Ref.
SCCPL/JAMMU/SUB/WO/2021-22/056 Date: 17/12/2022
To
M/s SMVDSR GEOTECH RESEARCH & QUALITY CONTROL LAB
DHAMMI 2ND NAGROTA
JAMMU 181221
Email: info@smvdsr.in
Kind Attn.: Dr. S. R. Singh
Subject: DEVELOPMENT OF JAKH (VIJAYPUR)-KUNJWANI SECTION OF NH-44 TO SIX-
LANE EXPRESSWAY STANDARDS AS PART OF DELHI-AMRITSAR-KATRA EXPRESSWAY
[DESIGN KM 503+200 TO KM 515+000 OF DELHI-AMRITSAR-KATRA EXPRESSWAY]
INCLUDING DEVELOPMENT OF KUNJWANI TO 4TH TAWI BRIDGE SECTION OF NH-144A
TO FOUR-LANE NH STANDARDS [CH. 0+000 TO 7+385 OF NH-144A; SPUR CONNECTIVITY
TO JAMMU AIRPORT] IN THE UT OF JAMMU & KASHMIR ON HYBRID ANNUITY MODE. –
GEOTECHNICAL INVESTIGATION by Drilling of Borelog (SPT, DCPT) and by GPR method
(Ground Penetrating Radar).
Ref.: Your quotation dated 15/12/2022 & Office Discussion on 17/12/2022
Dear Sir
With reference to above cited subject, we are pleased to place a work order for Geotechnical
Investigations for the above work. Terms of reference with fee and payment schedule is given under
Annexure A.
Thanks & Regards
For Shivalaya Construction Co. Pvt. Ltd.
(Authorized Signatory)
Received & Accepted
(For M/s SMVDSR Geotech Research & Quality Control Lab)
(Authorized Signatory)
Page 1
Annexure A: Terms of Reference for Geotechnical Investigations
1. PROJECT DESCRIPTION
DEVELOPMENT OF JAKH (VIJAYPUR)-KUNJWANI SECTION OF NH-44 TO SIX-LANE
EXPRESSWAY STANDARDS AS PART OF DELHI-AMRITSAR-KATRA EXPRESSWAY
[DESIGN KM 503+200 TO KM 515+000 OF DELHI-AMRITSAR-KATRA EXPRESSWAY]
INCLUDING DEVELOPMENT OF KUNJWANI TO 4TH TAWI BRIDGE SECTION OF
NH-144A TO FOUR-LANE NH STANDARDS [CH. 0+000 TO 7+385 OF NH-144A; SPUR
CONNECTIVITY TO JAMMU AIRPORT] IN THE UT OF JAMMU & KASHMIR ON
HYBRID ANNUITY MODE.
2. SCOPE
The scope of services of the Geotechnical Consultant for undertaking the Geotechnical
Investigation Works shall cover all the work connected with the soil exploration program at the
bridge locations. Including the setting out of the locations of the various exploration points from
established reference points, mobilisation, demobilisation, conducting all field investigations at
site, collection of soil and water samples, field and laboratory tests and submission of the report
with recommendations in respect of safe bearing capacity, pile load carrying capacity, horizontal
and vertical subgrade modulus of elasticity, average bed particle size, ground improvement, etc.
The description of the Geotechnical Investigation Works given herein are for guidance only and
all the investigation shall be carried out as per IRC-78, IRC-75 and MORT&H specifications
Section 2400, 1100 and 1200 and sound engineering practice.
If presence of any uncommon soil formation is noticed at site by the Geotechnical Consultant,
the same shall be brought to the notice of the SCCPL and if any additional or new tests need to
be done, the same shall be proposed by the Geotechnical Consultant, discussed with the SCCPL
and the test taken up after obtaining the SCCPL approval. Depending on site conditions and
requirements, the locations and numbers of bores/tests required to be done at site and laboratory
can be altered by the Client.
The survey work for setting out locations of bore holes and other exploratory work points shall
be carried out by the Geotechnical Consultant using survey control stations and bench marks
provided by the Client.
All field investigations, laboratory tests and reports, etc., shall be done in accordance with the
latest relevant Standard Codes of Practices and Safety Codes. The objective of the Geotechnical
Investigation Works for the various structures is to explore and determine a suitable foundation
system to support the applicable static and dynamic load both vertical and horizontal along with
moments under different load combination.
The Geotechnical Consultant shall also provide information on the soil characteristics, the nature
and geology of the rock, protection measures to be applied to the concrete foundations in case
the ground water happens to be aggressive to the construction materials, for each of the
individual bridges and structures.
The Geotechnical Consultant shall also provide information on any liquefaction potential of the
soil and also provide information on the nature and extent of confined aquifers present in the
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area. The Geotechnical Consultant shall propose measures and solutions that are required to be
undertaken for dewatering and for construction of the bridges and structures proposed by the
Client.
A. Brief Terms:
1) Complete sub-soil investigation work comprising of all fieldwork including the collection of S.P.T., UD
/D Samples and performing all relevant Laboratory tests viz. Atterberg Limits, Sieve Analysis, Field
Moisture Content, Field Density, Specific Gravity & by Triaxle, consolidation Test.
2) Provide the Calculation of Water absorption, Determination of water table & Porosity in the report.
3) The agency will be submitted 3 printed copies of report along with editable copies.
4) RL of top of all boreholes shall be noted at the site.
5) Site work and daily progress reports must be witnessed and approved by our site staff.
6) The agency will be submitted DPR to HO via WhatsApp.
7) The agency shall not have any objection to witness of testing by the client at site and lab.
8) The agency shall not have any objection to witness of testing by our staff in lab.
9) To enable the structural designer to optimize structural design the agency shall give:
a) Bearing capacity of structures at multiple depths in chart format.
b) The capacity of piles/ wells of various diameters and depths in chart format.
10) The agency shall submit a water table, boring strata charts and test result sheets.
11) The agency shall preserve a set of extra soil samples duly labelled till the end of the project and if required
by the Company hand over the same to the Company.
12) The Company / Client can increase or decrease the scope of work depending upon progress and site
conditions, without any compensation of any type what-so-ever.
13) The Company / Client Company reserves rights to amend and /or cancel work order in part or whole as
per project requirements due to any reason what-so-ever including underperformance and/or compliance
of contractual conditions and/or any variation in market rates etc., without any compensation of any type
what-so-ever.
14) Company/client will not be responsible for any kind of Penalty/fine imposed by any Govt. agency due to
any kind of lapse from your end.
15) All safety issues and local issues shall be the sole responsibility of the agency.
16) The Agency will be responsible for the watch and ward of the material brought on from his own stock for
our site and nothing extra paid in this regard.
17) No extra payment for anything else whatsoever, including the following:
a) Boring water.
b) Local shifting.
c) Idling.
d) Boarding & Lodging
BOREHOLES LOCATION DETAILS
Boreholes details are presented separately in Annexure-C
*No. and depth of Boreholes are indicative only. Actual No. and depth of boreholes may vary at
any stage during execution as per site / design requirements and or as decided by CLIENT.
Payment shall be made as per the actual no. and depth of boreholes excavated.
# In rocky strata / where N>100 is encountered, the boring shall be terminated 5.0m into soft
rock / 3.0m into hard rock where N>100, with the approval of the SCCPL’s engineer-in-charge.
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3. FIELD INVESTIGATION AND TEST
3.1 Exploratory bore-holes and core drilling
Field work shall include Mobilization of all required equipment’s, instruments etc. with rig and
subsequent de mobilization after completion of investigation, setting and shifting of rig at each
bore hole location, Drilling exploratory boreholes of 150mm dia. in all types of soil and rock
surface as per specifications for the depth as specified below, Conducting standard penetration
test (SPT) and collecting preserving samples, Collecting undisturbed soil samples (UDS),
Collecting ground water samples for chemical analysis, Submission of core Box. 1. Standard
penetration test should be carried out at every 1.50 m interval or at change of strata as per IS:
2131-1981. 2. Disturbed samples should be collected at every 1.50 m interval. 3. Undisturbed
samples should be collected at every 2.50 m interval. 4. Ground water table should be observed
after dewatering the borehole and waiting for time gap of 24 hours to allow for recuperation of
ground water. All the presentation of data, records of boring, Methods of sampling, preservation
handling and labelling of the samples shall be as per section 2400 of MORTH specifications for
road and bridge works (fifth revision). Minimum depth of bore hole below NGL should be 15
times diameter of pile in ordinary / Jointed rock but minimum 15.0m in such rock as per 1102.1
(ii) of MORTH Specifications. Minimum depth of bore hole below NGL should be 4 times
diameter of pile in hard rock but minimum 3.0m in such rock as per 1102.1 (iii) of MORTH
Specifications. Minimum depth of bore hole below Pile Cut-off level (2.5m below OGL) should
be 50m (min.) for typical viaducts and 60m (min.) at Extra-Dossed Bridge/Obligatory Spans.
Bore Hole shall be done at each pier location as per 2402.1 of MORTH Specifications
Boring and core drilling in rock shall be as per section 2400 of MORT&H specifications.
Individual locations of boreholes shall preferably be at proposed pier/abutment locations. The
size of the boreholes shall be 150 mm diameter. The Geotechnical Consultant shall ensure that
sand blow condition do not develop while boring/drilling. The bore holes shall be drilled by
using diamond casing shoe or TC casing shoe and the soil wash samples shall be collected at 1.5
m intervals.
Rock core drilling shall be performed using a diamond bit and NX-size Double Tube Core
Barrel of lengths not exceeding 1.5m. Minimum diameter of the cores shall be 54 mm unless
otherwise specified by the SCCPL and/or Design Consultant. The core shall be removed from
the core barrel either by splitting the inner tube or by extruding the core within the split inner
liner. Core barrel shall be held horizontally whilst the core is extruded in the same direction as it
entered the barrel. Extrusion shall be done without vibration and in a manner to prevent
disturbance to the cores.
The rock core observations shall include rock type, hardness, surface conditions (very poor,
poor, fair, good, very good) and structure (massive, blocky, very blocky, and blocky. Disturbed,
foliated, laminated, sheared, and disintegrated) conditions based on the rock jointing; core
recovery, RQD, rate of penetration and loss of water. For guidance IS: 5313 shall be referred.
Data shall be presented in accordance with IS: 4464. The cores shall be stored in wooden core
boxes clearly identifying the direction of core run and provided with wooden spacer blocks for
snug packing of the core pieces.
The existing ground level shall be logged and should be connected to the project survey control
points and bench marks. Proper logging shall be done with description of different strata
encountered with their reduced levels. All bore holes after completion of work shall immediately
be back filled with sand and sealed with cement after duly marking the bore hole no., and depth
obtained. Borings shall be supervised on a full-time basis by the Geotechnical Consultant’s
experienced geologist or geotechnical engineer, who shall maintain bore logs including soil type,
nature of sample, soil moisture and consistency, SPT blow counts, ground water observation and
apparent origin (fill/ alluvium /colluvium / residum etc.). Groundwater samples shall be
collected in all boreholes, which are extending below water table.
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3.2 Boring Termination Criteria
The bore hole shall be terminated as per the requirements of IRC-78, IRC-75 and MORT&H
specifications Section 2400, 1100 and 1200 and sound engineering practice with the approval of
the SCCPL’s engineer-in-charge. In rocky strata / where N>100 is encountered, the boring shall
be terminated 3.0m into the hard rock strata / strata where N>100, with the approval of the
SCCPL’s engineer-in-charge.
3.3 Survey of Borehole Locations
The boring locations shall be surveyed by the SCCPL during or after the field testing
program. In order for the survey crew to easily identify the “as-drilled” locations, the
Geotechnical Consultant shall leave stationary markers and collect coordinates at and near
the boring locations upon completion of the drilling operations, prior to moving to the next
site. For borings taken in the natural ground away from the bituminous highway, a
concrete block of cubical shape (height about 0.3m) shall be embedded in the ground at the
boring surface. The upper surface of the block shall be marked with stubborn red paint
identifying the boring number. Other markers left near the boring locations shall include
bright coloured cloth ribbons tied to the tree trunk or bush. For borings taken on the road,
the locations shall be identified by orange coloured stubborn paint on the road surface
upon completion. The site engineer shall maintain a log of various markers left in place.
3.4 Utility Clearance and Encroachment Permits
The Geotechnical Consultant shall obtain the necessary underground utility clearance and
encroachment permits from the state authorities (if required), prior to carrying out the
field work. The borings shall be appropriately relocated to avoid possible conflict with the
utility pipes/cables with prior permission from the SCCPL only.
3.5 Safety Requirements during Exploration
All field personnel of the Geotechnical Consultant are required to wear orange coloured
safety vests, hard hats & safety boots while carrying out the fieldwork. The Geotechnical
Consultant shall maintain minimum traffic control considering safety of his personnel and
smooth traffic flow. These minimum safety requirements shall include deploying a full time
flagman on the site and placing “men at work” warning signs on the roadway shoulders on
both sides, at least about 15m away from the area of boring operations. It is mandatory to
enclose the area of boring operations with at least 0.5m tall bright coloured traffic
delineators or cones. The area of boring operations shall not extend into the traffic lanes.
3.6 Sampling
Sampling shall be as per section 2400 of MORT&H specifications. Disturbed samples shall be
collected from Standard penetration test (as per IS:1892 &2132) during boring. Disturbed
sample collected shall be placed in suitable jars or plastic bags labelled properly for onward
transmission to the laboratory. Sufficient quantities shall be collected as required for laboratory
testing.
Undisturbed samples, conforming to relevant Indian Standards (as per IS: 1892&2132) shall be
collected in open tube samplers with an area ratio of less than 15% so as to obtain a core of
sample of 100 mm in diameter and 450 mm long at every change in stratum or intervals of 1.5m
whichever occurs earlier. The tube shall be properly marked and the ends of the sample tube
sealed properly with minimum 25mm thick wax soon after the sample is recovered from the
bore-hole to ensure no loss of moisture with time while retained in the tube. Sample tubes shall
be immediately shifted to the laboratory for testing. This shall be carefully preserved till such
time as the prescribed tests are successfully completed and accepted.
While collecting the Undisturbed or Shelby tube soil samples, care shall be taken by gently
pushing the sampler using the hydraulic push of the rig. No hammering is allowed. Recovery
ratio shall be observed and reported in the bore logs for every sample. The sample shall be
sealed, packed and properly labelled and transported to the laboratory as laid down in IS: 2132.
Top and bottom of the sample must be indicated clearly on the sample tube to facilitate
laboratory testing in proper orientation. At least one representative undisturbed sample should be
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collected from each strata. When the homogeneous strata is very thick, one representative
sample shall be collected for each 3 m thickness of the strata.
Sampling for rock shall be collected as specified in section 2400 of MORT&H specifications.
3.7 Storage and Transportation of Samples
The Geotechnical Consultant shall store the samples in a place away from the direct sunlight.
The overnight storage of the samples shall be done at secured locations of the field camp. The
Geotechnical Consultant is solely responsible for the safety of the samples. Samples shall be
transported to the Geotechnical Consultant’s laboratory on a regular basis. During transportation,
the Geotechnical Consultant’s personnel shall exercise restraint on fast driving on bumpy and
rough roads that can cause sample disturbance leading to erroneous testing results. No shuttling
of the samples between different structures locations is permitted, unless the locations are fairly
close to each other. All samples must be transported to the testing laboratory within three (3)
days of their retrieval.
3.8 Standard Penetration Test (SPT)
The SPT shall be performed at the base of bore-hole as per relevant Indian Standard codes at
every change in stratum or at intervals of 1.5m whichever occurs earlier in both cohesive and
non-cohesive soil. The test shall be conducted after driving the casing to the bottom of the
borehole and after cleaning it. Number of blows required to penetrate every 150 mm shall be
recorded in case of normal sand, silt or clay as per relevant standard codes. In case of dense/
hard stratum, the penetration (in mm) for every 20 blows shall be recorded. Total number of
blows in such cases shall be restricted to 150 blows per test. All those field records are to be
submitted along with bore logs. Collection of undisturbed samples and conducting SPT tests
shall be done alternatively. The “N” values reported in the bore log shall be corrected as per the
codal requirements and the same shall be reported in the bore logs along with field values.
For GPR test all the related documents and necessary arrangements will be arranged by
SMVDSR.
3.9 Standing Ground Water Level
Records shall be maintained of the level at which water is struck and the level of any rapid
inflow shall also be recorded. On reaching such level, the bore-hole shall be left open for a
period of two hours to observe the rise of water in the casing. Bore-holes can be continued,
thereafter, upto the end of the day. The level of the water in the casing at the end of the day and
at the beginning of the next day shall be recorded properly. For studying the ground water table,
no drilling mud will be permitted for stabilizing the hole.
3.10 Field Bore Logs & Progress Reporting
During the course of the exploration work, the Geotechnical Consultant’s field
representative shall report on a daily basis to SCCPL on the progress of the works. The
daily reporting of the progress shall be in a format proposed by the Geotechnical
Consultant and approved by the SCCPL prior to commencement of exploratory works.
The Geotechnical Consultant shall also submit to the SCCPL representative the bore log
and other field observation data, duly signed by Geotechnical Consultant’s authorized
representative, once in every three days. The submission of such field information shall be
in a format shown in sheets 1 and 2 of IRC:78-2014, with additional data wherever
appropriate. The field information shall contain the accurate locations and levels of the
explorations done, with exact coordinates and distances from the existing structures. The
levels and coordinates shall be got approved by the SCCPL’s engineer-in-charge. All field
information shall be duly signed by the Geotechnical Consultant’s representative.
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4. LABORATORY TESTS
4.1 Introduction
All in-situ test shall be supplemented by laboratory investigation, Laboratory work shall include Grain
size analysis (GSA) of soils samples by both mechanical sieve (Sieve analysis and Hydrometer analysis),
Specific Gravity, Swelling Pressure, Unconfined compressive strength of soil, Moisture content, Free
Swell, Dry density, Atterberg limits, Conducting Consolidation test, Triaxial undrained test (UU), Direct
shear test, Chemical analysis of soil and water (i.e. pH, sulphates and chlorides). All the tests shall
conform to relevant IS standards
Laboratory tests shall be conducted on selected samples collected from site to establish the
physical and chemical properties of soil. The Subcontractor shall determine the laboratory tests
to be conducted based on the field information, and prior to carrying out the tests, shall submit a
schedule of all the laboratory tests to the Contractor for approval. The following are some of the
tests to be conducted in accordance with the relevant Standard Codes of Practice: -
• Natural moisture content
• Void ratio
• Liquid, plastic and shrinkage limits
• Particle size analysis & soil classification
• Specific gravity
• Bulk density, dry density and optimum moisture content.
• Cohesion and angle of internal friction for Bearing capacity and slope stability analysis.
• Tri-axial test (un-drained quick test)
4.2 Atterberg limits
Tests for determining the Liquid, plastic and shrinkage limits shall be conducted on all cohesive
soils for classification purposes and for predicting engineering properties. The results of limit
tests shall be plotted on the plasticity chart.
4.3 Particle size analysis and silt factor
Particle size analysis shall be done on all cohesive and cohesion less soil samples. Both sieve
and hydrometric analysis shall be conducted and silt factor shall be calculated in case of river
bridges and structures. The soil shall be classified as per the IS classification. The results shall
also be provided in the format mentioned below.
4.4 Shear tests
Shear tests shall be conducted on the undisturbed samples to determine the cohesion and angle
of internal friction of the soil sample. The Direct Shear test method shall be adopted for cohesion
less soils, and the tri-axial method for cohesive soil and semi-cohesive soils. For cohesive soils,
unconfined compression tests shall also be conducted wherever deemed necessary. Cohesive
soils in un-drained condition shall be subjected to tri-axial tests. The cohesion values and angle
of internal friction are to be determined either by Mohr’s circle or by any other standard method
of engineering practice.
Particular attention shall be paid for conducting tri-axial tests, each of which shall be done on
minimum or 3 specimens. Specimens shall be prepared by trimming and not by pushing small
tube in a large tube.
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4.5 Consolidation tests
For cohesive and c- soils, consolidation tests as per relevant codes are to be conducted on
undisturbed samples to determine settlement characteristics of each sub-strata layer below the
existing ground level.
4.6 Swelling test
For soils expansive in nature, swelling tests on selected samples shall be conducted to determine
the swelling pressure and magnitude.
4.7 Dry density and OMC
Tests shall be performed to determine the maximum dry density and optimum moisture content
for borrow area samples.
4.8 Chemical analysis of soil and sub-soil water samples
Water samples from a few bore holes shall be taken and chemical analysis shall be done for
sulphate, chloride content and Ph value, particularly to determine the aggressiveness to concrete,
steel and GI pipes. Care shall be taken to ensure that they are not diluted with rain or surface
water during recovery from the bore hole. Similarly, a few samples shall be chemically tested to
determine the sulphate content and other aggressive components.
4.9 Tests on Rock cores
Rock cores shall be tested as per section 2400 of MORT&H specifications. Rock cores shall be
tested for crushing strength, RQD, joint characteristics, orientation of joints, joint spacing,
ground water condition etc and RMR value is determined. Field tests should also take note of cl.
3.1 mentioned above. Appropriate tests shall be conducted on soft rock/weathered rock as per
the relevant codal provisions and sound engineering practice.
4.10 Liquefaction potential
Relevant laboratory tests shall be conducted to determine the liquefaction potential of the soil as
per IS 1893-Part-1 and IRC: SP:114-2018.
5. SUBMISSION OF REPORTS
5.1 Initial Report on field and laboratory testing
On completion of all field works, laboratory testing and geotechnical analysis, the Subcontractor
shall submit two (2) sets of hard copies of the draft report for CLIENT’s review.
The report shall consist of all the field observations, charts, tables, geological and lithological
sections and recommendation of the type of foundation most suited at different depths indicating
the bearing capacity with allowable settlements for individual bridges, and for high
embankments settlement analysis/shear failure analysis, slope stability analysis and
recommendations. The report shall also contain the results and interpretations of laboratory tests.
The report shall also include drawings showing the locations of boreholes and testing conducted,
indicating the control points, reference points and temporary bench marks actually used for the
setting out of the exploratory works.
5.2 Final Reports
Once all the review comments of Design Consultant have been satisfactorily addressed, the
Geotechnical Consultant shall submit the Final Report in six (6) sets of hard copies, duly signed
by the Geotechnical Consultant authorized representative. The Subcontractor shall also submit
the Final Report in soft copy.
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6. Duration
All activities including submission of report shall be completed within 1 months from date work
order.
Fees
The final payment shall be as per actual work carried out for various items mentioned in Annexure B.
7. Schedule of Payment for Drilling Borelog as well as GPR method
Sl. Amount Payable (% of
Particulars Time
No. total contract amount)
On completion of field work and 1 months from the date of
1 35%
submission of bore holes details. issue of Work Order.
1 months from the date of
2 On submission of Draft Reports. 35%
issue of Work Order.
On submission of Final Reports in
1 week from date of issue 30% remaining amount
hard and soft copy incorporating
3 of comments on draft calculated based on
all comments of IE and SCCPL on
report. actual work executed.
Draft Report, if any.
Thanks & Regards
For Shivalaya Construction Co. Pvt. Ltd.
(Authorized Signatory)
Received & Accepted
(For M/s SMVDSR Geotech Research & Quality Control Lab)
(Authorized Signatory)
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Annexure B: - Fee Breakup
Geotechnical Investigation Fee Breakup
S. Rate
Description of Survey Unit Quantity Remarks
No. (Rs.)
Drilling of Nx size bore hole in all
types of substrata including Rock/
boulder using diamond core drilling
machine, upto 30 mtr depth.
Collection of (Rock core samples) in
1 core boxes and inclusive of
Rm N no’s 3000
Mobilization / Demobilization of Men
and Machinery and shifting of
machines from one borehole
location to another.
Geophysical investigation through GRE
5622 GPR in field alongwith scanning.
And Preparation of Geotech report on
2 the behalf of GPR/GRE 5622 along with Rm N no’s 1000
logging and lab analysis of soil bearing
Capacity soil profile and ground water
analysis.
Total:
Note: -
1- Depth of bore hole may be increase or decrease as per soil strata. It will be finalized by
SCCPL representative at site.
2- Number of bore holes can be increase or decrease, depend upon the work progress of team.
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Annexure C: - Bore Hole Location Details
Bore Hole Location Coordinate List will be shared separately to site team by SCCPL
Representative
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