5.spec of soil imp - land dev for rs

VISAKH MARKETING INSTALLATION RESITEMENT

PROJECT - WHITE OIL TERMINAL

Doc No: 254624-400-SP-CIV-022 Rev: A of 23

P:\Andheri\IndiaProject\254624 HPCL- White Oil Terminal\02 Civil\1-DELIVERABLE LIST (ISSUED

FOLDER)\DOCUMENT\TENDER\RAILWAY SIDING WORKS TENDER\GRND IMPR INCU EMBANK 3.11.09\SPEC

OF SOIL IMP & LAND DEV FOR RS-3.11.09.doc

STANDARD SPECIFICATION

FOR

SOIL IMPROVEMENT AND

LAND DEVELOPMENT FOR RAILWAY

SIDING

Hindustan Petroleum Corporation Ltd

Visakha Dispatch Station

VR-ATP Area, Naval Base Post

Visakhapatnam - 530 014

Andhra Pradesh

Mott MacDonald Consultants (India) Pvt. Ltd.

Kothari House, CTS No. 185

Off Andheri - Kurla Road

Andheri (East)

Mumbai 400 059







CONTENTS OF TECHNICAL SPECIFICATIONS

No DESCRIPTION PAGES

1 SOIL STABILIZATION 5 - 15

2 EARTH WORK 16 - 23







1 Purpose

The purpose of this standard is to define specifications to be followed for Site Development

including Soil Improvement Works for Railway siding..

2 Scope

This specification covers the material and constructional requirements of Site Development

including Soil Improvement Works for Railway siding. The extent of work shall be as shown

on drawings and as described herein. Supplementary requirements or modifications to this

specification shall be defined in the drawings or as per instructions of the HPCL/MMCI

Engineer-in-charge. The work shall be carried out as per design in a phased manner as

directed by the HPCL/MMCI Engineer-in-charge.

3 Applicable Codes (shown at relevant Sections)

4 Technical Requirements (shown at relevant Sections)







SPECIFICATIONS FOR SOIL STABILIZATION







1 General

The work consists ground improvement using prefabricated vertical drains (PVD) or band

drains of specified quality up to depths required to stabilize a railway embankment which

requires to be constructed over very soft compressible clay. The work is to be carried out in

marshy conditions some parts of which may be water logged. The clay subsoil is very weak

and highly compressible and requires to be improved to increase its shear strength as well as

to minimize or eliminate post construction settlement. The CONTRACTOR is well advised

to visit the site before making the offer.

The CONTRACTOR is required to include in his offer detailed proposal for such soil

stabilization including methodology, design and expected results to achieve satisfactory

construction and performance of the embankment in the long term. All necessary precautions

necessary to avoid any instability of the proposed embankment & also the existing works

during the construction is essential and should be included in the proposal to ensure safety at

all times during construction.

The CONTRACTOR shall furnish all necessary design, labour, equipment, and materials and

perform all necessary operations for the installation of prefabricated vertical drains (PVD) or

band drains in accordance with the details shown in the drawings and with the requirements of

these specification. The PVD or band drains shall consist of a drainage core enclosed in a

suitable filter fabric and shall comply with the minimum specifications stated herein.

Contractor shall note that the design details such as spacing, depth etc. of the band drain

included here in are for reference only. The work shall be extended as per the contractor’s

design which shall be approved in advance of execution by HPCL / MMCI.

Contractor with this offer shall submit documents of the past work of comparable magnitude

executed by him which shall include as minimum the following details type of band drains,

depth of installation, spacing, design settlement, achieved settlement, time period, purpose &

height of embankment.







2 Specification for PVD

2.1 General

PVD shall be of newly manufactured materials from an approved manufacturer. The PVD or

band drain shall be prefabricated made up of polypropylene drainage core wrapped in a non-

woven filter fabric made of polypropylene or similar material. The core shall be fabricated

with suitable drainage channels which shall provide continuous vertical drainage and shall

have the minimum properties specified herein.

The filter jacket shall be capable of resisting all bending, puncturing and tensioning subjected

to during installation and design life of the drain. The jacket shall allow free of passage of

pure water to the core without loss of soil material or piping.

2.2 Jacket

The Jacket shall be a synthetic non woven geotextile capable of resisting all bending,

punching & tensile forces imposed during installation & shall be suitable to resist local

damages such as punching through the filter by sand / grave / partition. The material shall be

sufficiently rigid to withstand lateral earth pressure to embedment & surcharge so that

verifical flow capacity through the core is not adversely affected. The material shall be

flexible to bend smoothly during installation & induced consolidation settlement without

damage. It shall also not under go cracking or peeling during installation of the drain.

2.3 Core

The core shall be a continuous plastic material fabricated to promote drainage along the axis

of vertical the drain.

2.4 Assembled drain

The mechanical properties (strength & modulus) of the assembled PV Drain shall equal or

exceed those specified for the component of Jacket & core. The assembled drain shall be

resistance against wet rot mild der, bacterial drawing, action, insects, salts, acids, alkalis,

solvers & along other significant ingredients in the site ground water. One single type of

assembled drain shall be used on the project unless otherwise specified or approved by

engineer.

The contractor shall submit to HPCL/MMCI manufacturer’s test result / certificates for the

batch procured documenting that the physical & mechanical of the drain satisfy the minimum

requirements of this specification.







2.5 Qualities Requirements

The CONTRACTOR shall submit samples and specify source of the PVD material.

Manufacturer’s specification & typical test results and specifications as well as a letter of

commitment from the manufacturer for supply of the required quantity for the project in time

shall accompany the offer. The manufacturer shall have ISO 9001 certification for quality

assurance in the manufacturing of the product. The product should have proven record for

good performance. The HPCL/MMCI Engineer-in-charge shall approve the PVD material

before it is allowed to be used in the project. All PVD Materials shall be labelled and tagged

for sample identification and other quality control requirement. Each roll shall be identified by

the manufacturer by lot number, individual roll number, date of manufacture, name of

manufacturer and product identification of jacket and core.

2.6 Preservation & protection of band drains during shipping & storage

During Transportation and storage:

The drain shall be wrapped in heavy paper, burlap or similar heavy duty protection covering.

The drain shall be protected from sunlight, mud, dirt, dust, debris and other detrimental

substances.

All damaged materials during transportation, handling and storage and which do not meet

Minimum requirement as per specifications shall be rejected by the Engineer-in-charge and

no certification for payment shall be made for such materials.

Prior to installation and at the discretion of the Engineer, an individual test sample of 3m

length shall be cut from atleast one roll selected at random to represent each batch or every

50,000 meters whichever is less. These samples (PVD and filter jacket) shall be subjected to

tests as mentioned herein in an independent approved laboratory. The cost of samples and

tests shall be deemed to be included in rates for PVD quoted. In case of any individual sample

not satisfying the minimum specifications indicated herein, then the relevant roll shall be

seicted. As a precaution two additional samples shall be drawn from two other rolls

representing material for 50,000 m & shall be tasted. If either of the two samples fails to

comply with any provision of the specification, then the entire quantity of vertical drain

represented by the samples shall be rejected.







3 Technical Specification & codes for PVD

S.No Property Test Method Specification

A Composite Drain

1 Width 100 mm

2 Thickness ASTM D5199 4.1 mm

3 Mass per linear metre 90 g/m

4 Tensile strength 2.55 kN

5 Elongation at break 36%

6 Elongation at 0.5 kN

ASTM D4595

1.00%

7 Discharge capacity i = 1.0, 300 kPa pressure 95 x 10-6

m 3/s

8 (straight) i = 1.0, 350 kPa pressure 90 x 10-6

m3/s

9 Discharge capacity i = 1.0, 250 kPa pressure

10 (25% buckled)

ASTM D4716

85 x 10-6

m3/s

B Core

1 Material

Polyethylene /

Polypropylene

2 Configuration / structure Corrugated

3 Thickness ASTM D5199 3.5 mm

4 Tensile strength ASTM D638 1.25 kN

5 Elongation at break 20%

6 Compressive strength ASTM D1621 1200 kPa

C Filter

1 Material Polyester

2 Structure Nonwovwen

3 Mass per unit area ASTM D5261 120 g/m2

4 Tensile strength 530 N

5 Elongation at break ASTM D4632

45%

6 Trapezoid tear strength ASTM D4533 150 N

7 Bursting strength ASTM D3786 1 N/mm2

8 Puncture strength ASTM D751 225N

9 Permeability 1.9 x 10-4

m/s

10 Permittivity ASTM D4491

0.65 s-1

11 Apparent opening size ASTM D4751 80 µm







4 Installation Equipment

The PVD shall be installed with approved modern hydraulic drain stitcher equipment, which

will cause minimum disturbance to the subsoil during the installation operation, capable of

maintaining the vertically the mandrel. For penetration through stiff or difficult ground, the

rigs shall have additional hydraulic cylinders.

The PVD shall be installed within a steel mandrel that will be advanced through the soil to the

required depth. Constant rate of advancement method is the preferred method for installation.

The PVD shall be installed continuously without jerks or stoppage until refusal is reached.

Alternate raising & lowering of the mandrel during driving shall not be permitted.

Use of impact hammers for installation is not allowed. Vibration shall not be used unless and

otherwise approved by the Engineer. The mandrel penetration rate should be between 0.15 m

to 0.6 m per sec. The mandrel shall protect the drain material from tears, cuts and abrasions

during installation and shall be withdrawn smoothly after the drain is installed to the required

depth. The mandrel shall be rectangular in shape and the cross sectional area not shall exceed

80cm2. An approved anchor plate shall be used at the bottom of mandrel to prevent soil from

entering the mandrel & to anchor the drain tip at the required depth at the time of mandrel

removal. The dimension at anchor plate shall conform closely to the mandrel to avoid soil

disturbances. Use of rod in place of anchor plates shall not be allowed.

The CONTRACTOR shall submit detailed method statement including the following with the

offer:

a) Sequence and method of installation.

b) List & details of equipment which will be mobilized.

c) Proposed site organization, and

d) Work programme

e) Overall schedule including committed delivery dates of PVD at site.

Prior approval of all the above will be required before commencement of PVD installation.

Approval of the HPCL/MMCI Engineer-in-charge will not relieve the CONTRACTOR of his

responsibility to install the PVD in accordance with the specifications.







Prior to PVD installation within the designated area, the CONTRACTOR shall demonstrate

that his equipment, method and materials produce satisfactory installation in accordance with

these specifications. For this purpose, the CONTRACTOR will be required to install trial

drains at locations designated by the HPCL/MMCI Engineer-in-charge. There shall be no

payment for unsatisfactorily installed drains.

The CONTRACTOR shall submit proper PVD installation plans showing the location of each

PVD to be installed at least one week prior to commencement of works. Installation work can

commence only after approval is given for the installation plans submitted. Before physical

installation contractor shall locate, number & stake out on ground the installation plan & from

the benchmark provided by HPCL/MMCI. The installed PV Drains shall not deviated more

than that 150mm from the position indicated in plans. PV Drains installed beyond the

tolerance & also those are damaged or otherwise improperly installed shall be rejected &

abandoned in place.

PVD shall be installed from the working platform to the required depth or where significant

resistance to penetration is encountered or as directed by the HPCL/MMCI Engineer-in-

charge. The HPCL/MMCI Engineer-in-charge may vary the spacing, depth or number of

installations as required for the project.

The installation equipment shall be checked for verticality prior to PVD installation. The

deviation shall not exceed 1 in 50 from the vertical.

The CONTRACTOR must have suitable means to measure installation depths during the PVD

installation at each location. The details of PVD installation at each location shall be recorded

in proper daily installation record sheets and submitted to HPCL/MMCI Engineer-in-charge.

The details recorded shall include depth, grid location of installed PVD, start/end time for

each shift, equipment breakdown period if any, total numbers and depth installed in the day or

shift, name of recorder and supervisor, weather condition etc. The format of daily record

sheets shall be submitted for prior approval before commencement of PVD installation at site.

Splices or connections in the PVD material shall be carried out in approved manner to ensure

structural & hydraulic continuity of the PVD material to the satisfaction of the HPCL/MMCI

Engineer-in-charge. At the splice upper portion of the jacket shall be external to the lower

portion. A maximum of one splice per drain shall be permitted unless specific permission







from the Engineer. The jacket and core shall be overlapped at min 150mm at any splice &

stapled in position.

There shall be at least 500mm of PVD material protruding above ground level at each PVD

location. The PVD shall be cut neatly at the upper end. If any deep sub-surface obstructions

are encountered and penetration below is not possible, the HPCL/MMCI Engineer-in-charge

should be notified of the same and where necessary a compensating PVD should be installed

beside such a location as instructed by the HPCL/MMCI Engineer-in-charge.

The installation shall be performed without any damage to the drain during

advancement or retraction of mandrel. Alternate raising or loweing of the mandrel or

jerking during advancement shall not be permitted. Raising of the mandrel shall only be

permitted after completion of drain installation.

PVD not complying with the installation procedure detailed above shall be rejected.

Replacement of PVD at both sides of rejected point shall be installed by the contractor at

no extra cost . The contractor shall be responsible for penetrating any overlying

materials as necessary to install the drains. The contractor may use augering, spudding,

or other approved methods to loosen the soil and other approved materials prior to the

installation of PVD with the approval of MMCI/HPCL.

CONTRACTOR shall take all necessary precautions to protect soil instrumentation already

installed. Any damage to instruments due to PVD installation shall be the CONTRACTOR’s

responsibility and he shall reinstall such instruments at own cost to the satisfaction of the

HPCL/MMCI Engineer-in-charge.

Full time supervision is important and necessary to prevent problems at site. The various

methods of recording the penetration length

1. Sale on the mast.

2. Dial gauge (which needs calibration).

3. Automatic digital counter.

5 Method of Measurement

The installed length of PVD shall be measured in linear metres upto the full depth of

installation of each PVD as recorded in daily installation records and verified by the Engineer.







Obstruction clearance angering or spudding method shall be measured per running meter. The

length of obstruction clearance to be paid shall be the length from working surface at the time

of installation to the depth penetrated by anger or sped or a depth of 0.6 m into the under -----

lying compressible soil which ever is less.

6 Soil Instrumentation

Platform Settlement Gauges and Open Standpipe Piezometers are required to be installed to

monitor ground settlement and dissipation of pore pressure during the ground improvement

works. They need to be installed at designated locations and depths as required by the

HPCL/MMCI Engineer-in-charge. The Piezometers shall be installed in suitable boreholes

and shall be protected with protective pipes.

The instrument data shall be recorded at required time intervals and reports shall be submitted

regularly to the HPCL/MMCI Engineer-in-charge together with suitable plots and analysis

of the data. Details of the instruments the CONTRACTOR proposes to install and

methodology for installation and monitoring shall be submitted for approval by the

HPCL/MMCI Engineer-in-charge.

7 Soil Investigation

A confirmatory soil investigation including boreholes, undisturbed soil sampling, in-situ tests

such as SPT and field vane shear tests and laboratory tests on the collected soil samples will

be required after the completion of the ground improvement work to assess the improvement

in soil shear strength and bearing capacity as a result of the ground improvement works. The

CONTRACTOR will be required to submit a programme for conducting the soil

investigation and submission of report for the approval of the HPCL/MMCI Engineer-in-

charge. No extra payment for doing this activity.

8 Documents to be submitted with offer

a) Detailed design, methodology, etc for soil consolidation and embankment construction

including programme chart for the project.

b) Details of soil instrumentation and soil investigation & testing work proposed by the

CONTRACTOR.







c) Proposal for Soil Investigation & Laboratory testing Work as per clause No. 7 above with

approx. No. of bore holes and Laboratory test proposed along with unit rates. The quoted

LS price as per item No. 14 of SOQ. Shall be based on this quantities & unit rates

d) Track record, list of projects completed, certificates of completion and records to prove

eligibility criteria of the SPECIALIST CONTRACTOR.

e) Specification, test reports, ISO certification and track record of PVD manufacturer

including letter of commitment from him for PVD supply for the project.

f) List of plant and equipment the CONTRACTOR will mobilize for the project and method

statement for PVD installation.

g) List of site personnel for the project and CV of key personnel.

9 Sand Drainage Blanket

Sand drainage blanket at least 300mm thick shall be provided over the installed PVD within

the area of ground improvement. The sand shall be clean with less than & well graded 5%

fine particles less than 75 micron size. Samples of sand along with test results and source of

such sand shall be submitted for approval of the HPCL/MMCI Engineer-in-charge prior to

its use in the works. The sand shall be spread evenly over the area and quantity of sand for

payment purpose shall be based on actual measurements at site based on spot levels before

and after sand laying.

10 Geotextile Reinforcement

After laying the sand blanket a Woven Geotextile Reinforcement is installed over the areas of

sand blanketing. The Geotextile acts as reinforcement as well as a separator between the sand

blanket and the embankment fill above. The minimum specification for the Geotextile shall be

as for the jacket included herein. The Geotextile shall be laid with the warp (machine

direction) perpendicular to the alignment of the embankment. The Geotextile panels shall be

placed with adequate laps and sewn together at the overlaps between panels. Details and

specification of woven Geotextile proposed, samples and test reports shall be submitted to the

HPCL/MMCI Engineer-in-charge for approval.







11 The main contractor has to take the assistance / guidance from the specialist subcontractor

who has sufficient experience in soil improvement work using vertical band drains. The

recommended soil improvement subcontractor for the above shall be any of the following

agencies:

1. Bharat Geosystems Private Limted,

8/2, Malaviya Avenue, Thrruvanmiyur,

Chennai – 600 041, India.

Phone no. 044-24523522

2. KELLER Ground Engineering India Private Ltd.

S-15, Economist house, First Cross Road,

Guindy Industrial Estate, Chennai – 600 032

Phone No. 044-22501850

3. Z-Tech (India) Pvt. Ltd.

‘D’ Wing No. 446.Vashi Plaza

Sector 17, Vashi.Navi Mumbai.

Phone No. 022-27548302

4. M/s Sohams Foundation Engg. Pvt. Ltd.

E-6, Shraddhamata Society,.

Opp. IIT Main Gate.

Powai, Mumbai - 400076

Phone No. 022-27574038/27565562

Website: www.sohams.com

In case the main contractor wishes to execute the soil improvement work using vertical band drains by

the alternate subcontractor other than any of the four agencies mentioned above, then the tenderer shall

submit the details of such proposed alternate subcontractor(s) with their PQ documents ( i.e. their

profile, experience in PVD, turnover etc) along with the tender and contractor shall get approval of such

alternate subcontractor from MMCI/HPCL before subcontracting. The specialised subcontractor

proposed by main contractor shall comply with the technical specification of soil improvement using

vertical band brain as per clause No. 2.0.







SPECIFICATIONS FOR EARTH WORK







1.0 EARTHWORK

1.1 Specifications

1.1.1 The moorum should cover the entire width of the formation from shoulder to shoulder, materials on both

edges.

1.1.2 The moorum shall have following properties:

(a) The liquid limit shall not exceed 35 and Plasticity Index shall be below 15.

(b) Uniformity co-efficient d60 should be above 4 and preferably above 7.

d10

(c) Co-efficient of curvature d302

should be between 1 & 3.

d60 x d10

Note: d60 is sieve size through which 60% of blanket material passes and d10 is the sieve size through

which 10% of the blanket material passes and 80 so on. The enveloping curve for the Blanketing

Material recommended by RDSO is shown in the Diagram at Annexure B of Guideline no. GE-

G-1 of RDSO for Earthwork in Railway Project.

1.1.3 In case of mechanically produced blanket material, RDSO Guide lines (GE: C-2) shall be followed.

1.2 Applicable codes

The following IS codes shall be followed for classification of soils, and for conducting various tests on

soils where required.

i) IS-2720 Part-II 1973 Method of tests for soil determination of water contents (II Edition)

ii) IS-2720 Part-III Section-I of 1980

Method of test for soil determination of specific gravity.

iii) IS-2720 Part-IV 1975

Method of test for soil grain size analysis

iv) IS-2720 Part-V 1974

Determination of liquid and plastic limit.

v) IS-2720 Part-VIII 1983 Determination of moisture contents dry density using heavy

compaction.

vi) IS-2720 Part-XIV 1985 Determination of density index (relative density) of cohesion less







soil.

vii) IS-2720 Part-XVIII 1964 (reprint in Jan. 1980) Method of test for soil determination of

field moisture equivalent.

viii) IS-2720 Part-XXIX Determination of dry density of soil in place by Core cutter methods.

ix) IS-1798-1970 Classification and identification of soils for General Engineering purpose.

x) IS-10379-1982 Method of field test for soil being taken from the borrow pits.

xi) IS-1498-1970

1.2.1 Source of soil for embankments

No borrow pits shall be allowed with in right of way. The Characteristics of soils to be used and

prohibited are:

a) Soil having following characteristics should be used:

• Soils with fine particles (i.e. particles finer than 75 microns) not more than 50%

• Soil with liquid limits less than 35% and plasticity index less than 15%

• Soils having uniformity co-efficient preferably above 7.

The earthwork in filling will be done with CONTRACTOR's own moorum as per approved profile by

borrowing the earth from outside the HPCL premises and the rate quoted will be deemed to be inclusive

of all taxes, royalty, loading, unloading, leading, handling and re-handling of earth, lifts, ascents,

descents, crossing of nallahs, streams, tracks, levelling, dressing spreading in layers as a complete work in

all respects as per specifications indicated in succeeding paras.

1.2.2 Embankment

Before taking up embankment work :

i) All vegetation shall be uprooted and taken away from the site of work.

ii) All big size of boulders and other items not related to the work should be removed.

iii) Moorum filling shall be carried out in layers, each layer (300 mm thick) sloping out 1:30 and

compacting it mechanically using heavy rollers (8 to 10 ton capacity) to provide the compaction to

the specified level.

iv) The width of each layer of earthwork in moorum shall be in excess by 500 mm on either side of the

designed profile to enable compaction near the edges. The excess width, thereafter, cut and dressed,

so as to achieve the required bank profile.







v) Earthwork with moorum shall be completed up to designed formation level.

1.3 The earth filling with moorum shall be compacted mechanically using heavy roller (8 to 10 ton capacity)

to 98% MPD at OMC or 70% of Relative density, layer by layer as per specification. Compaction of earth

filling to be paid (included) under respective items.

1.4 The soil has to conform to specifications as mentioned under Para 3.14 "Suitability of soils for Railway

Formations". The HPCL/MMCI Engineer-in-charge may ask the CONTRACTOR/s to get the soils

samples tested as per specifications. It may please be noted that under no circumstances, the

CONTRACTORs will be allowed to form the bank with unapproved moorum. Such tests may be repeated

by the HPCL/MMCI Engineer-in-charge, during the execution of the work. If the soil samples are found

not conforming to the required specifications the CONTRACTORs may have to bring moorum from other

approved sources. The cost of all tests will have to be borne by the CONTRACTOR/s.

1.5 The CONTRACTOR/s shall, set out and provide all stakes, ballies, bamboo, strings, pegs and labour for

setting out profiles, of embankment required for the correct execution of the work and shall also be

responsible to maintain the same in proper order. This is deemed to be included in the item rate for the

earthwork with moorum. The CONTRACTOR/s shall take necessary precautions to prevent their being

removed, altered and disturbed and shall be responsible for the consequences of such removal, alterations

and disturbance and will take action for their proper re-instatement.

1.6 Before the earth filling with moorum is started by the CONTRACTOR, the ground between the lines

where filling is to be done for embankments at site of work shall be cleared of all trees along with their

roots, shrubs, heavy grass and undergrowth of every kind. None of the items of work mentioned in this

Para will entitle the CONTRACTOR/s to any extra payment except cutting of trees which shall be paid

separately as per relevant item of schedule. All trees so removed by the CONTRACTOR will be the

property of HPCL. No trees falling outside the Toe of the bank shall be allowed to be cut. All trees

having girth above 30cm (measured at 1m above GL) shall be cut of trunks and branches. Digging and

removing of roots up to a depth of 1m below the ground, filling the same cavity with good earth,

transporting the tree duly cut into standard log size to store shall be ensured by the CONTRACTOR at its

own cost.

1.6.1 The CONTRACTOR/s should commence the work systematically at one or more points in consultation

with the HPCL/MMCI Engineer-in-charge and should maintain continuous and steady progress to

complete the work in continuous lengths including leveling and dressing.

1.7 The payment shall be made for as per designed cross section only.







1.7.1 It must be clearly understood that the rates are intended to cover the full cost of the finished works. The

banks and cutting are to be correctly dressed, to profile with such slopes as specified in each case by the

HPCL/MMCI Engineer-in-charge. The rates for earthwork shall also include the site clearances and

breaking of clods as per specifications.

1.7.2 The rates also include maintenance of the banks to correct profile including repairs of all rain cuts,

making good earth work with moorum due to base settlement natural or otherwise due to rains etc. until

the final measurements have been recorded and banks taken over by the HPCL/MMCI Engineer-in-

charge. The item rates of Schedule of rates and quantities will cover the full cost of finished work of

cuttings and embankments.

1.8 For the earthwork with moorum in embankment the toes of the slopes of bank (with 500mm extra width

in on either side) on both sides of the centre line and also lines parallel to and 60 cm outside the toes of

slopes of banks should be demarcated by the CONTRACTOR with a deep borrow at least 15 cm deep.

This is to be considered as a part of setting out the work and preliminary to his being allowed to break

ground. This lock spitting is to be executed, maintained and renewed by him without any payment when

necessary or/and when ordered by HPCL/MMCI Engineer-in-charge.

1.8.1 Centre line pillars in masonry shall be provided by the CONTRACTOR in banks more than 1 m high the

same should however, be made in stages as the work progresses. Pillars shall be provided at every 25 m

or as directed by the HPCL/MMCI Engineer-in-charge. The centre line pillars shall not be paid for

separately and deemed to be included in the item rates.

1.8.2 The item rate quoted by the CONTRACTOR shall include the provision of benching in the side long

ground or side slopes in the existing bank where the earthwork joins old embankments. This aspect

should be taken into consideration while quoting the rates.

1.8.3 The breaking of all clods shall be strictly insisted upon for all earthworks with moorum in embankment

and the CONTRACTORs must take special care to ensure this.

1.9 Extra bank width of 500 mm on either side shall be rolled to ensure proper compaction at the edges. The

extra soil would be cut and dressed to avoid any loose earth at the slopes. This should preferably be done

with help of grade cutter.

1.9.1 The top of the formation shall be finished to a slope of 1 in 40 as per approved profile as per guide line for

“Earthwork in Railway project, “ Guide Line no. GE: G-1 July 2003”.

1.9.2 Both the Up stream & Down stream side slope of the bank shall be protected by providing stone pitching

up to 300 mm above HFL as per Eastcoast Railway Standard Specification. The same shall be required to







be done by the CONTRACTOR/s under this contract for which payment shall be made under respective

item.

1.10 SPECIFICATION FOR MECHANICAL COMPACTION OF EARTHWORK

1.10.1 After site clearance all pockets and depression left in the soil, if any, shall be made good and compacted.

1.10.2 Earthwork shall be done in layers not exceeding 300 mm thick.

i. Earthwork shall be compacted with suitable rollers to obtain the density specified as per IS

10379-1982 and RDSO's guidelines for “Earthwork in Railway Project GC: G-1, July 2003”

with up to date amendments.

ii. If dry density as found out from the random samples works out to less than 98% of the maximum

dry density at optimum moisture content further rolling shall have to be done by the

CONTRACTOR till such time the required density is obtained as confirmed from subsequent

tests.

iii. Each layer shall be compacted to the specified density over its entire width commencing from

the two sides, before another layer is started.

iv While compacting, it shall be ensured that there is a minimum overlap of 150 mm between each

run of the rollers

v Care should be taken during the compaction operation to slope the surface of the bank to

facilitate the shedding and to minimize the absorption of rain water, particular attention being

given to the prevention of ponding.

vi. The density of each layer of compacted soil shall be ascertained by the HPCL/MMCI Engineer-

in-charge by testing of adequate number of soil samples at the site lab provided by

CONTRACTOR.

vii. The CONTRACTOR shall be allowed to lay a further layer of soil only after the compaction of

particular layer has been found satisfactory.

viii Where the moisture content of the earth in any layer is above OMC, it shall be left for drying for







a suitable period to bring down moisture content very near to OMC before rolling is commenced.

If the soil is dry, water shall be sprinkled either in the borrow pit or even on the spread layer, as

convenient in order to obtain a moisture content near to OMC before rolling is commenced. The

CONTRACTOR shall make his own arrangement of water and nothing extra will be paid for

water used. To control moisture at which soil is compacted and to find out the dry density of the

soil the moisture content of the soil in borrow pits and in the embankment after compaction will

be determined.

ix. The optimum moisture content and the maximum dry density of the soil shall be determined by

Standard proctor compaction test as per IS-2720 (Pt. VIII) 1983 followed by field trial as per IS-

10379-1982. This test shall be conducted for the soil taken in the borrow pits at least every 100

meters and whenever there is a change in the nature of soil met with.

x. The site tests data and results shall be maintained in a Register as per the following Proforma:

1) Serial No.

2) Location

3) Layer No.

4) Laboratory Test results.

5) a) Maximum dry density in gm / CC or relative Density (%)

b) Optimum moisture content expressed as percentage of the dry weight of the soil

6) Field Test Results:

a) Dry density in Grams, CC or Relative Density (%) Field moisture content expressed as the

percentage of the dry weight of the soil.

7) Degree of compaction expressed as percentage of the density

8) Remarks.

1.11 The payment for the quantity of earthwork will be made on cross sectional measurement. The existing

ground/bank profile will be taken and plotted by the HPCL/MMCI Representative in the presence of the

CONTRACTOR or his authorised agent before commencement of the work. The profile of the bank

required to be provided will also be plotted on the same sheets. The levels and cross Sections shall be

signed by both the HPCL/MMCI Engineer-in-charge and the CONTRACTOR/s or his/their authorized

agent. The profiles of the bank as required to be provided are for the guidance of the CONTRACTOR

and not for the purpose of measurement/payment.

1.12 The profiles of the finished and completed bank first with extra width and subsequently after dressing will

like wise be taken in the presence of the CONTRACTOR or his/their authorized agent and superimposed

on the original ground profile. The CONTRACTOR shall be allowed to dress the bank to form finished

profile only after the bank with wider width duly compact has been checked to the satisfaction of the







Engineer. The gross value of earth work in filling will be calculated from the original and finally finished

profile for the purpose of payment.

1.13. Final measurements will be taken only after the bank has been completed to the required profile

irrespective of the prolongation of period of completion and number of monsoon that may pass during

execution.