STANDARD SPECIFICATION

FOR

SOIL IMPROVEMENT AND

LAND DEVELOPMENT FOR RAILWAY

SIDING FROM BRIDGE NO 1 TO BRIDGE NO 3

Hindustan Petroleum Corporation Ltd

Visakha Dispatch Station VR-ATP

Area, Naval Base Post

Visakhapatnam - 530 014 Andhra

Pradesh

Mott MacDonald

Mott MacDonald Consultants (India) Pvt. Ltd.

Kothari House, CTS No. 185 Off Andheri -

Kurla Road Andheri (East) Mumbai 400 059

STANDARD SPECIFICATION

FOR

SOIL IMPROVEMENT AND

LAND DEVELOPMENT FOR RAILWAY

SIDING

FROM BRIDGE NO 1 TO BRIDGE NO 3

Client HINDUSTAN PETROLEUM CORPORATION LTD.

MMCI Project No. 254624

Issue and Revision Record:

Rev Date Originator Checked Approv ed Description

A 12/9/2011 PSS VV VV Issued For Tender

B

C

Group Disclaimer

"This document has been prepared for the titled project or named part thereof and should not be relied upon or used for any other project without an independent check being carried out as to its suitability and prior written authority of Mott MacDonald being obtained. Mott MacDonald accepts no responsibility or liability for the consequences of this document being used for a purpose other than the purposes for which it was commissioned. Any person using or relying on the document for such other purpose agrees, and will by such use

or reliance be taken to confirm his agreement, to indemnify Mott MacDonald for all loss or damage resulting there from. Mott MacDonald accepts no responsibility or liability for this document to any party other than the person by whom it was commissioned.

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 for the stretch from Bridge No.1 to Bridge No.3 using

Vacuum Consolidation (or Vacuum Pre-Loading ) method.

2 Scope

This specification covers the material and constructional requirements of Site Development including

Soil Improvement Works for Railway siding for the stretch from Bridge No.1 to Bridge No.3 using

Prefabricated Vertical Drains (PVD) with vacuum consolidation system.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)

5 Use of Prefabricated Vertical Drains (PVD) with Vacuum

Consolidation/Pre- loading :

The basic design principle for the use of PVD is consolidation. In absence of PVD , the soil pore water

follows the flow path only in vertical direction i.e one-dimensional consolidation. However ,with the

use of PVD ,pore water in the clay sub-stratum flows horizontally (radially) as well as vertically i.e

three-dimensional consolidation. The consolidation process starts on application of Pre-load (the

expected load applied in advance) after the installation of band drains. Conventionally the preload is

applied by way of the temporary/permanent embankment over the treatment area . However , due to

the lack of the available time, a new method of pre-loading using vacuum loading is proposed.

The vacuum loading is the application of the external negative pressure to the soil surface, in the form

of vacuum. A higher effective stress is achieved by the negative pore pressure. Each PVD will be

connected to the vacuum channel using the tubing systems and drain connectors. The height of the

pre-load embankment used as surcharge shall not exceed the designed preload height. Piezometers

and Settlement Markers shall be installed to check the efficacy of the proposed system as per

requirements.

SPECIFICATIONS FOR SOIL STABILIZATION USING VACUUM CONSOLIDATION METHOD

1 General

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

specified quality in conjunction with vacuum consolidation upto depths required to stabilize the

railway embankment from Bridge No.1 to Bridge No.3 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 specifications.

The PVD or band drains as well as the accessories required for vacuum consolidation 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 herein are for reference only. The work shall be executed 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 such as type of band drains, depth of

installation, spacing, design settlement, achieved settlement, time period, purpose , height of

embankment and proposed vacuum consolidation system details.

2 Specification for PVD / Band Drains

2.1 General

PVD or Band Drains shall be of newly manufactured materials from an approved PVD shall be of

“TD3520F or Nylex Flodrain” grade 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.

Contractor shall submit the all manufacturers test certificates, DCs/Invoices etc for the review of

HPCL/MMCI at the time of supply of PVD rolls at site. Prior to installation and at the discretion of the

Engineer, an individual test sample of 3m length shall be cut from at least 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

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

material for 50,000 m & shall be tested. 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 95 x 10-6 m 3/s

8

Discharge capacity i = 1.0, 300 kPa pressure

(straight) i = 1.0, 350 kPa pressure 90 x 10-6 m3/s

9

10

Discharge capacity i = 1.0, 250 kPa pressure

(25% buckled)

ASTM D4716

85 x 10-6 m

3/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 Vacuum Pumps and accessories

CeTeau Vacuum Consolidation system or equivalent recognized system such as Menard Vacuum

Consolidation system consisting of prefabricated band drains vertically installed from ground surface

into the soil mass to prescribed depth,a surface drainage system including a granular medium (sand

mat),horizontal drains and collector pipes leading to a vacuum pump system for transmission of vacuum

to the soil as well as discharging water and air out of the treated soil mass shall be proposed for

approval of HPCL/MMCI.

The proposed Vacuum Consolidation system shall create an accelerated isotropic consolidation in the

soil mass in a relatively short time, eliminating the need for long term and potentially unstable

surcharge loads. The applied vacuum pressure shall produce the same equivalent pressures as exerted

by a traditional preloading system of upto 3 to 5 m height of embankment fill.

5 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 and stretcher should have the following properties/ facilities.

1. Capable to install depths up to 25mtr from existing ground.

2. The rig shall have the installation capacity of minimum 10,000 Rmt per day. For penetration

through stiff or difficult ground, the rigs shall have additional hydraulic cylinders.

3. The mandrel penetration rate shall 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.

4. The mandrel shall be rectangular in shape and the cross sectional area shall not exceed 80 Cm2.

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 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 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 and quality plan

e) Overall schedule including committed delivery dates of PVD and geotextile 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.For the proposed Vacuum loading, the PVD for each location shall be

prepared before the installation proceeds. The PVD shall be cut to the predetermined length considering

the subsoil stratification. The drain shall be assembled by attaching the drain collector at the top of PVD.

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 spacing

and depth of PVD shall be as per the approved design and as instructed by the Engineer-in-charge.

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, the Contractor shall

locate, number & stake out on ground the installation plan & from the benchmark provided by

HPCL/MMCI. The installed PV Drains shall not deviate more than 150mm from the position indicated in

plans. PV Drains installed beyond the tolerance & also those which are damaged or otherwise improperly

installed shall be rejected & abandoned in place. The stitcher shall be marched to the exact band drain

location and erected vertically. The base machine shall be activated and the mandrel shall be pushed into

the soil,till the top of connector is about 0.50 m below the working level,the mandrel will be pulled back

immediately leaving the band drain inside the soil.

The stitcher shall then be moved to the next location and the cycle shall be repeated. Rolls of band drain

material shall be sealed together by sliding the drain ends into each other and affixing them by stapling.

This will make the process of installation continuous

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 at places except installation at mid portion of TW gantry.

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 MMCI/HPCL Engineer. The jacket and

core shall be overlapped at min 500 mm at any splice & stapled in position.

There shall be at least 300mm 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 auguring, 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. Scale on the mast.

2. Dial gauge (which needs calibration).

3. Automatic digital counter.

Contractor to mark the center line of track and establish reference points at a distance of 30 mt on both

sides of center line and 25 mts along the alignment as per the approved drawings. Those reference points

should be constructed with brick pillers at every 25 mts along the alignment and chainages shall be marked

with paint.

Toe distance for the PVD installation shall be marked with lime powder at every 25 mt chainage points. The

existing bed surface shall be recorded with auto level along with MMCI/HPCL representatives at every 5 mt

interval longitudinally and 2.5 mt cross sectionally.

Original ground level for part length of the proposed alignment is higher than the proposed formation

level. In such case existing soil shall be excavetd up to required depth to start PVD installation. This activity

shall certify related SOQ items. Ground level for the balance part of the alignment is lower than the

proposed formation level. In this case contractor may install PVDs directly on the ground level or if the

existing ground level is not feasible /approachable for movement of PVD rig, the same is to be prepared by

the contractor by filling suitable excavated earth or moorum after removal of slush if required below the

original ground level for which no separate payment will be done. Payment shall be made for moorum

material from original ground level to top level of prepared moorum surface for movement of PVD rig.

6 Method of Measurement

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

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

one roll with another and folding length provided for anchoring purpose are not payable. Contractor

should provide 500 mm minimum overlap & stippled and minimum 150 mm folding length for

anchoring purpose at the mouth of the mandrill without any extra cost. The same is not accountable.

7 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 propose to install and methodology for

installation and monitoring shall be submitted for approval by the HPCL/MMCI Engineer-in-

charge.

8 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.

9 Documents to be submitted with offer

a) Detailed design, details of proposed Vacuum Consolidation methodology, proposed spacing

and depth of PVD, 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. 8 above with approx.

No. of bore holes and Laboratory test proposed along with unit rates. The quoted LS price for

respective work as per the item No mentioned in relevant 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.

10 Crushed stone material for Drainage Blanket and preloading

Crushed stone material shall be used for drainage blanket of compacted layer thickness of at least

300mm laid over the installed PVD within the area of ground improvement and compacted to achieve

the relative density above 70 %. Prior to laying drainage blanket, all the clay residues deposited during

the PVD work should be removed.

Contractor shall carried out all quality tests from the identified source and submit for the test reports

to MMCI/HPCL for source approval prior to its use in the works. Sand/crushed stone material should

have the following quality requirements.

a) Permiablity - Should not be less than 10 -4

m/ sec - Test frequency is every 2000 Cum

b) Gradation - test frequency – 250 Cum

Seive No Percent passing

10 mm 80-100

4.75 mm 75-90

2 mm 15-60

0.075 mm Less than 15% for crushed stone material

The Drainage blanket shall be spread evenly over the area and quantity of crushed stone materail for

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

laying of crushed stone material.

Contractor should submit necessary royalty slips to HPCL/MMCI in every week or along with RA Bills.

11 Geotextile Reinforcement

After laying the crushed stone drainage blanket a Woven Geotextile Reinforcement is installed over the

crushed stone material. The Geotextile acts as reinforcement as well as a separator between the sand/

crushed stone material blanket and the embankment fill above. 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 or sewn together at the overlaps between panels. Laying may be

permitted with required lapping as per the guidelines of manufacturer. In such case no extra payment

shall be paid for the lapping. Contractor should fallow strictly the manufacturers guidelines regarding

exposed to sunlight. Overlaps in no case shall be less than 300 mm.

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

the HPCL/MMCI Engineer-in-charge for approval.

12 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. 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

2

(c) Co-efficient of curvature d30 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-IV 1975

Method of test for soil grain size analysis

iii) IS-2720 Part-V 1974

Determination of liquid and plastic limit.

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

compaction.

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

soil.

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

moisture equivalent.

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

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

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 1:40 and

compacting it with vibro rollers (8 to 10 ton capacity) at optimum moisture content to the specified

percentage compaction.

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 95% MDD at OMC, layer by layer as per specification. Compaction of earth filling to be paid (included)

under respective items.

1.4 The moorum has to conform to specifications as mentioned under cluse 1. HPCL/MMCI Engineer-in-

charge may ask the CONTRACTOR/s to get the moorum 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 moorum 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 (girth size 100 mm or

above at 1 mt above the ground) 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 in order to complete further job

within the time schedule.

1.6.2 Contractor shall deploy one surveyor in full time with total station and Auto level equipments. Contractor

shall arrange for the recording joint levels along with MMCI/HPCL representatives in each stage at an

intervals as specified below.

a) For initial bed level/ top level of drainage layer – At every 5 mtr interval longitudinal and 2.5 mtr cross

sectional.

b) In case of excavation from NGL, formation level after excavation shall be recorded at an intervals as

specified under (a) above.

c) For running layers during execution – At every 10 mtr interval in both longitudinal and cross sectional.

d) For Fianl Layer – At every 5 mtr interval longitudinal and 2.5 mtr cross section.

Work shall not start without taking joint recording of the initial levels of ground as detailed under (a) &

(b) above.

Joint levels shall also be witnessed in addition to the HPCL/MMCI for stretches where part of the work is

carried out by other agency earlier. HPCL/MMCI will initiate to arrange for the representative of the

earlier agency for witnessing the levels.

1.7 The payment shall be made as per designed cross section only. No extra payment shall be paid for

settlement what so ever during construction.

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 before settlement is deemed to be included in

the unit rate coated by the vendor for moorum filling item. Removal of excess earth from bed, slopes

and filling the same with balance formation up to required level after settlement period are shall be

measured as per the relevant item numbers as per SOQ.

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/Reference pillars in masonry shall be provided by the CONTRACTOR in banks at suitable

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

every 50 to 100 m or as directed by the HPCL/MMCI Engineer-in-charge. The centre line / reference

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.

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”.

1.10 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 after compaction.

i. Earthwork shall be compacted with suitable vibro 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 95% 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 moorum layer shall be ascertained by the HPCL/MMCI

Engineer-in-charge by conducting FDD test as per IS 2720 at frequency of 1test per every 500 Sqm.

Contractor shall provide necessary FDD testing equipments with manpower during testing.

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 at every 100 mts

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 contractor and approved by the HPCL/MMCI

Representative 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

to establish the toe distances of each layer during execution.

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.