples of clayey soils for vertical drainage
only. The following loading stages shall be employed:
0.1, 0.25, 0.50, 1.0, 2.0, 4.0, 8.0 kg/cm2.
From e vs log p curves, pre-consolidation pressure shall be determined to establish
whether the soil is normally consolidated or over-consolidated.
The point (e, p) showing initial condition of the soil under test must be specifically marked
on the consolidation curves. Cycle(s) of loading, unloading and reloading shall be applied.
The field virgin compression curve shall be established. Settlement predictions based on
the field virgin compression curve shall only be acceptable. The procedure adopted in
respect of obtaining compression indices from the field curve and that for computing
settlements for the type of soil under consideration shall be clearly illustrated in the
report.
The following curves shall be included in the report:
a) e Vs log p
b) e Vs p
c) Compression Vs log (t) or compression Vs square root (I)
The choice of relationship in part © depends upon the shape of the plot that enables clear
determination of CVI the coefficient of consolidation. The time period required for 50% and
90% primary consolidation should be given in the report.
Location of pc (pre-consolidation pressure) shall be clearly indicated in the e-log p curve.
Values of mV CV shall be furnished for different pressure ranges including the values of eo,
Cc, & Pc in the e-log p plot as well as in tabular form. Computation of secondary
settlements if significant shall also be made and included in the report.
SENER Doc. P210G04-01-KD2-GIR-SR-RP-0001
Rev. 0
2013/07/02 Page 18 of 41
KD2- Geotechnical Investigations Report
SENER Ingeniería y Sistemas S.A. - India 2013
4.8.1 Unconfined Compressive Strength (UCS)
These tests shall be done as per IS 2720 (Part – 10) – 1973 on undisturbed soil samples of
saturated (or nearly saturated) non-fissured cohesive soils. The cylindrical soil sample
should be tested quickly without allowing for drainage, in vertical compression. The UCS
and cohesion (half the UCS) of the samples should be reported.
4.9 Direct shear Tests
These tests shall be conducted on disturbed samples collected in boreholes/trial pits
remolded to their natural density. The test shall be performed as per IS2720 (Part – 13) –
1971. In case cohesive soils, the specimen of required dimension shall be prepared by
compacting the sample to the natural density and natural moisture content and extracted
and trimmed to required size or directly compacted in to the shear box.
In case cohesion less soils, the sample shall be prepared directly in to the shear box itself
with base plate or grid plate / porous plate. The shear box with the specimen, plain grid
plate over the base plate at the bottom of the specimen and plain grid plate at top of the
specimen shall be fitted into the loading frame. The serrations of the grid plates should be
at right angles of the directions of shear. A water jacket should be provided so that the
specimen does not gel dried during the test. The test shall be commenced and shear load
reading and displacements should be noted at regular intervals. The test shall be
continued until the specimen fails or to 20 percent of Longitudinal displacement, which
occurs first. The specimen then is unloaded and final moisture content shall be noted.
A minimum of three specimens shall be tested as above for different shear loads. The
dimensions of each specimen, the bulk density, the moisture content, the normal load, the
value of the maximum principal stress difference, and the corresponding strain and time to
failure and the rate of strain at which the test was conducted shall be reported.
All the stress – strain diagrams as well as Mohr’s envelopes shall be included in the report.
The Secant Modulus and Tangent Modulus at 50% of the peak strength shall be indicated.
The shear strength parameters shall be obtained from the plot of Mohr circles and be
reported.
SENER Doc. P210G04-01-KD2-GIR-SR-RP-0001
Rev. 0
2013/07/02 Page 19 of 41
KD2- Geotechnical Investigations Report
SENER Ingeniería y Sistemas S.A. - India 2013
4.10 Uniaxial Compressive Strength of Intact Rock Samples
The tests shall be performed as per IS 9143 – 1979. Intact rock cores of minimum NX size
and length 2.5 to 3 times the diameter should be tested for its Uni-axial compressive
strength. This test should be conducted on perfectly cylindrical samples, which shall be
polished and conform to the relevant Indian Standards. The UCS of the sample should be
reported along with the diameter and length of the sample.
4.11 Chemical Tests
Chemical test shall be conducted on soils and water samples as per the relevant IS a latest
revision to report the following:
PH
Chlorides inppm & percentage
Sulphate in ppm and percentage and expressed as SO3 & SO4
4.12 Report Preparation
The report shall also contain the summary of various soil parameters evaluated in a
Performa. The final report shall include but not limited to the following:
A plot plan shall be attached with the report showing all test locations with (here
coordinates and reduced levels).
General geological information of the region.
Character and genesis of soil.
Procedure of investigations and methods of various tests adopted.
Detailed bore logs indicating co-ordinates, reduced ground/bed levels, ground
water table, subsoil section along various profiles indicating borehole nos., depth
wise in situ tests like SPT, etc.
All field and laboratory test results shall be plotted against depth and also in
tabular form.
Summary of results obtained from various tests and their interpretation to evaluate
various soil parameters.
Sets of longitudinal and transverse soil profile connecting various boreholes showing
the variation of soil stratum.
SENER Doc. P210G04-01-KD2-GIR-SR-RP-0001
Rev. 0
2013/07/02 Page 20 of 41
KD2- Geotechnical Investigations Report
SENER Ingeniería y Sistemas S.A. - India 2013
Comments on chemical nature of ground water and soil with due regard to potential
deleterious effect on steel and other materials and firm recommendations on
protective measures. Also remedial measure for sulphate attack or acidity shall be
dealt with in detail giving clear practical recommendations.
SENER Doc. P210G04-01-KD2-GIR-SR-RP-0001
Rev. 0
2013/07/02 Page 21 of 41
KD2- Geotechnical Investigations Report
SENER Ingeniería y Sistemas S.A. - India 2013
5 TERMINATION OF BORE HOLE
Each Bore hole was planned to be extended up to a maximum depth of 30m below ground
level meeting the requirements of the structural Engineer. In any Borehole, if three
consecutive values of SPT conducted at an interval of 1.5 m were obtained as more than 52
refusal was encountered, the borehole was terminated. Depth of exploration: Reference to
"Foundation engineering handbook" by Dr. N. V. Nayak
Where the soft rock is encountered it should be proved by boring to minimum 5m. Hence
bore holes were terminated after drilling minimum 5 m in soft rock.
"Where hard rock is encountered it should be proved by boring to a minimum 3m". Hence
boreholes were terminated after drilling minimum 3m in hard rock
Recording of water table
Water table was recorded after 24 hours of completion of the boreholes at the time of soil
investigation, which was carried out during the months of April 2013. The details are
shown in respective borelogs and Table 3 below.
Table – 3
BH No. Depth of Borehole(m) Water Table(m)
1 30 28.3
2 30 26
3 30 26
4 30 25.7
5 30 26
6 30 26.3
7 30 26.5
8 30 26
9 30 26.7
10 30 27
11 30 25.4
12 30 25.2
13 30 27.1
14 24.2 Not Met
15 30 28.9
SENER Doc. P210G04-01-KD2-GIR-SR-RP-0001
Rev. 0
2013/07/02 Page 22 of 41
KD2- Geotechnical Investigations Report
SENER Ingeniería y Sistemas S.A. - India 2013
6 LABORATORY TESTS
A visual and discrete examination of all the soil samples collected, was carried out for
deciding the number and type of tests as well as the number of samples to be tested from
each bore hole. Based on the strata met at the site, the following tests were conducted on
samples to classify them and to evaluate their index and Engineering properties.
Grain size distribution / Hydrometer Analysis (on DS
& UDS samples)
IS 2720(Part IV)
Moisture content and dry density( On UDS Samples) IS 2720 ( Part II)
Liquid Limit and Plastic Limit( On DS & UDS Samples) IS 2720(Part V)
Specific gravity (On UDS Samples) IS 2720(Part III)
Direct Shear Tests (On UDS Samples) IS 2720(Part XIII)
Chemical Analysis of Soil Samples IS 2720 & IS 3025
Chemical Analysis of Water Samples IS 3025 & IS 5401
SENER Doc. P210G04-01-KD2-GIR-SR-RP-0001
Rev. 0
2013/07/02 Page 23 of 41
KD2- Geotechnical Investigations Report
SENER Ingeniería y Sistemas S.A. - India 2013
7 GEOLOGICAL INFORMATION OF THE REGION
7.1 Location
The site Project site is referred to as proposed Development / Redevelopment of Bijwasan
– New Delhi Railway Station on the Indian Railway Network located located in the South
West Delhi district of the National Capital Territory of Delhi, India.
7.2 Climate
The climate of Project Site is a monsoon-influenced humid subtropical climate with high
variation between summers and winter temperatures and precipitation. Summers start in
early April and peak in May and June, these month will experience a maximum
temperature of around forty three degrees (430 C) and a minimum temperature of around
thirty degrees (300 C), although occasional heat waves can result in highs close to 450C (114 0F) on some days. Winters are during the months of October, November, December,
January and February. The maximum temperature during these months will range around
twenty five degrees (250C) and the minimum temperature during this time will range
around (5 0C). Area is notorious for its heavy fog during the winter season. Extreme
SENER Doc. P210G04-01-KD2-GIR-SR-RP-0001
Rev. 0
2013/07/02 Page 24 of 41
KD2- Geotechnical Investigations Report
SENER Ingeniería y Sistemas S.A. - India 2013
temperature have ranged from -0.6 0C (30.9 0F) to 47 0C (116.6 0F) the monsoon starts in
late June and lasts until mid-September, with about 797.3 mm of rain
7.3 Topography, Geography and General Geology
The project site is part of Indo-Gangetic Plain. It is the world’s most extension tract of
uninterrupted alluvium. These deep, river-deposited sediments give rise to fertile soils. In
addition, they are rich in groundwater for well irrigation. The flat terrain also makes the
area ideal for canal irrigation.
Topographically the plain is homogeneous, with only the floodplain bluffs, changes in river
channels and other related features of river erosion forming natural feature.
Two narrow terrain belts, collectively known as the Terai, constitute the northern
boundary of the Indo-Gangetic Plain. In the area where the foothills of the Himalayas
encounter the plain, small hills known locally as ghar (meaning house in Hindi) have been
formed by coarse sands and pebbles deposited by mountain streams
The Indo-Gangetic Plain of N India cover an area of 740.00 Km2, extending from N
Rajasthan and Panjab eastward to NE India. The Plain range in width from 480 km in the W
to 150 km in the E. They display a thick sequence of Pleistocene and Holocene alluvial
sediments overlying a basement of Archean and early Proterozoic (Vindhyan ) rocks.
SENER Doc. P210G04-01-KD2-GIR-SR-RP-0001
Rev. 0
2013/07/02 Page 25 of 41
KD2- Geotechnical Investigations Report
SENER Ingeniería y Sistemas S.A. - India 2013
SENER Doc. P210G04-01-KD2-GIR-SR-RP-0001
Rev. 0
2013/07/02 Page 26 of 41
KD2- Geotechnical Investigations Report
SENER Ingeniería y Sistemas S.A. - India 2013
Sediments of the Indo-Gangetic Plain of the foredeep of the Himalaya. The Cenozoic
succession in these deposits begins with the Eocene- Oligocene ‘Nummulitic’ Dagshal and
kasauli formations and their equivalents
7.4 Seismicity
The seismic hazard map of India was updated in 2000 by the Bureau of Indian Standard
(BIS) and IRC- 6, 2010. The project site lies in Zone IV. The area under study and its
surrounding are seismically active falls in Seismic Zone –IV and the tectonic elements of
the area are considered capable of generating an earthquake of moderate intensity. In
Seismic design Zone factor, Z of 0.24 is recommended.
Seismic Map of India
SENER Doc. P210G04-01-KD2-GIR-SR-RP-0001
Rev. 0
2013/07/02 Page 27 of 41
KD2- Geotechnical Investigations Report
SENER Ingeniería y Sistemas S.A. - India 2013
7.5 Liquefaction
Liquefaction is a process in which a saturated cohesion less soil loose strength during an
earthquake and acquires a degree of mobility sufficient to permit significant movements.
In general, fine uniform sands are found to be most susceptible for liquefaction in terms of
grain size. It can be stated that soils containing less than 10% fines, D60 between 0.20 mm
to 1.0mm, uniformity coefficient between 2 to 5 are most susceptible to liquefaction for
given relative density of soil and intensity of earthquake. Thus, uniformly graded materials
are more susceptible to liquefaction than well graded materials. Also fine sands are more
susceptible than gravelly soils, silty sands, silts or clays.
Assessment of liquefaction potential of foundation strata is made by simplified approach
proposed by Seed & Idriss (1983 - 1985) from the SPT data and peak ground acceleration
likely to occur at the site. In this method, cyclic shear stress likely to be induced in the
foundation strata by design Basis Earthquake (DBE) is first evaluated. Next threshold cyclic
shear stress, which is good enough to cause liquefaction, is determined from SPT data and
the empirical relations. Finally, comparison of these two stresses is used in the estimation
of liquefaction susceptibility of the foundation strata
Liquefaction Analysis:
Cyclic Stress Ratio under Earth Quake (CSR)
Stress ratio under earth quake (CSR)
= ( / o )earthquake = 0.65 (h a max/ o g )
o= Effective overburden pressure at depth h
= Bulk density of soil
a max= Max. ground acceleration = 0.24g
Evaluation of Liquefaction Resistance ( CRR)
CRR7.50= 1/{(34‐(N1)60CS} + (N1)60CS / 135 +50/{10*(N1)60CS + 45}2 – 1/ 200
(N1)60 = NmCNCECBCRCS
SENER Doc. P210G04-01-KD2-GIR-SR-RP-0001
Rev. 0
2013/07/02 Page 28 of 41
KD2- Geotechnical Investigations Report
SENER Ingeniería y Sistemas S.A. - India 2013
Nm= Measured Standard Penetration resistance
CN= factor to normalize Nm to a common reference effective overburden stress = (po
/ o )0.5
CE =Correction for Hammer Energy Ratio
CB= Correction factor for the borehole diameter
CR= correction factor for rod length
CS= Correction for samples with or without liners
Correction for Fineness content
(N1)60cs = α + β (N1)60
CRRL = CRR7.50* km
km Correction factor
for earthquake magnitude other than 7.5 = 102.24/M7.5
Magnitude of Earth quake considered as 7.0.
Liquefaction occurs if CSRL CRR.
The Liquefaction analysis has been calculated for each bore hole and given at Annexure I.
The strata is not susceptible to liquefaction.
2.56
SENER Doc. P210G04-01-KD2-GIR-SR-RP-0001
Rev. 0
2013/07/02 Page 29 of 41
KD2- Geotechnical Investigations Report
SENER Ingeniería y Sistemas S.A. - India 2013
8 GEOTECHNICAL ASSESMENT /PROPOSED DESIGN PARAMETERS
8.1 Subsurface Conditions / Strength Characteristics
For the proposed structure 15 Boreholes were drilled. The locations are shown in Fig PLAN.
While advancing the boreholes, SPT tests were conducted at regular interval of 1.5m depth
and representative samples were collected and analyzed for soil classification. From the
soil classification, it has been observed that the strata consists of non-plastic Dense to
Medium Dense Sandy Silt with gravel / Gravelly Silt with Sand up to the depth explored.
Filled up soil was observed in BH 12 to BH 15 up to 1.0m depth below ground level.
Refusal starta was observed in Borehole BH 14 at a depth of 24.20m below ground level.
The SPT conducted at 1.50 m intervals have been corrected for overburden and Dilatancy
and the same are reported in the respective bore logs. In order to obtain an integral
strength view, the SPT values of the bore holes were plotted against depth and shown in
Fig.ASP. It can be seen from the Plots that the SPT values are increasing with depth and
are generally varying from 10 to 45 up to 20.0m depth. Below 20.0m depth the SPT values
are varying from 35 to 50 up to the depth drilled. UDS were collected at regular intervals
of 3.0 m. On the UDS samples collected, Direct Shear test were conducted for evaluating
Shear strength parameters. The test results are shown in the respective bore logs.
Parameters for Design:
Table – 4
BH Depth (m) N Value Bulk Density
(t/m3) � Value
1 0 to 13 15 to 20 1.85 to 1.87 30o to 31o
13 to 30 25 to 30 32o to 33o
2
0 to 6 8 to 15 1.80 to 1.83 29o to 30o
6 to 11 20 to 23 1.85 31o
11 to 30 30 to 45 1.92 to 2.06 32o to 33o
3 0 to 11 18 to 30 1.85 to 1.93 30o to 32o
11 to 30 35 to 45 1.95 to 2.11 31o to 33o
4 0 to 30 25 to 40 1.88 to 2.02 31o to 32o
5 0 to 5 13 to 25 1.84 to 1.85 29o to 31o
5 to 30 25 to 60 1.93 to 2.06 31o to 34o
SENER Doc. P210G04-01-KD2-GIR-SR-RP-0001
Rev. 0
2013/07/02 Page 30 of 41
KD2- Geotechnical Investigations Report
SENER Ingeniería y Sistemas S.A. - India 2013
BH Depth (m) N Value Bulk Density
(t/m3) � Value
6 0 to 30 25 to 50 1.91 to 2.08 30o to 32o
7 0 to 12 11 to 20 1.83 to 1.86 31o
12 to 30 30 to 40 1.89 to 1.94 32o to 33o
8 0 to 12 12 to 23 1.86 to 1.92 29o to 31o
12 to 30 27 to 45 1.95 to 2.09 31o to 33o
9 0 to 4 15 to 25 1.85 30o
4 to 30 25 to 50 2.01 to 2.11 32o to 33o
10 0 to 30 25 to 45 1.90 to 2.01 31o to 33o
11 0 to 30 19 to 40 1.87 to 2.11 30o to 33o
12 0 to 7 20 to 25 1.93 31o
7 to 30 30 to 40 2.02 to 2.06 32o to 33o
13 0 to 5 15 1.83 30o
5 to 30 27 to 45 1.92 to 2.03 32o to 33o
14 0 to 5 12 to 18 1.80 30o
5 to 24 31 to 45 1.96 to 2.13 32o to 33o
15 0 to 8 17 to 28 1.86 to 1.90 31o to 32o
8 to 30 32 to 45 1.94 to 1.98 32o to 33o
SENER Doc. P210G04-01-KD2-GIR-SR-RP-0001
Rev. 0
2013/07/02 Page 31 of 41
KD2- Geotechnical Investigations Report
SENER Ingeniería y Sistemas S.A. - India 2013
9 DESIGN CRITERIA
Any foundation is to be safe against possible failure against
Excessive Shear failure (the bearing pressure should be within permissible limits)
and
Excessive Settlement.
The latter depends upon not only on the type of soil in the foundation but also on the type
of foundation, material used for construction and functionality of the structure.
9.1 Design Methodology
Footing Foundation has been analysed at a depth of 2.0m and 3.0m below the ground
level. Foundation in the present case rests on non-plastic soil. An allowable settlement for
the footing foundation is considered as 50mm.
Alternatively Raft Foundation has been analysed at a depth of 2.0m and 3.0m below the
ground level. Foundation in the present case rests on non-plastic soil. An allowable
settlement for the footing foundation is considered as 75mm.
9.1.1 Open Foundation
Bearing Capacity for Open Foundation
The subsoil profile indicates the reasonably good soil/ SDR / HDR at shallow depths ranging
from 3m to 4.5 m at borehole locations. The bearing capacity for Shallow Foundations in
soil has been analyzed in accordance with IS: 6403 – 1981. Foundations should not fail in
shear, Factor of safety of 2.5 is provided against bearing capacity failure. Standard
Penetration Test (SPT) results are also used to determine the safe bearing capacity of
shallow foundation in accordance with IS: 6403 – 1981 for non – cohesive soils, hard clay.
While using this approach the N value are corrected, wherever applicable below the
footing base to at least 1.5m below the base to account for the effect of energy ratio
adopted boring procedure, dilation of submerged silty fine sands / fine sands as well as
that due to the overburden pressure.
SENER Doc. P210G04-01-KD2-GIR-SR-RP-0001
Rev. 0
2013/07/02 Page 32 of 41
KD2- Geotechnical Investigations Report
SENER Ingeniería y Sistemas S.A. - India 2013
9.1.2 Shallow Foundation
Analysis based on SPT values and soil Parameters
a) Shear failure criteria
The safe bearing pressure from Shear failure criteria can be obtained, using the
equation given below
Qu = cNc Sc Dc Ic + q(Nq ‐ 1) Sq Dq Iq + 0.5 B N SD I W'
where,
c = Average cohesion below the foundation in t/m2
B = Width of the footing in m
Dc, Dq,D = Depth factors
Sc, Sq,S = Shape factors
Ic Iq,I = Inclination factors
Nc, Nq,N = Bearing capacity factor
q = Effective overburden pressure at foundation, in t/m2
W' = Water table correction factor
= Bulk unit wt. of foundation soil, in t/m3
b) Settlements:
When the strata consists of Non Plastic strata
Soil profiles are given for each borehole. The soil profile, which is likely to
cause greater settlements, is to be considered for calculations.
The imposed load at the foundation level is likely to compress the soil up
to a depth of approximately equal to 1.5B below the foundations.
The settlements can be calculated using IS: 8009 Part 1 & 2, 1976.
SENER Doc. P210G04-01-KD2-GIR-SR-RP-0001
Rev. 0
2013/07/02 Page 33 of 41
KD2- Geotechnical Investigations Report
SENER Ingeniería y Sistemas S.A. - India 2013
10 COMPUTATIONS
BH 1, 2, 8 & BH 13
FOOTING FOUNDATION
Shear Failure Criteria
Case I
Df = 2.00 m; B = 2.0 m
F.O.S = 2.5 = 30 , ’ = 20, avg = 25
Nq = 10.66, Nr = 10.88 Sq = 1.20 Sr = 0.80 , W’ = 0.60
Using the equation
Qu = q ( Nq ‐ 1 ) Sq Dq Iq + 0.5 B N SD I W'
Substituting the data in the equation given, we get
Qult = 28.40 t/m2
Qsafe = 11.36 t/m2
Case II
Df = 2.00 m; B = 4.0 m
F.O.S = 2.5 = 30 , ’ = 20, avg = 25
Nq = 10.66, Nr = 10.88 Sq = 1.20 Sr = 0.80 , W’ = 0.60
Using the equation
Qu = q ( Nq ‐ 1 ) Sq Dq Iq + 0.5 B N SD I W'
Substituting the data in the equation given, we get
Qult = 33.624 t/m2
Qsafe = 13.45 t/m2
SENER Doc. P210G04-01-KD2-GIR-SR-RP-0001
Rev. 0
2013/07/02 Page 34 of 41
KD2- Geotechnical Investigations Report
SENER Ingeniería y Sistemas S.A. - India 2013
Case III
Df = 3.00 m; B = 2.0 m
F.O.S = 2.5 = 30 , ’ = 20, avg = 25
Nq = 10.66, Nr = 10.88 Sq = 1.20 Sr = 0.80 , W’ = 0.60
Using the equation
Qu = q ( Nq ‐ 1 ) Sq Dq Iq + 0.5 B N SD I W'
Substituting the data in the equation given, we get
Qult = 39.936 t/m2 Qsafe = 15.95 t/m2
Case IV
Df = 3.00 m; B = 4.0 m
F.O.S = 2.5 = 30 , ’ = 20, avg = 25
Nq = 10.66, Nr = 10.88 Sq = 1.20 Sr = 0.80 , W’ = 0.60
Using the equation
Qu = q ( Nq ‐ 1 ) Sq Dq Iq + 0.5 B N SD I W'
Substituting the data in the equation given, we get
Qult = 45.156 t/m2 Qsafe = 18.06 t/m2
Settlement Criteria
Df=2.00 m Df=3.00 m
B=2.0m B=4.0m B=2.0m B=4.0m
Settlement under footing with a load intensity of 10
t/m2 in dry condition. 22 22 20 22
Settlement under footing with a load intensity of 10
t/m2 after water table correction 37 37 34 37
Settlement under footing with a load intensity of 10
t/m2 after water table and depth correction 28 32 23 26
SENER Doc. P210G04-01-KD2-GIR-SR-RP-0001
Rev. 0
2013/07/02 Page 35 of 41
KD2- Geotechnical Investigations Report
SENER Ingeniería y Sistemas S.A. - India 2013
Df=2.00 m Df=3.00 m
B=2.0m B=4.0m B=2.0m B=4.0m
Net safe bearing pressure for 50mm settlements (t/m2 ) 17.85 15.63 21.74 19.23
Alternatively Raft Foundation
Case I
Df =2.00 B = 10.0 m
F.O.S = 2.5 = 30 , ’ = 20, avg = 25
Nq = 10.66, Nr = 10.88 Sq = 1.20 Sr = 0.80 , W’ = 0.60
iq = ir = 1.0 dq = dr = 1.0 , = 1.0t/m3
Using the equation
Qu = q ( Nq ‐ 1 ) Sq Dq Iq + 0.5 B N SD I W'
Substituting the data in the equation given, we get
Qult = 49.284t/m2 Qsafe = 19.71 t/m2
Settlement Criteria (Refer Fig: 9 of IS 8009 Part I)
Df = 2.0 m
Settlement under footing with a load intensity of 10
t/m2 in dry condition. 20mm
Settlement under footing with a load intensity of 10
t/m2 after water table correction 34mm
Settlement under footing with a load intensity of 10
t/m2 after rigidity correction . 28mm
Net safe bearing pressure for 75mm settlements (t/m2 ) 26.78
SENER Doc. P210G04-01-KD2-GIR-SR-RP-0001
Rev. 0
2013/07/02 Page 36 of 41
KD2- Geotechnical Investigations Report
SENER Ingeniería y Sistemas S.A. - India 2013
Case II
Df =3.00 B = 10.0 m
F.O.S = 2.5 = 30 , ’ = 20, avg = 25
Nq = 10.66, Nr = 10.88 Sq = 1.20 Sr = 0.80 , W’ = 0.60
iq = ir = 1.0 dq = dr = 1.0 , = 1.0t/m3
Using the equation
Qu = q ( Nq ‐ 1 ) Sq Dq Iq + 0.5 B N SD I W'
Substituting the data in the equation given, we get
Qult = 60.87 t/m2 Qsafe = 24.35 t/m2
Settlement Criteria (Refer Fig: 9 of IS 8009 Part I)
Df = 3.0 m
Settlement under footing with a load intensity of 10 t/m2 in
dry condition. 20mm
Settlement under footing with a load intensity of 10 t/m2
after water table correction 34 mm
Settlement under footing with a load intensity of 10 t/m2
after rigidity correction . 28 mm
Net safe bearing pressure for 75mm settlements (t/m2 ) 26.78
BH 3 to BH 7, BH 9 to BH 12, BH 14 & BH 15
FOOTING FOUNDATION
Shear Failure Criteria
Case I
Df = 2.00 m; B = 2.0 m
F.O.S = 2.5 = 31 , ’ = 21, avg = 26
SENER Doc. P210G04-01-KD2-GIR-SR-RP-0001
Rev. 0
2013/07/02 Page 37 of 41
KD2- Geotechnical Investigations Report
SENER Ingeniería y Sistemas S.A. - India 2013
Nq = 11.85, Nr = 12.54 Sq = 1.20 Sr = 0.80 , W’ = 0.60
Using the equation
Qu = q ( Nq ‐ 1 ) Sq Dq Iq + 0.5 B N SD I W'
Substituting the data in the equation given, we get
Qult = 32.06 t/m2
Qsafe = 12.82 t/m2
Case II
Df = 2.00 m; B = 4.0 m
F.O.S = 2.5 = 31 , ’ = 21, avg = 26
Nq = 11.85, Nr = 12.54 Sq = 1.20 Sr = 0.80 , W’ = 0.60
Using the equation
Qu = q ( Nq ‐ 1 ) Sq Dq Iq + 0.5 B N SD I W'
Substituting the data in the equation given, we get
Qult = 38.078 t/m2
Qsafe = 15.23 t/m2
Case III
Df = 3.00 m; B = 2.0 m
F.O.S = 2.5 = 31 , ’ = 21, avg = 26
Nq = 11.85, Nr = 12.54 Sq = 1.20 Sr = 0.80 , W’ = 0.60
Using the equation
Qu = q ( Nq ‐ 1 ) Sq Dq Iq + 0.5 B N SD I W'
Substituting the data in the equation given, we get
Qult = 45.08 t/m2
Qsafe = 18.03 t/m2
SENER Doc. P210G04-01-KD2-GIR-SR-RP-0001
Rev. 0
2013/07/02 Page 38 of 41
KD2- Geotechnical Investigations Report
SENER Ingeniería y Sistemas S.A. - India 2013
Case IV
Df = 3.00 m; B = 4.0 m
F.O.S = 2.5 = 31 , ’ = 21, avg = 26
Nq = 11.85, Nr = 12.54 Sq = 1.20 Sr = 0.80 , W’ = 0.60
Using the equation
Qu = q ( Nq ‐ 1 ) Sq Dq Iq + 0.5 B N SD I W'
Substituting the data in the equation given, we get
Qult = 51.078 t/m2
Qsafe = 20.44 t/m2
Settlement Criteria
Df=2.00 m Df=3.00 m
B=2.0m B=4.0m B=2.0m B=4.0m
Settlement under footing with a load
intensity of 10 t/m2 in dry condition. 15 17 15 17
Settlement under footing with a load
intensity of 10 t/m2 after water table
correction
25 29 25 29
Settlement under footing with a load
intensity of 10 t/m2 after water table and
depth correction
19 25 17 22
Net safe bearing pressure for 50mm
settlements (t/m2 ) 26.31 20.0 29.41 22.72
Alternatively Raft Foundation
Case I
Df =2.00 B = 10.0 m
F.O.S = 2.5 = 31 , ’ = 21, avg = 26
Nq = 11.85, Nr = 12.54 Sq = 1.20 Sr = 0.80 , W’ = 0.60
iq = ir = 1.0 dq = dr = 1.0 , = 1.0t/m3
SENER Doc. P210G04-01-KD2-GIR-SR-RP-0001
Rev. 0
2013/07/02 Page 39 of 41
KD2- Geotechnical Investigations Report
SENER Ingeniería y Sistemas S.A. - India 2013
Using the equation
Qu = q ( Nq ‐ 1 ) Sq Dq Iq + 0.5 B N SD I W'
Substituting the data in the equation given, we get
Qult = 56.13 t/m2 Qsafe = 2245 t/m2
Settlement Criteria (Refer Fig: 9 of IS 8009 Part I)
Df = 2.0 m
Settlement under footing with a load intensity of 10 t/m2 in dry
condition. 14mm
Settlement under footing with a load intensity of 10 t/m2 after water
table correction 24 mm
Settlement under footing with a load intensity of 10 t/m2 after rigidity
correction . 20 mm
Net safe bearing pressure for 75mm settlements (t/m2 ) 37.50
Case II
Df =3.00 B = 10.0 m
F.O.S = 2.5 = 31 , ’ = 21, avg = 26
Nq = 11.85, Nr = 12.54 Sq = 1.20 Sr = 0.80 , W’ = 0.60
iq = ir = 1.0 dq = dr = 1.0 , = 1.0t/m3
Using the equation
Qu = q ( Nq ‐ 1 ) Sq Dq Iq + 0.5 B N SD I W'
Substituting the data in the equation given, we get
Qult = 69.15 t/m2
Qsafe = 27.66 t/m2
SENER Doc. P210G04-01-KD2-GIR-SR-RP-0001
Rev. 0
2013/07/02 Page 40 of 41
KD2- Geotechnical Investigations Report
SENER Ingeniería y Sistemas S.A. - India 2013
Settlement Criteria (Refer Fig: 9 of IS 8009 Part I)
Df = 3.0 m
Settlement under footing with a load intensity of 10 t/m2 in dry
condition.
14mm
Settlement under footing with a load intensity of 10 t/m2 after water
table correction
24 mm
Settlement under footing with a load intensity of 10 t/m2 after
rigidity correction .
20 mm
Net safe bearing pressure for 75mm settlements (t/m2 ) 37.50
SENER Doc. P210G04-01-KD2-GIR-SR-RP-0001
Rev. 0
2013/07/02 Page 41 of 41
KD2- Geotechnical Investigations Report
SENER Ingeniería y Sistemas S.A. - India 2013
11 RECOMMENDATIONS
Sand the Net safe bearing pressure are as given below:
BH No Depth of
foundation (m)
Width of
Foundation (m)
Net Safe Bearing
Capacity (t/m2)
1, 2, 8 & 13
2.0 2 11.0
4 13.0
3.0 2 15.0
4 18.0
3 to 7, 9 to
12, 14 & 15
2.0 2 12.0
4 15.0
3.0 2 18.0
4 20.0
Alternatively Raft Foundation is recommended. The depth of foundation, width of
foundation and the Net safe bearing pressure are as given below:
BH No Depth of foundation (m) Width of
Foundation (m) Net Safe Bearing Capacity (t/m2)
1, 2, 8 & 13 2.0 10 19.0
3.0 10 24.0
3 to 7, 9 to 12, 14 & 15
2.0 10 22.0
3.0 10 25.0
SENER Doc. P210G04-01-KD2-GIR-SR-RP-0001
Rev. 0
2013/07/02
KD2- Geotechnical Investigations Report
SENER Ingeniería y Sistemas S.A. - India 2013
LIQUEFACTION POTENTIAL EVALUATION
Page 1
Project:
Job:
g
%
mm
Dep
th b
elow
EG
L, m
Type
of
Stra
ta
Fiel
d SP
T N
Fie
ld
Bulk
uni
t w
eigh
t (k
N/m
3 )
Subm
erge
d un
it
wei
ght
(kN
/m3 )
Fine
s Co
nten
t (
% )
Stre
ss r
educ
tion
co
effi
cien
t (r
d)
Tota
l ove
rbur
den
pres
sure
(s o
), k
N/m
2
Effe
ctiv
e ov
erbu
rden
(s o
),
kN/m
2
Effe
ctiv
e ov
erbu
rden
dur
ing
test
ing
(so)
, kN
/m2
Cycl
ic S
tres
s ra
tio
(CSR
)
C N CE C B C R CS
SPT
(N
1)60
α β
SPT
(N1)
60cs
CRR M
= 7
.5
CRR
FOS
Conc
lusi
on
1.8 SM-ML 15 18.50 8.50 84 0.99 33.30 33.30 33.30 0.15 1.70 0.83 1.05 0.75 1.00 16.73 5.00 1.20 25.08 0.29 0.42 2.75 Non Liquefiable
3.3 SM-ML 13 18.50 8.50 95 0.97 61.05 61.05 61.05 0.15 1.28 0.83 1.05 0.80 1.00 11.65 5.00 1.20 18.98 0.20 0.29 1.93 Non Liquefiable
4.8 SM-ML 16 18.50 8.50 80 0.96 88.80 88.80 88.80 0.15 1.06 0.83 1.05 0.85 1.00 12.63 5.00 1.20 20.15 0.22 0.31 2.09 Non Liquefiable
6.3 SM-ML 20 18.70 8.70 94 0.95 116.85 117.81 117.81 0.15 0.92 0.83 1.05 0.95 1.00 15.32 5.00 1.20 23.38 0.26 0.38 2.57 Non Liquefiable
7.8 SM-ML 20 18.70 8.70 81 0.94 144.90 145.86 145.86 0.15 0.83 0.83 1.05 0.95 1.00 13.77 5.00 1.20 21.52 0.24 0.34 2.33 Non Liquefiable
9.30 SM-ML 19 18.70 8.70 87 0.93 172.95 173.91 173.91 0.14 0.76 0.83 1.05 0.95 1.00 11.98 5.00 1.20 19.37 0.21 0.30 2.09 Non Liquefiable
Actual Water Table Depth
Geotechnicl Investigation work for development of Bijwasan Delhi railway Stattion on IndianRailways Network
Liquefaction potential assessment
Borehole BH 01
28.3
10
150
Water table assumed for Calculation
Parameters from SPT Boring
Was liner used in SPT boring No
Design (DBE) PGA 0.24
Borehole diameter
Liquefaction Potential Evaluation
Importance Factor of the Structure
Borehole Details
Seimsmic Parameters
1
Based on IRC 6, 2010 for bridges & roads or IS 1893 (Part 1) for general buildings
Computation Sheet
Efficiency Factors
Rope-Pulley (UK) - 50% efficiency
Trip/Auto (UK) - 60% efficiency
Magnitude of Earthquake 6.5
Efficiency in SPT Boring (for CE factor) 50
Page 1
Page 2
Project:
Job:
g
%
mm
Dep
th b
elow
EG
L,
m
Type
of
Stra
ta
Fiel
d SP
T N
Fie
ld
Bulk
uni
t w
eigh
t (k
N/m
3 )
Subm
erge
d un
it
wei
ght
(kN
/m3 )
Fine
s Co
nten
t (
%
)
Stre
ss r
educ
tion
co
effi
cien
t (r
d)
Tota
l ove
rbur
den
pres
sure
(s o
),
kN/m
2
Effe
ctiv
e ov
erbu
rden
(s o
),
kN/m
2
Effe
ctiv
e ov
erbu
rden
du
ring
tes
ting
(s o
),
kN/m
2
Cycl
ic S
tres
s ra
tio
(CSR
)
C N CE C B C R CS
SPT
(N
1)60
α β
SPT
(N1)
60cs
CRR M
= 7
.5
CRR
FOS
Conc
lusi
on
0.8 SM-ML 5 18.00 8.00 89 0.99 14.40 14.40 14.40 0.16 1.70 0.83 1.05 0.75 1.00 5.58 5.00 1.20 11.69 0.13 0.19 1.19 Non Liquefiable
1.8 SM-ML 9 18.00 8.00 95 0.99 32.40 32.40 32.40 0.15 1.70 0.83 1.05 0.75 1.00 10.04 5.00 1.20 17.05 0.18 0.26 1.70 Non Liquefiable
3.3 SM-ML 12 18.00 8.00 92 0.97 59.40 59.40 59.40 0.15 1.30 0.83 1.05 0.80 1.00 10.90 5.00 1.20 18.08 0.19 0.28 1.83 Non Liquefiable
4.8 SM-ML 14 18.00 8.00 95 0.96 86.40 86.40 86.40 0.15 1.08 0.83 1.05 0.85 1.00 11.20 5.00 1.20 18.44 0.20 0.28 1.89 Non Liquefiable
6.3 SM-ML 21 18.30 8.30 82 0.95 113.85 115.29 115.29 0.15 0.93 0.83 1.05 0.95 1.00 16.26 5.00 1.20 24.51 0.28 0.41 2.78 Non Liquefiable
7.80 SM-ML 27 18.30 8.30 65 0.94 141.30 142.74 142.74 0.15 0.84 0.83 1.05 0.95 1.00 18.79 5.00 1.20 27.54 0.35 0.51 3.52 Non Liquefiable
Borehole Details
Liquefaction Potential Evaluation
Computation Sheet
Geotechnicl Investigation work for development of Bijwasan Delhi railway Stattion on IndianRailways Network
Liquefaction potential assessment
1
Borehole BH2
Actual Water Table Depth 26
Water table assumed for Calculation 10
Borehole diameter 150 Trip/Auto (UK) - 60% efficiency
Seimsmic Parameters
Magnitude of Earthquake 6.5
Design (DBE) PGA 0.24 Based on IRC 6, 2010 for bridges & roads or IS 1893 (Part 1) for general buildings
Importance Factor of the Structure
Parameters from SPT Boring Efficiency Factors
Efficiency in SPT Boring (for CE factor) 50 Rope-Pulley (UK) - 50% efficiency
Was liner used in SPT boring No
Page 2
Page 3
Project:
Job:
g
%
mm
Dep
th b
elow
EG
L,
m
Type
of
Stra
ta
Fiel
d SP
T N
Fie
ld
Bulk
uni
t w
eigh
t (k
N/m
3 )
Subm
erge
d un
it
wei
ght
(kN
/m3 )
Fine
s Co
nten
t (
%
)
Stre
ss r
educ
tion
co
effi
cien
t (r
d)
Tota
l ove
rbur
den
pres
sure
(s o
),
kN/m
2
Effe
ctiv
e ov
erbu
rden
(s o
),
kN/m
2
Effe
ctiv
e ov
erbu
rden
du
ring
tes
ting
(s o
),
kN/m
2
Cycl
ic S
tres
s ra
tio
(CSR
)
C N CE C B C R CS
SPT
(N
1)60
α β
SPT
(N1)
60cs
CRR M
= 7
.5
CRR
FOS
Conc
lusi
on
0.8 SM-ML 11 18.50 8.50 91 0.99 14.80 14.80 14.80 0.16 1.70 0.83 1.05 0.75 1.00 12.27 5.00 1.20 19.73 0.21 0.31 1.97 Non Liquefiable
1.8 SM-ML 29 18.50 8.50 87 0.99 33.30 33.30 33.30 0.15 1.70 0.83 1.05 0.75 1.00 32.35 5.00 1.20 43.82 NA NA >1 Non Liquefiable
3.3 SM-ML 27 18.50 8.50 53 0.97 61.05 61.05 61.05 0.15 1.28 0.83 1.05 0.80 1.00 24.19 5.00 1.20 34.03 NA NA >1 Non Liquefiable
4.8 SM-ML 61 18.50 8.50 90 0.96 88.80 88.80 88.80 0.15 1.06 0.83 1.05 0.85 1.00 48.14 5.00 1.20 62.77 NA NA >1 Non Liquefiable
6.3 SM-ML 95 19.30 9.30 75 0.95 117.75 121.59 121.59 0.14 0.91 0.83 1.05 0.95 1.00 71.62 5.00 1.20 90.94 NA NA >1 Non Liquefiable
7.80 SM-ML 31 19.30 9.30 75 0.94 146.70 150.54 150.54 0.14 0.82 0.83 1.05 0.95 1.00 21.00 5.00 1.20 30.20 NA NA >1 Non Liquefiable
Borehole Details
Liquefaction Potential EvaluationComputation Sheet
Geotechnicl Investigation work for development of Bijwasan Delhi railway Stattion on IndianRailways Network
Liquefaction potential assessment
1
Borehole BH3
Actual Water Table Depth 26
Water table assumed for Calculation 10
Borehole diameter 150 Trip/Auto (UK) - 60% efficiency
Seimsmic Parameters
Magnitude of Earthquake 6.5
Design (DBE) PGA 0.24 Based on IRC 6, 2010 for bridges & roads or IS 1893 (Part 1) for general buildings
Importance Factor of the Structure
Parameters from SPT Boring Efficiency Factors
Efficiency in SPT Boring (for CE factor) 50 Rope-Pulley (UK) - 50% efficiency
Was liner used in SPT boring No
Page 3
Page 4
Project:
Job:
g
%
mm
Dep
th b
elow
EG
L,
m
Type
of
Stra
ta
Fiel
d SP
T N
Fie
ld
Bulk
uni
t w
eigh
t (k
N/m
3 )
Subm
erge
d un
it
wei
ght
(kN
/m3 )
Fine
s Co
nten
t (
%
)
Stre
ss r
educ
tion
co
effi
cien
t (r
d)
Tota
l ove
rbur
den
pres
sure
(s o
),
kN/m
2
Effe
ctiv
e ov
erbu
rden
(s o
),
kN/m
2
Effe
ctiv
e ov
erbu
rden
du
ring
tes
ting
(s o
),
kN/m
2
Cycl
ic S
tres
s ra
tio
(CSR
)
C N CE C B C R CS
SPT
(N
1)60
α β
SPT
(N1)
60cs
CRR M
= 7
.5
CRR
FOS
Conc
lusi
on
1.8 SM-ML 33 18.80 8.80 77 0.99 33.84 33.84 33.84 0.15 1.70 0.83 1.05 0.75 1.00 36.82 5.00 1.20 49.18 NA NA >1 Non Liquefiable
3.3 SM-ML 27 18.80 8.80 78 0.97 62.04 62.04 62.04 0.15 1.27 0.83 1.05 0.80 1.00 24.00 5.00 1.20 33.79 NA NA >1 Non Liquefiable
4.8 SM-ML 29 18.80 8.80 88 0.96 90.24 90.24 90.24 0.15 1.05 0.83 1.05 0.85 1.00 22.71 5.00 1.20 32.25 NA NA >1 Non Liquefiable
6.3 SM-ML 25 18.80 8.80 84 0.95 118.44 118.44 118.44 0.15 0.92 0.83 1.05 0.95 1.00 19.10 5.00 1.20 27.91 0.37 0.53 3.56 Non Liquefiable
7.8 SM-ML 33 18.80 8.80 70 0.94 146.64 146.64 146.64 0.15 0.83 0.83 1.05 0.95 1.00 22.65 5.00 1.20 32.18 NA NA >1 Non Liquefiable
9.30 SM-ML 53 19.20 9.20 80 0.93 175.44 178.56 178.56 0.14 0.75 0.83 1.05 0.95 1.00 32.97 5.00 1.20 44.56 NA NA >1 Non Liquefiable
Borehole Details
Liquefaction Potential EvaluationComputation Sheet
Geotechnicl Investigation work for development of Bijwasan Delhi railway Stattion on IndianRailways Network
Liquefaction potential assessment
Based on IRC 6, 2010 for bridges & roads or IS 1893 (Part 1) for general buildings
Importance Factor of the Structure 1
Borehole BH4
Actual Water Table Depth 25.7
Water table assumed for Calculation 10
Seimsmic Parameters
Magnitude of Earthquake 6.5
Design (DBE) PGA 0.24
Was liner used in SPT boring No
Parameters from SPT Boring Efficiency Factors
Efficiency in SPT Boring (for CE factor) 50 Rope-Pulley (UK) - 50% efficiency
Borehole diameter 150 Trip/Auto (UK) - 60% efficiency
Page 4
Page 5
Project:
Job:
g
%
mm
Dep
th b
elow
EG
L,
m
Type
of
Stra
ta
Fiel
d SP
T N
Fie
ld
Bulk
uni
t w
eigh
t (k
N/m
3 )
Subm
erge
d un
it
wei
ght
(kN
/m3 )
Fine
s Co
nten
t (
%
)
Stre
ss r
educ
tion
co
effi
cien
t (r
d)
Tota
l ove
rbur
den
pres
sure
(s o
),
kN/m
2
Effe
ctiv
e ov
erbu
rden
(s o
),
kN/m
2
Effe
ctiv
e ov
erbu
rden
du
ring
tes
ting
(s o
),
kN/m
2
Cycl
ic S
tres
s ra
tio
(CSR
)
C N CE C B C R CS
SPT
(N
1)60
α β
SPT
(N1)
60cs
CRR M
= 7
.5
CRR
FOS
Conc
lusi
on
0.8 SM-ML 8 18.40 8.40 87 0.99 14.72 14.72 14.72 0.16 1.70 0.83 1.05 0.75 1.00 8.93 5.00 1.20 15.71 0.17 0.24 1.56 Non Liquefiable
1.8 SM-ML 13 18.40 8.40 94 0.99 33.12 33.12 33.12 0.15 1.70 0.83 1.05 0.75 1.00 14.50 5.00 1.20 22.40 0.25 0.36 2.32 Non Liquefiable
3.3 SM-ML 21 18.40 8.40 91 0.97 60.72 60.72 60.72 0.15 1.28 0.83 1.05 0.80 1.00 18.86 5.00 1.20 27.64 0.36 0.52 3.39 Non Liquefiable
4.8 SM-ML 26 18.40 8.40 88 0.96 88.32 88.32 88.32 0.15 1.06 0.83 1.05 0.85 1.00 20.58 5.00 1.20 29.69 0.45 0.65 4.29 Non Liquefiable
6.3 SM-ML 34 18.80 8.80 78 0.95 116.52 118.44 118.44 0.15 0.92 0.83 1.05 0.95 1.00 25.97 5.00 1.20 36.16 NA NA >1 Non Liquefiable
7.80 SM-ML 40 18.80 8.80 58 0.94 144.72 146.64 146.64 0.14 0.83 0.83 1.05 0.95 1.00 27.46 5.00 1.20 37.95 NA NA >1 Non Liquefiable
Was liner used in SPT boring No
Efficiency in SPT Boring (for CE factor) 50 Rope-Pulley (UK) - 50% efficiency
Borehole diameter 150 Trip/Auto (UK) - 60% efficiency
Based on IRC 6, 2010 for bridges & roads or IS 1893 (Part 1) for general buildings
Importance Factor of the Structure 1
Parameters from SPT Boring Efficiency Factors
Seimsmic Parameters
Magnitude of Earthquake 6.5
Design (DBE) PGA 0.24
Actual Water Table Depth 26
Water table assumed for Calculation 10
Borehole Details
Borehole BH5
Liquefaction potential assessment
Liquefaction Potential EvaluationComputation Sheet
Geotechnicl Investigation work for development of Bijwasan Delhi railway Stattion on IndianRailways Network
Page 5
Page 6
Project:
Job:
g
%
mm
Dep
th b
elow
EG
L,
m
Type
of
Stra
ta
Fiel
d SP
T N
Fie
ld
Bulk
uni
t w
eigh
t (k
N/m
3 )
Subm
erge
d un
it
wei
ght
(kN
/m3 )
Fine
s Co
nten
t (
%
)
Stre
ss r
educ
tion
co
effi
cien
t (r
d)
Tota
l ove
rbur
den
pres
sure
(s o
),
kN/m
2
Effe
ctiv
e ov
erbu
rden
(s o
),
kN/m
2
Effe
ctiv
e ov
erbu
rden
du
ring
tes
ting
(s o
),
kN/m
2
Cycl
ic S
tres
s ra
tio
(CSR
)
C N CE C B C R CS
SPT
(N
1)60
α β
SPT
(N1)
60cs
CRR M
= 7
.5
CRR
FOS
Conc
lusi
on
1.8 SM-ML 18 19.10 9.10 82 0.99 34.38 34.38 34.38 0.15 1.70 0.83 1.05 0.75 1.00 20.08 5.00 1.20 29.10 0.41 0.60 3.89 Non Liquefiable3.3 SM-ML 30 19.10 9.10 66 0.97 63.03 63.03 63.03 0.15 1.26 0.83 1.05 0.80 1.00 26.45 5.00 1.20 36.74 NA NA >1 Non Liquefiable4.8 SM-ML 41 19.10 9.10 74 0.96 91.68 91.68 91.68 0.15 1.04 0.83 1.05 0.85 1.00 31.85 5.00 1.20 43.22 NA NA >1 Non Liquefiable6.3 SM-ML 31 19.50 9.50 71 0.95 120.93 122.85 122.85 0.15 0.90 0.83 1.05 0.95 1.00 23.25 5.00 1.20 32.90 NA NA >1 Non Liquefiable7.8 SM-ML 41 19.50 9.50 86 0.94 150.18 152.10 152.10 0.14 0.81 0.83 1.05 0.95 1.00 27.63 5.00 1.20 38.16 NA NA >1 Non Liquefiable9.30 SM-ML 49 19.50 9.50 85 0.93 179.43 181.35 181.35 0.14 0.74 0.83 1.05 0.95 1.00 30.25 5.00 1.20 41.30 NA NA >1 Non Liquefiable
1
Parameters from SPT Boring Efficiency Factors
Efficiency in SPT Boring (for CE factor) 50 Rope-Pulley (UK) - 50% efficiency
Was liner used in SPT boring No
Borehole diameter 150 Trip/Auto (UK) - 60% efficiency
Seimsmic Parameters
Magnitude of Earthquake 6.5
Design (DBE) PGA 0.24 Based on IRC 6, 2010 for bridges & roads or IS 1893 (Part 1) for general buildings
Importance Factor of the Structure
Borehole Details
1
Borehole BH6
Actual Water Table Depth 26.3
Water table assumed for Calculation 10
Liquefaction potential assessment
Geotechnicl Investigation work for development of Bijwasan Delhi railway Stattion on IndianRailways Network
Liquefaction Potential EvaluationComputation Sheet
Page 6
Page 7
Project:
Job:
g
%
mm
Dep
th b
elow
EG
L, m
Type
of
Stra
ta
Fiel
d SP
T N
Fie
ld
Bulk
uni
t w
eigh
t (k
N/m
3 )
Subm
erge
d un
it
wei
ght
(kN
/m3 )
Fine
s Co
nten
t (
% )
Stre
ss r
educ
tion
co
effi
cien
t (r
d)
Tota
l ove
rbur
den
pres
sure
(s o
), k
N/m
2
Effe
ctiv
e ov
erbu
rden
(s o
),
kN/m
2
Effe
ctiv
e ov
erbu
rden
dur
ing
test
ing
(so)
, kN
/m2
Cycl
ic S
tres
s ra
tio
(CSR
)
C N CE C B C R CS
SPT
(N
1)60
α β
SPT
(N1)
60cs
CRR M
= 7
.5
CRR
FOS
Conc
lusi
on
1.8 SM-ML 8 18.30 8.30 95 0.99 32.94 32.94 32.94 0.15 1.70 0.83 1.05 0.75 1.00 8.93 5.00 1.20 15.71 0.17 0.24 1.57 Non Liquefiable
3.3 SM-ML 15 18.30 8.30 96 0.97 60.39 60.39 60.39 0.15 1.29 0.83 1.05 0.80 1.00 13.51 5.00 1.20 21.21 0.23 0.33 2.19 Non Liquefiable
4.8 SM-ML 16 18.30 8.30 95 0.96 87.84 87.84 87.84 0.15 1.07 0.83 1.05 0.85 1.00 12.70 5.00 1.20 20.24 0.22 0.31 2.10 Non Liquefiable
6.3 SM-ML 32 18.30 8.30 75 0.95 115.29 115.29 115.29 0.15 0.93 0.83 1.05 0.95 1.00 24.77 5.00 1.20 34.73 NA NA >1 Non Liquefiable
7.8 SM-ML 37 18.30 8.30 77 0.94 142.74 142.74 142.74 0.15 0.84 0.83 1.05 0.95 1.00 25.74 5.00 1.20 35.89 NA NA >1 Non Liquefiable
9.30 SM-ML 19 18.60 8.60 77 0.93 170.64 172.98 172.98 0.14 0.76 0.83 1.05 0.95 1.00 12.01 5.00 1.20 19.41 0.21 0.30 2.11 Non Liquefiable
Borehole Details
Parameters from SPT Boring
Rope-Pulley (UK) - 50% efficiency
Borehole diameter 150 Trip/Auto (UK) - 60% efficiency
Was liner used in SPT boring
Efficiency Factors
Design (DBE) PGA 0.24 Based on IRC 6, 2010 for bridges & roads or IS 1893 (Part 1) for general buildings
50
No
Actual Water Table Depth 26.5
Seimsmic Parameters
Importance Factor of the Structure 1
Efficiency in SPT Boring (for CE factor)
Water table assumed for Calculation 10
Magnitude of Earthquake 6.5
Borehole BH7
Liquefaction potential assessment
Geotechnicl Investigation work for development of Bijwasan Delhi railway Stattion on IndianRailways Network
Page 7
Page 8
Project:
Job:
g
%
mm
Dep
th b
elow
EG
L,
m
Type
of
Stra
ta
Fiel
d SP
T N
Fie
ld
Bulk
uni
t w
eigh
t (k
N/m
3 )
Subm
erge
d un
it
wei
ght
(kN
/m3 )
Fine
s Co
nten
t (
%
)
Stre
ss r
educ
tion
co
effi
cien
t (r
d)
Tota
l ove
rbur
den
pres
sure
(s o
),
kN/m
2
Effe
ctiv
e ov
erbu
rden
(s o
),
kN/m
2
Effe
ctiv
e ov
erbu
rden
du
ring
tes
ting
(s o
),
kN/m
2
Cycl
ic S
tres
s ra
tio
(CSR
)
C N CE C B C R CS
SPT
(N
1)60
α β
SPT
(N1)
60cs
CRR M
= 7
.5
CRR
FOS
Conc
lusi
on
0.8 SM-ML 12 18.60 8.60 84 0.99 14.88 14.88 14.88 0.16 1.70 0.83 1.05 0.75 1.00 13.39 5.00 1.20 21.07 0.23 0.33 2.13 Non Liquefiable1.8 SM-ML 21 18.60 8.60 89 0.99 33.48 33.48 33.48 0.15 1.70 0.83 1.05 0.75 1.00 23.43 5.00 1.20 33.11 NA NA >1 Non Liquefiable3.3 SM-ML 10 18.60 8.60 95 0.97 61.38 61.38 61.38 0.15 1.28 0.83 1.05 0.80 1.00 8.93 5.00 1.20 15.72 0.17 0.24 1.59 Non Liquefiable4.8 SM-ML 19 18.60 8.60 94 0.96 89.28 89.28 89.28 0.15 1.06 0.83 1.05 0.85 1.00 14.96 5.00 1.20 22.95 0.26 0.37 2.46 Non Liquefiable6.3 SM-ML 39 18.70 8.70 83 0.95 117.33 117.81 117.81 0.15 0.92 0.83 1.05 0.95 1.00 29.87 5.00 1.20 40.84 NA NA >1 Non Liquefiable7.80 SM-ML 35 18.70 8.70 87 0.94 145.38 145.86 145.86 0.15 0.83 0.83 1.05 0.95 1.00 24.09 5.00 1.20 33.91 NA NA >1 Non Liquefiable
Trip/Auto (UK) - 60% efficiency
Was liner used in SPT boring No
Based on IRC 6, 2010 for bridges & roads or IS 1893 (Part 1) for general buildings
Importance Factor of the Structure 1
Magnitude of Earthquake 6.5
Design (DBE) PGA 0.24
Liquefaction potential assessment
Actual Water Table Depth 26
Water table assumed for Calculation 10
Seimsmic Parameters
Borehole diameter 150
Parameters from SPT Boring Efficiency Factors
Efficiency in SPT Boring (for CE factor) 50 Rope-Pulley (UK) - 50% efficiency
Borehole BH8
Borehole Details
Geotechnicl Investigation work for development of Bijwasan Delhi railway Stattion on IndianRailways Network
Page 8
Page 9
Project:
Job:
g
%mm
Dep
th b
elow
EG
L,
m
Type
of
Stra
ta
Fiel
d SP
T N
Fie
ld
Bulk
uni
t w
eigh
t (k
N/m
3 )
Subm
erge
d un
it
wei
ght
(kN
/m3 )
Fine
s Co
nten
t (
%
)
Stre
ss r
educ
tion
co
effi
cien
t (r
d)
Tota
l ove
rbur
den
pres
sure
(s o
),
kN/m
2
Effe
ctiv
e ov
erbu
rden
(s o
),
kN/m
2
Effe
ctiv
e ov
erbu
rden
du
ring
tes
ting
(s o
),
kN/m
2
Cycl
ic S
tres
s ra
tio
(CSR
)
C N CE C B C R CS
SPT
(N
1)60
α β
SPT
(N1)
60cs
CRR M
= 7
.5
CRR
FOS
Conc
lusi
on
1.8 SM-ML 11 18.50 8.50 89 0.99 33.30 33.30 33.30 0.15 1.70 0.83 1.05 0.75 1.00 12.27 5.00 1.20 19.73 0.21 0.31 1.99 Non Liquefiable3.3 SM-ML 21 18.50 8.50 81 0.97 61.05 61.05 61.05 0.15 1.28 0.83 1.05 0.80 1.00 18.81 5.00 1.20 27.58 0.36 0.51 3.37 Non Liquefiable4.8 SM-ML 34 18.50 8.50 89 0.96 88.80 88.80 88.80 0.15 1.06 0.83 1.05 0.85 1.00 26.83 5.00 1.20 37.20 NA NA >1 Non Liquefiable6.3 SM-ML 32 20.10 10.10 82 0.95 118.95 126.63 126.63 0.14 0.89 0.83 1.05 0.95 1.00 23.64 5.00 1.20 33.37 NA NA >1 Non Liquefiable7.8 SM-ML 41 20.10 10.10 67 0.94 149.10 156.78 156.78 0.14 0.80 0.83 1.05 0.95 1.00 27.22 5.00 1.20 37.66 NA NA >1 Non Liquefiable9.30 SM-ML 55 20.80 10.80 78 0.93 180.30 193.44 193.44 0.13 0.72 0.83 1.05 0.95 1.00 32.87 5.00 1.20 44.45 NA NA >1 Non Liquefiable
Was liner used in SPT boring No
Seimsmic Parameters
Rope-Pulley (UK) - 50% efficiency
Trip/Auto (UK) - 60% efficiency
Actual Water Table Depth 26.7Water table assumed for Calculation 10
Liquefaction potential assessment
BH9
Efficiency FactorsParameters from SPT BoringEfficiency in SPT Boring (for CE factor) 50Borehole diameter 150
Design (DBE) PGA 0.24
Geotechnicl Investigation work for development of Bijwasan Delhi railway Stattion on IndianRailways Network
Borehole DetailsBorehole
Based on IRC 6, 2010 for bridges & roads or IS 1893 (Part 1) for general buildingsImportance Factor of the Structure 1
Magnitude of Earthquake 6.5
Page 9
Page 10
Project:
Job:
g
%mm
Dep
th b
elow
EG
L,
m
Type
of
Stra
ta
Fiel
d SP
T N
Fie
ld
Bulk
uni
t w
eigh
t (k
N/m
3 )
Subm
erge
d un
it
wei
ght
(kN
/m3 )
Fine
s Co
nten
t (
%
)
Stre
ss r
educ
tion
co
effi
cien
t (r
d)
Tota
l ove
rbur
den
pres
sure
(s o
),
kN/m
2
Effe
ctiv
e ov
erbu
rden
(s o
),
kN/m
2
Effe
ctiv
e ov
erbu
rden
du
ring
tes
ting
(s o
),
kN/m
2
Cycl
ic S
tres
s ra
tio
(CSR
)
C N CE C B C R CS
SPT
(N
1)60
α β
SPT
(N1)
60cs
CRR M
= 7
Top Related